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2013-517
TOWN OF QUEENSBURY 742 Bay Road,Qucensbury,NY 12804-5902 (518) 761-8201 Community Development - Building & Codes (518) 761-8256 CERTIFICATE OF OCCUPANCY Permit Number: P20130517 Date Issued: Tuesday, July 22, 2014 This is to certify that work requested to be done as shown by Permit Number P20130517 has been completed. Location: 25 HERRON HOLLOW Rd Tax Map Number: 523400-227-017-0001-006-000-0000 Owner: TODD & KIMBERLY LARSEN Applicant: This structure may be occupied as a: Residential Addition By Order of Town Board TOWN OF QUEENSBURY Issuance of this Certificate of Occupancy DOES NOT relieve the property (--- e owner of the responsibility for compliance with Site Plan, Variance, or 'Vx$: other issues and conditions as a result of approvals by the Planning Board Director of Building& Code Enforcement or Zoning Board of Appeals. TOWN OF QUEENSBURY A 742 Bay Road,Queensbury,NY 12804-5902 (518)761-8201 'iii F10 Community Development- Building& Codes (518) 761-8256 BUILDING PERMIT Permit Number: P20130517 Application Number: A20130517 Tax Map No: 523400-227-017-0001-006-000-0000 Permission is hereby granted to: For property located at: 25 HERRON HOLLOW Rd 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: TODD & KIMBERLY LARSEN 531 ORIENTA Ave Residential Addition $20,000.00 MAMARONECK,NY 10542-0000 Total value $20,000.00 Contractor or Builder's Name/Address Electrical Inspection Agency SUNSOVAL INC P.O. BOX 86 CLEVERDALE. NY 12820 Plans&Specifications 2013-517 Res. Addition- 364 sq ft porch $100.00 PERMIT FEE PAID-THIS PERMIT EXPIRES: Saturday,November 15, 2014 (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 Town orQueettOury; �, rid. , i vember 15, 2013 d for the Town of Queensbury. BY Q ury. Director of Building&Code Enforcement Office Use Only Town of Queensbury Building & Codes Received: OCA 0 7013 PRINCIPAL STRUCTURE APPLICATION Tax Map ID: Permit No.: / �—517 A permit must be obtained before beginning construction Permit Fee: $ /ii ' Please read: *TB resolution 86-2013(1-28-2013): $850 recreation fee for new dwelling *Rec Fee: $ N/0‘__ units,including single-family dwellings,duplexes or two-family dwellings, multiple family Site Plan No.: dwellings, apartments, condominiums, townhouses, and/or manufactured and modular Subdivision No.: homes,but not including mobile homes. This is in addition to the permit fee. Date 10/30/13 Applicant Sunsoval, Inc. Tax Map ID 227.17-1-6 Address PO Box 86 Zoning WR Cleverdale, NY 12820 Phone/E-mail 518-656-9956 sunsoval@gmail.com Property Owner Todd & Kimberly Larsen Contractor/Agent Sunsoval, Inc. Address 25 Heron Hollow Rd Address PO Box 86 Queensbury, NY 12804 Cleverdale, NY 12820 Phone/E-mail 914-833-8663 Phone/E-mail 518-65699956 Contact Person for Building&Code Compliance: John Mason Day Phone: 65/6-9956 Building Street Address: 25 Heron Hollow Rd r 2�� Subdivision Name: — Lot#: — Historic Site: Yes X No Estimated cost of construction: $20,000.00 Type of Construction: Check all that apply Please indicate measurements as required below: C C o g d 1st Floor 2nd Floor Other Total Height ? a a Single Family — X — 364 SF — — 364 SF 11'6" Two-Family Multi-Family(#of units_) Townhouse Business Office Retail-Mercantile Factory-Industrial Attached Garages(#_) Other Town of Queensbury Building&Codes Principal Structure Packet 518-761-8256 If commercial or industrial indicate name of business Proposed use of building or addition SCREEN PORCH ADDITION Source of heat(circle one) Gas Oil Propane Solar Other N/A Fireplace-complete a separate application for"Fuel Burning Appliances&Chimneys' _Yes X No Are there structures not shown on plot plan? NO Are their easements on the property? NO Site Information — a. Dimensions or acreage of lot .57 ACRES b. Is this a corner lot? NO c. Will the grade be changed as a result of construction: _Yes X No d. Public water or Private well PRIVATE — EXISTING e. Sewer or Private Septic System SEPTIC — EXISTING Value of all work to be performed(labor and materials) $20,000.00 Declaration: I acknowledge no construction activities shall be commenced prior to issuance of a valid permit and will be completed within a 12 month period. If work is not complete by the 1 year expiration date the permit may be renewed, subject to fees and department approval. I certify that the application, plans,and supporting materials are a true and complete statement/description of the work proposed,that all work will be performed in accordance with the NY State Building Codes, local building laws and ordinances, and in conformance with local zoning regulations. I acknowledge that prior to occupying the facilities proposed, I or my agents will obtain a certificate of occupancy. I also understand that I/we are required to provide an as-built survey by a licensed land surveyor of all newly constructed facilities prior to issuance of a certificate of occupancy. I have read and agree to the above. Print Name: John A. Mason Signature: Date: 10/30/13 FOR OFFICE USE ONLY: Operating Permit Issued: _Yes _No Occupancy Type: Construction Classification: Assembly Occupancy Limit: Special Conditions: Town of Queensbury Building&Codes Principal Structure Packet 518-761-8256 Queensbury Building & Code Enforcement - Residential .n. I spection Office No. (518) 761-8256 Arrive:7 Cv .• p / i art:2).1:% arr� Date Inspection request received: Inspector's InitialN��, NAME: (-Soo p7:7#: l 3"6 LOCATION: c2=-5 -f- r'o a /lova D --v2/--I y TYPE OF STRUCTURE: ��S clr. • Comments: Yes No N/A 4" Building Number Address visible from road Chimney Height/13"Vent/Direct Vent Location Fresh Air Intake 3 inch Plumbing Vent through roof minimum 18 inches Roof Complete/Exterior Finish Complete (/// Platform at all exterior doors Handrail 4 or more risers Guards at stairs,decks,patios more than 30 inches above grade Guard at stairwell at 34 inches or more Guard at deck, porches 36 inches or more Handrail Termination at Newell Post or Wall Interior/Exterior Railings 34 inches to 38 inches Deck Bracing/Handicapped Ramp Compliant Grade away from foundation 6 inches with 10 feet 6 inch clearance to sill plate Gas Valve shut-off exposed/regulator 18 inches above grade Interior privacy/trim/doors I main entrance 36 inches f Bathroom/Kitchen watertight Safety glazing/Window in stairwells safety glazing Interior Smoke Detectors/Carbon Monoxide Detectors Every level: Every Bedroom: Outside every bedroom area: Inter Connected: Battery backup: Attic access 30 inches x 22 inches x 30 inches(height)in accessible area Crawl Spaces 18 inch x 24 inch access, 1 sq.ft.