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Home My WebLink About5256 Pierson CourtCity of W heat jjgge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. F: 303.237.8929 August 10, 2018 Owner/Occupant 5256 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700401 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — September 7th — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatridge.co.us City of W heat midge COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director City of Wheat Ridge Residential Mechanic PERMIT - 201801615 PERMIT NO: 201801615 ISSUED: 06/01/2018 JOB ADDRESS: 5256 Pierson CT EXPIRES: 06/01/2019 JOB DESCRIPTION: Install replacement 14 seer 3.5 ton A/C with rehook. *** CONTACTS *** OWNER (303)929-7590 REMINGTON HOMES OF COLORADO IN SUB (303)466-4209 Rosalie Cooper 018111 Cooper Heating & Cooling *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 2,746.00 FEES A/C Replacement 60.00 Total Valuation 0.00 Use Tax 57.67 ** TOTAL ** 117.67 *** COMMENTS *** *** CONDITIONS *** Work shall comply with 2012 IRC & 2014 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this ppermit and perform the work described and approved in conjunction with this pettnIt. I further attest that I am legally authorized to include al(entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in the permit application and accompanying :tans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the originalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division, 6. The i ce or granti f a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any app[ a co or any [nance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Oily cit `J`l heat .dge ML)Nrvy DEVEl.0I'tv1t:N7 Building & Inspection Services Division 7500 W. 2901 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: vermits(ft.wheatridge.co.us FOR OFFICE USE ONLY Date: Plawpermlt # Plan eview Building Permit Application Please complete all highlighted areas on both sides of this forth. Incomplete applications may not be processed. *** Property Address: Property Owner Property Owner Email: Mailing Address: (if different than property address) Address: City, State, Zip: F -M-111° l_i. 1- Architect(Engineer E-mail: Phone: Phone: Contractor: Cooper Heating and Cooling Contractors City License #: 18111 Phone: 720.361.4245 Contractor E-mail Address: kdaniels@coopergreenteam.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Kathi Daniels Phone: 720.361.4245 CONTACT EMAIL(please print): kdaniels@coopergreenteam.com Sub Contractors: Electrical: W.R. City License # Other City Licensed Sub: City License # City License # Plumbing: W.R. City License # Other City Licensed Sub: Mechanical: W.R. City License # Complete all information on BOTH sides of this form —4 6_/0 ❑ COMMERCIAL 21RESIDENTIAL Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ❑ NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to beused, etc.) Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value`nt : (Contract vabU, the cost of all materials and labor included in the entire project) $ 7- l t (f� OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants. easements or restrictions of record: that all measurements shown and allegations made are accurate: that 1 have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance -,cith applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. that 1 am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1. the applicant for this uilding permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (A(fir-ftORIZED REPRESENTATIVE) _000WNER) (CONTRACTOR) SiQnaturc (first and last ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: DEPARTMENT USE ONLY DATE:1 �I OCCUPANCY CLASSIFICATION: Building Division Valuation: CERTIFICATE OF OCCUPANCY Permit #: 201700401 `6A',Cit of Date: 02/05/2018 (�! Y Wheat �idge COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 -Stipulations: New Single Family Home - 4,330 sq ft This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheatridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO IN ADDRESS: 5740 Olde Wadsworth BLVD, Arvada, CO 80002 CONTRACTOR/ADDRESS: m. sparks 5740 Olde Wadsworth, Arvada, CO 80002 PROPERTY ADDRESS: 5256 Pierson CT, Wheat Ridge, CO 80033 PARCEL #: 39-162-13-032 OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions. No change shall be made in the Use of this building without Sprinklered: 2012 ICC / 2014 NEC prior notice and a new CERTIFICATE OF OCCUPANCY No from the City of Wheat Ridge Certificate MUST be \ posted by front door of Chief Building Inspector commercial occupancies Zoning Administrator oil ® Q INSP C I N ECORD INSPECTION ONLINE FORM: http://www.ci.wheatridge.co.us/forms.aspx?fid=79 INSPECTION REQUEST LINE: (303) 234-5933 X60 Occui"ancy/Type Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an inspection the following business day.** Inspector Must Sian ALL Spaces pertinent to this project Date Inspector Initials Foundation Inspections Date inspector Comments Initials Electrical 6 a — Concrete Encased Gro nd (CEG) / - / Foundation / P.E. Letter Plumbing Underground/Slab Inspections Date Inspector Initials Comments Electrical DO — Sewer Service / - / one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage Plumbing Floodplain Inspection (if applicable) Do Not Cover Under round or below in MPpryva1 vt I IIC 1'%5JW V e110Fw%'cea11w Rough Inspections Date Inspector Comments _ Initials ,-V Wall Sheathing f% Z----- Mid-Roof f -Lath // Wall Tie --- C �..9., �� L µ,a -- -- Rough Electric _ 1 h Rough Plumbing/Gas Line Rough Mechanical _ r (? Rough Framing Rough Grading Insulation Drywall Screw/ Nail "-z t Finallnspections Date Inspectors Initials Comments Landscaping & Parking / Planning Dept. DO Inspections from these entities should be requested ROW & Drainage / Public Works Dept. / - / one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage Floodplain Inspection (if applicable) inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. Fire Inspection / Fire Protection Dist. Final Electrical Final Plumbing Final Mechanical _ Roof�E�� Final Window/Doors _ Final Building _�, / I NOTE: All items must she completed and ap roved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy. _ *For low voltage permits - mease oe sure inat rough mbpuL uu1 is a1 t; AUT INIU«U 11V111 al- I�•�•• •�• - �� ___.�_ by the Building Division. Occupancy is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather *** City of Wheat Ridge Single Family - New PERMIT - 201700401 REMINGTON HOMES OF COLORADO PERMIT NO: 201700401 ISSUED: 06/28/2017 JOB ADDRESS: 5256 Pierson CT EXPIRES: 06/28/2018 JOB DESCRIPTION: New single family detached with 3 car front load garage. Unfinished SUB basement, 3 bedroom, 3 bathrooms Ben Millwood 019354 Millwood Plumbing & Heating Unfinished basement - 980 sq ft; Main floor - 1325 sq ft; 2nd floor - 1158 (303)688-4487 sq ft; Garage - '710 sq ft; Covered front porch - 157 sq ft; 4,330 sq ft *** total *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN GC (303)420-2899 m. sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lina-Brug Electric, Inc. SUB (303)421-450ti Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *,* ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLnC'K/7,n9,#• n i *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 298,149.66 FEES Total Valuation 0.00 Plan Review Fee 1,570.14 Use Tax 5,366.69 Permit Fee 2,415.60 Engin. Review Fee 150.00 *'k 'DOTAL ** 9,502.43 *** COMMENTS *?* *** CONDITIONS *** A Form Board Survey is required. Please call for rebar inspection prior to pour.Smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. Per City of Wheat Ridge policy, carbon monoxide detectors are required to be installed with in 15' of all bedrooms.Barkflow prevention device required. Inspection and testing of backflow prevention devices is required per 2012 IRC Sec. R2503.8. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall. be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. .Backfiow Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com �0 Assembly Serial #: T261335 Test Date / Time: 2/5/2018 10:44:43 AM Tester Certification #: 6-1190 Assembly Test Results ® Pass ❑ *Fail Water Supplier: Meter #: Y Service Location: REMINGTON HOMES 0 Q Facility Address: 5256 PIERSON CT City:WHEATRIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES °0 Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 c p Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Tvoe Of Use Protection Orientation Inlet Outlet Type: [:1RP ElDC ® PVB [IAir Gap El Domestic ®Containment El Horizontal ❑ T Size: .75 Date Installed: El Fire E] Containment by Isolation ® Vertical Up ❑' ;_ °J ® New ❑ Existing ❑' ❑ Glycol ❑ Isolation ❑ Vertical Downtn Previous Assembly #: ® Irrigation ❑ Recycled Location: Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 75 Tightness Differential Tightness Differential Check Valve #1 [ Leak 3.0 ❑ Leak (RP, DC, PVB) [ Tight ❑ Tight Check Valve #2 [ Leak ❑ Leak .(RP, DC) [ Tight LJ Tight Relief Valve a (RP) Buffer co (RP) Air Inlet 3.2 C (PVB) ~ Valve #1: Leakin❑RelacedShutoff [Ti ht Shutoff Valve #2: [-Tight ['JLeaking []Re laced Back Pressure: ❑yes ❑No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: BOTH SOV CLOSED UPON ARRIVAL. CLOSFD AFTFR TFST o Alarm Company/Fire Department: DFS Certification #: 18-13-06300 M Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: Y Y Test Kit Make: MidWest Model: 845 N Serial #: 10111942 Last Calibration Date: 12/13/2017 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc °J Tester Name: Nick Vincent � �`� Phone: IJP Signature: Certificate Expiration Date: 1/27/2021 Date: 01/23/2018 5256 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 5/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 735 Prepared by: energyLogic analysis. insight, answers, Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: XcelEnergy- IMME1100* 11111111111W V INSPECTION RESULTS: This report certifies the items inspected meet the program/code requirements. Categories Passed: Lighting/Appliances IECC and Energy Star Air Sealing "' Insulation Inspection @ Final HVAC Inspections '' Ventilation Systems ve Water Heaters Mechanical Systems P Room by Room Air Pressure Balancing Blower Door Diagnostics Categories to Address: EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N, Berthoud, CO 80513 Thank you for using EnergyLogic, Inc for your home inspections Prepared for: Remy:v- DAS H Remington Homes 5256 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 5/2 Collect, Store and Verify HVAC Contractor Checklists and/or Design ESv3 - 4.1 RDRC Reports Result: WA CA i% 1/23/2018 Nice Work --Items corrected on re -inspection Mechanical System #1 Conditioned Floor area used in HVAC design loads is between 0-300 ESv3 - 4.2.3 RDRC square feet larger than home to be certified Result: 1/23/2018 Mechanical System #1 EL area with Crawl 3896 sf HVAC 4314 sf Have HVAC Contractor fix listed items •ection .• •• Window area used in HVAC design loads is between 0-60 square feet ESv3 -4.2.4 RDRC larger than home to be certified Result: Inspection Date Action Needed Photo 1/23/2018 Have HVAC Contractor fix listed items Mechanical System #1 EL 513 sf 3 HVAC 471 sf le Passed Prepared By: Mark Lane Builder Sign Off - Builder will correct item without re -inspection 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc - www.nrglogic.com (970) Failed 556-0839 Failed - Builder must submit photo of correction in lieu of re -inspection PO Box N Berthoud, CO 80513 Date: 1/23/2018 5256 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 5/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 735 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Prepared by: OnergyLogic analysis. Insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xce/Energys Thank you for using EnergyLogic, Inc for your home inspections Prepared for: ASH. Remington Homes I I t, fl_4Y s:GA� BUILDING SHELL/BLOWER DOOR TES CFM@50 2015 IECC CFM/Envelope ACH@50 nACH House to Garage Connection HVAC (CAZ) to Garage House to CAZ BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type 2x4 Walls CFM50 2x6 Walls B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 3.00 ACH50 inch Insulated Sheathing 0.00 nACH Common wall to garage B2 - Blown Fiberglass - Wall/Floor - R-4.27 per N/A inch Party Wall N/A Framed Basement Walkout/Garden Wa I I Knee Wall B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Skylight Shaft Wall Box Sill Closed Cell Foam R-6.5/in+ Batt Rim Joist Closed Cell Foam R-6.5/in+ Batt Floor Systems Insulation Type Floor System Over Garage B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Cantilever Adiabatic 1- Not insulated Crawl Ceiling Ceiling Insulation Type Blown Attic Attic - Blown Fiberglass - Avg 2.7/Inch--Verify Card Vaulted Ceiling Batted Ceiling 1- Not Applicable to house Cathedralized Attic/Roof Deck Foundation Insulation Type Unfinished Foundation Wall B4 - Fiberglass Blanket Vinyl Framed Foundation Wall 1- Not Applicable to house Conditioned Crawl Space Wall B4 - Fiberglass Blanket Vinyl I, Target Measured 1,833.65 1481 CFM50 CFM50 0.00 CFM/SF N/A 3.00 ACH50 2.42 ACH50 0.00 nACH 0.00 nACH N/A N/A N/A N/A N/A N/A R- Value N/A 23 N/A N/A N/A 5 /A R- Value 50 N/A N/A N/A R- Value 0 J/A I/A J/A Value 9 I/A 9 Slab Edge N/A Under Slab N/A BUILDING SHELL/WINDOWS Window Type U Value SHGC Above Grade Windows 1- Dbl Vinyl Low -E 30 30 Foundation Windows 1- Dbl Vinyl Low -E 34 31 WHOLE HOUSE MECH VENTILATION < Target Measured Flow Volume 66 CFM to CFM 70 CFM SPOT VENTILATION Measured Master 50 CFM r Jack&jill 57 CFM ROOM AIR PRESSURE BALANCING Measured Master ,' 2.3 Pa Front 0.1 Pa Lft ` %�s� r}'°-�'T }F �� Le W ,:�; '^ �".:'i44��.. w..4, a4 -T -1y -2 1 Pa ' MECHANICAL SYSTEM #1 Furnace - Conditioned Area Ducts Target Measured Total System Leakage at Final (CFM@25) N/A N/A Final Leakage to Outside (LTO) 145 CFM 25 CFM MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 1/23/2018 INSPECTION RESULTS: PASS Builder Sign -off Items Include: • Conditioned Floor area used in HVAC design loads is between 0-300 square feet larger than home to be certified - Mech System #1 • Window area used in HVAC design loads is between 0-60 square feet larger than home to be certified - Mech System #1 PREPARED BY: Mark Lane • 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc • PO Box N Berthoud, CO 80513 - (970) 556-0839 • www.nrglogic.com 0. w 400 m 4a m cc tm 0 CL UJ aj W cc Q) .0 ro 4al m cr- u 0 0 M cn Ln >1jo 00 4w 0 (U 00 -j 00 c c 0) >1 c uj ra 0 Mo CL -d C E rq 41 0 24 .. ko k. 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Builder Name: Rating Company: Permit Date/Number: Rater ID (RTIN): 8664221 Home Address 5256 Pierson Ct Rating Date: 01/23/2018 Wheat Ridge, CO Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality-installed insulation protect roofs, walls, and foundations. and high-performing windows to deliver improved ((kk� comfort and lower utility bills_ L M Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1481 CFM50 (2.4ACH50) from the home. Primary Insulation Levels Water-resistant materials on below-grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency: U-Value: 0.30 SHGC:0.30 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high-efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance. ENERGY STAR Qualified Lighting: 100-1. Total Duct Leakage: Duct Leakage to Outdoors: 150 CFM25 Post-Construction 25 OFN 25 ENERGY STAR Qualified Appliances and Fans: Refrigerators:0 Dishwashers:1 Primary Heating (System Type • Fuel Type • Efficiency): Ceiling Fans: 0 Exhaust Fans: 5 Furnace • Natural Gas 92.1 A FUE Primary Water Heater (System Type • Fuel Type • Efficiency): Primary Cooling (System Type • Fuel Type • Efficiency): Water Heater • Natural Gas • 0.68 Energy Factor N/A � i� til a °i. This certificate provides a summary of the major energy efficiency and other construction features that contribute to this home coming the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing perfomrod by a trained professional. The Home Energy Rating System is a notionally-recognized Home Home Homes uniform measurement of the energy efficiency of homes. Note that when a home contains multiple performance levels for a particular feature (e.g., - - M window efficiency or insulation levels), the predominant value is shown. Also, homes may be. gq`VI!!tt p o ,� g v, a o �, M cartiried to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly les; O@ Mor4 selected from a set of homes for representative, inspections and testing. In such CaSes, the Energy Energy features farad in each homy within the set are intended to meet nr exceed the values presented ° on this certuficale. The actual values for your home may differ, but offer equivalent of better r performance. This Certificatewas printed using Firotrope- (Vin ion 2.2.0.1844). This Home ox4r;;rsem Learn more at www.ermryystar.govfhomefeatures IECC 2012 Performance Compliance Property Organization Remington Homes EnergyLogic 5256 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01/23/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5256 Pierson Ct Remington Homes I Remington Homes Annual Energy Cost Design IECC 2012 Performance Heating $708 Cooling $162 Water Heating $139 SubTotal - Used to determine compliance $1,009 Lights & Appliances $812 Onsite generation $0 Total $1,820 QnergyLogic a�olY.lf. inflgfil. eniv-if As Designed 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 13.51% SHGC ® 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor C Mandatory Checklist M Design exceeds requirements for IECC 2012 Performance compliance by 13.5%. Name: Mark Lane Signature:G Organization: EnergyLogic Date: Jan 25, 2018 Ekotrope RATER - Version 2.2.0.1844 IECC 2012 Performance compliance results calculated using Ekotropes energy algorithm, which is a RESNET Accredited HERS Rating Tool. $574 $159 $139 $872 $798 $0 $1,670 V co O N N 7 C) 0) 0 C LU M N 0 r 0 N � m LL N "' � � W _ al c a�� W W 070 = m a Ll- d ccs O a) W C '" .0 QI7 O nj mry .L N a) .. c- � U c o N L Ln - ` O } 4:.J V 0 O rc' U-• t4 ar U L 0 �tR ', U- U U a) U _ 3 ca -0 0 n O Om 0 E d df ar c d y 10 w (!J N O LL Z O .� c o O 0 t1t a a+ c c c n' 0 c� QM17 _ yU _ C ar N O m W O U O = N v c E = O a ° 4) EMro w LL n a 3 f1f �s U C O CLM.o ry a5 O = N +- V tt ,p0 CD 0 CU Q = L 0 "a =- o o Q3w V .3 c Ln m U c � G v W U)Ur N CL H E O (n 4= O E LOGS L' 0 C o '� c d U 33C U `' � U N O O O 0 � 00> f0 tSS � d CC i ry W L .- 6.E car CD Cr N N O A C O 0 CrQ) ey4 O 0 O N a m �cCr W C C C U Z U c o o O O _ w E C7 a m LL v c O O v A Q U- G N co O N N 7 C) 0) 0 C LU M IECC 2012 Label 5256 Pierson Ct HERS@ Index Score: 58 Building_ Envelope Specs Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-10 Exposed Floor: R-50 Slab: R-0 Infiltration: 1481 CFM50 (2.4 ACH50) Duct Insulation: R-0 Duct Leakage: 25 CFM25 Window & Door Specs Window: U = 0.300, SHGC = 0.300 Doors R-7 Mechanical Equipment Specs Heating: Furnace - Natural Gas . 02.1 AFUE Cooling: N/A Hot Water: Water Heater • Natural Gas • 0.68 Energy Factor Builder or Design professional Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) Property Organization Remington Homes EnergyLogic 5256 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01123/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5256 Pierson Ct Remington Homes I Remington Homes RESNET Confirmed Rating... Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 37.8 33.0 Cooling 4.6 7.2 Total 42.4 40.2 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.024 Slab R: 0.0 Window U: 0.300 (()nergyLogic an alrsis. ,nvign�, ans. •rt Envelope Loads (MBtu /year) Category 2006 IECC As Designed 90% Target Heating 68.0 45.4 Cooling 8.4 8.4 Total 76.4 53.8 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 25.