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2015-01486 - Bldg permit application
CITY OF ORONO BUILDING PERMIT APPLICATION FOR NEW STRUCTURES OR ADDITIONS �O A, Mailing Address: Permit number: cab 7 j-O l`. 4-,=VO PO Box 66 Crystal Bay, MN 55323-0066 Date received: / )— - Street Address:' Received by: R P y� 2750 Kelley Parkway Plan review fee: ���• c 3 l44-EsH0°. Orono, MN 55356 e.. t S -o $S Main: 952-249-4600 Total Fee: / 0 7j, . /2- Fax: Fax: 952-249-4616 www.ci.orono.mn.us LCi fy rurn411�- mum( >r This application form must be completed in full and all required information must submitted. p p(v Incomplete applications will be returned. (Please print) GENERAL INFORMATION: _ L--n--,G9 �Z%zi/is Job Site Address: 2 40 g 7 // 11- -/ k ,- -_ Will this be a Parade of Homes, Remodelers Showcase Home or other Display Home? ❑ Yes E No If yes, a special event permit is required with Police Department and City Council approval 60 days prior to the event. Shuttle bus service will be required unless applicant demonstrates sufficient on-site parking is available. Non-permitted events will not be allowed. CONTRACTOR/APPLICANT IN I ORMATIOW.)�l J 4 v p Name: 4,)arwJ, err r (` State License# Co S/l Lf‘--- Expiration Date: 2 0 / (p Phone: (cell) (y I Z 2.Sv —7/ t6 0, (office) e1 Ca ''7`>< �`,, , Mailing Address: 's N'Fe t,_ City: o-��e� ZIP: ---S-3 3 Contact Person: -Q F I= Applicant is: - •ntrac • / omeowner (Circle One) Email and/or Fax: — _\-e Pt- -'aK cf`N y w .a i I • CU-.t PROPERTY OWNER INFOR TION: Name: ,4-et...__ , l Phone (day): Lel Z. - q 7 ir- L4—If Address: ZCe 7 7 L JI--e /,'`''e--- City: c' nen--10 ZIP: 13- --S t / Email and/or Fax ARCHITECT/ENGINEER INFORMATION: Name: Phone (day): Address: City: ZIP: Email and/or Fax: PROJECT INFORMATION: Description of project: ''" e0 _ 1.Type of Project 2. Proposed Use 3. Structure Type 4. Sewage Disposal& El New ConstructionWater Supply ['Single Family with 0 Accessory Bldg./Garage a-Addition attached garage 0 Deck [ Public Sewer Accessory Building 0 Single Familywith 0 Office/Commercial ❑ Relocation detached garage 9'Kesidence ❑ Private Sewer ❑ Other: (specify) 0 Multiple Family/Condo ❑ Retaining Wall(s) ❑ Public 4-feet or greater E Public Water "Any earth movement may also require 0 Commercial 0 Storage MCWD review&permits. 0 Industrial 0 Warehouse 0 Private Well Minnehaha Creek Watershed District(MCWD) 0 Other:(specify) 15320 Minnetonka Blvd ( p �) 1=I Other(specify) Minnetonka, MN 55345 Phone: 952-471-0590 Fax: 952-471-0682 www.minnehahacreek.orq yG Estimated Construction Valuation (excluding land) $ IC/ oo 2 Last Updated: January 2015 STRUCTURE INFORMATION: 1.Structure Dimensions 1. Structure Dimensions(continued) 2. Type of Construction a. Length(ft.)= Number of bedrooms= ❑Wood/Frame b.Width(ft.)= Number of garage stalls: 0 Masonry Areas in square feet Attached = 0 Metal ❑ Pole Bldg. c.Basement= Detached = ❑ ICF d. 1st Story =' 0 On-site Prefab e.2nd Story= 0 Off-site Prefab f. 1/2 Story = 0 Other(please specify): g.Total Area= REQUIRED SUBMITTALS: All of the information must be submitted in order for your application to be processed: Not Enclosed Applicable ❑ 0 Building Permit Escrow Agreement and Fees tam 0 Plan Review Fee Dr- 0 Completed Application Form [� 0 Proposed Building Plans—2 full size sets,to scale and 1 reduced 11 x 17 or 8'A x 11 set ❑ 0 Minnesota State Energy Code Calculations and Mechanical Code Requirements 0 Survey—2 full size,to scale(meeting ALL survey requirements) ❑ 13K Hardcover Calculations ❑ LY Septic System Certification ❑ EY Minnehaha Creek Watershed District(MCWD)Permit or Documentation from MCWD stating no permit is required 0 L� Landscape Walls and/or Retaining Wall Plans ❑ L9' Stormwater Pollution Prevention Plan(SWPPP) ❑ 111-- Access Permit ❑ 0 Data Privacy Advisory Form APPLICANT/OWNER 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; • Understands 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. • Agrees that in the event that weather or other conditions prevent the completion of an as-built survey at the time the Certificate of Occupancy is requested, a temporary Certificate of Occupancy may be issued upon receipt of a $10,000 escrow to ensure completion of the as-built survey and all site Improvements. '1 Applicant's Signature: OA/Date: Owner's Signature: Date: Last Updated: January 2015 Builder Acknowledgement Form 2697 Ethel Avenue / #2015-01486 Builder Permit Conditions Initials Schedule a minimum of one hour for the framing inspection. Erosion control mechanisms must be installed and inspected by the City proper to any land disturbing activities. The contractor must provide a minimum of a 24 hour notice prior to inspection. Erosion control shall be installed and maintained throughout the entire project and must remain until vegetation has been established. Advisory Comments Any changes to the exterior/landscaping improvements, i.e. patios, grading, sidewalks, retaining walls, etc. not currently shown on the approved survey and landscaping plan will require a separate Zoning Permit application to be submitted and approved prior to the work commencing. Any retaining walls that are over 4-feet in height or tiered walls not P separated by twice of the height of the lower wall require engineered plans and a building permit to be submitted and approved prior to construction. W:\Street Files\Ethel Avenue\2697\Builder Acknowledgement Form 2015-01486.docx PLAN REVIEW--CHECKLIST FOR NEW STRUCTURES I ADDITIONS Address: 2 (D ryryqi Gth Pit /kV Permit No.: 2_015 - 0 1 +oG(A0 Description of work: 2-4 5 I DV y ACICi 1 1 aVL Date Rec'd: I t ' E q '15 W0114.1. A' �D,� g-ew .0-1 t/-5-y-- ' 4 7 Septic review by: S t r 'f— vV 01n/ Date Approved: LI Z Zoning review by: CfitkCi Date Approved: l 2- "C7• 6 l14.---i Building review by: vomit Date Approved: 1Z-//09-----'/7�y� Grading review by: N IV Date Approved: (--- Zoning District: LK—I C Zoning File#: Reso#: Reso Date: Zoning: Lot Area: SF/AC Width: Lot Coverage: SF Survey Submitted: 0 No Date of Survey: 5 '(C) . IS Revised date(?): Landscape plan submitted? 0 Yes 0 No Landscaper: Proposed Setbacks: 0o to Fr (Lake Rear(S et) ( N S E W I ( N S E W ) Other Buildings Wetland Side Side Defined Height: 23 , 5Peak Height: A.-)-' FFE: Cr 1 ,I FFE minus 6 feet= 1(O + I (Existing Contour) Perimeter(linear feet) = 50% = L.F. below grade / Basement? El Yes 0 No, /_ Stories FOR A BUILDING WITH A BASEMENT OR CRAWL SPACE: FOR A BUILDING ON A SLAB FOUNDATION: The distance between the lowest proposed Slab at or above grade— ///111 - floor(of the basement or crawl space)and measure from highest existing START WITH the highest point of the roof. START WITH grade to the highest point of the roof even if fill was brought in to elevate home. If you have a... SUBTRACTION • GABLE OR HIPPED ROOF(no Slab below grade—measure (BASED ON windows): Subtract half the distance from highest existing grade to the ,--/ r"..,.-- ROOF TYPE) between the highest point of the roof highest point of the roof. l./ - to the low point of the corresponding If you have a... //;`�"✓ gable or hipped roof • GABLE OR HIPPED ROOF GABLE OR HIPPED ROOF(with SUBTRACTION • (BASED ON (no windows): Subtract half windows): Subtract half the distance ROOF TYPE) the distance between thehighest point of the roof to between the top of the highest the low point of the window and the highest point of the corresponding gable or roof hipped roof • ALL OTHER ROOF TYPES(flat, • GABLE OR HIPPED ROOF mansard,etc):No subtraction. (with windows): Subtract SUBTRACTION Subtract the distance between the half the distance between (BASED ON basement/crawl space floor and the the top of the highest (�% e j Li GI EXISTING highest existing grade adjacent to the of the roof ' GRADES) foundation OR 10 feet(whichever is less). g hest pointL window and the hi OTHER ROOF TYPES • 11° (flat,mansard,etc):No EQUALS Defined building height subtraction. r.--:) r' Defined building height � r tY,� EQUALS Updated: October 2015 z:\forms\plan review checklist 10-2015.docx . Shoreland District MCWD Permit j p '(‘ ��h�.�,k`' Average Lakeshore Setback Bluff /2( Met? Yes 0 No Permit Number: /Yes 0 No 0 N/A ❑ Ye No 0 N/A—see attached Setback: Stormwater Quality Existing Proposed Overlay District Tier Hardcover Hardcover Variance Required CUP Required (circle one) (% and sf) (% and sf) /1' o o ill 23 4 5 N O cf\a Typs): Type(s):• f Fees to be Charged YES NO Permit V Plan Review 1,-- State /State Surcharge 71/— Investigation Fee I/`" SAC—Number of SAC Units V‘ Other(specify) 1.---- Square Footage $ per Square Footage Basement X = $ 1st Floor X = $ 2nd Floor X = $ Garage X = $ Estimated Construction Value: $ 670, too Orono Inspections Required Work Requiring Separate Permits >\ XFooting 0 Site lumbing 0 Grading/Filling ❑ Poured Wall 0 Silt Fence/Erosion Control Mechanical 0 Fire ❑ Foundation Survey 1 0 Hardcover Removal 0 Septic 0 Water Connection ❑ Foundation Waterproofing 0 Other(specify) Fireplace 0 Sewer Connection Framing 0 Masonry 0 Lawn Irrigation }-Insulation Mfg. 0 Landscaping <❑ As-Built Survey 2Other(specify) Final ❑ Lathe Required State Permits ❑ Other(specify) 0 Well lectrical REMARKS (in-house): OFFICIAL REMARKS -TO BE NOTED ON PERMIT AND INITIALLED: See Builder Acknowledgement Form ❑ Prior to release of escrow money an as-built survey and hardcover calculations must be submitted and approved. Updated: October 2015 7.\fnrmc\Nan resuic.nr rharklict I O_9f115 rinry Orono, MN Code of Ordinances Page 1 of 6 Sec. 78-1405. - Nonencroachments. (a) The following shall not be considered to be encroachments on yard setback requirements: (1) Chimneys, flues, belt courses, leaders, sills, pilasters, lintels, ornamental features, cornices, eaves, gutters, and similar building elements, provided they do not extend more than two feet into a required yard. (2) Nameplate signs for one-family dwellings subject to the provisions of article X, division 4 of this chapter; lights for illuminating parking areas, loading areas or yards for safety and security purposes, provided the direct source of light is not visible from the public right-of-way or adjacent residential property and is located at least five feet from the front lot line; public utility poles and overhead lines; mailboxes. (3) Terraces, steps, uncovered porches, stoops or similar structures which do not extend above the height of the ground floor level of the principal building and extend to a distance of not less than two feet from any lot line. Window wells including those for fire egress which do not extend more than five feet from the building. Sidewalks, driveways and parking areas when constructed, located and used in compliance with other provisions contained within chapter 78. Driveways may extend to within five feet of a side lot line. (4) In side or rear yards only, bays or cantilevers not to exceed a depth of two feet nor to contain an aggregate area of more than 20 square feet,fire escapes not to exceed a width of three feet and a depth of four feet, and open off-street parking. (5) In rear yards only, balconies, breezeways, detached outdoor picnic shelters, laundry drying equipment, and recreational equipment except as otherwise regulated; no accessory structure shall be closer than five feet from a rear lot line. (5.1) Retaining walls, subject to the following provisions: a. Retaining walls may be located in all required yards when all of the following conditions are met: 1. The structure is located at least ten feet from the edge of the traveled roadway; 2. The structure is not located within a drainage, utility, or other easement, except upon approval in writing for an encroachment agreement by the city; or similar approval from another regulatory and/or utility agency; 3. The structure creates no impacts to drainage direction, rate or volume for adjacent properties. b. Retaining walls which do not exceed two feet in height above existing grade, which are located within the property and at least five feet from any property line, and for which the amount of imported fill associated with the structure does not exceed 20 cubic yards, do not require a building or land alteration permit. c. Retaining walls exceeding two feet in height above existing grade or for which the amount of imported fill associated with the structure exceeds 20 cubic yards or which are located less than five feet from a property line, shall require a land alteration permit and upon recommendation of the building inspector may require city council review or a conditional use permit per the provisions of section 78-967. d. Retaining walls exceeding the allowed height of a fence in a given required yard shall be about:blank 3/31/2016 Orono, MN Code of Ordinances Page 2 of 6 located so as to meet the required accessory structure setbacks established for that yard. (6) In side yards only, no accessory structure shall be closer than ten feet from any side lot line. (7) Air conditioning or heating equipment may be located within a required yard but shall be located within five feet of the building it serves; shall not be located within an existing or required drainage and/or utility easement; and shall be located at least five feet from any lot line. (8) Fences erected in all zoning districts are considered as a nonencroachment when they conform to the standards listed below. For the purposes of this section, the following definitions shall apply: Permanent fence. A fence that is installed in a fixed or enduring manner that is not intended for a seasonal or temporary purpose. Temporary fence. A fence that is not permanently secured or anchored to the ground by posts or affixed footings, and is installed and removed on a limited term or seasonal basis such as: snow fences, garden fences, seasonal recreational fences such as hockey boards; fences installed for safety or access management purposes for special events; and fences installed for the duration of a construction project such as silt fences, erosion control bioretention logs, and septic drainfield site protection fences. Fence height. The measurement from the top of any part of the fence, including posts or other structural supports, lattice, ornate top design elements, and so forth measured to the existing grade below the fence, as measured perpendicular to the slope (see Drawing). Exception: Post finials extending above the top of the fence shall not be deemed as part of the fence for height determination purposes as long as they do not exceed ten inches in width per finial and do not extend above the top of the fence by more than ten percent of the allowed maximum fence height at that location. Drawing: Fence Height Measurement on Sloped Site about:blank 3/31/2016 Orono, MN Code of Ordinances Page 3 of 6 AAS air PEAle 11111 I. FENCE WiGfir/ a. Nonlakeshore lots. Fences and walls within a required front yard or side street yard shall not exceed a about:blank 3/31/2016 Orono, MN Code of Ordinances Page 4 of 6 height of 42 inches above original grade. 