Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
2009-00788 - addn/remodel/repair
` CITY OF ORONO PERMIT NO.: 2009-00788 2750 KELLEY PARKWAY ORONO, MN 55356- DATE ISSUED: i V30/2009 952 249-4600 FAX: 952 249-4616 ADDRESS 720 TONKAWA RD PIN 05-117-23-34-0002 LEGAL DESC PARTENS POINT 1ST DIV LOT 009 BLOCK 000 PERMIT TYPE ADDITION/REMODEL/REPAIR PROPERTY TYPE RESIDENTIAL CONSTRUCTION TYPE ADDN/REMODEL/REPAIR ACTIVITY 434-RESIDENTIAL VALUATION $ 210,000.00 NOTE: SEPERATE PERMITS REQUIRED: PLUMBING,MECHANICAL,FIREPLACE,ELECTRICAL(STATE) ADVANCED PLAN REVIEW PERMIT-2009-00787$1115.89 PD 11/05/09 HARDCOVER AND STRUCTURAL COVERAGE TO BE REDUCED TO APPROVED LEVELS BEFORE CO ISSUED. (`�F-S• Q HE I QUIER,�71 AR Lyn u(Ii TCF AC T�F(��ARV T!1 �!`1-rTFVR--T--1.1 ADTir Tn CTr�n.T�ern. •m*� ::as n iviv t�0yX10 APPLICANT PERMIT FEE SCHEDULE 1,716.75 WIER PROPERTIES 808 PROMONTORY PL STATE SURCHARGE(VALUATION) 105.00 EAGAN,MN 55122- MISC FEE 0.00 (612)597-8159 TOTAL 1,821.75 Minnesota State License#: 20621147 OWNER MIDDLETON,PAT 720 TONKAWA RD LONG LAKE,MN 55356- AGREEMENT AND SWORN STATEMENT The work for which this permit is issued shall be performed according to the approved plans and specifications,applicable City approvals,and the State Building Code. This permit is for only the work described and does not grant permission for additional or related work which requires separate permits. All provisions of laws and ordinances governing this type of work shall be compied with whether or not specified herein.This permit will expire and become null and void if construction authorized is not commenced within 180 days of the date of issuance,or if construction is suspended for a period of 180 days at any time after work has commenced. The applicant is responsible for assuring all required inspections are requested in conf'mance with the State Building Code.This permit may be rev ed a any ti a for due au T k- 11 / 3© / 0 /09 Applicant Permitee Signature Date Is By Signature Date SEPARATE PERMITS REQUIRED FOR WORK OTHER THAN DESCRIBED ABOVE. L°SCr'Uw City of Orono Z5�7 Building Permit Application for New Structures or Additions �Bz�, 5 dcce Mailing Address: Permit number. Q — 00 O.¢0PO Box 66 Crystal Bay,MN 553234)066 Date received: 111,4405 D a. Street Address.' Received by: Mle GtiE' 2750 Kelley Parkway Plan review fee: / l.J. 80 o81r Orono,MN 55356 c2-09 -O O '7,?7 Total Fee: Main: 952-249-4600 Fax: 952-249-4616 www.d.orono.mmus This application form must be completed in full and all required information must be submitted. Incomplete applications will be returned. (Please print) GENERAL INFORMATION: _ Job Site Address: 71-® /on kq wa ?J • 0(erg c A 941V Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? El Yes No 9 yes,a special event pearl/is required with Plohoe Department and City Council approval 60 days prior to the event Shuttle bus service*711 be required unless applicant demonstrates sufficient on-site paddng is available_ Non-permitted events will not be allowed. CONTRACTOR/APPLICANT INFORMATION: Name: ��r"�r Pro p; State License# (Q& XI Expiration Date: Phone: If 5- office &1)- S� cell Mailing Address: mCKte'r City: fir .1 ZIP: Contact Person: Applicant is: m t Homeowner Ic:do one) Email and/or Fax: rit'rorngpriees P !eanr&S7�. hP PROPERTY OWNER INFORMATION: Name: -1- a161 ikerihv medjlell-ell Phone(day): 1 - S" Address: city: e(on 0 ZIP: Email and/or Fax , - r' ✓fir �` ARCHITECT/ENGINEER INFORMATION: // Name: FoX-1 pfd 1%��� Ud��ln LafS9n Phone(day): / Address: t , ^Pm ert'd /tw y City: r4 f Ce" ZIP: Email and/or Fax: `V c etV4)1,1/ a Go x- PROJECT INFORMATION: 1.Type of Project 2.Proposed Use 3.Structure Type 4.Sewage Disposal& Water Supply ❑New Construction ❑Single Family with Residence ®Addition attached garage Garage/Accessory Bldg. Public Sewer Accessory Building Single Family with ❑Deck ❑Relocation detached garage ❑Office/Commerdal ❑Private Sewer ❑Other.(specify) ❑Multiple Family/Condo ❑Warehouse ❑Public ❑Storage ❑Public Water "Any earth movement may require ❑Commercial ❑Other(specify) MCWD review A permits. ❑Industrial Private Well Minnehaha Creek Watershed District(MCWD) ❑Other.(specify) 113202 MWa etonka Blvd Deephaven,MN 55391 Phone: 952-471-0590 Fax: 952-471-0682 www.minneha Estimated Construction Valuation(excluding land) ; iv /o, CCPD Last Updated: 6122@009 -19- e STRUCTURE INFORMATION: 1.Structure Dimensions 1.Structure Dimensions(continued) 2.Type of Construction i l i it a.Length(tt.)= Number of bedrooms= Wood/Frame J ❑Masonry b.Width(fL)= `�y Number of garage stalls: ❑Metal Attached= C _ ❑Pole Bldg_ Areas in square feetL p [ Detached=_L_ ❑ICF = 5 cl �XtS/lh�� El On-site Prefab c_ Basement ,/ B El Prefab d. 1u Story = X�S�I�II� �n'v*�1Qvtil� ci'G` El Other(please specify): e_2nd Story= ��F��1 GL (f rqi t"r f. 1/2 Story = g.Total Area= � REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed Applicable L1 ❑ Permit Application ❑ ❑ Proposed Building Plans ❑ ❑ MN State Energy Code Calculations and Mechanical Code Requirements Form ❑ Survey(meeting allrequirements) ❑ 113. Stormwater Pollution Prevention Plan ❑ Hardcover Calculation(s) ❑ Septic System Site Evaluation Report ❑ Access Permit ❑ Wetland Buffer Improvement Plan ❑ Engineered Plans for Retaining Walls 4 feet or above ❑ ❑ Plan Review Fee ❑ ❑ Other APPLICANT ACKNOWLEDGEMENT: • Agrees to provide all information required or requested by the Building Department; • Agrees to pay the City of Orono for engineering consultant review costs in excess of$500; • Certifies that the information supplied is true and correct to the best of his/her knowledge. The applicant recognizes that they are solely responsible for submitting a complete application being aware that upon failure to do so, the staff has no alternative but to reject it until it is complete; • Acknowledges the Escrow Agreement is completed and signed; • Some or all of the information that you are asked to provide on this application is classified by State law as either private or confidential. Private data is information which generally cannot be given to the public but can be given to the subject of the data_ Confidential data is information which generally cannot be given to either the public or the subject of the data. Our purpose and intended use of this information is to annually update our records and records of other governmental agencies required by law. If you refuse to supply the information,the application may not be issued. r Applicant's Signature: ` iDate: 3 Last Updated: 6/22/2009 -20- EXHIBIT wAA LEGAL DESCRIPTION LEGAL DESCRPTM OF PSS: That part of Lot 9. Parton' 8 Point. Fist W+ p• lykV Northwesterly of the fobw&g—d� .cn—A ane and its exteraiw= at the �p t of the Sout sst— erly ane of Lot; thence North�terly through the midpoint of o Imo drawn from a point on the Nlortt>s �Y line-of acid Lot distant 236.5 feet Northeasteriy from the most Westerly corner of acid Lot. to o point on the Southeasterly ane of acid Lot distant 208 feet Northeast— eriy from the most Southerly corner of add Lot. to the Northeaisteriy &ee of said Lot. and there endin% Lad urea: &22M ® Fees to be Charged YES NO Permit, Plan Review State"Surcharge Investigation Fee 'SAC Nuhiber_nf.'SAC`=Units. .> Sewer Connection ;'Water,Connection Park Fee Site tns� ectiom Other(specify) 1lascelar eous Fees _ Calculated By: Square Footage $ per Square Footage Basement X = $ 1s' Floor X = $ 2nd Floor X = $ Garage X = $ Estimated Construction Value: $ Zito,00p °O Orono Inspections Required Work Requiring Separate Permits Required State Permits ❑ Site X Plumbing ❑ Grading/ Filling ❑ Well ❑ Hardcover Removal Mechanical ❑ Fire )2( Electrical ❑ Footing ❑ Septic ❑ Water Connection ❑ Poured Wall O Fireplace ❑ Sewer Connection ❑ Foundation Survey IK asonry C3 Lawn Irrigation ❑ Radon Rock Bed ,fKmf9- Framing ❑ Other(specify) Insulation ❑ As-Built Survey ,01"Final ❑ Other(specify) REMARKS (in-house): Other Review: Reviewed by: Date Approved: Access:Existing: ❑ YES ❑ NO New: ❑ YES ❑ NO REMARKS (TO BE NOTED ON PERMIT AND INITIALLED BY PERSON PULLING PERMIT) ` < U C�w Pr� ,-, � rr� S�0 f u e-d �rc Z��'l S d(hG, Updated: 09111/2009 z:\forms\plan review checklist.docx r r Plan Review Checklist for New Structures / Additions Address/PID/ Legal: _1Z0 TO N1c AW V� Description of work: ZNcj !!9 T-0 ^J Septic review by: Date Approved: Zoning review by: Date Approved: Building review by: Date Approved: ► ► 2 Y-o g Grading review by: Date Approved: Zoning File#: Resolution#: Resolution Date: Zoning District Fire Department Post Office School District Zoning: Lot Area: SF/AC Width: Depth: Survey Submitted: 0 Yes 0 No Date of Survey: Proposed Setbacks: Front(Lake) Rear(Street) ( N Side W ) ( N Side W ) Other Buildings Wetland Building Defined Height: Building Peak Height: #of Stories Ok?: 0 YES FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: START WITH the distance between the basement floor/crawl START the distance between the slab and the highest space floor and the highest roof peak,the top of WITH roof peak,the top of the cornice of a flat roof, the cornice of a flat roof,the deck line of a the deck line of a mansard roof,or the mansard roof,or the uppermost point on a round uppermost point on a round or other arch-type or other arch-type roof roof SUBTRACT half the distance between the highest window and SUBTRACT half the distance between the highest window highest roof peak of a pitched roof and highest roof peak of a pitched roof SUBTRACT the distance between the basement floor/crawl ADD the distance between the slab and the highest space floor and the highest existing grade within existing rade within the foundation the foundation or 10 feet,whichever is less. EQUALS Defined building height EQUALS Defined building height Lot Coverage: SF Shoreland District MCWD Permit Received Average Lakeshore Setback Bluff O Yes 0 No 0 N/A 0 Yes 0 No 0 Yes 0 No O Yes 0 No O N/A Permit Number: Setback: Hardcover Zones Existing Proposed Variance Required CUP Required 0-75' 0 Yes 0 No 0 Yes 0 No 75-250' Type(s): Type(s): 250-500' 500-1000' REMARKS (in-house): Updated: 09/11/2009 z:\forms\plan review checklist.docx Plan Review Checklist for New Structures / Additions Address/PID/Legal: � P7 A- .A i-.,'A Description of work: c � S Iz�✓v c4e11r� � Q,vt�l j p Septic review by: N Q Date Approved: Zoning review by: Date Approved: Building review by: Date Approved: Grading review by: Date Approved: Zoning File#: y Resolution#: Resolution Date: 0 Zoning District Fire Department_ Post Office School District Zoning: Lot Area: 0 179 *W1 AC Width: Depth: AV. 2SQ Survey Submitted: 0 Yes 0 No Date of Survey: Proposed Setbacks: Front(Lake) Rear(Street) (ON S E Vy ) ( N S E W ) Other Buildings Wetland Side Side q Z 6�c da Building Defined Height: Building Peak Height: -7 #of Stories Ok?: ES FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: START WITH the distance between the basement floor/crawl START the distance between the slab and the highest space floor and the highest roof peak,the top of WITH roof peak,the top of the cornice of a flat roof, the cornice of a flat roof,the deck line of a the deck line of a mansard roof,or the mansard roof,or the uppermost point on a round uppermost point on a round or other arch-type or other arch-type roof roof SUBTRACT half the distance between the highest window and SUBTRACT half the distance between the highest window highest roof peak of a pitched roof I and highest roof peak of a pitched roof SUBTRACT the distance between the basement floor/crawl ADD the distance between the slab and the highest space floor and the highest existing grade within existinq qrade within the foundation the foundation or 10 feet,whichever is less. EQUALS I Defined building height EQUALS Defined building height Lot Coverage: SF Shoreland District MCWD Permit Received vera a Lakeshore Setback Bluff // 0 Yes 0 No /A IU14es 0 No 0 Yes 0 No 0 N/A 0 Yes o Permit Number: Vhf l>41lCz Setback: Hardcover Zones Existing Proposed Variance Required CUP Required 0-75' 0 Yes 0 No 0 Yes 0 No 75-250' T pe(s): 1�.(�rdcoa-� Type(s): 250-500' "S 500-1000' 2- REMARKS (in-house): Updated: 09/11/2009 z:\forms\plan review checklist.docx Fees to be Charged YES NO Plan Review State'Surcharge Investigation Fee SAC `aVumber:nf SAC Units Sewer Connection IUaterConnection Park Fee Site htbection Other(specify) fltscellaiteotis fees; Calculated4 By: Square Footage $ per Square Footage Basement X = $ 1st Floor X = $ 2nd Floor X = $ Garage X = $ Estimated Construction Value: $ Orono Inspections Required Work Requiring Separate Permits Required State Permits 0 Site 0 Plumbing 0 Grading / Filling 0 Well 0 Hardcover Removal 0 Mechanical 0 Fire 0 Electrical 0 Footing 0 Septic 0 Water Connection 0 Poured Wall 0 Fireplace 0 Sewer Connection 0 Foundation Survey 0 Masonry 0 Lawn Irrigation 0 Radon Rock Bed 0 Mfg. 0 Framing 0 Other(specify) 0 Insulation 0 As-Built Survey 0 Final 0 Other(specify) REMARKS (in-house): Other Review: Reviewed by: Date Approved: Access:Existing: 0 YES 0 NO New: 0 YES 0 NO REMARKS (TO BE NOTED ON PERMIT AND INITIALLED BY PERSON PULLING PERMIT) Updated: 09/11/2009 zAforms\plan review checklist.docx HARDCCYR CALCULATION WORKSHEET SETBACK ZONE: (CIRCLE ONE) 0 7 ' 75-250' 250-500' 5004000' EXISTING HARDCOVER IN ZONE A. House x = S.F. Length Width x = 'S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk CIO—Vc 40 Y G F(1< x = -20 S.F. �'rEas Fcarn of" 18'r ysulF 211 s.F. Orem 8y N ou tC /-Is — E. Patio/Deck 1 FON. f Srf'p J x = /72 S.F. x = S.F. F. Landscape 1bu7,V of 0rrk/J'T,41* c = 276 S.F. Underlain rvFT r of ,, x = /SA S.F. By Plastic A/ 6 or No4fE x = B! S.F. 5 F OF /,/0,41E Z Z 3 G. Retaining 0e.,"t-o ne r x = 56 S.F. Walls XI_60P,.A,'6 tTo"f-f 7 H. Other x = -. S.F. TOTAL HARDCOVER IN ZONE - �� 6/ S.F. A TOTAL PROPERTY AREA IN ZONE - 3760 t S.F. B A + B x100 = -30.$8 % PROPOSED HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = S.F. Underlain x = S.F. By Plastic x = S.F. G. Retaining x = S.F. Walls H. Other x = S.F. TOTAL HARDCOVER IN ZONE _ TOTAL PROPERTY AREA IN ZONE MXMIVED A + B x 100 = % 13 NOV 17 2009 CITY OF ORONO 7 1W SOD L F TOADl�/ -0 9 HARDCOVER CALCULATION WORIMEET SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' 50 00 5004000' EXISTING HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = 8 9 S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = ,� S.F. Underlain x = S.F. By Plastic x = S.F. G. Retaining x = S.F. Walls H. Other x S.F. TOTAL HARDCOVER IN ZONE - 123 S.F. A TOTAL PROPERTY AREA IN ZONE - /V&* S.F. B A + B X100 83. I/ PROPOSED.HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x = S.F. B. Garage x S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = S.F. Underlain x = S.F. By Plastic x = S.F. G. Retaining x = S.F. Walls H. Other x = S.F. TOTAL HARDCOVER IN ZONE - REGOVED TOTAL PROPERTY AREA IN ZONE _ S.F. B A + B x 100 = NOV-1 7-LWI° 13 CITY OF ORONO 3 .947' /+t iDDGGTDitJ //-/�Q p HARDCOVER CALCUL$TION WORKSHEET SETBACK ZONE: (CIRCLE ONE) 0-75' 75-250' 250.500' 500-1000' EXISTING HARDCOVER IN ZONE A. House FivorN x = //5'8 S.F. Length Width x = S.F. x = S.F. B. Garage Amirn/ x = 72 0 S.F. C. Driveway x = 6 80 S.F. C orvC. A l t o IL/ x = 3 y S.F. D. Sidewalk Cox/C, f Zyoa0 W..4,tKx = 623 S.F. C0A C•. 1 zj2&P x = 2 2 S.F. E. Patio/Deck 0 6 CX x = 2 8 Y S.F. J7.4,4jr To®FCK x = S.F. A,1,21 A15Arma17Wk)v(,04- o F. Landscape rrNTN OF O.ff✓6 x 70 t ,�a = lGp S.F. Underlain R/P x C I/V t 73 Jo 7 = /0 2!y S.F. By Plastic x = S.F. G. Retaining cwiooa 4W4ZI x = 70 S.F. Walls Baucv�,¢ f 22 H. Other A/c PAQ x = 7 S.F. TOTAL HARDCOVER IN ZONE _ -5'0 18 S.F. A TOTAL PROPERTY AREA IN ZONE - 8772 # S.F. B A + B x100 = 57. 