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2016. Name: Mark Lane Signature: '0l44 � -t'� Organization: EnergyLogic Date: Jan 25, 2018 Ekotrope RATER - Version 2.2.0.1844 This information does not constitute a warranty or ctuarantee of home enercly performance Q%ZlergyLog'c Property Organization Remington Homes EnerDyLogio 5256Pierson Ct 719'243'5147 Wheat Ridge, CU8OU33 Mark Lane Reports Builder 5256 Pierson Ct Remington Homes I Remington Homes Inspection Status 01/23/2O18 Rater |D(RT|N):8064221 RESNET Confirmed Air Leakage Measurement Unit CFM at6OPa Measured Infiltration 1481 ACH50(Cabu|ated) 2.4 ELA[oq.|n](Ca1ou|ated) 81.5 CFM50 (Calculated) 1481 Duct Leakage Number ofDuct Systems 1Syotem(s) 25 25.0 Leakage [CFM — ' Leakage VoOutdoors [CFM25/TO0ui] 0.7 Leakage h»Outdoors [CFK425/CFA] 0.007 Total Leakage Test Type Post -Construction Total Leakage [CFM @25Pa] 160,0 Total Leakage [CF[W25/1OOa.[} 4.1 Total Leakage [CFM25/CFA] 0.041 M5>r6@DiC8| \6eDf'|@6[xD Rate8CFNO 708 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency Y6 0.0 Runs atleast once every 3hrs? true Average Rate [CFK4] 78.0 2O1OASHRAE83.3Req. Cont. Ventilation 68.5 EkotropeRAJER-Version 2.2.0.1844 RESNET HOME ENERGY QlnergyLogic RATING Standard Disclosure For home(s) located at: 5256 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: 1 _ The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: []A. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home VC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home E]4. The Rater or Rater's employer is a supplier or installer of products, which may include.- Products nclude: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by Rater FjEmployer Rater Employer Rater Employer Rater []Employer [jRater f-JEmployer El Rater []Employer OR is in the business of t -]Rater FjEmployer Rater DEmployer Rater DEmployer Rater F]Employer Rater Employer EIRater DEmployer L] 5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 8664221 Name: Mark Lane Signature: Gott. Organization: EnergyLogic Date: ,fan 25, 2018 I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet.us/standards/RESNET_Mortgage_lndustry_National_HERS_Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 i CITY OF WHEAT RIDGE Building Inspection Division (303)234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 14 1 F Job Address: S z (, / t_( S, N C+ Permit Number: 2 c71-7 ) r -i (� ❑ No one available for inspection: Time A /PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Dates Z 13 Inspecto . DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division _ (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: J-7 1"ft�hd Pl v,-6 i J,' Job Address: kk-,r<j_;,•a Permit Number: QQJ �-(3O4O 1 LA Q) -7 ►� �� v ❑ No one available for inspection: Tim �Gpm Re -Inspection required: Yes When corrections have been made, ca re -inspection at 303-234-5933 Date: a ! Inspect I DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: y13 S f Iii ), cr"( Job Address: -5-a S �> -k Permit Number: cDo 1 -qy i�> 4 � I ❑ No one available for inspection: Time 9,' ► S(AM)PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector. DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: q03 -- F, 41 !R . . Job Address: 5-0 (n P, C4--, Permit Number: Q O 1-3- 0 O 1+ O I F ❑ No one available for inspection: Time y A y PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 r" Dater-) - '�S Inspector DO NOT REMOVE THIS NOTICED 01 i CITY OF WHEAT RIDGE Building Inspection Division .w (303) 234-5933 Inspection, line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: U 1 rS IS v_j) j 1 n I f I JQb Address: SC'S-G P/ (t r—si Permit Number: QoR OoLl 6 W,a _432v1- rh Y"l V N n'a f S 1 N1Prj Ca 1 NjZ I Seel YL�v1c"ti4�',:•�.. mfv 1. '1( . -, QS�Q �/{{{��ra u ,�� Lr, VV,��l�f a 5,1u _1PD F� ��+*�` AIQ n�,4'rra l'�a♦A li's.l� ( rG �1 A/C'I �1 1)1_ �ND Xr i^(la 5S1 v�"ia�� rui5�el Cuvei ❑ No one available for inspection: Time @rm Re -Inspection required- Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: / Inspect r: ' 1J DO NOT REMOVE THIS NOTICE City of Wheat _ge COMMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for front yard landscaping at 5256 Pierson Court. The escrow is in the amount of One thousand dollars and zero cents ($1500.00) for installation of front yard landscaping. The above amount is to be held in escrow for: ® Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: Established seed and/or sod consistent with state stabilization requirements ❑ Other: Escrow expires June 24, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: Name Date City of Wheat jdge COMMUNITY DEVELOPMENT Landscaping Escrow A,-reement This agreement made this 24th day of January 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5256 Pierson Court In the event that the installation of landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: General Contractor: Signature . Business Address / Ph e IL Date Title City of Wheat Ridge, Colorado By:� Title: Date:—! — 1--5 — (8 N1 Q0 �=mp0 D C<-D'S DC60-SAO➢AZ 02. 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Er P) caC:L 0 cl, "L rZ. do o tier O,< -I q CL PL F—, :5 rn r3 cr 0. r). r;, 7 Q a Als VA 1-t 11C �ws L 00 0 ::s cr I -n I -e e-) 3j In i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: _313/ Plagi - k6aR 1 Job Address: C__T_ Permit Number: _�)617n_n4lb I ❑ No one available for inspection: Time J /-5AM/,�"M Re -Inspection required: Yes �_) When corrections have been made, call for re -inspection at 303 -234 - Date: I % Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: P KA,&L- IZ00 F�- Job Address: 15,z -=)Q G'"t'"' Permit Number: `Zori 004c) ` ❑ No one available for inspection: Time LU -':;U (AIV/PM Re -Inspection required: Yes No When corrections have been made, callf e-inspectioon�at 303-234-5933 Date: 'L I J I Inspector: q1 I. N&,,_ DO NOT REMOVE THIS NOTICE :� ► �: CITY -OF WHEAT RIDGE ..... Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: M 10 Job Address: ',-5-2S6 Permit Number: 20(766401 ❑ No one available for inspec i e 2 Re -Inspection required: Y s r No When corrections have been made, ` or re-i' at Date: (( , Z 1" _" Inspector: i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Lit q 5c� Job Address: 5.2 -5(_p pl -2a� C"r' Permit Number: 2b1_j0004_Dj ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, callf e -inspection at 303-234-5933 Date: (r"4n b Inspector: c DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: /-= Job Address: Permit Number:n/709ZIG/ ❑ No one available for inspection: Time , 1 �/_TA MAS M Re -Inspection required: Yes 'No When corrections have been made, call for re -inspection at 303r-234-5933 Date: /�`�Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office: • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 30 A F A /0 Fly Job Address: t` 10�iSd� G Permit Number: '�LO/700 L/0% 0 /1 ❑ No one available for inspection: Time LU `i AM/PM Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303 -234 - Date: �! AInspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 2VI66P4 � Job Address: _ I CT - Permit Number: 6V Q1 ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: / ' /U - f 7 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: SaAI Permit Number: ,90 7Me-10 ❑ No one available for inspection: Time A) /C' AI0M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: /'/1-17 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number:d/,�� ❑ No one available for inspection: Time ,).' A-MIPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: //, /O ' / 7 Inspector: DO NOT REMOVE THIS NOTICE r; J i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPEC TION NOTICE Inspection Type: All / S Job Address: _5_,Z S � 1Pj /7'j( - coo C t-. Permit Number: 2 C / "2 C O '/G/ ❑ No one available for inspection: Tin AM/PM Re -Inspection required: Yes No When corrections have been made, call for rel-iinns pc#ion at 303-234-5933 Date - f Inspector:��'' DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NO . Inspection Type: `rl •w G �'�--'r�Z S �/ "/� Job Address: When corrections have been made, call fo;re-insple (JHO 'at 303-234-5933 Date: ` 0 r dlnspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201.700401 PERMIT NO: 201700401 ISSUED: 06/28/2017 JOB ADDRESS: 5256 Pierson CT EXPIRES: 06/28/2018 JOB DESCRIPTION: New single family detached with 3 car front load garage. Unfinished basement, 3 bedroom, 3 bathrooms Unfinished basement - 980 sq ft; Main floor - 1325 sq ft; 2nd floor - 1158 sq ft; Garage - 710 sq ft; Covered front porch - 157 sq ft; 4,330 sq ft total *** CONTACTS *** PROJECT VALUATION: 298,149.66 OWNER REMINGTON HOMES OF COLORADO IN Total Valuation GC (303)420-2899 m. sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 298,149.66 FEES Total Valuation 0.00 - AiL Al2& �. 4 Plan Review Fee 1,570.14 Use Tax 5,366.69 - ---- � x � .ti�..r.<• Permit Fee 2,415.60 Engin. Review Fee 150.00 `--- -` ** TOTAL ** 9,502.43 *** COMMENTS *** *** CONDITIONS *** A Form Board Survey is required. Please call for rebar inspection prior to pour.Smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. Per City of Wheat Ridge policy, carbon monoxide detectors are required to be installed with in 15' of all bedrooms.Backflow prevention device required. Inspection and testing of backflow prevention devices is required per 2012 TRC Sec. 82503.8. All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. For one- or two-family dwellings, the first twenty-five feet (25'.) of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be perforrr�e� and that al] work to bV performed is disclosed in this document and/or its' acc9mpanying approved plans and specifications. Signaturl ofd, OWNER I or CONTRACTOR (Circle one) Date 1. This permit was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations; policies and procedures. 2. This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees andprocedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of ff the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any applicable co 2y ordinance or r gulation f this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. Oe_WheatRj,�Ogle City of COMMUNITy DEVELOPMENT Buildings & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Date: Plan/Permit # , U Plan Review Fee: 1'6v'4/ Building Permit Application r �- ,t cffw Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. "* Property Address:�r� Property Owner Email: Mailing Address: (if different than property address) Address: �7` �h �� t T�y P City, State, Zip: 9 CZl'QC � i LL Architect/Engineer: e. -aFc� Architect/Engineer E-mail: Contractor: Contractors City License #:I (P nn_7?�Phone: X592 Contractor E-mail Address: , Sub Contractors: Electrical: �' Plumbing: t Mechanical: L;_ I ) F( Fri c� g: 6�1 � >> ; � t aj)L Ot Sin � h a rk W.R. City License # C) I -75 W.R. City License # Otq'55` W.R. City License # r5( ) Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and pro osed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) t1 � ice. a�\ly ej ��c�► , � �-�1G�b��1 Cam e- - sq C�I� Sq. Ft./LF Amps Btu's Squares Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) S( ILIq � OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAME: �!?�1 �� SIGNATURE: DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: Q Z� �� OCCUPANCY CLASSIFICATION: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: 1 4�/ 2 - PUBLIC WORKS COMMENTS: Reviewer: � —'. ��---��>✓ �y �� vc„�, S�es� ivy v�i.w.1-��" �'1.a.1ti " -l'� „ � . V %7E -(Lk PROOF OF SUBMISSION FOR S Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: J Pi crSd_ej Quail Ridge Estates Subdivision, Lot #: 6 - Block: 2, Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUDI (landscaping) DOUD2 (setbacks) Lot Size: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%) (not including accessory structures) Total Proposed Building Coverage: Accessory Building Coverage (not to exceed 600 sq. ft.) 8 19 0 sq. ft. 36-1� sq. ft. Main Budding Setbacks Required Provided Front 20' 21' Interior Side 5' , 5 Side on street 10' VI Rear 20' jr Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? X (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% ? 25`1 f` Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side facade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure Driveway review considerations: ❑ Driveways cannot exceed 24' in width. Landscaping requirements: ❑ Minimum landscaped coverage is 25% ❑ The front yard must be 100% landscaped ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ The[sci] following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. -L. 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This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 11 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 30 feet. Groundwater was encountered at a depth of 18.8 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab per- formance risk evaluation, as well as slab installation and maintenance recommen- dations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and 0.5 inch at the ground surface.lt is not certain this movement will occur. If home buyers cannot tol- erate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally sup- ported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests base - 1"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners," Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 5, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 U ment walls can deflect or rotate slightly under normal design loads and that this de- flection typically does not affect the structural integrity of the walls. We recommend design of the basement walls on this lot using an equivalent fluid density of at least 55 pounds per cubic foot. This value assumes slight deflection of the wall can oc- cur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the low- est excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provision of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are critical to the satisfactory performance of foundations, slabs -on -grade, and other improve- ments. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evaluation, primarily because the methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experi- ence. Therefore, the recommendations presented in any geotechnical evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will perform satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the structure and use appropriate practices regarding drainage and landscaping. As this letter is meant only as a summary of our findings and recommenda- tions for the subject lot, we recommend home buyers review the Soils and Founda- tion Investigation from which this summary is taken. CTL THOMPSON, REMINGTON HOMES QUAIL RIDGE ESTATES LOT 5, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Cate o Representative Percent Swell* 500 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL i T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doe 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.dac EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc Cieof j� What�idge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855. f. 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: Project Address: Name of Firm/ Individual submitting documents: Project Type/ Description: a� Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I,' & 44 l� (.�L/lG�l( ' , am a duly authorized representative of the agency i dicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Co solidated Mutual Water District alley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other v Signature: Date: (Agency Representative) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) December 2, 2016 Re: 5256 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, 0),G�� Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED 4 THIS DEED, Made this February 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and conf=irm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page 1 of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation f By: Name: Robert R. Short Title: President State of Colorado ) )ss County of The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official seal., - k, \� My commission expires: �I / ,� J/i ,f; Notary( Public t JANET S JACKSON NOTARY PUBLIC STAT}- OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Otten Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and Lender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obli a� tions Secured. This Deed of Trust is given to secure to Lender: (a) the repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NQS— �5S(DOY-co 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender, Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) "faxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 7. Preservation and Maintenance of PropertX. Borrower shall keep the Property in good repair and shall not commit waste or perniit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such stuns and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condeinnation or other tatting of the Property, or part 1353913.2 thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound, Joint and Several Liability; Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and Note are declared to be severable. 16. Acceleration, Foreclosure, Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may detennine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, 5 Axa this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second l:o payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/1.00 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal lain presently existing or hereafter enacted. 21. Dry Utility_ Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 1353913.2 and cable) including the costs of permits, fees, demolition, relocation and installation ("D_yr Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with. Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer; shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 7 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. lRemainder of -page intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a Colorado comoratio By: Title: 1J P/ ( J .' STATE OF COLORADO § COUNTY OF4ke3fZ" The for .gong instrument was acknowledged before me this 26th day of February, 2016, by Ch ri s ,QS Pm of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANNON: R AUCHAVAN Notary Pubff State of Cotorsdo Notary 10 200$4037048 My Commission Expires Sep 23, ]2017 1353913.2 Witness my hand and official seal. My commission expires: (arW-non Notary Public 'Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis' HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Left Littleton, CO 80125 Pae 1 Project Report Oneral Project Information_ Project Title: Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Designed By: McKennon Piil Project Date: Monday, November 28, 2016 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688.4487 Company Fax: 303-688-1811 Company E -Mail Address: mpiil@smithandwillis.com Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 it. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -44 res' Total Building Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (ft') of Cond. Space: 37,106 Total Heating Required Including Ventilation Air: 47,332 Bluth 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 Total Latent Gain: -2,354 Bluth 0 Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes ® - Quaif Ridge. - 5256 Pierson CL Plan 735 Garage Left Littleton CO 80125 __ Pae 2 Miscellaneous Report Stem1 Whole House System Outdoor Outdoor Outdoor Indoor indoor Grains Input D Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter. 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 Duct Sizing Inputs Main Trunk R nou s Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ff. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. IMININ a Winter Summer Infiltration Specified: 0.279 AC/hr 0.250 AC/hr 126 CFM_ 113 CFM Infiltration Actual: 0.322 AC/hr 0.297 AC/hr Above Grade Volume: X 27.006 Cu.ft. X 27.006 Cu.ft. 8,683 Cu.ft./hr 8,015 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 145 CFM 134 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (113 CFM) Summer Infiltration Specified: 0.250 AC/hr (113 CFM) M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac -'Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge • 5256 Pierson Cf. Plan 735 Garage Left Littleton CO 80125 Page 3 System 1 Humidification Zone 1 1 -Basement 2 -Crawl Space 3- W IC 4- Mud Room S -Great Room 6 -Study 7 -PN DR 8 -Foyer 9-Dining/Kitchen 10 -WIC 11-Lndry 12 -Bedroom 2 13-Mstr Suite 14-Mslr Bath 15 -WC 16 -Bath 2 17-13edmom 3 18 -Hall of room airflows may be greater than system airflow because on mom airflow gotten uses the areater of heatino or cooling. Too RonJ "res Gain Gejnl-Gain I Net Los51 LLL CFM Act CFM Size 2.06 2,096 3,903 24,698 .2,354 24,698 24,698 47,332--2 929 _CFM', 1,120 1,120 2.06 2,096 3,903 24,698 -2,354 24,698 47,332 929 1,120 1,120 21x20 4,265 3,903 24,698 -2,354 24,698 43,067 929 1,120 1,120 12x15 1,080 1,016 -71 1,016 7,217 156 46 156 5,5,5,5 252 77 -51 77 1.459 31 3 31 Not MDD'. 1.4 49 351 -175 351 1,418 31 16 31 5 102 974 -193 974 2,004 43 44 44 5 315 5.609 -339 5,609 6,385 138 254 254 7,7,7 148 2,003 -268 2,003 2,875 62 91 91 6,6 36 225 -52 225 528 11 10 11 4 211 1,118 -264 1,118 2,360 51 51 51 6 472 4,724 -460 4,724 5,488 118 214 214 7,7,7 122 594 -159 594 1,494 32. 27 32 5 59 608 -50 608 701 15. 28 28 5 170 1,639 56 1,695 1,836 40 74 74 55 279 2,210 40 2,210 2,876 62 100 100 6,6 129 536 -89 536 1,110 24 24 24 5 22 195 -21 195 324 7 9 9 4 70 449 -67 449 743 16 20 20 4 207 2,144 -111 2,144 3,622 78 97 97 6.6 183 226 0 226 627 14 10 14 4 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac.Residential & Light Commercial HVAC Loads Elite Software Development, Ina Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 60125 Pae 4 Manual D Ductsize Data - Duct System 1 - Supply ---Dudt Name, eta Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit,Eq.Len SPL.Tot 51411:19,__ __ ___ _ _ CFM Area: SP.Avail SPL.Cumul -Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-C, Effective Length: 55.3 0.0003 Trunk 0.0003 22.4 Up: Fan 55 21 Rect 0.7 20 Presize 1,117 4.8 -Duct Name: STA 10, Feeds Into: Basement, Effective Length: 1.5 Presize Trunk 0.0003 16.9 Up: SMT -100 55 25 Rect 1.5 10 Presize 1,077 8.8 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 3.5 55 Trunk 0.0003 12.9 Up: SMT -100 128 14 Rect 3.5 10 Presize 109 14 ---Duct Name: SR -100, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 43.8 12.9 383 0.000 0.009 0.005 54.6 0.275 0.479 0.321 620 0.001 0.035 0.000 0.0 0.001 0.478 0.322 112 0.000 0.002 0.000 0.0 0.000 0.479 0.321 Runout 0.0003 7 266 0.004 Up: ST -260 55 5.4 0.018 0.005 Find 19.2 7.7 24.6 0.008 Presize 71 35.1 0.467 0.333 -Duct Name: ST -130, Feeds Into: Basement, Effective Length: 4.5 0.0003 Trunk 0.0003 12.9 Up: ST -260 55 14 Rect 4.5 10 Presize 426 18 -Duct Name: ST -140, Effective Length: 3.3 0.0003 16.9 Trunk 0.0003 12.9 Up: ST -150 55 14 Rect 3.3 10 Presize 230 13.3 -Duct Name: ST -150, Effective Length: 8.0 0.0003 12.9 Trunk 0.0003 12.9 Up: ST -160 55 14 Rect 8.0 10 Presize 230 32 -Duct Name: ST -160, Feeds Into: Basement, Effective Length: 0.5 5.4 Trunk 0.0003 16.9 Up: STA 10 55 25 Rect 0.5 10 Presize 1,077 2.9 -Duct Name: ST -170, Effective Length: 6.2 5.3 -Duct Name: SR -130, Supplies: Great Room, Fitting: 2-1, Effective Length: 43.3 Trunk 0.0003 12.9 Up: ST -140 55 14 Rect 6.2 10 Presize 112 24.7 -Duct Name: ST -180, Effective Length: 2.5 Up: ST -250 55 25 Trunk 0.0003 12.9 Up: ST -140 55 14 Fact 2.5 10 Presize 118 10 ---Duct Name: SR -110, Supplies: Dining/Kitchen, Fitting: 2-1, Effective Length: 43.8 Runout 0.0003 7 Up: ST -490 55 5.4 Find 19.2 7.7 Presize 71 35.1 -Duct Name: SR -120, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 46.2 0.000 Runout 0.0003 7 Up: ST -470 55 5.4 Find 14.0 7.7 Presize 71 25.7 --Duct Name: ST -200, Feeds Into: Basement, Effective Length: 1.3 0.000 Trunk 0.0003 12.9 Up: ST -470 55 14 Rect 1.3 10 Presize 55 5.3 -Duct Name: SR -130, Supplies: Great Room, Fitting: 2-1, Effective Length: 43.3 Runout 0.0003 7 Up: ST -250 55 5.4 Rnd 13.7 7.7 Presize 85 25 -Duct Name: ST -210, Feeds Into: Basement, Effective Length: 5.5 Trunk 0.0003 16.9 Up: ST -250 55 25 Rect 5.5 10 Presize 633 32.1 438 0.001 0.024 0.000 0.0 0.001 0.474 0.326 237 0.000 0.008 0.000 0.0 0.000 0.477 0.323 237 0.001 0.008 0.000 0.0 0.001 0.478 0.322 620 0.000 0.035 0.000 0.0 0.000 0.478 0.322 115 0.000 0.002 0.000 0.0 0.000 0.477 0.323 121 0.000 0.002 0.000 0.0 0.000 0.477 0.323 266 0.004 0.018 0.005 24.6 0.008 0.464 0.336 266 0.003 0.018 0.006 32.2 0.009 0.463 0.337 57 0.000 0.001 0.000 0.0 0.000 0.472 0.328 318 0.003 0.025 0.007 29.6 0.011 0.466 0.334 365 0.001 0.013 0.000 0.0 0.001 0.476 0.324 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quad Ridge - 5256 Pierson Cf. Plan 735 Garage Left Littleton CO 60125 E Pae 5 rManual D Ductsize Data - Duct System 1 - Supply cont'd ---Duct Name, etc. Runout 0.0003 Type Roughness Diameter Velocity SPL Duct Upstream Temperature Width Loss/100 SPL Fit Shape Length Height Fit. Eq.Len SPL Tot Sizing _ _ __- CFM Area SP.Avail SPL.Cumul -Duct Name: SR -140, Supplies: Great Room, Effective Length: 13.7 Runout 0.0003 7 318 0.003 Up: ST -210 55 5.4 0.025 0.000 Rnd 13.7 7.7 0.0 0.003 Presize 85 25 0.472 0.328 -Duct Name: ST -220, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 15.2 395 0.001 Up: ST -210 55 20 0.017 0.000 Rect 4.0 10 0.0 0.001 Presize 548 20 0.475 0.325 --Duct Name: SR -150, Supplies: Great Room, Fitting: 2-1, Effective Length: 51.1 Runout 0.0003 7 318 0.003 Up: ST -300 55 5.4 0.025 0.009 Rnd 13.7 7.7 37.5 0.013 Presize 85 25 0.465 0.335 --Duct Name: ST -230, Feeds Into: Basement, Effective Length: 2.2 Trunk 0.0003 16.9 439 0.000 Up: ST -300 55 25 0.018 0.000 Rect 2.2 10 0.0 0.000 Presize 762 12.6 0.477 0.323 --Duct Name: SR -160, Supplies: WIC, Fitting: 2-I, Effective Length: 23.9 Runout 0.0003 5 227 0.001 Up: ST -410 128 3.9 0.019 0.003 Rnd 6.8 5.5 17.1 0.005 Presize 31 8.9 0.474 0.326 -Duct Name: SR -170, Supplies: Mud Room, Fitting: 2-I, Effective Length: 28.3 Runout 0.0003 5 323 0.003 Up: ST -230 55 3.9 0.040 0.009 Rnd 6.3 5.5 22.0 0.011 Presize 44 8.3 0.466 0.334 --Duct Name: ST -250, Feeds Into: Basement, Effective Length: 3.2 Trunk 0.0003 16.9 414 0.001 Up: ST -230 55 25 0.017 0.000 Rect 3.2 10 0.0 0.001 Presize 718 18.5 0.477 0.323 -Duct Name: SR -180, Supplies: Foyer, Fitting: 2-1, Effective Length: 41.5 Runout 0.0003 6 260 0.004 Up: ST -220 55 4.7 0.022 0.005 Rnd 18.3 6.6 23.2 0.009 Presize 51 28.8 0.466 0.334 --Duct Name: ST -260, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 15.2 358 0.000 Up: ST -220 55 20 0.014 0.000 Rect 2.0 10 0.0 0.000 Presize 497 10 0.475 0.325 --Duct Name: SR -190, Supplies: Study, Fitting: 2-I, Effective Length: 53.8 Runout 0.0003 6 229 0.004 Up: ST -480 55 4.7 0.017 0.005 Rnd 25.3 6.6 28.5 0.009 Presize 45 39.8 0.464 0.336 ---Duct Name: ST -270, Feeds Into: Basement, Effective Length: 2.7 Trunk 0.0003 12.9 380 0.000 Up: ST -480 55 14 0.018 0.000 Rect 2.7 10 0.0 0.000 Presize 369 10.7 0.473 0.327 -Duct Name: SR -200, Supplies: Study, Fitting: 2-I, Effective Length: 47.8 Runout 0.0003 6 229 0.004 Up: ST -200 55 4.7 0.017 0.004 Rnd 25.3 6.6 22.5 0.008 Presize 45 39.8 0.463 0.337 -Duct Name: ST -280, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 11 0.000 Up: ST -200 128 14 0.000 0.000 Rect 1.7 10 0.0 0.000 Presize 11 6.7 0.472 0.328 --Duct Name: SR -210, Supplies: PWDR, Fitting: 2-I, Effective Length: 23.4 Runout 0.0003 4 126 0.001 Up: ST -280 128 3.1 0.009 0.001 Rnd 12.5 4.4 10.9 0.002 Presize 11 13.1 0.470 0.330 -Duct Name: ST -300, Feeds Into: Basement, Effective Length: 2.8 Trunk 0.0003 16.9 488 0.001 Up: ST -160 55 25 0.022 0.000 Rect 2.8 10 0.0 0.001 Presize 847 16.5 0.478 0.322 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential S Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Homes- Quail Ridge -5256 Pierson Ct. Plan 735 Garage Lett Littleton CO 60125 Page 6 Manual D Ductsize Data - Duct System i - Supply (cont'd) 6 Up: ST -420 55 ---Duct Name, eta Rnd 25.2 6.6 Presize 50 39.5 Type Roughness Diameter Velocity SPL.Duc Upstream Temperature Width Loss/100 SPL.Fi Shape Length Height Fit.Eq.Le n SPL.To Sizing CFM Area SP.Avail SPL.Cumu -Duct Name: SR -220, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 54.4 352 Runout 0.0003 6 Up: ST -420 55 4.7 Rnd 25.2 6.6 Presize 50 39.5 -Duct Name: ST -310, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 Up: ST -270 55 Rect 2.0 Presize 342 ---Duct Name: SR -230, Supplies: Mstr Suite, Fitting: 2-1, Effective Length: 39.4 Runout 0.0003 Up: ST -430 55 Rnd 19.3 Presize 50 -Duct Name: SR -240, Supplies: Mstr Bath, Fitting: 2-1, Effective Length: 27.3 Runout 0.0003 Up: ST -310 55 Rnd 12.8 Presize 24 -Duct Name: SR -250, Supplies: WC, Fitting: 2-1, Effective Length: 21.7 Runout 0.0003 Up: ST -450 55 Rnd 12.3 Presize 9 -Duct Name: SR -260, Supplies: WIC, Fitting: 2-I, Effective Length: 34.9 255 0.005 0.021 0.006 29.3 0.011 0.460 0.340 12.9 352 0.000 14 0.016 0.000 10 0.0 0.000 8 0.473 0.327 6 255 0.004 4.7 0.021 0.004 6.6 20.0 0.008 30.4 0.464 0.336 5 176 0.002 3.9 0.014 0.002 5.5 14.5 0.004 16.8 0.469 0.331 4 3.1 4.4 12.9 Runout 0.0003 5 Up: ST -270 128 3.9 Rnd 12.3 5.5 Presize 32 16.1 -Duct Name: SR -270, Supplies: Lndry, Effective Length: 3.5 Runout 0.0003 Up: ST -390 55 Rnd 3.5 Presize 28 --Duct Name: SR -280, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 39.1 Runout 0.0003 Up: ST -170 55 Rnd 15.5 Presize 37 --Duct Name: ST -350, Effective Length: 5.8 23.6 Trunk 0.0003 Up: ST -170 55 Rect 5.8 Presize 75 -Duct Name: SR -290, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 36.6 Runout 0.0003 Up: ST -350 55 Rnd 15.5 Presize 37 -Duct Name: ST -360, Effective Length: 1.8 Trunk 0.0003 Up: ST -350 55 Rect 1.8 Presize 38 -Duct Name: SR -300, Supplies: Bath 2, Fitting: 2-1, Effective Length: 23.9 103 0.001 0.007 0.001 9.4 0.002 0.471 0.329 235 0.003 0.021 0.005 22.5 0.007 0.466 0.334 5 205 0.001 3.9 0.018 0.000 5.5 0.0 0.001 4.6 0.476 0.324 5 271 0.005 3.9 0.029 0.007 5.5 23.6 0.011 20.3 0.466 0.334 12.9 77 0.000 14 0.001 0.000 10 0.0 0.000 23.3 0.477 0.323 5 271 0.005 3.9 0.029 0.006 5.5 21.1 0.011 20.3 0.466 0.334 12.9 39 0.000 14 0.000 0.000 10 0.0 0.000 7.3 0.477 0.323 Runout 0.0003 4 Up: ST -180 55 3.1 Rnd 8.7 4.4 Presize 20 9.1 -Duct Name: ST -370, Effective Length: 9.5 Trunk 0.0003 12.9 Up: ST -180 55 14 Rect 9.5 10 Presize 98 38 -Duct Name: SR -310, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 21.9 Runout 0.0003 6 Up: ST -370 55 4.7 Rnd 2.0 6.6 Presize 49 3.1 -Duct Name: SR -320, Supplies: Bedroom 3, Effective Length: 9.5 Runout 0.0003 6 Up: ST -370 55 4.7 Rnd 9.5 6.6 Presize 49 14.9 229 0.029 15.2 0.470 101 0.002 0.0 0.477 250 0.020 19.9 0.473 250 0.020 0.0 0.475 0.003 0.004 0.007 0.330 0.000 0.000 0.000 0.323 0.000 0.004 0.004 0.327 0.002 0.000 0.002 0.325 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC toads Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Littleton, CO 80125 Page 7 I Manual D Ductsize Data - Duct Svstem 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 4 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Lossl100 SPL.Fit Shape Length Height Fit. Eq.Len SPL:Tot Sizing CFM Area SP.Avail SPL.Cumul' ---Duct Name: Hall Low SA, Supplies: Hall, Fitting: 2-1, Effective Length: 15.1 Runout 0.0003 4 160 Up: ST -360 128 3.1 0.014 Rnd 1.7 4.4 13.5 Presize 14 1.7 0.475 ---Duct Name: ST -390, Effective Length: 1.7 Trunk 0.0003 12.9 29 Up: ST -360 55 14 0.000 Rect 1.7 10 0.0 Presize 28 6.7 0.477 ---Duct Name: SR -330, Supplies: Basement, Fitting: 2-1, Effective Length: 24.4 Runout 0.0003 5 286 Up: ST -120 128 3.9 0.029 Rnd 6.3 5.5 18.0 Presize 39 8.3 0.472 ---Duct Name: ST -400, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 12.9 72 Up: ST -120 128 14 0.001 Rect 4.0 10 0.0 Presize 70 16 0.479 ---Duct Name: SR -340, Supplies: Basement, Fitting: 2-1, Effective Length: 25.4 Runout 0.0003 5 286 Up: ST -400 128 3.9 0.029 Rnd 7.3 5.5 18.0 Presize 39 9.6 0.471 ---Duct Name: ST -410, Feeds Into: Basement, Effective Length: 9.0 Trunk 0.0003 12.9 32 Up: ST -400 128 14 0.000 Rect 9.0 10 0.0 Presize 31 36 0.479 ---Duct Name: SR -350, Supplies: Basement, Fitting: 2-I, Effective Length: 41.3 Runout 0.0003 5 286 Up: ST -130 128 3.9 0.029 Rnd 13.5 5.5 27.8 Presize 39 17.7 0.462 ---Duct Name: ST -420, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 12.9 181 Up: ST -460 55 14 0.005 Rect 0.5 10 0.0 Presize 176 2 0.472 ---Duct Name: ST -430, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 233 Up: ST -490 55 14 0.008 Rect 0.8 10 0.0 Presize 226 3.3 0.472 ---Duct Name: ST -440, Feeds Into: Basement, Effective Length: 3.8 Trunk 0.0003 12.9 318 Up: ST -450 55 14 0.013 Rect 3.8 10 0.0 Presize 309 15.3 0.472 ---Duct Name: ST -450, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 327 Up: ST -310 55 14 0.014 Rect 0.8 10 0.0 Presize 318 3.3 0.473 ---Duct Name: ST -460, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 181 Up: ST -430 55 14 0.005 Rect 0.3 10 0.0 Presize 176 1.3 0.472 ---Duct Name: ST -470, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 130 Up: ST -420 55 14 0.003 Rect 0.7 10 0.0 Presize 126 2.7 0.472 ---Duct Name: ST -480, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 426 Up: ST -130 55 14 0.023 Rect 0.8 10 0.0 Presize 414 3.3 0.474 ---Duct Name: SR -360, Supplies: Basement, Fitting: 2-1, Effective Length: 23.0 Runout 0.0003 5 286 Up: ST -440 128 3.9 0.029 Rnd 5.0 5.5 18.0 Presize 39 6.5 0.466 0.000 0.002 0.002 0.325 0.000 0.000 0.000 0.323 0.002 0.005 0.007 0.328 0.000 0.000 0.000 0.321 0.002 0.005 0.007 0.329 0.000 0.000 0.000 0.321 0.004 0.008 0.012 0.338 0.000 0.000 0.000 0.328 0.000 0.000 0.000 0.328 0.001 0.000 0.001 0.328 0.000 0.000 0.000 0.327 0.000 0.000 0.000 0.328 0.000 0.000 0.000 0.328 0.000 0.000 0.000 0.326 0.001 0.005 0.007 0.334 MA ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light. Commercial HVAC Loads Elite Software Development, inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Paoe 8 Manual D Ductsize Data - Duct System i - Supply (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL. Duct:; Upstream Temperature Width Loss/100 SP L. Fitt' Shape Length Height Fit.Eq. Len SPL.Tot : Sizing CFM Area SP.Avail SPL.Cumul --Duct Name: ST-490, Feeds Into: Basement, Effective Length: 3.0 Trunk 0.0003 12.9 306 0.000 Up: ST-440 55 14 0.012 0.000 Rect 3.0 10 0.0 0.000 Presize 297 12 0.472 0.328 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 33 Number of active runouts: 28 Total runout outlet airflow: 1,250 Main trunk airflow: 1,117 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-100 Smallest trunk diameter: 12.9 ST-120 Smallest runout diameter: 4 SR-210 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.340 SR-220 Return loss added to supply: 0.046 Total effective length of return ( ft.): 186.4 Hall High Total effective length of supply ( ft.): 150.8 SR-220 Overall total effective length ( ft.): 337.2 Hall High to SR-220 Design overall friction rate per 100 ft.: 0.157 (Available SP x 100 / TEL) System duct surface area (No Scenario): 981.2 Total system duct surface area: 981.2 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads, Elite Software Development, Inc.. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Pae 9' Manual D Ductsize Data - Duct System i - Return ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing_ _ CFM Area SP.Avail SPL.Cumul ---Duct Name: RMT -100, Feeds From: Basement, Fitting: 5-A, Effective Length: 87.8 0.001 Trunk 0.0003 12.9 Trunk 0.0003 18.6 600 0.000 Up: Fan 75 25 0.027 0.024 Rect 0.7 12 87.1 0.024 Presize 1,250 4.4 -0.022 0.046 -Duct Name: RT -110, Feeds From: Basement, Effective Length: 0.8 Runout 0.0003 12.9 Up: RT -110 75 Trunk 0.0003 16.9 720 0.000 Up: RMT -100 75 25 0.044 0.000 Rect 0.8 10 0.0 0.000 Presize 1,250 4.9 -0.022 0.046 --Duct Name: RT -120, Feeds From: Basement, Effective Length: 3.2 0.001 Trunk 0.0003 12.9 Up: RT -240 75 14 Rect 3.2 10 Presize 597 12.7 -Duct Name: RT -130, Feeds From: Basement, Effective Length: 6.3 0.000 Trunk 0.0003 12.9 Up: RT -120 75 14 Fact 6.3 10 Presize 597 25.3 -Duct Name: Mud High, Returns From: Mud Room, Fitting: 6-F, Effective Length: 37.0 Runout 0.0003 12.9 Up: RT -110 75 14 Rect 1.3 10 Presize 535 5.3 --Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.8 -0.022 Trunk 0.0003 16.9 Up: RT -110 75 25 Rect 1.8 10 Presize 715 10.7 --Duct Name: Foyer High, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 -Duct Name: RT -160, Feeds From: Basement, Effective Length: 3.2 Runout 0.0003 7 Up: RT -150 75 5.4 Rnd 15.7 7.7 Presize 80 28.7 614 0.001 0.042 0.000 0.0 0.001 -0.020 0.043 614 0.003 0.042 0.000 0.0 0.003 -0.017 0.041 550 0.000 0.035 0.012 35.7 0.013 -0.009 0.013 412 0.000 0.016 0.000 0.0 0.000 -0.022 0.045 299 0.022 16.6 -0.006 0.003 0.004 0.007 0.007 --Duct Name: RT -150, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 12.9 247 0.000 Up: RT -200 75 14 0.008 0.000 Rect 3.2 10 0.0 0.000 Presize 240 12.7 -0.013 0.007 --Duct Name: Foyer High, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 299 0.003 Up: RT -180 75 5.4 0.022 0.004 Rnd 15.7 7.7 16.6 0.007 Presize 80 28.7 -0.006 0.007 -Duct Name: RT -160, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 12.9 82 0.000 Up: RT -170 75 14 0.001 0.000 Rect 3.2 10 0.0 0.000 Presize 80 12.7 -0.013 0.007 -Duct Name: RT -170, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 82 0.000 Up: RT -180 75 14 0.001 0.000 Fact 0.8 10 0.0 0.000 Presize 80 3.3 -0.013 0.007 -Duct Name: RT -180, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 165 0.000 Up: RT -150 75 14 0.004 0.000 Rect 1.2 10 0.0 0.000 Presize 160 4.7 -0.013 0.007 --Duct Name: Foyer Low, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 299 0.003 Up: RT -160 75 5.4 0.022 0.004 Rnd 15.7 7.7 16.6 0.007 Presize 80 28.7 -0.006 0.007 -Duct Name: Foyer High, Returns From: Foyer, Fittings: 8-D2, 6-F, Effective Length: 60.6 Runout 0.0003 7 299 0.003 Up: RT -270 75 5.4 0.022 0.011 Rnd 12.0 7.7 48.6 0.013 Presize 80 22 -0.001 0.013 --Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.5 Trunk 0.0003 12.9 443 0.000 Up: RT -270 75 14 0.023 0.000 Rect 1.5 10 0.0 0.000 Presize 431 6 -0.014 0.037 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial MVAC Loada �. Smith 8 W illis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Dttleton.CO 80125 Page 10 Manual D Ductsize Data - Duct System 1 - Return (contbq --- Duct Name, etc. Type Roughness Diameter Velocity SPL Duct. Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul -Duct Name: Hall High, Returns From: Hall, Fittings: 8-D2, 6-F, Effective Length: 57.6 Runout 0.0003 7 299 0.002 Up: RT-220 75 5.4 0.022 0.011 Rnd 9.0 7.7 48.6 0.013 Presize 80 16.5 0.000 0.013 -Duct Name: Hall High, Returns From: Hall, Fittings: 8-D2, 6-F, Effective Length: 59.6 Runout 0.0003 7 299 0.002 Up: RT-260 75 5.4 0.022 0.011 Rnd 11.0 7.7 48.6 0.013 Presize 80 20.2 0.000 0.013 --Duct Name: RT-220, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 82 0.000 Up: RT-260 75 14 0.001 0.000 Rect 0.8 10 0.0 0.000 Presize 80 3.3 -0.013 0.013 --Duct Name: Bedroom High, Returns From: Bedroom 3, Fitting: 6-F, Effective Length: 27.1 Runout 0.0003 7 221 0.002 Up: RT-140 75 5.4 0.013 0.002 Rnd 11.7 7.7 15.4 0.004 Presize 59 21.4 -0.018 0.004 -Duct Name: RT-230, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 378 0.000 Up: RT-140 75 25 0.014 0.000 Rect 1.2 10 0.0 0.000 Presize 656 6.8 -0.021 0.045 --Duct Name: Bedroom High, Returns From: Bedroom 3, Fitting: 6-F, Effective Length: 27.1 Runout 0.0003 7 221 0.002 Up: RT-230 75 5.4 0.013 0.002 Rnd 11.7 7.7 15.4 0.004 Presize 59 21.4 -0.018 0.004 -Duct Name: RT-240, Feeds From: Basement, Effective Length: 5.0 Trunk 0.0003 16.9 344 0.001 Up: RT-230 75 25 0.012 0.000 Fact 5.0 10 0.0 0.001 Presize 597 29.2 -0.021 0.045 --Duct Name: RT-250, Feeds From: Basement, Effective Length: 5.3 Trunk 0.0003 12.9 197 0.000 Up: RT-200 75 14 0.006 0.000 Fact 5.3 10 0.0 0.000 Presize 191 21.3 -0.013 0.037 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 27.8 Runout 0.0003 5 227 0.004 Up: RT-250 75 3.9 0.021 0.002 Rnd 17.7 5.5 10.1 0.006 Presize 31 23.1 -0.006 0.006 --Duct Name: RT-260, Feeds From: Basement, Effective Length: 4.8 Trunk 0.0003 12.9 165 0.000 Up: RT-250 75 14 0.004 0.000 Fact 4.8 10 0.0 0.000 Presize 160 19.3 -0.013 0.037 -Duct Name: Ceiling RA, Returns From: Basement, Fitting: 6-F, Effective Length: 20.2 Runout 0.0003 7 322 0.001 Up: RT-130 75 5.4 0.025 0.004 Rnd 3.3 7.7 16.8 0.005 Presize 86 6.1 -0.012 0.005 --Duct Name: RT-270, Feeds From: Basement, Effective Length: 9.0 Trunk 0.0003 12.9 526 0.003 Up: RT-130 75 14 0.032 0.000 Rect 9.0 10 0.0 0.003 Presize 511 36 -0.014 0.038 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 16 Number of active runouts: 11 Total runout outlet airflow: 1,250 Main trunk airflow: 1,250 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.9 Mud High Smallest trunk diameter: 12.9 RT-120 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.013 Hall High Return loss added to supply: 0.046 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes- Quail Ridge- 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Pae 11 Manual D Ductsize Data - Duct System i - Return (cont'd) Summar Total effective length of return ( ft.): 186.4 Hall High System duct surface area (No Scenario): 435.3 Total system duct surface area: 435.3 les. Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page 12 Notal Building Summary Loads ZCponent Area Sen Lat Sen TotaP tion Quan Loss Gain Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 511 10,585 0 15,070 15,070 SHGC 0.3 Remington Door: Door-U=0.2 37.8 522 0 189 189 RI Draped-9: Wall-Basement, Custom, R11 Draped 903 3,178 0 0 0 R11 Draped-7: Wail-Basement, Custom, R11 Draped 309 1,111 0 14 14 R11 Draped-4: Wall-Basement, Custom, R11 Draped 256.8 968 0 41 41 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2996.8 12,821 0 2,657 2,657 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1815.9 2,505 0 1,778 1,778 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1331.8 1,838 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 483.8 768 0 100 100 50 Exposed Floor Subtotals for structure: 34,296 0 19,849 19,849 People: 4 800 920 1,720 Equipment: 0 1,700 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 134 8,771 -3,154 2,229 -925 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.63 gal/day : 4,265 _ _._0 0 0.. Total Building Load Totals: 47,332 -2,354 24,698 22,344 NNINNEwl- Total Building Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square it. Per Ton: 2,096 Volume (ftp) of Cond. Space: 37,106 Building Loade Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 Total Latent Gain: -2,354 Btuh 0 Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & LightCommercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Gttieton CO 80125 Pae 13 S stem 1 Whole House System Summary Loads Component Area Sen Let Sen Tole Description Quan Loss Gain Gain Gain] Remington: Glazing-Remington Windows, u-value 0.3, 511 10,585 0 15,070 15,070 SHGC 0.3 Remington Door: Door-U=0.2 37.8 522 0 189 189 R11 Draped-9: Wall-Basement, Custom, R11 Draped 903 3,178 0 0 0 R11 Draped-7: Wall-Basement, Custom, R71 Draped 309 1,111 0 14 14 R11 Draped-4: Wall-Basement, Custom, R11 Draped 256.8 968 0 41 41 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2996.8 12,821 0 2,657 2,657 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1815.9 2,505 0 1,778 1,778 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1331.8 1,838 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 483.8 768 0 100 100 50 Exposed Floor Subtotals for structure: 34,296 0 19,849 19,849 People: 4 800 920 1,720 Equipment: 0 1,700 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 134 8,771 -3,154 2,229 -925 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.63 gal/day : 4,265 0 _0 0 System 1 Whole House System Load Totals: 47,332 -2,354 24,698 22,344 MUNW,rou Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (W) of Cond. Space: 37,106 Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 Total Latent Gain: -2,354 Btuh 0 Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) NPteS Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Leff 'Littleton CO B0125 Pae 14 Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036""C CNPV'4221AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM flhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Pae 15 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) Gen f,. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,079.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,080.0 sq.tt. Supply Air: 156 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 1.0 AC/hr Volume: 9,716.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 4 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Let Sen' Description Quantity Value HTM Loss HTM Gain Gain. N -Wall-R11 Draped -9 1.5 X 9 13.5 0.051 3.5 48 0.0 0 0 E -Wall-R11 Draped -9 17.3 X 9 156 0.051 3.5 549 0.0 0 0 N -Wall-R11 Draped -9 5.5 X 9 49.5 0.051 3.5 174 0.0 0 0 E -Wall-1311 Draped -9 15.7 X 9 141 0.051 3.5 496 0.0 0 0 S -Wall-R11 Draped -7 11 X 9 79 0.051 3.5 280 0.0 0 1 E -Wall -R11 Draped -9 3 X 9 27 0.051 3.5 95 0.0 0 0 S -Wall-R11 Draped -7 19 X 9 151 0.051 3.6 551 0.1 0 12 W -Wall-R11 Draped -9 11.3 X 9 102 0.051 3.5 359 0.0 0 0 N -Wall-R1 I Draped -9 2.8 X 9 25.5 0.051 3.5 90 0.0 0 0 W -Wall-R11 Draped -9 20 X 9 180 0.051 3.5 633 0.0 0 0 N -Wall-R1 I Draped -9 9.2 X 9 82.5 0.051 3.5 290 0.0 0 0 E -Wall-R11 Draped -9 12.5 X 9 112.5 0.051 3.5 396 0.0 0 0 N -Wall-R11 Draped -7 11 X 9 79 0.051 3.5 280 0.0 0 1 E -Wall-R11 Draped -9 1.5 X 9 13.5 0.051 3.5 48 0.0 0 0 S -GIs-Remington shgc-0.3 0 % S 20 0.300 20.7 414 18.1 0 361 S -GIs-Remington shgc-0.3 0 % S 20 0.300 20.7 414 18.1 0 361 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 Floor -21A-321 X 1079.5 1079.5 0020......___ 1.4 1,490 _ 0.0 0 0 Subtotals for Structure: 7,021 0 966 Infil.:_Win 3.2, Sum.:3.0 81 ___.. 2.41.4_ 196 _ 0.616_ _ -71 __. _ 50 Room Totals: 7,217 -71 1,016 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Ouall Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page 16 Detailed Room Loads - Room 2 - Crawl Space (Average Load Procedure) Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 252.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 252.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.4 AC/hr Volume: 1,304.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 31 CFM Percent of Supply.: 0 Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 361 ft./min. Percent of Supply: 0 Runout Air Velocity: 361 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.106 in.wg./100 ft. Actual Summer Infil.: 2 CFM �a U'- Htg Sen Clg Let D Descri tion Quanti Value HTM Loss HTM Gain Gait1 S -Wall-R11 Draped-4 15.5 X 5.2 80.1 0.051 3.8 302 0.2 0 13 W -Wall-R11 Draped-4 12.5 X 5.2 64.6 0.051 3.8 244 0.2 0 10 N -Wall-RI 1 Draped-4 6 X 5.2 31 0.051 3.8 117 0.2 0 5 W -Wall-R11 Draped-4 6.2 X 5.2 31.9 0.051 3.8 120 0.2 0 5 N -Wall-R11 Draped-4 9.5 X 5.2 49.1 0.051 3.8 185 0.2 0 8 Floor-21A-32 1 X 252.3 252.3 0.020 1.4 348 0.0 0 0 Subtotals for Structure: 1,316 0 41 Infil.: Win 2.4, Sum.: 2.2 59 ............... _ 2.421 143 0.610 _ _ -51 36 Room Totals: 1,459 -51 77 M:\ ...\Remington Ho... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton, ittleton CO 80125 Page 17 Detailed Room Loads - Room 3 - WIC Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.3 ft. System Number: 1 Room Width: 9.2 ft. Zone Number: 1 Area: 49.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.7 AC/hr Volume: 497.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen'; 9escription. - Quantity Value HTM. Loss HTM Gain Gain. E -Wall-R23 5.3 X 10.2 54.2 0.062 4.3 232 0.9 0 48 W -Wall-R23 5.3 X 10.2 54.2 0.062 4.3 232 0.9 0 48 N -Wall-R23 9.2 X 10.2 93.3 0.062 4.3 399 0.9 0 83 UP -Cell -16B-50 48.9 X 1 48.9 0.020 1.4 67 1.0 0 48 Subtotals for Structure: 930 0 227 Infil.: Win.: 8.0, Sum.: 7.4 202 2.420 488 0.615 -175 124 Room Totals: 1,418 -175 351 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - E Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton, ittleton CO 80125 Pae 18.' Detailed Room Loads - Room 4 - Mud Room (Average Load Procedure ee I Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 101.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 102.0 sq.ft. Supply Air: 44 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.6 AC/hr Volume: 1,036.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lot Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 7.2 X 10.2 57.9 0.062 4.3 248 0.9 0 51 W -Wall-R23 14.7 X 10.2 131.4 0.062 4.3 562 0.9 0 116 W -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-16B-50 72.4 X 1 72.4 0.020 1.4 100 1.0 0 71 Subtotals for Structure: 1,467 0 837 Infil.: Win.: 8.9, Sum.: 8.2 222 2.418 537 0.617 _-193 ____ 137 Room Totals: 2,004 -193 974 M:\ ...\Remington He ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM RhvaC - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left. Littleton CO 80125 Page 19 Detailed Room Loads - Room 5 - Great Room (Average Load Procedure) Ge Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 314.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 315.0 sq.ft. Supply Air: 254 CFM Ceiling Height: 18.3 ft. Supply Air Changes: 2.7 AC/hr Volume: 5,745.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM, Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 25 CFM Actual Summer Infil.: 23 CFM Item Area U. Htg Sen Clg Lat Description Ouantity Value HTM Loss HTM Gain Gain' E -Wall-R23 17.3 X 18.2 206.3 0.062 4.3 882 0.9 0 183 W -Wall-R23 1.5 X 8.1 12.1 0.062 4.3 52 0.9 0 11 N -Wail-R23 4.3 X 8.1 35 0.062 4.3 150 0.9 0 31 N -Wail-R23 11 X 18.2 200.8 0.062 4.3 859 0.9 0 178 E -Wail-R23 1.5 X 18.2 27.4 0.062 4.3 117 0.9 0 24 N -Wall-R23 1.5 X 18.2 27.4 0.062 4.3 117 0.9 0 24 E -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 E -GIs-Remington shgc-0.3 0%S 55 0.300 20.7 1,139 34.0 0 1,870 E -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 UP-Ceil-16B-50 314.8 X 1 314.8 0.0201.4 ..... 434 1.0 0 308 Subtotals for Structure: 4,888 0 4,499 Infil.: Win.: 24.7, Sum.: 22.8 619 2.419 1,497 0.614 -539 380 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment. _ _.._ 0 500.. Room Totals: 6,385 -339 5,609 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvad- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Littleton CO 80125 Pae 20' Detailed Room Loads - Room 6 - Stud (Average Load Procedure oe e Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 147.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 148.0 sq.ft. Supply Air: 91 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,504.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Cig Se Description Quantity Value HTM Loss HTM Gain Gain Gain S -Wall-R23 11.8 X 102 120.3 0.062 4.3 515 0.9 0 107 W -Wall-R23 12.5 X 10.2 82.1 0.062 4.3 351 0.9 0 73 N -Wall-R23 6 X 10.2 61 0.062 4.3 261 0.9 0 54 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceii-16B-50 49.9 X 1 49.9 0.020 1.4 69 1.0 0 49 Subtotals for Structure: 2,129 0 1,813 Infil.: Win.: 12.3, Sum.: 11.4 308 2.418 746 0.616 268............ 190 Room Totals: 2,875 -268 2,003 M:\ ...\Remington Ho... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac- Residential & Light Commercial HVAC LoadsM Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Cl. Plan 735 Garage Lett:. Uttleton, CO. 80125 Pa a 21' Detailed Room Loads - Room 7 - PWDR (Average Load Procedure 0 neral Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 6.2 ft. System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 36.0 sq.ft. Supply Air: 11 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.9 AC/hr Volume: 366.0 cu.ft. Req. Vent. Gig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Wit: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 5.8 X 10.2 51.3 0.062 4.3 219 0.9 0 45 S -GIs-Remington shgc 0.3.0%pS 8 0.300 20.7 166 18.0 0 144 Subtotals for Structure: 385 0 189 In6I : Win.: 2.4, Sum . 2.2 59 2.412. 143. 0.607 52 36... Room Totals: 528 -52 225 M:\ ...\Remington Ho... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac -Residential &Light Commercial MVAC Loads .Elite Software Development, Inc. SmHh &Willis HVAC LLC Remington Homes- Quail Ridge -5256 Pierson CL Plan 735 Garage Left Littleton, ittleton CO 80125 Page 221 LDetailed Room Loads - Room 8 - Foyer (Average Load Procedure) engral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 210.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 211.0 sq.ft. Supply Air: 51 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.4 AC/hr Volume: 2,141.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area U. Htg Sen Clg t Sen. Descri tion Ouanti Value HTM Loss HTM Gain Gain W -Wall-R23 6.2 X 10.2 42.7 0.062 4.3 183 0.9 0 38 N -Wall-R23 9.5 X 10.2 96.6 0.062 4.3 413 0.9 0 86 W -Wall-R23 11.3 X 10.2 115.2 0.062 4.3 493 0.9 0 102 N -Wall-R23 2.8 X 10.2 28.8 0.062 4.3 123 0.9 0 26 W -GIs-Remington shgc 0 3.0%S 20 0.300 20.7 414 34.0 0 680 Subtotals for Structure: 1,626 0 932 Infil.: Win.: 12.1, Sum.: 11.2 303 2.419 734 ...... ...... 0.613 -264 186_ Room Totals: 2,360 -264 1,118 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. -Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left. Littleton CO 60125 M Page 23 Detailed Room Loads - Room 9 - Dining/Kitchen (Average Load Procedure ral Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 471.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 472.0 sq.ft. Supply Air: 214 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.7 AC/hr Volume: 4,796.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 21 CFM Actual Summer Infil.: 19 CFM Item ---- Area U- 'Hfg ' ' '' Sen Cig "' Lat Sen Description Ouantity Value HTM Loss HTM Gain Gain E -Wall-R23 15.7 X 10.2 105.4 0.062 4.3 451 0.9 0 93 S -Wall-R23 11 X 10.2 66.9 0.062 4.3 286 0.9 0 59 E -Wall-R23 3 X 10.2 30.5 0.062 4.3 131 0.9 0 27 S -Wall-R23 16.8 X 10.2 171.2 0.062 4.3 732 0.9 0 152 N -Wall-R23 5.5 X 10.2 35.9 0.062 4.3 154 0.9 0 32 N -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 UP-Ceil-16B-50 62.7 X 1 62.7 0.020 1.4 86 1.0 0 61 UP-Ceil-16B-50 30 X 1 30 __._. 0.020 1.441 1.0 0 29 Subtotals for Structure: 4,209 0 3,199 Infil.: Win.: 21.1, Sum.: 19.5 529 2.419 1,279 0.615 -460 325 Equipment _ _ .. 0 1,200 Room Totals: 5,488 -460 4,724 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac •Residential&.Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC tLC Remington Homes - Quail Ridge - 5256 Pierson Cf. Pian 735 Garage Left Uttleton CO 80125 Page 24 Detailed Room Loads - Room 10 - WIC (Average Load Procedure General - Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 121.8 fl. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 122.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.0 AC/hr Volume: 984.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 7 CFM Actual Summer Infil.: 7 CFM Ilern Area -U- Htg Sen Clg Lat SeD? Descri tio0 QuantityValue HTM Loss HTM Gain Gain; S -Wall-R23 7.3 X 8.1 59.2 0.062 4.3 253 0.9 0 53 W -Wall-R23 6.5 X 8.1 52.5 0.062 4.3 225 0.9 0 47 S -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 6 X 8.1 42.5 0.062 4.3 182 0.9 0 38 N -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 0.8 X 8.1 6.7 0.062 4.3 29 0.9 0 6 W -GIs-Remington shgc-0.3 0 % S 6 0.300 20.7 124 34.0 0 204 UP-Cell-168 50 121.8 X 1 121..8 0.020 _1.4. 168... .......... 1.0. 0 119 Subtotals for Structure: 1,051 0 481 Infil.:Win.: 7.3, Sum.: 6.7 __.,,.... ........ 183 2.420 443 _........... 0.617, -159 113_ Room Totals: 1,494 -159 594 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E Homes - Quail Ridge - 5256 Pierson CL Plan. 735 Garage Left i Littleton CO 80125 Page 25 i; Detailed Room Loads - Room 11 - Lndry (Average Load Procedure e, .l Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.2 ft. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 28 CFM Ceiling Height: 8.1 ff. Supply Air Changes: 3.5 AC/hr Volume: 474.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM item Area U- Sen Clg Lat seri tion Quantity Value Loss HTM Gain W -Wall-R23 7.2 X 8.1 43.9 0.062 4.3 188 0.9 0 39 W -GIs-Remington shgc-0.3 0 % S 14 0.300 20.7 290 34.0 0 476 UP-Ceil-16B-50 58.5 X 1 58.5 0.020 1.4 81 1.0 0 57 Floor -R50 1 X 1.2 1.2 0.023 1.6 2 0.2 0 0 Subtotals for Structure: 561 0 572 Infil.: Win.: 2.3, Sum.: 2.1 58 2.417_ 140 0.621_ -50 .36 Room Totals: 701 -50 608 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential& Light Commercial HVAC Loads® Elite Software Development, inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page 26 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure) General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 170.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 170.0 sq.ft. Supply Air: 74 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.2 AC/hr Volume: 1,374.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area U- Htg Sen Clg Lat Sert'',I Description Quantity Value HTM Loss HTM Gain Gain, S -Wall-R23 6 X 8.1 48.5 0.062 4.3 207 0.9 0 43 W -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 N -Wall-R23 2.5 X 8.1 20.2 0.062 4.3 86 0.9 0 18 W -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 34.0 0 1,020 UP-Ceil-168-50 170 X 1 170 0.020 1.4 235 1.0 0 167 Subtotals for Structure: 1,435 0 1,307 Infil.: Win.: 6.6, Sum.: 6.1 166 2.421 401 0.616 -144 102 People: 200 IaVper,.230 sen/per: 1 200 230 Room Totals: 1,836 56 1,639 M:\ ...\Remington He... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential& Llght Commercial HVAC Loads® Elite Software Development, Inca - Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct, Plan 735 Garage Leff Littleton CO 60125 Page 27 Detailed Room Loads - Room 13 - Mstr Suite (Average Load Procedure . eneral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 278.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 279.0 sq.ft. Supply Air: 100 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 2,253.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 11 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Clg [at Sen' Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 15.7 X 8.1 87.6 0.062 4.3 375 0.9 0 78 S -Wall-R23 17 X 8.1 137.4 0.062 4.3 588 0.9 0 122 N -Wall-R23 1.5 X 8.1 12.1 0.062 4.3 52 0.9 0 11 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0 % S 9 0.300 20.7 186 34.0 0 306 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-16B-50 278.8 X 1 278.8 0.020 1.4 385 1.0 0 273 Subtotals for Structure: 2,208 0 1,810 Infil.: Win.: 11.0, Sum.: 10.2 276 2.419 668 0.616 -240 170 People: 200 latiper, 230 sen/per. _ t 200 .__... 230.. Room Totals: 2,876 -40 2,210 M:\ ...\Remington He ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton, ittleton CO 60125 Page..28 Detailed Room Loads - Room 14 - Mstr Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 128.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 129.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.4 AC/hr Volume: 1,042.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Cig Let- Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 3 X 8.1 24.2 0.062 4.3 104 0.9 0 21 S -Wail-R23 9.7 X 8.1 63.1 0.062 4.3 270 0.9 0 56 S -GIs-Remington shgc-0.3 0 % S 6 0.300 20.7 124 18.0 0 108 S -GIs-Remington shgc-0.3 0 % S 9 0.300 20.7 186 18.0 0 162 UP-Ceii-16B-50 128.9 X 1 128.9 0.020 1.4 178 1.0 0 126 Subtotals for Structure: 862 0 473 Infil.: Win.: 4.1, Sum.: 3.8 102 __. 2.423_ _ 248 ..... 