-150 sq.ft.vents Bathroom Fans,if no window Plumbing fixtures Foundation insulation to floor/Sticker on Panel Duct work sealed properly/Blower Door Test Certification Floor truss,draft stopping finished basement 1,000 sq.ft. Emergency egress below grade Gas Furnace shut-off within 30 feet or within line of site Oil Furnace shut-off at entrance to furnace area Furnace/Hot Water Heater operating Low water shut-off boiler Relief Valve(s)installed/Heat Trap/Water Temp 110 Enclosed Stairs Sheetrock Underside minimum W Gypsum Basement stairs closed rise>4 inches Garage Floor Pitched Garage fireproofing/3/4 hour fire door/door closer (9 .- Gas Logs in Sealed or Glass Enclosure )_ Final Electrical; Energy Saving Light Bulbs 50% \t'7 Final Survey Plot Plan L J Arc Fault Breaker Habitable Spaces/Tamper Proof Receptacles t - Flex Gas Pipe Bonding 17 " As Built Septic System/Sewer Dept. Inspection Sticker Site Plan /Variance required Flood Plain Certification, if required Okay to issue C/C or C/O[Temporary/Permanent] L:1Building&Codes Forms\Building&Codesllnspection Forms1Residential Final Inspection Form_revised_100405.doc; Revised January 7,2008; Revised 6126108;Revised 12/22/10, Revised 04/13/11 Town of Queensbury Building & Code Enforcement l , l TR-0\6 ) t~1 U Office No. (518) 761-8256 Framing I Firestopping Inspection Report Inspection request received: Name: L 6 c `-3 G A Inspected on: L3 / 5 - / Location: 5 (4.cL2 i'C n ---(41,1(6 el-) Arrive: - a.m.l p.m. Permit No.: / 3 - !D-7 .1/' Inspector's Initials-: ), TYPE OF STRUCTURE: R -4c�<-( c. - 11"1\--/ Y I N NIA COMMENTS: Framing s' Attic Access 22"x 30"minimum Jack Studs/Headers Truss Specification Provided y Bracing 1 Bridging Joist hangers Jack Posts/Main Beams 6 • Exterior sheeting nailed properly 12"O.C. ..— l Headroom 6 ft.8 in. . Stairwells 36 in.or more Exterior Deck Bracing Headroom 6 ft.8 in. Notches 1 Holes/Bearing Walls Metal Strapping for Notches Top Plate 1 1/2(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 water 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 Design Professional Sign-off,if required Framing/ Firestopping Inspection Report .Quality Component Truss System ' To: QC Delivery 44 Old Mohawk Street __ Whitesboro, N.Y. 13492 Curtis Lumber-Ballston Spa Job Number: J1400102 (315)768-1167 Fax: (315)768-3056 885 State Route 67 Page: 1 Project: Emery/Larsen Block No: Ballston Spa,NY 12020 I Date: 02/24/14 04:56.59 Model: Lot No: • - Named: I Site: Office: Deliver To: Account No: 000000165 Designer: AC Tony DeCarlo Tony DeCarlo Emery/Larsen Salesperson: Adam Cain Phone: I(518)885-5311 (518)885-5311 25 Heron Hollow Rd. Quote Number: 81400102 Fax: Queensbury,Delivery Date: 7 Q ry,NY P.O.Number: 1402-B89015 Profile: Qty: Truss Id: Span: Truss Type: Top Pit. LOH ROH Load By: Height Bot.Pit. 8.00 IC 01-04-08 C 01-04-08 'i ,11N- 2 j H02 28-09-00 HIP 103-01-03: Bundle: 102-A 120 lbs.each 2_X 6 2 X 4 l 8.00 IC 01-04-08 C 01-04-08 addiamtUa 4 I HO1 28-09-00 HIP 03-01-03 Bundle: 102-A _- _� 1401bs.each ___ __ 12.00 — , (1)2-Ply 8.00 C 01-04-08 C 01-04-08 RK �/[�1�pit,,, 2 H03 28-09-00 HIP GIRDER 02-11-03 Bundle: 102-A 114 lbs.each 8.00 C 01-04-08 Ai12 HOIA 03-07-00 JACK-CLOSED 02-11-03 Bundle: 102-11 14 lbs.each 1 5.66 C 01-10-05 M 2 GROI 04-11-OS DIAGONAL HIP 02-10-07 Bundle: 102-B 18 lbs.each ;_ call shawn before delivery 368-9621 ALL TRUSSES RUN WITH A TOP CHORD60.0 P.S.F. GROUND SNOW LOAD CONVERTED TO ROOF SNOW LOAD PER ASCE-7 PLEASE VERIFY ELEVATION OF JOB SITE BEFORE ORDERING Total Trs Weight(Lbs) 1232 ACCEPTED BY LUMBERYARD ACCEPTED BY CONTRACTOR I HOMEOWNER PURCHASER: BY: TITLE: _ BY: ADDRESS: TITLE: DATE OF ACCEPTANCE: PHONE: DATE: 1 • Job 'Truss TTrussType Qty Ply Emery/Larsen 131400102 •H02 Hip 2 1 _ i 1_____ Job Reference(optional) Quality Components,Whitesboro,N.Y.13492,Adam Cain Run:782.420 s Jun 19 2013 Print:7.420 s Jun 19 2013 M7ek Industnes,Inc.Mon Feb 24 04.58.05 2014 Page 1 ID:otNGYGggvmHk4k41 tCaTAGzg70o-vznTOhQNp27xApbTF7LY8FO4bPiHgp8kzQfc51zi7 W W 1-7-4 3-10-0 , 9-2-2 14-4-8 19-6-14 24-11-0 27-1-12 28-9-0 i 1-7-4 i 2-2-12 5-4-2 ' 5-2-6 5-2-6 5-4-2 2-2-13 1-7-4 Camber=1/8 in 5x10= 2x4 I, 3x8= 3x6= 2x4 5x10= 8.00;12 3 �Z _ 4 6d T,_ 5� 5 ,�6 lt7 .32 8 I 5x6�i ii 1-I 1110 . - m ,; - - 17 16 15 14 13 12 11` 3x4 3x4 3x8- 4x10 7x14 MT2OH WB 4x10= 3x8- 3x4 3x4 0.5.6(0.3-14) 2x4 0.5.8(03-14) 2473#1-364# 247381-3640 1-7-4 28-9-0 1-4-8 . 3-10-0 , 9-2-2 14-4-8 19-6-14 ,__ 24-11-0 27-1-12 27-4-8 1-4-8 2-2-12 ' 5-4 2 5-2-6 5-2-6 5-4-2 2-2-13 0-2-12 0-2-12 1-4-8 Plate Offsets(X,Y):f3:0-8.4,0-2-4],-[8:0.8.4,0-2-4],[12_0-3-8,0-]j13:0-1.12,0.1.81,[16:0.4-12,0-1.81j17:0.3.8,0.1.81 LOADING(psp 1"CLL 462 SPACING 21-0.1-05CSI I DEFL in (loc) VdeO Lid PLATES GRIP Plates Increase TC 0.82 Vert(LL) -0.40 14 >764 240 MT20 197/144 (Ground Snow=60 0) 1 TCDL 10.0 Lumber Increase 1.15 BC 0.68 Vert(TL) -0.55 14 >562 180 MT2OH 148/108 BCLL 0.0- Rep Stress Ina YES WB 0.89 Horz(TL) 0.12 11 &a n/a BCDL 10.0 Code IBC2006fTP12002 (Matnx-M) I Weight:120 lb FT=4% • LUMBER BRACING TOP CHORD 2x6 SPF No.2-Except- TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins,except T2,T3:2x4 SPF 2100F 1.8E 2-0-0 oc purlins(2-4-13 max.):3-8. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No 2 f MiTek recommends that Stabilizers and required cross bracing be installed ' during truss erection,in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 18=1903/0-5.8, 11=1903/0.5.8 Max Horz 18=-65(LC 6) Max Uptift18=-364(LC 7),11=-364(LC 6) Max Gray 18=2473(LC 19).11=2473(LC 19) FORCES (Ib)-Maximum Compression/Maximum Tension 10P CHORD 1-2=-371228,2-3=-2367/391,3-23=-50941803,4.23=-5094/803,4-5=-5094/803,5.6=-5094/803,6-7=-50941803,7-24=-5094/803,8.24=-5094/803, 8-9=-2367/392,9-104-37/228 BOT CHORD 1-18=-95/24,17-1B=-95/52,16-17=-334/1891,15-16=-950/6073,14-15=-950/6073,13.14=950/6073,12-13=-291/1891,11.12=-95/23, 10-11=-95/23 WEBS 2.18=-2344/354,2-17=-317/2149,3.17=-883/108,3-16=-562/3618,4.16=-1063/136.5.16=-1112/183,5-14=-41/205,5-13=-1112/182, 7-13=-1063/136,8.13=-563/3618,8.12=-883/109,9-12=-31912149,9.11=2344/354 NOTES 1)Wind:ASCE 7-05,90mph;TCDL=6 Opsf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone,cantilever left and right exposed; end vertical left and nghl exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL ASCE 7-05,Pg=60.0 psf(ground snow).Pf=46.2 psf(Oat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50.0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)-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. 