20 % PROPOSED HARDCOVER IN ZONE A. House x = S.F. Length Width x = S.F. x B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. x = S.F. F. Landscape x = S.F. Underlain x = By Plastic x = S.F.S.F. G. Retaining x = S.F. Walls H. Other x = S.F. TOTAL HARDCOVER IN ZONE = � TOTAL PROPERTY AREA IN ZONE V ED A + B x 100 = % 13 NOV 172009 CITY OF ORONO November 25, 2009 We own 720 Tonkawa Road in Orono and have engaged Weir Properties, Inc. to construct a second story and entry addition to the house. We wish to construct a 36 square foot entry porch rather than the 16 square foot entry porch approved by Resolution No. 5857. We intend to request the approval be revised to allow the larger porch. If we are unable to obtain a revised approval we will remove 20 square feet of the deck as shown on the attached plan before a Certificate of Occupancy is issued. We agree to reduce hardcover in the 75 to 250 foot zone by at least 474 square feet as shown on the attached plan, bringing hardcover in this zone to no more than the approved 51.8%. This will be done when the area is re-graded to achieve the separation between the siding and earth required by the building code, before a Certificate of Occupancy is issued. Patric Middleton Kathleen Middleton I am aware of these requirements. Pat Weir Weir Properties, Inc +A 4T �A?/LSD LZ-7-4AI lJ� 1 f ILIU V �I HARDCOVE0-75'�LCULATION WORKSHEET SLT1iACK ZONE: (CIRCLE ONE) 75-250' 250-500' $00-1000' EXISTING HARDCOVER IN ZONE, A. House x S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage x = S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk CaNG 8y OCCR x = Z0 S.F. 5,rdr D6 C K. ' Ai-d ose a 24- S.F. PEcr` 8y hfdafe / / 5 E. Patio/Deck r Snps x S.F. x = S.F. F. Landscape S OrDEC.K-� STa1IR5 x Z78 S.F. Underlain w of x 158 S.F. By Plastic N " x - 13,► ' S.F. Or Fabric 5E it Z Z 97`B-p 51"0,4a5 7 G. Other dalw4'oCAr x = S6 S.F. TOTAL HARDCOVER IN ZONE - 1/h/ S.F. A TOTAL PROPERTY AREA IN ZONE - 37,60 S.F. B A //6/ + B 3760 x100 30.88 PROPOSED FiA7•{DCOVER IN ZONE A. House x = S.F. Length . Width _ x = S.F. x - S.F. x S,F. B. Garage x S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk y x = S.F. x = B.F. B. Patio/Deck X. = S.F. x = S.F. F. Landscape x S.F. Underlain x = S.F. By Plastic x = S F O Or Fabric In W o ZZ N G. Other x = S.F.> M W d LL TOTAL HARDCOVER IN ZONE - S.F.WA � 0 TOTAL.PROPERTY AREA IN ZONE - S.F.LYB A + B x 100 % U HARDCOVER CALCULATION WORKSHEET SETBACK ZONE: (CIRCLE ONE) 0-75" 75-250 250-500' 500-1000' EXISTING HARDCOVER IN ZONE A. IIouse _ r-N�_ x t�5$ S.F. Length Width x = S.F. _ x = S.F. x = S.F. B. Garage rtJQT ) — x = 7Zo S.F. C. Driveway x _ 680 S.F. Come hpaw-J x = 3 S.F. D. Sidewalk CoNC NOpp 1NAr4-tL x = 4-3{o S.F. S1- 0p:5 _ x 44+ Z'L —�S.F. E. Patio/Deck Dee IL x = Z8¢— S.F. '5rA-t ,s re>-D��_ x = L4 S.F. �jv N Oft 'De, ego F. Lands ac p�'a' te.s u�E x 3 a = . t O S.F. Underlain 9 _—�� +'� 6r x �5 + 3/� _ �,D 1 S.F. Say Plastic k — S.F. Or Fabric Wooj> IVkL-L ' -7 — you(-cx e5 Wl;,. G. Other /} 4& y x _ (p S.F. TOTAL HARDCOVER IN ZONE - 4960 S.F. A TOTAL PROPERTY AREA IN ZONE - 877Z S.F. B A — 448 6o + B 87-72- `x 100 PROPOSED HARDCOVEP,IN ZONE A. House _T--- x = S.F. Length . Width x _ S.F. x = S.F. -- x = S,F. B. Garage --- _ x — S.F. C. Driveway x = S.F. x = S.F. D. Sidewalk _ x S.F. x = S.F. E. Patio/Deck _^ X. _ - S.F. x = S.F. F, Landscape __ x S.F. Underlain x = S.F. By Plastic _ x S.F. Q Or Fabric C Z W o O ' G. Other N -- x S.F. o W L TOTAL HARDCOVER IN ZONE - S F V Q TOTAL PROPERTY AREA IN ZONE - S.F. A T B x 100 % U HARDCOVER CALCULATION'WORT SETBACK LONE: (CIRCLE ONE) 0-75' 75-250' 250-500' $00-1000' EXISTING HAI2D COVT'R IN ZONE A. House _ x S.F. Length Width x = S.F. x = S.F. x = S.F. B. Garage _ x = S.F. C. Driveway x = S S.F. x = S.F. D. Sidewalk x = S.F. x = S.F. E. Patio/Deck x = S.F. -- -- x = S.F. F. Landscape _ x = 4 S.F. Underlain x a S.F. By Plastic T -— x S.F. Or FabriQ G. Other x = S.F. 'TOTAL HARDCOVER IN ZONE - /2.3 S.F. A TOTAL PROPERTY AREA IN ZONE - /0 S.F. B A iZ3 + B 1a 'x100 03, o PROPOSED HA.. bCOVER TN ZONE A. House _.�--- x _ S.F. Length . Width x = 'S.F. x = S.F. x = S.F. B. Garage x S.F. C. Driveway x S.F. x = S.F. D. Sidewalk —__ x = S.F. x = S.F. E. Patio/Deck _ X. S.F. _— x = S.F. F. Landscape _ x S.F. _ Underlain x = S.F. O By Plastic x _ ff. Z Or Fabric UJ o 0 ` N G. Other _ x = / `— d ELJ TOTAL HARDCOVER rN ZONE - TOTAL PROP SRTY AREA IN ZONE - , , B A —_— B x 100 = % U ORONO Copy Generated by REScheck-Web Software ISO( Compliance Certificate Energy Code: 2000 IECC Location: Orono,Minnesota Construction Type: Single Family Glazing Area Percentage: 151/6 Heating Degree Days: 8037 Construction Site: �} Owner/ nt: /, Designer/Contractor: -ro# l��'i �k t k-Ite / -�(ca�dty /,'I'tiAdVe-ton �{�i e{� No fo ftl r3 -t h C . . Compliance: Mardrrmum UA:222 Your UA:108 Gross Cavity Cont. Glazing UA Assembly Area or R-Value R-ValUe or D.. Perimeter U-Factor Ceiling:Flat or Scissor Truss 1196 44.0 44.0 14 Floor:All-Wood Joist/Truss Over Uncond_Space 1196 60.0 60.0 10 Bads of house:Wood Frame,16in.o.c. 368 19.0 19.0 11 Window:Vinyl Frame,2 Pane w/Low-E 20 0.300 6 Window:Vinyl Frame,2 Pane w/Low-E 20 0.300 6 front:Wood Frame,16in.o.c. 368 19.0 19.0 12 window:Vinyl Frame,2 Pane w/Low-E 4 0.300 1 Window:Vinyl Frame,2 Pane w/Low-E 8 0.300 2 Window:Vinyl Frame,2 Pane w/Low-E 8 0.300 2 Window:Vinyl Frame,2 Pane w/Low-E 8 0.300 2 left:Wood Frame,16in.o.c. 208 19.0 19.0 6 Window.Vinyl Frame,2 Pane w/Low-E 25 0.300 8 right wall:Wood Frame,16in.o-c. 208 19.0 19.0 4 Window:Vinyl Frame,2 Pane w/Low-E 20 0.300 6 Window:Vinyl Frame,2 Pane w/Low-E 20 0.300 6 Window:Vinyl Frame,2 Pane w/Low-E 40 0.300 12 Furnace 1: 80 AFUE Air Conditioner 1: 13 SEER Compliance Statement: The proposed building design described here is consistent with the building plans,specifications,and other calculations submitted with the permit application.The proposed building has been designed to meet the 2000 IECC requirements in REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. //ii7f.'C'� Gi'r E� t Pf�sm ,1� GU%�� Pfap�r�iPS P J Name-rmtle SiynaUxe Date (016 lath' rJ U�,e6 v sc at `mac b)-w Co.,Qrt 5o/At"s HY14C S,,bcDa'I-r^a<Yvr, ORONO COPY M Voigt & Associates, Inc. ' STRUCTURAL ENGINEERING SERVICES 4635 NICOLS RD. SUITE 204 EAGAN,MN 55122 - PH.(651)686-7727 FAX.(651)686-8444 Thursday,November 12,2009 RE:720 Tonkawa Road Dear Mr.Wier: As per your request I reviewed the plans and made a site visit to the aforementioned project. The purpose of my work was to evaluate the feasibility of the proposed vertical expansion. General: The home is a very well maintained wood framed structure supported on a masonry foundation. The home's wall and ceiling's were almost completely covered by finishes,which made observation of actual structural members impossible,except for a small amount of masonry. Observations: • The floors,walls and ceilings finishes are in good condition. They do not show excessive cracking or moisture penetration. • Exterior finishes appear in good condition. • Masonry walls are cracked in a couple locations. Discussion/Recommendations: This type of vertical expansion is routinely and successfully constructed on this type of existing structure. All existing conditions that are observed to be unsound during demolition should be corrected. The masonry walls that were observed as cracked should be cored filled and reinforced with rebar in each core full height. Due to the limited observation of existing structural components(Wood framing,masonry walls and footings)there may be additional discoveries during demolition that will require remedial work. Also,it should be expected due to the additional loads the structure will be carrying,that there would be some minor cracking in the walls and ceilings. Provisions should be made for cosmetic repairs of such cracks. The information and opinions contained herein are based upon the limited investigation described at the beginning of this report.No warranties are expressed or implied regarding the existence of other unknown conditions not specifically addressed.Our work is in accordance with generally accepted engineering standards and is not intended to be relied upon or transferred to individuals other than the addressee.Should information or conditions become known which differ from the discussion herein,they may alter the opinions or conclusions of the undersigned. Please call if you have any questions. Sincerely, Paul W.Voigt,PE I Hereby Certify That This Plan,Specification,Or Report Was Prepared By Me Or Under My Direct Supervision And That I Am A Duly Licensed Engineer Under The Laws Of The State Of Minnesota. y�- Paul W.Voigt Date 11/12/2009 License Number 20705 J;aB�UELINX CORPORATION 0 s y 4 Nov 2009 9:34 am 2871 w service rd,St.Paul,mn.55121- (612)803-1580 FASTBeam@ Engineering Analysis 019W2008 Geo giant a Corporation Version:9.0 Project: Mark#: #1 dining header Usage: Beam(Floor) Spacing (in.) : 0.0 Max W : LL=L/360 TL=U240 3.0",625 psi 3 ._ fi2 rsi LOADS Prged Design Loads:Floor.Live=40 psf,Dead--15 pst; Uve+Dead Ld(r) Live Ld(L) LDF Location' # Shape @Start @End @Start @End Span# Starts Ends Additional Info 1 Uniform(plf) 650 473 100% 0 UW 6'0" 2 Uniform(plf) 650 473 100% 0 0'0' 6'0" Uniform(plt) 9 0 0 0 6'0' Self Weight 'Dimensions measured from lett end when span#is 0,otherwise,from lit end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 3927 3927 Min R'n 1091 1091 OL irn 1091 1091 Min Brg(in.) 1.80 1.80 [Based on bearing stress below] Brg Str(psi) 625 625 DESIGN Value Span x Group Allow LDF Ratio V(lbs) 2727 1 5'1' 21 6318 100% 0.43 M(ft4bs) 5890 1 3'0" 21 13056 100% 0.45 LtRn(lbs) 3927 0 0'0" 21 6562 0.60 See Note#4 RtRn(lbs) 3927 0 6-0- 21 6562 0.60 See Note#4 LLDefl(in.) 0.07 1 3.0" 21 0.20 U1030 lLDefl(in.) 0.10 1 3'0" 21 0.30 U744 USE: GPLAM 2.0E 1.75x 9.50"2 Plies Grade,Depth,Plies selected by User GP LAM tm Georgia-Pacific Wood Products, LLC NOTES: 1.Designed in accordance with National Design Specifications for Wood Construction and applicable Approvals or Research Reports. 2.Provide full depth lateral support at all bearing locations.Allowable positive moment is calculated based on hop edge with continuous lateral support. 3.Loads have been input by the user and have not been verified by Georgia-Pacific Wood Products LLC. 4. This reaction is based on the combination of loads&duration factors that produces the highest stress ratio and may be less than maximum reaction. Therefore,when reaction values are required,use Max Rn from Supports'section above. 5.Bearing length based on design material,support material capacity shall be verified(by others). 6.When required by the building code,a registered design professional or building official should verify the input loads and product application. 7.This engineered lumber product has been sized for residential use.A concentrated load check,per the building code,must be performed for commercial uses. &For beams with loads applied equally to both plies,either top or side loaded,nail plies together with 2 rows of 16d nails @ 12' o/c(one row 2'from top,one row 2'from bottom). 9.For beams with loads not applied equally to all plies,refer to Fastening Recommendations for Side-Loaded,Multiple-Piece Members in the GP Engineered Lumber Residential Floor&Roof Systems Product Guide. 10.Analysis valid for dry-use only(less than 16%moisture content). 11.Company,product or brand names referenced are trademarks or registered trademarks of their respective owners. 12 For eag2lanstion of GROUP,change to expanded printout BLUELINX CORPORATION Brad Overby 4 Nov 2009 9:35 am 2871 w service rd,St.Paul,mn.55121- (612)803-1580 FASTBeam®Engineering AnaWs 01996-2008 Georgia-Pacific Corporafion Version:9.0 Project: Marie#: #1 dining header Usage: Beam(Floor) Spacing(in.): 0.0 Max Defl: LL=LIM TL=Li240 3.0 625 psi 3.0-,625 psi B 0" LOADS P►cod DesiM Loads:Floor:Live--40 pe,,Dead=15 psi; UwM) ad L.d(T) Live Ld" LDP Locadow # Shape art ( EM @eW @Wil Sparc# Starts Ends Ad ltkmai tufo 1 unfiorm(pit) 650 473 10096 0 OV V o' 2 Uniform(plf) 650 473 100% 0 0V V 0' lkdonn(plf) 9 0 0 0 9 W Self Weigh M mensions measured from left end when span#is 0,otherwise,from left end of Me sp wdW span. SUPPORTS(lbs) 1 2 Max R'n 3927 3927 Yin R'n 1091 1091 DL R'n 1091 1091 Yin Brg(in.) 1.80 1.80 [Based on be=V stress below) Bug Str(psf) 625 625 DESIGN Value Span X Group Albw LDF Ratio V(1108) 2727 1 5!V 21 6318 100% 0.43 M(it4bs) 5890 1 T(' 21 13056 100% 0.45 L1Rn(Ibs) 3927 0 (r W 21 6562 0.60 See Note#4 Rdb(Ifs) 3927 0 6'T 21 6562 0.60 See Note#4 LL.D*"iL) 0.07 1 3'cr 21 020 LI1030 TL.Dsfl(in.) 0.10 1 T Cr 21 0.30 U744 USE: GPLAM 2.0E 1.75x 9.50"2 Plies Grade•Depth,Fries selected by user GP LAM tart Georgia-Pacific Wood Products,LLC NOTES: 1.Dss%pW In accordance wffh Nationd Design Speclikadons fbr NAood Consfrucdw and oppillbeW Approvals or Research Reports. 2 Provide full depth into support at all bearing bcatlons.Allowable posfdw moment is unfalited Based on lop edge wfth cordknrons hdw&l support A Loads halve been Input by fire user and have not been verified by Gsorg1a4xac fie Wood Produce LLC. 4.This rowflon is based our the com ift0an of bads b divaffon factors that produces the h%hest s6eas raft and may be less than mwdmam reactlah.Theraff %who reaction values me reupuhed use Neu R'h from Suppats'seclfon above. '.l Bearing hwgM based on deslign materia;support materia cspsdW she/be veriAed(by advers). 6-Whm required by the buHdq codas a mgkbmd design profeedond or building official should verify the hqut In, and product 7.This enakwered fun ber product has bean sired 1br redderhffd use.A concentrated bad check per Un buildhg codec must be peribnrred for comnmwdal uses 8 For beans with bads appiled eufuafly to both pftes,*Ww top ors/de badod,nailpNes fogmther with 2 rows of 16d na/s @ 12' at(one row r frau top;one row r k m bod om). fl For beams with bads not appled equally to al piles;,refer to Fos f m%g for SkIs-LoadmA MuffiWh P4Now NerhiA Am On GP Engkxwmd Lumber Residential Row s Roof Systems Product Gulde. 10.Analysis vaild for dry-use only(less than 16%moblure cents". 11.Con*wW,product or brand names refenanced are lradsmarks or regidared iradamarhs of their rest/m c d,a owners. 12-For aazrlanaftri of GROUP,charge to expanded prin"L B'LUELINX CORPORATION Brad Overby a Nov 2009 9:38 am 2871 w service rd,St.Paul,mn.55121- (612)803-1580 FASTBeam@ Engirwering Analysis 01996-2008 Georgia-Pacific Corporation Version:9.0 Project: Mark#: #3 dining header Usage: Beam(Floor) Spacing(in.): 0.0 Max Dell: LL=LIM TL=1-/240 3.0",625 psi 3.0",625 Psi r 0" LOADS Project Design Loads:Floor:Lkv=40 psf Dead-=15 pat, Uva+Dead LdM Uve Ld(L) UW Locallore it Shape @Start @End @Stwt @End Span# Starts Ends Addillonal Info 1 UWftn1(plf) 200 145 100% 0 0V 8.0' Ud**M(plf) 9 0 0 0 8'W Seff Weight awwwions measured flan left end when spar►#is 0,otherwise,from left end of Um onfred span. SUPPORTS(lbs) 1 2 Max R n 836 836 MM R n 254 254 DL Irn 254 254 Min Brg(in.) 1.50 1.50 [Based on gearing stress below] Br9 psi) 625 625 DESIGN Value Span X Group Allow LDF natio V(bs) 644 1 a T 21 6318 100% 0.10 Np4bs) 1672 1 4'W 21 13056 100% 0.13 Lub9ft) 836 0 0'W 21 6562 0.13 See Nate#4 RgbKbs) 836 0 V W 21 6562 0.13 See None#4 LLDsfl(in.) 0.03 1 4'V 21 027 U3113 1LDefl(in.) 0.04 1 4'0' 21 0.40 U2167 USE: GPLAM 2.0E 1.75x 9.50"2 Plies Grade,DWM,Plies selected b1'User GP LAM tm Georgia-Pacific Wood Products, LLC NOTES: 1.Designed in accordW xv witiu Mahone/Design Specifications for Wood Consftedon and applicable Approvals or Research Reporla. 2 Provide f W depth lateral support at aN bearing locations.Allowable positive moment Is cslculslsd based on top edge wflh continuous lateral support 3 Loads have baso Input by the user and have not been vwflifed by Georgia-Pa Wbod products LLQ A This reaction is based on the combl►ation of bads 6 duradon factors tinct produces tine highest stress raft and may be less than max%mm reaction.Therefore,when reaction values ane required;,use Max RU hvm Supports'seeftn above. S Bowfey hngM basad on design rnnatsr W support nm>rriar ca pacify shat be ver~My others). 6-Whan required by true bullding code;a reglso desllpn ProftsaJonal or buHdit ot11chd should verify the kWW bads andproduct 4WHcadion- 7.This aukneared bm wprodw:t has bear-sized for residenllof use.A concerdmisd bad check per On buNding codes must be performed for commarcid uses &For beams with bads appNed equally to both pffw,eltlwr top or side baded wall plies togedw wfth 2 rows of 16d nalls Q 12' arc(are row 2'liom lop,one row 2-from bottom). I For beams with bads not applied mWaNy to all pHs%refer to Fasterdig for Side-Loaded,Afuflo e-Plece Members In the GP Efgb W Lumbar Rest wWW Flow 6 Roof Systems product Guide. 