0.615_ _ -89 63 Room Totals: 1,110 -89 536 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvsc - Residential & Light Commercial HVAC Loads Elite Software Development, Inc, Smith & Willis HVAC LLC Remington Homes —Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Lett Uttleton CO 80125 Page 29.. Detailed Room Loads - Room 15 - WC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.3 ft. System Number: 1 Room Width: 3.0 ft. Zone Number: 1 Area: 22.0 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 178.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 1 CFM Actual Summer Infil.: 1 CFM Item Area -U- Hig Sen Clg Lat Sen Desai tion Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 3 X 8.1 16.2 0.062 4.3 69 0.9 0 14 S -GIs-Remington shgc-0.3 0 % S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-16B-50 22 X 1 22 0.020 1.4 30 1.0 0 22 Subtotals for Structure: 265 0 180 Infil.: Win.: 1.0, Sum.: 0.9 24 2.434 __.. 59 __... 0.619. _... -21 ..___ 15 Room Totals 324 -21 195 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - -Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5256 Pierson CC Plan 735Garage Left Littleton CO 80125 Pae 30 Detailed Room Loads - Room 16 - Bath 2 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 70.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 70.0 sq.ft. Supply Air: 20 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 566.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen' Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 6 X 8.1 40.5 0.062 4.3 173 0.9 0 36 N -Wall-R23 3.5 X 8.1 28.3 0.062 4.3 121 0.9 0 25 W -GIs-Remington shgc-0.3 0 % S 8 0.300 20.7 166 34.0 0 272 UP-Ceii-16B-50 70 X 1 70 0.020 14 97 1.0 0 _69 Subtotals for Structure: 557 0 402 Infil.: Win.: 3.1, Sum.: 2.8 77 2.423_ 166 0.612 67 Room Totals: 743 -67 449 M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residehilal &LightCommercial HVAC Loads Elite Software Development, Inc. Smith & WUlis HVAC LLC ® Remington Homes- Quail Ridge - 5256 Pierson CL Plan 735 Garage Left 'Littleton CO 80125 Page 31 Detailed Room Loads - Room 17 - Bedroom 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 207.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 207.0 sq.ft. Supply Air: 97 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 1,677.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 14 CFM Actual Summer Infil.: 13 CFM Area U• Htg Sen Cig Let S FItem 0.SCYI tion .... Quantity Value HTM Loss HTM Gain. Gain•:. E -Wall-R23 14 X 8.1 94.1 0.062 4.3 403 0.9 0 83 N -Wall-R23 6.2 X 8.1 49.9 0.062 4.3 213 0.9 0 44 W -Wall-R23 11.5 X 8.1 77.9 0.062 4.3 333 0.9 0 69 N -Wall-R23 12.5 X 8.1 101 0.062 4.3 432 0.9 0 90 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0 % S 4 0.300 20.7 83 34.0 0 136 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-168-50 207.4 X 1 207.4 0.020 1.4 286 1.0 0 203 Floor -R50 1 X 70 70 0.023 1.6 111 0.2 0 14 Floor -R50 1 X 173.8 173.8 0.023 1.6 276 0.2 0 .36 Subtotals for Structure: 2,759 0 1,695 Infil.: Win.: 14.2, Sum.: 13.1 357 2.418 863 0.614 -311 219 People: 200lat/per, 230 sen/per. _ 1 200 __.__.. 230 Room Totals: 3,622 -111 2,144 MA ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac 'Residential & Light Commercial HVAC Loads Elite Software Development, Ino,S Smith & Willis HVAC LLC Remington W Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Leff Uttleton CO 60125 Pae 32 Detailed Room Loads - Room 18 - Nall Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 179.8 fl. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 180.0 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.6 AC/hr Volume: 1,453.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 0 CFM Actual Summer Infil.: 0 CFM Item Area U- Htg Sen CIg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-16B-50 179.8 X 1 179.8 0.020 1.4 248 1.0 0 176 Floor -R50 1 X 22.6 22.6 0.023 1.6 36 0.2 0 5 Floor -R50 1 X 170 170 0.023 1.6 270 0.2 0 35 Floor -R50 1 X 46_ _ _ 46 — 0 023_........_ 1.6.. 73 0.2 0 10 Subtotals for Structure: 627 0 226 Infil.: Win.: 0.0, Sum.: 0.0 0 _ .. 0. _ 0 _.._.. 0. ....... 0 0 Room Totals: 627 0 226 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential -& Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC` Remington Homes - Quail Ridge - 5256 Pierson CL Pian 735 Garage Left Littleton CO 80125 Page 33' System 1 -Room Load Summary Htg Min Run Run Clg Clg Min Act Room AreaSens Htg Duct Duct Sens Lat Cig Sys No Name SF Btuh , CFM Size Vel Stuff Btuh, CFM CFM; ---Zone 1--- 1 Basement 1,080 7,217 156 5,5,5,5 - 1,016 -71 58 156 2 Crawl Space 252 1,459 31 11-4 361 77 -51 4 31 3 WIC 49 1,418 31 5 - 351 -175 20 31 4 Mud Room 102 2,004 43 5 974 -193 55 44 5 Great Room 315 6,385 138 7,7,7 5,609 -339 319 254 6 Study 148 2,875 62 6,6 2,003 -268 114 91 7 PWDR 36 528 11 4 225 -52 13 11 8 Foyer 211 2,360 51 6 1,118 -264 64 51 9 Dining/Kitchen 472 5,488 118 7,7,7 4,724 -460 269 214 10 WIC 122 1,494 32 5 594 -159 34 32 11 Lndry 59 701 15 5 608 -50 35 28 12 Bedroom 2 170 1,836 40 5,5 1,639 56 93 74 13 Mstr Suite 279 2,876 62 6,6 2,210 -40 126 100 14 Mstr Bath 129 1,110 24 5 536 -89 31 24 15 WC 22 324 7 4 195 -21 11 9 16 Bath 2 70 743 16 4 449 -67 26 20 17 Bedroom 3 207 3,622 78 6,6 2,144 -111 122 97 18 Hall 180 627- 14 4 226 0 13 14 Humidification 4,265 _System 1 total _ 3,903_... 47,332 929 24,698 -2,354 1,406 1,120 System 1 Main Trunk Size: 21x20 in. Velocity: 383 ft./min Loss per 100 ft.: 0.009 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. I Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling` Ysterrf Summary Cooling Sensible/Latent Sensible Latent Total' Tons Split Btuh Btuh Btuh' Net Required: 2.06 _T_11% / -11% 24,698 -2,354 24,698 Actual: 2.83 100%/0% 34,000 0 34,000 601 Data Heating System Coolinc System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C080S21--20 CA13NA036""C Indoor Model: CNPV'4221AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left. Littleton CO. 80125 Pace 34 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): House faces West Individual Rooms 0° 45' 90° 135' 1'80° 225° 270° 315° High Rm. Room Rot, Rot. Rot. Rot. Rot. Rot, Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement 156 156 156 156 156 156 156 156 5,5,5,5 2 Crawl Space 31 31 31 31 31 31 31 31 1--4 3 WIC '31 31 31 31 31 31 31 31 5 4 Mud Room 44 43 43 43 45 43 43 43 5 5 Great Room 254 240 215 245 '261 223 180 218 7,7,7 6 Study 91 74 62 75 93 88 74 86 6,6 7 PWDR 11 15 20 13 11 14 20 15 4 8 Foyer 51 51 51 51 '52 51 51 51 6 9 Dining/Kitchen 214 234 255 228 206 220 243 226 7,7,7 10 WIC 32 32 32 32 32 32 32 32 5 11 Lndry 28 22 16 23 28 27 22 26 5 12 Bedroom 2 74 63 54 65 '76 74 67 72 5,5 13 Mstr Suite 100 95 88 97 103 90 77 88 6,6 14 Mstr Bath 24 33 43 30 24 31 45 34 5 15 WC 9 13 18 12 7 12 19 14 4 16 Bath 2 20 17 16 18 21 20 18 20 4 17 Bedroom 3 97 90 84 92 100 93 85 91 6,6 18 Hail '14 14 14 14 14 14 14 14 4 Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Deslreas Faces CFM Gain Gain Tons, 0° West 1,120 24,698 2,354 2.06 45° Northwest 1,120 23,830 -2,354 1.99 90° North 1,120 20,643 -2,354 1.72 135° Northeast 1,120 25,559 -2,354 2.13 180° East 1,120 25,201 -2,354 2.10 225° Southeast 1,120 22,853 -2,354 1.90 270° South 1,120 19,460 -2,354 1.62 315' Southwest 1,120 23,334 -2,354 1.94 Indicates highest value of all rotations. Building Rotation Tonnage 2.1......................................................... ................ ............................................................ 2.0 ..................... ............................... .............................. .................................................. 1.7........................................................................................................ ........ .................... 1.6 West Northwest North Northeast East Southeast South Southwest Direction House Feces - Buildinq Net Tonnaqe M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential &Light Commercial HVAC Loads Elite SoftwareDevelopment, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton, ittleton CO 80125 Pa s 35. Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 31,000 ......... ............. ...... .... ... ..... ..... ... ......... .......... ............. 30,000................................................................... I.......... ............ ....... . t. 29,000.......................................................... .. ........................ .. .. ... ........ .. ...... ............. .. .... .. 28,000............................................................................................. 27,000....................................................................1..... ........... aE, 26,000..................................................................... .."'.`>-..,,,:. ............ .... ............. va 25,000.......................................... ...... .... ......... 24.000 ......................... .. ........ ..... ........ ... ........ .......................... ............ . ...... .. ..... 23,000 ................. ........j........ ...... ......... .. ...... ............................. D j 22,000 .... ........ .......! ....... t.................... 'NV. r" F all 20,000 .... ........... .... ......X ... ............................................................................ 19,000 .... ... .. .....r........................................................................................ ........ `-. r� 18,000 ..... ..�x...................................................................................................................... xx3 17,000 .... ................................................................................................... .. .. ................i. .... r r 16,000 .................................................................................................. 15,000 ......................................................... .. ...... ......... .. 14,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day —Ar— House faces West ---t-- House faces Northwest -�— House faces North —�-- House faces Northeast House facesEast —!— House faces Southeast --li House faces South tee— House faces Southwest M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM MiTek' Re: 735A GR 735A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R48498305 thru R48498360 My license renewal date for the state of Colorado is October 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 6"pNDO LIcF�`Qlth ��/'�.s��O``ll�t �UO O��• PE -44018 tll`.SS • ni n � ••N�� C/ September 23,2016 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. R48498305 735A EJ1 Jack -Closed 10 1 -GR Max Uplift6=-69(LC 10), 2=-129(LC 6) Max Grav 6=275(LC 15), 2=341 (LC 15) Job Reference factional) Alpine Lumber co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:10 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0d-J4algHOYMU PVLBFecsOU UhKsH 05CaPyK2JurtSyb21 R -1-0-05-G-0 1•p -p 5-0-0 Scale = 1:14.2 3x4 = 2x4 II 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.45 BC 0.35 WB 0.00 (Matrix) DEFL. in (loc) I/def! L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >838 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 ""' 240 PLATES GRIP MT20 185/144 Weight: 16 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=246/Mechanical, 2=331/0-3-8 Max Horz 2=113(LC 7) Max Uplift6=-69(LC 10), 2=-129(LC 6) Max Grav 6=275(LC 15), 2=341 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=129. CIC ��,POO o�♦••.•soo ••♦`sem N • o O •'o oo�; • G: • 4018 SS�O N N- E� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7479 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498306 735A_GR EJ2 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.06 Job Reference loptio al Alpine Lumber Co., Commerce City,C0.80022 5-0-0 7.640 s Apr 19 2016 MITeK IntlUstnes, Inc. Thu Sep 22 13:10:11 2016 Pagel I D: S4VXXKq_apam_nYJxUgElurt0d-nG87ud 1 A7oXMzLggAaXjOut0voRhJsCTHzdWQvyb21 Q Scale = 1:14.2 3x4 = 2x4 II 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.02 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.06 1-5 >886 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 ' Iarnl inn Code IRC2012ITP12007 (Matrix) Wind(LL) 0.00 1 "" 240 Weight: 15 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=253/Mechanical, 1=224/0-5-8 Max Horz 1=112(LC 7) Max Uplift5=-72(LC 10), 1=-49(LC 6) Max Grav 5=271 (LC 14), 1=228(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid Ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1,.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 1. y,ND0 LicF�s :'•0 SOON •' �o �r ; 0 0:2 44018 CC September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. " Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498307 735A_GR EJ3 Jack -Closed 2 1 Max Hoa 2=93(LC 7) Max Uplift6=-52(LC 10), 2=-126(LC 6) Max Grav 6=205(LC 15), 2=296(LC 15) Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 r.141.1 s Apr s 9 zula mi I ek I mes, Inc. I nu bep zz iaau:n zusa rage i ID:S4VXXKq_apam_nYJxUgEturt0d-nG87ud1A7oXMzLggAaXjOut4eoReJsCTHzdWQvyb21Q 1-0-0 4-0-0 Scale= 1:12.6 3x4 = 2x4 11 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrPI2007 CSI. TC 0.21 BC 0.27 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.02 2-6 >999 240 Horz(TL) -0.00 6 n/a n/a Wnd(LL) 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=186/Mechanical, 2=290/0-5-8 Max Hoa 2=93(LC 7) Max Uplift6=-52(LC 10), 2=-126(LC 6) Max Grav 6=205(LC 15), 2=296(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu11=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) 2=126. LI(',�nc� �O?,PQO Vim: O SOON eeeFO 0 02 O: 44018 00 ONAL E��\ September 23,2016 A WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498308 735A_GR EJ4 Jack -Closed 2 1 MT20 185/144 (Roof Snow=31 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.03 Job Reference (optional) _ Alpine Lumber Co., Commerce Chy,C0.80022 7.640 5 Apr 19 2016 MITek Industnes, Inc. Tnu 5ep ZZ 73:10:12 2076 Pagel ID:S4VXXKq_apam_nYJxUgEturtOd-FSiV5zlou6fCaVPlkH2yZ6PEICo62JRdWdN4yLyb21P 4-0-0 3x4 = 3x6 11 2x4 II 4 Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=31 Lumber DOL 1.15 BC 0.19 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.00 1 **— 240 Weight: 12 lb FT=20% BCDL 10.0 - LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=211/Mechanical, 1=182/Mechanical Max Horz 1=92(LC 7) Max Uplift5=-60(LC 10), 1=-39(LC 6) Max Grav 5=222(LC 14), 1=184(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 5, 1. o�Ng0 LICF�s '••'SOON'•e ' : 00 p 0e 4018 k00 o,��ss/ON AL EV September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. " Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95810 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498309 735A GR E.15 Jack -Closed B 1 Max Horz 2=93(LC 7) Max Uplift6=-52(LC 10), 2=-125(LC 6) Max Grav 6=203(LC 15), 2=294(LC 15) Job eference (optional) Alpine Lumber Co., Commerce Cky,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:12 2016 Page i ID:S4VXXKq_apam nYJxUgEturt0d-FSiV5z1ou6fCaVPlkH2yZ6PFTCnv2JRdWdN4yLyb21P 1-0-0 3-11-11 Scale = 1:12.5 3x4 = 2.4 II a LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TP12007 CSI. TC 0.21 BC 0.27 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.02 2-6 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 '"' 240 PLATES GRIP MT20 185/144 Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=184/Mechanical, 2=288/0-5-8 Max Horz 2=93(LC 7) Max Uplift6=-52(LC 10), 2=-125(LC 6) Max Grav 6=203(LC 15), 2=294(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) 2=125. PDO 0.. Vim: O SOON ••• F� 02 � G. 44018 J .Q FSS�oNAL �� September 23,2016 A WARNING - Verily design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus H i h s CA 95610 Job Truss T uss Type Qty Ply 731A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498310 735A -GR EJ6 Jack -Closed 9 1 Max Hoa 2=54(LC 7) Max Uplift 2=-99(LC 6), 5=-21 (LC 10) Max Gray 2=201 (LC 15), 5=78(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce CIty,CO.80022 7.640 s Apr 19 2016 Mrrek Industries, Inc. Thu Sep 22 13:10:13 2016 Page 1 ID:S4VXXKq_apam_nYJxUg Eturt0d-jeGtJJ2QfPn3Cf_DI?ZB5JySJbAlnmhmlH6dUnyb210 1-0-0 1-11-11 2x4 11 3 4 3x4 = Scale = 1:9.2 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.10 WB 0.00 (Matrix) DEFL. in (loc) I/defl Lid Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-6 >999 240 HOrz(TL) -0.00 5 n/a n/a Wmd(LL) 0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 8 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=201/0-3-8, 5=76/Mechanical Max Hoa 2=54(LC 7) Max Uplift 2=-99(LC 6), 5=-21 (LC 10) Max Gray 2=201 (LC 15), 5=78(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been Considered for this design. 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 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. �,NUO LIC sooty•Fa •' s 4018 � • • cc September 23,2016 AWARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 JobT-J'uss SPACING- 2-0-0 Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498311 735A_GR Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 Job Refe a ce (optional) Alpine Lumber uo., commerce ully,uu.ouuzz sZ is mil—rousmes, Inc. i nu aep"- i u:. o Sulo rage, ID:S4VXXKq_apam_nYJxUgElurt0d-jeGtJJ2QfPn3Cf DI?ZB5JyTkbBVnmhmlH6dUnyb210 1-11.11 4.00 12 2 2x4 3 3x4 = Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 1-5 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.00 1 >999 240 Weight: 6 Ib FT = 20 BCDL _ 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=97/Mechanical, 1=96/0-5-8 Max Horz 1=52(LC 9) Max Uplift4=-28(LC 10), 1=-19(LC 6) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Ii; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 1. y,ND 0 CI C�SNC61 .;oN a °2 44018 September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20121TPI2007 Truss Type Qty Ply 735A LUMBER- BRACING - T."Uss TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 165OF 1.5E 2-0-0 oc puffins (6-0-0 max.): 3-5. 848498312 735A -GR Hip Girder 1 Max Uplift2=-795(LC 6), 6=-795(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6299/1693, 3-11=-7448/2188, 4-11=-7448/2188, 4-12=-7448/2188, 5-12=-7448/2188, Job Refe encs (optional) Alpine Lumber Co., Commerce CBy,C0.80022 1.540 S Apr 19 zulb MITex Inausines, Ina rnu Sep 22 13:1u:14 2u1ti rage 1 I D: S4VXXKq_apam_nYJxUgEturtOri-BrgG We33QjvwgpZPri4QeXVcQ?ReW8jwzxsAl Eyb21 N -1-0-0 5-0-0 9-6-0 14-0-0 19-0-0 20-0-0 1-o-0 5-0-0 4-6-0 4-6-0 5-0-0 1-0-0 Scale = 1:35.1 6x6 — 4nnF19 2x4 11 6x6 - 5x6 = 3x9 11 J ' 4x8 - V 3x9 11 5x6 = 0 M N I9 a LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20121TPI2007 CSI. TC 0.18 BC 0.45 WB 0.33 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.15 9 >999 360 Vert(TL) -0.26 9 >861 240 Horz(TL) 0.06 6 n/a n/a Wind(LL) 0.11 9 >999 240 PLATES GRIP MT20 185/144 Weight: 177 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 165OF 1.5E 2-0-0 oc puffins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=2484/0-3-8, 6=2484/0-3-8 Max Horz 2=37(LC 10) Max Uplift2=-795(LC 6), 6=-795(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6299/1693, 3-11=-7448/2188, 4-11=-7448/2188, 4-12=-7448/2188, 5-12=-7448/2188, 5-6=-6299/1894 BOT CHORD 2-10=-1737/5888, 10-13=-1712/5794, 13-14=-1712/5794, 9-14=-1712/5794, 9-15=-1680/5794, 15-16=-1680/5794, 8-16=-1680/5794, 6-8=-1705/5888 WEBS 3-10=-312/1161, 3-9=-477/1779, 4-9=-448/164, 5-9=-479/1779, 5-8=-313/1161 NOTES - 1) 2 -ply truss to be connected together with I Old (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 0 LIC 5) Unbalanced snow loads have been considered for this design. 1.00 times flat load of 30.0 on overhangs • • ••,, �jV�SI 6) This truss has been designed for greater of min roof live load of 16.0 psf or roof psf �O�,NU •,• non -concurrent with other live loads. �� : O SOON ••• FO ,O •. 7) Provide adequate drainage to prevent water ponding. ; O 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • % ; 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • t 7 ; fit between the bottom chord and any other members. 