2. Fences and walls within a required rear or side yard shall not exceed a height of six feet above original grade. b. Lakeshore lots. 1. Fences within the required street(rear)yard or side street yard of a lakeshore lot shall not exceed 42 inches above original grade. Exception: A fence not exceeding six feet in height may be located along the street lot line of a lake frontage lot which abuts a major thoroughfare. A major thoroughfare for purposes of this section means any county road or state highway. If such fence involves fill or berming, the total combined height of both fence and fill shall not exceed six feet above the height of the crown of the major thoroughfare. 2. Fences within the required side yard of a lakeshore lot shall not exceed six feet in height, and shall not exceed 42 inches in height for any portion located lakeward of a line drawn between the most lakeward projection of the fence owner's principal residence structure and the most lakeward projection of the principal residence structure on the adjacent property abutting the side yard in which the fence is located. 3. Fences shall not be constructed within the defined lakeshore yard of a lakeshore lot, i.e., shall not be located within 75 feet of the shoreline for general development lakes, 100 feet for recreational lakes, or 150 feet for natural environment lakes. 4. When the building site of a lakeshore lot is separated from the lakeshore by a public or private road, the following definitions will apply for fence location purposes subject to the provisions of section 78-1405(a)(8)a.2:When the yard on the opposite side of the building site from the lake does not abut a street, such yard shall be considered as a standard rear yard. The yard between the building site and the street shall be considered as a standard front yard. c. Special provisions. Split rail fences of no more than three rails within a required front, street or side street yard may have a maximum top rail height of 48 inches above original grade. Board rail fences within a front, street or side street yard for the specific purpose of enclosing permitted domestic animals may have a top rail height of 60 inches and shall be no more than 50 percent opaque. d. Intersection sightline obstruction prohibited. No fence shall be installed so as to obstruct a required clear view at street intersections as required by section 78-1371. e. Fence construction and maintenance. 1. The owner of a fence shall maintain it in a condition of reasonable repair and appearance and shall not allow it to become or remain in disrepair or in a dangerous condition. 2. Fences shall be installed with the finished side facing neighboring properties or the street. The term "finished side" means that side having no structural supports. 3. Fencing materials shall consist of permanent all weather products. 4. Temporary fencing shall not be allowed to remain on the property following final inspection, or issuance of a certificate of occupancy for a permitted construction project, or protection of property during a similar project or winter conditions. Winter about:blank 3/31/2016 Orono, MN Code of Ordinances Page 5 of 6 conditions shall be defined as October 15 through March 31 of the following year. Temporary fencing associated with a special event shall be removed within seven days of the end of such event.Temporary fencing materials shall not be allowed to remain on a permanent basis on a parcel. 5. Existing fences that are legal nonconforming as to location, height, design or other characteristics may be replaced in kind. (9) Entrance monuments, defined for the purpose of this section as a nearly permanent physical structure or object, natural or artificial, used to depict an entrance to the property, erected in all residential zoning districts are considered nonencroachments when they conform with the following standards: a. Each monument, with a maximum of two per approved driveway access, shall be limited to a single pillar with a footprint measuring no larger than 25 square feet and no length to exceed five feet; b. The monument must be setback a minimum of five feet from all property boundaries and never fewer than ten feet from the edge of the paved, traveled roadway; c. Plans and/or elevation views of the proposed monuments are required to be submitted for approval by the planning director; d. All signage proposed for the monuments must comply with section 78-1467; e. The monuments are limited to eight feet in height including any appurtenances. Any monument exceeding the maximum height must meet principal structure setback requirements; f. When more than one monument is proposed, and serving two or fewer residences, a minimum horizontal width of 16 feet is required between them; g. When more than one monument is proposed, and serving three or more residences, a minimum horizontal width of 22 feet is required between them; h. Lighting is allowed, in conformance with section 78-1573 and at the discretion of the planning director. i. When a gate is'proposed, the following requirements must be met: 1. The gate must open into the property not outward towards the right-of-way, and 2. Gates serving two or fewer residences shall have a minimum horizontal width of 14 feet in the full open position, and 3. Gates serving three or more residences shall have a minimum horizontal width of 20 feet in the full open position, and 4. For all properties, gate height may not exceed the height of the monument, measured from grade, unless principal structure setbacks are met(if monuments are not proposed then gate height shall be regulated in accordance with the fence height regulations of section 78-1405(8), and 5. Gates must maintain an opacity level of no greater than 25 percent, and 6. For locked and/or secured gates a knox box, meeting the standards set forth by the police and fire department, must be provided for emergency access, and 7. On major thoroughfares the monuments and gates must be located 40 feet from the paved, traveled road to allow for vehicle stacking. A major thoroughfare for the purposes of this section means any county road or state highway. about:blank 3/31/2016 Orono, MN Code of Ordinances Page 6 of 6 j. A building permit is required for installation. A survey must be submitted depicting where the monuments will be placed, and the property corner pins must be located for inspection purposes. (b) The following shall not be considered to be encroachments on structure height requirements: (1) Parapet walls that extend no more than three feet above the height of the building. (2) HVAC cooling towers. (3) Elevator penthouses. (Code 1984, § 10.03(15); Ord. No. 211 2nd series, §§ 1-5, 11-26-2001; Ord. No. 12 3rd series, § 1, 5-24- 2004; Ord. No. 30 3rd series, § 1, 11-28-2005; Ord. No. 43 3rd series, § 1, 2-25-2008; Ord. No. 106 3rd series, § 22, 6-10-2013; Ord. No. 139 3rd series, § 1, 2-23-2015; Ord. No. 140 3rd series, § 1, 3-23-2015) about:blank 3/31/2016 a Certificate of Survey Legend • • Found Iron Monument x 000.0 Existing Elevation Prepared for: D an b erry Building Corp. 'Ly 3 '-. osr co ii oo^• - ;os'r o.. o� e r .Q)l `\ `` to � o o1O, o o F-9�o � 'rte+ jS �i> >t Site Address: COpy 2697 Ethel Ave Orono, MN 55391 • \\`S. �/ �� Cn /' \sc '`P / / /1 Benchmark: Top of water of Lake Minnetonka (located on 4-21-15) / Elevation = 928.61 (per Minnehaha Creek Watershed District) / / / / / / / / / / I / / I / / I / / I N0 / / I l' / / ,(00 /' Q•�,// cb Tract C / ,' �;,°�' ' / �� / $a,=966.1 / / �,•. 16.3 / / 03 Stoop---� �' / / & Step \ If 969.8 F / / Q , /� • S? s6, x 966.5;kJ / / Tract 970.6x4k e Q re / / ♦ r ►� o A ,\/%j I Certificate of Survey Legend • Found iron Monument x 000.0 Existing Elevation Prepared for: Danberry Building Corp. ti� - v mos 0 „-p. W �� o 30 1:6 , a� .ie J Phi • • f 6 P t " pita Address: 2697 Ethel Ave eft'., Zc�� Orono, MN 55391. 07:, -dr �/ O oz / r \ Yr / / N / Benchmark: Top of water of Lake Minnetonka (located on 4-21-75) / • Elevation = 928.61 (per Minnehaha Creek Watershed District) / / I qtA6 ' , , $0 i / / / / ,z,I 1, A, ,/ / . , )s, �. / (f2rOL g`, / 4/ r t C / .\t4/ / .oI, / Sts968.1 / / / / 03 Stoop--_. `a 969.8 3`1 F • / / & Step 1 � .W ,,. `. ,/ .. .ss x 966.5 // // pl 970.6x !•,tlI / .�co�� , c, Tract A ��°'0 'him@ J x 9938 / / N ' 0C., .*"ca`962,3 I // C / Tract �" D %ii /�' eiruminau'� :� `/ 969.8x 968.9 .�4;,'•.. Driveway/ f`` Ste. / 467.. ..31 x 952,f 4 1 `-\` i �-- / ry��c 968.8 / �P, f--P.O.B 6 / S'ly cot 11 Retaining Wall- O of Tract C go ss6.r x // o°' X43. // / . ... stifeetc sr,.14.r cv iir7 � / 51611 eosJ / f of / reit!, / `.® y / ,, 47° / -, / Boundary Descriztion (supplied by client) Tracts 0 and E, REGISTERED LAND SURVEY NO. 0115 Hennepin SCALE • County, Minnesota, also that part of Tracts A, B and C o �s so 60 described as beginning at the most southerly corner of Tract C; thence northwesterly along the southwesterly line thereof 15 feet; thence northeasterly to the most northerly corner of Tract B; thence southeasterly to a point in northeasterly line of Tract 1 inch = 30 feet A distant 5 feet southeasterly from the most northerly corner thereof, thence southwesterly to a point in northwesterly line of Tract A distant 15 feet southerly from most northerly corner thereof; thence southwesterly to point of beginning. Bearings based on assumed datum. r SCH�B�,.,/ aORG I hereby certify that this certificate of survey was Job Number. 7974 !, prepared by me or under my direct supervision and Book/Page: LL • that l am a duly Registered Land Surveyor under the - LQ D SERVICES laws of the State of Minnesota. Survey Date: 4/21/15 Drawing Name: danberry.dwg INC.. of— - Drawn DAISb . Y CKelly L Brouwer Revisions: 763-972-3221 8997 Co. Rd. 13 SEZ01S www.SchoborgLand.com Delano, MN 55328 Date: , _ Registration No. VEO NUV I Zu15 CITY OF ORONO CITY OF ORONO Street Address: Mailing Address: Telephone(952)249-4600 yF ti 2750 Kelley Parkway P.O.Box 66 Fax (952)249-4616 4kLSH0 - Orono,MN 55356 Crystal Bay, MN 55323 www.ci.orono.mn.us November 23, 2015 Jeff Danberry Danberry Building Corp 5413 Manitou Road Tonka Bay, MN 55331 Re: Building Permit Application#2015-01486 2697 Ethel Ave On November 19,2015 the City received a building permit application for a second story addition at 2697 Ethel Avenue. Staff conducted a preliminary review based on the information provided and recommends the following items be submitted or revised in order for your application to be considered complete and for the plan review to continue: 1. Certificate of Survey. The survey submitted is not to scale. Please provide two copies of an updated,full size certificate of survey which meets all of the City's survey standards (enclosed). 2. Erosion Control. Even though this is a second story addition, we believe it is likely that the soil around the house will be disturbed and will require some erosion control measures. Please have the erosion control measures shown on the survey. 3. Building Plans. The building plans submitted are not to scale. Please provide two full-size copies of the building plans. 4. Escrow&Escrow Agreement. Permits involving grading and/or review by the City's engineer require submittal of an escrow and an escrow agreement. The purpose of the escrow is to guarantee reimbursement to the City for out-of-pocket costs incurred during the review of your plans. Additionally this escrow will guarantee conformance with City Code Chapter 79 relating to erosion control and stormwater. The required escrow amount for this project is$700. The escrow agreement is enclosed. The property owner must sign the escrow agreement and submit a check for$700. 5. Minnehaha Creek Watershed District (MCWD). Your project may trigger the Minnehaha Creek Watershed District's (MCWDs) permitting requirements; please contact the MCWD directly at 952-471-0590 regarding your project. Please note,the City of Orono will not issue a building permit without a copy of the MCWD permit or documentation stating the proposed project does not trigger any of their permitting requirements. The above information is required in order for the plan review to continue. Please feel free to contact me at 952.249.4620 or by email at cmattson@ci.orono.mn.us if you have any questions on the above requirements. Sincerely, CITY OF ORONO p C1��rlrw ' 1Vla Christine Mattson Planning Assistant c Jeff Danberry via email Marc Cohen; 2697 Ethel Ave;Wayzata, MN 55391 Roger Peitso, Building Official enclosures Hennepin County GIS - Printable Map Page 1 of 1 Hennepin Interactive Property Maps Map y , ''s -.--• -`' -'''', . ,, 1, 1- .,-.9:. , . _ ,, .... , 0- ,..k: - 0 ,,,,. '''..'...'f ,- , rL �A rr �e w • why 7 b , •p ro 'i Fig , �L 4 ....' , • -• v r - • ,�� ;}.. _ p,', t , I(, t+" , lid e* �... - r jr/ :1d4 ' a p ,IC'' 9. `�T ' . •- , l Y .,fib., 4 , rik z' pF • .ai ^ • 1 G'ibi .i.t + �'k . a.t ! P . _ ro rt ,,,,,„. * I! ` *1, :'!It._ a ` 'y. --`*AilW thi:-- --:, -:-.1/4- : % �•4y y e . Jr - ,, k Parcel 20-117-23-24-0045 A-T-B: Torrens Map Scale: 1"= 100 ft. N ID: Print Date: 11/20/2015 • Names Marc Cohen& Iry Cohen M OwneTotaelt $275,000 Parcel 2697 Ethel Ave Tax $4,222.74 Address: Orono, MN 55391 Total: (Payable:2015) Property Sale Residential Lake Shore $175,000 Type: Price: This map is a compilation of data from various sources and is furnished"AS IS"with no Home- Non-Homestead Sale 06/2011 representation or warranty expressed or stead: Date: implied,including fitness of any particular purpose,merchantability,or the accuracy and completeness of the information shown. Parcel 0.35 acres Sale Warranty Deed COPYRIGHT©HENNEPIN COUNTY 2015 Area: 15,172 sq ft Code: 1 A Think Green! https://gis.hennepin.us/Property/print/default.aspx?C=451196.18150280683,4975180.461... 11/20/2015 Melanie Curtis From: Jeff Danberry<jeffdanberry@gmail.com> Sent: Thursday, December 03, 2015 10:03 AM To: Melanie Curtis; Marc Cohen Subject: Fwd: FW: Cohen/ Danberry Attachments: MROOF_Engineering.pdf; ROOFTrussLayout.pdf; FLRTrussLayout.pdf; MFLR_Engineering.pdf Forwarded message From: Gebhart, Brian <BGebhart@schererbros.com> Date: Thu, Dec 3, 2015 at 9:34 AM Subject: FW: Cohen/Danberry To: "Jeff Danberry (jeffdanberry(agmail.com)" <jeffdanberry@gmail.com> Here is the layout Let me know what you think BG From: Jim Boruff[mailto:Jim.Boruff@littfintruss.com] Sent: Thursday, December 03, 2015 8:54 AM To: Gebhart, Brian<BGebhart@SCHERERBROS.COM> Cc: Tony Lachermeier<tony.lachermeier@littfintruss.com> Subject: Cohen/Danberry Attached is the floor and roof truss layouts. Please forward to the builder for review get back to me with any questions or concerns. Please follow up with a scheduled delivery date for the truss delivery. Jim Boruff Littfin Truss Co. I PO Box 666 I Winsted, MN 55395 Tel: 320-485-3861 I Fax : 320-485-3000 Dir: 320-485-3022 Jim.boruff(a�littfintruss.corn I www.littfintruss.corn 1 L ITTF1 SO Anniversary Servicing the Construction htd"ustry since 1962 Jeff Danberry Danberry Building Corp 5413 Manitou Road Tonka Bay, MN 55331 cell: 612-250-7100 office: 952-474-5990 fax: 952-474-5992 ieffdanberry@gmail.com 1 = 2 1140240 I�SHT0 TO CEOF � O o OF 1 d - SHTD TO SA FACE OF GIRDER 1Lµ ,_, 2 Bo EO Co ©g _ E G San. Wit O . g eess 0 0 X2 SES 8 t 6 t 6 < < <n 'm M yyCt M 68gg [�}Bf E 0 .p4y'ee C 2-00.00 2-0E00 4 . T 11 ff II 11 - - a o s/) '-Cfe° ;1)_�f. _6_ EDGER BOARD ATTACHED TO I34 ML w LC) L FLOOR BEM EACH SDE OF 7 RI: E C LG A ROOF MONO TRUES _ LL N-- ri `-- ...