10 Analysis valid for d7-use only(less dWm 16%rnolslure conle". 11.Con*wW,product or brand names reffvmnced are hadsmanhs wregislered 6adsmanls of theirrespeed w owners. 12 For explanation of GROUP, to w;pandfed prkdout 9LUELIk CORPORATION Brad Overby 4 Nov 2009 9:40 am 2871 w service rd,St.Paul,mn.55121- (612)803-1580 FASTBeam@ Engineering Analysis 01996-2008 Georgia-Pacific Corporation Version:9.0 Project: Maris#: #4 dining header Usage: Bemn(Floor) Spacing(in.): 0.0 Max Def!: LL=LIM TL=L1240 3.0",625 psi 3.0",625 psi 5 0" LOADS Project Design Loads:floor.Live--40psf,nead=15 psi; U"M)ead Ld(T) Live Ld(L) LDF Locadw # Shape @01art @End @Start @End Span# Starts Ends Additional info 1 UniForn*40 350 255 100% 0 or G W Unironn(plf) 9 0 0 0 V V Self Weight Timendons measured horn lot end when span#is 0,ofeen! ,hom left end of the spec"►ed span• SUPPORTS(lbs) 1 2 Max irn 1077 1077 Min Wn 313 313 DL irn 313 313 Min Br9on.) 1.50 1.50 [Based on bearing stress below] Beg Stripsi) 625 625 DESIGN Value Span x Group Allow LDF Ratio VMS) 748 1 0'2• 21 6318 100% 0.12 1616 1 T o' 21 13056 100% 0.12 1077 0 0'W 21 6562 0.16 See Note#4 1077 0 W W 21 6562 0.16 see Note#4 LLDell(in.) 0.02 1 T W 21 020 U3827 TLDa"n.) 0.03 1 3'W 21 0.30 LM14 USE: GPLAM 2.0E 1.75x 9.50"2 Plies Grades Depth,Phes selected by User GP LAM fin Georgia-Pacific Wood Products,LLC NOTES: 1.Designed in accordance wktb National Destgn SpecHtcadons for Wood Constnmtlon and applicable Approvals or Research Reports. 2 Provide fel dWO fatvak support at aI beari ft locations.Aftwdrle positive moment Is cakukded based on top edge with condbuous lateral support 3.Loads have been kWW by the user and have not bean vwfked by Gsog0943acNlc Wood Products LLC 4.T1ds reaction Is based on the combination of loads 6 duration factors that produces the highest stress raft and may be/less Man numk mm reaction.Thwelbr%when reaction values are requkv4 use Alruc RW from Supports'section above. *BsarAV NngM based on d,111; matarlal;support material capacHy shat be varfked(by others). 6.When required by the buNdrg cock a registred dwbn pmfessiond or buikdhrg o6idd should verify tine kWed loads and product application- 7.Thla snabreared kmeberproduct has been sized for reddendo/use.A conoeebated load clack per the bukkihrg cods,must be peribnoed for connnercid uses a For beams wife loads applied equally to both piles,eldw top or skis loaded,rag plies togatirer with 2 rows of 16d rafts Q 12- olk(one row 2'from top,one row 2-*om bottom). I For beams with loads not applied equally to all plies,refer to Fastening I m m far Sk 194AmK 4 Mut pole-PNoe Members In fie GP Engineered Lumber R9sldbnW Floor S Roof Systema Product Gukde. 10.Arafysls valid for drys-use only(less than 16%moisture content. If.Cornpmry,product or brand rarrres referenced are tradavwft or regfsfered trademarks of thele respective owners. 12 For expl nation of GROUP,dWuw to egmxbdpriblout ULUELINX CORPORATION Brad Overby 4 Nov 2009 9.42 am 2871 w service rd ,St-Paul,mn.55121- (612)803-1580 FASTBeafnV Engineering Analysis 01996-2008 Georgia-Pacific Corporadon Version:9.0 Project. Mark#: 05 dining header Usage: Beam(Floor) Spacing(in.): 0.0 Max Deft: LL=LIM TL=L/240 3.0",625 psi 3.0",625 psi V 0" LOADS Project Design Loads:Floor Uve--40 psf,Dead=15 psi UwM)esd Ld(n Lire Ld(L) lJW Location* # Shape @Start OEnd QS'tart@End Sp" Starts Ends AddWonal No 1 Urdforr OAQ 350 255 100% 0 0'0' 8'(• UnNaffn pll) 9 0 0 0 8'(' Self Weight dimensions measured from lel end when spar*is 0,odmwise,from kft end of the specified span. SUPPORTS(lbs) 1 2 Max R'n 1436 1436 Min R'n 418 418 DL R'n 418 418 Min Ory(in.) 1.50 1.50 (Based on bearing stress below] Brg Str(psi) 625 625 DESIGN Value Span X Group Allow LDF Ratio VPs) 1107 1 TV 21 6318 100% 0.18 tMp4bs) 2872 1 4'0' 21 13056 100% 0.22 1436 0 0'(' 21 6562 0.22 See Note#4 WRn(Ws) 1436 0 V(' 21 6562 0.22 See Note#4 LLDWWn.) 0.05 1 4'0' 21 027 U1779 71 De8(in.) 0.08 1 4 (r 21 0.40 U1261 USE: GPLAM 2.0E 1.75x 9.50"2 Plies Grade,Depfia Pfies selected by User GP LAM tm Georgia-Pacific Wood Products,LLC NOTES: 1.Destvved M accorderme wlfb National Design Specl/ketbns ibr Wood Cons6vcilon and applicable Approvals or Ruch Reports. 2 provide fur depdo isWW support at all bearing bcad otm Allowable posiNve mmrmoW is uakukded based on fop edge with eomi uuous lateral support 3.Loads have been input br the asor and have not been ve►Mied by Wbod Products I.I.C. 4.This resedan is based an fie combinaMon of(bads a dursdon factors that produces Me highest strew ratio and may be less than nnu* am roacdom 7herefbre,when reecdon values am requhs4 use Ysu Rb from Supports'section above S Bearing lerigth bused on to o ft n malarial;support nalerlal capadly sbali be verdtied(by others). 6.When required by the buidhg code,a re red design proibssional or buNding ofllcial should verify the input loads and prodect a ppieadon" 7.This o ngihaered lumber product has been sired for residendef use.A concentrated bad chock per the building code,must be perfo for—'sm-en, uses. &For beams with bads applied equably to both pies,oWner top or side loaded,raft plies together wltb 2 rows of 16d nails a 12" at(one row 2'from fops one row 2•from bottom). 9L For beams wpb loads not appged equally So all pies,nliar to Fasiontrg for Side-Loaded;Yuldple-Plece Uernbas in fie GP F.ng rm red!.umber Residw. f7bor 6 Roof Sysbwns Product Guide. 10.Ana/ysht vaid for dry-fm only(leas than 16%molatrme cmdo nq. 11.Company,product or brand names nelierenced are trademarks or roglsfe►ed trademarius of dm*respective owners. 11 far oWlenadion of GROUP,longe fe awanded prkd out dLtIELINX CORPORATION Brad Overby 4 Nov 2009 9:43 am 2871 w service rd,St.Paul,mn.55121- (612)803-1580 FASTBeam@ Engineering Analysis 01996-2008 Georgia-Pacific Capoiatfon Version:9.0 Project Mark#: #6 dining header Usage: Beam(Floor) Spacing(in.): 0.0 Max t)etl: LL=L=TL=UM 10",625 psi 10",625 psi 5'0" LOADS Projed Desfpi Loads:Floor:tnre--40 pd.Dead=15 psi Lkv#O ad Ld(T) Live Ld(L) LDF Locadow Shape @Siert @End QSW CEnd Sp" Stark Ends Addldonal Nrto 1 Urmorm(plf) 500 364 100% 0 0V 5 (r Ud*xm(ptf) 9 0 0 0 5 W Self weigt Mumsions meamnwed from felt end when span#is 0,oflrerw n from left end of the specarred span. SUPPORTS(/bs) 1 2 Max frn 1272 1272 Yin irn 363 363 DL Rn 363 363 YM Brg(in.) 1.50 1.50 [Based on bearing skew below) Bro pol) 625 625 DESIGN Value Span x Group Allow LDF Ratio V(los) 806 1 0'T 21 6318 100% 0.13 1591 1 76, 21 13056 100% 0.12 1272 0 0'Cr 21 6562 0.19 See Note#4 RdbKlbs) 1272 0 S 0' 21 6562 0.19 See Note#4 LLDs AL) 0.01 1 2'6' 21 0.17 U4236 TLDWrQ 0.02 1 76, 21 025 U3027 USE: GPLAM 2.0E 1.75x 9.50"2 Plies Grade;Depth,Flas selected by user GP LAM tm Georgia-Pacific Wood Products,LLC NOTES: t Doslgned In accordor"wf ft Na &W Design SpocNkafbns for Wood ConsUvcBon and appNcable Approvals or Research Reports. Z Provide fora depth lalm support at ar beerirg/oeafli m AAbwmble posilive moment is calculated based on trap edge wfth conflnuous lalm support I Loads halls been Mput by the user and have not bean vwiNed by Geo►gib-PadRC Mbod Products LLQ 4.TMs reaction is based on Me combbodon of bads a dYurafbn factors that produces the highest stroas raft and may be less flea n ndmnm reaction.Tbwvf m when realm values are nqu6e4 use Year RU from SuWwfs'seeNon above. s Bleat/eng0 based on cksign malsrial;support rnaferfal capada►shall be verilled(by oMrers� &M e required by the bulk fug codes,a's lsim a dsa%w pmfoodoal or buNdlg oftftdal should vo &the b'nput bads and product 7.TMs engineered lwrdw product has boon shred for reslder>/ial use.A concentrated bad chock,par do buildl g code,must be perfamod for cornmwcw uses x Far boons wNh bads ap~aqua/y so botln pNs%eldwr top or side/oadW4 na#pMes logsfher WM 2 rows of 16d rags a 12" oAc(ora row 2'town lop,one row 2'from boftom) &For boons wbn bads not appNod oqumNy to aN pans,mfiar to Fasbnfng tier Skb4Aads4 WdtlplaPfeoe Yembos In the GP Erghaared Lumber Rmsldenllai Floor a goof Syrslow Frodkict Goulds, 1LL Andysis valid for d7-use only(less tion 16%mohtum conlanq. 11.Company,product or brand Hanes reftm cod are bodanarls or regislsred trademarks of dm*respecUm owners. 11 For wwbmdm of GROUP,chemo to agmandled printout ORONO COSPY RECEIVE NOV 17 2009 Label indicates black painted end of truss CITY OFORCIV HL rl w W W p p V V m m m a ¢ ¢ ¢ ¢ ¢ ¢ Q ¢ a a Q H H 19 "o. . 2'Aft O.C. H E I H 2 ly 1/2'flu G TSB Bm by Li in � G wTru s out of spa in for uct ,hae e D G c lus hdr by Othe G `° 4 1. If o p G G flu I hd r b thi is rs � G ITT� H1 H1 Trim to length and H1 brace back to hdr 0 H1 HL W 61 "•NOT TO SCALE See individual truss drawingName:Wier Middleton Wo:326591 7'1'f t ovsl I Customer:Lamperts AV WOE: for additional informationLUTTM „M,-�,,,a Middleton Designer: Steve Lund Checker: #Cmpnts:44+14=56 such as girder plys,bearing, - Last saved on Nov 13,2009 by Stephen bracing requirements, nailing POis"468-"� Wier Floor Lbr DurFac:1.00 schedules and any other wrl"em Mr+aoy» TC Live: 40.00 Pit DurFac: 1.00 Information not shown on ����r.,mF. 720 To n kawa rd TC Dead: 10.00 Fir Spacing:19.20"-24,0a' 320-485.3881 tos�e BC Live: 0.00 Design Crtl:TPI-95l IRC-00 layou ILK11Lt1C171;A Orono MN BC Dead: 5200.%00 ww..111NInNURo.com. �PIt3' Total(PSF): 65.00.60.00 5,0,0,1 rus o r. r 13,200 PDF created with pdfFactory trial version www.pdffactory.com r Label indicates black painted end of truss v Q a a ¢ a a a a a a 231 0 NOT TO SCALE"' See Individual truss drawing Nana:Wler Middleton WO:22M1 for additional Inform rrrt.e.ehi Middleton cu.taner.UmVeftAV WOE: such di girder plys,bearin _ DeeWw. Steve Lund Checker. #Cmpnb:29 g 1 Lot owd on Nov 12,2009 by et bracing requirements,nailing POa"4 sakw""'W Wier Roof LbrD F=1 16 schedules and any other V"""o.NN smo TC Live: 86.00 Rt DurFec: 1.16 Information not shown on 9 .�3. , � � r. , 720 To n kawa rd 10.000 Shy :24.W Iaycu Orono M N + T�I-96/IRC-00 �ww..laMinews„ce,m 1'r,ua 1 ochnician � , Toth�; -66..000 �:%trLn)=%azuouuQZ5591YRDOF%32NO1 PAN B.0.0.1 PDF created with pdfFactory trial version www.i)dfactoMcom - - -r ' - Nom: FIX Customar:Lamperto Apple V 910:326591 TI:Rl Qty:4 TC FORCE MEL END CBI Cr TC: 4x 2 BPP #1/#2 (N) 0 or (): Plate(s) OFFMET from joint canter. -.Joint Locations�� 1- 2 0 0.00 0.38 0.38 C SIC: 4x 2 BPP #1/#2 (N) The Joint Detail Report moat be included 1) 0- 0- 0 4) 6- 7- 6 7) 2- 8- 8 2- 3 -424 0.00 0.34 0.34 Cwn: 4x 2 BPF BTUD (N) with any submittal, inspection, and/or 2) 2- 8- B S) 6- 7- 6 8) 0- 0- 0 3- 4 0 0.00 0.38 0.38 C NOTE: Main= truss spacing is 19.2" o.c. fabrication documentation. 3) 3-10-14 6) 3-10-14 All CaNMSBICN Chords are assumed to be in-Plant Quality Assurance with Cq- 1.11 ------------ TOTAL DESIGN LCADB ------------ continuously braced unless noted otherwise. ----MAX. RMACTIONB PMR EMARINO LOCATION----- Uniform PLP From PLP To eC Yom An Em CBI Cr This truss is designed in accordance with X-Loo Not Vart Soria Uplift Y Type TC Vert L+D -95 0- 0- 0 -95 6- 7- 6 8- 7 424 0.12 0.04 0.16 C the 2006 International Residential Code 0- 1-12 1 344 0 0 8 Pin 8C Vert L+D -7 0- 0- 0 -7 6- 7- 6 7- 6 424 0.12 0.01 0.13 C sections 8502.11.1 and R002.10.2 and 6- 5-10 1 344 0 0 8 8 Roll 6- 5 424 0.12 0.04 0.15 C referenced standards, U.N.O. PROVIDE UPLIFT CONNECTION PM8 SCSEDULE --------GLOBAL,NU DEFLECTICNB--------- LL TL Web Yom Web FORC11 in./Ratio in./Ratio Jnt(s). B- 1 -113 6- 3 16 I.Span -0.03/999 -0.06/999 2-1 8- 2 -478 3- 5 -478 Boris. 0.00 0.01 NA 7- 2 16 5- 4 -113 Long term deflection factor - 1.50 BN axplanation of Repetitive Member Factor, Cr, on reverse side of paper or TEC Form 8.14.2007. L Typical Panel 320_71" L 3-3-11 6-7-6 1 2 3 4 0-3-8 1.5x3 0-3-8 1.50 1.52.3 M41 h4l 1.50 1-6-0 1-6-0 315 1.52.3 1.50 315 I I 1�1�-�I' 344#3.50" 3440 3.50" -- ----- 6-7-6 8 7 6 5 EXCMPT AS BROWN PLATEB ARM MiTek MT20 Scale 0.5742 WARNING: Eng Job: NO: 326591 saw ALL ROTae ON TS:s BBEST, A Coax or Texe DOWING TO 81 orvaa TO saaCTSNa CONTRACTOR. 1aACDgs WARMING: Dwq: TI: E3 s„°i° dmp" °whi"homeb.wn dnWbyr°w m, °e,�i�o a yK�� fmo or'6' Dagnr:891D Chk: 11/13/2009 b"We.how d6d.bmngisomuntlgl mgmbm wy m:.Jug buWly P mut be m&t.=&a W"W@dV.A n& i8.d hw.tl..g &Wmlmd by V. agg�g,wuu�.tsmg+oo"em.o.,.u.mon..m y e.,g�ubId=111a:"r Pm TC Live 40.0 paf Lbr DP: 1.00 gpeam.hmg b,..lag� 'ooehot bWWingd..Ww.(rm Ph&lwftft iPi b im.ad.t sa3>ro..e�' TC Dead 10.0 Pit DF: 1.00 Dein,M.digmti-1-in 537:9), pa! CumpnatBngem*by:r"wsa:,-:by Co.,P.A.,918 so.ndW&RcL Edoom xc 27933 : 1 BC Live 0.0 pa! IAC_ TDI-02/ND8-05 8C Dead 5.0 paf Code: MN-RE8 TOTALSb tea! v5.5.19-8031449 Design: Matrix Analysis Profile Patht F:\trusjebs\326000\326591\FLR\Bl.prx 10 0000 �+ in 0 0 d oeo�o � Oe -e4- h Q1 V� 00 00)..4 oO.aav 001 1 pq .i.l.i .•1 a •1�M R AO ".4 p a w • 111 O 1 E 1 qD OOmbO N \ i1 FI~1\0 .t rVPPr \ ,,ppM�U 1�� rl 31n110110n �� S N 0. a Poi O M O S O N 01 M M M Como R 0. a P. Nr1t N oemo ,G000 00 1 1 1 1 h 0C; 0 0 in inaa �laUaaa � W Q N E 0 A E q i i s a 1n Eq m an aD JA .i i .a a4 M'r1plq �n�n M b O a�gggg• �190/1'Qa�iO1 lY�Y00 1 Gpp� .i 11.�1 � ��Xy M !A R�ap=1� �y� MOON MwI�\ O e•r .q O .1-'ggg ,L 01�10� YOp1010 (•f , OOi 8¢ O � ��1111 ��jj -fft in A.1[My•IY.i.i� .�n�ooU ry .RE••i /YFi 8i5 .1 yaa eqxp �ap7 \o $$ a3`� m 10 R. .I A�1S N.Oj j g �6 �1A 18:1110 Aa NOU IN a D N py °O � �a S 3• s ei3• ,-1 V O h MIN +1 N S��ji�1j� +est O N h 11aCIO L6Xmzy ti'1.COO ae O •mmm fififi� aha ea � mmme e4 .•N Y NNNN 0x1 q0q 0 v.11iv� MIG y aao g� E1 F V U U U U U U vo M.i PI wl PI/•1.i +1 0 0 0 0 0 0 0 a O o 0 0 0 0 al N 0 0 0 0 0 0 R N O • 0 0 0 0 0 0 p 11ff r N PI 1.1 PI/•1.1 11 00000 0 q C1 N N C.0 0o 0 0 O O oammwm 10 0 0 0./1.1 ./NPIf n m N R Name: M Customer:Lamperts Apple V 110:326591 TI:ELL Qty:i Nab FORCE AXL NO CBI Cr TC: 4x 2 SPP #1/#2 (N) Analysis basad on Simplified Analog Nodal. .---joint Location- � 6- 1 -54 0.01 0.00 0.01 C eC: 4x 2 BPP #1/#2 (N) All CCUMBBiCH Chords are assumed to be 1) 0- 0- 0 3) 2- 2- B 5) 1- 4- 0 UD 5- 2 -90 0.02 0.00 0.02 C Ne: 4x 2 SPP ST (N) continuously braced unless noted otherwise. 2) 1- 4- 0 4) 2- 2- B 5) 0- 0- 0 4- 3 -22 0.01 0.00 0.01 C OR: 4x 2 BPP STUD (N) In-Plant Quality Assurance with Cq 1.11 ----MAX. REACTIONS PER BRARING LOCATION----- NOTE: MNaximm truss spacing is 19.2" o.c. X-Loa ESet Vert Doris Uplift Y Type This truss is designed in accordance with 0- 1-12 1 59 0 0 E Pin Bee explanation of Repatitiw the 2006 International Residential Code 2- 0-12 1 25 0 0 e Pin Member factor, Cr, on sections 8502.11.1 and 8802.10.2 and PROVIDE UPLIFT C0NN2TI0K PER SCMMULS reverse side of paper or referenced standards, U.N.O. --------OLOSAL MAX DEFLECTIONS--------- TEC Form 6.14.2007. LL TL in./Ratio in./Ratio Jnt(s). Typ ICS)PSREI=28.75" i.Bpan 0.00/999 0.00/999 2-1 Rorie. 0.00 0.00 NA Long term deflection factor 1.50 2-2-8 1 2 3 0-3-8 0-3-8 314 1.5x3 1.5x3 1.5x3 1.5x3 1-6-0 1-6-0 2x4 1.5x3 3x4 5903.501, Stud®1-4-0 2513.50" 2-2-8 6 5 4 EXCEPT AS SHOWN PLATES ARE MLTek MT20 scale 0.8218 WAANINGf: Enq Job: NO: 326591 READ ALL NOTES ON Tmse $HnT. A Coax or TRIO DRAMs TO n OIVEN TO ERECTING CONTRACTOR. BRACING WRININei Dwg: TI: ELl 6W� md�Woh=W be°otoeeld".dby b de mee geh sen l dee"9pml�'b °Nm0 Degnr:SR'D Chk: 11/13/2009 membne wb b tednm buddieel3glh Peovid°er mut�.mese m mnh°r Ltenl bmo:q 1= ed °Ivied boetioe. da.m�eabymetwwo4ae.t�.w .::�o<m.or..nm,nn.°mayn. d�ee.w�AlafTPq.For TC Live 40.0 pe! Lbr DF: 1.00 a seam "obwbWWW8"Ow-(rN"Fv"te.::a T?'i"""W't583ao''e'' TC Dead 10.0 pS! Plt DF: 1.00 Cempwe°t s°1:meebe by:Tmee 13e�in1 Co.,F.A.111 awmd"ad Bdme°a NC 27932 SC Live0.0 pS! O.C.: 1- 7- 3 IAC-06/TPI-02/NDS-05 EC Dead 5.0 pef Code: MN-AES TOTAL 55.0 par v5.5 19-8031446 Design: Matrix Analysis Profile Path: F:\trusjcbs\326000\326591\FLR\RLl.prx Name: PLA Custoxtar:Laagparts Apple V WO:326591 TI:O Qty:7 TC FORCE A7Qe PND CBI Cr TC: 4x 2 BPP #1/#2 (N) Unbalanced load ca e W have been checked. .Joint Locations-�� 1- 2 701 0.18 0.26 0.44 A AC: 4x 2 BPP #1/#2 (N) 11 or (): Plate(s) OPPBST from joint center. 