4018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=795, 6=795. 11) Graphical does not depict the size or the orientation of the puriin along the top and/or bottom chord. ►. •� �� pudin representation 0.^ ••.• 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 947 Ib down and 350 Ib up at •••`••,•` 5-0-0, 255 lb down and 89 Ib up at 7-0-12, 255 Ib down and 89 Ib up at 9-0-12, 255 Ib down and 89 lb up at 9-11-4, and 255 Ib down SSS E� and 89 Ib up at 11-11-4, and 947 Ib down and 350 Ib up at 13-11-4 on bottom chord. The design/selection of such connection 9N AL device(s) is the responsibility of others. September 23,2016 LLoQPjC_d,WbUEWndard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 119I.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MireW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A 848498312 735A -GR G1 Hip Girder 1 Job Refere ce (optional) Alpine Lumber Co., Commerce CBy,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-947(F) 8= -947(F)13= -255(F) 14=-255(F) 15=-255(F) 16=-255(F) r.— s rpr i a[u i o mi i aK inausmes, mc. inu aep� ia: iu. oeu io rayac I D:S4VXXKq_apamnYJxUgEtuzlOri-g1Nej_4hB11nRz8cPQbfBklnAPntFbz3CbbkZgyb21M A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heiahts, CA 95610 Job Truss Truss Type Qty Ply 735,& (loc) I/deft L/d PLATES GRIP 848498313 735A -GR G2 Half Hip Girder 1 -0.11 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 1.04e s Apr 1 a 2ula MI I ek Inauslnes. Inc. i nu sep zz 13:1 u:la 2u1a Page 1 I D:S4VXXKq_apamnYJxUgEturt0d-g1Nej_4hB11nRz8cPQbfBklk3PleFcj3CbbkZgyb21M r -1-0-0 9-4-4 14-0-0 1-0-0 6-0.0 4-4-4 4-7-12 Scale = 1:26.4 5x6 = 3x4 = 4x6 11 4x6 = 10x10 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.11 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.21 6-7 >781 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 ' urns inn Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.08 6-7 >999 240 Weight: 134 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud `Except' BOT CHORD 5-6: 2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 6=1714/Mechanical, 2=1701/0-5-8 Max Horz 2=111(LC 40) Max Uplift6=-517(LC 6), 2=-563(LC 6) Max Grav 6=1 861 (LC 23), 2=1740(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4225/1246, 3-8=-3813/1175,4-8=-3812/1175, 4-5=-891/246,5-6=-328/108 BOT CHORD 2-7=-1167/3911, 7-9=-865/2866, 9-10=-865/2866, 10-11=-865/2866, 11-12=-865/2866, 6-12=-865/2866 WEBS 3-7=-286/1210,4-7=-371/1389,4-6=-2131/663 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=517, 2=563. 13) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 947 Ib down and 350 Ib up at 5-0-0, 255 Ib down and 89 Ib up at 7-0-12, 255 Ib down and 89 Ib up at 9-0-12, and 255 Ib down and 89 Ib up at 11-0-12, and 251 Ib ConlflRyr~9 %cbM43�jp at 12-0-12 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others September 23,2016 ,& WARNING - Varlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MirekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A R48498313 �Job 735A_GR G2 Half Hip Girder 1 Reference (optional Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 7=-947(F) 9=-255(F) 10=-255(F) 11= -255(F)12= -251(F) 7.540 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:16 2016 Page 2 I D: S4VXXKq_apam_nYJxUq Eturt0d-8DxOxK5Jy K9e36joz77ujyavpp5t_3zDR FLH56yb21 L ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev- 10103/2015 BEFORE USE. Design valid for use only with Mnekm connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Suite 109 Citrus ei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498314 735A G3 Half Hip Girder 1 1 MT20 185/144 -GR Lumber DOL 1.15 BC 0.74 Vert(TL) -0.09 Job Reference (optional Alpine Lumber Co., Commerce Cky,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:16 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-8DxOxK5JyK9e36joz77ujyat_p2W OIDRFLH56yb21L -1-0-04-0-0 8-0-0 1-0-0 4-0-0 4-0-0 Scale = 1:17.3 o�d 4x6 = 4x6 = 3x5 = LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.05 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.09 5-6 >991 240 TCDL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 ani inn Code IRC2012/TP12007 (Matrix) Wind(LL) 0.04 5-6 >999 240 Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=757/Mechanical, 2=798/0-5-8 Max Horz 2=97(LC 7) Max Uplift 5=-234(LC 6), 2=-290(LC 6) Max Grav 5=809(LC 23), 2=884(LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-1370/386,3-7=-1304/394 BOT CHORD 2-6=-383/1198, 6-9=-368/1135, 5-9=-368/1135 WEBS 3-6=-169/709,3-5=-1231/380 Structural wood sheathing directly applied or 4-5-13 oc pudins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 9-6-4 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=234, 2=290. 10) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 509 Ib down and 208 Ib up at 4-0-0, and 185 Ib down and 72 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 �y Ng 0 L O �•.. O 0% G• 4018 i ••• •s September 23,2016 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MIl ekB connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 735A 848498314 735A G3 Half Hip Girder 1 1 -GR Job Reference (optional Alpine Lumber Go., commerce cny,cV.5UVZZ LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (Ib) Vert: 6=-509(F) 9=-185(F) ID:S4VXXKq_apam nYJxUgEturtOri-8DxOxK5JyK9e36joz77ujyatn2W_OIDRFLH56yb21L AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M I-7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cit Haight - CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498315 735A -GR G4 Half Hip Girder 1 1 MT20 185/144 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.03 Job Refe encs (optional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:17 2016 Page 1 ID: S4VXXKq_apam_nYJxUq Eturt0d-cQ V08g5xjeH VhGI_Xge7G9633D SOjXDMfv4gdYyb21 K -1-0-0 4-0-0 6-6-0 1-0.0 4-0-0 2-6-0 Scale = 1:14.6 06 = 4x6 = 3x5 = LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.01 6 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.01 6 >999 240 Weight: 23 Ib FT = 20 BCDL 10.0_ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=809/Mechanical, 2=629/0-5-8 Max Horz 2=97(LC 7) Max Uplift5=-263(LC 6), 2=-238(LC 6) Max Grav 5=823(LC 23), 2=731 (LC 24) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-921/251 BOT CHORD 2-6=-251/763, 5-6=-238/710 WEBS 3-6=-145/591, 3-5=-862/269 Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 5=263, 2=238. 10) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 526 Ib down and 216 Ib up at 4-0-0, and 202 Ib down and 80 Ib up at 6-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 � r6��,!NID 0 L Ic VQ: O SOOV .FO 170 Q Q2i • olf44018 s D • Q '• •u• 1� o��ss�ONAL EN�\� September 23,2016 Continued on Daae 2 AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/032015 BEFORE USE. Design valid for use onlywith MiTekO connectors. This design is based any upon parameters shown, and is for an individual building component, not �R a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type City Ply 735A 848498315 735A -GR G4 Half Hip Girder 1 1 Job Reference (optional) Alpine LamDer CO., Commerce Cay,CG.aUUZ2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (Ib) Vert: 5=-202(F) 6=-526(F) I.— s rpr i a ". mn ex mausmes, inc. inu oep cc' s i u: i r cu i o rage, ID:S4VXXKq apam nYJxUgEturt0d-cOV08g5xjeHVhGI_Xge7G9633DSOjXDMfv4gdYyb21K A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with MTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not OF a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Jab Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498316 735A—GR GS Monopitch Girder 1 1 MT20 185/144 (Roof Snow=30.0) job Reference (optional) Alpine Lumber Co., Commerce C8y,C0.80022 8-0-0 7.640 $ Apr 19 2016 MITek Industnes, Inc. Thu Sep 22 13:10:17 2016 Pagel ID:S4VXXKq_apam_nYJxUgEturtOri-CQV08g5xjeHVhGI Xge7G961NDRkjahMfv4gdYyb21K Scale= 1:19.2 3x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.09 1-3 >965 360 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 Rep Stress Incr NO BC 0.49 WB 0.00 Vert(TL) Horz(TL) -0.24 -0.00 1-3 3 >388 n/a 240 n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wind(LL) 0.07 1-3 >999 240 Weight: 32 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=587/0-5-8,3=503/Mechanical Max Horz 1=160(LC 9) Max Uplift I =-1 53(LC 6), 3=-147(LC 10) Max Grav 1=603(LC 14), 3=552(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-354/155 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=153, 3=147. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 Ib down and 59 Ib up at 2-0-12, and 164 Ib down and 59 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80,1-3=-20 Concentrated Loads (lb) Vert: 5=-164(B) 6=-164(B) y,Ng 0 L f C'6' 0 SOON •. F� • 0 0 401$ : • K`�p�.`` S;ONALE�� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with Milek® connectors. This design is based only upon parameters shown, and is for an individual building component, not mi, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hekihts. CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - �� .••• ••.�• •O •% F� TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E *Except* BOT CHORD R48498317 735A_GR GE1 Common Structural Gable 1 1 • • SLIDER Left 2x4 SPF No.2 3-3-2 0 �Q :� ; w\� REACTIONS. All bearings 15-6-0 except Qt=length) 8=0-5-8, 12=0-3-8. '•.••' r, (lb) - Max Horz 1=-187(LC 6) Job Refere ce (optional Alpine Lumber Co., Commerce Cky,C0.80022 7.640 s Apr 19 2016 MiTek fndustries, Inc. Thu Sep 22 13:10:21 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOd-U Blv_28SmtnxAublmgi3Q?HoNgspf9?yaW22mKyb21 G 5-11-B 11-7-8 17-3-8 23-0.12 28-9-15 35-0.8 36-0.8 5.11-8 5-8-0 5-8-0 5-9-4 5-9-4 6-2-9 Scale= 1:65.5 5x6 = 23 22 21 20 19 18 1716 15 14 7�3 12 8x8 = 06 = Id LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.20 BC 0.28 WB 1.00 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.08 10-11 >999 360 -0.16 10-11 >999 240 0.03 8 n/a n/a 0.04 10-11 >999 240 PLATES GRIP MT20 197/144 Weight: 308 Ib FT = 20% LUMBER- BRACING - �� .••• ••.�• •O •% F� TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-11: 2x6 SPF 210OF 1.8E WEBS i Row at midpt 5-11,6-11 WEBS 2x4 SPF No.2 44018 OTHERS 2x4 SPF No.2 • • SLIDER Left 2x4 SPF No.2 3-3-2 0 �Q :� ; w\� REACTIONS. All bearings 15-6-0 except Qt=length) 8=0-5-8, 12=0-3-8. '•.••' r, (lb) - Max Horz 1=-187(LC 6) ON AL Max Uplift All uplift 100 Ib or less at joint(s) 1, 14, 15, 22, 23 except 18=441 (LC 10), 13=-1073(LC 16), 8=-284(LC 11), 12=-349(LC 11) September 23,2016 Max Grav All reactions 250 Ib or less at joint(s) 1, 14, 15, 16, 17, 19, 20, 21, 22, 23 except 18=1494(LC 1), 13=278(LC 11), 8=1260(LC 16), 12=1350(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-251/182, 3-74=-33/430, 4-74=-2/441, 4-5=-671/270, 5-6=-704/245, 6-7=-1589/391, 7-8=-1900/422 BOT CHORD 17-18=45/308,16-17=45/308, 15-16=-45/308, 14-15=-45/308, 14-75=45/308, 13-75=-45/308, 12-13=-45/308, 11-12=-45/308, 11-76=-50/1116, 76-77=-50/1116, 10-77=-50/1116, 8-10=-262/1563 WEBS 3-18=-457/281, 4-18=-1253/258, 4-11=-14/556, 6-11=-920/345, 6-10=-99/561, 7-10=-366/255 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; 0 LICF^' MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 app 2s 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 �� .••• ••.�• •O •% F� Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �ci 500A1 psf 4) Unbalanced snow loads have been considered for this design. Q 0% i- ; 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 30.0 psf on overhangs • G) ; non -concurrent with other live loads. 44018 6) All plates are 2x4 MT20 unless otherwise indicated. • • 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 bottom chord live load nonconcurrent with any other live loads.�0 0 �Q :� ; w\� psf 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. '•.••' r, 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 14, 15, 22, 23 ON AL except Qt=lb) 18=441, 13=1073, 8=284, 12=349. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward September 23,2016 Contlfl9VtBA11SAA4 bearings. Building designer must provide for uplift reactions mdicatea A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 735A 848498317 735A GE1 Common Structural Gable 1 1 -GR Job Reference op lone Alpine Lumber Co., Commerce CBy,C0.80022 r.e4U $ Apr iv LUl * mi I eK Inaustne5, mo. I nu sep LL 1J:1 u:Ll zulo rage I D:S4VXXKq_apam_nYJxUgEturt0d-U Blv_28SmtnxAublmgi3Q?HoNgspf9?ya W22mKyb21 G A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with M1ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL R48498318 735A GR GE2 Common Structural Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) Job Reference footiona0 Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2018 MITek Industnes, Inc. Thu Sep 22 13:10:28 2016 Page 1 I D: S4VXXKq_apam_nYJxUq Eturt0d-nXgYSR Er70gxVyd5geKiCU4_ceHGoTq_B6FwWQyb219 11-11-12 17-9-0 23-5-0 29-1-0 3591 -8 1-0-0 6-2-9 5-9-4 5-9-4 5-8-0 5-8-0 5-11-8 Scale = 1:65.5 5x8 = 6.00 �1 d 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 1375 12 4x6 = 8x8 = 1� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.03 10-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 10-11 >999 240 non -concurrent with other 6) All plates are 2x4 MT20 unless otherwise indicated. TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 10 n/a n/a �� ••..•••••.••• �\l`� BCLL 0.0 Code IRC2012fTP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 308 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 5-16, 6-16, 7-16 OTHERS 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 3-3-2 REACTIONS. All bearings 23-5-8 except (jt=length) 10=Mechanical, 12=0-3-8, 12=0-3-8. (lb) - Max Horz 2=187(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 27, 13, 2, 12 except 10=-172(LC 11), 23=-332(LC 10), 16=-402(LC 11), 28=-104(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 17, 18, 19, 20, 21, 22, 24, 25, 26, 27, 28, 15, 14, 13, 12, 12 except 10=750(LC 16), 23=744(LC 15), 16=1459(LC 16), 2=306(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-333/110, 3-4=-58/269, 4-5=-26/280, 5-6=-49/339, 6-7=0/377, 7-74=-486/231, 8-74=-701/229,8-9=-899/270,9-10=-1009/250 BOT CHORD 15-16=0/377, 14-15=0/377, 14-75=0/377, 13-75=0/377, 12-13=0/377,12-76=0/377, 11-76=0/377, 10-11=-128/804 WEBS 3-23=-447/286, 5-23=-441/154, 5-16=-293/179, 6-16=-673/96, 7-16=-869/338, 7-11=-93/447, 8-11=-416/261 NOTES - 1) Wind: ASCE 7-10; Vu It= 152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 0 L Ice, Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. �P,P •••. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �0 ••.•• • s So 0� FQ 4) Unbalanced snow loads have been considered for this design. �� : .• •�0 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 30.0 psf on overhangs live loads. ; p •• non -concurrent with other 6) All plates are 2x4 MT20 unless otherwise indicated. ; 7) Gable studs spaced at 1-4-0 oc. 4018 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 9) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will d �� •• fit between the bottom chord and any other members, with BCDL = 10.Opsf. �� ••..•••••.••• �\l`� 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 13, 2, 12 except LENG\ SS/0 Qt=1b) 10=172, 23=332, 16=402, 28=104. N Al September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mifek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 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 TC 0.07 Vert(LL) 0.00 18 n/r 120 848498319 735A_GR GE3 Common Supported Gable 1 1 BCL2 0.0 ' Rep Stress Incr YES 6) All plates are 2x4 MT20 unless otherwise indicated. WB 0.06 Horz(TL) 0.00 18 n/a n/a Job Refere ce (optional) Alpine Lumber Co., Commerce City,CO.80022 1-0.0 10-0-0 4x6 = 10 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:30 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-jwnJt7F5fewflGnUn3NAHv9M5S_oGSzGfQkOblyb217 10-0-0 1-0-0 Scale = 1:37.7 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 I 5x6 = LOADING (psf) SPACING- 2-0-0 NOTES - CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 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 TC 0.07 Vert(LL) 0.00 18 n/r 120 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 4) Unbalanced snow loads have been considered for this design. BC 0.04 Vert(TL) 0.00 18 n/r 120 BCL2 0.0 ' Rep Stress Incr YES 6) All plates are 2x4 MT20 unless otherwise indicated. WB 0.06 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IRC2012f rPI2007 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will (Matrix) fit between the bottom chord and any other members. Weight: 100 Ib FT = 20 LUMBER- 0 �� 0 BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 44018 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 o• •: ma, SLIDER Left 2x4 SPF No.2 1-7-3, Right 2x4 SPF No.2 1-7-3 *00 .AI.tiN�\� REACTIONS. All bearings 20-0-0. (lb) - Max Hoa 2=109(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 27, 28, 29, 30, 31, 25, 24, 23, 22, 21, 20, 18 except 32=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20, 18 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� 0 LICc r/s fit between the bottom chord and any other members. �0 �.••••••�` �� ; • S�QN •• 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 27, 28, 29, 30, 31, 0 �� 0 25, 24, 23, 22, 21, 20, 18 except Qt=1b) 32=101. • 2 0. • 0• 44018 •e 4 c o• •: ma, *00 .AI.tiN�\� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not Nita truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job SPACING- 2-0-0 Type Qty Ply 735A I/deft ITFUSSTruss PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 848498320 735A GR GE4 Common Supported Gable 1 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 ob Re erence o do al 1-o-0 6-3-0 46 = 7 np. . '. . "'us. 'n, , nu a up cu u a u: w eu'o rage' ID:S4VXXKq_apam_nYJxUgEturt0d-jwnJt7F5fewflGnUn3NAHv9M5S tGSWGfQkOblyb217 B-3-0 1-0-0 3x5 11 20 19 18 17 16 15 14 3x5 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I Scale = 1:26.7 I9 a LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 12 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 12 n/r 120 BC0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 54 Ib FT = 20 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-2, Right 2x4 SPF No.2 1-7-2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 2=-72(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 18, 19, 20, 16, 15, 14 Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 18, 19, 20, 16, 15, 14. r PD 0 L�• •SOpN ;Fo �; O 00, 0. 4018 o�Fss�ONz�N�\� September 23,2016 WARNING - Vediy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall 6 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MOWM fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. 848498321 735A_GR GE5 Common Supported Gable 1 1 (lb) - Max Horz 24=-259(LC 6) 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-260(LC 4), 14=-186(LC 5), 23=-289(LC 5), 15=-236(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, Job Reference (optional) Alpine Lumber Co., Commerce Cay,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:31 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOd-C6Lh4SGjQx2 WMQ MgLnuPg6iX3sJk?ulQu4Ta7kyb216 -1-0-01 6-0-0 12-0-0 13-0-0 1.0-0 6-0-0 6-0-0 1 4x6 = 24 23 22 21 20 19 18 17 16 15 14 3x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x4 2x4 11 to Scale = 1:39.8 LOADING (psf) TOIL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.12 BC 0.12 WB 0.09 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) 0.00 13 n/r 120 Vert(TL) -0.00 12 n/r 120 Horz(TL) 0.00 14 n/a n/a PLATES GRIP MT20 197/144 Weight: 68 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 non -concurrent with other live loads. REACTIONS. All bearings 12-0-0. 