9)All beanngs are assumed to be SPF No.2- 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 364 lb uplift at joint 18 and 364 lb uplift at joint 11. 11)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1 12)"Semi-ngid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard - Job Truss iTrussType IQty Ply iEmery/Larsen 81400102 • H01 ;HIP '4 1 _.L- _ _ _ _ - ;Job Reference(opona)__ Quality Components,Whitesboro,N.Y.13492,Adam Cain Run:7.420 s Jun 19 2013 Print:7.420 s Jun 19 2013 MiTek Industries,Inc.Mon Feb 24 04:58:06 2014 Pa9ge1 ID otNGYGggvmHk4k41tCaTAGzg700-O9LsD1R?aM7oozAfpgsnhSxHmpOIPKItC4P9dC7J vv/ _1-7-4_; 3-10-0 4-10.0 9-7-4 . 11-2-5 14-4-8 17-6-11 19-1-12 23-11-0 24-11-0 27-1-12 28-9-0 1.7-4 2-2-12 1-0-0 4-9-4 1_7_1 3-2-3 3-2-3 1 7 1 4-9-4 '1-0-0 2-2-13 1-7-4 Camber=1/4 in 8x10 MT2OH 8x10 MT2OH= 4x10= 2x4 I I 3x8= 5x6 2x4 i 4x10= 6.00'12 3 4 29 sc R 6 7 5Z 9 10 - - - i3 -3- 5x6�i I : .r- ---� T� -_l t:L --- ----7.--: 5x6 T1�� w'_ _� W =W7��IV �V5 __W.-P-1------ W5 ?1 11 HW1 --11 81--NIP 2019 18 17 16 15 61 : HW1 9 o 8x10-- 5x10= 7x12 MT18H WB= 2x4 I I 5x10- 8x10 22 21 14 13 E8x10 : 3.8 _i 3x4 8x10,,12.00 12 3x4 3x8 0-5.8(0-3.14) 0.5.8(0-3-14) 2473#/-364# 2473#/-364# 1-7-4 28-9-0 1-4-8 3-10-0 4-10-0 9-7-4 14-4-8 19-1-12 2111-0 24-11-0 27-1-1227l8 1-4-8 2.2 12 ''1-0-0.0 4-9-4 ' 4-9-4 4-9-4 4-9-4 .1-0-0' 2-2-12 0-2-12 0-2-12 1-4-8 Plate Offsets(X,V):[1:0.3-8,Edge),13:0.6-8,0-1-8J,(4:0-3-8.0-2-0],[9:0-3-8,0-2-0),(10:0-6-6,0.1-8],(12:0-3-8,Edgej,114:0-6-8,0.1-4115:0-4-12.0-4-0],1160.1-12.0.2-01,[19:0 4-12, -2-0],(20:0.4-12,0.4.0], -[21_0-6-8,0.1-4] LOADING(psf) - - _ T---_ - 1 - --- --- --- --- - TCLL 46.2 SPACING 2-0-0 CSI I DEFL in (toe) Udell lid I PLATES GRIP (Ground Snow=60.0) Plates Increase 1.15 TC 0.60 I Vert(LL) -0.70 17 >438 240 MT20 197/144 TCDL 10.0 Lumber Increase 1.15 BC 0.79 Vert(TL) .0.95 17 >322 180 I MT2OH 148/108 BCLL 0.0 ' Rep Stress Ina* YES WB 0.64 Horz(TL) 0.39 13 n/a n/a MT18H 197/144 Code IBC2006/TP120O2 i (Matrix-M) I Weight:142lb FT=4% BCD.. ---- 10.0 __ - - - -- LUMBER BRACING TOP CHORD 2x4 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins,except T2,T3:2x6 SPF 2100F 1.8E 2-0-0 oc purlins(2-10-1 max.):3-10. BOT CHORD 2x4 SPF No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B3,B4:2x6 SPF 2100F 1.8E .- WEBS 2x4 SPF No.2'Except' MiTek recommends that Stabilizers and required cross bracing be installed W6,W4:2x4 SPF 2100E 1,8E during truss erection,in accordance with Stabilizer Installation guide. OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS (lb/size) 22=190310-5.8, 13=1903/0-5-8 Max Horz 22=59(LC 7) Max Uplift22=-364(LC 7),13=-364(LC 6) Max Grav22=2473(LC 19),13=2473(LC 19) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/231,23=22221367.3-4=-4356/714,4-29=-8648/1357,5-29=-8648/1357,5-6=-8648/1357,6-7=-8648/1325,7.8=-8648/1325, 8-30=-8648/1325,9.30=-8648/1325,9-10=-4356/680,10-11=-22221367,11-12=-18/231 BOT CHORD 1-22=-105/20,21-22=-105/46,20-21=-448/2594,19.20=-72914550,18.19=-1541/10046,17-18=-1541/10046,16-17=-1541/10046, 15-16=-670/4550,14-15=384/2594,13.14=-105120,12-13=-105/20 WEBS 2-22=-2364/353,2-21=303/2080,4-20=-2427/365,4-19=-677/4348,9-16=-682/4348,9-15=-2427/364,11-14=-304/2080,11-13=-2364/351, 3-21=-2868/452,10.14=-28681413.3-20=-79215016,10-15=-761/5016,5-19=-877/111,6-17=-33/175,6.19=-1479/245,8.16=-877/111, 6-16=-1479/242 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=6.0pst BCDL=6.0psf:h=258;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=60.0 psi(ground snow);P1==46.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50.0-0 3)Unbalanced snow bads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 8)'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 lit between the bottom chord and any other members. 9)All bearings are assumed to be SPF No.2. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 364 Ib uplift at joint 22 and 364 lb uplift at joint 13. 11)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purim representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. LOAD CASE(S)Standard • Job !Truss I Truss Type Qty Ply Emery!Larsen B140 Hip GiHip po o,N.Y-.13492.Adam Cain Run.7420 s Juni 20i34k411C Job Reference 19 2 13 Mnel) 420 s Jun 19 2013 MiTek Industries,Inc.Mon Feb 24 04:58.07 2014 Page 1 aTAGzg70o-sLvEQNSdLIFfP71rNYNODgTR7D1w8011 Rk819ezi?WU 1-7-4 , 3-7-0 9-0-10 14-4-8 19-8-6 25-2-0 27-1-12 28-9-0 1-7-4 ' 1-11-12 - 5-5-10 - 5-3-14 5-3-14 5-5-10 1-11-12 1-7-4 Camber=1/8 in 5x8 2x4 • 3x8= 3x6= 2x4 II 800 12- 5x8= 4 3 K. 5 7 a 1 IiM- Xixavh I I (� I_`\\ 4x5 NW8 W W `8 I W 3 l� \`T1 91I I W1 tp ao B ��! B 17 18 77 27 28 16 29 30 31 15 32 14 33 13 34 35 36 12 11 = 2x4 II 3x6-s- 3x4 NAILED NAILED 5x10= NAILED NAILED 2x4 4x8=NAILED 5x10= NAILED NAILED 3x6- 2x4 3x4- 0-5..g(p.2-3) NAILED NAILED NAILED NAILED NAILED 0-5.8(0.2-3) I 2789#/-717# 2789#/-717# i 1-7-4 27.4.8 1-4.8 . 3-7-0 . 9-0-10 . 14.4-8 19.8-625-2-0 _ . 27-1-12 :28-9-0 -1-1- 1-4-8� 1-12 5.5-10 5-3-14 5-3-14 - 5-5-10 1-11-12 1-4-8 0-2-12 0-2-12 ,------:Plate-offsets(X,Y):[1:0.0.0,0.0-i0],[3:0.6.4,0-2-4],[6_0-s-4,0.2-41,.110:0-0.0,0.0-10) - - - LOADING(psi)46 2 SPACING 2-0-0 CSI DEFL in floc) Udell Lid PLATES GRIP TCLL (Ground Snow=60.0} Plates increase 1.15 TC 0.69 Vert(LL) -0.32 15 >944 240 MT20 197/144 TOM 10 0 Lumber Increase 1.15 BC 0.99 Vert(TL) -0.42 15-16 >728 180 • BCLL 0.0" Rep Stress Ina NO WB 0.54 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 J Code IBC20061TPI2002 (Matrix-M) Weight-227 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins(4-2-13 max.):3-8. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing REACTIONS (lb/size) 18=2184/0-5-8, 11=2184/0-5-8 Max Herz 18=-56(LC 6) Max Upkft18=-717(LC 7),11=-717(LC 6) Max Grav18=2789(LC 19),11=2789(LC 19) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-23/262,2-3=-2511/721,3-25=-6024/1620,4-25=-602411620,4-5=-6024/1620,5-6=-6024/1620,6-7=-6024/1620,7-254-6024/1620, 8-254-6024/1620,8-9=-2511/721,9-10=-23/262 BOT CHORD 1-18=-130/262,17-154-130/56,17.27=-606/2041,27-28=-606/2041,16.254-606/2041,16-29=1937/7230,29-394-1937)7230,30-31=-1937/7230, 15.31=-1937/7230,15.32=-1937/7230,14-32=-193717230,14-33=-1937/7230,33-34=-1937/7230,13-34=193777230,13-35=-567/2041, 35-36=-567/2041,12-36=-56712041,11-12=-130/28,10.11=-130/261 WEBS 2-18=-2728/749,2-17=-675/2518,3-17=-1109/176,3-16=-1156/4423.4-16=-1103/139,5-16=-1347/368,5-15=-194/233,5-13=-1347/368, 7-13=-1103/140,8.13=-115614423.8-12=-1109/176,9.12=-675/2516,9-11=-2728/749 NOTES 1)2-ply truss to be connected together as follows: Top chords connected with 10d(0.120"x3")nails as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected with 10d(0.120"x3")nails as follows:2x4-1 row at 0.9-0 oc Web connected with 10d(0.131`x3")nails as follows:2x4-1 row at 0-9-0 oc. 2)All bads 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 distnbute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind:ASCE 7-05,90mph,TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 . 4)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 5)Unbalanced snow loads have been considered for this design. 6)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 7)Provide adequate drainage to prevent water pending 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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. 10)All bearings are assumed to be SPF No.2. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 717 lb uplift at joint 18 and 717 lb uplift at joint 11. 12)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 14)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 15)"NAILED`indicates 3-10d(0.148"x3")or 3-12d(0.148"x3 25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. LOAD CASE(S)Standard 1)Dead-x Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(p8) Vert:1-3=-112,3-8=-112,8-10=-112,19-22=-20 Concentrated Loads(Ib) Vert:17=-47(B)12=-47(8)27=-47(B)28=.47(B)29=-47(B)30=-47(8)31=-47(B)32=-47(B)33=-47(8)34=-47(B)35=-47(B)36=-47(B) - - --- mer en Job Truss Truss Type 'Qly 'Ply �Emery 1 Larsen B1400102 . H01A Jack-Closed 12 1 • --`- - 99 'Job Reference topfwnal) 65 Quality Components,Whitesboro,N.Y.13492,Adam Cain Run'7.420 s Jun 19 2013 Print 7.420 s Jun 19 2013 Tek Industries,Inc.Mon Feb 24 04:58:08 2014 Page 1 ID:otNGYG vmHk4k41tCaTAGzg70o-KXSceiSF6zNW1GK2wFuFmt0kXdtttN2AfOuGh4zi WI' 1-7-4 - i - - 1-11-10 2 2x4 4 3 8.00112 , 11 3x5 0 2 cv �` w3 11.7I I I I 1 W1 M B1 6 354 3x5 6701.66# 2x4 7 — 5 0.5.8(0.1.8) 427#/-43# 1-4-8 1-7-1 3-7-0 1-4-8 0'-2-12 1-11-12 LOADING(psf) SPACING 2-0-0 I CSI 1 DEFL rn (loc) Vdeft L/d PLATES GRIP TCLL 46.2 Plates Increase 1 15 TC 0.13 Vert(LL) 0.00 7 >999 240 MT20 1971144 (Ground Snow=60.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 7 >999 180 TCDL 10.0 Rep Stress Ina YES WB 0 05 Horz(TL) -0.00 6 n/a n/a BCLL 0.0' Code IBC2006/TPI2002 (Matrix-M) Weight:15 lb FT=4% BCOL _ 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-0 oc purlins, except end verticals. BOT CHORD 2x4 SPF No 2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No 2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. --- ;REACTIONS (lb/size) 7=423/0-5-8, 6=52/Mechanical Max Horz7=72(LC 7) Max Uptft7=-43(LC 8),6=-66(LC 7) Max Grav7=427(LC 12),6=67(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-18/163.2-11=-68/29,3-11=32136,3-4=-19/0,3-6=-119/22 BOT CHORD 1-7=-84/26,6-7=-84/47,5-6=0/0 WEBS 2-7=-354126.2-6=30/105 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft,Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 7)All bearings are assumed to be SPF No.2. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 43 lb uplift at joint 7 and 66 lb uplift at joint 6. 10)This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 11)"Semi-rigid pitchbreaks including heels'Member end fixity model was used In the analysis and design of this truss. LOAD CASE(S)Standard Job Truss Truss Type I Qly Ply Emery/Larsen 81400102 • GRO1 • Diagonal Hip Girder I2 1 Job Reference(optional)_ Quality Components.Whitesboro,N.Y.13492.Adam Can Run:7.420 s Jun 19 2013 Prmt 7.420 s Jun 19 2013 MiTek Industries,Inc.Mon Feb 24 04:58:08 2014 Pae 1 . I D:oINGYGggvmHk4k41 tCaTAGzg70o-KXSceiSF6zNW 1 GK2wFuuFmtOi_ds2tMkAfOuGh4zi 2-2-3 4-11-5 2-2-3 2-9-2 2x4 3 4 i' y' /� l i 5.66'12 I 3x4 i/ 11 �� 2 -- T1 /- W3 N ( � 1 1 W1 w2 - - -- t'y Bt — - ii,i I 3x4 \I\ 6 fl 3x5- 103#/-57# 2x4 7 5 0-7-12(0-1-8) 596#/-83# 1-10-5 2-2-3, 4-11-5 1-10-5 0-3-14 2-9-2 LOADING(psf) SPACING 2-0-0 CSI DEFL in (Icc) Weft Ltd I PLATES GRIP 1'CLL 46.2 Plates Increase 1.15 TC 0.29 Vert(LL) 0.00 6-7 >999 240 MT20 197/144 (Ground Snov=60 0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 6-7 >999 180 1"CDL 10.0 i Rep Stress mita NO WB 0.07 Horz(TL) -0.00 6 nla nta BCLL 0.0 BCDL 10.0" Code IBC2006ITP12002 (Matrix-M) Weight 16 m FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, except end verticals ESOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed i during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (Ib/size) 7=579/0-7-12, 6=76/Mechanical Max Horz 7=75(LC 7) Max Uplift7=-83(LC 8),6=-57(LC 7) Max Grav7=596(LC 12),6=103(LC 12) FORCES (Ib)-Maximum Compression/Maximum Tension TOP CHORD 1-2=-32/242,2-11=-82/7,3-11=-30/41,3-4=-15/0,3-6=-163/22 BOT CHORD 1-7=-157/38,6-7=-157/20,5-6=0/0 WEBS 2-7=-505/61,2.6=0/176 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone:cantilever left and right exposed; end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 7)All bearings are assumed to be SPF No.2. 8)Refer to girder(s)for truss to truss connections. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 83 lb uplift at joint 7 and 57 lb uplift at joint 6. 10)This truss Is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pilchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Delivery Receipt Quality Component 6sil Truss Systems, LLC Quote No. 44 Old Mohawk Street J1400102 Whitesboro, NY 13492 Ship Date Phone: 315-768-1167 2/26/2014 Fax: 315-768-3056 Driver/Load Quality Components www.QualityTrusses.com Lee-1 Sold To: P.O.