1) 0- 0- 0 4) 7- 1- 4 7) 7- 1- 4 2- 3 701 0.10 0.26 0.44 A RS: 4x 2 BPP BTOD (N) The Joint Detail Report const be included 2) 2- 1- B S) B- 7- 6 B) 2- 1- B 3- 4 -200 0.00 0.25 0.25 A (2) 4x 2 BPP STUD (N) 2-0 with any submittal, inspection, and/or 3) 4- 7-12 6) B- 7- 6 9) 0- 0- 0 1QOTP: Maximal truss spacing is 19.2" o.c. fabrication documentation. ------------ TOTAL DBBIGN LOAD$ ------------ 4- S 0 0.00 0.17 0.17 A MULTIPLE 14ADCURS -- This design is the This truss is designed in accordance with Uniform PLP From PLP To composite result of multiple loadcases. the 2006 International Residential Code TC Vert L+D -79 0- 0- 0 -79 B- 7- 6 PC FORCE AXL PND C8i Cr Ali COASBBION Chords are assumed to be sections 8502.11.1 and R002.10.2 and SC Vert L+D -7 0- 0- 0 -7 S- 7- 6 9- B 0 0.00 0.11 0.11 P continuously braced unless noted otherwise. referenced standards, U.N.O. Concentrated LBB Location B- 7 -364 0.03 0.09 0.12 P In-Plant Quality Assurance with Cq- 1.11 ----MAX. REACTICNB PER BEARING LOCATION----- TC Vert L+D -393 0- 1- B In-Plant Quality Assurance, per X-Loc Peet Vert Boris Uplift T Type --------GLOBAL MAX DEPLECTIONB--------- 7- 6 200 0.05 0.07 0.12 B sec, 3.2.4 of TPI-1-02, for joint(s): 2- 1-12 1 1020 0 0 e Pin LL TL 1,3 $_B- 5-10 1 228 0 -79 S B Roll in./Ratio in./Ratio Jnt(s). Web YORCZ Web FORCE PROVIDE UPLIFT COSRECTION PER SCBSDULs L.Cant. 0.00/999 -0.03/821 9 9- 1 -47 3- 7 317 I.Bpan -0.02/999 -0.05/999 7-0 1- 8 -842 7- 4 -121 Boris. 0.00 -0.01 NA B- 2 -208 4- 6 -276 Long term deflection factor - 1.50 B- 3 -659 6- S -42 Bee explanation of Repetitive Typical Panel-28.75" Mlsmber Factor, Cr, on reverse aide of paper or TBC Fbrm 0.14.2007. 8-7-6 1 393.3# 2 3 4 5 0-3-8 1.513 1.50 0-3-8 3x4 2x4 3x4 301.513 O O 1-6-0 1-6-0 O 1.5.3 318 [3x4] 3x5 0-3-9 1.5x3 1020#3.50" 228#3.50" S-5-14 9 8 7 6 8-7-6 CANT: 2- 0- 0 EXCEPT A8 SHOWN PLATE8 ARE MiTek MT20 Scale-0.6203 WARNING: Enq Job: 1F0: 326591 Raw ALL worse ON rase MUT. A copy or Tsxs DRAxxns To m oxvaw To aRsaTxas CONTRACTOR. aRAcxxo x MXMG: Dwq: TI: O ���nWbar lend6biyo�y ay � i'� �upp�mt',r oPes Degnr:BMD Chk: 11/13/2009 mmmbm Osla W X&M blwk" th Ptondo-Mort be merw W wAwr hftM bmft eteod,mJ iaod 6osWw TFIN &Wmeedbyae aee�.r ddn mlbmigonb.e�eaa-bre M.ybemwtr«�.M.etMatorT�.N- TC Live 40.0 paf Lbr DP: 1.00 .�taotmubr� .omotbwtmttaa.�w.CrmPIM IndUs,TT[b e.4W rtda3Mnoedo PIt DP: 1.00 rklw,MtlMoa Wi-.nb,$3719). TC Dead 10.0 pe! compomm seg mw na by:Trus aoanredna Co.,p.a,Mla so Ma.we ad EdmtDk NC 27932 SC Live 0.0 pa! O.C.: 1- 7- 3 IAC-06/TPI-02/NDB-05 SC Dead 5.0 paf Code: MN-REB TOTAL35.0i! vS.5.19-8031447 Design: Matrix Analysis Profile Path: 1:\truajcbs\326000\326591\PLA\G.prx Name: FR.A Customer:Lamperta Apple V WO:326591 TI:H Qty:4 TC FORCa A3Q. END CBI Cr TC: 4x 2 BPF 01/#2 (N) () or (): Plate(s) OFFSET from icint canter. Locations- 1- 2 0 0.00 0.30 0.30 A EC: 4x 2 BPF #1/#2 (N) The Joint Detail Report most be included 1) 0- 0- 0 4) 6- 7- 5 7) 0- 0- 0 2- 3 -266 0.00 0.30 0.30 A Val 4x 2 BPF STUD (N) with any Submittal, inspection, and/or 2) 2- 7-12 S) 6- 7- 5 3- 4 0 0.00 0.13 0.15 A NOTE. Maximal truss Spacing is 19.211 c.a. fabrication documentation, 3) 5- 1- 4 5) 5- 1- 4 All COKMOSION Chords are assumed to be in-Plant Quality Assurance with Cq- 1.11 ----MAX. REACTIONS PER EFAR114 LOCATION----- continuously braced unless noted otherwise. X-Loo Boot Vert Rorie Uplift Y Type EC FORCE A31L HND CSI Cr This truss is designed in accordance with 0- 1-12 1 291 0 0 a Pin 7- 6 351 0.09 0,11 0,20 a the 2006 International Residential Code 6- 3-10 1 291 0 0 B a Roll 6- 3 266 0.07 0.11 0.17 a sections 8502.11.1 and R002.10.2 and PROVIDE UPLIFT C01a1ECTION PER SCHEDULE referenced Standards, U.N.O. --------GIOaAI.MAX DEFLECTIONS--------- LL TL Web FORCE Web FORCE in./Ratio in./Ratio Jnt(s). 7- 1 -87 6- 3 89 I.Bpan -0.04/999 -0,06/999 6-7 7- 2 -397 3- 5 -367 Typical Panel®28.75" Boris, 0.00 0.00 NA 2- 6 -96 3- 4 -44 Long to= deflection factor 1.50 Bee explanation of Repetitive Member Factor, Cr, on 6-7-6 reverse side of paper or 11 Tac Form 8.14.2007. 1 2 3 4 0-3-8 1.513 J 3x4 1301 1.50 1.5z3� 1.5x3 � 1-6.0 1-6-0 315 [3x4) 3x5 2910 3.50" 291#3.50" 6-7-6 7 6 S EXCEPT AS SHOWN PLATES ARE MiTak MT20 Scale 0.7875 WARNING: Zng Job: NO: 326591 READ ALL NOTBN ON THIN SHUT. A COPY or THIN DRAWING To 30 GIVEN TO BRmCTING CONTRACTOR. BRACING M2212146: Dwg: TI: H D• r:SWD Chk: 11/13/2009 Wft �midbe.anddp.d e.bdlap&4w.Wainsdia"t.mnmppo k" tof:nu. 9n 61 %TFPNddmmin.d by 11"," .Ad Addld%idb=Wgogoem,ow H*mm emmy (suvm ..Wf�0 pw TC Live 40.0 paf Lbr DF: 1.00 .y.otmonn..b �oomo:bUM4d..*K.(rmarr bwdWb,TK.:owrdat593Da Pit DF: 1.00 Ddw,mrat.an wimon.tns3nv:. TC Dead 10.0 pa! compoodayow.byby;rr-.Hneia.,r.a,etex�.id.RdedmmaNC3�sa= SC Live 0.0 paf O.C.: 1- 7- 3 IRC-06/TPI-02/NDS-05 BC Dead 5.0 pa! Code: MN-AES TOTAL .-098 f v5.3.19-8031448 Design: Matrix Analysis Profile Path: F:\trtisjobs\326000\326591\FT.R\H,prx Name: FLA Customer:Lamperto Apple V WO:326591 TI:E Qty:4 TC FORCE AxL BBD CSI Cr TC: 4x 2 SPP #1/#2 (N) ®2x6 continuous strongbaok. Attach to each -Joint Locations- 1- ocations1- 2 0 0.00 0.28 0.28 A EC: 4x 2 BPP #1/#2 (N) truss with 3-3.5°x 0.135" nails. splice 1) 0- 0- 0 5) 10- 0- 4 9) 10-11- B 2- 3 -1402 0.04 0.29 0.32 A WE: 4x 2 BPP STUD (N) strongback on truss vertical. 2) 2- 7-12 6) 30-11- 8 10) 10- 0- 4 3- 4 -1402 0.03 0.23 0.27 A (2) 4x 2 BPP STUD (N) 7-9 NOTE: Maximum truss spacing is 19.2" o.c. 3) 5- 1- 4 7) 13- 6- B 11) 5- 1- 4 EL: 4x 2 BOP #1/#2 (N) All COMPRESSION Chords are assumed to be 4) 7- 6-12 8) 13- 6- 8 12) 0- 0- 0 4- 5 -1154 0.02 0.23 0.26 A II or (): Plato(s) OFFSET from joint center. continuously braced unless noted otherwise. In-Plant Quality Assurance with Cq- 1.11 5- 6 -958 0.02 0.34 0.36 A The Joint Detail Report must be included ----MRX. REACTICNS PER EBARn= IMATIOB----- In-plant Quality Assurance, per 6- 7 -958 0.01 0.22 0.23 A with any submittal, inspection, and/or R-Loa Eget Vert Boris Uplift x Type sec. 3.2.4 of TPI-1-02, for joint(:): fabrication documentation. 0- 1-12 1 600 0 0 E Pin 2,11,12 EC FORCE AxL END CBI Cr This mss is designed in accordance with 13- 8-10 1 608 0 0 T B Roll the 2006 International Residential Code PROVIDE UPLIFT COZBECTiCN PER SCHEDULE 12-11 929 0.24 0.10 0.34 E sections 8502.11.1 and 8802.10.2 and 11-10 1465 0.38 0.10 0.46 E referenced standards, U.N.O. 10- 9 1154 0.30 0.05 0.35 E --------GLOB MAX DEFLECTIONS--------- 9- B 0 0.00 0.03 0.03 E LL TL in./Ratio in./Ratio Jnt(s). Web Web FORCE I.Bpan -0.08/999 -0.12/999 10-11 Boris. 0.02 0.03 NA 12- 1 -88 10- 5 204 Long term deflection !actor - 1.50 12- 2 -1052 5- 9 -349 2-11 543 9- 6 -228 11- 3 -185 9- 7 1091 11- 4 -72 8- 7 10 4-10 -356 Bee explanation of Repetitive Typical Panel a 28.75" Member Factor, Cr, on reverse side of paper or TRC Form 8.14.2007. 13-10-4 1 2 3 4 S 6 0�.2 0-3-8 1.50 l.SO 3x6 115:,3 3x4 Al33x5 6x6 0 1-6-0 1-6-0 t 5i��f : I 3:6 3x5 3x8 1.5x3 [3x4] Cm 600#3.50" 608#3.25" 13-6-9 12 11 10 9 8 13-10-4 - --- E3;CEPT AS BROWN PLATES ARE MiTek MT20 Scale 0.4342 WARNING: Eng Job: WO: 326591 REM ALL NOTES ON THIS SHEET, A COPY OF THIS DPANUG TO U OrM To EPECTING CONTRUTOH. SPACING WARNING: Dug, TI: E R 'm°"on We dmwiql iu nw umdon bmir6"road ingpaWbmingmA d.,hwi**t isaput ddw gnr: DB SWD Chk: 11/13/2009 ba:abea-iprdeY:dib-arbeo�.w.enc+eb�yu.buva�dp-.R:- �wnrm.w«.: crus- menden cry ro-Rae bwkft i-ye.Pmvidem mm:be male m mror lewd bm:*at m&and leoetlom ar-mimd:yae�d: ,:- -.Adddm.:b *orme,vm::,whnmybe fie.. a:„c Po. TC Live 40.0 pe! Lbr DF: 1.00 b oomrboua�ae.iper.(TmaP:.ato.daa.,trioo.ue r586D000m�o TC Dead 50.0 pe! Plt DF: 1.00 compoeoeHn:oeede4by:rnwsedbred:yco..P.a.e:eeammia:mdeaemabt�:ym3 8C Live 0.0 pa! O.C.: 1- 7- 3 IRC-06/TPI-02/NDS-05 &P T%FEC Dead 8.0 pe! Codes MM-REB TOTAL 5__T B! v5.5.19- 031444 Design: Matrix Analysis Profile Path: F:\trusjcbs\326000\326591\FLR\E.prx Name: M Customer:Lamperts Apple V N0:326891 TIM Qty:1 Web 7ORM AXL HND CBI Cr TC: 4x 2 BPP #1/#2 (N) analysis basad on simplified Analog Modal. ---Joint Locations��� 30- 1 -50 0.01 0.00 0.01 C HC: 4x 2 BPP #1/#2 (N) All COMPRESSION Chords are assumed to be 1) 0- 0- 0 5) 5- 5- 4 9) 1- 4- 0 9- 2 -105 0.03 0.00 0.03 C ND: 4x 2 BPP STUD (N) continuously braced unless noted otherwise. 2) 1- 4- 0 6) 5- 5- 4 10) 0- 0- 0 Da: 4x 2 BPP BTW (N) In-Plant Quality Assurance with Cq- 1.11 3) 2- 8- 0 7) 4- 0- 0 8- 3 -104 0.03 0.00 0.03 C NOTE, Maximam truss spacing is 19.2" o.c. ----MAC. REACTIONS PER 8HA8INo LOCATION----- 4) 4- 0- 0 8) 2- B- 0 7- 4 -122 0.03 0.00 0.03 C This truss is designed in accordance with X-Loo nset Vert Boris Uplift Y Type 6- 5 -44 0.01 0.00 0.01 C the 2006 International Residential Code 0- 1-12 1 55 0 0 a Pin sections 8502.11.1 and 8802.10.2 and 5- 3- 8 1 50 0 0 H Pin Sae explanation of Repetitive referenced standards, U.N.O. PROVIDE UPLIFT CCHHXCTICN PER BCEEDULE Member factor, Cr, On --------GLOBAL bm DEPLECTIONB--------- LL TL reverse side of paper or in./Ratio in./Ratio Jat(s). TEC rorm 8.14.2007. I.Span 0.00/999 0.00/999 5-4 Soria. 0.00 0.00 NA Long to=deflection !actor . 1.50 Typical Panel-28.75" 5-5-4 1 2 3 4 5 0-3-8 0-3-8 1.5:3 j 1.5:3 1.513 1.5X3 1.513 1.5X3 1.5X3 1-6-0 1-6-0 2X4 1.5X3 1.5X3 1.5X3 2X4 550 3.50" Stud®1-4-0 50#3.50" -4-5-4 1 10 9 8 7 6 EXCEPT AS SHOWN PLATES ARE MiTek MT20 Scale-0.7390 WARNING: Eng Job: 110: 326591 READ ALL NOTES ow Tsxs emsT. A copy or Txxs DAAma To ne swan To UNCTxss CON7RACTOR. WMXNo XIMINe: Dvq: TI: EL bW &dp.d..b:omodbe:=do,d�byae�MMin'gbddFw.0 bqd�i"i.fm= "p'pmt'fu:w'fm0 Dsgnr:BND Chk: 11/13/2009 m.m. o*b ndm btokmeg WW&P,oYidom mut h mod/b mohot!msec!b:eoity at and.udrpwimw bead- &.Wind by do d.. .Admb.o.l bto.mg cetlt.ovaom.buoh..mry bo (anl�AloeTPq.Pm TC Live 40.0 psf Lbr Dr: 1.00 w. eomabW:dtdmipm([w.P1Wlmmwte,TP ad et$83DKoeomo TC Dead 10.0 ps9 Plt Dr: 1.00 CompomW xogM.e .o bq by;Tmxog6ming Co.,P.A.,819 goun"PA Mmkm NC 27933 SC Live 0.0 p/! O.C.: 1- 7- 3 IRC-06/TPI-02/ND81-05 EC Dead 5.0 ps! Code: MN-RES TOTAL 55.0 Def v .5.19-8031445 Design: Matrix Analysis Profile Path: 7:\trusjcba\326000\326891\NA\RL.prx Name: rLR Cuotomer:Lamperts Apple V N0:326591 TI:D2 Qty:l TC PORCH AXL END CBI Cr TC: 4x 2 BPr #1/#2 (N) 2x6 continuous strongback. Attach to each Joint Locations 1- 2 0 0.00 0.26 0.29 A SC: 4x 2 IPP #1/#2 (N) ® truss with 3-3.5"x 0.135" nails. Splice 1) 0- 0- 0 S) 10- 0- 4 9) 11- 2-12 2- 3 -1445 0.04 0.29 0.33 A NE: 4x 2 BPP STUD (N) strongback on truss vertical. 2) 2- 7-12 5) 11- 2-12 10) 10- 0- 4 4 -1445 0.04 0.23 0.27 A (2) 4x 2 BPP STM (N) 7-9 NOTE: maxi""`" truss spaoinq is 19.2" o.c. 3) S- 1- 4 7) 13- 9-12 11) 8- 1- 4 3- 4- 4 EL: 4x 2 BPP #1/#2 (N) All COMPRESSION Chords are assumed to be 4) 7- 6-12 6) 13- 9-12 12) :- 0- 0 -1237 0.03 0.23 0.26 A un [] or (): Plste(s) OMIT from joint center. continuously braced less noted otherwise. In-Plant Quality Assurance with Cq 1.11 5- 6 -976 0.02 0.33 0.38 A The Joint Detail Report must be included ----MAX, REACTIONS PER HEARING LOCATION----- In-Plant Quality Assurance, per 6- 7 -976 0.01 0.22 0.23 A with any sWdmittal, inspection, and/or X-Loo not Vert Boris Uplift Y Type sec. 3.2.4 of TPI-1-02, for joint(s): fabrication documentation. 0- 1-12 1 612 0 0 a Pin 2,9,11,12 8C POACH AIM HND C9I Cr This truss is designed in accordance with 14- 0- 0 1 620 0 0 T s Roll the 2006 International Residential Code PROVIDE UPLM OMMU 1011 PER SCHEDULE 12-11 991 0.24 0.10 0.35 2 sections 8502.11.1 and 1902.10.2 and 11-10 1529 0.39 0.10 0.50 E referenced standards, V.N.O. SO- 9 1237 0.32 0.05 0.36 E --------QLQML MAX DEFLECTIONS--------- 9- 9 0 0.00 0.04 0.04 E LL TL in./Ratio in./Ratio Jnt(s). I.Span -0.06/999 -0.13/999 10-11 Web r0RCH Web FORCE Boris, 0.02 0.03 NA 12- 1 -96 SO- 5 192 Long term deflection factor - 1.50 12- 2 -1077 5- 9 -395 2-11 566 9- 6 -227 11- 3 -104 9- 7 1112 11- 4 -96 6- 7 10 Typical Panel 28.75" 4-10 -334 Bea explanation of Repetitive Member rector, Cr, on 14-2-12 reverse side of paper or TEC roam 8.14.2007. 1 2 3 4 5 6 0-3-8 1.5x3 +[3x51 1 1.5u3 3:6 1.5x3 3:4 41 315 6:6 Le 1-6- 11-6-00 3x8 W [3x4] 3x8 1.50 CK 612#3.50" 628#4.50" 13-9-12 12 11 !0 9 8 14-2-12 COSMETIC PLUMB (2)+[3x5] EXCEPT AB 83ONN PLATES AAE !liTek MT20 Scale 0.4447 NARKING: Enq Job: NO: 326591 REM ALL NOTES ON TSIs esZBT. A COPY or Tess DaAM6 To as GIvzm To Dwq: Ti: D2 ER6CTM CONTAWTOa, saAcING WARNING: Hnaog dwwomtbie lswieMb mrt meotlm hnolq,wlodlnomm,pwW bnole`or lwb*whwbu�putortlr Degnr:BND Chk: 11/13/2009 bdt�i ded6oadwt�h®e M aooddaed ybyy the btdldmi dmip m.Hreohµtlmwn u mr 1AWW amt of UM mombM.*to rebwe b"otlios bgth Pmvielom mart be male to mmbm Wmd bm it*d endo and bwtlom ddKmmdbym.bWWWg,rdW.afid"b e;germ.o.mUdn hnm,yy, (MHM-91 cfTPD.Fw TC Live 40.0 pat Lbr Dr: 1.00 qw a muse�r«�m,000ma meip w.frmm Phot nwbm,TPI it d Wer DDwfdo Pl t Dr: 1.00 Drive,Mmmeoq Wm in 53719). TC Dead 10.0 pet Com- Hngkwui%by:TmmHghw lgCo..PA.818SomkkkandHdmwaNC27932 HC Live 0.0 pat O.C.: 1- 7- 3 IRC-06/TPI-02/NDS-05 EC Dead 5.0 pot Code: MN-RES TOTAL 66.0 got v5.5.19-0031515 Design: Matrix Analysis Profile Path: P:\trusjobs\326000\326891\PLR\D2.prx Name: FLA Customer:Lamperts Apple V 80:326591 Ti:Di Qty:l TC FORCE AxL mom Cox Cr TC: 4x 2 BPP #1/#2 (N) ® 2x6 continuous stroagback. Attach to each -Joint Locations 1- 2 0 0.00 0.28 0.28 A BC: 4x 2 BPP #1/#2 (N) truss with 3-3.51,x 0.135" nails. splice 1) 0- 0- 0 6) 11- S- 2 11) 10- 0- 4 2- 3 -1704 0.05 0.29 0.34 A NB: 4x 2 BPP BTOD (N) strongback on truss vertical. 2) 2- 7-12 7) 12-10- 0 12) 5- 1- 4 3- 4 -1704 O.OS 0,22 0.27 A (2) 4x 2 BPP BTOD (N) 8-10 This truss is designed in accordance with 3) S- 1- 4 8) 1S- S- 0 13) 0- 0- 0 EL: 4x 2 BPP #1/#2 (N) the 2006 International Residential Code 4) 7- 6-12 9) 15- S- 0 4- 5 -1754 0.05 0.22 0.27 A NDTE: m�R� truss spacing is 19.2" o.c. sections 8502,11.1 and 8802.10.2 and 5) 10- 0- 4 10) 12-10- 0 5- 6 -1754 0.05 0.16 0.21 A All COMPRESSION Chords are assumed to be referenced standards, O.N.O. In-Plant Quality Assurance with Cq - 1.11 6- 7 -1115 0.02 0.35 0.38 A continuously braved unless noted otherwise. ----NAR. REACTIC118 PER BEARING LOCATION----- In-Plant Quality Assurance, per 7- 8 -1115 0.01 0.23 0.24 A x-Loo Boat Vert Boris Uplift Y Type sec. 3.2.4 of T11-1-02, for joint(s): 0- 1-12 1 682 0 0 E Pin 2,10,12,13 MIC FORCE A2D, END CBI Cr 15- 7-12 1 699 0 0 T R Roll --------GLOBAL MM DEFLECTICNS--------- PROVIDE UPLIFT CONMZCTICN PER SCHEDULE LL TL 13-12 1083 0.28 0.10 0.38 a in./Ratio in./Ratio Jnt(e). 12-11 1911 0.49 0.10 0.59 S Z.Epan -0.11/999 -0.18/999 11-12 11-10 1456 0.37 0.04 0.41 B Boris. 0.02 0.04 NA 10- 9 0 0.00 0.03 0.03 B Long term deflection factor 1.50 Nab FORCE Nab FORCE 13- 1 -88 il- 5 -173 13- 2 -1227 11- 6 417 2-12 711 6-10 -476 12- 3 -186 10- 7 -256 12- 4 -238 10- 8 1270 4-11 -180 9- 8 10 Typical Panel 28.751, See explanation of Repetitive 15-10-0 Member Factor, Cr, on 1 11 reverse side of paper or 1 2 3 4 S 6 7 �8� Q TEC Form 8.14.2007. 0-3-9 I.5x3 +(315) i 1.5x3 318 1.5x3 3x4 1.513 14 30 616 I�` o 1-6-0 1-6-0 318 3x6 315 318 ISO 682#3.50" 6990 4.50" 15-5-0 , 13 12 I1 10 9 15-10.0 COSMIC PLATES (2)+(3x5) ZXCEPT A8 SHOWN PLATES ARE MiTek MT20 Scale 0.3832 WARNING: Eng Job: NO: 326591 REM ALL NOTES ON THIS SHUT, A COPY OF THIS DaANINO TO ME OVEN TO ERECTING CONTRACTOR. ERACING 9GRNI116e Dwq: TI: Dl Hosing swoon dd.dowing isamarouoe "indbea"'a�ul°"o4a'lmu.' vAMisaptofdw Degnr:END Chk: 11/13/2009 buildo�dml8amdwhohmnmba.mdd.ml as dsdprr.Brohy shownb forWen!Appo,t ofhiri mwbm.ony li nshm.buddiq oqm. mut b.mads m dud lemnl bnmq m sod.ad i o1Sod bwtlom mmmm.abym. d.mpw.�aa�mmlumlgormeo�,�mleb*uoh.emaybo.eqWmi(sa.turAlo[TPp.Fm TC Live 40.0 ps! Lbr DP: 1.00 .pmtkuu..6mlq momb emhmtbu[Wigd.dVw,(r=Poahmhhm,TPI61..W.150D'Oeo810 PIt DP: 1.00 % Drir.,h4dlpq in 53719). TC Dead 10.0r 9#TT ps! Compound Hoglro.riq by:TrussRginwriq Co.,FA,816 Sound,Rd Monson,NC 27932 SC Live 0.0 ps! O.C.: 1- 7- 3 IRC-06/TPI-02/NDB-05 SC Dead 5.0 ps! Code: MN-RE8 TOTAL 5.0 s! v5.5.19-8031514 Design: Matrix Analysis Profile Path: F:\trusjcbs\326000\326591\PLR\Dl.prx Name: rLA Customer:Lamperts Apple V WO:326591 TI:D Qty:i TC FORCE A)M BND Cal Cr TC: 4x 2 SPr #1/#2 (N) ® 20 continuous strongback. Attach to eachJoiat Locations 1- 2 0 0.00 0.28 0.28 A BC: 4x 2 SPY #1/#2 (N) truss with 3-3.5"x 0.135" nails. Splice 1) 0- 0- 0 6) 51-11-12 2- 3 -1961 0.07 0.29 0.36 A INE: 4x 2 8Pr BTUD (N) strongback on truss vertical. 