--G...."— 4/12,6/12&8/12 EXTERIOR PITCH 8- 16"OVERHANGS p'm m� C O i ()BL E C -12 •"DEDUCT FOR SHTG. ' e Y 24"o.c.MAX SPACING f 35-10-10 STD.LOADING S% O. U n S1S E O t O= = 0 's R, E G ROOF TRUSS LAYOUT NOTES: s w la j 0 DIMENSIONS SHO /RE TO FACE OF SHEATHING. •'‘,; —I J D TTUS.S ARE TwLD RA.1T FOR SHEATHING AT j 5 V! N EXTERI3.REFER TO LIT..DETAIL SHEET FOR 120000 Oi 0 f 0 DETAILS FOR PROPER NAILING CONECGON. I.REFER TO iMIN0UAL ENGINEERED TRU00 11010NGs Las TRUSS BRACING REQUIREMENTS AND NOTES !< m p CD D3=y 144 C -.--- D LAYOUT TRUSS HANGERS w of V L pO =AIB FACE MOUNT :4 A'N U > O ''o ii ii W Q D IPAIN sANwa+uELm Ew aF MwuFACTURBo muss iii i F Z W C pE THELEFT AT OF.Tt ONTIE a7T I E Eeg� = m QB D pEfi Y 0 -3 NO 0 6 €aP 2112 D 3-it'8 Pill ilii n 0 „al 3$! 0 o or 3 1 D he nu Q Dliii ROOF TRUSS LAYOUT "s"�- �Ey yE II>t F�-8lpfs Scale n.t.s mg E. g'' 11 6 0 c o XI - ,,, c c , U c c- f§ UU ;C) � FLUSH 3 PLY It LVL BY LirrFIN 6Y, Cl) '11''171h 9p� - Cl) q==.=.�LUSH 2 PLY 31 7 S li BY ,:N JI _ _ _ __- I I 8 R A 8 A R o 8 p Onim"= F-1LUSH 3 PLY�_2. __a _ _ __ C ) tl t3 t t� LVL BY N Z$ w.1 F a > p m m m m m m n m it.ma a@ a a a a a s ter o.o. sHrG TO W SEAM 7 o Tees bpatlng $ ®$8 a W N s 4 -. TA t Q Bi °3g 9i-l� $2444 pgp ii _ Og°g 2lig pp Ellam �o S m F a ;Eo $ 0 £ oose b g4N bb ' m!g Alig 9� £l !,gi % H ' i gg g g «§ $g THIS IS A TRUSS PLACEMENT DIAGRAM ONLY.These[rasa ere designed es ndividel Wading components to b. Shop Drawing Approval ...Prod into the building a.ign et the epciwton oft.,budding dear..Seo individri asps.Mets for each true. THIS LAYOUT IS THE SOLE SOURCE FOR FABRICATION OF TRUSSES AND VOIDS ALL PREVIOUS ARCHITECTURAL OR OTHER TRUSS design Iar1YNd on the placement dre0dng.The building designer is responsible for rmryon,or pmwnnt Mecng of dw 5005 LAYOUTS.REVIEW AND APPROVAL OF THIS LAYOUT MUST BE RECEIVED BEFORE ANY TRUSSES WALL BE BUILT.VERIFY ALL end roor.yabm and fort.ow5.11.......ma"air 05 Ce bun suppn stn.Wre indodng h.aan,bean:,xaa,and CONDITIONS TO INSURE AGAINST CHANGES THAT WILL RESULT IN EXTRA CHARGES TO YOU. velums Is the rnpore bulty of the building designer.For general guidance regarding bmarg.censub'Bradrg of rod Ursa' .nieble from the Trus.Pleb Inibute.583 D'Onibo Drive.Madison.WI 53179 Approved By: Deb'. USTOMER:Scherer Bros. Lbr.-Hopkins OB NAME: Cohen/Danberry O # 421056 FLR Yui edL.�Aww Weir Pile SSNS '697 Ethel Ave ESIGNER:JIM BORUFF FLOOR T T F I 030403.0061 10 DrFec t W rono,MN F Ur: 00.00 Spacing: 1.03 www.111Blnbgn.oam lice: W.W 3penng: • 55,00 sign Dfi:r IRCPRIV IRC-06 obi(P5F)55.00 .iT Duda:IRC • r i t Jeff Danberry <jeffdanberry@gmail.com> cohen Nick Hanson <nick@hansongroupmn.com> Wed, Nov 18, 2015 at 1:33 PM To: Blaine Kemp <blaine@signaturedesignbuildmn.com>, Jeff Danberry <jeffdanberry@gmail.com> Roger stated that he's not sure what he needs due to the fact that he hasn't gotten a full set of plans and he thought I was reviewing the plans to determine if any issues were needed. I propose that you send me the truss engineering, and I will note the bearing locations for the girder trusses on an engineering plan and then you can submit all of it together for permit. Please send the truss engineering to me. Thank you Nick Hanson Structural Engineer The Hanson Group LLC 01113 Cell: (612) 708-3572 www.hansongroupmn.com 3407 Kilmer Lane North Suite#4 Plymouth, MN 55441 [Quoted text hidden] Qt./01M //j/7/6 6W6641."/).— RECEIVED NOV 19 2015 CITY OF ORONO Gm Jeff Danberry <jeffdanberry@gmail.com> 2697 Ethel Ave 4 messages Melanie Curtis <MCurtis@ci.orono.mn.us> Tue, May 19, 2015 at 9:57 AM To: "bkemp@kempdesignllc.com" <bkemp@kempdesignllc.com>, Jeff <jeffdanberry@gmail.com> Blaine &Jeff Sorry for the delayed response. The side of the home facing Ethel is technically a side street and the 15'setback will be measured from the edge of the road. Based on your survey it appears the house is between 28'from the south lot line where a 30' rear setback is required. See attached. Can you move the addition back to meet 30'on that side? Melanie Melanie Curtis, Planner Direct 952.249.4627 Planning & Zoning Office 952.249.4620 2750 Kelley Parkway, Orono, MN 55356 Email: mcurtis@ci.orono.mn.us Website: www.ci.orono.mn.us SKM_C654e15051908570.pdf 77K Jeff Danberry <jeffdanberry@gmail.com> Tue, May 19, 2015 at 10:18 AM To: Marc Cohen <Mcohen@bearence.com>, "<bkemp@kempdesignllc.com>" <bkemp@kempdesignllc.com> we need to make the bathroom/closet a little smaller- no big deal we will start with elevation drawings \ 14'-6" \ 20 \ 9' \ \ 14'-6" \ 20' 9' _ _ _ \ 2520FX 2368 it 2520FX 2868 254504 - ' / A-- _ / /' _ L c _ ! -— '_545DN �_ / 111 i. to F7i r ;� A T f KITCHEN / ' ¢ KITCHEN BEDROOM 244 sq ft i7 245 sq ft 128 sq ft / .7*-'‘.- x - BEDROOM ;71- ( r �--�. 4 E1 " 128 sq ft , DN_ - 'Ed \ l0'-8" , 2,-10°,� 5, .,�3,_, '-=z�„ \ 10'-8" -$4.2.-10„�N 5.� ` 3�— l� _ / - 11 �N 7_ _ � _ _ OFFICE g i M 108 sq OFFICE / 1 - UP 4 - � ( 108 sq ft \ 1 HALL M LL ` HALL Y 566eq ft 1 53sgft 7., r as / I , FAMILY I�1� BEDROOM / 248 sq ft FAMILY - I LL sq BEDROOM §, 247 sq ft 1 \ J� I '7' 171 sq ft I 14'-1" I 2'-5" . 16'-3" /— 14'-1" .2'_5" 16'-3" / I c \ I E // ��I�. 1668 6368 / 2545011 2545011 / 11 r 1868 8368 / 2545011 254504 l' L. LIVING y qft LIVING I ;.,' t rt 327 sq ft �4 24 1 - \ 4'-6" \ \ 4-6" \ 1—_I1- 1i-� / / 3045011 6045FX 3045011 1 / 354504 60450X 2045011 / DECK 531sgft DECK a / 531 sq ft \ 19-4 \ \ 19-4 \ A EXISTING MAIN FLOOR LAYOUT g PROPOSED MAIN FLOOR 1 SCALE:3/16"=1'-0"(18"X24") 1 SCALE:3/16"=1'-0"(18"X24") NEW EXISTING j R :inventjo uJrhome B itdin Cor . if RECEIVED COHEN RESIDENCE NOV 1 Q 2015 2697 ETHEL AVE I ORONO,MN 55391 11/16/2015 CITY OF ORONO ane 11 1111 4 r / r_i______, PREINE _OR TT.B. _ 7m Eh _ _ _ r_____ 1 5'-8" _4/12 _ o- 4 • 3 2 V ) K . I PRE-ENGINEERED < ;HALL - - ---- - -- MONO TRUSS T.B.D m 150 sq ft -- Z o- _... re MAIN FLOOR BELOW o 1 ( 1 L ' V 1'-2„ 1 - 1 ll-- 1 r. M.. o .O fi ---- • 6 I 2Pb8 / / o I I I SI ... MONO GIRDER U " M FRT 1:1000 U 11Q J1U OHIO DE W.I.0 48 sq ft< . MAS3ERBBATH '0, I % - - � ��� [HIE DAD ���� ft I I I a ---- 171 / E.4 B / pp B PROPOSED FRONT ELEVATION 42.X72' s MECH `r 2 SCALE:3/16"=1'-0"(18"X24") ® / \ 37 sq ft wH / -/ J \—/ / MI 5.-10" .i, 3'41" p _ 9'-8.. \ 4' \ 6'-8" 8/12 ^+ 8/12 ___.,-----1 / Lt V rt MASTER SUITE a _ - _e z 459sgft l PRE-ENGINEERED t FLOOR TRUSS TB.Dgo6/12 -- 4/12 —PRE-ENGINEERED V MI 6/12 ROOF TRUSS T.B.D ■ ■ rm.` / / - 41123F% 2023FX 41138FX U DECK BELOW - ■I► • a za a° ■ 0111111111111111 ` , A PROPOSED 2ND STORY ADDITION PROPOSED REAR ELEVATION -- 2 SCALE:3/16"=1'-0"(18"X24") SCALE:3/16"=1'-0"(18"X24") :int your home (g 5:01 # BuildingCorp. ' COHEN RESIDENCE 2697 ETHEL AVE ORONO,MN 55391 L 11/16/2015 ._ ...8/12 _ _.... _ 8/12 SMI. 6/12. 1 ii A PROPOSED LAKE SIDE ELEVATION 3 SCALE:3/16"=1'-0"(18"X24") 8/12 8/12 4/12 6/12 { - ONO RE:Invent-your home /g5aNA6'e()(4(y B PROPOSED SIDE ELEVATION Buildi3 SCALE:3/16"=1'-0"(18"X24") n g p COHEN RESIDENCE 2697 ETHEL AVE ORONO,MN 55391 3 11/16/2015 ASPHALT SHINGLES -1/2"ROOF SHEATHING R-40 BLOWN INSUL PRE-ENG ROOF TRUSSES 24"OC ASPHALT SHINGLES 4MILL POLY 12"ROOF SHEATHING 5/8 DRYWALL R-40 BLOWN INSUL PRE-ENG ROOF TRUSSES 24"OC 4MILL POLY �///��/�\\ 5/8 DRYWALL �V�,� 1/2 DRYWALL — 1/2 DRYWALL 4 MILL POLY 4 MILL POLY ` 2X6 STUD 16"OC =21 p 2X6 STUD 16"OC R19 BATT INSUL. : Z R19 BATT INSUL. z 1/2"WALL SHEATHING -. .-.. o, d 1/2"WALL SHEATHING - - TYVEK/SIDING u TYVEK/SIDING / U I1IIIIIIIIIIIIIII I , , — - `_ 0,/ _EXISTING . .-.. —— - _ -_/ II8`JI 14'I —_=EXISTING MAIN FLOORI / -5/8"DRYWALL = � I ��� EXISTING MAIN FLOOR /' PRE-ENG FLOOR TRUSS _ ISI Ill 5/8"DRYWALL - - (SIZE/SPACING T.B.D) _ PRE-ENG FLOOR TRUSS — = 3/4"T&G SUBFLOOR (SIZFJSPACING T.B.D) EXISTING - \ FLOOR FINISH — ��--__ o 3/4"T&G SUBFLOOR — - i = FLOOR FINISH 11 _. 7 11 -1 ��= - �_ CI L1 _ 1 - EXISTINGI I EXISTING - EXISTING - 11111.1111 EXISTING II • LJ ( I I - _ A CROSS SECTION g CROSS SECTION 4 SCALE:3/16"=1'-0"(18"X24") 4 SCALE:3/16"=1'-0"(18"X24") ASPHALT SHINGLES = =1/2"ROOF SHEATHING —2X8 RAFTER 24"OC - II1 r _R-40 BLOWN INSUL —PRE-ENG FLOOR TRUSS 4MILL POLY RIDGE BEAM 5/8 DRYWALL ---'-"A 1111111 111111111111111 -- - 1 1 1 1 1��1 1 1 - EXISTING 111111111 EXISTING 111° %I 1111 I 1 415.":1411436167 - BuiId ngCorp. C CROSS SECTION COHEN RESIDENCE 2697 ETHEL AVE 4 SCALE:3/16"=1'-0"(18"X24") ORONO,MN 55391 4 11/16/2015 • Certificate •of Survey Legend • Found Iron Monument x 000.0 Existing Elevation Prepared for: D an b erry Building Corp. 2• 0 00 c'o„ o�0 o" o oc>,oc� e l 9`� Q �: \ ' \ 6) \\ \\, to OFIONO 1'•o1, 11 Site Address: ©pr ��o �4� � , 1 2697 Ethel Ave t� Orono, MN 55391 • N7 —8 O / /' !1 ': / / /I Benchmark: Top of water of Lake Minnetonka (located on 4-21-15) / Elevation = 928.61 (per Minnehaha Creek Watershed District) / / / / / / I / / I / / / / I / / NYY / / AI , ) // ooh// f �ry� // tk'// Tract C / Qi. / a� / in ,-S'6,<,,966.7 / / •• 76.. / / 03 Stoop---, --, '• 969.8 3F f6 // I/ & Step I/ • ;2S x 966.5 in 970.6x ''!ryk s. �, : s�co /' Q�/' Tract A N .o . _zi h'ri,_ .. pJ x 963.8 / / '�. Cityof Orono (o 0 '/ 4(/•Z,o��°'�i: N /' CJ/' Planning & Zoning i- ;n Review 38.0 ~ 4C� /GC0 te•t. x �� / 0/ 3/k F i 6 0 9 3 1 / �� / Site Plan Review Date: Z'11 Tract D :�f 6 Bituminous / :r /// • DrivewayI 'APPROVED t .it'st • 9 `S0 . / 968.9 ;:, :R 45;4.,. / ' ss9.a x ". "� / / 0 APPROVED WITH REVISIONS (see notes) i Ci1'` "•ell x 962. v . / `� 967.• b J---P.o.B 0 DENIED ?x 968.8 / ae / S'ly car. r�/� ' U n+�_ v Retaining Wall— N. O / of Tract staff: C��,�N1NI _ 96644c, .1 x // ` 1� / / c 0 / �' �)of S J ''' I/ NOV 3 G 2015 / / / CITY OF ORONO Boundary Description (supplied by client) Tracts D and E, REGISTERED LAND SURVEY NO. 0115, Hennepin SCALE County, Minnesota, also that part of Tracts A, B and C 30 0 15 ao 60 described as beginning at the most southerly corner of Tract C; thence northwesterly along the southwesterly line thereof 15 MirlIMMIIIIIMINIM feet; thence northeasterly to the most northerly corner of Tract B;; thence southeasterly to a point in northeasterly line of Tract 1 inch = 30 feet A distant 5 feet southeasterly from the most northerly corner thereof; thence southwesterly to a point in northwesterly line of Tract A distant 15 feet southerly from most northerly corner thereof,- thence southwesterly to point of beginning. Bearings based on assumed datum. L7L 974 SCHOBORG I hereby prepared certifybyme Thatorunder this certificatedirect of survey was my supervision and Book/Page:JobNumber.• that I am a duly Registered Land Surveyor under the LAD SERVICES laws of the State of Minnesota. Survey Date: 4/21/15 �� Drawing Name: danberry.dwg INC i `' � Drawn by. DMS /Kelly L. Brouwer Revisions: 763-972-3221 8997 Co. Rd. 13 SEI ' Z6 www.SchoborgLand.com Delano, MN 55328 Date: r IAN I 1 Registration No. 48328 t Zc/47 6-The I AVQ- 2oUI5- c 4S.o • 2 5+61y AO A� EXISTING MAIN FLOOR LAYOUT SCALE: 3/16" = 1'-0" (1811)2411) STAIRS 7 3/4" MAX. RISER 10" MIN. TREAD 6'-8" MIN. HEADROOM r..-- IP rovided AT LEAST ONE HANDRAIL REQUIRED '? � tmiitecl, Cpw t%era ata n treaws does not GUARDRAIL OPEN SIDES t ,v 613, spbe pettia .y .� MAINTAIN MINIMUM OF 36" WIDTH OF HALLWAYS AND STAIRWAYS HALL 53 sq ft m 2669 X= FAMILY = BEDROOM 248 sq ft 171 sq ft 0 ~A 14'-1" 2'-5" 16-3" x Q N Y1868L 8368 2545DH 2545DH oc oc N ck ippabie handrails8° high. l-114" - Z' (i'ia. n 1-112" to wallto wall or Post. a LIVING 36" minimum Guard height, 610 427 sq ft openings less than 4". Elevation 10 4'-6" 3045DH 6045FX 3045DH DECK 531 sq ft 19'-4" PROPOSED MAIN FLOOR f' SCALE: 3/16" = F-0" (18"X24") �® NEW EXISTING Approved numbers or address shall be provided for all ne1w buildings in such a position as to be plainly visible and le0i't)'a from the street b't toad frarAing a a � N CRY 14'-6" 20' 4' Site P1a Review Date: l Z't7 5 �P 'RL VED p APP VED (see notes) 14'-6" 20' 9' D Staff. 2520FX 2968 DEC 16 2015 2520FX 2968 NJ102545DH 10 CITY OF ORONO N 2545DH x Q Reviewed for Code Gomp iztsc@Cita of orono Lb - KITCHEN Date / l - KITCHEN I BEDROOM N M o 244 sq ft _ Revievar- -- _ _ - .....� r _ 245 sq ft I 128 sq ft 01®� N BEDROOM 128 sq ft 01, D D D w 10'-8 2'-10" 5' 3' _ 0 2-10" 1'8" N . AM 011, ijy N aM E OFFICE Mri - q ft A� EXISTING MAIN FLOOR LAYOUT SCALE: 3/16" = 1'-0" (1811)2411) STAIRS 7 3/4" MAX. RISER 10" MIN. TREAD 6'-8" MIN. HEADROOM r..-- IP rovided AT LEAST ONE HANDRAIL REQUIRED '? � tmiitecl, Cpw t%era ata n treaws does not GUARDRAIL OPEN SIDES t ,v 613, spbe pettia .y .� MAINTAIN MINIMUM OF 36" WIDTH OF HALLWAYS AND STAIRWAYS HALL 53 sq ft m 2669 X= FAMILY = BEDROOM 248 sq ft 171 sq ft 0 ~A 14'-1" 2'-5" 16-3" x Q N Y1868L 8368 2545DH 2545DH oc oc N ck ippabie handrails8° high. l-114" - Z' (i'ia. n 1-112" to wallto wall or Post. a LIVING 36" minimum Guard height, 610 427 sq ft openings less than 4". Elevation 10 4'-6" 3045DH 6045FX 3045DH DECK 531 sq ft 19'-4" PROPOSED MAIN FLOOR f' SCALE: 3/16" = F-0" (18"X24") �® NEW EXISTING Approved numbers or address shall be provided for all ne1w buildings in such a position as to be plainly visible and le0i't)'a from the street b't toad frarAing a a � N CRY Orono Plannin & Zoning Plan Review Site P1a Review Date: l Z't7 5 �P 'RL VED p APP VED (see notes) El DENT D Staff. ORDNO COPY RE. Inter 'e - x BuIldin g -Corp. COHEN RESIDENCE 2697 ETHEL AVE ORONO, MN 55391 12/14/2015 5W C 4 I i T MAIN FLOOR BELOW DECK BELOW WINDOW FALL PROTECTION SHALL BE PROVIDED IN ACCORDANCE WITH IRC 2 SECTION 8312.2.1 AND 312.2.2. PROPOSED 2ND STORY ADDITION SCALE: 3/16" = F-0" (181IX2411) P`eyi0t� DETECTOR COQ rT�Ml90t�t' 014 DEVICE CP, THER LEE2!,r;G tP�;JS3 4/12 8/12 PROPOSED FRONT ELEVATION SCALE: 3/16" = F-0" (181IX2411) a monoxide detectord Within 10 ft. ofeping rooms. [,S,,MOKE DETECTOR CONNECTED TO A SOUND � PTS OTaER DETECT0R AUDMLE !N' '?330?"A, 3T 'EED. PROPOSED REAR ELEVATION SCALE: 3/16" = F-0" (181IX2411) BuildingCorp, COHEN RESIDENCE 2697 ETHEL AVE ORONO, MN 55391 12/14/2015 2 PROPOSED LAKE SIDE ELEVATION SCALE: 3/16" = F-0" (18"X2411) /R� PROPOSED SIDE ELEVATION SCALE: 3/16" = F-0" (18"X24") en tur hme BuildingCorp. COHEN RESIDENCE 2697 ETHEL AVE ORONO, MN 55391 12/14/2015 ASPHALT SHINGLES 1/2" ROOF SHEATHING R-40 BLOWN INSUL PRE -ENG ROOF TRUSSES 24" OC 4MILL POLY 5/8 DRYWALL EXISTING MAIN FLOOR A CROSS SECTION 4 SCALE: 3/16" = F-0" (18"X24") B CROSS SECTION 4 SCALE: 3/16" = P-0" (181IX2411) o0v pp'a EClF�Cmloss �N SP ASPHALT SHINGLES 1/2" ROOF SHEATHING R-40 BLOWN INSUL PRE -ENG ROOF TRUSSES 24" OC 4MILL POLY 5/8 DRYWALL EXISTING MAIN FLOOR EXISTING EXISTING aim P_ RE: lnnnt)vur BuildingCorpv.,' RESIDEN C CROSS SECTION 26097E THEL AVE CE 4 SCALE: 3/16" = 1'-0" (1811X2411) ORONO,51N 55391 PROJECT SCOPE DESIGN AND REVIEW OF CAST -IN-PLACE CONCRETE FOOTING REQUIREMENTS FOR A PROPOSED RESIDENTIAL REMODEL. CONSTRUCTION IS TO BE DONE IN ACCORDANCE WITH THESE DRAWINGS, STANDARD INDUSTRY PRACTICE, AND THE REQUIREMENTS OF THE CODE. GENERAL NOTES 1. THESE DOCUMENTS APPLY TO STRUCTURAL ONLY. REFER TO HOUSE PLANS PREPARED BY DANBERRY BUILDING CORP. FOR MORE INFORMATION. A SITE VISIT BY NICK HANSON, PE, OF THE HANSON GROUP, WAS PERFORMED ON 11-17-15 TO VIEW THE EXPOSED LOWER LEVEL FRAMING AND FOUNDATION WALLS. 