# Ship To: Curtis Lumber- Ballston Spa 1402-889015 Emery/Larsen 885 State Route 67 25 Heron Hollow Rd Ballston Spa,NY 12020 Queensbury,NY Directions/Special Instructions Shawn 518-368-9621 Quantity Description 22 Roof Trusses as per attached"QC Delivery" Hangers as per attached "QC Delivery" Truss Layout Sheet Jobsite Information Packet 1 Shop Drawings 1 Engineer Sealed Drawings I certify that the items listed on this sheet have been received in good condition. Received By: Date: /2014 • OD O O O O CO CO O O O O O O O O 6 O O O N . 7O O O O O O c N N N N N N i I 1 n ; ,.RP2 j, E3 , „ 1 . . . , / — j,f---- ' j ' i / . li 1 vNAILED lil NAILED 1V/ o �I 1 k I� ,i NAILED . a NAILED o 1 NAILED oI 1 { NAILED O N LU O O NAILED —-P3 NAILED I111. i NAILED I 1 I t[ iI NAILED II d NAILED 0 3- q 1 i RP-4 NAILED 1 0 o o o \ 'r El n \\ '' AFt�+ •o. ., 14-04-00 M iTe k� MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield,MO 63017-5746 314-434-1200 Re: B1400102 Emery/Larsen The truss drawing(s)referenced below have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters provided by Quality Comp'nts Frmg Sys.,Inc.. Pages or sheets covered by this seal: I21865385 thru 121865389 My license renewal date for the state of New York is January 31,2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Of NEW r_ h,; rL t5)0 41O.0.0O <<„,�G? February 24,2014 Garcia,Juan 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 1. Job Truss Truss Type Qty Ply Emery/Larsen 121865385 61400102 GR01 Diagonal Hip Girder 2 1 Job Reference(optional) Quality Components, Whitesboro,N.Y.13492 7.430 S Jul 25 2013 MiTek Industries,Inc. Mon Feb 24 08 31.05 2014 Page 1 ID.otNGYGggvmHk4k41tCaTAGzg70o-9KhiDSPgkJSNTA8Wuo9WuSVnYkHp4gN35ZLtxKzi 9K 2-2-3 1 4-11-5 1 2-2-3 2-9.2 Scale=1.17.6 3 4 2x4 II 566 riT • 3x4 11 2 1 pitrimillig4611111111111111111111e, =.E1 • 6 3x4= 3x5= 7 5 2x4 II 1-10-5 2.241 4-11-5 1-10-5 0.3-14 2.9.2 LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) 1/defl Lld PLATES GRIP TCLL 46.2 Plates Increase 1.15 TC 0.29 Vert(LL) 0.00 6-7 >999 240 MT20 197/144 (Ground Snow=60.0) Lumber Increase 1.15 BC 0.10 Vert(TL) -0.00 6-7 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.07 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 * Code IBC2006/TPI2002 (Matrix-M) Weight:18 lb FT=4% BC DI 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 7=579/0-7-12 (min.0-1-8),6=76/Mechanical Max Horz 7=75(LC 7) Max Uplift7=-83(LC 8),6=-57(LC 7) Max Gray 7=596(LC 12),6=103(LC 12) FORCES (Ib)-Max.Comp/Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-505/61 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psi(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fit between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,6. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Co'�P �JPN Gglq�i9 0'9,,r r ,�,` , Lu to / ?r7 ' - 111 4a3001, 0 /V 080001 gOr.ESS10* February 24,2014 4 IVAt4r2161•Veit),design parameters and READ MITES ON inn MID 17CiLASE0 MTTFN REIM=M3E MIT-1473"AK 1/29/2014 BEFORE USE Design valid for use only with MRek connectors.This design is based only upon parameters shown.and Is for an Individual building component. Applicobtify of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stabtlity during construction is the responsibOtty of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility Cl the building designer.For general guidance regarding fabrication.quality control,storage.delivery.erection and bracing,consult ANSI/TPI1 Qualify Criteria,OSS-89 and SCSI Building Component 14515 N.Outer Forty,Suite#300 Solely Information avoiabte from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria.VA 22314. Chesterfield,MO 83017 If Southern Pint ISP)lumber is specified,the design values are those effective 06/01/7013 by ALSC Job r Truss Truss Type Qty Ply Emery/Larsen B1400102 H01 HIP 4 1 1218653861 1 Job Reference(optional) Quality Components, Mitesboro,N.Y.13492 7 430 s Jul 25 2013 MiTek Industries,Inc. Mon Feb 24 08'31'07 2014 Page 1 ID:otNGYGggvmHk4k4ltCaTAGzg70o-5ipSe7Q5Gwi5iTIv7CB_zta2KYoSYRxLYtq_00zi 91 1-7-4 2-2-12 1-0-0 4-9-4 1-7-1 3-2-3 3.2.3 1.7.1 4.9.4 1-0-0 2-2-13 1-7-4 Scale=1'50.5 Bx10 MT2OH= 8x1DMT20H= 4x10 = 2x4 II 3x8= 5x6= 2x4 II 4x10= 8.0012 3 46 7 9 10 P....4" =e I e Ent 1.151 0::,1fSd r5i319, ty 41v 2 `,' _1�1 i 1 �1- I T ,11il a % 19 17 16 1s ��• �e�• 12 I�� z13x10 = 1e w= 5x10= 2x4 15x10 = 8x10= 21 7x12 MT18H UVB= 14 22 8x10 \, 13 3x6 I I 3x4 I I 8x10 ,.12 00 12 3x4 II 3x8 II 2040 11-4-8 3-10.0 i4-10.01 0.7.4 1 144.8 1 19•,.12 1 23.11-0 1411101:0°1 4.11-0i 27.1.12 027AB I 1�a 0I-17-r2 za.12 ill 4.9 4 4•.4 4-9-4 4.9-4 10 0 2.2.12 o 2.21.4.8 Plate Offsets(X,Y): [1:0.3-8,Edge],[3:0-6-8,0-1-8],[4:0-3-8,0-2-0J,[9:0-3-8,0-2-0),(10:0-6-8,0-1-8],[12:0-3-8,Edge],[14:0-6-8,0.1-4],[15:0-4-12,0-4-0],[16:0-1-12,0-2-0],[19:0-4-12 .0-2-0],(20.0-4-12.0-4-0].[21:0-6-8.0-1-4j LOADING(psf) TCLL 46.2 SPACING 2-0-0 CSI DEFL in (lac) Udefl Lid PLATES GRIP (Ground Snow=60.0) Plates Increase 1.15 TC 0.60 Vert(LL) -0.70 17 >438 240 MT20 197/144 CDL 10.0.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -0.95 17 >322 180 MT2OH 148/108 TRep Stress Incr YES WB 0.64 Horz(TL) 0.39 13 n/a n/a MT18H 197/144 BCDL 10 0 Code IBC2006/TP12002 (Matrix-M) Weight4% 142 lb FT= LUMBER BRACING TOP CHORD 2x4 SPF No.2"Except" TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc purlins,except 3-7,7-10:2x6 SPF 2100F 1.8E 2-0-0 oc purlins(2-10.1 max.):3-10. BOT CHORD 2x4 SPF No.2'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 18-20,15-18:2x6 SPF 2100F 1.8E MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 SPF No.2"Except' be installed during truss erection,in accordance with Stabilizer 4-19,9-16,3-20,10-15:2x4 SPF 2100F 1.8E Installation guide. OTHERS 2x4 SPF No.2 WEDGE Left:2x4 SPF No.2,Right:2x4 SPF No.2 REACTIONS (Ib/size) 22=1903/0-5-8 (min.0-3-14),13=1903/0-5-8 (min.0-3-14) Max Horz 22=59(LC 7) Max Uplift22=-364(LC 7),13=364(LC 6) Max Gray 22=2473(LC 19),13=2473(LC 19) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2222/367,3-4=-4356/714,4-5=8648/1357,5-6=-8648/1357,6-8=-864811325, 8-9=-8648/1325,9-10=4356/680,10-11=-2222/367 BOT CHORD 20-21=448/2594,19-20=729/4550,17-19=1541/10046,16-17=1541/10046, 15-16=670/4550,14-15=384/2594 WEBS 