2) 2- 7-12 7) 14- $- 4 12) 5- 1- 4 3- 4 -1961 0.07 0.21 0.28 A (2) 4x 2 BPP BTUD (N) 6-10 This truss is designed in accordance with 3) 5- 1- 4 8) 17- 0- 4 13) 0- 0- 0 NL: 4x 2 SPF #102 (N) the 2005 International Residential Code 4) 7- 6-12 9) 17- 0- 4 4- 5 -2267 0.13 0.18 0.31 A NOTE: Maxine truss spacing is 19.2" c.c. sections 8502.11.1 and R802.10.2 and 5) 10- 0- 4 SO) 14- 5- 4 5- 6 -2267 0.09 0.16 0.25 A All CCN PRE Chords are assumed to be referenced standards, U.N.O. In-Plant Quality Assurance with Cq - 1.11 6- 7 -1260 0.03 0,40 0.43 A continuously braced unless noted otherwise, ----MAR. REACTIONS PER DENU340 IMMION----- In-plant Quality Assurance, per 7- S -1260 0.01 0.25 0.26 A R-Loo Bast Vert Boris Uplift Y Type sec. 3.2.4 of TPI-1-02, for joint(e)r 0- 1-12 1 753 0 0 B pin 1,2,3,5,6,9,10 17- 3- 0 1 769 0 O T B Roll --------GLOBAL MAX D3137=ICNB--------- BC FORCE AXL BND CBI Cr PROVIDE UPLIFT CONRECTION PER 8CBFDULE LL TL 13-12 1215 0.31 0.10 0.41 s in./Ratio in./Ratio Jnt(s). 12-11 2296 0.59 0.09 0.68 B I.span -0.16/999 -0.24/822 5-4 11-10 1940 0.50 0.05 0.56 B Boris. 0.03 0.05 NA 10- 9 0 0.00 0.04 0.04 B Long term deflection factor 1.50 Web FORCE Web FORCE 13- 1 -89 11- 5 -177 13- 2 -1376 11- 6 400 2-12 855 6-10 -779 12- 3 -186 10- 7 -276 12- 4 -363 10- 8 1435 4-11 -33 9- 8 B Typical Panel 28.75" ase explanation of Repetitive Member Factor, Cr, on 17-5-4 reverse side of paper or 1 2 3 4 5 6 7 0I e TEc Form 9.14,2007, ;-r 0-3-8 1.513 +[3151 1.5x3 4x8 1.50 3x4 1.5x3 3x4 315 6x6 1 1.6.0 O 1-6If-0 ;_i�z 1 �'' :1�!� 4x8 3x8 3X5 3x12 1.5x3 753#3.50" 769#4.50" 17-0-4 13 12 11 10 9 17-5-4 COSMETIC FLUBS (2)+(3x51 EXCEPT AB BROWN PLATEB AAE MLTsk MT20 Scale 0.3673 WARNING: Eng Job: NO: 326591 caw ALL Name ON THIS $UZI, A COPY Or TSIs aRW=G TO Be GIveN TO Dwq: TS: D RUCTING CONTRACTOR. BRACING WARNING: BruipS Ldpandwwhiehdie nibvw W mi nectim ��� > .."bfw1= � °f'�° Dugnr:FWD Chk: 11/13/2009 04&%5446, Wdln °°°e' 10"t6. TC Live 40.0 •! Lbs D!: 1.00 deWmioed by d* de"p:m.Adkd=W bmobe of Iho omA McGhee maybe (Bme Al of For P ,F„m,m",b„ove ,.ten eoeuabwwogaa.i�...tmwFieoera,uwe,rni iso ba u583boso Pit Dr: 1.00 Drlw,i•1adlao:4 Waaio"am 537i�. TC Dead 10.0 pat Cempm.m s by:T" fthmiq Co..P.A.,8:B aamdsWs FA ide�tm NC n93a EC Live 0.0 pot O.C.: 1- 7- 3 rl"FINiRC-06/TPI-02/ND8-05 BC Dead 5.0 puff Code: MN-REB TOTAL 55.0 s! v5.5.19-8031511 Design: Matrix Analysis Profile Path: 7:\trusjcbs\326000\326591\PLR\D.prx Name: M Customer:Lamperte Apple V 190:326891 TI:Cl Qty:l TC FORCE A)M NO CBI Cr TC: 4x 2 BPP 61/62 (N) 2x6 continuous strongback. Attach to each .Joint Locations, 1- 2 0 0.00 0.39 0.39 C BC: 4x 2 BPP 11/62 (N) truss with 3-3.5"x 0.135" nails. Splice 1) 0- 0- 0 7) 12- 1- B 13) 11- 1- 8 2- 3 -2580 0.14 0.40 0.54 C NE: 4x 2 BPF BTW (N) strongbaok on truss vertical. 2) 2- 7-12 S) 13- 7- 0 14) 10- 0- 4 3- 4 -2580 0.14 0.30 0.44 C (2) 4x 2 BPP STUD (N) 10-12 NOTE: Maximms truss spacing is 19.2" o.c. 3) S- 1- 4 9) 16- 0- 8 15) S- 1- 4 BL: 4x 2 SPP 61/62 (N) All COMPRESSION Chords are assumed to be 4) 7- 6-12 10) 1S- 7- 8 16) 0- 0- 0 4- 5 -3169 0.31 0.32 0.63 C H or (): Plate(s) OFFSET from Joint center. continuously braced unless noted otherwise. S) 10- 0- 4 11) 18- 7- B 5- 6 -3083 0.22 0.20 0.42 C The Joint Detail Report must be included In-Plant Quality Assurance with Cq- 1.11 6) 11- 1- 6 12) 16- 0- 8 6- 7 -3083 0.31 0.36 0.67 C with any submittal, inspection, and/or In-Plant Quality Assurance, per ------------ TOTAL DESIGN LOADS ------------ 7- B -3083 0.31 0.38 0.68 C fabrication documentation. sec. 3.2.4 of TPI-1-02, for Joint(s): Uniform PLP From PLP To B- 9 -1543 0.05 0.46 0.51 CThis truss is designed in accordance with 1,3,6,8,11,13,15,16 TC Vert L+D -95 0- 0- 0 -95 13- 6- B 9-10 -1543 0.02 0.33 0.35 C the 2006 International Residential Code TC Vert L+D -79 13- 6- 8 -79 20- 7- 8 sections 8502.11.1 and 8802.10.2 and EC Vert L+D -7 0- 0- 0 -7 18- 7- 8 referenced standards, V.N.O. ----MRX. REACTIONS PER WARIN6 LOCATICH----- SC FORCE WM END CBI Cr X-Loo Etat Vert Boris Uplift Y Type 16-15 1574 0.44 0.11 0.56 C 0- 1-12 1 962 0 0 3 Pin 15-14 3107 0.88 0.10 0.98 C 18-10-12 1 1045 0 0 T B Roll PROVIDE UPLIFT CONNECTICN PER SCHEDULE 14-13 3189 0.90 0.04 0.94 C ----GLOBAL MAR DEFLECTICUS--------- 13-12 2496 0.70 0.10 0.80 C LL TL, 12-11 0 0.00 0.07 0.07 C in./Ratio in./Ratio Jnt(s). I.Span -0.22/986 -0.40/550 5-4 Web FORCE Web FORCE Hovis. 0.04 0.00 NA 16- 1 -106 5-13 -169 Long term deflection factor - 1.50 16- 2 -1783 13- 6 -171 2-15 1152 13- 8 673 15- 3 -222 0-12 -1091 " SS- 4 -604 12- 9 -274 Typical Panel 28.75 4-14 94 12-10 1758 14- 5 -27 11-30 6 Bee explanation of Repetitive 1 2 3 4 5 6 7 8 9 A n Dumber Factor, Cr, on �P' reverse side of paper or 0-3-8 1.5x3 +13x12j TEC Form 8.14.2007. 1.5x3 4x12 1.5x3 3x4 41 1.5x3 1�X6 3x6 3x5 6x6 +3x12 1-6-0 " 1-6-0 4x8 48 [3141 316 4x12 1.5x3 A %2#3.50" 1045#5.50" 18-7-8 16 15 14 13 12 11 19-1-8 1-6-0 (Rl-6-0 CONCTIC PLATES (4)+(3x12] EXCEPT AS SHOWN PLATER ARE MiTek MT20 Scale0.2983 WARNING: Eng Job: NO: 326591 ftFsaw Ars sons ox Tats s=T. A copy or Tass DRANINo To BE arvEN To ERECTINa CONTRACTOR, IRACINe rBWINss Dwg: Ti: Cl erexa r�°° wbkh les�°°""°d°°e"°ras Vis,. 1'r;'�1 o�u.�"eu,° Dsgnr:BWD Chk: 11/13/2009 >»ataaalma ow b ck D. Dy dr ddmhar d by d hA budahi8la Ad Provide"'mut b made w#ohm bbmy bo m 8 d aedi and boedom da.mieaabyme arra.nml�u#dhmoh:saurowemuewmwmoyDerom�ea.(� A1nrTP[).Fm TC Live 40.0 pe! Lbr Dr: 1.00 Dd". Wim., es #nhdbuUdWgdnipw.(rwPhWlmBmh.TPt61.�uae<393Dnma:e Plt Dr: 1.00 Dd,,,3,aai#atv,.eemms37393, TC Dead 10.0 pe! C*nVwW HaShmmg by:hue Bngiwiq Co..P.A.818 8eue W&PA Edatm NC 27933 EC Live 0.0 pe! O•C•: 1- 7- 3 [A, IRC-06/TPI-02/NDS-03 EC Dead 5.0 pe! Code: MN-RE8 TOTAL 55.0 net vS.S.19-8031509 Design: Matrix Analysis Profile Path: 7:\trusJobs\326000\326591\PLR\Cl.prx Name: FLA Customer:Lamperts Apple V 110:326591 Ti:C Qty:I TC FORCE An END CBI Cr TC: 4x 2 SPF 81/92 (N) 2x6 continuous strongback. Attach to each �int Locations 1- 2 -1567 0.02 0.23 0.26 C EC: 4x 2 SPP 91/92 (N) truss with 3-3.5"x 0.135" nails. Splice 1) 0- 3- 0 7) 12- 0- 0 13) LI- 3-12 2- 3 -2526 0.14 0.44 0.56 C NE: (2) 4x 2 BPP STUD (N) strongback on truss vertical. 2) 2- S- 8 S) 13- 9- 4 14) 10- 0- 4 3- 4 -2526 0.13 0.31 0.44 C 4x 2 BPF STUD (N) 2-16,2-15.3-15 NOTE: Maximum truss spacing is 19.2" a.a. 3) 5- 1- 4 9) 16- 2-12 15) 5- 1- 4 4-15,d-14.5-id,S-13,6-13,8-13.8-12 All COMPRESSION Chords are assumed to be 4) 7- 6-12 10) 1S- 9-12 16) 2- B- 8 4- 5 -3211 0.31 0.32 0.63 C 9-12,10-11 continuously braced unless noted otherwise. S) 10- 0- 4 11) IB- 9-12 5- 6 -3090 0.23 0.21 0.45 C SL: 4x 2 SPP 91/92 (N) In-Plant Quality Assurance with Cq an 1.11 6) 11- 3-12 12) 16- 2-12 6- 7 -3090 0.31 0.26 0.57 C [] or (): Plato(&) OFFSET from joint center. In-Plant Quality Assurance, per ------------ TOTAL DESIGN LOADS ------------ 7- 8 -3090 0.31 0.380.69 C The Joint Detail Report must be included sec. 3.2.4 of TPI-1-02, for joint(m): Uniform PLP From PLP To 8- 9 -iS48 0.05 0.47 0.52 C with any submittal, inspection, and/or 3,4,6,5,11,13,15,16 TC Vert L+D -95 0- 3- 0 -95 13- 3- 8 fabrication documentation. TC Vert L+D -79 13- 3- 8 -79 20- 4- B 9-10 -1548 0.02 0.34 0.35 C This truss is designed in accordance with EC Vert L+D -7 0- 0- 8 -7 18- 6-12 the 2006 International Residential Code ----MAN. REACTIONS PER EEARIia; LOCATION----- EC FORCE AXL END CSI Cr asations 8502.11.1 and 8802.10.2 and X-Loo East Vert Noris Uplift Y Type 0-16 0 0.00 0.15 0.15 C referenced standards, U.N.O. 0- 1- 8 1 976 0 0 T Pin 16-15 1567 0.44 0,15 0.59 C 18-11-14 1 1029 0 0 T R Roll PROVIDE UPLIFT CONNECTION PER BCREDULE 15-14 3093 0.87 0.12 0.99 C -GLOBAL MAX DEFLECTIONS--------- 14-13 3211 0.91 0.05 0.96 C LL TL 13-12 2497 0.70 0.10 0.81 C in./Ratio in./Ratio Jnt(s). 12-11 0 0.00 0.07 0.07 C I.Span -0.22/999 -0.40/538 3-4 Noris. -0.05 -0.00 NA Web FORCE Web FORCE Long term deflection factor - 1.50 1-16 1796 5-13 -178 16- 2 -839 13- 6 -181 2-15 1106 13- 8 678 " IS- 3 -214 8-12 -1069 Typical Panel 28.75 15- 4 -650 12- 9 -278 4-14 135 12-10 1763 19-1-8 14- 5 -36 11-10 6 040 2 3 4 5 6 7 8 9 0�2 Bee explanation of Repetitive Member Factor, Cr, on W-3x6 +[3x8] reverse side of paper or1 8x8 6n. 1.5x3 3Y4 334 1.5x3 316 315 6x6 + =12 TEC Form 8.14.2007. r11 1 o-a•s,�o ^ 1 �o 11-3111 [4x6] US [314] 3x6 4x12 1.513 Iff 9760 3.00" 102"3.25" � r r 18-6-4 16 15 4 13 12 19-1-9 31 1-6-0 (111-6-0 COSMETIC PLATES (2)+[3xB] (2)+[3x12] EXCEPT AS SHOWN PLATE8 ARE MiTek MT20 Scele 0,2983 WARNING: Eng Job: NO: 326591 READ ALL NOTES ON THIS BRUT, A COPY of Tule DnAKWO TO SS GIVER To ERECTING CONTRACTOR. BRACING MMXUG: Dwq: TI: C Broobp abownontlds darning umt"oadonbminig,wialbawas pwW bnol"aor stroller bmragwidah uapm offs DNgnr:SWD Chk, 11/13/2009 btdblhp charge and which But be oomdenn/bbyy ae b ildis:g dedpnu.arming abo"it for la:Z duppmt of tmaa mambmunlymraheebrddiag Pmvial®rawt br mads to mehm LOW bnoiogatoaL and iRedloaetlom d.bras;n.dbywbe"d�r. bondbrmmpofinecarallawmmmaybe (s.e[u�asloe eor TC Live 40.0 pa! Lbr DF: 1.00 UPTTFINapmEmbnr.bmoin'r °ontg"bWW[ngd'ipK.(rtrrweweto.dhb,TM located atss31YCro TC Dead 10.0 Plt DF: 1.00 Odea,bbdlmn,w reel. Ps! Gmpoaw Bogfoaarbtp by:Tnw Hagimmi:y co.,e.a,Ste sowdside PA Edenton.NC 37932 EC Live 0.0 ps! O.C.: 1- 7- 3 IRC-06/TPI-02/NDB-03 EC Dead 3.0 pef Code: MN-Aa8 TOTALbpi! vb.S.19-8031503 Design: Matrix Analysis Profile Paths 7:\trusjcbs\326000\326891\FLS\C,prx Name: VIA Customer:Lsmtperts Apple V 210:326591 TI:21 Qty:l TC FORCE AXL END Cal Cr TC: (2) 4x 2 SPY 24007-2.00 ® 2x6 continuous strongbaok. Attach to sea -Joint Locations 1- 2 -3278 0.03 0.17 0.20 C EC: (2) 4x 2 SPY 24007-2.00 truss with 3-3.5"x 0.135" nails. Splice 1) 0- 3- 0 9) 16- 3-15 17) 11-31- 8 2- 3 -5768 0.08 0.09 0.18 C WE: (2) 4x 2 SPP STUD (N) stron9back on truss vertical. 2) 2- 8- 8 10) 18- 0- 0 18) 11- 6- 0 3- 4 -5768 0.09 0.16 0.24 C 4x 2 BPF STUD (N) 2-22,3-21.4-21 NOTE: Hu d3mm truss spacing is 19.2" o.a. 3) 5- 1- 4 11) 18- 9- 7 19) 10- 0- 4 4-39.6-19,5-18,6-18.7-17,8-17.8-16 All COMPRESSION Chord@ are assn-d to be 4) 7- 6-12 12) 21- 2-15 20) 7-10-11 4- 5 -9529 0.24 0.24 0.47 C 9-16.9-15,11-15,13-14.0-0 continuously braced unless noted otherwise, 5) 10- 0- 4 13) 23-10-11 21) 5- 1- 4 5- 6 -10119 0.25 0.29 0.53 C 4x 2 SPF #1/82 (N) 2-21,12-15,12-14 In-Plant Quality Assurance with Cq- 1.11 6) 11- 6- 0 14) 23-10-11 22) 2- 8- 8 6- 7 -10119 0.24 0.27 0.51 C L] or (): Plate(8) OFFSET from joint center. In-Plant Quality Assurance, per 7) 11-11- 8 15) 18- 9- 7 7- 8 -10119 0.25 0.20 0.45 C The Joint Detail t must be included sec. 3.2.4 of TPI-1-02, for oint(s): 8) 13-10- 7 16 13-10- 7 >�r 3 ) 8- 9 -9146 0.22 0.20 0.42 C with any submittal, inspection, and/or 2,4,9,12,14,15,16,21,22 ------------ TOTAL DESIGN LOADS ------------ fabrication doo-tation. ----)=. REACTION8 PER BEARING LOCATION----- Uniform PLV From PLF To 9-10 -5528 0.08 0.14 0.22 C This truss is designed in accordance with X-Loo Met Vert Boris Uplift Y Type TC Vert L+D -95 0- 3- 0 -95 13- 3- 8 10-11 -5529 0.08 0.12 0.20 C the 2005 International Residential Code 0- 1- 8 1 1759 0 0 T Pin TC Vert L+D -79 13- 3- 8 -79 23- 7-11 11-12 -8528 0.08 0.11 0.19 C sections 8502.31.1 and 2802.10.2 and 23- 8-15 1 1606 0 0 E B Roll EC Vert L+D -7 0- 0- 9 -7 23- 7-11 12-13 0 0.00 0.10 0.10 C referenced standards, u.N.O. PROVIDE UPLIFT CCNWTION PER BCBEDULE Concentrated LES Location --------OL40M MRX DZFX=TIONB--------- EC Vert L+D -1050 11- 5-12 LL TL DC FORCE An END CSI Cr in./Ratio in./Ratio Jnt(s). 0-22 0 0.00 0.04 0.04 C I.Span -0.29/997 -0.79/353 6 22-21 3278 0.16 0.09 0.25 C Boris. -0.04 -0.11 NA 21-20 7903 0.39 0.15 0.55 C Long term deflection factor - 1.50 20-19 7903 0.39 0.16 0.85 C 19-18 9529 0.47 0.36 0.84 C 18-17 10119 0.50 0,36 0.87 C 17-16 9145 0.45 0.14 0.59 C 16-15 7543 0.37 0.15 0.52 C 15-14 3051 0.18 0.07 0.23 C 1Web FORCE 17!eb FORCE Typical Panel 28.75" -322 22- 2 -1607 17- 8 1163 11-8-12 2-21 2009 16- 8 -903 11-8-12 21- 3 -209 16- 9 1798 23-10-11 21- 4 -2395 9-15 -22612 3 4 5 6 7 8 9 10 it 12 13 4-19 1924 15-11 -191 0-'40 19- S -717 15-12 2779 5-18 773 12-14 -3389 W 3x5 1.50 0-3-8 18- 6 168 14-13 -103 8x12 121 30 6x12 [5x4l 325 l6X61 6:12 w''3:6 8116 hS Sea explanation of Repetitive Member Factor, Cr, On -6-0 reverse side of paper or 0-8-4 TEC Form 9.14.2007. [618] 6116 [6281 [616) [6x6] 6x16 8112 0- 8 W-LVTf18 3110 15x41 -++0-4-0 17590 3.00" 16060 3.50" 23-7-3 2 1 20 19 1817 16 i5 4 23-10-11 10500 EXCEPT AB BROWN PLATES ARE MiTak UT20 Scale 0.2591 WARNING: Eng Job: NO: 326591 Sago ALL NMS a9 THIS MMUT. A COPY of THIS DRAWING TO xm GIVEN TO Dwg: TI: 113 ERSCT1NG CCaTWTCR. SWING'-"x190, ds Dmiq =ddrb ema a 66yy � .Br.yiao-we� 5whm�' .Pddd' D89nr:8ND Chk: 11/13/2009 um mamba-a'bm&=WzWWS bog&Proviabm mut b.made to=Aw Ybtd*so*rtaodtad bwtlom ddwmimd by as dwapw.Addifi et bmebe oeme,wao emwba may.be cess Head Por TC Live 40.0 pat Lbr OF: 1.00 =m,,�n 00Awm 64w Mm Nwobw tl0"�is ImW at 593 TC Dead 10.0 paf Pit DF: 1.00 flIT%T conVoMm eaRbm.bR by:Tmm Co.,P.A.,8 1 smmd6&"d.Bdobw NC 27933 EC Live 0.0 pet 0.C.: 1- 7- 3 IAC-06/TPI-02/NDB-03 EC Dead 5.0 pet Code: 140-11118 TOTAL 55 .-Tit v5.5.19-8031496 Design: Matrix Analysis Profile Path: F:\truslobs\326000\326591\nA\E1.prx Name: Im Customer Mampatzte Apple V 110:326591 TI:B Qty12 TC POACH AXL am CBI Cr TC: 4x 2 BPF 165031-1.5C ®2x6 continuous stronpback. Attach to each .Joint Locations 1- 2 -1748 0.01 0.15 0.16 A 4x 2 BPP 41/#2 (N) 10-13 truss with 3-3.5"x 0.135" nails. Splice 1) 0- 3- 0 9) 16- 4- 4 17) 13- 2- 0 2- 3 -2965 0.09 0.26 0.36 A �0 4x 2 BPP 1650!-1.SC strongback on truss vertical. 2) 2- B- B 10) 18- 0- 0 18) 12- 6- 8 3- 4 -2955 0.13 0.16 0.2D A �0 (2) 4x 2 BPP STUD (N) NOTE: bkxi:mm truss spacing is 19.2" o.c. 3) S- 1- 4 11) 1S- 9-12 19) 10- 0- 4 4x 2 SPP STUD (N) 2-22,2-21,3-21 All COMPRESSION Chords are assumed to be 4) 7- 6-12 12) 21- 3- 4 20) 7-11- 0 4- S -4374 0.26 0.14 0.40 A 4-21.4-19.5-1D,6-19.6-18,7-17.7-16 continuously braced unless noted otherwise. 5) 10- 0- 4 13) 23-11- 0 21) 5- 1- 4 5- 6 -4374 0.33 0.27 0.60 A 8-16,9-16.9-15,11-15,12-15,12-14 In-Plant Quality Assurance with Cq- 1.11 6) 12- 6- B 14) 23-11- 0 22) 2- 8- 8 6- 7 -4451 0.21 0.07 0.28 A 13-14.0-0 In-Plant Quality Assurance, per 7) 13- 2- 0 15) 18- 9-12 7- a -4372 0.21 0.08 0.29 A SL: 4Z2 BPP 1650!-S.SC sec. 3.2.4 of TPI-1-02, for joint(s): 8) 13-10-12 16) 13-10-12 8- D -4372 0.29 0.20 0.50 A t1 or (}: Plate(e) 0176ST from joint center. 3,4,5,8,9,11,12,13,14,17,18,19 ----DAX. REACTIONS PHA SHAMING LOCATIOM----- The Joint Detail Report must be included X-Loo Beet Vert Boris Uplift Y Type 9-10 -3031 0.13 0.14 0.27 A with any submittal, inspection, and/or 0- 1- 8 1 1056 0 0 T Pin 10-11 -3031 0.23 0.16 0.39 A fabrication documentation. 23- 9- 4 1 1045 0 0 8 B loll 11-12 -3031 0.16 0.29 0.45 A This truss is designed in accordance with PROVIDE UPLIFT COSMUMTICK PER BCBZXW 12-13 0 0.00 0.28 0.28 A the 2006 International Residential Code sections A502.11.1 and 8802.10.2 and referenced standards, U.N.O. BC FORCE AIM MND CBI Cr --------GLOBAL MAX DEFLSCTIONS--------- 0-22 0 0.00 0.11 0.11 8 LL TL 22-21 1748 0.30 0.11 0.40 8 in./Ratio in./Ratio Jnt(s). 21-20 3640 0.65 0.09 0.74 8 I.epan -0.48/379 -0.76/371 6-5 20-19 3840 0.65 0.08 0.74 a Boris. -0.09 -0.13 NA 19-18 4451 0.76 0.11 0.86 8 Long term deflection lector 1.50 18-17 4451 0.76 0.11 0.86 B 17-16 4451 0.76 0.07 0.83 B 16-15 3887 0.66 0.08 0.74 B 15-14 1763 0.30 0.08 0.38 8 Typical Panel=28.75" Web FORCE Web FOR 12-10-4 1-22 2003 17- 7 89 12-10-4 22- 2 -940 7-16 -168 0- 23-11-0 2-21 1392 16- a -123 1 2 3 4 5 6 7 8 9 10 11 12 13 21- 3 -179 16- 9 SS6 21- 4 -1014 9-15 -981 4-19 611 15-11 -184 [401 1.5X3 1.513 0-3-8 19- 5 -212 13-12 1452 818 16X61 1.513 316 1.513 DEC 1.52.3 316 W-M 4112 1.5X3 19- 6 -88 12-14 -1998 ° 1B- 6 -64 14-13 -09 1-6-0 I ® 1-6-0 4 See explanation of Repetitive 0-8-8 1� Member Factor, Cr, on [4181 4X12 W-MT18 3110315 1•SX3 46 4112 418 reverse side of Popov or 0-3,.8 1.5X3 TEC form 8.14.2007. 