2. IT IS THE RESPONSIBILITY OF THE BUILDER TO PROVIDE ALL FUTURE PLAN CHANGES TO THE HANSON GROUP FOR REVIEW. IF EXISTING FRAMING LAYOUTS VARY FROM THOSE SHOWN ON THESE PLANS, NOTIFY ENGINEER. A REVISION TO THESE STRUCTURAL PLANS WILL LIKELY BE REQUIRED FOLLOWING DEMOLITION OF FINISHED MATERIALS. THE HANSON GROUP RECOMMENDS WAITING UNTIL AFTER DEMOLITION AND A FOLLOW UP REVIEW BY THE HANSON GROUP PRIOR TO PURCHASING STRUCTURAL MEMBERS. 3. ADEQUATE SHORING DURING CONSTRUCTION IS THE RESPONSIBILITY OF THE CONTRACTOR. 4. CONTRACTOR AND BUILDER ARE TO VERIFY ALL DIMENSIONS AND CONDITIONS BEFORE PROCEEDING WITH WORK. NOTIFY THE HANSON GROUP IF DISCREPANCIES ARISE. 5. MEANS AND METHODS OF CONSTRUCTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. FOUNDATION NOTES 1. BAR SPLICES ARE TO BE LAPPED A MINIMUM OF 48 BAR DIAMETERS. PROVIDE 48" MATCHING HOOK BARS FOR ALL HORIZONTAL BARS AT CORNERS AND INTERSECTIONS. 2. CONCRETE PLACEMENT, FORMING, AND REINFORCEMENT ARE TO BE IN ACCORDANCE WITH ALL APPLICABLE CODES. FRAMING NOTES 1. ALL NEW EXTERIOR WALLS OR WALL SECTIONS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA, U.N.O., WHICH MEETS OR EXCEEDS THE REQUIREMENTS OF CODE SECTION R602.10.4 WSP AND CS-WSP. A. 2x4 OR 2x6 STUDS SPACED @ 16" O.C. (MATCH EXISTING). B. WALL SHEATHING: 716" STRUCTURAL PANEL SHEATHING w/ 8d NAILS @ 6" O.0 AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS OR 1 %" 16 GAUGE STAPLES @ 3" / 6" SPACING. 2. ALL NEW INTERIOR WALLS ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA, U.N.O. A. 2x4 OR 2x6 STUDS SPACED @ 16" O.C. B. WALL SHEATHING: Y2" MIN. GYPSUM SHEATHING FASTENED TO FRAMING w/ 5d COOLER NAILS @ 8" O.G. MAX. OR TYPE SM WALLBOARD SCREWS CO) 16" O.C. MAX. (%" MINIMUM STUD PENETRATION). 3. ALL NEW FLOORS ARE TO BE IN CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA. A. FLOOR FRAMING SPACED AT A MAXIMUM OF 24" O.C. B. FLOOR SHEATHING: Y4' STRUCTURAL PANEL SHEATHING w/ 8d NAILS @ 6" O.0 AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS. 4. ALL NEW ROOFS ARE TO BE IN CONSTRUCTED IN ACCORDANCE WITH THE FOLLOWING CRITERIA. A. ROOF FRAMING SPACED AT A MAXIMUM OF 24" O.C. B. FASTEN ALL ROOF FRAMING TO TOP PLATES WITH USP RT7 OR SIMPSON H2.5 CLIPS AND (3) 8d TOENAILS OR EQUIVALENT. C. ROOF SHEATHING: Y2" STRUCTURAL PANEL SHEATHING w/ 8d NAILS @ 6" O.0 AT PANEL EDGES AND 12" O.C. AT INTERMEDIATE SUPPORTS OR 1 %" 16 GAUGE STAPLES @ 3" / 6" SPACING. 5. ALONG LENGTH OF WALLS, LAP WALL TOP PLATES A MINIMUM OF 24" AND FASTEN TOGETHER WITH (8) 16d NAILS IN LAP ZONE. AT CORNERS AND INTERSECTIONS, LAP PLATES AND PROVIDE (2) 10d FACE NAILS. 6. ALL CONNECTIONS ARE TO BE MADE WITH ADEQUATE SIMPSON, USP OR EQUAL JOIST HANGERS, CLIPS, POST CAPS, AND POST BASES. CONNECT MULTIPLE MEMBER LVL'S TOGETHER IN ACCORDANCE WITH MANUFACTURER REQUIREMENTS. 7. ALL BEARING POINT OR POST LOADS ARE TO BE BLOCKED SOLID TO THE FOUNDATION. 8. ALL OTHER FASTENERS TO BE IN ACCORDANCE CODE TABLE R602.3(1). MATERIALS CONCRETE FOOTINGS: F'c = 3,000 PSI @ 28 DAYS REINFORCING STEEL: REINFORCING STEEL: ASTM A615 GRADE 60 - _ GTY SUPPLIER — — — — — AGGREGATE:FOOTINGS - 1Y2" MAX TYP. 11 WALLS/SLABS- Y4" MAX WALL STUDS (10' OR LESS): SPF STUD GRADE OR BETTER WALL STUDS (OVER 10'): SPF NO.2 GRADE OR BETTER DIMENSIONAL LUMBER: SPF NO.2 GRADE OR BETTER TREATED LUMBER: SYP NO.2 GRADE OR BETTER LVL: 1%4' WIDTH - Fb = 2600 PSI, Fv = 285 PSI, E = 1,900,000 PS PSL: Fb = 2400 PSI, Fc = 2500 PSI, E = 1,800,000 PSI LSL: Fb = 1700 PSI, E = 1,300,000 PSI ALLOWABLE SOIL = GIRDER TRUSS BEARING PRESSURE: 2,000 PSF (ASSUMED) LOADS ROOF LIVE LOAD: 35 PSF (SNOW) ROOF DEAD LOAD: 15 PSF FLOOR LIVE LOAD: 40 PSF FLOOR DEAD LOAD: 15 PSF CODES 2015 MINNESOTA RESIDENTIAL CODE ABBREVIATIONS TYP. = TYPICAL SIM. SIMILAR U.N.O. = UNLESS NOTED OTHERWISE MIN. = MINIMUM MAX. MAXIMUM O.C. = ON CENTER NTS = NOT TO SCALE G.T. = GIRDER TRUSS c0 COPYRIGHT THE HANSON GROUP, LLC. 2015 REFERENCE PLAN S1 PARTIAL MAIN LEVEL PLAN SHOWN FOR LOCATION REFERENCE ONLY � I I /ERIFY EXISTING I PRL -E GINL;ERILL D -IEADERS TYP. '� MONOTRUSS 18.13 I BEAMS BY SUPPLIER TYP. ( 1AINLFLOOR BET � I MONO G ITER � I REPLACE EXISTING HEADER & BEARING STUDS @ DOOR w/ LVL MEMBER SIZED BY SUPPLIER � I ( G N 4 C4 PRE- ENGINFFiRFD FLOOR TRUSS TILT' 0 32"X60" �—:NSF-R I' Y-411 HALL 150 sq ft n 1'-2" L V0 286& AW 7'—I01r J Y-11" 4' W.I. G 48 sq ft G MEC H 37 sq it vvrl P MASTER SUITE 459 sq it 2 REFERENCE PLAN S1 PARTIAL UPPER LEVEL PLAN SHOWN FOR LOCATION REFERENCE ONLY Danberry Building Corp. 5413 Manitou Road Tonka Bay, MN 55331 Revision Date Description PLANS SHOWN LIGHT IN BACKGROUND ARE FOR LOCATION REFERENCE ONLY. PLAN NOTES AND ELEMENTS SHOWN LIGHT MAY NOT NECESSARILY SUPPORT THE HANSON GROUP'S DESIGN. ROOF TRUSS SPAN BY SUPPLIER TYP. hereby certify that this plan, specification or report was prepared by me or under my direct supervision and that I am a duly Licensed Professional Engineer under the laws of the State of Minnesota. Signed: Print Name: Nick Hanson Date: 12JJ 5 License Number: 46665 3407 Kilmer Wine N Sufte 4 I'lymoulh, MN 55441 T-1 612-708-3572 wW t—songrouP—orn a Cohen Residence 2697 Ethel Ave Orono, MN Project Number, 5. Dale: December ?.2015075 Sheets: 1 of 1 S1 0) o F_j U W_ a LL p N Nps m FDL O E CD p > U N L � o 1 FD IIS FD II Q J <~ Qu � O O C C o o I I II I— m .Lm.m FD (1TiEll W w � o_ LL o ❑ 0000o I=m LL II12I III IIS FD III �i2yll J �� o 0 o Ln t — o Lri in II �w �n v./ O � v.. o" II IIIA III III FD1 SII o�p , A >a)>a)P �o�❑ w— V, UUUUo OPEN FOR ROOFII 5 5 III II === II III 1 II OPEN FOR ROOF TRUSS FRAMING O Z H O m m TRUSS FRAMING Z 11 2 PLY 9 1/2" II STAIR HDR II FC II III z J Q W Q W m II BY LITTFIN FC 1 II t: U) O JII II> >°m N In II F 1 J a W Of �II NZII IIIA o�a?xLL o a- wF I I IL 7 FC 1 m UWW w Z Li m a-' ccnn 7T � Al ROOF TRUSS GIRDER,I M _ II N m II _ I FC 1 II II = �, 16" FLOOR TRUSSES 19.2" O.C. MAX SPACING c a D W -J Ln — U7 m 5i > II J II III LL -1(2" SHEATHING DEDUCT p LL u- II II FC 441 40-10-5 STANDARD LOADING cn O O w CL z OPEN FOR ROOF II II 1-0 -03 FC 1 III QO TRUSS FRAMING FLUSH 3 PLY 16" II II (� Q = 2 i LVL BY LITTFIN I II 1.0 _03 III FLOOR TRUSS LAYOUT NOTES: ~ m I I I I 5 FC > Ilk (n = W 1. DIMENSIONS SHOWN ARE TO FACE OF z 0 LL< J ---------$ -- ___________ _____= 8 1-07-03 SHEATHING. L 2.1/2" SHEATHING DEDUCTION AT TRUSS ENDS FOR SHEATHING AT EXTERIOR WALLS. U Q U N 5 1-07-03 FB > U) 3. FLOOR TRUSSES ARE LOADED FOR O G ADDITIONAL TILE LOADS PER PLAN. PLUMBING Do_z L 5 FB 4. VERIFY DROP LOCATIONS PRIOR U) Q m (� TO SECURING TRUSS TO BEARING. C7 J < Q 5. REFER TO INDIVIDUAL ENGINEERED TRUSS OU L 5 FB DRAWINGS FOR TRUSS BRACING z � REQUIREMENTS AND NOTES. W Q L cn TRUSS HANGERS cn w O 5 FBLAYOUT 0 erD48 FACE MOUNT p 0 ''(j v! U ; 5 FB ®= THDH610 FACE MOUNT � g ~C > Q 5 FB 1= JUS48 FACE MOUNT 0— = 0 Q W W1 z 5 FBPAINTED AND/OR LABLED END OF MANUFACTURED TRUSS REPRESENTS THE LEFT END OF TRUSS ON TiE LAYOUT o O W a) a NZ Q 5 FB 2oc �- O _ m � Q � L � 0 m o ° � � 3 O 3 = U 0 5 N O FA1 r„ (D w Eoa�° ca rn FA > ac-'cci LL 0 ON E L) c °am FA v rn n La = 0 �aas�0 FA m �a O�c = a > QCU z a La FA � c � cDa c ° L�naU 0 U a FA aL°rn� a) a c C N I N 01 =� C � M FA aD N N c� 0,2 c ani -6 �a`�?°o rn FA E cn _ a c Lu o U FA .2 cu a,—ac alai !. E e. cnOcm _>LE a FA 0 1-07-03 � =0 ° J�'U-'mss �.`F U O F- � C Gfl.*.. i T }� FA 1-0 -03 0 °70_� m p w C. n CA an3L}r rt rn c .V 2a ZT� O7In Q L In FA 1-0 -03 ° d) 3r. v Q mcli In 0ii P wd in FA 1-0-03 rF ZaE>— � tL FAL 0 CD a --cu .L°.: o o _ g Lz a 'un, L_ C =3L T FLOOR TRUSS LAYOUT C C Q� ��° (n O -O >_ `7 :S � c ° � m i E 'CN SLD n.t.s N O °' cale U) d C 0 C a U rn¢E� = U N -0. > C l6 0 m 2 L V) z-oa-oo z-oo-oa Q i V) N i Q E V o v N 1 E i E C 208 90 5-0 - - 3-00 E 5-Ofi-08 E i B1 � o SHTG. TO FACE OF D SHTG. TO FACE OF D 14-a2-a0 D D J D D D D D U SHTG. TO BACK FACE OF GIRDER LVL BEAM LVL BEAM W Q - N Zi BG EG CG LL O� �O tfiO 7-d:a- � W — — (V ♦- U 01 c O i a -,j U O7.` Vl E C � J LL LL O Q U � m 7 Q m ❑ .N .N O N N UW 0 JdLL.00 i E N F- 2 m N 0 0 0 0 0 \�, Q Q Q �� ' i M �O��t�t1 12-00-0<0 1 Rl E Q u) W W O _ " W oo-oo z-ao-oa z-oo-oo Bl Lj�} a_}O mo'^i/ UUUU o mm x4 LEDGER BOARD ATTACHED TO Z u / VL FLOOR OWER BEAM AT EACH SIDE OF ROOF MONO TRUSSES Q WLLJ O O COU W W LL Bi C 3 `° U) W WUZ cow rr�Y� LL D 0 O 4/12, 6/12 & 8/12 EXTERIOR PITCH 16" OVERHANGS CL m N -1/2" DEDUCT FOR SHTG. r � O 24" o.c. MAX SPACING Q 35-10-10 STD. LOADING �— z U Q= a ROOF TRUSS LAYOUT NOTES: _ w 0~LL Z OLL J 1. DIMENSIONS SHOWN ARE TO FACE OF SHEATHING. O = L 2. TRUSSES ARE HELD BACK 1/2" FOR SHEATHING AT W J U v% (U EXTERIOR STUD WALLS. 3. 3. REFER TO LITTFIN DETAIL SHEET U Q 1-- � Oo FOR HANGER 0f O Z DETAILS FOR PROPER NAILING CONNECTION. O) Q 4. REFER TO INDIVIDUAL ENGINEERED TRUSS DRAWINGS EL Q m FOR TRUSS BRACING REQUIREMENTS AND NOTES. J Q Q Lu OLjj Q? L LAYOUT TRUSS HANGERS D) > 0 i Q= JL28 FACE MOUNT O ry Z m v! r, N } ui 0 a o'o v Q hoz Wig0 W Z m Q 2 o o N Z W a� y PAINTED AND/OR LABLED END OF MANUFACTURED TRUSS In o w m L M � � REPRESENTS THE LEFT END OF TRUSS ON THE LAYOUT U 0 o a) O �� �3 U O 64 O �; o-0 E o co rn CD QO C L U N m O N m U c O e � Q cu C �— 07 7 c O CD �a �o Q N �� U O I`6 7 O7 :3.0 O U C p > O C U a� m �a c a) o� `O N a) U C ca 2 Sol N : N 07I- c C N 0 CL M w O O ti -0-0 In c u`ni oma•` 2 rno E H � C'- U L Oa �LL.a Jm F .�a oxo } a m w r. at O o J.V �F im 0 �~ Via❑ 1,i Q f6 `5 y C'O N a O ` H E > LU 002 DG W _ Q n ROOF TRUSS LAYOUT o� L C E N -- �.� o NO fn oa E �.L.. �`n Scale n.t.s o � 03 ° N A o� r--0 �-En¢Ecz = C N C O > l4 2 L z-oa-oo z-oo-oa Q i E C N i Q E V o v N 1 E i E C i E 1 E i B1 E D D D D D D D D D D D D D D D D D • Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER A Common 6 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:18 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-Ib51 gS9hpuidUebrD4U F64mEEMYuuP4k4GDeOyCjr3 -1-4-8 0-0-0 5-6-5 10-10-3 16-2-0 21-5-13 26-9-11 32-4-0 33-8-8 5x4= Scale=1:51.6 5 4.00 12 5 3x4, 21 22 3x4 4 6 III 1.5x4 _, Ile . 0C -. 3 �, 2 4.00, py 15 20004u, ,,, Allkoh23 18 8 r 1 _ 9 ' ea sl C '_' 16 1312 11 10 19_17 o 14 3x4= 3x10 MT18H= 3x4= 6x8= 6x8= 4x8= 0-0-0 8-2-4 16-2-0 24-1-12 32-4-0 11-4-81 324-0 11-4-81 Plate Offsets(X,Y)— [2:0-0-4,0-2-12],[8:0-0-4,0-2-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.36 10-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -0.72 10-12 >542 180 MT18H 220/195 TCDL 10.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.19 8 n/a n/a BCLL 0.0 Code MNSRC2015/TPI2007 (Matrix-M) Weight:124 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E TOP CHORD Structural wood sheathing directly applied or 2-7-11 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud WEBS 1 Row at midpt 4-12,6-12 WEDGE MiTek recommends that Stabilizers and required cross bracing be installed during truss Left:2x4 DF-N or DF No.1/No.2 or No.2,Right:2x4 DF-N or DF No.1/No.2 or No.2 erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=1902/0-5-8 (min.0-2-0),8=1902/0-5-8 (min.0-2-0) Max Horz2=75(LC 12) Max Uplift2=-88(LC 8),8=-88(LC 9) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-15=-1338/0,15-20=-4060/113,3-20=-4032/128,3-4=-3726/88,4-21=-2783/62,5-21=-2698/80,5-22=-2698/80,6-22=-2783/62, 6-7=-3726/88,7-23=-4032/129,18-23=-4060/113,8-18=-1338/0 BOT CHORD 14-16=-56/1204,13-16=-124/3758,12-13=-62/3295,11-12=-0/3295,10-11=-0/3295,10-19=-63/3758,17-19=-2/1204 WEBS 3-13=-333/111,4-13=0/377,4-12=-914/122,5-12=0/1288,6-12=-914/122,6-10=0/377,7-10=-333/111,2-14=-1076/74, 15-16=-425/108,14-15=-1496/40,2-16=-54/1432,8-17=-1076/73,18-19=-425/103,17-18=-1496/49,8-19=-39/1432 NOTES- (9-11) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-8 to 1-10-5,Interior(1)1-10-5 to 16-2-0,Exterior(2)16-2-0 to 19-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces &MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)All plates are MT20 plates unless otherwise indicated. ..iikf_N� 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ����� 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 88 lb uplift at joint 2 and 88 lb uplift at joint 8. $)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. `ontinued on page 2 • Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER A Common 6 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:18 2015 Page 2 ID:hi UYLsW9c273?ofbEtL7OyCz2x-Ib51gS9hpuiVdUebrD4UF64mEEMYuuP4k4GDeOyCjr3 9)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 10)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSUTPI 1,Section 2. 11)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard ..[ II TFONN Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER Al Common Girder 1 3 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:21 2015 Page 1 I D:hi_UYLsW9c273?ofbEtL7OyCz2x-9AnAS UCZ6p54UxNA W LdBsl iFrSNt5DVXQ 2VtF LyCjrO -1-4-8 0-0-0 5-6-5 10-10-3 16-2-0 18-6-2 23-0-9 27-7-1 32-4-0 33-8-8 6x8 II Scale=1:51.6 5 6x6 4.00112 ee 6 x4 i 22 234 6x873x43 , :'� 3x55x10 MT18H= 8 _rlir � 6x14 M18SHS= 18 -,�,�, � : %ii11111111.111b..._ 9 \ 20 ...1. .� --- --- = IN; C. '= 19 24 25 26 27 28 15 2930 31 32 33 34 35 36 21 37.' b 17 16 14 13 12 11 3x6 II 6x6= 9x10 MT18H= 12x16= 10x12= 3x8 II 8x8= 0-0-0 5-6-5 10-10-3 16-2-0 18-6-2 23-0-9 27-7-1 32-4-0 1-4-8 I 32-4-0 I 1-4-8 Plate Offsets(X,Y)-- [2:0-5-5,0-1-1],[6:0-1-0,0-1-12],[11:0-6-8,0-1-8],[12:0-6-0,0-7-8],[13:0-8-0,0-8-0],[14:0-4-0,0-3-12],[16:0-2-8,0-3-0] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.40 12-13 >968 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.89 Vert(TL) -0.91 12-13 >429 180 MT18H 244/190 TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(TL) 0.20 9 n/a n/a M18SHS 244/190 BCLL 0.0 Code MNSRC2015(TP12007 (Matrix-M) Weight:807 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x6 SP 2700F 2.2E TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins. BOT CHORD 2x10 SP 2400F 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud*Except* W5:2x4 DF 1800F 1.6E,W6,W9:2x4 DF No.2 or 2x4 DF-N No.1/No.2,W7:2x10 SP 2400F 2.0E W8:2x4 DF Std or 2x4 SPF Stud REACTIONS. (lb/size) 2=9501/0-5-8 (min.0-2-11),9=16421/0-5-8 (min.0-5-1) Max Horz 2=-75(LC 33) Max Grav2=9692(LC 2),9=18384(LC 2) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-18=-27122/0,3-18=-27116/0,3-4=-27002/0,4-22=-25997/0,5-22=-25887/0,5-6=-25787/0,6-23=-32668/0,7-23=-32751/0, 7-8=-42067/0,8-20=-45588/0,9-20=-45678/0 BOT CHORD 2-19=0/25664,19-24=0/25679,17-24=0/25679,17-25=0/25679,25-26=0/25679,26-27=0/25679,16-27=0/25679,16-28=0/25586, 28-29=0/25586,15-29=0/25586,14-15=0/25586,14-30=0/30962,13-30=0/30962,13-31=0/39972,31-32=0/39972,32-33=0/39972, 12-33=0/39972,12-34=0/43179,34-35=0/43179,11-35=0/43179,11-36=0/43179,21-36=0/43179,21-37=0/43156,9-37=0/43141 WEBS 3-17=-610/48,3-16=-461/691,4-16=-212/944,4-14=-1563/427,5-14=0/15214,6-14=-13825/0,6-13=0/15138,7-13=-10875/0, 7-12=0/8155,8-12=-3391/214,8-11=0/2433 NOTES- (12-14) 1)3-ply truss to be connected together with 10d(0.120"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x10-3 rows staggered at 0-4-0 oc. Webs connected as follows:2x3-1 row at 0-9-0 oc,2x4-1 row at 0-9-0 oc,2x10-5 rows staggered at 0-4-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. L 0TTFIIN. Continued on page 2 Job Truss Truss Type - Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER Al Common Girder 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:21 2015 Page 2 I D:hi_UYLsW9c273?ofbEtL7OyCz2x-9AnASU CZ6p54U xNAW LdBsl iFrSNt5DVXQ2VtFLyCjrO NOTES- (12-14) 3)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-8 to 1-11-9,Interior(1)1-11-9 to 16-2-0,Exterior(2)16-2-0 to 19-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 4)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 5)This truss has been checked for uniform snow load only,except as noted. 