2-22=-2364/353,2-21=303/2080,4-20=-2427/365,4-19=677/4348,9-16=-682/4348, 9-15=-2427/364,11-14=-304/2080,11-13=-2364/351,3-21=-2868/452,10-14=-2868/413, 3-20=-79215016,10-15=-761/5016,5-19=877/111,6-19=1479/245,8-16=-877/111, 6-16=-1479/242U NE y�.,NOTES G4/: -, O�-1)Wind:ASCE 7-05;90mph;TCDL=6.0psf,BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed;MRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate gp DOL1.60 2)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psf(flat roof snow);Category Il;Exp B;Partially Exp.;Ct=7.1,Lu=50-0-0 (3)Unbalanced snow loads have been considered for this design. ,•. ',%i • CL4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. '5)Provide adequate drainage to prevent water ponding. �-6)All plates are MT20 plates unless otherwise indicated. `r ?7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1C?8)'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 will8009 (7"fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb)22=364, SSI° 13=364. Continued on page 2 February 24,2014 M ill A Wi1Rh2hCi•Verify desiy4 y+aransesz and ALMN07ES ON TN75FFO Ifyv.L0E0 HIM REFERENT DA^af N(7.747)rex 1/19/101 d WORE USE • Design voSd for use only wilts Mitek connectors.this design isbased only upon parameters shown,and t,for an hdividual building component. Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown Is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibility of the MiTek'erector.Additional permanent bracing of the overo9 structure is the responslblity of the building designer.For general guidance regarding fabrication.quality control.storage.deivery.erection and bracing.consult ANSI/TP11 Qualify Criteria.058-89 and ICS/Building Component 14515 N.Outer Forty.suite 0300 Safety Information available from inns Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Chesterfield,MO 93017 It Southern Pine(SP)loot,el is spec filled,the design values are those effective 06/01/2013 by RISC Job ITrUSS Truss Type Qty Ply Emery/Larsen 121865386 161400102 H01 HIP 4 1 Job Reference(optional) Quality Components, Whitesboro,N Y.13492 7,430 s Jul 25 2013 MiTek Industries,Inc. Mon Feb 24 08:31:08 2014 Page 2 ID:otNGYGggvmHk4k4l tCaTAGzg70o-ZvNgsTRjl EgyKdt5ZwiD W57D4y8hHuBVnXaXYfzr_9H NOTES 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard e f WARMM.Verily design prows*.rs and READ MESON 7HTEAND ns#1UDFD H77FK REFEREMX PAM 1411,7473 res:1/29/20td DFPoRFUSE - Design void for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. y C�^ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not tans designer.Bracing shown Y is for lateral support of individual web members only.Additional temporary bracing to Insure stability during construction Is the responsibtlly of the MiTek" erector Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control,storage.delivery,erection and bracing,consult ANSI/TPII Qualify Criteria.008.89 and SCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria.VA 22314. Chesterfield,MO 83017 If Southern Pine(SP)lumber is spar Used.the design wines are those effective 06/02/2013Uy RISC Job Truss Truss Type Qty Ply Emery/Larsen • 121865387 81400102 HO1A Jack-Closed 12 1 Job Reference(optional) i Quality Components, Whttesboro,N.Y 13492 7 430 s Jul 25 2013 MiTek Industries,Inc. Mon Feb 24 0&31:08 2014 Page 1 ID.otNGYGggvmHk4k411CaTAGzg70o-ZvNgsTRj 1 EgyKdt52wJDW57KLyKAH 1 RVnXSXYtz1_9H I 1-7.4 I 3-7-0 I 1-7-4 1.11-12 Scale=1:18.1 2x4 II 4 3 8.00 12 - PlAt • 3x5,..•„. 11 2 N I ,, 1 AII\,,,.... , ,.. , ...., 8 3x4 = =, 3x5 7 2x4 I1 5 I 1-48 1-7-13-7-0 I 1-48 04-ix 1-11-12 LOADING(ps() SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 46.2 Plates Increase 1.15 TC 0.13 Vert(LL) 0.00 7 >999 240 MT20 197/144 (Ground Snow=60.0) Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 7 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 • Code IBC2006/TP12002 (Matrix-M) Weight:15 Ib FT=4% BCDL 10.0 LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. 1 REACTIONS (lb/size) 7=423/0.5.8 (min.0-1-8),6=52/Mechanical Max Horz 7=72(LC 7) Max Uplift 7=-43(LC 8),6=66(LC 7) Max Gray 7=427(LC 12),6=67(LC 12) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2.7=-354/28 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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 fd between the bottom chord and any other members. 7) Refer to girder(s)for truss to truss connections. 8) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,6. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. f NEL// LOAD CASE(S) Standard (-Cs p,NGA/9O �O,p�E1 0 .y ,� z _070...... RAPES SI CP February 24,2014 , v AWARAM•Verily deslyo;warm arcs and READ NJTES ON MS AND INCLUDED HIM REFERENCE EASE NII.7473 rev.1/29J10148fr01EUSE Design void for use only with MiTek connectors.This design 6 based only upon parameters shown.and is for an individual buikding component lid 1. Applicability of design parameters and proper Incorporation of component 6 respansibdity of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/7P11 Quality Criteria.050.89 and SCSI Building Component 14515 N.Outer Fully,Suite#300 Safety Information ovadable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria,VA 22314. Chesrertleld,MO 63017 It Soother 4 Pine ISP F lurebor is tl>e<Berl,she design values are those effective 06/01/2013 by ALSO Job Truss Truss Type TQty Ply Emery/Larsen 121865388 91400102 H02 Hip 2 1 Job Reference(optional) Quality Components, Whitesboro,N.Y.13492 7.430 S Jul 25 2013 MiTek Industries,Inc. Mon Feb 24 08.31.10 2014 Page 1 ID:otNGYGggvmHk4k41 tCaTAGzg70o-WHVDG9TzYr4fZx1 UgLkhbWC V9lswlkmoEr3ecYzi_9F 1 1-7-4 1 3 -10-0 I 9-2 -2 I 14-44 1 19-6-14 I 24-11-0 1 27-1- 12 I 28.9-0 1 1-74 2-2-12 5-4-2 5-2.6 5.2.6 5-4-2 2-2-13 1-7-4 Scale v 1.49 9 5x10= 2x4 II 3x8= 3x6= 2x4 II 5x10 = 8001 3 19� IRl 4154 ISZI ISd 5 ba 6d� �7 41d 8 5x8* El m * i 5x8 n 2 9 '7 � 1.c 4�✓ lthl � e��j 10 � r5 11 ,, b l i 18 17 18 15 14 13 12 11 3x4 = 3x4 II 3x8= 4x10= 7x14 MT2OH WB = 4x10= 3x8= 3x4 II 3x4 = 2x4 II 25-94 I 14 9 1 3.10.02.12 I 9.2.2 1 144-8 ) 194.14 24-11.0 I 271.1213 2a3-12 7 8 14-9 14.8 01.1712 2 12 2. 54.2 55.24 5-24 5-4.2 2--z- Plate Offsets(X.Y): (3:0-8-4.0-2-41.(8:0-8-4.0-2-4j.I12:0-3-8.0-1-8).(13:0-1-12.0.1-8].116:0-4-12.0.1-8).