47 0-6-0 1 10560 3.00" 0450 3.50" 23-7-8 22 21 20 19 18 17 16 15 4 23-11-0 EXCEPT A8 SHOWN PLATZB ARE MiTak MT20 Scale 0.2589 WARNING: Eng Job: NO: 326591 READ ALL NOTES ON TBI8 emaT. A COPY OF TNI8 DRUM TO is GIVEN TO Dwg: TI: 8 EEECTING CONTRACTOR. MING IP.MXMGt BMD*do""°"ua'tr'" :.°m«.om°bmW%"'mabW&pww°ro°+r4mi'.9"b-b4`Wh"'P'a'rw' Dagnr:SWD Chk: 11/13/2009 I de.f�md"blob m'e Wee-id..d as butWbg dalpia.BmdoM duwnu LmWml.�f of"= 'ooty b sedum buoltll.Ml.�tb PmvWM mud b'm.d.M moba WMW Mwiq't Sed.ad bog "ed by m' dedy'm.11ddW."Ibm.hf.tao ow'M.bu*w mq b.mq a.a(Mw -91 offm.PmTC Liw 40.0 pe! Lbs DF: i.00 tma DmohPm'wmr'tboUft&dpw.(Tmm Pus.bmuba..rPt-b'.aa at 593D�' Pit DP: 1.00 =.M i.,Wwcovin 53719). TC Dead 10.0 pe! LE'Tp mSao-oaby:Tmib c..,P.A.,ales'uW"ad,8d.'maxc27933 8C Live 0.0 pe! O.C.: 1- 7- 3 IAC-06/TPI-02/ND8-05 BC Dead 5.0 pa! Code: MN-RZS TOTAL b8.0 a! v5.5.19-8031452 Design: bktrix Analysis Profile Path: F:\true jobs\326000\326691\FLIt\B.prx Nave: FLA Cuotomer:Lamperts Apple V 110:326591 TI:A3 Qty:2 TC FORCE AXL SND CBI Cr TC: 4x 2 BPP 2400Y-2.0C 2x6 continuous strongback. Attach to each ���Joint Locations- 1- 2 -1930 0.01 0.12 0.13 C 9C: 42 2 BPP 24007-2.00 truss with 3-3.5"x 0.135" nails. Splice 1) 0- 3- 0 8) 16- 4- 4 15) 18- 9-12 2- 3 -3308 0.11 0.21 0.31 C WS' (2) 4x 2 SPP STUD (N) strongbw* on truss vertical. 2) 2- 8- 8 9) 18- 0- 0 16) 13-10-12 3- 4 -3308 0.13 0.13 0.26 C 4x 2 BPP STUD (N) 2-20,2-19.3-19 NOTE: Max+"--" truss spacing is 19.2" c.c. 3) 5- 1- 4 10) 1S- 9-12 17) 11- 7- 8 0-19.4-38,5-18,6-18,6-16,7-16.8-16 A11 COMPRESSION Chords are assumed to be 4) 7- 6-12 11) 21- 3- 4 18) 10- 0- 4 4- 5 -5077 0.30 0.12 0.42 C 8-15,10-15,11-15,11-14,12-14 continuously braced unless noted otherwise. S) 10- 0- 4 12) 23- 8-12 19) 5- 1- 4 5- 6 -5077 0,33 0.17 0.50 C SL: 4x 2 SPP 24007-2.0C In-Plant Quality Assurance with Cq- 1.11 6) 12- 5-12 13) 25- 8- 0 20) 2- 8- 8 6- 7 -5361 0.27 0.06 0.33 C 11 or (): Plate(s) OFFSET from Joint center, In-Plant Quality Assurance, per 7) 13-10-12 14) 23- 8-12 7- 8 -5361 0.37 0,18 0.54 C The Joint Detail Report must he included sec. 3.2.4 of TPI-1-02, for Joint(s): ------------ TOTAL DESIGQ LOADS ------------ 8- 9 -4373 0.22 0.12 0.34 C with any submittal, inspection, and/or 2,4,8,14,16,20 Uniform FLY From PLY To fabrication documentation. ----MAX. ROACTIONS PER REARING LOCATION----- TC Vert L+D -79 0- 3- 0 -79 17-10- 8 9-10 -4373 0.22 0.09 0.31 C This truss is designed in accordance with X-Loo nset Vert Boris Uplift Y Type TC Vert L+D -95 17-10- 8 -95 25- 8- 0 10-11 -4373 0.23 0.15 0.38 C the 2006 International Residential Code 0- 1- 8 1 1155 0 0 T Pin SC Vert L+D -7 0- 0- 8 -7 25- 4- 8 11-12 -1665 0.03 0.20 0.23 C sections 8502.11.1 and 8802.10.2 and 25- 9- S 1 1244 0 0 T 8 Roll 12-13 -1665 0.01 0.10 0.11 C referenced standards, U.N.O. PROVIDE UPLIFT CONNECTICN FOR 8CHMMMZ --------GLOBAL MAX DULECTIONS--------- LL TL SC FORCE AXL END CSI Cr in./Ratio im./Antic Jnt(s). 0-20 0 0.00 0.08 0.09 C I.Span -0.46/656 -0.78/392 6-5 20-19 1930 0.19 0.08 0.27 C Boris. -0.08 -0.13 NA 19-18 4371 0.43 0.07 0.51 C Long term deflection factor 1.50 18-17 5355 0.53 0.04 0.57 C 17-16 5355 0.53 0.04 0.57 C 16-15 5050 0.50 0.07 0.57 C 15-14 3225 0.32 0.05 0.37 C 14- 0 0 0.00 0.05 0.05 C Web FORCE Web FWM 1-20 2211 16- 7 -146 20- 2 -1041 16- 8 356 2-19 1589 6-15 -775 Typical Panel 28.75' 19- 3 -178 15-10 -225 19- 4 -1216 15-11 1316 25-11-0 4-18 808 11-14 -1786 IS- 5 -202 14-12 -273 0-�0 2 3 4 5 6 7 8 9 10 11 12 0-#0 18- 6 -319 14-13 2042 �t 6-16 8 See explanation of Repetitive 2x4 Member Factor, Cr, on x8 61 2x4 318 2x4 3x4 2x4 30 W-3x8 4x12 3x5 8:8 reverse side of paper or TEC Form 8.14.2007. 6I-0 0-8-8'k 8-8 0-3'8 [4x8] 4x12 W-MT18 3x103x6 4x12 4x12 0-i,8 fif 3x6 IN N-1.5x3 1155#3.00" 1244#3.00" 25.4-0 0 19 18 17 16 15 14 25-11-0 EXCEPT AS B80NN PLATER ARE MiTek MT20 SeAk■0.23% WARNING: Eng Job: fro: 326591 rf1T% READ ALL NOTa8 ON TRIS 8R8rT, A Cori or TRIM DRAWING TO Be GIVE+To ERROTING COMACTOR. HOMING MMMIUo: Dwq: TI: A3 m oma m,d ::::d 6y b iM .mins Br.o*r�bfaf= parttofftm a' Dagnr:BND Chk: 11/13/2009 meabme ody m nrbtm buokmq Igt6 Provieb■nun M nude m motor lemnl bnuluP,at eedr nMrp odd IMAM deoerby dw {�d.4w.Addimuwl bmoms orthe ovwmu ebwtm my bemq�d(gee EflB-9t orTPO.Por TC Live 40.0 pot Lbr D7: 1.00 e nue,t �nqulerume,oonhulbulWinadedyaw.(1r�PLmlmtltum SP1 is teoaW r1583 Don" TC Dead 50.0 of Plt D!: 1.00 Medicos,wl"b 5arts�. P comPouemswtoe by:r"uesetoeerWCe.Pa,818Swod6hRtedeom NC27sn 8C Live 0.0 pof O.C.: 1- 7- 3 T IAC-06/TPI-02/ND8-03 SC Dead 5.0 pef Code: MN-RE8 TOTAL 55.0 of v5.5.19-8031480 Design: Matrix Analysis Profile Path: Y:\trusJobs\326000\326591\FL8\A3.prx 1moo In wq w4 v-1 i 1 1 1 040 I I I I I I I I O owe m ■ 1 � maO.i C31 It I Fri 1 1 1 1 1 1 1 / I'.0 b q pp m YN em1.'•'-1.-'•1.0.1 n N ; an PI lV -V a 00C. r1 IOPm AOei i��71r all O y 1 MPI N M ei.l ei N N m N 1 1 10�f O q O .4.i r. 1h I1 m n O I ESR 1 QlON+N006 ��y t�j�o m N •.Oi 1 1�1 1/ 1 1 ►►►7777 o m m N � N PI P! 1\ la A Io t4 g pp A '1 Q q ••O a y+oaNmr''i.''itl 6 1 1 1 � -• � w s,91 n O 1 1 1 t 1 1 1 N w nl o o .••1 E A p O ; mmm.il�lnnr .i a ei ei.•INNNNM 1 1 1 ♦1.. —-.— -....meq Cm aO.•INI'1! M one y �, N N N N I Sip' a a�1a a r O m+N+N N _ •• E I L I .,ICS O O O O O i P'Im.'iI'oono i {+ ii ei 1 ti.7 .•r. '1 U o O o in In Oclnn Octal 1 d0ow Q ! .+ n .,.i.i 1 w w N :Ipwlvnlo�i� c�lc�� •• ' a q a o � e g 91 ia'p� p J: I a9 F � � O .a 1 0.1 ., 4 �1 111 yy u 10" Nal •• 1-11"POR SIO Iln �► o ` �B 430011 4n .i n a i a pm((a o i�sEE " ppp�1pp(1(1�.7 9'0- I 0OO1yE,1FO\/i00«c O N •;y CD O $ 38F g FI o> P//A INNAANA N pq�10 h1 I] .R1 0 .O1 eq p7 it C,-b .1 J7 N '� F.r .�.+~ Ea?C N 'i0�g �•~-I•Nia)mmoy�y p z o 336 8_ Q � yeloO �•'�.i'1'�I"n'ial.i.i �ppi�1 y3 99 T In.•1 1 1 0 1 O I�raa�II pp � ® yll ON ■N 1 X N 1 Nm IN F 8 Ga $ � A N S81 y ee,.+i N C4 U g Y Phi r C4 91 R P) M N O $ FG�y7S 0 we a`' N T ~19�K I�ri1�$ .¢p® & W o 1.ni boo O H EE 1 HangItPO N.e•1.N-1 N � .$ • 1 w a I'on-,-1 Tp• uq� � er a op eq r, N AF WPF ooCD z911'oIo o"r o ion p m u c.1r/ .y1 O O 94ae O oonm ob08�'a1l.0 NNmma•11 OI OITK•.i v.Ol ei N nit s v.oloI�.�y •31� O O O a Pi n itOm.•Im�. 0 NNNN+1 m.�'iNay �00. 4 a m i1 +..�. N O a1 0,.�.,ppi1 0..�/1 M "AH a sy M q' �000000u00000 I� 00000000 ; i MI'INmP1.i+mnPlmoe time.-Immmao m.+o+vin/•I wlm mei PINln PI n 1.1 PI W Nrl aON n . . .NN +OmNOm O.•1 m U . . (,, . . . rlPle Nnle a%14 1 �1 0 0 0 0 0 0 0 0 0 0 0 0 00000.000 , I l e i; N QN M 11Ne mm NanPP pQ Ome++e 1PI 1/00000000 a M 0 00000000000 PI o 000000 0 '9 e a I°0"m of v m O O ��77N�n�+mmPl P1+PIO at�Oa+++.4 N m 1 1 1 1 1 1 1 1 1 N � e /S O.iN PI PINN NNNOO Ii O.i+nnn N.i �.el.e-lm.m :'i.ni.N-1-0, Ilii IRii . OO O OO OO 040000I(p(Iy..y00000000 �1 O O ;O OO.i In n.3m.•1 II =m UN Pl+nml�ma���� AAAA�NN.-1'1'1 al A e1 'RR�N NN OI+�nm� •E" •w F ON O 1 1aImemI I n .i.iN OO1 l aam1 1 1 , s g > U .iNN+nmema O.-1N .Fl. film .i.i.i N N.i.,.i.i.i N N N .i.i r F Name: 7LR Customer:Lamperts Apple V W0:326591 TI:A1 Qty:2 TC TOECB AXL HND CBI Cr TC: (2) 4x 2 BPP 2400F-2.0C 2x6 continuous strongback. Attach to each Locations 1- 2 0 0.00 0.15 0.15 C EC: (2) 4x 2 BPP 24007-2.00 ® truss with 3-3.511x 0.135" nails. splice 1) 0- 0- 0 8) 16- 4- 4 15) 23- 8-12 2- 3 -9895 0.06 0.13 0.19 C WE: 4x 2 BPP STUD (N) strongback on truss vertical. 2) 2- 7-12 9) 1B- 1- B 16) 10- 9-12 3- 4 -9895 0.06 0.17 023 C 4x 2 SPY 41/12 (N) 2-21.2-20 NOTE: Maxim= truss spacing is 19.2-- o.c. 3) 5- 1- 4 SO) 18- 9-12 17) 13-10-12 4- 5 -14398 0.13 0.16 0..30 C I1 or 0: Plate(s) OFFSET from joint center. MULTIPLE LOADCABEB -- This design is the 4) 7- 6-12 11) 21- 3- 4 18) 11-11- 0 The Joint Detail Report must be included caaposite result of multiple loadcases. 5) 10- 0- 4 12) 23- 8-12 19) 10- 0- 4 5- 6 -14398 0.13 0.19 0.33 C with any submittal, inspection, and/or User defined loadcases have been considered 6) 12- 5-12 13) 25-11- 0 20) 5- 1- 4 6- 7 -15103 0.14 0.11 0.25 C fabrication documentation. in this design. 7) 13-10-12 14) 25-11- 0 21) 0- 0- 0 7- B -15103 0.15 0.19 0.34 C All COMPRSSBION Chords are assumed to be This truss is designed in accordance with ------------ TOTAL DESX= LOADS ------------ S- 9 -12610 0.10 0.16 0.26 C continuously braced unless noted otherwise. the 2006 International Residential Code Uniform PLY From PLY To Multi-ply truss. All loads shall be sections 8502.11.1 and 1802.10.2 and TC Vert L+D -260 0- 0- 0 -260 7- 7- 0 9-10 -12610 0.10 0.13 0.24 C distributed equally to each ply. referenced standards, V.N.O. TC Vert L+D -193 7- 7- 0 -193 1S- 4- 0 10-11 -12610 0.10 0.20 0.30 C In-Plant Quality Assurance with Cq- 1.11 ----MAX. REACTIONS PER REARING LOCATION----- TC Vert L+D -293 18- 4- 0 -293 23-11- 0 11-12 -5146 0.02 0.13 0.15 C In-Plant Quality Assurance, per X-Loa Eget Vert Boris Uplift Y Type HC Vert L+D -7 0- 0- 0 -7 25-11- 0 12-13 0 0.00 0.10 0.10 C sec. 3.2.4 of TPI-1-02, for joint(s): 0- 1-12 1 3161 0 0 E Pin 2,4,8,11,12,15,20 25- 9- 4 1 3339 0 0 E R Roll --------MOM MAX DEFLECTICNS--------- PROVIDE UPLIFT CO941BCTICN PER SCHEDULE SC FORCE ARL HND C8I Cr LL TL 21-20 5791 0.14 0.08 0.22 C in./Ratio in./Ratio Jnt(s). 20-19 12700 0.31 0.12 0.43 C I.Span -0.23/999 -0.75/390 7-6 19-16 15119 0.37 0.13 0.50 C Boris. 0.03 0.10 NA 18-17 15119 0.37 0.13 0.50 C Long term deflection factor - 1.50 17-16 14346 0.35 0.13 0.40 C 2 REQUIRED 16-15 9569 0.24 0.11 0.34 C Linnealeal footage - 87.7 15-14 5146 0.13 0.05 0.18 C Web 190RCE Web FORCE 21- 1 -320 17- 7 -339 21- 2 -6433 17- 8 649 2-20 4605 8-16 -1940 Typical Panel-28.75" 20- 3 -646 16-10 -633 20- 4 -3145 16-11 3411 25-11-0 4-19 1906 11-15 -4962 1 2 3 4 5 6 7 8 9 10 11 12 13 19- 5 -469 15-12 2262 19- 6 -809 12-14 -5970 0-3-8 0-3- . 8 15x3 l���i-„ t� e 11� V,S 3x5 I.S 6-17 62 is-13 -27e r 1 -¢ 8 z3 aw explanation of Repetitive 3x5 6x16 3x5 6x8315 x4 3x5 18 W-018 6x12 x8 3x5 Member Factor, Cr, on 1-6-0 1-6-0 reverse side of paper or TEC Form 8.14.2007. "c 8x12 6x16 618 W-MT18 3x1Ox6 6x12 [5x8] 8x12 3161.50" 333913.50" 25-11-0 1 io 19 18 17 16 15 4 EXCEPT AN SHOWN PLATES ARE MiTek MT20 Scale 0.2396 WARNING: Eng Job: NO: 326591 XM Ars NOT&@ of Taxs 59nT. A Copy of TBI! crAxxxo To es ozvaN To SRBCTINo CONUMTOR. BSACiao MMINo: DWG: TI: Al &'°hem°w°°"w'a:'" u°°:•'-uosa'°�`�.ae °gF.:+.t�.o'°e-'�rwm.u�.pno<e'° Degnr:SWD Chk: 11/13/2009 buuftdedp:-d wbbh®:ab000tldeur.Jbr the bWWb*dmip:n.BminS dawn i,�leas.: oftrur rnph>� °°d'. .�..dw:°"dons TC Live 40.0 s! Lbr Dr: 1.00 d.arm+n.a by bn®n.Addinoml bnamg ortho.w.u.b,aa.e tmy b eeau6od(B"E89At of TPI).For P epeout.ave.b:-ly�mb,o"notb dedp:n.(TmwFuse1-made.TK 6'.ted oteuaron.Mo Plt D7: 1.00 aie..�i-aw,00n„�3�tv�, TC Dead 10.0 pot Compme:d B::gi"*by,Tnw B:eb:ewioy c..,P.A.,ein&-ed"ad,eaewoa NC n9rr 8C Live 0.0 pa! 0.C.: 1- 7- 3 FINIRC-06/TPI-02/NDS-05 EC Dead 5.0 pa! Code: MN-RE8 TOTAL 55.0 vat v5.5.19-9031465 Design: Matrix Analysis Profile Path: 1:\trusjcbs\326000\326591\7L1\Al.prx Name: FLA Customer:Lamperts Apple V 110:326591 TI:A Qty19 TC FORCE AU, END Cal Cr TC: 4x 2 SPP 24007-2.00 2x6 continuous strongback. Attach to each - Joint Locations 1- 2 0 0.00 0.17 0.17 C EC: 4x 2 SPr 24007-2.00 truss with 3-3.5"x 0.135" nails. Splice 1) 0- 0- 0 8) 16- 4- 4 15) 23- 9-12 2- 3 -3444 0.11 0.17 0.29 C WD: 4x 2 SPP STUD (N) strongback on truss vertical. 2) 2- 7-12 9) 19- 1- 8 16) 1s- 9-12 3- 4 -3444 0.14 0.12 0.27 C 11 or (): Plato(s) 0878ET from joint canter. NOTE: Maximise truss spacing is 19.2" o.c. 3) 5- 1- 4 10) 18- 9-12 17) 13-10-12 The Joint Detail Report must be included All COMPRESSION Chords are assumed to be 4) 7- 6-12 11) 21- 3- 4 18) 11-11- 0 4- 5 -5200 0.32 0.13 0.45 C with my submittal, inspection, and/or continuously braced unless noted otherwise. 5) 10- 0- 4 12) 23- 8-12 19) 10- 0- 4 5- 6 -5200 0.35 0.17 0.52 C fabrication documentation. In-Plant Quality Assurance with Cq- 1.11 6) 12- 5-12 13) 25-11- 0 20) 5- 1- 4 6- 7 -5488 0.28 0.06 0.34 C This truss is designed in accordance with In-Plant Quality Assurance, per 7) 13-10-12 14) 25-11- 0 21) 0- 0- 0 7- 8 -5486 0.39 0.18 0.57 C the 2006 International Residential Code see. 3.2.4 of TPI-1-02, for joint(s)1 ------------ TOTAL DESIGN lows ------------ 8- 9 -4503 0.24 0.12 0.36 C sections 8502.31.1 and 8802.10.2 and 2,4,8,12,14,15,19,20,21 Uniform PLY Prom PLT To referenced standards, U.N.O. TC Vert L+D -79 0- 0- 0 -79 18- 1- 8 9-10 -4503 0.19 0.12 0.31 C ----yam, REACTICNS PER BERRIM LOCATION----- TC Vert L+D -95 16- 1- 8 -95 25-11- 0 10-11 -4503 0.24 0.15 0.39 C X-Loo Beet Vert Boris Uplift Y Type EC Vert L+D -7 0- 0- 0 -7 25-11- 0 11-12 -1794 0.03 0.17 0.20 C 0- 1-12 1 1158 0 0 a Pin 12-13 0 0.00 0.17 0.17 C 25- 9- 4 1 1246 0 0 B B Roll PROVIDE UPLIFT CONNECTION PER SCHEDULE --------GLOBAL NAR DEPLECTIONS--------- BC FORCE AXL END CSI Cr LL TL 21-20 1974 0.20 0.07 0.26 C in./Ratio in./Ratio Jnt(s). 20-19 4499 0.45 0.06 0.51 C I-Span -0.49/619 -0.62/369 17-18 19-18 5481 0.54 0.05 0.59 C Boris. 0.08 0.13 NA 16-17 5491 0.54 0.05 0.59 C Long term deflection factor - 1.50 17-16 5179 0.51 0.07 0.58 C 16-15 3354 0.33 0.06 0.39 C 15-14 1785 0.19 0.03 0.20 C Web PORCH Web FORCE 21- 1 -89 17- 7 -146 21- 2 -2236 17- 8 355 Typical Panel-28.75" 2-20 1664 8-16 -774 20- 3 -187 16-10 -224 25-11-0 20- 4 -1208 16-11 1317 4-19 803 11-15 -1799 1 2 3 4 5 6 7 8 9 10 11 12 13 19- 5 -203 15-12 909 19- 6 -322 12-14 -2125 0-3-8 1.50 2E4 1.50 0-3-8 6-17 10 14-13 -86 W 4:12 2E4 2x4 3E4 2E4 3X4 �'i'�� 4x12 E6 ZE4 See explanation of Repetitive Z o o Z 1-6-0 1-6- Member ractor, Cr, on 0 reverse side of paper or TEC Form 8.14.2007. 618 4:12 316 W-MT18 3X1,26 4:12 1601 618 N-1.5x3 1158.50" 1246#3.50" 25-11-0 1 0 19 is 17 16 IS 4 EXCEPT AS BROWN PLATZ8 ARE MiTak MT20 Scale 0.23% HARMING: Eng Job: NO: 326591 Raw ALL NOTES ON TSxe OMMT. A cora or Tsse DRAwLNs To as arm To SRaCTDAo CORTRRCTOR. ERRCINO RAdlNxNGt Dwq: TI: A 040 "elkb� Bmkgd�mddidmwmsf,°o`onomoe-xyy y�, 1.r ym"bus'i�oe'no Dsgnr:aW) Chk: 11/13/2009 exp-d*Woemdb.maWdiwW a. .��part m.mbm o*m t.dm.buckHn hq* mos b.mad.m-.hx hbml bm.l.p R endr.iw dmd imdo- d bym.bdld�Sd..�w.ndamo-1>..oleorm.o-mu.w.a.om.yb. (MeFi®A1o[TM.For TC Live 40.0 ps! Lbr Dr: 1.00 TFIN DrM, se°my�m�oom.mbwwbwa.°-.(rnwPb">munro'TP1 f-k""d sde:>m-' TC Dead 10.0 e! Plt DF: 1.00 Odw,l,4dl.oa weeo-ln s3Tls:. P compon.d Engines%by:Tnw 6oSin wing Co.,PA,918 Sounddd.Rd sa-mo.NC 2M2 BC Live 0.0 pef O.C.: 1- 7- 3 IAC-06/TPI-02/NDB-OS BC Dead 5.0 ps! Code: MN-Ree TOTAL 55.0 oaf v5.5.19-8031453 Design: Matrix: Analysis Profile Path: 7:\trusjcbs\326000\326591\7LR\A.prx Name: ROOF Customer:Lanperta apple V WO:326591 TI:a Qty:S TC TORCH AXL BID CBI Cr TC: 2x 4 BPP 61/62 (N) Bottom chord has bwn loaded with 10 pat - ----Joint Locations ---� 1- 2 150 0.03 0.66 0.89 A BC: 2x 4 BPP 61/62 (N) live load applied non-conausrently. 1) 0- 0- 0 5) 25-11- 0 9) 8- 7-11 2- 3 -1632 0.04 0.88 0.92 A WE: 2x 3 BPF BTW (N) MOIJBIPIZ WRDCABH8 -- This design is the 2) 6- 5-12 6) 25-11- 0 10) 0- 0- 0 3- 4 -1632 0.04 0.68 0.92 A 2x 4 BPP 61/62 (N) 2-10.4-6 oozposite result of multiple loadcases. 3) 12-11- 8 7) 17- 3- S () or 0: Plate(s) OFFSET from joint center. All CCI®REBBION Chords are assumed to be 4) 19- 5- 4 8) 14- 0- 0 4- 5 130 0.03 0.86 0.09 A The Joint Detail Report must be included continuously braced unless noted otherwise. ------------ TOTAL DESIGN LOADS ------------ with any submittal, inspection, and/or WndLod per ASCE 7-05, h4BFRS/CiC, w 90sph, Uniform NJ From NJ To BC FORCE AXL BW COI Cr fabrication documentation. R- 23.0 ft, I- 1.00, Hxp.Cat. C, Xst- 1.0 TC Vert L+D -90 - 2- 0- 0 -90 12-11- 8 10- 9 1429 0.160.68 O,B4 B End vertical(e) not designed for exposure Hld Type- anal L- 25.9 ft 10- 25.9 ft Truss TC Vert L+D -90 12-11- 8 -90 27-11- 0 9- 8 1126 0.13 0.68 0.81 H to lateral wind pressure. in 111) zone, TCDL- 6.0 pal, OWL- 6.0 ps! BC Vert L+D -20 0- 0-'0 -20 25-11- 0 This truss is designed in accordance with Bracing schedule: In-Plant Quality Assurance with Cq - 1.00 8- 7 1126 0.13 0.6B 0.81 H the 2006 International Residential Code Webs Brace Pt Joint to Joint In-Plant Quality Assurance, per 7- 6 1429 0.16 0.68 0.84 B sections 8502.11.1 and 8802.10.2 and 1/3 2-10,4- 6 sae. 3.2.4 of TPS-1-02, for joint(@): referenced standards, U.N.O. Bracing shown is for visual purposes only. 6,10 Web FORCE Web FORCE ----MAX. REACTION$ PER BEARING LOCATION----- Continous lateral bracing attached to SO- 1 -222 3- 7 431 X-Loo Blot Vert Boris Uplift Y Type either edge of web(a) shown OR a T-brae, 10- 2 -1823 7- 4 246 0- 2-12 1 1605 130 -290 B Pia nailed flat to edge of web with 3.5"x 0.135 11 25- 8- 4 1 1605 0 -290 H H Roll nails spaced 61 0.0. T-brace must extend 2- 9 246 4- 6 -1023 PROVIDE UPLIFT CONNECTION PHR SCHEDULE at least 906 of web length and be same 9- 3 431 6- S -222 size, species, and grade as web. 2x6 T-Brace required on any web over 14'-011. Bea explanation o! Repetitive --------GLOBAL IOW DEFLECTIONS--------- LL TL RRsmber Factor, Cr, on ice./Ratio in./Ratio Jnt(s). reverse aide of paper or I.Span -0.11/999 -0.48/625 6-7 TEC Form 8.14.2007. Boris. 