6)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Load case(s)1,2,3,4,5,6,7,8,9,10,11,12,13,14,15,16,17,18,19,20,21,22,23,24,25,26,27,28,29,30,31,32,33,34,35,36,37,38,39,40,41 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)802 lb down at 19-6-1,802 lb down at 21-1-4,802 lb down at 22-8-7,802 lb down at 24-3-10,802 lb down at 25-10-3,802 lb down at 27-6-0,802 lb down at 29-1-3,802 lb down at 30-8-6,8122 lb down at 18-6-2,274 lb down and 23 lb up at 1-11-8,274 lb down and 23 lb up at 3-11-8,274 lb down and 23 lb up at 5-11-8,274 lb down and 23 lb up at 7-11-8,274 lb down and 23 lb up at 9-11-8,274 lb down and 23 lb up at 11-11-8,274 lb down and 23 lb up at 13-11-8,and 274 lb down and 23 lb up at 15-11-8,and 274 lb down and 23 lb up at 17-11-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 13)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 14)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard 1)Dead+Snow(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-90,5-10=-90,2-13=-20,9-13=-719(6=-699) Concentrated Loads(lb) Vert:14=-274(B)13=-7812(B)11=-272(B)19=-274(B)24=-274(B)25=-274(B)26=-274(B)27=-274(B)28=-274(B)29=-274(B)30=-274(B)31=-272(B)32=-272(B)33=-272(B)34=-272(B)35=-272(B)36=-272(B) 37=-272(B) 2)Dead+0.75 Snow(balanced)+0.75 Attic Floor:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-5=-72,5-10=-73,2-13=-20,9-13=-621(6=-601) Concentrated Loads(Ib) Vert:14=-228(B)13=-8122(B)11=-802(B)19=-228(B)24=-228(B)25=-228(B)26=-228(B)27=-228(B)28=-228(B)29=-228(B)30=-228(B)31=-802(B)32=-802(B)33=-802(B)34=-802(B)35=-802(B)36=-802(B) 37=-802(B) 3)Dead+Uninhabitable Attic Without Storage:Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=-20,5-10=-20,2-13=-40,9-13=-458(6=-418) Concentrated Loads(Ib) Vert:14=-121(B)13=-4471(B)11=-272(B)19=-121(B)24=-121(B)25=-121(B)26=-121(B)27=-121(B)28=-121(B)29=-121(B)30=-121(B)31=-272(B)32=-272(B)33=-272(B) 34=-272(B)35=-272(B)36=-272(B)37=-272(B) 4)Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=40,2-18=21,5-18=11,5-23=21,9-23=11,9-10=7,2-13=-12,9-13=-42(B=-30) Horz:1-2=-52,2-18=-33,5-18=-23,5-23=33,9-23=23,9-10=19 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B) 36=-163(B)37=-163(B) 5)Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-22=11,5-22=21,5-20=11,9-20=21,9-10=40,2-13=-12,9-13=-42(B=-30) Horz:1-2=-19,2-22=-23,5-22=-33,5-20=23,9-20=33,9-10=52 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B) 36=-163(B)37=-163(B) 6)Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-13,2-5=-31,5-9=-31,9-10=-27,2-13=-20,9-13=-389(6=-369) Horz:1-2=-7,2-5=11,5-9=-11,9-10=-7 Concentrated Loads(Ib) Vert:14=23(B)13=-4471(B)11=-163(B)19=23(B)24=23(B)25=23(B)26=23(B)27=23(B)28=23(B)29=23(B)30=23(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B) 36=C C Wind(N g.Int 7)Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 3 Job Truss Truss Type - Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER Al Common Girder 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:21 2015 Page 3 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-9AnASUCZ6p54UxNAWLdBsIiFrSNt5DVXQ2VtFLyCjrO LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=-27,2-5=-31,5-9=-31,9-10=-13,2-13=-20,9-13=-389(B=-369) Horz:1-2=7,2-5=11,5-9=-11,9-10=7 Concentrated Loads(Ib) Vert:14=23(B)13=-4471(B)11=-163(B)19=23(B)24=23(B)25=23(B)26=23(B)27=23(B)28=23(B)29=23(B)30=23(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 8)Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-5=18,5-9=8,9-10=4,2-13=-12,9-13=-60(B=-48) Horz:1-2=-40,2-5=-30,5-9=20,9-10=16 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 9)Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-5=8,5-9=18,9-10=28,2-13=-12,9-13=-60(B=-48) Horz:1-2=-16,2-5=-20,5-9=30,9-10=40 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 10)Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-5=1,5-9=-8,9-10=-4,2-13=-20,9-13=-349(B=-329) Horz:1-2=-25,2-5=-21,5-9=12,9-10=16 Concentrated Loads(Ib) Vert:14=23(B)13=-4471(B)11=-163(B)19=23(B)24=23(B)25=23(B)26=23(B)27=23(B)28=23(B)29=23(B)30=23(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 11)Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-4,2-5=-8,5-9=1,9-10=5,2-13=-20,9-13=-349(B=-329) Horz:1-2=-16,2-5=-12,5-9=21,9-10=25 Concentrated Loads(Ib) Vert:14=23(B)13=-4471(B)11=-163(B)19=23(B)24=23(B)25=23(B)26=23(B)27=23(B)28=23(B)29=23(B)30=23(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 12)Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=13,2-5=18,5-9=5,9-10=1,2-13=-12,9-13=-60(B=-48) Horz:1-2=-25,2-5=-30,5-9=17,9-10=13 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B) 35=-163(B)36=-163(B)37=-163(B) 13)Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-5=5,5-9=18,9-10=13,2-13=-12,9-13=-60(8=-48) Horz:1-2=-13,2-5=-17,5-9=30,9-10=25 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B) 35=-163(B)36=-163(B)37=-163(B) 14)Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-5=9,5-9=1,9-10=-3,2-13=-12,9-13=-111(B=-99) Horz:1-2=-16,2-5=-21,5-9=13,9-10=9 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B) 35=-163(B)36=-163(6)37=-163(B) 15)Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-3,2-5=1,5-9=9,9-10=4,2-13=-12,9-13=-111(B=-99) Horz:1-2=-9,2-5=-13,5-9=21,9-10=16 Concentrated Loads(Ib) Vert:14=15(B)13=-4471(B)11=-163(B)19=15(B)24=15(B)25=15(B)26=15(B)27=15(B)28=15(B)29=15(B)30=15(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B) 3.6 Wind 37=erna(8) 16)Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 //�•G��\� LDTTFII Continued on page 4 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER Al Common Girder 1 3 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:22 2015 Page 4 I D:h i_UYLsW9c273?ofbEtL7OyCz2x-d MKYggCBt7Dx55yN438Q PyEQ brj6gglgf iEQ nnyCjr? LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=5,2-5=1,5-9=-12,9-10=-7,2-13=-20,9-13=-349(6=-329) Horz:1-2=-25,2-5=-21,5-9=8,9-10=13 Concentrated Loads(Ib) Vert:14=23(B)13=-4471(B)11=-163(B)19=23(B)24=23(B)25=23(B)26=23(B)27=23(B)28=23(B)29=23(B)30=23(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 17)Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-7,2-5=-12,5-9=1,9-10=5,2-13=-20,9-13=-349(B=-329) Horz:1-2=-13,2-5=-8,5-9=21,9-10=25 Concentrated Loads(Ib) Vert:14=23(B)13=-4471(B)11=-163(B)19=23(B)24=23(B)25=23(B)26=23(B)27=23(B)28=23(B)29=23(B)30=23(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 18)Dead+Snow on Overhangs:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-2=-90,2-5=-20,5-9=-20,9-10=-90,2-13=-20,9-13=-325(6=-305) Concentrated Loads(Ib) Vert:14=-87(B)13=-7812(B)11=-272(B)19=-87(B)24=-87(B)25=-87(B)26=-87(B)27=-87(B)28=-87(B)29=-87(B)30=-87(B)31=-272(B)32=-272(B)33=-272(B)34=-272(B)35=-272(B)36=-272(B)37=-272(B) 19)Dead:Lumber Increase=0.90,Plate Increase=0.90 Plt.metal=0.90 Uniform Loads(plf) Vert:1-5=-20,5-10=-20,2-13=-20,9-13=-325(6=-305) Concentrated Loads(Ib) Vert:14=-87(B)13=-5998(B)11=-272(B)19=-87(B)24=-87(B)25=-87(B)26=-87(B)27=-87(B)28=-87(B)29=-87(B)30=-87(B)31=-272(B)32=-272(B)33=-272(B)34=-272(B)35=-272(B)36=-272(B)37=-272(B) 20)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-53,2-5=-57,5-9=-64,9-10=-60,2-13=-20,9-13=-639(6=-619) Horz:1-2=-19,2-5=-16,5-9=9,9-10=12 Concentrated Loads(Ib) Vert:14=6(B)13=-8122(B)11=-714(B)19=6(B)24=6(B)25=6(B)26=6(B)27=6(B)28=6(B)29=6(B)30=6(B)31=-714(B)32=-714(B)33=-714(B)34=-714(B)35=-714(B)36=-714(B)37=-714(B) 21)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-60,2-5=-64,5-9=-57,9-10=-53,2-13=-20,9-13=-639(6=-619) Horz:1-2=-12,2-5=-9,5-9=16,9-10=19 Concentrated Loads(Ib) Vert:14=6(B)13=-8122(B)11=-714(B)19=6(3)24=6(B)25=6(B)26=6(B)27=6(B)28=6(B)29=6(B)30=6(B)31=-714(B)32=-714(B)33=-714(B)34=-714(B)35=-714(B) 36=-714(B)37=-714(B) 22)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-53,2-5=-57,5-9=-66,9-10=-63,2-13=-20,9-13=-639(6=-619) Horz:1-2=-19,2-5=-16,5-9=6,9-10=9 Concentrated Loads(Ib) Vert:14=6(B)13=-8122(B)11=-714(B)19=6(B)24=6(B)25=6(B)26=6(B)27=6(B)28=6(B)29=6(B)30=6(B)31=-714(B)32=-714(B)33=-714(B)34=-714(B)35=-714(B) 36=-714(8)37=-714(B) 23)Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-63,2-5=-66,5-9=-57,9-10=-53,2-13=-20,9-13=-639(6=-619) Horz:1-2=-9,2-5=-6,5-9=16,9-10=19 Concentrated Loads(Ib) Vert:14=6(B)13=-8122(B)11=-714(B)19=6(B)24=6(B)25=6(6)26=6(B)27=6(B)28=6(B)29=6(B)30=6(B)31=-714(B)32=-714(B)33=-714(B)34=-714(B)35=-714(B) 36=-714(B)37=-714(B) 24)Reversal:Dead+0.6 C-C Wind(Pos.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=40,2-18=21,5-18=11,5-23=21,9-23=11,9-10=7,2-13=-12,9-13=-42(B=-30) Horz:1-2=-52,2-18=-33,5-18=-23,5-23=33,9-23=23,9-10=19 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B) 34=-163(B)35=-163(B)36=-163(6)37=-163(6) 25)Reversal:Dead+0.6 C-C Wind(Pos.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=7,2-22=11,5-22=21,5-20=11,9-20=21,9-10=40,2-13=-12,9-13=-42(6=-30) Horz:1-2=-19,2-22=-23,5-22=-33,5-20=23,9-20=33,9-10=52 J TTFIIN Continued on page 5 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER Al Common Girder 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:22 2015 Page 5 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-dMKYggCBt7Dx55yN438QPyEQbrj6gglgfiEQnnyCjr? LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B) 37=-163(B) 26)Reversal:Dead+0.6 C-C Wind(Neg.Internal)Case 1:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-13,2-5=-31,5-9=-31,9-10=-27,2-13=-20,9-13=-389(8=-369) Horz:1-2=-7,2-5=11,5-9=-11,9-10=-7 Concentrated Loads(lb) Vert:14=-92(B)13=-4471(B)11=-163(B)19=-92(B)24=-92(B)25=-92(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 27)Reversal:Dead+0.6 C-C Wind(Neg.Internal)Case 2:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-27,2-5=-31,5-9=-31,9-10=-13,2-13=-20,9-13=-389(6=-369) Horz:1-2=7,2-5=11,5-9=-11,9-10=7 Concentrated Loads(Ib) Vert:14=-92(B)13=-4471(B)11=-163(B)19=-92(B)24=-92(B)25=-92(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 28)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=28,2-5=18,5-9=8,9-10=4,2-13=-12,9-13=-60(B=-48) Horz:1-2=-40,2-5=-30,5-9=20,9-10=16 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B) 37=-163(B) 29)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=4,2-5=8,5-9=18,9-10=28,2-13=-12,9-13=-60(B=-48) Horz:1-2=-16,2-5=-20,5-9=30,9-10=40 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B) 37=-163(B) 30)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Left:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-5=1,5-9=-8,9-10=-4,2-13=-20,9-13=-349(6=-329) Horz:1-2=-25,2-5=-21,5-9=12,9-10=16 Concentrated Loads(Ib) Vert:14=-92(B)13=-4471(B)11=-163(B)19=-92(B)24=-92(B)25=-92(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B) 35=-163(6)36=-163(B)37=-163(B) 31)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)Right:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-4,2-5=-8,5-9=1,9-10=5,2-13=-20,9-13=-349(6=-329) Horz:1-2=-16,2-5=-12,5-9=21,9-10=25 Concentrated Loads(Ib) Vert:14=-92(B)13=-4471(B)11=-163(B)19=-92(B)24=-92(B)25=-92(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B) 35=-163(B)36=-163(B)37=-163(6) 32)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=13,2-5=18,5-9=5,9-10=1,2-13=-12,9-13=-60(B=-48) Horz:1-2=-25,2-5=-30,5-9=17,9-10=13 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(8)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B) 34=-163(B)35=-163(B)36=-163(B)37=-163(B) 33)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=1,2-5=5,5-9=18,9-10=13,2-13=-12,9-13=-60(B=-48) Horz:1-2=-13,2-5=-17,5-9=30,9-10=25 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B) 3:Dead+06 MWFRS 36=-163(B)(6) 163(6) 34)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)3rd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Continued on page 6 Job Truss Truss Type Qty Pry 421056 S.B. Hopkins-Danberry/Coehen MASTER Al Common Girder 1 3 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:22 2015 Page 6 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-dMKYggCBt7Dx55yN438QPyEQbrj6gglgfiEQnnyCjr? LOAD CASE(S) Standard Uniform Loads(plf) Vert:1-2=4,2-5=9,5-9=1,9-10=-3,2-13=-12,9-13=-111(6=-99) Horz:1-2=-16,2-5=-21,5-9=13,9-10=9 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(B)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(B)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B) 37=-163(B) 35)Reversal:Dead+0.6 MWFRS Wind(Pos.Internal)4th Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-3,2-5=1,5-9=9,9-10=4,2-13=-12,9-13=-111(B=-99) Horz:1-2=-9,2-5=-13,5-9=21,9-10=16 Concentrated Loads(Ib) Vert:14=-100(B)13=-4471(8)11=-163(B)19=-100(B)24=-100(B)25=-100(B)26=-100(B)27=-100(6)28=-100(B)29=-100(B)30=-100(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B) 37=-163(B) 36)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)1st Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=5,2-5=1,5-9=-12,9-10=-7,2-13=-20,9-13=-349(6=-329) Horz:1-2=-25,2-5=-21,5-9=8,9-10=13 Concentrated Loads(Ib) Vert:14=-92(B)13=-4471(B)11=-163(B)19=-92(B)24=-92(B)25=-92(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 37)Reversal:Dead+0.6 MWFRS Wind(Neg.Internal)2nd Parallel:Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-7,2-5=-12,5-9=1,9-10=5,2-13=-20,9-13=-349(6=-329) Horz:1-2=-13,2-5=-8,5-9=21,9-10=25 Concentrated Loads(Ib) Vert:14=-92(B)13=-4471(B)11=-163(B)19=-92(B)24=-92(B)25=-92(B)26=-92(B)27=-92(B)28=-92(B)29=-92(B)30=-92(B)31=-163(B)32=-163(B)33=-163(B)34=-163(B)35=-163(B)36=-163(B)37=-163(B) 38)Reversal:Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Left):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-53,2-5=-57,5-9=-64,9-10=-60,2-13=-20,9-13=-639(6=-619) Horz:1-2=-19,2-5=-16,5-9=9,9-10=12 Concentrated Loads(Ib) Vert:14=-197(B)13=-8122(B)11=-714(B)19=-197(B)24=-197(B)25=-197(B)26=-197(B)27=-197(6)28=-197(B)29=-197(B)30=-197(B)31=-714(B)32=-714(B)33=-714(8) 34=-714(B)35=-714(B)36=-714(B)37=-714(B) 39)Reversal:Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)Right):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-60,2-5=-64,5-9=-57,9-10=-53,2-13=-20,9-13=-639(6=-619) Horz:1-2=-12,2-5=-9,5-9=16,9-10=19 Concentrated Loads(Ib) Vert:14=-197(B)13=-8122(B)11=-714(8)19=-197(B)24=-197(B)25=-197(B)26=-197(B)27=-197(B)28=-197(B)29=-197(B)30=-197(B)31=-714(B)32=-714(8)33=-714(B) 34=-714(B)35=-714(B)36=-714(6)37=-714(B) 40)Reversal:Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)1st Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-53,2-5=-57,5-9=-66,9-10=-63,2-13=-20,9-13=-639(6=-619) Horz:1-2=-19,2-5=-16,5-9=6,9-10=9 Concentrated Loads(Ib) Vert:14=-197(B)13=-8122(B)11=-714(B)19=-197(B)24=-197(B)25=-197(B)26=-197(B)27=-197(B)28=-197(B)29=-197(B)30=-197(B)31=-714(8)32=-714(B)33=-714(B) 34=-714(B)35=-714(8)36=-714(B)37=-714(B) 41)Reversal:Dead+0.75 Snow(bal.)