[17:0.3-8.0-1-8) LOADING(psi) SPACING 2-0-0 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 46.2 Plates Increase 1.15 TC 0.82 Vert(LL) -0.40 14 >764 240 MT20 1971144 (Ground Snow=60.0) Lumber Increase 1.15 BC 0.68 Vert(TL) -0.55 14 >562 180 MT2OH 148/108 TCDL 10.0 Rep Stress Ina YES WB 0.89 Horz(TL) 0.12 11 n/a n/a BCLL 0.0 BCDL 10.0 • Code IBC2006/TP12002 (Matrix-M) Weight:120 lb FT=4% LUMBER BRACING TOP CHORD 2x6 SPF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins,except 3-6,6.8:2x4 SPF 2100F 1.8E 2-0-0 oc purlins(2-4-13 max.):3-8. BOT CHORD 2x4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS (lb/size) 18=190310-5-8 (min 0-3-14),11=190310-5-8 (min.0-3-14) Max Horz 18=-65(LC 6) Max Uplift18-364(LC 7),11=-364(LC 6) Max Gray 18=2473(LC 19),11=2473(LC 19) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2.3=-2367/391,34=5094/803,4-5-5094/803,5-7=-5094/803,7-8=5094/803, 8.9=-2367/392 BOT CHORD 16-17=-334/1891,14-16=-950/6073,13-14=-950/6073,12.13-291/1891 WEBS 2-18-2344/354,2-17=-317/2149,317=-883/108,3-16=-562/3618,4-16=1063/136, 5-16=-11121183,5-13=1112/182,7-13=-1063/136,8-13=563/3618,8-12=-883/109, 9-12=-319/2149,9-11-2344/354 NOTES 1)Wind:ASCE 7-05;90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-05;Pg=60.0 psf(ground snow);Pf=46.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-0 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. pF NEW 5)Provide adequate drainage to prevent water ponding. '� 6)All plates are MT20 plates unless otherwise indicated. ,,,,14.- �JP�C''ARC�yO9 r8)7)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. Co 1.- 8) `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. !/. <3�' �., 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)18=364, n 1 ri,,;" ii 11=364. V W4.44.' tir Ill 10)"Semi-rigid pdchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 2 " xu d Z 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. tP C" LOAD CASE(S) Standard 00O tics'080081 R°FESS�ONA February 24,2014 1 __ ®WARNTN3•Verily design pannumrs and READ NOTES ON MIS AN0MUM WEN A EREla PACT H11.1473 rer.1/17/2014WORE ME Design valid for use only with MOek connectors.This design Is based only upon parameters shown,and Is for an individual building component. Milk Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer.Bracing shown ■ n for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiny of the ByBiTek, erector.Additional permanent bracing of the overal structure is the responsibility of the building designer.For general guidance regarding fabrication.quality control.storage.delivery.erection and bracing.consult ANSI/TPII Qualify Criteria,DSB-89 and BCSI Building Component 14515 N Outer Forty.Suite 8300 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Chesterfield,MO 83017 11 Seuthemei ne ISP)tomb.Is teat Mall,the design values are those effective 06/01/2013 by ALSC Job Truss Truss Type Qty Ply Emery/Larsen 121865389 81400102 H03 Hip Girder 1 2 Jab Reference(optional) Quality Components, VVhitesboro,N.Y.13492 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Feb 24 08 31.12 2014 Page 1 ID:otNGYGggvmHk4k41 tCaTAGzg70o-SgcLhrUE4TLNpFAsomn9gxHtgZSZDjf5i8YlhQzi_9D 1 1-7-4 I 3-7-0 1 9- 0-10 I 14-4-8 I 19.8.6 I 25-2-0 1 27.1 .12 1 28-9-0 1 1-7-4 1- 11-12 5-5-10 5.3-14 5-3-14 5.5.10 1-11-12 1.7-4 Scale=1'50 1 5x8= 2x4 II 3x8= 3x6= 2x4 II 8.00 f 12 5x8= 3 68- 4 68- RI 68- 5 68- IsdT MI 8 oI p • 4x5all. 1-1,-...„......,,,, f� R 4x5 '7 2 9 n d 1 * 10 il -A 2 m S r.' nn nn e1nn i nn nnlT1 nn f' nn l nn i-' 1r t 18 17 27 28 18 29 30 31 t5 32 14 33 13 34 35 38 12 11 3x4 = 2x4 II 3x8= NAILED NAILED 5x10= NAILED NAILED 2x4 II 4x6=NAILED 5x10= NAILED NAILED 3x6 2x4 II 3x4= NAILED NAILED NAILED NAILED NAILED 28.9-0 1 14.8 tap 3.70 1 9.0.10 I 14.4-8 I 19-e4 1 25-2-0 I 27.1.12 207452 7145 i 1.4.88 8-4-12 1.11-12 5.5.10 53.14 5-3-14 5.5.10 ,.11.12 a•12 14 9 Plate Offsets(X.Y): 11:0.0-0.0.0-10],[3:0.6-4 0-2-4].[8:0-6-4.0.2-4].[10:0-0-0.0.0-10] LOADING(psf) SPACING 2-0-0 CSI DEFL in (lac) I/defl L/d PLATES GRIP TCLL 46.2 Plates Increase 1.15 TC 0.69 Vert(LL) -0.32 15 >944 240 MT20 197/144 (Ground Snow=60.0) Lumber Increase 1.15 BC 0.99 Vert(TL) -0.42 15-16 >728 180 TCDL 10.0 Rep Stress Incr NO VVB 0.54 Horz(TL) 0.09 11 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 I (Matrix-M) Weight:227 lb FT=4% LUMBER BRACING TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins(4-2-13 max.):3-8. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 18=2184/0-5-8 (min.0-2-3),11=218410-5-8 (min.0-2-3) Max Horz 18=56(LC 6) Max Uplift 18=-717(LC 7),11=-717(LC 6) Max Gray 18=2789(LC 19),11=2789(LC 19) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-23/262,2-3=2511/721,3-4=6024/1620,4-5=-6024/1620,5-7=6024/1620, 7-8=-6024/1620,8-9=2511/721,9-10=23/282 BOT CHORD 1-18=-70/262,16-17=-606/2041,15-16=1937/7230,13-15=1937/7230,12-13=567/2041, 10-11=-68/261 WEBS 2-18=-2728/749,2-17=-675/2516,3-17=-1109/176,3-16=1156/4423,4-16=-1103/139, 5-16=-13471368,5-13=1347/368,7-13=1103/140,8-13=1156/4423,8-12=1109/176, 9-12=-675/2516,9-11=2728/749 NOTES 1)2-ply truss to be connected together as follows: Top chords connected with 10d(0.120"x3")nails as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected with 10d(0.120"5(3")nails as follows:2x4-1 row at 0-9-0 oc. Web connected with 10d(0.131"x3")nails as follows:2x4-1 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. I F (WJE 1, 3)Wind:ASCE 7-05;90mph;TCDL=6.0psf;BCDL=6.0psf;h=25ft;Cat.II;Exp B;enclosed,MVVFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7.05;Pg=60.0 psf(ground snow);Pf=76.2 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1,Lu=50-0-05) Unbalanced snow loads have been considered for this design.6)This buss has been designed for basic load combinations,which include cases with reductions for multiple concurrent live loads. 4� , 7)Provide adequate drainage to prevent water ponding. f— i it l's.t ( Liu 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n 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 51 •/ E•- al fit between the bottom chord and any other members. 2 I. u,nu.�--0 -. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) �0 ti 1 �� 18=717,11=717. 