0.04 0.07 NA Long term deflection !actor - 1.50 12-11-8 12-11-8 1 2 3 4 5 6060 -6.00 40 13x8 301 8-5-12 8-5-12 1.5x4 1.5%2-0-0 2-00 3x8 30 3x6 3x4 3x8 R R 1605N 5.50" 25-11-0 1605#5.50" a 010-- 25-11- 0-01, BRCHPT a8 SHOWN PLATHB ARE b 20 1.2-13) Scale 0.1505 WARNING: Eng Job: NO: 326591 RW ALL NOTU ON THIN SHUT. A COPY OF TRIM DIMING TO NO GIV1W TO Dog: TI: A BRBCTINS CONTMCTCR. BAACINO SOMING: Bnoia`dwwnmt�trnHe`uoma-tloobfoiry w�6�u�pmmbw�mla6naiog vNahb�pnoeue Dsgnr:BWD Chk: 11/13/2009 bWlNogded�-d abiob miM b aenldeniybyy ae hWWiog dodput.Bnain{drown 4 fm h0eel�pxt otuuw mwbn�'ro nduoe buoldlag bAge.Providom mint b mr4 m aoohor Iaw+l6,-ley at�rV iBd ImMbm de4rminnl by Ow d.7.nwnm 1bm1 gddwoYa.mm,hnmVb. is„ aldTM.Fw TC Live 35.0 psf Lbr DF: 1.15 ry-ubtm-b royd,.m ..suesft&dpR.CrmP6%bW1h,,TN bd W t583a0mnto Plt DF: 1.15 DAw,Med!-q=153719. TC Dead 10.0 pat C Aodm.rbyby:TNnaebmn;qCO.,P.A.,Oil eouodd&RLEdwbmaC2793s BC Live 0.0 pSf O.C.: 2- 0- 0 IRC-06/TPI-02/ND8-05 BC Dead 10.0 pef Code: DB1-REB TOTAL 55.0of v5.5.19-8031539 Design: Matrix Analysis Profile Path: F:\truajobs\326000\326591\ROOF\A.prx Name: ROOT Cuotomer:Lamperts Apple V WO:326591 TI:A1 Qty:1 TC 70RCE A)M SND COI Cr TC: 2x 4 BPP 16507-1.3C Bottom chord has been loaded with 10 psf Joint Locations 1- 2 -2203 0.03 0.70 0.73 A BC: 2x 4 BPP 16507-1.SC live load applied non-conoorrently. 1) 0- 0- 0 5) 25-11- 0 9) 12-11- B 2- 3 -2074 0.04 0.71 0.74 A 2x 4 OPP 2300!-1.SC 6-O MOLTIPLE LOADG8B8 -- This design is the 2) 6- 5-12 6) 25-11- 0 10) 6- 5-12 3- 4 -2073 0.04 0.70 0.74 A "31: 2x 3 8PP OTVD (N) aeaposits result of multiple loadeases. 3) 12-11- 8 7) 1S- 5- 4 11) 0- 0- 0 2x 4 FFP STUD (N) 1-10 All COMPRESSION Chords are ass-d to be 4) 19- 5- 4 B) 14- 0- 0 4- 5 -2760 0.13 0.70 0.84 A 2x 4 OPF 91/62 (N) 5-7 continuously braosd unless noted otherwise. ------------ TOTAL DESIGN LOADS ------------ GB: 2x 3 OPF STUD (N) WhdLod per ASCE 7-05, MNM/C4C, V- 90mph, Uniform PLP From PLP To SC FORCE ARL no CBI Cr [) or (): Plate(s) OFFSET from joint center. B- 23.0 ft, I- 1.00, Exp.Cat. C, Ket- 1.0 TC Vert L+D -90 - 2- 0- 0 -90 12-11- 8 11-10 0 0.00 0.24 0.24 B The Joint Detail Report must be included Bld Type- enol L- 25.9 ft h- 25.9 ft Truss TC Vert L+D -90 12-11- B -90 27-11- 0 10- 9 1912 0.18 0.64 0.82 a with any submittal, inspection, and/or in END sone, TCDIr 6.0 pal, OWL- 6.0 pot SC Vert L+D -20 0- 0- 0 -20 12- 0- 0 fabrication documentation. This truss has been designed for wind BC Vert L+D -120 12- 0- 0 -120 23-11- 0 9- 8 2366 0.25 0.64 0.99 B and vertical(s) not designed for exposure in the plane of the truss onlylll SC Vert L+D -20 23-11- 0 -20 25-11- 0 8- 7 2366 0.16 0.84 1.00 a to lateral wind pressure. Bracing Schedule: In-Plant Quality Assurance with Cq- 1.00 7- 6 0 0.00 0.84 0.84 B This truss is designed in accordance with Webs Exam It Joint to Joint In-Plant Quality Assurance, par the 2006 International Residential Code 1/2 2- 9,4- 9 see. 3.2.4 of TPI-1-02, for joint(s): Web FORCE Web FORCE referenced 8502.11.1 and 8802.10.2 and Bracing shown is for visual purposes only. 1,3,4,5,7 referenced standards, U.N.O. ®Continous lateral bracing attached to 11- 1 -1730 9- 4 -BOB ----MAX. REACTIONS PER BEARIM LOCATION----- either edge of webs) shown OR a T-brace, 1-10 1958 4- 7 490 x-Loo Beet Vert Boris Uplift Y Type nailed fiat to edge of web with 3.5"x 0.135" 10- 2 -448 7- 5 2477 0- 2-12 1 1969 -130 -290 a Pin nails spaced 6" a.c. T-brace most extend 2- 9 -232 6- 5 -2126 25- 6- 4 1 2434 0 -290 a B Roll at least 90t of web length and be same 9- 3 1203 PROVIDE UPLIFT COEWTICN PER SCHEDULE size, species, and grade as web. Bee explanation o! Repetitive --2x6 T-Brace required on any web over 141-0". ------GLOBAL!PVC DEPLECTIONB--------- Msmber Factor, Cr, on LL TL reverse side of paper or in./Ratio in./Ratio Jnt(s). TEC Form 8.14.2007. I.Opan -0.17/999 -0.46/650 7-8 Boris. 0.02 0.06 NA Long term deflection !actor . 1.50 12-11-8 12-11-8 1 2 3 4 5 6.00 -6.00 5x4 3x4 3x4 8-5-12 2-0-0 2-0-0 8-5-12 4x8 6x6 3x4 [4x8] 3x8 [48) 30 6x6 p 19690 5.50" 25-11-0 2434#5.50" o- 1 ° 25. 1- t a COOMITIC PLATED (56)1.5x4 2-13) -2-13) EXCEPT A8 SHOWN PLATEB ARE MiTek MT20 Scale 0.1223 17ARNING: Eng Job: NO: 326591 RHAo ALL HOTBs ON THIS BHasT, A COPY of Tsss DaAwnts To SO arm TC BRaCTINe CONTRACTOR. SAAMNe a=ZW: Dwg: TI: Al &.aby i0ow"=dd.a.wle`u nw-do"bmolaa mp.�% "'wee fur dWe Dsgnr:a= Chk: 11/13/2009 btiWh*dmdgomdwhiobmetb.wwWwedby the I mm"bm only w ndme hWdLr{�.w.Pmvuiom,me6M meds m wd-lapel beotog at a&e"d imed I..tam aaprmieee byld da m.Adamoe.th"w+�orm.wwFa�u..®ybe mquv.d(ee+w�a1olVD.Pm TC Live 35.0 pe! Lbs uF: 1.15 Dd"' trn.beolm�,ounW duipm(rhmPteuLmtnse,TPI u metal at SUDnmmb TC Dead 10.0 G! Plt D7: 1.15 Ddv.,h 3edl-o Nfmonh 33n91. P Compo-m Eagi w*by:Tmm H:yhwrby co.,PA,511 SvmM&PA Edman NC 27932 BC Live 0.0 pe! O.C.: 2- 0- 0 IRC-06/TPI-02/ND8-OS BC Dead 10.0 pot Code: MN-R88 TOTAL 55.0 Pot v5.5.19-8031546 Design: Matrix Analysis Profile Path: P:\trusjobs\326000\326591\ROOF\Ai.prx Naw: ROOF Customer:Lamporta Apple V WO:326591 TI:A2 Qtytl TC FORCE IOC, bW COX Cr TC: 2x 4 BPP 24007-2.0C bottom chord has been loaded with 10 pat --Joint Locationse�ee� 1- 2 -4264 0.22 0.54 0.76 A BC: 2x 4 BPP 240OF-2.00 live load applied non-concurrently. 1) 0- 0- 0 5) 25-11- 0 9) 6- 5-12 2- 3 -5596 0.30 0.41 0.71 A We: 2x 3 BPP BTW (N) MULTIPLE LOADCAB88 -- This design is the 2) 6- 5-12 6) 25-11- 0 SO) 0- 0- 0 3- 4 -5596 0.30 0.41 0.71 A 2x 4 BPP #1/#2 (N) 1-9.5-7,0-0 composite result of multiple loadcames. 3) 12-11- 6 7) 19- 5- 4 2x 4 BPP 16501-1.5C 3-8 All CMMX$8ICK Chords are assumed to be 4) 19- 5- 4 8) 12-11- 8 4- 5 -4285 0.22 0.54 0.76 A 2x 4 BPF BTW (N) 0-0,0-0.0-0,0-0 continuously braced unless noted otherwise. ------------ TOTAL DESIGN LOADS ------------ 0-0 WndLod per ASCE 7-05, MMF88/C4C, v- 90sph, Uniform PLP From PLP To bC FORCE AXL bW CBI Cr I7 or {}; Plate(s) 0379ST from joint center. 6- 23.0 ft, I- 1.00, Exp.Cat. C, Rat- 1.0 TC Vert L+D -90 - 2- 0- 0 -90 12-11- 8 10- 9 68 0.01 0.23 0.23 C The Joint Detail Report must be included bld Type- anal L- 25.9 ft W- 25.9 ft Truss TC Vert L+D -90 12-11- 8 -90 27-11- 0 9- 9 4205 0.33 0.14 0.46 C with any submittal, inspection, and/or in EW sone, TCDD 6.0 pat, BCDL- 6.0 pot bC Vert L+D -20 0- 0- 0 -20 25-11- 0 fabrication documentation. bracing Schedule: In-Plant Quality Assurance with Cq- 1.00 6- 7 4205 0.33 0.14 0.45 C and vertioal(a) not designed for exposure Chords Max 0.C. From To In-Plant Quality Assurance, per 7- 6 60 0.01 0.21 0.21 a to lateral wind pressure. Sc 72.0" 0- 5- 8 18- 3-12 "a. 3.2.4 of TPI-1-02, for joint(s): This truss is designed in accordance with bracing shown is for visual purposes only. 2,3,4,6,8,10 Web FORCE Web FOACR the 2006 International Residential Code ----MAX. REACTIONB PER bRARING LOCATION----- 10- 1 -1367 8- 4 1164 sections 8502.11.1 and R802 10.2 and X-Loc met Vert Boris Uplift Y Type referenced standards, U.N.O. 0- 2-12 1 1605 -130 -287 B Pin 1- 9 3814 7- 4 -977 25- B- 4 1 1606 0 -287 B B Roll 9- 2 -977 7- 5 3814 PROVIDE UPLIFT CONIMCTICN PER SCBmULE 2- 8 1164 6- 5 -1367 --------GLOBAL MAX DRYLECTIONS--------- 8- 3 4353 LL TL Nes explanation of Repetitive in./Ratio in./Ratio Jnt(s). I.Span -0.58/621 -1.04/289 8 Member Factor, Cr, on Boris. 0.63 1.13 NA reverse side of paper or Long term deflection factor - 1.50 TEC Form 8.14.2007. 12-11-8 12-11.8 1 2 3 4 5 6.00 -6.00 Sze Al 4X4 10x12 44 8-5-12 8-5-12 8X8 6-3-0 SXS ] 3J 2-0-0 � 2-0-0 0- 17-10-4 3s.S 6.00 -6.00 0-5-8 _ 0.5-8 1605#5.50" 16060 5.50" 12-11-8 12-11-8 11 -0-0 0 251-0 10-0 COMOTIC PLATES (2)3x4 (20)1.Sx -2.13) -2%) EXCBPT A8 SHOWN PLATB8 AM MiTek 14'1'20 Scale 0.1586 WARNING: Bng Job: NO: 326591 ROAD ALL NOTES ON TBx8 8sssT. A Coax OF TNIM MMING TO as QrM TO Dwq: TI: A2 aRBCTZNa COmTIMTOR. aRACM b MXWG: Bmisq bdhhg�wd mwys::tVWby m •8 y �"pwmote aW afee Dsgnr:811D Chk: 11/13/2009 m M u*bMdMb1o1ing IM&Pmvi.bmw*Mm*toa-hw I.-W Woo*u."sad tewa.dW IooWom &0 T%TF I N "mind by d..=.AMb"bmeinR oftbe ov-dl Wmhn mryM (Sw Hh-9I oPTPO.Pm TC Live 35.0 pet Lbr DF: 1.15 qm�ehhab we..oe�bWMMdMPM(MmPbw�Ie.TP,'°Z'"eaNd us93>ro� P1t Dr: 1.15 6.M.Mdimq K�.-mb 33719), TC Dead 10.0 pof c..vomm smlom by:Tum aemim.xb C..,PA,819 Somd"Rd.Rd-�m NC 27932 BC Live 0.0 pot O.C.: 2- 0- 0 IAC-06/TPI-02/ND6-05 BC Dead 10.0 pot Code: MN-RZ8 TOTAL 5'�i! IvS.5.19-8031562 Design: Matrix Analysis Profile Path: 7:\truojobs\326000\326591\ROOF\A2.prx Name: ROOT Customer:Lasperte Apple V N0:326591 TI:A3 Qty:7 TC FORCE A)M OND Chi Cr TC: 2x 4 BPP 2400!-2.0C bottom chord has been loaded with 10 pat -Joint Locations 1- 2 -4295 0.22 0.54 0.76 A SC: 2x 4 BPP 2400r-2.00 live load applied non-concurrently. 1) 0- 0- 0 S) 25-11- 0 9) 6- 5-12 2- 3 -5597 0.30 0.41 0.71 A NO: 2x 3 SPr BTOD (N) MOLTIPLE LOADCA8x8 -- This design is the 2) 6- 5-12 6) 25-11- 0 10) 0- 0- 0 3- 4 -5597 0.30 0.41 0.71 A 2x 4 BPP #1/#2 (N) 1-9,5-7 composite result of multiple loadcasea. 3) 12-11- 9 7) 19- 5- 4 2x 4 SPP 1650r-1.SC 3-8 All CCMP8E89ICN Chords are assumed to be 4) 19- S- 4 8) 12-11- 8 4- S -4295 0.22 0.54 0.76 A [] or (): Plate(s) OrPBET from Joint canter. continuowly braced unless noted otherwise. ------------ TOTAL DEBION LOADS ------------ The Joint Detail Report must be included Nndfod per ABCx 7-05, M PRS/CiC, Vb 90mph, Uniform PLP Prom PLP To BC y0RCb A)M OND C82 Cr vith any submittal, inspection, and/or B- 23.0 ft, i- 1.00, Oxp.Cat. C, Kat- 1.0 TC Vert L+D -90 - 2- 0- 0 -90 12-11- 8 10- 9 69 0.01 0.21 0.21 s fabrication docmaentation. Old Type- anal L- 25.9 ft 99- 25.9 ft Trws TC Vert L+D -90 12-11- 6 -90 27-11- 0 9- 8 4206 0.33 0.12 0.45 O and verticals) not designed for exposure in MW acne, TCDL- 5.0 pet, OCDL- 6.0 pot OC Vert L+D -20 0- 0- 0 -20 25-11- 0 B- 7 4206 0.33 0.12 0.45 O to lateral wind pressure. In-Plant Quality Assurance with Cq- 1.00 ----MAX. REACTIONS FOR OlARIM LOCATION----- This truss is designed in accordance with In-Plant Quality Assurance, per X-Loo Net Vert Boris Uplift Y Type 7- 6 68 0.01 0.21 0.21 b the 2006 International Residential Code sec. 3.2.4 of TPI-1-02, for Joint(a): 0- 2-12 1 1605 -130 -297 O Pia mentions 8502.11.1 and 8802.10.2 and 2,3,4,6,8,10 25- 8- 4 1 1606 0 -287 O B Roll Web FORCE Web FORCE referenced standards, V.N.O. --------GLOMAL MAX DOPLI:CTICKS--------- PAOVIDO UPLIFT COWOCTICN PER SCHEDULE 10- 1 -1367 8- 4 1164 LL TL 1- 9 3814 7- 4 -977 in./Ratio in./Ratio Jnt(a). i.Span -0.58/321 -1.04/299 8 9- 2 -977 7- 5 3815 Boris. 0.53 1.13 NA 2- 8 1154 6- S -1367 Long term deflection tactor - 1.50 S- 3 4354 Bee explanation of Repetitive Member Factor, Cr, on reverse aide of papa: or TEC roan 9.14.2007. 12-11-8 12-11-8 1 2 3 4 S 6.00 -6.00 SIB 4x 10112 4x4 S.5-12 8-5-12 6-3-0 [8A 81 2-0-0 2-0-0 3x5 315 6.00 -6.00 0-5-8 0-5-8 16050" 16060 5.50" 12-11.8 12-11-8 V2-0-0 ° 251-0 2-0-0 Z=ZPT -0- Z=ZPT AS SNO1R MA AAx MiTek MT20 (R2-2.1 ) Salk 0.2106 WARNING: Zing Job: NO: 326591 RUAD Ars VMS ON THIN saseT. A COPY or TSss DRWMG To sa MEN To aaaCTxae CO:TaACToa. maAcsao rmMING: Dwq: TI: 713 Bming Wwm°AM dwAft 1iwta tvelivin&wind brociass,porld W10bg w eh�Alw NwiRg wbiah is oem° Degnr:890D Chk: 11/13/2009 andvrhlabaW boadinnlby tlr membra-:0'm mim 6aml bw1m�e.Fmvielamme-:b moi m mohm Ymd W.Wq d mai ped boetlom &PT%TFINbleroamedbraa de' ,lldd' bneh>s mese overall etruotea mryb (sae -mint Fou TC Live 35.0 pet Lbr DF: 1.15 mto we baomB�u,ooma:wwh*&4w.(ram Pkk bw:: T .basd r ser Doa.e o Pl t Dr: 1.15 e,bd.abm a�eea:adr»�. TC Dead 10.0 pet Campoaene He�aa:by by 1}me Co.,Pw,m:m awmduii and mamma NC nsrr OC Live 0.0 pet O.C.: 2- 0- 0 IRC-06/TPI-02/ND8-05 OC Dead 10.0 pet Code: MN-Rx8 TOT71L of v5. .19-8031564 Design: Matrix Analysis Profile Path: P:\trwjcbs\326000\326691\RO0rW prx Imo o ~ '" in 11 1 V O 1111 1 0;;..40 1 1A m ~ OO Qy wo ; .-INN, •- i �m�„O \oN va n n n O a.4 00 mrlwwNU•L ; on a, ei aaa 1 1 1 1{{11 y$a 0. M w O .i.aO a IKm gOOVO =.� O 3�I lmV.�1.1 a0+ .y .7r p 10 N N\1w v01 1 1 1 1 pOm0 0 FNP -" N - O N PI 6. in q q ••Iwo N al 0 Iw �o M •, o d p• NaIO 1Uan rp 1~ 1.i1 M90,10 a On nwN m .+ M�N .11 O VI d ri G ado. 01i o ,� h °� of E 412-- - .a aOHU > j� ae anmrm 1 �5�+'1 .i .`7 ...1 M 6 .1 N el�-1 wV H IN M 14 'a" o AaaNVAN $..� �CP. 0. 01 • ON010 1 1 1 \„O 0. E oo.-Iln i gQgiyvM� of • 0 0 0 0 0 1 1 e11 1 1 L 1 Not, j1 in O O O In OmNw 1 J{II LN/I T.ppya •e 1 to .y in r1 r1 i 01•�.i R1•1r i 96r0 E&iU>U U>Q F1 O 10 i to t+li•••iii � � s � ',, 1 qH .4 1 HN 00eo h N A • %4 •i+Cpgp@ 3• 1 F `ga $F !� •.10.i N A S M m a wC', H91A14 ch is .3 F�JJ a� Opp 'o hm d y� - --t4 N-►7.11 NN F f a p PWWI .y •S' p� fYO� �Y 11�A:S\Ul« a �oOY N01 O ' ^ lud .{ a o y 9 AA �ei1 L 1yy1��y O N N °'`I 1p fq • .�� ��AG.a�.�lC. L'I.i ��Z �s3�y� g MsL eiRoaA�N i n14 OD O o CoifE / apap° .1 ES- O+f O• r r1 N p0.i o 0 n BAQ w a ae n .1i 1.11 Ml4 �1 aQV$ • •m00 .. ffl g C m NN .1vp1 O •q. • O N •c_.LMf1 p1 Y1 000F �1M R P1.8 0 �'!•••• O. 0 -n a v nn Nd eM.m '11L meeemea�•g����r� '� R A vvinvv.•1�L'j>_11as� XXIIXXX y/Smoo NNIVNNN O10 aQ i��N� UU1��,1pppp ®m ^�QJJ DD EE py p U FMIS O= NgJ4 It.C .CA1C VMI M1 MIM H m.-1.ie Het in.-1 vrnr ./ vrrrr VNVVN .i OrimN J1. OOOO OOOO .i 1 1.1 Snvvn SN.-1.iN a 0000 0000 �Iii N O O N �Ii7 N I.1 n.i g m r r 110 O N a 0 iS N.'1 AI N KO wI PIO U O OO OO OOOO O O N n r r 'in m w wm e.O. e.irmn r N n n N N N NW w.4 N v Ignd v V ;1.1 1 N v H•// ••� o w N m 19 •• N F 1 H MIH � 1 1 1 1 1 1 1 1 R .JN1nv owmr o:lwpm Name: ROOF Customer:Lasperts Apple V W0:326591 Ti:H Qty:l TC FORCE ARL END CBI Cr TC: 2x 4 SPP 11/42 (N) Bottom chord has been loaded with 10 ps! ---Joint Locations 1- 2 -1163 0.03 0.55 0.58 A BC: 2x 4 BP! 11/12 (N) live load applied non-concurrently. 1) 0- 0- 0 3) 10- 9- 0 5) 5- 4- 8 2- 3 -1163 0.03 0.55 0.58 A W9: 2x 3 BPP STUD (N) All COHPREBBIOK Chords are assumed to be 2) 5- 4- 8 4) 10- 9- 0 5) 0- 0- 0 93: 2x 3 BPF STUD (la) continuously braced unless noted otherwise. ------------ TOTAL DEBIQS IAWB ------------ MULTIPLE LOADCABES -- This design is the 9hrdLod per ASCE 7-05, MEPAB/C4C, w 90mph, Uniform PLP From PL! To BC FORCE JUM END C82 Cr composite result of multiple loadcases. B- 23.0 ft, I- 1.00, Emp.Cat. C, Est- 1.0 TC Vert L+D -90 - 2- 0- 0 -90 5- 4- 8 6- 5 52 0.00 0.23 0.23 B End vertioal(s) not designed for exposure ald Type- anal L' 10.8 ft W- 10.8 ft Truss TC Vat L+D -90 5- 4- 8 -90 12- 9- 0 5- 4 52 0.00 0.23 0.23 B to lateral wind pressure. in END sone, TCDD 6.0 pal, B=Xo- 6.0 pot BC Vert L+D -20 0- 0- 0 -20 10- 9- 0 This truss is designed in accordance with This truss has been design" for wind In-Plant Quality Assurance with Cq- 1.00 Web Web FORCE the 2006 International Residential Code in the plane of the truss onlylll In-Plant Quality Assurance, per sections 8502.11.1 and 8802.10.2 and ----MAX. REACTIONS PER BEARIN2 LOCATION----- moo. 3.2.4 of TPI-1-02, for Joint(s): 6- 1 -541 5- 3 973 referenced standards, V.N.O. X-Loo most Vert Boris Uplift Y Type 1,3,4,6 1- 5 973 4- 3 -541 0- 2-12 1 771 -49 -187 E Pin 5- 2 414 10- 6- 4 1 771 0 -197 B e Roll See explanation of Repetitive PROVIDE UPLIFT CONNECTION PER SCHEDULE Member Factor, Cr, on ----dLOBAL MAX DRYLSCTICNB--------- LL TL reverse side of paper at in./Ratio in./Ratio Jnt(s). TEC Form 8.14.2007. I.Span -0.10/999 -0.18/659 2-1 Noris. 0.05 0.09 NA Long term deflection !actor - 1.50 5-4-8 5-4-8 1 2 3 6.00 -6.00 4x4 4-8-4 3x5 3x5 4-8-4 �C 6 8 2.0-0 2 �8 2-0.0 1.5x4 1.5x4 6.00 -6.00 0-5-8 0-9.12 771#5.50" 7710 5.50" 5-4-8 5-4-8 n 6 p 4 1. 