+0.75 Attic Floor+0.75(0.6 MWFRS Wind(Neg.Int)2nd Parallel):Lumber Increase=1.60,Plate Increase=1.60 Uniform Loads(plf) Vert:1-2=-63,2-5=-66,5-9=-57,9-10=-53,2-13=-20,9-13=-639(6=-619) Hors:1-2=-9,2-5=-6,5-9=16,9-10=19 Concentrated Loads(Ib) Vert:14=-197(B)13=-8122(B)11=-714(B)19=-197(B)24=-197(B)25=-197(B)26=-197(B)27=-197(B)28=-197(B)29=-197(8)30=-197(B)31=-714(B)32=-714(B)33=-714(B) 34=-714(B)35=-714(B)36=-714(B)37=-714(B) �DTTFON Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen - MASTER AG Common Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:28 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-SWipwtHyTzz4p0PWQKFgfDUd8GzUEaPZ1 ehk_RyCjqv -1-4-8 0-0-0 16-2-0 32-4-0 33-8-8 4x4= Scale=1:48.6 12 13 14 4.00 12 10 49 11 " 15 50 11 16 9 17 8 18 7 19 5 6 10 ST11 S-10 20 21 4 S 7 S ST9 0 ST7 22 ST6 6 23 48 3 ST3 ST4 ST5 5 ST4 S73 51 2 `:dl© .,2 _ ST2 S 1 24 25 11 .�: g 0 4x4= 47 46 45 44 43 42 41 40 39 38 37 3635 34 33 32 31 30 29 28 27 26 4x4= 3x8 11 3x6= 3x8 11 0-0-0 32-4-0 1-4-8 I 32-4-0 I 1-4-8 Plate Offsets(X,Y)-- [2:0-3-8,Edge],[24:0-3-8,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) 0.00 25 n/r 120 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 24 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 24 n/a n/a BCLL 0.0 Code MNSRC2015(TP12007 (Matrix) Weight:148 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss WEDGE erection,in accordance with Stabilizer Installation guide. Left:2x4 DF-N or DF No.1/No.2 or No.2,Right:2x4 DF-N or DF No.1/No.2 or No.2 REACTIONS. All bearings 32-4-0. (Ib)- Max Horz 2=75(LC 12) Max Uplift All uplift 100 lb or less at joint(s)2,38,39,40,41,42,43,44,45,46,47,36,34,33,32,31,30,29,28, 27,26,24 Max Gray All reactions 250 lb or less at joint(s)37,38,39,40,41,42,43,44,45,46,47,36,34,33,32,31,30,29, 28,27,26 except 2=296(LC 1),24=296(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (13-15) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.Opsf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Corner(3) -1-4-8 to 1-10-5,Exterior(2)1-10-5 to 16-2-0,Corner(3)16-2-0 to 19-4-13 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)This truss has been checked for uniform snow load only,except as noted. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. ������� 8)Gable studs spaced at 1-4-0 oc. g This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Ciontinued on page 2 Job Truss Truss Type - Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER AG Common Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:29 2015 Page 2 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-wiFC8DIaEG5xRA_L1 m3BR1 ougJjzl fiGIRI WtyCjqu NOTES- (13-15) 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,38,39,40,41,42,43,44,45,46,47,36,34,33,32,31,30,29,28,27,26,24. 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2,24. 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 14)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 15)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard IITTIFI r i Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER AV1 Valley 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:31 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-55NyZvJduLfgU855SpXGs65VU_ERwS?jcwPblyCjgs 0-0-0 13-0-11 15-1-11 4x4= Scale=1:32.4 4 1.5x4 II m 4.00 12 T 1.5x4 II 11 r 3 5 w oC 1.5x4 I I ST3 v 2 W 1 r; r; 10 S T2 M co og "T1 1 0 w B1 ona . 3x4 9 8 7 6 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 0-0-0 15-1-11 15-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code MNSRC2015ITPI2007 (Matrix) Weight:49 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x3 SPF Stud erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 15-1-11. (Ib)- Max Horz 1=104(LC 11) Max Uplift All uplift 100 lb or less at joint(s)6,7,8,9 Max Gray All reactions 250 lb or less at joint(s)1,6 except 7=342(LC 1),8=451(LC 1),9=504(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 4-7=-272/87,3-8=-375/89,2-9=-400/91 NOTES- (8-10) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 13-0-11,Exterior(2)13-0-11 to 15-0-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,7,8,9. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 9)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 10)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard OTT[Fp J` Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER AV2 Valley 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:32 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-KHxKmFKTWBTW Iejlf9Kmp3fEgtlUAN W8yGfy7CyCjgr 0-0-0 10-0-11 12-1-11 4x4= Scale=1:25.2 3 4.001-1 93 1.45x4 rte' T2 1.5x4 II 9 2 8 W, r` ;7- ST STN N 1 EB1 ♦�����������♦V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V V 1 3x4% 7 6 5 0-0-0 1.5x4 II 1.5x4 II 10x1111 12-1-11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.18 Vert(TL) n/a - n/a 999 TCDL 10.0 Rep Stress lncr YES WB 0.16 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code MNSRC2015/TP12007 BCDL 10.0 (Matrix) Weight:37 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x3 SPF Stud erection,in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-1-11. (Ib)- Max Horz1=71(LC 11) Max Uplift All uplift 100 lb or less at joint(s)5,7 Max Gray All reactions 250 lb or less at joint(s)1,5 except 6=281(LC 1),7=624(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-496/113 NOTES- (8-10) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.Opsf;BCDL=6.Opsf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)0-10-13 to 3-10-13,Interior(1)3-10-13 to 10-0-11,Exterior(2)10-0-11 to 12-0-7 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,7. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 9)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 10)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard OTTEFp� Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen • MASTER B Monopitch 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:34 2015 Page 1 I D:h i_UYLsW 9c273?ofbEtL7OyCz2x-Hg35BwMj2pjEYxsgmaM EuU kZshxzeJTRPa83C4yCjgp 0-0-0 5-1-8 1.5x4 I I Scale=1:26.0 3 6.00 rff G�tl 10 4x4 9 2 co co 6 w B1 9wig Io? Sal 4 3x8 11 7 1.5x4 I 0-0-0 5-1-8 5-1-8 Plate Offsets(X,Y)-- [1:0-2-12.0-1-14] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.05 4-7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.10 4-7 >627 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a BCLL 0.0 Code MNSRC2015fTP12007 (Matrix-M) Weight:21 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss SLIDER Left 2x6 DF-N or DF 1800F 1.6E 1-6-0 erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=274/0-5-8 (min.0-1-8),4=274/0-1-8 (min.0-1-8) Max Horz1=86(LC 11) Max Upliftl=-1(LC 12),4=-27(LC 12) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (9-11) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 4-11-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category 11;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 10)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 11)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard �pTTIFI� Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER B1 MONOPITCH 9 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:35 2015 Page 1 ID:gTYUfkotl ZLmROUFdRaeMJyCys7-IsdTOGMLp6s595RsKItTRiHkrSFaNmjbeEuckXyCjgo 0-0-0 5-6-0 1.5x4 II Scale=1:25.5 3 6.00 rfi Otl 9 M 4X4% v M 62 c%) 1 4100Vi B1 111 Io 4x8=7 5 4 1.5x4 I I 0-0-0 5-6-0 5-6-0 Plate Offsets(X,Y)- [1:0-0-6.0-1-12] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.07 4-7 >973 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.13 4-7 >488 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.03 1 n/a n/a BCLL 0.0 Code MNSRC2015fTP12007 (Matrix-M) Weight:22 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss SLIDER Left 2x6 DF-N or DF 1800F 1.6E 1-6-0 erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 1=294/Mechanical,4=294/0-1-8 (min.0-1-8) Max Horz1=88(LC 11) Max Upliftl=-3(LC 12),4=-28(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 5-7=-202/281 WEBS 6-8=-312/92,2-8=0/343 NOTES- (10-12) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.Opsf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)gable end zone and C-C Exterior(2)0-0-0 to 3-0-0,Interior(1)3-0-0 to 5-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent F1��InJ C 11)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 12)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. Continued on page 2 • Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER B1 MONOPITCH 9 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:35 2015 Page 2 ID:gTYUfkotl ZLmROUFdRaeMJyCys7-IsdTOGMLp6s595RsKItTRiHkr5FaNmjbeEuckXyCjgo LOAD CASE(S) Standard /L.�N� mOTTIFI Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER BG Monopitch Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 S Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:37 2015 Page 1 ID:WM IJGT8R9mIdDcPDx09p7dyCywr-hFkDpyObLk6pPPbFSjwxW7M8mu 1 QrgPt6YNjoPyCjgm -1-4-8 0-0-0 5-1-8 1.5x4 I I Scale=1:26.1 6 1.5x4 I I 6.00 12 5 1 1.5x4 I I RI � 1.5x4 II 13 12 3 r, I W 2 0�tl 1 LA ill W B1 W W 11 10 9 8 7 3x8 I I 1.5x4 I I 1.5x4 II 1.5x4 I I 0-0-0 5-1-8 1-4-8 I 1.5x4 II 5-1-8 Plate Offsets(X,Y)- [11:0-4-4.0-1-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.07 Vert(TL) -0.01 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 Code MNSRC2015/TPI2007 (Matrix) Weight:23 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud`Except* MiTek recommends that Stabilizers and required cross bracing be installed during truss W2:2x3 SPF Stud erection,in accordance with Stabilizer Installation guide. OTHERS 2x3 SPF Stud REACTIONS. All bearings 5-1-8. (Ib)- Max Horz 11=101(LC 9) Max Uplift All uplift 100 lb or less at joint(s)11,7,8,9,10 Max Gray All reactions 250 lb or less at joint(s)7,8,9,10 except 11=300(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-11=-272/171 NOTES- (12-14) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Corner(3) -1-4-8 to 1-7-8,Exterior(2)1-7-8 to 5-0-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)This truss has been checked for uniform snow load only,except as noted. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 8)Gable studs spaced at 1-4-0 oc. I n5 i nr'[ 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `'% 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11,7,8,9,10. Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER BG Monopitch Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:37 2015 Page 2 ID:WMIJGT8R9m IdDcPDx09p7dyCywr-hFkDpyObLk6pPPbFSjwx W7M8mu1 QrgPt6YNjoPyCjgm NOTES- (12-14) 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 12)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 13)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 14)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER C Monopitch 10 1 Job Reference(optional) Littfln Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:39 2015 Page 1 I D:hi_U YLsW9c273?otbEtL7OyCz2x-des_EeQ stLM WejleZ7yPbYRQsieeJZjAZrsgtlyCjgk -1-4-8 0-0-0 5-5-8 1.5x4 II Scale=1:32.4 3 m m M cn v"VhatA 1 �' Io 4 5 7 3x5 I I 1.5x4 I I 0-0-0 5-5-8 1-4-8 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.05 4-7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.34 Vert(TL) -0.11 4-7 >602 180 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.02 2 n/a n/a BCLL 0.0 Code MNSRC2015/TP12007 (Matrix-M) Weight:24 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss WEDGE erection,in accordance with Stabilizer Installation guide. Left:2x4 DF or SPF Std or Stud REACTIONS. (lb/size) 2=432/0-5-8 (min.0-1-8),4=276/0-1-8 (min.0-1-8) Max Horz 2=121(LC 11) Max Uplift2=-16(LC 12),4=-33(LC 12) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 6-7=-284/177 NOTES- (10-12) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=9omph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-8 to 1-7-8,Interior(1)1-7-8 to 5-3-12 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 11)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. ����- I 12)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. _El N. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER CG Monopitch Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:40 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL70yCz2x-5qQ M S_QU efU NGsKq 7rTe81_cc63z20DKOVbNP kyCjgj 1-4-8 0-0-0 5-5-8 1.5x4 II Scale=1:35.7 6 1.5x4 11 8.00 2 5 1.5x4 II 4 1.5x4 II 1 v� 41 M 411 3x5 11 10 9 8 7 1.5x4 11 1.5x4 II 1.5x4 I I 1.5x4 I I 0-0-0 5-5-8 1-4-8 I 5-5-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.01 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCLL 0.0 Code MNSRC2015fTPI2007 (Matrix) Weight:26 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x3 SPF Stud erection,in accordance with Stabilizer Installation guide. WEDGE Left:2x3 SPF Stud REACTIONS. All bearings 5-5-8. (Ib)- Max Horz 2=120(LC 9) Max Uplift All uplift 100 lb or less at joint(s)7,2,8,9,10 Max Gray All reactions 250 lb or less at joint(s)7,8,9,10 except 2=262(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (12-14) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Corner(3) -1-4-8 to 1-5-8,Exterior(2)1-5-8 to 5-4-4 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)This truss has been checked for uniform snow load only,except as noted. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,2,8,9,10. r TTY ' 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. L u u 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type - Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER CG Monopitch Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:40 2015 Page 2 I D:hi_UYLsW 9c273?ofbEtL7OyCz2x-5gQMS_Q U efU N G sKg7rTe81_cc63z2ODKoVbN P kyCjgj 12)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 13)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 14)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard LN Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER D Common 17 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:42 2015 Page 1 I D:hi_UYLsW 9c273?ofbEtL7OyCz2x-2CY6sfSkAG k5VATD EGV6DA3yoveXWsndF p4U U dyCjq h -1-4-8 0-0-0 5-0-12 10-1-8 15-2-4 20-3-0 21-7-8 5x4= Scale=1:52.8 4 1\lt. 8.00 PIT 18 19 1.5x4 \\ 1.5x4 3 5 17 20 2 12 15 r�1 w iod 16 7 13 10 9 8 4x6 II 16 1- o 11 3x4= 3x6= 3x4= 0-0-0 6-9-0 13-6-0 20-3-0 1-4}xi6 I I 20-3-0 11-4-8 Plate Offsets(X,V)-- [2:0-2-8,0-0-8],[6:0-2-8,0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.07 8-10 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.15 8-10 >999 180 TCDL 10.0 Rep Stress!nor YES WB 0.30 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 Code MNSRC2015/TPI2007 (Matrix-M) Weight:84 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss WEDGE erection,in accordance with Stabilizer Installation guide. Left:2x4 DF or SPF Std or Stud,Right:2x4 DF or SPF Std or Stud REACTIONS. (lb/size) 2=1238/0-5-8 (min.0-1-8),6=1238/0-5-8 (min.0-1-8) Max Horz2=146(LC 11) Max Uplift2=-29(LC 12),6=-29(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-12=-426/0,12-17=-1521/13,3-17=-1316/39,3-18=-1344/69,4-18=-1212/89,4-19=-1212/89,5-19=-1344/69,5-20=-1316/39, 15-20=-1521/13,6-15=-426/0 BOT CHORD 11-13=-71/385,10-13=-42/1167,9-10=0/794,8-9=0/794,8-16=0/1167,14-16=0/347 WEBS 4-8=-55/498,5-8=-365/141,4-10=-55/498,3-10=-365/141,2-11=-695/37,12-13=-254/115,11-12=-688/13,2-13=0/548, 6-14=-695/36,15-16=-254/108,14-15=-688/14,6-16=0/548 NOTES- (8-10) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-8 to 1-7-8,Interior(1)1-7-8 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER D Common 17 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:42 2015 Page 2 ID:hi UYLsW9c273?ofbEtL7OyCz2x-2CY6sfSkAGk5VATDEGV6DA3yoveXWsndFp4UUdyCjgh 8)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 9)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 10)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard Job Truss Truss Type - Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER DG Common Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:44 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-_bftH LT?ht_pkUdbMhYalb9MzjP6_oYvj7ZbYVyCjgf 1-4 8 0-0-0 10-1-8 20-3-0 21-7-8 4x4= Scale=1:56.9 9 8 =; 10 8.00 12 7 11 6 12 5 13 4 14 3 15 dd I 2 � _ 1 ^A 16 a 114, 3x6 11 3x6 II 31 30 29 28 27 26 25 2423 22 21 20 19 18 3x6= 0-0-0 20-3-0 I1-4-8I 20-3-0 I1-4-8I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 17 n/r 120 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 16 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code MNSRC2015/TPI2007 (Matrix) Weight:106 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss WEDGE erection,in accordance with Stabilizer Installation guide. Left:2x3 SPF Stud,Right:2x3 SPF Stud REACTIONS. All bearings 20-3-0. (Ib)- Max Horz 2=-146(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,26,27,28,29,30,31,24,22,21,20,19,18 Max Gray All reactions 250 lb or less at joint(s)25,26,27,28,29,30,31,24,22,21,20,19,18 except 2=293(LC 1), 16=293(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (13-15) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Corner(3) -1-4-8 to 1-7-8,Exterior(2)1-7-8 to 10-1-8,Corner(3)10-1-8 to 13-1-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)This truss has been checked for uniform snow load only,except as noted. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ������ 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,26,27,28,29,30,31,24,22,21,20,19,18. u 11)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER DG Common Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:44 2015 Page 2 I D:h i_UYLs W9c273?ofbEtL7OyCz2x-_bftH LT?ht_pkUd bMhYa l b9Mzj P6_oYvj7ZbYVyCjgf NOTES- (13-15) 12)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 13)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 14)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 15)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER DS GABLE 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:47 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-OAL?wNWt_oMObxMA1 p5HwEnoXwLiB70MP5oF9gyCjgc -1-4-8 0-0-0 5-0-12 10-1-8 15-2-4 20-3-0 21-7-8 4x8 I I Scale=1:52.8 4 dh 8.00 12 49 i 50 •!. 3 G 5 IS 48 �� g� �� kik, 51 2 43 j!j!J�J� YJ i\�\ ,j� u, Yy 4616 o " 44 10 9 8 4x6 II 47 4 o 42 3x4= 3x6= 3x4= 0-0-0 6-9-0 13-6-0 20-3-0 1-4-f/ I I 20-3-0 11- 4-8 Plate Offsets(X,Y)— [2:0-2-8,0-0-8],[6:0-2-8,0-0-8] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.07 8-10 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.46 Vert(TL) -0.15 8-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 Code MNSRC2015/TP12007 (Matrix-M) Weight:125 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-0 oc purlins. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss OTHERS 2x3 SPF Stud erection,in accordance with Stabilizer Installation guide. WEDGE Left:2x4 DF or SPF Std or Stud,Right:2x4 DF or SPF Std or Stud REACTIONS. (lb/size) 2=1238/0-5-8 (min.0-1-8),6=1238/0-5-8 (min.0-1-8) Max Horz 2=146(LC 11) Max Uplift2=-29(LC 12),6=-29(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-43=-426/0,43-48=-1521/13,3-48=-1316/39,3-49=-1344/69,4-49=-1212/89,4-50=-1212/89,5-50=-1344/69,5-51=-1316/39, 46-51=-1521/13,6-46=-426/0 BOT CHORD 42-44=-71/385,10-44=-42/1167,9-10=0/794,8-9=0/794,8-47=0/1167,45-47=0/347 WEBS 4-8=-55/498,5-8=-365/141,4-10=-55/498,3-10=-365/141,2-42=-695/37,43-44=-254/115,42-43=-688/13,2-44=0/548, 6-45=-695/36,46-47=-254/108,45-46=-688/14,6-47=0/548 NOTES- (11-13) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.Opsf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-8 to 1-7-8,Interior(1)1-7-8 to 10-1-8,Exterior(2)10-1-8 to 13-1-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/-PI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 , 4)This truss has been checked for uniform snow load only,except as noted. hTFI J j 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER DS GABLE 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:47 2015 Page 2 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-OAL?wNWt_oMObxMA1 p5HwEnoXwLiB7OMP5oF9gyCjgc NOTES- (11-13) 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,6. 10)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 11)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 12)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 13)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard -DTTFON Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER E Common 10 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:48 2015 Page 1 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-sMvN7jW VI6UFD5xMbWcWSRJO_KmKwdHVdlXohGyCjgb -1-4-8 0-0-0 4-7-8 9-3-0 10-7-8 4x4= Scale=1:30.6 3 saa 8.00112 14 : 13 B1 1 m M o �� 6 ►o 0 7 9 12 10 3x5 11 1.5x4 I I 3x5 11 0-0-0 4-7-8 9-3-0 1-4-8 I 9-3-0 I 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 6-12 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.02 6-12 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 2 n/a n/a BCLL 0.0 Code MNSRC2015/TPI2007 (Matrix-M) Weight:36 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss WEDGE erection,in accordance with Stabilizer Installation guide. Left:2x4 DF or SPF Std or Stud,Right:2x4 DF or SPF Std or Stud REACTIONS. (lb/size) 2=633/0-5-8 (min.0-1-8),4=633/0-5-8 (min.0-1-8) Max Horz 2=-76(LC 10) Max Uplift2=-24(LC 12),4=-24(LC 13) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 8-13=-542/19,3-13=-433/44,3-14=-433/44,11-14=-542/19 BOT CHORD 6-9=0/360,6-12=0/360 WEBS 2-7=-357/51,7-8=-290/19,4-10=-357/50,10-11=-290/21 NOTES- (8-10) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.0psf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Exterior(2)-1-4-8 to 1-7-8,Interior(1)1-7-8 to 4-7-8,Exterior(2)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces& MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 3)This truss has been checked for uniform snow load only,except as noted. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,4. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 9)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. ���u ��� 10)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER EG Common Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:51 2015 Page 1 ID:hiUYLsW9c273?ofbEtL7OyCz2x-HxbWIkZo21 tg4ZfxGfAD44xYCYol7?OxKjmSlbyCjgY -1-4-8 0-0-0 4-7-8 9-3-0 10-7-8 4x4= Scale=1:32.9 5 1.5x4 II P3 1.5x4 II 8.00 12dill � 6 1.5x4 II 1.5x4 II A3 7 a2 _pp � � � oo w liv' 1 9 � 1 B, 9 Io 020 3x5 II 14 13 12 11 10 3x5 II 1.5x4 II 1.5x4 II 1.5x4 H 1.5x4 II 1.5x4 II 0-0-0 9-3-0 1-4-8 I 9-3-0 I 1-4-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) 0.00 9 n/r 120 MT20 197/144 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 8 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code MNSRC2015ITPI2007 (Matrix) Weight:41 lb FT=20% BCDL 10.0 LUMBER- BRACING- TOP CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF No.2 or 2x4 DF-N No.1/No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x3 SPF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss WEDGE erection,in accordance with Stabilizer Installation guide. Left:2x3 SPF Stud,Right:2x3 SPF Stud REACTIONS. All bearings 9-3-0. (Ib)- Max Horz2=-76(LC 10) Max Uplift All uplift 100 lb or less at joint(s)2,8,13,14,11,10 Max Gray All reactions 250 lb or less at joint(s)12,13,14,11,10 except 2=289(LC 1),8=289(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (12-14) 1)Wind:ASCE 7-10;Vult=114mph(3-second gust)V(IRC2012)=90mph;TCDL=6.Opsf;BCDL=6.0psf;h=23ft;Cat.II;Exp B;enclosed;MWFRS(envelope)automatic zone and C-C Corner(3) -1-4-8 to 1-7-8,Exterior(2)1-7-8 to 4-7-8,Corner(3)4-7-8 to 7-7-8 zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-10;Pf=35.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1 4)This truss has been checked for uniform snow load only,except as noted. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 35.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)2,8,13,14,11,10. 10)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. �� U���ttC 11)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER EG Common Supported Gable 1 1 _Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:46:51 2015 Page 2 ID:hi_UYLsW9c273?ofbEtL7OyCz2x-HxbWIkZO21 tg4ZfxGfAD44xYCYol7?OxKjmSlbyCjgY 12)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 13)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. 14)For Piggyback conditions,see Piggyback truss connection detail for base to cap truss connections. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen ' MASTER FA Floor 12 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:44 2015 Page 1 I D:_Y2 ihMJyJ BLhLorGn3OSCDyD?KF-19 W9c7oNYJ pvpYDgBe5QtDKu NKI H NY9Vr3Xjn?yCkU r 0-1-8 H 2-2-8 1-7-0 11 a Scale=1:26.4 ■ 1.5x4 II 3x5= 1.5x4 II 1.5x3= 4x8= 1.5x4 11 3x5= 1.5x4 H 3x6 FP=S floe Cøy� 4x6= 1.5x3= 1 2 3 4 5 21 6 7 8 9 p 10 11 o 1 ar 11 94 �_ e, T9 0 1901- --Illiiiiiiiiiiiiiiiii: �,, •': 1 20 I_ o 4 t 17 16 15 14 13 1 3x6= 4x12= 3x10 MT18H FP— 3x8= 4x6= 3x6= 3x5= - - 20-3-0 20-3-0 Plate Offsets(X,Y)-- [1:Edge,0-0-12],[10:0-1-8,Edge1,113:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.30 14-15 >812 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.52 14-15 >460 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.66 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code MNSRC2015/TPI2007 (Matrix) Weight:95 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 18=909/0-5-8 (min.0-1-8),12=988/0-5-8 (min.0-1-8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2742/0,3-4=-2742/0,4-5=-3900/0,5-21=-3900/0,6-21=-3900/0,6-7=-3511/0,7-8=-3511/0,8-9=-3511/0,9-10=-1358/0 BOT CHORD 17-18=0/1586,16-17=0/3494,15-16=0/3494,14-15=0/3904,13-14=0/2639,12-13=0/1358 WEBS 2-18=-1782/0,2-17=0/1309,4-17=-852/0,4-15=0/460,6-14=-446/0,9-14=0/988,9-13=-1452/0,10-13=0/711,10-12=-1640/0 NOTES- (5-6) 1)All plates are MT20 plates unless otherwise indicated. 2)Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 6)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-18=-8,1-21=-80,11-21=-96 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 NN JTT II Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FA Floor 12 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:45 2015 Page 2 ID:_Y2 ihMJyJB LhLorG n30SCDyD?KF-V M4XgTp?JcxmR iotILdfPRs37k5 W6?Pe4jG GJ RyCkUq LOAD CASE(S) Standard Uniform Loads(plf) Vert:12-18=-8,1-21=-80,11-21=-96 UT FH Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FA1 Floor 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:46 2015 Page 1 ID:_Y2ihMJyJBLhLorGn3OSCDyD?KF-_Yevlpgd4w3d3sN3J28uyePF78TarTEoJNOgsuyCkUp 0-1-8 H I 2-2-8 I 1 1-7-011 8 Scale=1:26.4 1.5x4 11 3x6= 1.5x4 1.5x3= 4x8= 1.5x4 H 3x5= 1.5x4 H 3x5= 1.5x4 H 3x6 FP= 4x6= 1.5x3= c 1 2 3 4 5 6 7 8 9 10 11 1;', —, 1T1 °r _ o T7 0 19 L, 000000---1111111 00000000- .1 I I I I I iiii: .....liool11- j 20 10 4 BFf 1 v 61 _a- — -0_ _o B o -- o- 17 16 15 14 13 • 3x6= 4x8 3x10 MT18H FP = 3x5 = 3x8= 4x6= 3x6= 20-3-0 20-3-0 Plate Offsets(X,Y)— [1:Edge,0-0-12],[10:0-1-8,Edgej,[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Vert(LL) -0.30 14-15 >812 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.47 14-15 >509 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code MNSRC2015/TPI2007 (Matrix) Weight:95 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 18=874/0-5-8 (min.0-1-8),12=874/0-5-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2609/0,3-4=-2609/0,4-5=-3636/0,5-6=-3636/0,6-7=-3171/0,7-8=-3171/0,8-9=-3171/0,9-10=-1206/0 BOT CHORD 17-18=0/1519,16-17=0/3295,15-16=0/3295,14-15=0/3575,13-14=0/2359,12-13=0/1206 WEBS 2-18=-1706/0,2-17=0/1234,4-17=-777/0,4-15=0/386,6-14=-457/0,9-14=0/920,9-13=-1307/0,10-13=0/643,10-12=-1456/0 NOTES- (4-5) 1)All plates are MT20 plates unless otherwise indicated. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 5)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FAL Floor Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:52 2015 Page 1 ID:_Y2ihMJyJBLhLorGn3OSCDyD?KF-oi?B IsuOgmgnnngDfJFIBvfL4Zf8FKyghJT83XyCkUj 0Na 011c8 Scale=1:26.4 1.5x3= 3x6 FP= 1.5x3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 o '''t a er ar a ar T1 er a GI; or er o, ar T2Q or e, o 4 4 4, P ,It ? 4 $ 4 4 Q $ IM en 0 35 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 ST1 T1 ST1 ST1 S111 36 0 7. # # R1 # # # # # R2 # # 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 3x4= 3x6 FP= 3x4= 20-3-0 20-3-0 Plate Offsets(X,Y)— [1:Edge,0-0-12] -- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a n/a BCDL 5.0 Code MNSRC2015ITPI2007 (Matrix) Weight:80 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 1800F 1.6E(flat)*Except* BL1:2x4 DF Std or 2x4 SPF Stud(flat) OTHERS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. All bearings 20-3-0. (Ib)- Max Gray All reactions 250 lb or less at joint(s)34,18,33,32,31,30,29,28,27,25,24,23,22,21,20. 19 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 1)All plates are 1.5x4 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 8)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard JTTFHN Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FB Floor 8 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:53 2015 Page 1 ID:_Y2ihMJyJBLhLorGn3OSCDyD?KF-GuZZVCv0Q4yeOxPPD1 mXk7CR4ygL_dMgwzCib_yCkUi 0-1-8 H 2-2-8 1-7-8 Scale=1:25.9 1.5x4 II 3x5= 1.5x3= 4x8= 1.5x4 I I 3x5= 1.5x4 11 3x6 FP= 1.5x4 II 3x6= 4x6= 3x4 1 2 3 4 5 20 6 7 8 9 10 11 o1m � 04r Ti --0- '111 =.Y. .000000000000,_T _ 0 19 Eft W1 R1 \ , oM ..4.0000000001. 