5) Gable requires continuous bottom chord bearing. (lb) - Max Horz 24=-259(LC 6) 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-260(LC 4), 14=-186(LC 5), 23=-289(LC 5), 15=-236(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, 16, 15 except 24=326(LC 15), 14=262(LC 14), 23=293(LC 6) N90 Ll FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. �,� NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N90 Ll fit between the bottom chord and any other members. �,� 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 21, 22, 18, 17, •.•••••••••`�s .• SOON •• t�O V: 16 except Qt=1b) 24=260, 14=186, 23=289, 15=236. QO Ole 0 2 • • Oi 4018 �9 `•. .J <c`r O •. : ONAk- September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-8y and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Oty Ply 735A Plate Offsets (X Y)- [2:0-4-4 0-3-8] [7:0-3-0.0-1-81 [8:0-4-0 0-2-81 [10:0-4-0.0-3-01.[13:0-1-8 0-2-01 [14:0-2-0.0-2-8] [16:0-4-4 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. 848498322 735A -GR GE6 GABLE 1 1 Vert(LL) -0.26 16-17 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Job eference (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:33 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-8VTRV81zyZl EckWbSBwtvXnowfvgTbkjLOyhBdyb214 5-6-810-4-8 15-2-B 17-3-8 22-8-0 28-0.8 36-0.8 7-0. 5-6-8 4-10.0 4-10-0 2-1-0 5-4-8 5-4.8 8-0-0 -0.0 Scale = 1:69.2 6x6 15 14 13 10 3x5 5x8 = 5x8 = 4x8 = 6x6 2x4 II -8 1---8 2258-0 28- - 0. 316--20--0B r 55-8 9580 MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5-4-8 Plate Offsets (X Y)- [2:0-4-4 0-3-8] [7:0-3-0.0-1-81 [8:0-4-0 0-2-81 [10:0-4-0.0-3-01.[13:0-1-8 0-2-01 [14:0-2-0.0-2-8] [16:0-4-4 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.26 16-17 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.58 16-17 >708 240 : �Z4; '•.•� BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(TL) 0.09 10 n/a n/a - N- BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.18 16-17 >999 240 Weight: 236 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E *Except* end verticals, and 2-0-0 oc purlins (4-1-14 max.): 1-2. 4-15: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Except* 6-0-0 oc bracing: 14-15. 1-18: 2x6 SPF 1650F 1.5E, 8-10: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 18=1746/Mechanical, 10=932/1-5-8, 11=978/0.3-8 Max Horz 18=-284(LC 6) Max Uplift 18=-352(LC 10), 10=-298(LC 11), 11=-106(LC 11) Max Grav 18=1746(LC 1), 10=975(LC 16), 11=978(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1608/347, 1-2=-4118/754, 2-27=-4432/848, 3-27=-4349/863, 3-28=-2612/499, 4-28=-2496/523, 4-29=-2428/574, 5-29=-2366/583, 5-30=-2362/693, 6-30=-2536/678, 6-7=-2989/765, 7-8=-2883/604, 8-10=-1725/438 BOT CHORD 17-18=-91/480,16-17=-531/2956, 4-16=-270/137, 13-14=-291/2208, 12-13=-117/298, 11-12=-117/298, 10-11=-117/298 WEBS 1 -17= -701/3890.2 -17=-2134/532.3-17=-245/1345.3-16=-1141/354,14-16=-164/1889, 5-16=-312/1510, 5-14=-349/751, 6-14=-813/390, 6-13=-292/681, 7-13=-875/387, 8-13=-377/2460 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 building designer as ANSI/TPI 1. NO 0 L ICF •.e• �%ls qualified per L� �.++• ` 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 �� ; SOON •.• FO 4) Unbalanced snow loads have been considered for this design.+ • �Z 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs • ; non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 4018 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. " -d pO'.• 9) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : �Z4; '•.•� fit between the bottom chord and any other members. >� •.•° �s5• • • 10) Refer to girder(s) for truss to truss connections. ��?\ 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) - N- 18=352,10=298,11=106. 18=352,10=298,11=106. 12) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use any with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-8y and SCSI Building Componenf 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citru Heights, CA 95610 Job Truss Truss Type Qty Ply 735,& Plate Offsets (X Y)— 11:0-3-0.0-241 [2:0-6-4.0-2-81, [8:0-2-5.0-3-41, f9:0-440-2-81 [14:0-1-12.0-2-01, [17:0-4-12.0-2-41 [19:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. 848498323 735A -GR GE7 GABLE 1 1 Vert(LL) -0.16 17-18 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2010 MTek Industries, Inc. Thu Sep 22 13:10:34 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-ch1 pjU IcisQ5Dt5FOvR6SIKza3E_C3wsa2iEk3yb213 3.0-8 9-1-B 15-2-8 17-3-8 22-8-0 28-0-8 36-0-8 3 -0- 8 6-1-0 6-1-0 2-1-0 5-4-8 5-4-8 8-0-0 -0-0 Scale = 1:76.4 5x6 6.00 12 3x4 II 4x6 = 4x12 = 4x6 = 16 15 14 2x4 11 2x4 II 12 11 6x12 = 5x8 = 5x8 = 46 = 3x9 3x5 2x4 3-I 9-i-8 15-2-8 22-8-0 28.0-8 34-10-8 16-0- i 3-01 6-1-0 6-1-0 7-5-8 5-4-8 6-10-0 1-2-0 Plate Offsets (X Y)— 11:0-3-0.0-241 [2:0-6-4.0-2-81, [8:0-2-5.0-3-41, f9:0-440-2-81 [14:0-1-12.0-2-01, [17:0-4-12.0-2-41 [19:0-3-8,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.16 17-18 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.34 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.12 5 >999 240 Weight: 238 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc purlins, except BOT CHORD 2x6 SPF 165OF 1.5E *Except* end verticals, and 2-0-0 oc purlins (4-7-1 max.): 1-2. 5-16: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 3-17 1-20: 2x6 SPF 1650F 1.5E, 9-11: 2x8 SPF 195OF 1.7E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 20=1753/Mechanical, 11=1172/1-5-8, 12=730/0-3-8 Max Horz 20=-251(LC 6) Max Uplift 20=-350(LC 10), 11=-344(LC 11), 12=-56(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1560/324,1-2=-3669/689, 2-29=-3303/589,3-29=-3214/617,3-4=-2416/478, 4-30=-2345/485, 30-31=-2287/494, 5-31=-2271/508, 5-6=-2294/601, 6-32=-2469/704, 7-32=-2580/691, 7-8=-3024/747, 8-9=-2925/596, 9-11=-1728/436 BOT CHORD 19-20=-116/404, 18-19=-707/3484, 17-18=-537/2877, 5-17=-496/200, 15-16=-26/284, 14-15=-295/2237,13-14=-162/418,12-13=-162/418,11-12=-162/418 WEBS 1-19=-689/3647,2-19=-1581/377, 2-18=-619/173, 3-18=0/395, 3-17=-1226/333, 15-17=-158/1515, 6-17=-341/1361, 6-15=-382/1021, 7-15=-870/413, 7-14=-270/672, 8-14=-854/358, 9-14=-320/2341 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSVTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except @=1b) 20=350,11=344. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. C��O•enP�0 0 Q o jU *' :SCJ r^ .70— C) v G) ; _4_1-44018 'O e' -i • CC `�ssiory aL �� September 23,2016 ,& WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type ally Ply 735A 4x6 = NOTES - 5x8 = 848498324 735AGR _ GE8 Roof Special Structural Gable 1 1 3x6 = 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �P00 �� s 4) Unbalanced snow loads have been considered for this design. r 9-0.0 9-0-0 job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 Mi-rek Industries, Inc. Thu Sep 22 13:10:35 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturt0d-4tbCwgJETAYyr1 gSacyLys6DTZFxe30oiRnGwyb2l2 -11-09 6-0-0 r 9-0-0 13- 18-0.0 19-0-0 1.0-0 6-0-0 3-0.0 4-5-115-11 4-6-5 1-0.0 Scale = 1:45.7 3x6 5x8 // I9 a LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 6-5-8 except (jt=length) 14=0-5-8, 12=0-3-8. (lb) - Max Horz 14=-247(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 8, 12 except 14=-173(LC 10), 10=-152(LC 1), 6=-255(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 10, 9, 8, 12 except 14=926(LC 1), 6=B12(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-836/312, 3-34=-709/339, 3-35=-1256/420, 4-35=-1393/399, 4-5=-1186/260, 5-36=-1523/452, 6-36=-1637/442, 2-14=-787/347 14 BOT CHORD 14-37=-57/607,37-38=-57/607,13-38=-57/607,12-13=-367/1461. 11-12=-367/1461, 13 10-11=-367/1461, 9-10=-367/1461, B-9=-367/1461, 6-8=-367/1461 4x6 = NOTES - 5x8 = 11210 9 8 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 perANSI/TPI 1. 3x6 = 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �P00 �� s 4) Unbalanced snow loads have been considered for this design. r 9-0.0 9-0-0 11-10-0 2-10-0 non -concurrent with other live loads. 18-0.0 6-2-0 Plate Offsets (X Y)-- 12:Edoe 0-2-81 13:0-2-4 0-0-B1 f3:0-4-14 0-2-81,[6:0-0-0 0-1-10],[27:0-1-11.0-1-01 7) The Fabrication Tolerance at joint 2 = 0% 4401 S 8) Gable studs spaced at 1-4-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.13 13-14 >999 360 MT20 197/144 BCDL 10.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.34 13-14 >408 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 6 n/a n/a Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.06 13-14 >999 240 Weight: 104 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Right: 2x4 SP No.3 REACTIONS. All bearings 6-5-8 except (jt=length) 14=0-5-8, 12=0-3-8. (lb) - Max Horz 14=-247(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 8, 12 except 14=-173(LC 10), 10=-152(LC 1), 6=-255(LC 7) Max Grav All reactions 250 Ib or less at joint(s) 10, 9, 8, 12 except 14=926(LC 1), 6=B12(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-836/312, 3-34=-709/339, 3-35=-1256/420, 4-35=-1393/399, 4-5=-1186/260, 5-36=-1523/452, 6-36=-1637/442, 2-14=-787/347 BOT CHORD 14-37=-57/607,37-38=-57/607,13-38=-57/607,12-13=-367/1461. 11-12=-367/1461, 10-11=-367/1461, 9-10=-367/1461, B-9=-367/1461, 6-8=-367/1461 WEBS 3-13=-315/1113, 4-13=-802/313, 5-13=-523/296, 3-14=-290/258 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 perANSI/TPI 1. LIEF 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �P00 �� s 4) Unbalanced snow loads have been considered for this design. ••.•••••.•� •• 566 •.• FO V:• 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 30.0 psf on overhangs • QD •: non -concurrent with other live loads. 2 • 6) All plates are 2x4 MT20 unless otherwise indicated. 7) The Fabrication Tolerance at joint 2 = 0% 4401 S 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. ' 0 Gr 'p 10) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom and BCDL = 10.Opsf. 0it` •••.�•�•�••.•' �� chord any other members, with 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 12 except (jt=1b) 14=173,10=152,6=255. ONA`- September 23,2016 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTeW connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 848498325 735A_GR GE9 Scissor Supported Gable 1 1 BC 0.04 Vert(TL) 0.00 14 n/r 120 BCLL 0.0 ' Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 1-0-0 7-9-0 46 = 7.640 s Apr 19 2016 Mitek Industries, Inc. Thu Sep 22 13:10:36 2016 Page 1 ID:S4VXXKq apam nYJxUgEturt0d-Y49a8AKsEUgpTBFeBKUaXAPORt1DgA?91MBLoyyb211 7-9-0 1-0-0 Scale = 1:31.2 3x6 II3.00 12 2x4 I I 2x4 11 3x6 11 Plate Offsets KYll— [2:0-1-15,0-0-61, [14:0-1-15.0-0-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 14 n/r 120 MT20 197/144 TCOL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 14 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 61 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-8-10, Right 2x4 SPF No.2 1-8-10 REACTIONS. All bearings 15-6-0. (lb) - Max Horz 2=-88(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except 24=-107(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2, 20, 14, 21, 22, 23, 24, 19, 18, 17, 16 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except (jt=lb) 24=107. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 21, 22, 23, 24, 19, 18, 17, 16. � y,pD0 L e• l�fits' c� : SaoN '•• ``" �••0� . 4018 -o• •cam �SS�ONAL•�NC� September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �tl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 848498326 �Job 735A_GR GE10 Monopitch Supported Gable 1 1 BCLL 0.0 ' Rep Stress Incr YES W B 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Refers ce o tional Alpine Lumber Co., Commerce CBy,CO.80022 7.640 S Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:22 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-yN IHC094XAvon 1 AyJODIzDq?6EGBOrf5pAobJmyb21 F -1-0-03-G-0 1-0-0 3-0-0 Scale= 1:14.4 3.5 11 2x4 11 2x4 11 Plate Offsets (X.Y)-- 12:1-0-8.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES W B 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-5 REACTIONS. (Ib/size) 6=55/3-0-0,2=184/3-0-0,7=126/3-0-0 Max Horz 2=109(LC 7) Max Uplift6=-27(LC 7), 2=-38(LC 6), 7=-56(LC 10) Max Grav6=60(LC 15), 2=184(LC 1), 7=131(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)= 1 20mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 111-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 LIC fit between the bottom chord and any other members. �g,ND 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7. �•.••••..�• �� • s O Q�v • `s{�O i•OO 0% e i 4018 0I j AL September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��T®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiflhts, CA 95610 Job Truss Truss Type Qty Ply 735A SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) 848498327 735A -GR GE11 Monopitch Supported Gable 2 1 BC 0.04 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.03 Job Reference (Optional) Alpine Lumber Co., Commerce City,CO.600227.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:22 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-yNIHCO94XAvonlAyJODIzDq?wEGoOrW5pAobJmyb21F -1-0-0 4-0-0 100 400 Scale = 1:12.6 3x4 = 2.4 2x4 I 3x6 II I Plate Offsets (X Y)- [2:0-0-0.0-1-61, f2:0-1-13.0-6-11 LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WE 0.03 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 14 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 5=16/4-0-0,2=209/4-0-0,6=241/4-0-0 Max Horz 2=93(LC 7) Max Uplift s=-11(LC 9), 2=-92(LC 6), 6=-82(LC 10) Max Grav 5=19(LC 15), 2=210(LC 15), 6=259(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)--120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 Do. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will•++. fit between the bottom chord and any other members. �� +•` jOQN`•.• (�O 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. :+`Q� �• 2 . 4018 FSS `5 /0W_ �1 September 23,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mflek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 135A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498328 735A -GR GE12 Monopitch Supported Gable 1 1 Max Horz 2=44(LC 7) Max Uplift4=-15(LC 7), 2=-98(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce Chy,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:23 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-RasfP)AilU1fPB18t51XVQMArdbU71AE2gX9rCyb21 E .1-0-0 1-6-0 1-0-0 1-6-0 Scale= 1:8.4 3x4 = 3.6 II 2.4 11 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.07 BC 0.02 WE 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 120 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 197/144 Weight: 6 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 4=38/1-6-0,2=177/1-6-0 Max Horz 2=44(LC 7) Max Uplift4=-15(LC 7), 2=-98(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members.D 0 Cn' 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2. �D�P,•••••.C`'ys SOpN �•• Fo �2 • Q i • • G 4018 ONAL September 23,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parametersshown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type QtyPly PLATES GRIP MT20 197/144 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. R48498329 EObReference 735A_GR HJ1 Diagonal Hip Girder 3 1 Max Grav 6=720(LC 15), 2=640(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-313/129 (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek In tries, Inc. Thu Sep 22 13:10:37 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-OGiyLWLU?nof4Lpgh1?p4NxNcHISPdelGOwuLOyb210 -1-5-0 7-0-2 1-5-0 7.0.2 Scale: 3/4"=1' 2x4 3 4 1 2.83 F12 3x4 = 2x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.88 BC 0.36 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.07 2-6 >999 360 Vert(TL) -0.14 2-6 >565 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.06 2-6 >999 240 PLATES GRIP MT20 197/144 Weight: 24 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 6=667/Mechanical, 2=614/0-7-6 Max Horz 2=106(LC 7) Max Uplift6=-232(LC 10), 2=-271(LC 6) Max Grav 6=720(LC 15), 2=640(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-313/129 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 6=232, 2=271. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 52 Ib up at 2-9-8, 62 Ib down and 52 Ib up at 2-9-8, and 175 Ib down and 80 Ib up at 5-7-7, and 175 Ib down and 80 Ib up at 5-7-7 on bottom chord. TheQ 0 L C�,U design/selection of such connection device(s) is the responsibility of others. Q�P ••+•• •� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). ��; SOON • OO O2 LOAD CASE(S) Standard e 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 O Uniform Loads (plf) 44018 Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) C7 e Vert: 8=-124(F=-62, B=-62) 9=-349(F=-175, B=-175) ��'•�`. � �� FSS�ONAI...• September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Atli -7473 rev. 10/032015 BEFORE USE.WI Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 J Job Truss Truss Type City Ply7a5A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848488330 735A -GR HJ2 Diagonal Hip Girder 2 1 Max Harz 2=90(LC 7) Max Uplift6=-107(LC 10), 2=-224(LC 6) Max Grav 6=353(LC 15), 2=493(LC 15) Job Reference (options!) Alpine Lumber Co., Commerce City,C0.80022 1-5-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:37 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-OGiyL WLU?nof4Lpgh1 ?p4NxR KH DZPdelGOwuLOyb210 5-7-2 5-7-2 2x4 II Scale =1:13.5 3x4 = 2x4 II 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012(rP12007 CSI. TC 0.58 BC 0.67 WE 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.06 2-6 >963 360 Vert(TL) -0.14 2-6 >435 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.06 2-6 >999 240 PLATES GRIP MT20 197/144 Weight, 18 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 6=317/Mechanical, 2=474/0-7-6 Max Harz 2=90(LC 7) Max Uplift6=-107(LC 10), 2=-224(LC 6) Max Grav 6=353(LC 15), 2=493(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=107, 2=224. Llc,- 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 52 Ib up at 2-9-8, �NOO �0 .• • • • •.� S '• and 62 Ib down and 52 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. V� ; 500N-. FO .•�p� 0� 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • LOAD CASE(S) Standard : 018 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 . . Uniform Loads (plf) O • • CC '• Vert: 1-3=-80, 3-4=-80, 2-5=-20 0� �•• Concentrated Loads (lb) •' �� ••""'�� ?\ Vert: 8=-124(F=-62, B=-62) SAO N AL EN September 23,2016 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 735A � 1 3-0-0 300 848498331 735A -GR M1 Monopitch 4 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid Job Referen e o tional Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Thu Sep 22 13:10:37 2016 Page 1 ID: S4VXXKq_apam_nYJxUgElurt0d_OGiyLWLU?nof4Lpgh 1 ?p4NxYJHMoPdelGOwuLOyb210 1.0-0 3-0-0 Scale= 1:14.4 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. o�6�,PDco LrCF'�s > : ••• s ON s, FO ,'7 o0 o 0 O2 4018 -a • • Q Oma, .•.� kr ONA� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 4x6 11 2.4 � 1 3-0-0 300 Plate Offsets (X.Y)- [2:0-3-5.0-1-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 2-5 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 2-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) uJnd(LL) 0.00 2 **" 240 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 165OF 1.5E 1-7-1 REACTIONS. (Ib/size) 5=129/Mechanical, 2=237/0-5-8 Max Horz 2=109(LC 7) Max Uplift s=-50(LC 7), 2=-55(LC 10) Max Grav 5=137(LC 15), 2=239(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. o�6�,PDco LrCF'�s > : ••• s ON s, FO ,'7 o0 o 0 O2 4018 -a • • Q Oma, .•.� kr ONA� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 848498332 735A -GR M2 Monopitch 13 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Job Reference lootionall Alpine Lumber Co., Commerce City,CO.800227.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:38 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-USGKYSM6m5wWiVOOFI W2cbUiQgfn84tSVggStgyb2l? 1-0-0 - 4-0-0 Scale = 1:12.6 3x4 = 2x4 II Plate Offsets (X.Y)-- [2:0-0-0.0-1-61.