2-0-0 10-9-0 _ _ L 2-0-0 L COSMETIC PLATES (16)1.5x4 �(112-2-13) (R2-2-13)' EXCEPT 118 SHOWN PLATEB ARE MiTek MT20 Scale 0.2823 WARNING: Esq Job: WO: 326591 NEW Ars NOTZB ON THIS eEEST. A copy or Tose oamm To sE even To EPECTING C0Wn%CTCR. SPACING PARKING; Dwq: TI: H eminge°w"o.'m'a 14not" � �.rtr ..done'o:*windb=4porw°, «' -xy"h+.°°.Po"ofdw Dsgnr:SWD Chk: 11/13/2009 bWWhwdwpWnd wbiohmua b000n"rodby theboDdmgdw1- BrodVAmaimbridoWdopportoftoom m.mban=d to-Ibt-beNla{ ProviWleoW Bort b end.b Weber MMd b;winga sod,and i oi6od Wostloo, darminWd by eW ava� IdanWlbma:,soedp o�mO med,o mnyb,Wgld;.a(eW.wCA1of rm TC Live 35.0 pat Lbr DP: 1.15 eo�o4e�oodeaad1ftdw ipeer.(r""PW#bodum°.TH n boded at TC Dead 10.0 ps! Pit DP: 1.15 Dflve a ed sm W-eY�by:rr.W me`a.e,ioP Co.,P.a,e1e sauo"Pd eaeama NC r7B]r HC Live 0.0 ps! O.C.: 2- 0- 0 6ftFINIAC-06/TPI-02/NDS-05 HC Dead 10.0 pat Code: MN-RE8 TOTAL .0 vat v5.5.19-8031572 Design: Matrix Analysis Profile Path: P:\trusJobs\326000\326891\ROOT\E.prx Name: ROOF Customer:Lamperte Apple V WO:326591 TI:C Qty:9 TC FORCE AXL END CSI Cr TC: 2x 4 BPP #1/#2 (N) Bottom chord has been loaded with 10 psf -Joint locations�� 1- 2 138 0.03 0.73 0.76 A BC: 2x 4 BPP #1/#2 (N) live load applied non-concurrently. 1) 0- 0- 0 5) 23-11- 0 9) 7-11-11 2- 3 -1471 0.03 0.74 0.77 A M: 2x 3 BPP STUD (N) MULTIPLE LOADCASE6 -- This design is the 2) 5-11-12 6) 23-11- 0 10) 0- 0- 0 3- 4 -1473 0.03 0.74 0.77 A 2x 4 SPF #1/#2 (N) 2-10.4-6 composite result of multiple loadcases. 3) 11-11- 9 7) 15-11- S 4- 5 131 0.03 0.73 0.76 A () or (): Plate(s) OFFSET from joint center. All COMPREBBION Chords are assumed to be 4) 17-11- 4 B) 14- 0- 0 The Joint Detail Report must be included continuously braced unless noted otherwise. ------------ TOTAL DESIGN LOADS --------- -- with any submittal, inspection, and/or WndLod per ASCE 7-05, comma/C6C, V- 90nph, Uniform PLP From PLP To BC FARCE AXL END CBI Cr fabrication dcouman tation. B- 23.0 ft, i- 1.00, Exp.Cat. C, Rat- 1.0 TC Vert L+D -90 - 2- 0- 0 -90 11-11- 8 10- 9 1277 0.15 0.51 0.72 8 End vertical(m) not designed for exposure WA Type- e-al L- 23.9 ft W- 23.9 ft Truss TC Vert L+D -90 11-11- 8 -90 23-11- 0 9- B 1019 0.12 O.SB 0.70 8 to lateral wind pressure. in END sone, TOL- 6.0 psi, BCDL- 6.0 psf BC Vert L+D -20 0- 0- 0 -20 23-11- 0 This truss is designed in accordance with Bracing Schedule: In-Plant Quality Assurance with Cq - 1.00 8- 7 1019 0.12 0.58 0.70 8 the 2006 International Residential Code Webs Brace It Joint to Joint In-Plant Quality Assurance, per 7- 6 1277 0.15 0.58 0.72 B sections 8502.11.1 and 8802.10.2 and 1/2 2-10,4- 6 moo. 3.2.4 of TPI-1-02, for joint(s): referenced standards, U.N.O. Bracing shown is for visual purposes only. 6,10 Web FORCE Web FORCE ----RAX. REACTION8 PER WARING LOCATION----- Continous lateral bracing attached to 10- 1 -206 3- 7 379 X-Loa not Vert Boris Uplift Y Type either edge of webs) shown OR a T-brace, 0- 2-12 1 1495 117 -297 E Pin nailed flat to edge of web with 3.3"x 0.135" 10- 2 -1649 7- 4 224 23- B- 4 1 1495 0 -297 E R Roll nails spaced 6" o.c. T-brace most extend 2- 9 224 4- 6 -1649 PROVIDE UPLIFT CONNECTION PER SCHEDULE at least 909 of web length and be same 9- 3 379 6- S -206 mise, species, and grade as web. 2x6 T-Brace required on any web Over 14'-0". Bee explanation of Repetitive --------GLOBAL MAX DEFLECTION!--------- LL TL Member Factor, Cr, on in./Ratio in./Ratio Jnt(s), reverse side of paper or I.Span -0.06/999 -0.35/790 5-7 TEC Form 8.14.2007. Boris, 0.03 0.05 NA Long term deflection !actor - 1.50 11.11-8 11-11-8 1 2 3 4 S 6.00 -6.00 4x4 (3x8 3x8] 7-11-12 7-11-12 1.5x4 1.5x4 2-0-0 2-0-0 3x8 3x4 3:6 3x4 3x8 OR PR 1495#5.50" 1495#5.50" 23-11-0 -0-0 0 23-11-0 -0-0 EXCEPT A8 8E0WN PLATES ARE 0 2-13) Scale-0.1585 WARNING: Eng Job: NO: 326591 READ ALL NOTES ON TRIO BOOST. A COPY OF THIS DRnxINO TO EE GIVEN TO Dwg: TI: C ERECTING CONTRACTOR. ERAOING WARNING, 3-Ing.-ddodmwingUrm " bmin&wind 6rohy,pmWb-ingwAnlkbningYA&hi.*pod ortl- Dsgnr:SWD Chk: 11/13/2009 bdldb*d.p=d whbh imm b.aondd-dbDyy ae bYWvy d.dgor.Bnoleg down L Por V1erd.uppnt of trues m.mbm,-�:rm-&-buA*Ima&P.ovl,bo,mud be��.m-oboe-Mlmelbn.ing d.-4 and dd-mhrdbylh.buiidk*dw4w..Addtlm,lb-hignru.ov,maNwMmryb.m (a- a:,eTPp.rm TC Live 35.0 pB! Lbr DF: 1.15 ,p-uA tr,-,b'-ieq mgdrvwub,aonLWt buiidiog dnlsvr.MM 1 Im bwth s,Trt b r.wd r sat DOOR Plt DF: 1.15 Ddw,M.dimo.w7.em.Iu 5,719). TO Dead 10.0 pe! camp-.m Eogi".-mg by:Tmn a.gm.-;ng cn.,res,118 go me.w.Rd tsmoma NC 27933 BC Live 0.0 pe! O.C.: 2- 0- 0 iRC-06/TPI-02/ND8-05 EC Dead 10.0 pB! Code: MN-REB TOTAL 5.0 of v5.5.19-8031573 Design: Matrix Analysis Profile Path: F:\trusJabm\326000\326591\ROOF\C.prx Customer:Lamperts Apple V WO:326591 TI:C1 Qtytl 6 #1/92 (N) Analysis basad on Binplified Analog Nodal. -Joint Locations P #1/#2 (N) MULTIPLE L0ADCA8E8 -- This design is the 1) 0- 0- 0 14) 17- 3- 8 27) 14- 7- 8 6 STUD (N) oaaposite result of multiple loadcases. 2) 1- 3- 8 15) 1e- 7- 9 28) 14- 0- 0 P STUD (N) And vertical(&) not designed for exposure 3) 2- 7- 8 16) 19-11- 8 29) 13- 3- 8 has been loaded with 10 pot to lateral wind pressure. 4) 3-11- 6 17) 21- 3- 8 30) 11-11- 8 plied non-concurrently. wind loads have been checked perpendicular 5) 5- 3- 8 18) 22- 7- 8 31) 10- 7- 8 ION Chords are assumed to be to the lace of the truss. 6) 6- 7- 8 19) 23-11- 0 32) 9- 3- 8 braced unless noted otherwise. This truss is designed in accordance with 7) 7-11- 8 20) 23-11- 0 33) 7-11- 8 SCA 7-05, MNVRS/CiC, V- 90mph, the 2006 International Residential Code 6) 9- 3- 8 21) 22- 7- 8 34) 6- 7- 8 I- 1.00, Exp.Cat. C, Kato 1.0 sections 8502.11.1 and 8802.10.2 and 9) 10- 7- 8 22) 21- 3- 8 35) 5- 3- 9 of L• 23.9 !t 1P 23.9 !t Truss referenced standard-, V.N.O. SO) 11-11- 8 23) 19-11- 8 36) 3-11- 8 TCDIt 6.0 pot, BCDLm 6.0 pat Bracing schedule: 11) 13- 3- 8 24) 18- 7- 8 37) 2- 7- 8 lateral bracing attached to webs Brace Pt Joint to Joint 12) 14- 7- 8 23) 17- 3- 0 38) 1- 3- 8 8 of web(s) shown. Bracing MUST be 1/2 6-34,7-33,8-32,9-31,10-30, 13) 15-11- 8 26) 15-11- 8 39) 0- 0- 0 to provide equal unbraced 11-29,12-27,13-26,14-25 In-Plant Quality Assurance with Cq- 1.00 Z 2x4 T-brace nailed flat to edge Bracing shown is for visual purposes only. ----MAX. 8Bi1CTIONS PER BAARIM LOCATICN----- a w/3.5"x 0.135" nails spaced 6" o S-Loo Boot Vert Soria Uplift Y Type extend at least 900 of web length 0- 0-12 1 243 0 -106 B Pin required on any web over 14'-011, 23-10- 4 1 232 0 -101 B Pin PROVIDE UPLIFT CONNECTION PER SCHEDULE --------OLOBAL MAX DE3T.BCTICNa--------- LL TL in,/Ratio in./Ratio Jnt(s). I.Spac -0.01/999 -0.01/999 10-9 11-11-8 11-11-8soris. 0.03 0.05 NA 1 2 3 4 S 6 7 8 9 10 11 12 13 14 15 1 loot factor ID I-So 6.00 -6.00 9 40 1.5x4 1.5x4 I.S:4 1.514 1.5:4 1.5x4 1.5x4 1.5x4 1.5:4 1.5x4 1.5x4 1.5x4 1. z4 1.5x4 7-11-12 1.5x4 1.5x4 1.5x4 1.9x4 �Ic 0-0 2-0-0 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 I.5z4 1.5x4 1,5x4 1.5x4 1.524 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.50 3x6 243# .50" Stud®1-4-0 3 1.50" 23-I1-0 9 ll 7 6 5 4 32 1 9 8 27 16 25 24 b 12 1 0 (112-0-0 23. 1-0 J-0-0 SHOW PLATES ARA MiTek MT20 (R2--�1 SHOWN Scale 0.2283 IIAANING: Eng Job: NO: 326391 R=ALL NOTA& ON Txx& SHEET. A COPY or TRU MAKING TO aE osvaN TO Dwg: Ti: Cl aRECTIN&CONTRACTOR. aMCINO MMXW&: S�.ousd,mwoanme wl�u.ne u..ace..�ae..ua Fmwt smdeurrtnans nu.F.rtoew. Dsgnr:BND Chk: 11/13/2009 b.uab,edmp.dwM.hundb..omddmd ft%Wdmg&Wg r.Bmmgd-"i.En ran +"MW m.mum...y m na m evel.r u�ym PmvWm mud b.m.k m.mbm uunl bnoue.l Mh med u..M 9 F Id.u'm"«t by th.build og d.dpwr,pdutim.l lewios otm.mw.11 mnmwe my b.�ewh�d(8=91 oP'�'p1)�Fm TC Live 35.0 pa! Lbr DY: 1.15 w.,uumm.y.oby,.y.mm"..a.oftboildod&iw.(ynwPmuInrthEe.TPI L lw@W u583D'Ow TC Dead 10.0 pa! Plt D!: 1.13 nd..,A5.a1...,Nu.oimia&3719). O"'C.: 2- 0- 0 Compo.eel 1"e by:Tnw Bylnm.ine Ca.,PA,818 8o�m'bid.Rd Bim.NC s793s BC Live 0.0 pe! 1i3O-06/TPI-02/ND8-05 BC Dead 10.0 pa! Code: MN-RZ8 TOTAL 55.0 of vi.5.19-8031574 ix Analysis Profile Path: F:\trumlobs\326000\326691\Roo!\Ci.prx i 1 000 • .�. n �y 0110 1 E110O000 O � 10 �I 0 0 1 .eil O Ii m O a Pain an O o on 1P,11 eQ�4 1 1 94" 1 1 1 O O A-4O a l • 9a• �ovoa i N .a AANI\o I.h +11 1 1 000• rk (� pl OQ ..p aloNr .a 1 n wo:a�� -• \ Na1UCl� �•'� .1 ., �.., Oii CCT s 43 S♦•• 1 O ooay M sl N M M a I-� a m a a 000 ,y I H 01.10, RIN 0 0 0 0 0 oio 1 uoa+� o in 0 o 0 in y wl o o o a E E b IU9 .a e11 .r ..to wltlo 1'1 � n,C � loll DI i4�I m s_ O to wl i ''" 7R N -1 UO O�s.n��111 1 1 e 1 {pp{�1 1 v0 `� �� 1" j9'�■- „ Q � 3. U�yyO�M� P�NU4 00 .r1VO�9E\P0i ab 0. Ow.pp •: w MPA ig i ., m / ooo FFF � . 100, 40 YrOl : � � O�AC1��F OOFY.1 ei rIK O.`iOO� � L � (11 �y1m'�'11i~ •• q f1�./ \aOOO 43- 14 „ �� • �•r��o��•�� 00.71 .1000 � ..1 1+l ti � p �j N� ��#� o' . . � pppyrp Mop.>/..i1 N �p,.q1 OO�v 1 IM N� is 2� .11 .41 1 ►1MIIiM cm SA Mal N O N �.$vr'��vl p�. �.7 Ip �j • I .1.a .a{l ■1�.a � m 'c{� `■(�(p�■`1O4 w 1/■v�1 !- - �" rera ar! of 1 e1el1wln �ppp7 �it.�Q/~ {1 �o 1'%1N NN�N���FO�• O N U 0 a U wav olmoom ne_• e PI 17 m 0.i.i O e V• U U N 17 1 co 0 0 0 0 / 4 M QQ1q ppO {(a O 1w iA wA11 a1$oeOi.Oi o AI PI AI R O goo o iSg0000 �mn+ 1�,(9r�SS1 OO �IliiiOOOO p FI V+ O ' rl O • 1 N 1p� ••o ENAI UP 10 YI v �Ii P 10m • R NN Ol_•10 �•./N• tl MM Hr Name: ROOF' Customer:Laaperts Apple V WO:326391 TI:D Qtys2 TC FORCS A)C. ffim COX Cr TC: 2x 4 BPP #1/#2 (N) Hotton chord has ben loaded with 10 psf ca-Joint Locations 1- 2 -459 0.00 0.33 0.34 A BC: 2x 4 BPP #1/#2 (N) live load applied non-coaourrantly. 1) 0- 0- 0 4) 9- 0- 0 7) 0- 9-12 2- 3 -459 0.00 0,33 0.34 A WH: 2x 3 BPr STUD (N) All CCMMBBICN Chords are assumed to be 2) 4- 6- 0 3) 8- 2- 4 B) 0- 0- 0 Unbalanced load cese(s) have been checked, continuously braced unless noted otherwise. 3) 9- 0- 0 6) 4- 6- 0 MULTIPLS LOADCABEB -- This design is the WndLod per ASCE 7-05, MWr18/CAC, Van 90mph, ------------ TOTAL DESIGM LOADS ------------ BC FORCE A1C. MM CBI Cr oanpoSite result Of multiple loadcases. 8- 23.0 ft, I- 1.00, Rep.Cat. C, Kat- 1.0 Uniform PLN From PLY To 9- 7 0 0.00 0.08 0.06 B End vertical(a) not designed for exposure Rld Type- anal L- 9.0 ft W- 9.0 ft Truss TC Vert L+D -90 - 2- 0- 0 -90 4- 6- 0 7- 6 -112 0.00 0.10 0.10 E to lateral wind pressure. in END sone, TCDL- 6.0 psf, ECRL- 6.0 psf TC Vert L+D -90 4- 6- 0 -90 il- 0- 0 6- 5 -112 0.00 0.10 0.10 8 This truss is designed in accordance with In-Plant Quality Assurance with Cq an 1.00 EC Vert L+D -20 0- 0- 0 -20 9- 0- 0 a- 4 0 0.00 0.08 0.08 H the 2006 International Residential Code ----MAK. RBACTIONB PER BEARING LOCATION----- sections8502.11.1 and 1602.10.2 and R-Loo SBet Vert Boris Uplift Y Type referenced standards, U.N.O. 0- B- 0 1 679 -142 -183 B Pin Web FORCB Web NORCE 8- 4- 0 1 679 0 -183 B 8 Roll 8- 1 -65 6- 3 287 PROVIDE UPLIFT CONNECTION PER BCBEDULE 1- 7 -347 5- 3 -347 --------GLOMAL MAX DErLECTICNB--------- 1- 6 287 4- 3 -65 LL TL in./Ratio in./Ratio Jnt(s). 6- 2 161 L.Cant. 0.00/999 0.00/999 1 Bee explanation of Repetitive I.Bpan -0.01/999 -0.03/999 5-6 Member Factor, Cr, on B.Cant. 0.00/999 0.00/999 3 reverse side of paper or Boris. 0.01 0.02 NA TBc Form e.14.2007. Long term deflection !actor an 1.50 4-6-0 4-6-0 1 2 3 14.00 -14.00 4x4 8-7-0 3x 316 8-7-0 3-4-0 8-4 3-T0 T 4:6 1.5x4 T 1.5x4 12.00 -12.00 4,6 679#3.50" 679 3.50" 3-8-4 3-8-4 0 CANT: o- 6- 4 -0-0 9- -0 4 0.0 CANT: 0- 6- 4 ZXCEPT A8 BROWN PLATEB ARE MiTek UT20 -0-14) 0-14) Scale-0.1934 WARNING: Enq Job: NO: 326591 READ Ars.NOTES ON THIS esmET. A COPY Or THIS DRANDW TO 88 GIVni TO EEUCTxxo CONTRACTOR. BRAQIKG 1G3111112Net Dwq: TI: D insabdesign ma�w "m-: bbnyo�babbn<wWoLfortla Degnr:BWD Chk: 11/13/2009 um membra.u*a name s.agm.pmvkhm mud b.made to MOM banal WaWas tl.ab I-.stlam fPTTFId M.Wed by ae d-ianm.Addib s b,00�orme ocean viva n.a may be nyutr d dee. .91d FM TC Live 35.0 ps! Lbr DF: 1.15 ep-ub uue.be.oba a�-e�eowos MM69 4mr.Cmw eba tmmw,m a soe.aa at$83 ao,M TC Dead 10.0 •! PIt D!: S.SS Di1w, w.aoo.b 53719:. p Rws-cn-a by;tore Co.,?.A.,$18 aouoma<b Rd Rdemm�MC 37932 MC Live 0.0 ps! 01 .0.: 2- 0- 0 IAC-06/TPI-02/NDS-05 BC Dead 10.0 pef Code: M-Ri8 TOTAL 55.0 a! v5.5.19-0031373 Design: Matrix Analysis Profile Path: F:\trusyobs\326000\326591\RCON\D.prx ✓eV DATE TIME CITY OF ORONO CALLED IN INSPECTIONNOOTT C _D 7 SCHEDULED PERMIT NO. c� COMPLETED ADDRESS 7 zO GAJ ER CO OWN NTR. TELEPHONE NO. &42 5j 7 0 ! 5 DESCRIPTION aoLno. ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAV/GRADING/FILLING Q ❑ FRAMING ❑ MECHANICAL FIN A ❑ LAKESHORE/WETLANDS H ❑ INSULATION ❑ WOOD BURNER/FIREPLACE O El TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT v ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL v ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU:_YES_NO vo, COMMENTS: a j I 0 0 W Q z W W QC Z) d� � UJj ORK SATISFACTORY:PROCEED ❑ PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED ❑STOP ORDER POSTED.CALL INSPECTOR ❑INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on 'te• Inspector. Luz White Copyllnspectoes File Canary Copy/Site Notice S� / /DoE /O TIME CITY OF ORONO CALLED IN INSPECTION NOTIC rl SCHEDULED � / /� /d•`�O PERMIT NO42 ?dC ,MPLETED / ADDRESSl�- OWNER A L CONTR. / TELEPHONE NO. DESCRIPTION ❑ FOOTING ❑ MECHANICAL RI EXCAV/GRADING/FILLING a-WFRAMING ❑ MECHANICAL FINAL El LAKESHORE/WETLANDS y ❑ INSULATION ❑ WOOD BURNER/FIREPLACE Q ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT Q ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP _ ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL v ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU:_YES_NO COMMENTS: W a J O cc O W CC Q Z W z W CC d Wac ORK SATISFACTORY:PROCEED 11PROJECT COMPLETE W ❑CORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY 0 ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY U BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑CITATION ISSUED El STOP ORDER POSTED.CALL INSPECTOR ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on�site- Inspector. `�`� I j 3 White Copy/Inspector's File Canary Copy/Site Notice C5 S DATE TIME CITY OF ORONO CALLED IN 1-22- INSPECTION -22'INSPECTION NOTICE SCHEDULED PERMIT N0P20e9-De 70'8" COMPLETED ADDRESS 72-0 A OWNER CONTR. LUt�C.c �/1-U74 TELEPHONE NO. 6 /2- -7�� '/59 DESCRIPTION ❑ FOOTING ❑ MECHANICAL RI ❑ EXCAWGRADING/FILLING Q ❑ FRAMING F-1MECHANICALFINAL ❑ LAKESHORE/WETLANDS ti ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ TREE REMOVAL Z ❑ WALL BD. ❑ WATER HOOK-UP ❑ SITE INSPECTION Q ❑ FINAL ❑ SEWER HOOK-UP ❑ PROGRESS ❑ DEMO-SITE ❑ SEPTIC MAINT. ❑ COMPLAINT v ❑ DEMO-FINAL ❑ SEPTIC INSTALL. ❑ FOLLOW-UP ❑ PLUMBING RI ❑ SEPTIC FINAL ❑ HARD COVER REMOVAL v ❑ PLUMBING FINAL ❑ FOUNDATION/REMOVAL Z OWNERICONTRACTOR TO MEET YOU:_YES_NO COMMENTS: W a j CICO LL W cc Q Z W z W C Z) & WORK SATISFACTORY:PROCEED 1-1PROJECTCOMPLETE W ElCORRECT WORK&PROCEED ❑ ISSUE CERTIFICATE OF OCCUPANCY ❑CORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTOTAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR ❑ CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor n site: Inspector. .! 7 4 White CopyllnspectoPs File Canary Copy/Site Notice G� .DATE TIME CITY OF ORONO CALLED IN 41 J!�! INSPECTION NOTICE SCHEDULED =4. PERMIT NO. __]�CC'9 --00 7COMPLETED ADDRESS OWNER TELEPHONE NO. CONTRACTOR 3Z DESCRIPTION )� C l eny-) I ❑ FOOTING ❑ PLUMBING FINAL ❑ EXCAV/GRADING/FILLING Q ❑ POURED WALL ❑ MECHANICAL RI ❑ LAKESHORE/WETLANDS y ❑ FRAMING ❑ MECHANICAL FINAL ❑ TREE REMOVAL Z ❑ INSULATION ❑ WOOD BURNER/FIREPLACE ❑ SITE INSPECTION Q ❑ RADON SLAB ❑ WATER HOOK-UP ❑ PROGRESS El FINAL El SEWER HOOK-UP El COMPLAINT ❑ DEMO-SITE ❑ SEPTIC MAINT ❑ FOLLOW-UP ❑ DEMO-FINAL ❑ SEPTIC INSTALL ❑ HARD COVER REMOVAL v ❑ PLUMBING RI ❑ SEP IC FINAL ❑ FOUNDATION/REMOVAL OWNERICONTRACTOR TO MEET YOU YES_NO COMMENTS: cc W CL cc W CC Q Z W W Cr Uj El WORK SATISFACTORY.PROCEED NROJECTCOMPLETE W El CORRECT WORK&PROCEED p�"ISSUECER ATE OF OCCUPANCY EICORRECT WORK,CALL FOR REINSPECTION TEMPORARY V BEFORE COVERING PERMANENT ❑CORRECT UNSAFE CONDITION WITHIN HOURS. ❑ PHOTO TAKEN INSPECTOR WILL RETURN ❑STOP ORDER POSTED.CALL INSPECTOR E-1 CITATION ISSUED ❑ INSPECTION REQUIRED.CALL TO ARRANGE ACCESS. Call for the next inspection 24 hours in advance. (952) 249-4600 Owner/Contractor on site: Inspector.- �=_c � White Copy/Inspector's File Canary Copy/Site Notice