0,o 0•0800-n 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9 A 12)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. GPES Sl ON 13)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. Continued on page 2 February 24,2014 A vbiAN/3-Verily design parameters and READ AWES ON 7N75AND 7NQ•L'DED N77E.KREF£REMI 042E H11.7473 me 1/29/1014 BEFOREUSE 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 parameters and proper incorporation of component hBracingresponsib ity of building designer-riot truss designer.Bracing shown is for lateral support of individual web members only.Additional temporory bracing to insure stabiity during construction is the responsibility of the MiTek' erector Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control.storage.delivery.erection and bracing consult ANSI/I9l1 Quality Criteria,D5B-89 and SCSI Building Component 14515 N.Outer Forty,Suite#300 Safety Information avaiable from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Chesterfield-MO 63017 If Southern Pine 45Pl lumber is specified,the design values ere those effective 06/01/2013 by ALSC • Job Truss Truss Type Qty Ply Emery f Larsen 121865389 81400102 H03 Hip Girder 1 2 Job Reference(optional) Quality Components, Whitesboro,N.Y.13492 7.430 s Jul 25 2013 MITek Industries,Inc. Mon Feb 24 06'31 12 2014 Page 2 ID:otNGYGggvmHk4k411CaTAGzg70o-SgcLhrUE4TLNpFAsomn9gxHlgZSZD)i5i8YlhQzi 90 LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=112,3-8=-112,8-10=-112,19-22=-20 Concentrated Loads(lb) Vert:17=-47(B)12=47(8)27=-47(B)28=-47(B)29=-47(B)30=-47(B)31=-47(8)32=-47(B)33=-47(B)34=-47(B)35=47(B)36=-47(B) WARNIND-Verify deskvn paranseten and READ N3755 ON 7515,480 rNa.IJDFD M77EH REFERENCE DADE fnI.747)rex 1/29/201d WORE USE Design valid for use only with MOek connectors.This design is based only upon parameters shown,and is for on ndividual building component. Applicabiity of design parometen and proper incorporation of component is responsibiity of buidng designer-not truss designer.Bracing shown is for lateral support of inc5vidual web members only. Additional temporary bracing to insure stability during construction is the responsibilFty of the MiTek, erector.Additional permanent bracing of the overall structure Is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing.consult ANSI/TPII Quality Criteria,DSB489 and BCSI Building Component 14515 N.Outer Forty,Suite 0300 Safety Information available from Truss Plate Institute.781 N.Lee Street.Suite 312.Alexandria.VA 22314. Chesterfield,MO 63017 IfSoutfiern PinetSPt lumber is specked,the design values ere thou die c Give 06/01/2013 by ALSC Symbols Numbering System Notes ,� General Safety PLATE LOCATION AND ORIENTATION 3 Center plate on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property J /4 offsets re indicted. y ( I (Drawings not to scale) Damage or Personal Injury �11. Dimensions are in ft-in-sixteenths. U4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-brocing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0-1/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I )(-81°-.I O= bracing should be considered. 1.111.411or 3. Nackever exceedmaterials the on design loadinginadequatelybracedwshon trusses.and nver e ilErlillt O� lik..1111.iai ®� sloe O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c7-8 CoC5-6 designer,erection supervisor,property owner and plates 0 'ns from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connectorplates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabncation. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate t0.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. I I.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size.and Southern Pine lumber designations are as follows: in all respects,equal to or better than that Indicated by symbol mbol shown and/or SYP represents values as published .41le by AWC in the 2005/2012 NDS specified. by text in the bracing section of the SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MTek®All Rights Reserved approval of an engineer. lk-dP reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MIN OM r�� 4t 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: Mil ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. j' ' is not sufficient. BCSI: Building Component Safety Information, � 20.Design assumes manufacture in accordance with _ Guide to Good Practice for Handling. ANst/rPl t Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses, MTek Engineering Reference Sheet:Mil-7473 rev.01/29/2013 - . Foundation Inspection cti n Report L C LA P-1 Office No.(518)761-8256 DateInspection i request received: l 6 '76 Queensbury Building&Code Enforcement Arrive: am/pm Dep am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: NAME: 011PERMIT#: 3 -Si LOCATION: (9 �I rr 5 tF r ) INSPECT ON: ! G (11 TYPE OF STRUCTURE: r 'r • L` Comments Y N N/A 6Ver' Footings TilAseta. Piers Monolithic Slab 9eG v1 Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of t�aca n•als for this purpo on site. Foundation/Wallpour �Iteinforcement in Place Footing Dowels or Keyway in place Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Buiiding&Codes Forms\Buiiding&Codes\Inspection Forms\Foundation Inspectio► Report.doc Last printed 12/20/2005 9:24:00 AM rrt� Foundation Inspection Report Office No. (518)761-8256 Date Inspection request received: Queensbury Building&Code Enforcement Arrive: am/pm Depart:/c;\� am/pm 742 Bay Rd.,Queensbury,NY 12804 Inspector's Initials: ) NAME: kot. PERMIT#: / 3- 50 LOCATION: -D e°1-14") r -(--e.c) INSPECT ON: %" /e)— TYPE OF STRUCTURE: S Comments N N� Footings Piers Monolithic Slab Reinforcement in Place The contractor is responsible for providing protection from freezing for 48 hours following the placement of the concrete. Materials for this purpose on site. Foundation/Wallpour ' Reinforcement in Place :1 Footing Dowels or Keyway in place / ��,•`J� Foundation Dampproofmg Foundation Waterproofing Footing Drain Daylight or Sump Footing Drain Stone: 12 inch width 6 inches above footing 6 mil poly for wet areas under slab Backfill Approval Plumbing Under Slab PVC/Cast/Copper Foundation Insulation Interior/Exterior R- Rough Grade 6 inch drop within 10 ft. L:\Building&Codes Forms\Building&Codes\Inspection Forms\Foundation Inspection Report.doc Last printed 12/20/2005 9:24:00 AM 0 z� a� Q� Ww r, r V UU Fs i0.""MIS fid`° �1 /`�O �1i��Ci/i k � OAM�i Nsu�grioN Musr�� W 9 � W