41114444400444400: 000000000.000,— " 17 16 15 14 1He 3 12 3x6= 4x12= 3x10 MT18H FP=3x5= 3x8= 4x6= 3x8= 20-3-8 20-3-8 Plate Offsets(X,Y)— [1:Edge,0-0-12],[10:0-1-8,Edge],[13:0-1-8,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip IDOL 1.00 TC 0.36 Vert(LL) -0.30 14-15 >807 480 MT20 197/144 TCDL 10.0 Lumber IDOL 1.00 BC 0.72 Vert(TL) -0.53 14-15 >457 240 MT18H 220/195 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.09 12 n/a n/a BCDL 5.0 Code MNSRC2015/TPI2007 (Matrix) Weight:96 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 18=912/0-3-8 (min.0-1-8),12=2115/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 11-12=-1185/0,2-3=-2750/0,3-4=-2750/0,4-5=-3915/0,5-20=-3915/0,6-20=-3915/0,6-7=-3535/0,7-8=-3535/0,8-9=-3535/0, 9-10=-1391/0 BOT CHORD 17-18=0/1590,16-17=0/3505,15-16=0/3505,14-15=0/3924,13-14=0/2666,12-13=0/1391 WEBS 2-18=-1787/0,2-17=0/1313,4-17=-856/0,4-15=0/464,6-14=-441/0,9-14=0/984,9-13=-1444/0,10-13=0/708,10-12=-1672/0 NOTES- (7-8) 1)All plates are MT20 plates unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Load case(s)1,2 has/have been modified.Building designer must review loads to verify that they are correct for the intended use of this truss. 4)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 8)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S)oStandard /L � 1)Deadd+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 LOTTED Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FB Floor 8 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:54 2015 Page 2 ID:_Y2ihMJyJBLhLorGn30SCDyD?KF-147xtYwfBN4VO4_bnkH mGKkcgMAaj4cz8dyF8QyCkUh LOAD CASE(S) Standard Uniform Loads(pIf) Vert:12-18=-8,1-20=-80,11-20=-96 Concentrated Loads(Ib) Vert:11=-1119 2)Dead:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pIf) Vert:12-18=-8,1-20=-80,11-20=-96 Concentrated Loads(Ib) Vert:11=-1119 _ TTFII Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FC Floor 8 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:55 2015 Page 1 ID:_Y2ihMJyJBLhLorGn3OSCDyD?KF-DHhJwuxHyhCLeEZoKRo?pYHglme0Sf86NGhogsyCkUg 2-2-8 I 0-4-0 0-4-0 1.5x3 I I 6x6= Scale=1:12.5 1 23x4= 3 4 � T1 ii T2 W1 v O , /i-- —' S __ D1 7 64x6=5 3x4= 5-0-0 ' 5-4-0 I 5-4-0 Plate Offsets(X,Y)— [4:0-2-0,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.14 Vert(LL) -0.00 6 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.13 Vert(TL) -0.07 6-7 >822 240 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code MNSRC2015fTP12007 (Matrix) Weight:26 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 4=217/0-3-8 (min.0-1-8),7=217/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-7=-271/0,4-6=0/270 NOTES- (6-7) 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. 6)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 7)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard JTTF L Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FD Floor 4 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 S Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:57 2015 Page 1 ID:_Y2ihMJyJBLhLorGn30SCDyD?KF-9fo4LZyXU IS3tYjASsgTuyM9ZaKJwY5PraAvklyCkUe 2-2-8I 1-4-8 1.5x3 II 1.5x3 II 1.5x3 II Scale=1:12.7 1 23x4= 3 43x4= 5 T1 ,� ' ' c' 141 11 W1 (IV' v t �®- - 81 � e 8 73x5= 6 3x4= 3x4= 8-4-8 8-4-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) -0.01 7 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.14 Vert(TL) -0.05 7-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code MNSRC2015fTP12007 (Matrix) Weight:39 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. (lb/size) 8=363/Mechanical,6=363/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-650/0,3-4=-650/0 BOT CHORD 7-8=0/517,6-7=0/374 WEBS 2-8=-586/0,4-7=0/313,4-6=-489/0 NOTES- (4-5) 1)Refer to girder(s)for truss to truss connections. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 5)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard LDTTFI Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FD1 Floor Girder 1 1 I _ Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:58 2015 Page 1 f��2222 �� ID:_Y2ihMJyJBLhLorGn30SCDyD?KF-dsMSYvz9FcawVilNOaLiRAvGHzWKfonZ3EwTHByCkUd 2-2-8 - �2 �9H I 1-4-12 1-4-8 Scale=1:13.9 5x4= 1.5x3 H 4x8= 1.5x3 II 1.5x3 II 6x8= 1.5x3 II 1 2 3 4 5 6 7 ® T1 W' r2 r• , ' '6 - W' 4 i — li : . — Q i6-- 13 12 11 10 9 8 8x12 = 6x8= 3x5= 4x6= 5-4-4 1 5-0-4 5-2-4 , 8-4-8 8-4-8 I Plate Offsets(X,Y)-- [3:0-1-8,Edge],[6:0-3-8,Edge],[8:Edge,0-1-8],[10:0-1-8,Edge],[11:0-5-12,Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) -0.06 12 >999 480 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.79 Vert(TL) -0.10 12-13 >968 240 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code MNSRC2015/TP12007 (Matrix) Weight:44 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Std or 2x4 SPF Stud(flat)*Except* W1:2x4 DF 1800F 1.6E(flat) REACTIONS. (lb/size) 13=1031/Mechanical,8=1338/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3140/0,3-4=-3039/0,4-5=-3039/0,5-6=-3039/0 BOT CHORD 12-13=0/1771,11-12=0/2972,10-11=0/3039,9-10=0/1501,8-9=0/1530 WEBS 4-11=0/471,5-10=-348/0,2-13=-2006/0,2-12=0/1561,3-11=-424/0,6-8=-1998/0,6-10=0/1919 NOTES- (6-7) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 7)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:8-13=-8,1-7=-80 ..[ITTFIIN. Continued on page 2 Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FD1 Floor Girder 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:58 2015 Page 2 I D:_Y2ihMJyJ B LhLorG n30SC DyD?KF-dsMSYvz9FcawV i I NOaLiRAvGH zW KfonZ3EwTH ByCkUd LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:11=-1643 I1TTIFO Job Truss Truss Type Qty Ply 421056 S.B. Hopkins-Danberry/Coehen MASTER FDL Floor Supported Gable 1 1 Job Reference(optional) Littfin Truss Company,Winsted,MN,Jim Boruff 7.630 s Jul 9 2015 MiTek Industries,Inc. Thu Dec 03 08:01:59 2015 Page 1 I D:_Y2i hMJyJBLhLorG n3OSCDyD?KF-52wq m F_nOwin6ssZZHtxzNSXN N2o0U ii luf0 pdyCkUc 1 2 3 4 5 6 7 8 Scale=1:11.6 iii �i T9 iii I I iii iii 191. 191 i� 19 iii ST' 1 191 ST' iii iii il W1 ST1 ST' ST' ST' W1 T lir TT Tr r rr Tr X191 . - _X $1 i9! i9! iii 191 16 15 14 13 12 11 10 9 8-4-8 I - - 8-4-8 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code MNSRC2015/TPI2007 (Matrix) Weight:34 lb FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 DF 1800F 1.6E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 1800F 1.6E(flat) OTHERS 2x4 DF Std or 2x4 SPF Stud(flat) REACTIONS. All bearings 8-4-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)16,9,15,14,13,12,11,10 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- (7-8) 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)This truss must not be exposed to environments that are corrosive or greater than 19 percent moisture,and moisture of lumber not to exceed 19 percent 8)It is the responsibility of the engineer of record to determine the suitability of this component for this project per ANSI/TPI 1,Section 2. LOAD CASE(S) Standard _ I IlThK ,144001 Jeff Danberry <jeffdanberry@gmail.com> cohen Nick Hanson <nick@hansongroupmn.com> Wed, Nov 18, 2015 at 1:33 PM To: Blaine Kemp <blaine@signaturedesignbuildmn.com>, Jeff Danberry <jeffdanbeny@gmail.com> Roger stated that he's not sure what he needs due to the fact that he hasn't gotten a full set of plans and he thought I was reviewing the plans to determine if any issues were needed. I propose that you send me the truss engineering, and I will note the bearing locations for the girder trusses on an engineering plan and then you can submit all of it together for permit. Please send the truss engineering to me. Thank you Nick Hanson COpVStructural Engineer The Hanson Group LLC Cell: (612) 708-3572 www.hansongroupmn.com 3407 Kilmer Lane North Suite#4 Plymouth, MN 55441 [Quoted text hidden] RECEIVED NOV 19 2015 CITY OF ORONO kowitti'll , Jeff Danberry <jeffdanberry@gmail.com> .�r L ,4.LZlx,. 2697 Ethel Ave 4 messages Melanie Curtis <MCurtis@ci.orono.mn.us> Tue, May 19, 2015 at 9:57 AM To: "bkemp@kempdesignllc.com" <bkemp@kempdesignllc.com>, Jeff <jeffdanberry@gmail.com> Blaine &Jeff Sorry for the delayed response. The side of the home facing Ethel is technically a side street and the 15'setback will be measured from the edge of the road. Based on your survey it appears the house is between 28'from the south lot line where a 30' rear setback is required. See attached. Can you move the addition back to meet 30'on that side? Melanie Melanie Curtis, Planner Direct 952.249.4627 Planning & Zoning Office 952.249.4620 2750 Kelley Parkway, Orono, MN 55356 Email: mcurtis@ci.orono.mn.us Website: www.ci.orono.mn.us SKM_C654e15051908570.pdf 77K Jeff Danberry <jeffdanberry@gmail.com> Tue, May 19, 2015 at 10:18 AM To: Marc Cohen <Mcohen@bearence.com>, "<bkemp@kempdesignllc.com>" <bkemp@kempdesignllc.com> we need to make the bathroom/closet a little smaller- no big deal we will start with elevation drawings \ 14'-6" \ 20' \ 9' \ \ 14,_6" \ 20' 9' \ / 2520FX 2568 I 2520FX 2868 � y-�-�2545011il �7" / N 2545DH 1.'81F-, -' I ..- 9, M N JL' f KITCHEN 'T KITCHEN _ BEDROOM J zaa sq ft i 245 s ft - BEDROOM , _ CI i 128 sq ft / Di,-1 � r \ - 10.8" j 2'_10". 5' ,.,„___3'_,1/4 -3'-1 \ 10'_8" �2,_10"'A,^ 5, , T �- _ Copy _ _ S r4 -- - _ OFFICE I 108sgft , 1 1 tn _ I OFFICE / m - DF a 108 sq ft \ ; HALL "v L ` HALL 53 668q ft ON/ 53 sq ft F, I 2668 / I ' - FAMILY BEDROOM 248 sq ft FAMILY - - 171 sq ft BEDROOM 247 sq ft _ - ,J 171 sq ft \ • \ 14'-1" 2'-5", 16'-3" / I c o / - N ( II ( 1868 5368 4 2545D11 2545011 / I) 1568 8368 I 0 254500 254501 \ ' 3 O 1 11 etu LIVING sq ft LIVING r Elevation 10 427 sq ft r \ 4'-6" \ 46 \ / / 304500 6045FX 304500 RECEIVED 1 u II y / / DECK 304500 6045FX 3045DH 531 sq ft DECK 531 sq ft NOV 19 2015 / \ 19'-4" \ \ 19'-4" \ CITY OF ORONO A EXISTING MAIN FLOOR LAYOUT g PROPOSED MAIN FLOOR I SCALE:3/16"=1'-0"(18"X24") 1 SCALE:3/16"=1'-0"(18"X24") — NEW EXISTING '7* RE:invert yv r home Buildi gCorp. '' COHEN RESIDENCE 2697 ETHEL AVE ORONO,MN 55391 11/16/2015 7 `i O. -_ 8/12 i _ PRE-ENEERED FLOOR GINTRUSS `' 3 T.B.D _`� - -- It. B m ♦ 38" 1. 5,_8„ 8 4 4/12 o lul3 U —DVS r _:_ _.._... ._.__._._. Z 0 FP I PRE-ENGINEERED < •r HALL •,,, ------ - __ - MONO TRUSS T.B.D m 150 sq ft Z o a MAIN FLOOR BELOW w. 1 j ] L 11 - MONO GIRDER (�) ° wsea�r HOU 11101:10E100110U W.I.0 3'"4" 48sgft P Dam Iff1J 0000 [0]0 ,-7 MASTER BATH r - 'p <la 139 sq R I I d 6 / B ' - \ 1° A I B PROPOSED FRONT ELEVATION / 2 xr MECH J SCALE:3/16 =1-0"(18"X24") / 1 37 sq ft 01 y g 4 4 - 9 8_ 4 6-8" V-8 4 . 8/12 r ® 8/12 --„, o MASTER SUITErn __ ' iiiiii N ---,2 ? 459sgft s _-- `�? / PRE-ENGINEERED - < FLOOR TRUSS T.B.D g 0 _000000006/12 - 4/12= PRE-ENGINEERED ' -- -._. _. 6/12 ROOF TRUSS T.B.D 1.4 41123FX2060.-4" 41138FX � 0 DECK BELOW I. 2 -. L J � 111E1 011111111111111111111 , - Il A PROPOSED 2ND STORY ADDITION PROPOSED REAR ELEVATION 0- 2 SCALE:3/16"=1'-0"(18"X24") SCALE:3/16"=1'-0"(18"X24") �R;:Invert your home I g),Of "f Build ngCorp. 01 COHEN RESIDENCE 2697 ETHEL AVE /'1 ORONO,MN 55391 L 11/16/2015 • -- -8/12-.: --.. -........ --.. 812 _. 6/12 - --, PROPOSED LAKE SIDE ELEVATION 3 SCALE:3/16"=1'-0"(18"X24") 8/12 8/12 - I I __.4/12 1 I _. 6ii2 tl RE:Invent g40P 'a. B PROPOSED SIDE ELEVATION 3 SCALE:3/16"=1'-0"(18"X24") "' ✓ � (�, COHEN RESIDENCE 2697 ETHEL AVE ORONO,MN 55391 11/16/2015 ASPHALT SHINGLES -1/2"ROOF SHEATHING R-40 BLOWN INSUL PRE-ENG ROOF TRUSSES 24"OC ASPHALT SHINGLES 4MILL POLY 7 I/2"ROOF SHEATHING 5/8 DRYWALL R-40 BLOWN INSUL Wi Bii PRE-ENG ROOF TRUSSES 24"OC 4MILL POLY 5/8 DRYWALL ..dli.00,AIIIIII 1/2 DRYWALL __ 1/2 DRYWALL 4 MILL POLY = 4 MILL POLY ` 2X6 STUD 16"OC = V 2X6 STUD 16"OC RI9 BATT INSUL. = U RI9 BATT INSUL. 1/2"WALL SHEATHING = a d 1/2"WALL SHEATHING . __. - TYVEK/SIDINGU TYVEK/SIDING EXISTING .- —— - — - - EXISTING MAIN FLOOR ' I 7T EXISTING MAIN FLOOR / ; -5/8 DRYWALL 5/S G FLOOR TRUSS1 11131111 El IPILREENGFLOORTRUSS II • (— • 3/4"T&G SUBFLOOR (SiZE/SPACING T.B.D) EXISTING FLOOR FINISH -:I 111 - 3/4"T&G SUBFLOOR II L FLOOR FINISH - jC_ _ ���Jm_ I `EXISTING EXISTING I EXISTING EXISTING u r 11 17 CROSS SECTION B CROSS SECTION \A.,/SCALE:3/16"=1'-0"(18"X24") 4 SCALE:3/16"=1'-0"(I8"X24") I I I ! ] , , , 17 1 , ! I I I I I , , 1 I ti1'7 I I I ) I I 1 1 , I , �, I I 1 I 1 I l r l l I l I, 1 I, Mil III, 1 #I,1,IHI.I ASPHALT SHINGLES =1/2"ROOF SHEATHING _ —2X8_ RAFTER 24"OC II 1 R40 BLOWN INSUL I PRE-ENG FLOOR TRUSS — . -_- 45/8MILLDRPOLYYWALL RIDGE BEAM � 11QQ01:1E11Q0QPQ5555555555 - t/-*---/ - _. _, (_, 6 - �_ , '7.1.- 1 1 1�J L 1 EXISTING EXISTING RE:bwe(It your home I I I I I 1 15":11/49617Buil ingCor . CON RES C CROSS SECTION 2 97ETHELAVECE 4 SCALE:3/16"=1'-0"(18"X24") ORONO,MN 55391 4 11/16/2015 A • Certificate •of Survey Legend • Found Iron Monument x 000.0 Existing Elevation Prepared for: Donberry Building Corp. -1, 3 -- c:?_ 0OSS e o/' Q7l oc� �• SITE � O O ,<-0,9,_ ,_÷:- .- ,o S �, , p 11 Site Address: If'o o9 1 2697 Ethel Ave �P Orono, MN 55391 ?� i/ X /\ * Q7 / / /- Benchmark: Top of water of Lake Minnetonka (located on 4-21-15) / Elevation = 928.61 (per Minnehaha Creek Watershed District) / / / / / / I // // I I / / / / I YY / / l r\�/// / ,(0 // ooC// 4ryti // // Tract C / •� / / �' / // ��ti// �, 6,./ 968.1 / / ,E.- / / co Stoop---, jT . 969.8 33F / / & Step \ T // , cs2s / / W x 966.5 / / Tract A t.) 970.6 x /�'L, °4.6 6'�c� / / nNl / y`COiy��ry/� 7',S�'>i'jPy .�'�J x 963.8 / / __ 380 o �4). 4)//e)e? oA0 .° N � // G// City of Ore no 4(4< /Goy `�� x s6z/3 / f / Planning & Z ig Plan Review - ?o `�C \ Site Plan Rev :.v Date: V Tr a c t DI. . I/�� Bituminous f :� / ,� .i.ek••; Drivewa •(9 sss.ax 968.9 %,14 .7§,',. y/ 0, • / APPROVED ..Reta967 63.1 x oa /---P.O.B 0 APPROVED WITH F.EVISIVNS(see notes) ry�ox 968.8 / J� / S'ly cor. 0 DENIED Retaining Wall— �e 0 / of Tract C // oy ,\<0. / Staff: sss. x r'i xf, / c f' '( ;�`� // RECEIVED ) .^)s ¢:.7 int // NOV 3 l ?U15 6'vfs� / / N / / CITY OF ORONO / --. Boundary Description (supplied by client) Tracts D and E, REGISTERED LAND SURVEY NO. 0115, Hennepin SCALE • County, Minnesota, also that part of Tracts A, 8 and C 30 0 15 30 60 described as beginning at the most southerly corner of Tract C; IneM31111M11.1111 thence northwesterly along the southwesterly line thereof 15 feet; thence northeasterly to the most northerly corner of Tract B; thence southeasterly to a point in northeasterly line of Tract 1 inch = 30 feet A distant 5 feet southeasterly from the most northerly corner thereof; thence southwesterly to a point in northwesterly line of Tract A distant 15 feet southerly from most northerly corner thereof; thence southwesterly to point of beginning. Bearings based on assumed datum. L7L 974 SCHOBORG I hereby prepared certifybyme thatorunder this certificatedirect of survey was my supervision and Book/Page:JobNumber.• that I am a duly Registered Land Surveyor under the LAD SERVICES lows of the State of Minnesota. Survey Date: 4/21/15 7,( Drawing Name: danberry.dwg INC. _ _ ____ Drawn by. DMS jKelly L. Brouwer Revisions: 763-972-3221 8997 Co. Rd. 13 SE Date: 1�t ? 6 i "( Registration No. 48328 www.SchoborgLand.com Delano, MN 55328 Val EiStki ,tv 2.015- 014m - vid Sbrj Aoki h