[2:0-1-13.0-6-11 LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loo) 1/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 2 "** 240 Weight: 13 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=165/Mechanical, 2=296/0-5-8 Max Horz 2=93(LC 7) Max Uplift4=-48(LC 10), 2=-128(LC 6) Max Grav4=181(LC 15), 2=303(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=126. L%C'�� O�,NOO •s o o/v*-• s�o 02 0 4018 -o• •cr 0N AL September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERENCE PAGE 11111-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498333 735A -GR M3 Monopitch 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference o do al Alpine Lumber Co., Commerce Cdy,C0.80022 7.840 s Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:38 2018 Page 1 ID:S4VXXKq apam_nYJxUgEturt0d-USGKYSM6m5wWiiVOOFIW2cbUligji64tSVggStgyb2l? 1-6-0 4.00 12 Scale = 1:8.4 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 1 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 1 •"" 240 Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 3=65/Mechanical, 1=65/0-5-8 Max Horz 1=43(LC 7) Max Uplift3=-21(LC 10), 1=-13(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-6-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3, 1. re•S SAV 0. 0 �• 0 0% 44018 ON September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 mv. 10/032015 BEFORE USE. ' Design valid for use only With MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply 735A I/deft Lid PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498334 735A GR M4 Monopitch 4 1 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 ob Reference (optional Alpine Lumber Co., Commerce Cfty,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:39 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOd-zfgimCMkXP2NKfz.DpS1 H9o1 vi42FtX7bjKP?PHyb2l_ -1-0-0 1-6-0 1-0-0 1-6-0 Scale = 1:8.4 3 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a Code IRC2012/TPI2007 (Matrix) Wind(LL)L) 0.00 2 "" 240 Weight: 6 l FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=32/Mechanical, 2=183/0-5-8 Max Horz 2=44(LC 7) Max Uplift4=-14(LC 7), 2=-103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 2=103. o�Ng 0 Lsoo/r/,cF�s f /• e -44018 FSS�ONA1.-E� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/T?Il Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply98335 711A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8484 735A_GR M5 Monopitch 1 1 Max Horz 2=44(LC 7) Max Uplift4=-14(LC 7), 2=-103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job erence (optional Alpine Lumber Co., Commerce Cily,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:39 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturt0d-zfgimCMkXP2N KfzDpS 1 H9o1 vi42FtX7bjKP?PHyb2l_ -i-0-0 1-6-0 1-0-0 1-6-0 Scale = 1:8.4 3x4 = 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rTP12007 CSI. TC 0.08 BC 0.08 WE 0.00 (Matrix) DEFL. in (loc) I/defi L/d Vert(LL) 0.00 2 >999 360 Vert(TL) -0.00 2 >999 240 Horz(TL) -0.00 4 n/a n/a Wind(LL) 0.00 2 240 PLATES GRIP MT20 185/144 Weight: 6 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=32/Mechanical, 2=183/0-5-8 Max Horz 2=44(LC 7) Max Uplift4=-14(LC 7), 2=-103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=lb) 2=103. tieF� o�PoO �o ;.••'•sooty • ;sFo a° 0 2: • G)• 4018 00 Ss�ONAk- September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMI-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �y a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 135A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498336 735A GR M6 Monopitch 1 1 Max Horz 1=170(LC 7) Max Uplift4=-11O(LC 10), 1=-88(LC 6) Max Grav 4=431 (LC 14), 1=397(LC 14) b Ref rents (optional) Alpine Lumber Co., Commerce Cily,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:39 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-zfgimC MkXP2NKfzDpS1 H9ol si40btU8bjKP?PHyb2l _ 3-10-9 4-1-7 Scale= 1:20.2 2x4 3 LX4 46 = 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.27 BC 0.25 WB 0.26 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.01 5 >999 360 Vert(TL) -0.03 4-5 >999 240 Horz(TL) 0.01 4 n/a n/a Wind(LL) 0.01 5 >999 240 PLATES GRIP MT20 185/144 Weight: 29 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=381 /Mechanical, 1=381/0-5-8 Max Horz 1=170(LC 7) Max Uplift4=-11O(LC 10), 1=-88(LC 6) Max Grav 4=431 (LC 14), 1=397(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-684/138 BOT CHORD 1-5=-148/600, 4-5=-148/600 WEBS 2-4=-645/201 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) 0 LICF 4=110. SPD •Soo %•,SFO ty 0 G. 4018 s SS/ONA� September 23,2016 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with M7i ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. A 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498337 735A_GR M7 Monopitch 1 1 Max Horz 2=211(LC 7) Max Uplift 5=-1 36(LC 10), 2=-191(LC 6) Max Grav 5=567(LC 15), 2=620(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce C4y,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:40 2016 Page i ID:S4VXXKq apam_nYJxUgElurt0d-RrO5zXNMIiAExoYPNAYVuhOZrUUIXcugly_9Ywjyb20z -1-0-0 4-10-9 10-0-0 1-0-0 4-10-9 5.1.7 Scale: 1/2"=1' 5x6 = 5x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.97 BC 0.46 WB 0.43 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.19 2-5 >619 360 Vert(TL) -0.47 2-5 >246 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.02 2-5 >999 240 PLATES GRIP MT20 185/144 Weight: 36 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=475/Mechanical, 2=586/0-5-8 Max Horz 2=211(LC 7) Max Uplift 5=-1 36(LC 10), 2=-191(LC 6) Max Grav 5=567(LC 15), 2=620(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-847/224 BOT CHORD 2-5=-231/752 WEBS 3-5=-701/297 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. NIDO O C'(,' 7) Refer to girder(s) for truss to truss connections. n' •.• F'drs 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 5=136, •NID �� .• 500AV • •e tCO 2=191. • • Q 02 • • �• 4018 % :• sS�ONAli September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/T11I1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 731A 7-5-8 5-4-8 8-0.0 Plate Offsets (X Y)-- f1:0-4-0 0-2-81 f2:0-6-0.0-2-81 f7:0-2-5 0-3-4] [8:0-4-0 0-2-8] [12:0-3-0.0-2-0].[13:0-3-8.0-2-01.(15:0-4-0.0-3-4] [17:0-3-8 0-2-01 LOADING (psf) 848498338 735A -GR Si Roof Special 1 1 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 ; TC 0.42 Vert(LL) -0.21 16 >999 360 Job Reference o tional Alpine Lumber Co.. Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:412016 Page 1 ID:S4VXXKq apam nYJxUgEturtOri-vlyTBtO?3OJ5Zy7bwt31ED69pud3LFbuBeu6T9yb20y 5-0-8 10-1-8 158 { 22-8-0 28-0.8 36-0-8 3177 5-0-8 5-1-0 5-2--1-0 17-3-8 2-1-0 5-4-8 5-4-8 8-0.0 1-0-0 Scale = 1:69.2 5x6 I 3.4 11 14 13 12 10 3x5 II 5x8 = 4x12 = 4x8 = 4x8 II 5i 1 10.1-8 1 15-2-8 22-B-0 28-0.8 1 36-0-8 5-0.8 5-1-0 5-1-0 7-5-8 5-4-8 8-0.0 Plate Offsets (X Y)-- f1:0-4-0 0-2-81 f2:0-6-0.0-2-81 f7:0-2-5 0-3-4] [8:0-4-0 0-2-8] [12:0-3-0.0-2-0].[13:0-3-8.0-2-01.(15:0-4-0.0-3-4] [17:0-3-8 0-2-01 LOADING (psf) SPACING- 2-0-0 non -concurrent with other CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 ; TC 0.42 Vert(LL) -0.21 16 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 10) "Semi-rigid including heels" Member end fixity model was used in the analysis and design of this truss. BC 0.57 Vert(TL) -0.42 15-16 >999 240 purlin representation not size or orientation puriin BCLL 0.0 ' Rep Stress Incr YES September 23,2016 WB 0.77 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.15 16-17 >999 240 Weight: 232 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc puffins, except BOT CHORD 2x6 SPF 165OF 1.5E `Except' end verticals, and 2-0-0 oc purlins (4-3-2 max.): 1-2. 4-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-15 1-18: 2x6 SPF 1650F 1.5E, 1-17: 2x4 SPF 1650F 1.5E 5-15,5-13,6-12.8-12: 2x4 SPF No.2, 8-10: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 18=1774/Mechanical, 10=1882/0-5-8 Max Hoa 18=-277(LC 6) Max Uplift 1 8=-353(LC 10), 10=-400(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1628/360, 1-2=-4159/782, 2-19=-3474/627, 3-19=-3374/643, 3-20=-2605/507, 4-20=-2494/532, 4-5=-2478/603, 5-21=-2546/714, 6-21=-2656/701, 6-7=-3221/765, 7-8=-3113/613, 8-10=-1772/438 BOT CHORD 17-18=-52/340, 16-17=-764/4037, 15-16=-524/3049, 4-15=-392/160, 12-13=-304/2308, 11-12=-197/641, 10-11=-197/641 WEBS 1-17=-787/4153, 2-17=-1458/359, 2-16=-1049/254, 3-16=-32/547, 3-15=-1256/327, 13-15=-181/1781, 5-15=-341/1527,5-13=-375/923, 6-13=-943/418, 6-12=-281/808, 7-12=-882/360, 8-12=-302/2245 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 0 LIC 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of min roof live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs �'PQ • • •..� �s greater psf psf live loads. �d .. SOOA/'•.. FQ non -concurrent with other �d ; 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. f, 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; fit between the bottom chord and any other members. 44018 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 18=353, 10=400. -O '•• 10) "Semi-rigid including heels" Member end fixity model was used in the analysis and design of this truss. �T� '•.• �� pitchbreaks 11) Graphical does depict the the of the along the top and/or bottom chord. .•• "" 5 ' • �?� purlin representation not size or orientation puriin S�ONAL September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E *Except* except end verticals, and 2-0-0 oc purlins (3-11-13 111 1-2. 4-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498339 735A_GR S2 Roof Special 1 1 REACTIONS. (Ib/size) 17=1770/Mechanical, 10=1878/0-5-8 Max Horz 17=-304(LC 6) Max Upliftl7=-355(LC 10), 10=-402(LC 11) Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MiTek Intlustdes, Inc. Thu Sep 22 13:10:42 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-NEWrODPdgKRyB6ioUaa_nRfJcl t4fh1PHef?cyb20x 7.0-8 11-i-8 15-2-8 17-3-8 22-8-0 28.0-8 36-0-87-0-! 1-0-8 7-0-8 4-1-0 4-1-0 2-1.0 5-4-8 5-4-8 8-0-0 1-0 Scale = 1:69.2 6x6 I 600 F'�T v. II 14 13 12 10 3.4 II 4x12 = 402 = 48 = 6x6 II LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrPI2007 CSI. TC 0.48 BC 0.47 WB 0.97 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.28 15-16 >999 360 Vert(TL) -0.59 15-16 >721 240 Horz(TL) 0.10 10 n/a n/a Wind(LL) 0.2015-16 >999 240 PLATES GRIP MT20 185/144 Weight: 231 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E *Except* except end verticals, and 2-0-0 oc purlins (3-11-13 111 1-2. 4-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 'Except' 1-17,8-10: 2x8 SPF 1950E 1.7E 1-16,13-15,5-13,6-12,8-12: 2x4 SPF No.2 REACTIONS. (Ib/size) 17=1770/Mechanical, 10=1878/0-5-8 Max Horz 17=-304(LC 6) Max Upliftl7=-355(LC 10), 10=-402(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1623/373,1-18=-4230/771,2-18=-4230/771,2-19=-4571/878, 3-19=-4441/880, 3-4=-2792/548, 4-5=-2601/588, 5-20=-2429/695, 6-20=-2602/680, 6-7=-3231/794, 7-8=-3111/631, 8-10=-1745/441 BOT CHORD 16-17=-55/492,15-16=-508/3121,12-13=-30412294,11-12=-1761727, 10-11=-176/727 WEBS 1 -16= -714/3963,2 -16=-2237/555,3-16=-279/1421,3-15=-1142/334,13-15=-190/2026, 5-15=-316/1641, 5-13=-332/661, 6-13=-884/394, 6-12=-311/844, 7-12=-914/391, 8-12=-343/2140 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. Ll 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs0 non -concurrent with other live loads. P, • • • • •.C: 'L�s 5) Provide adequate drainage to prevent water ponding. V� • SOON 0% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. QD 0.. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • fit between the bottom chord and any other members. ; 7 8) Refer to girder(s) for truss to truss connections. 4018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 17=355, 10=402. 0 QZ :• 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. •: 0 • \�� ON AL ��Ca September 23,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 848498340 735A -GR S3 Roof Special 1 1 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.32 14-15 >999 240 MT20HS 148/108 BCLL 0.0 ' Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:43 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-rQ4DcZPFbdZpoGH 216DJeBXKhllp8wBexNDX2yb20w 3-6-8 9-4-8 15-2.8 17-3-8 23-0-12 26-9-15 35-0-8 36-0-8 3-6-8 5-10-0 5-10-0 2-1-0 5-9-4 5-9-4 6-2-9 To -d Scale = 1:70.1 6x6 = 3.5 11 con w w� wn� 4x8 — 46 — 13 12 4x6 II 6x12 = 2x4 11 5x6 = 3-6-8 9-4-8 15-2-8 23-0-12 28-9-15 35-0-8 3-6-8 5-10-0 5-10-0 7-10-4 5-9-4 6-2-9 Plate Offsets (X Y)-- [2:0-6-4,0-3-01, [9:0-0-0.0-1-7] [14:0-3-0.0-3-12]. [16:0-2-0.0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.16 15-16 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.32 14-15 >999 240 MT20HS 148/108 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.12 15-16 >999 240 Weight: 216 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, except BOT CHORD 2x6 SPF 165OF 1.5E *Except* end verticals, and 2-0-0 oc purlins (4-5-2 max.): 1-2. 4-13: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-14 1-17:2x6 SPF 165OF 1.5E, 1-16,12-14,5-14,5-12: 2x4 SPF No.2 REACTIONS. (Ib/size) 17=1727/Mechanical, 9=1829/0-5-8 Max Horz 17=-254(LC 6) Max Uplift 17=-345(LC 10), 9=-383(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1502/319, 1-2=-3711/710, 2-18=-3300/587, 3-18=-3224/612, 3-19=-2385/464, 19-20=-2259/479, 4-20=-2232/493, 4-5=-2212/574, 5-6=-2520/690, 6-7=-2427/535, 7-8=-2533/507, 8-9=-3080/605 BOT CHORD 16-17=-141/568, 15-16=-720/3555, 14-15=-521/2886, 4-14=-391/164, 12-13=-18/379, 11-12=-422/2588, 9-11=-422/2588 WEBS 1-16=-665/3447, 2-16=-1464/361, 2-15=-687/204, 3-15=0/405, 3-14=-1249/333, 12-14=-159/1401, 5-14=-308/1299, 5-12=-360/910, 6-12=-566/281, 8-12=-482/240 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. LII�F� 5) Provide adequate drainage to prevent water ponding. O�N90 1s 6) All plates are MT20 plates unless otherwise indicated. •••6460••• VD •• S00N0•• t�Q 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O0 Q 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 2 • • fit between the bottom chord and any other members. ; G 9) Refer to girder(s) for truss to truss connections. 4018 • 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • • • • 17=345,9=383. '•4 �+ 11) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. �: 0,� •• �• \�`�. ONAk-ENS September 23,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for on individual building component, not .. a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498341 735A GR S4 Roof Special 2 1 Vert(TL) -0.54 13-14 >771 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Job ference (optional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:44 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-JcebpvQtMxhgQQsAc?dSsskXX5ZRYcOKtb7m3Uyb20v 1-6-8 8-4-8 15-2-8 17-1-8 23-1-5 28-11-3 35-0-8 1-6-8 6-10-0 6-10-0 2-1-0 5-9-13 5-9-13 6-1-5 -0.0 Scale = 1:71.3 8x8 = 6.00 F12 A- I 15 4x8 = 5x8 10x14 II 4x6 = 6x12 = 5x8 = 5x6 = 3x4 II .1.6-8 6-10.0 6-10-0 - 2-9-15 Plate Offsets (X Y)-- [2:0-8-0.0-2-01, 111:0-5-1 Edqel. 13:0-4-0,0-3-41, 114:0-2-12,0-1-121. [16:0-5-0.0-2-4], 8-4-4 8-7-12 [18:0-1-12.0-2-01. [19:Edge .0-3-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.25 13-14 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.54 13-14 >771 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.16 11 n/a n/a •• BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.13 16-17 >999 240 Weight: 171 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (2-8-6 max.): 1-2. WEBS 2x4 HF Stud `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1-18,4-16,6-16,6-14,7-14: 2x4 SPF No.2 1 Row at midpt 5-16 SLIDER Right 2x6 SPF 165OF 1.5E 3-4-13 WEBS 1 Row at midpt 4-16,7-14 REACTIONS. (Ib/size) 19=1744/Mechanical, 11=1826/0-5-8 Max Horz 19=-232(LC 6) Max Uplift l9=-345(LC 10), 11=-377(LC 11) Max Grav 19=1804(LC 27), 11=1826(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1713/301, 1-2=-2914/576, 2-3=-3090/552, 3-4=-2768/572, 4-20=-2279/446, 20-21=-2161/460, 5-21=-2146/480, 5-6=-2142/585, 6-7=-2027/482, 7-8=-2637/598, 8-9=-2728/570, 9-10=-2889/611, 10-11=-3007/589 BOT CHORD 18-19=-141/253, 17-18=-603/2643, 16-17=-513/2617, 5-16=-585/234, 14-15=-183/256, 14-22=-254/2166, 22-23=-254/2166, 13-23=-254/2166,11-13=-422/2521 WEBS 1-18=-686/3386,2-18=-1928/492, 2-17=-26/256, 4-17=0/285,4-16=-1051/314, 14-16=0/1446, 6-16=-372/1316, 6-14=-203/585, 7-14=-842/342, 7-13=-96/458, 9-13=-267/239 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs �, N9 0 L/C ••,•• ••.••• s non -concurrent with other live loads. �� •• sc •• FQ 5) Provide adequate drainage to prevent water ponding. �� Q 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 2 • • 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4018 8) Refer to girder(s) for truss to truss connections. • • 9) Provide metal plate or equivalent at bearing(s) 19 to support reaction shown. •• 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb)'' 19=345,11=377. �i:` ••••••••jeee•,'\\• �� 11) Graphical pudin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. QNAL September 23,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekm connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall BL e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 'y'�T®kp is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 9-11-12 oc bracing. 848498342 735A_GR s5 Roof Special 1 1 REACTIONS. (Ib/size) 9=972/0-5-8, 6=980/0-5-8 Max Horz 9=-247(LC 8) Max Uplift9=-169(LC 10), 6=-244(LC 7) Job Reference o tional Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2018 MiTek IndusInes, Inc. Thu Sep 22 13:10:45 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-noB_OFR V7FpX2aR N9j8hO3HIgVyEHBuU6FsJcxyb2Ou -1-0-06-0-0 + 9-0-0 13-5-11 18-0-0 ta 1-0- i 0 6-0.0 3-0-0 4-5-11 4-6-5 1-0-0 Scale = 1:41.2 5x8 i 10.00 12 10 13 14 11 4 5x6 6x10 = 4.00112 2x4 % 5 12 6 ld 5x6 = 3.9 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.81 BC 0.68 WB 0.49 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.13 8-9 >999 360 Vert(TL) -0.35 6-8 >603 240 Horz(TL) 0.04 6 n/a n/a Wind(LL) 0.06 6-8 >999 240 PLATES GRIP MT20 185/144 Weight: 75 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 9-11-12 oc bracing. 3-9: 2x4 SPF No.2 WEDGE Right: 2x4 HF Stud REACTIONS. (Ib/size) 9=972/0-5-8, 6=980/0-5-8 Max Horz 9=-247(LC 8) Max Uplift9=-169(LC 10), 6=-244(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-789/317, 3-10=-663/344, 3-11=-1443/422, 4-11=-1581/401, 4-5=-1346/261, 5-12=-1673/426, 6-12=-1774/409,2-9=-757/350 BOT CHORD 9-13=-52/642,13-14=-52/642,8-14=-52/642, 6-8=-338/1603 WEBS 3-8=-317/1314,4-8=-860/316,5-8=-514/258,3-9=-439/206 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 5) The Fabrication Tolerance at joint 2 = 0% 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L�GF 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ¢,ND0 �� •••••��• /j/s fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 9=169, �� •� S00ti ••� tCQ Q� 6=244. 2 4018 SS�ONA'l September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hfF7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �B building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iVliTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TCLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.14 7-9 >999 360 R48498343 �Job 735A -GR SGi Roof Special Girder 1 7-9 >783 240 • (i, TCDL 10.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.05 6 n/a n/a Reference (optional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 Mi7ek Industries, Inc. Thu Sep 22 13:10:46 2016 Page 1 I D:S4VXXKq_apam_nYJxUq EturtOri-F?IMEbS7uYxOgj?ZjQfwxHp_DvKyOVYdKvct8Nyb20t 3-0-14 6-0-0 9-0-0 12-8-15 18-0-0 3-0-14 2-11-2 3-0-0 3-8-15 5-3-1 5x8 I I 8x8 = — - 21 10x10 = 8x8 = 8x8 = 4x12 = 3x12 6-0-0 9-0-0 i 12 _8-15i 16 _0-0 s Iq d Scale = 1:41.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.14 7-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.27 7-9 >783 240 • (i, TCDL 10.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.05 6 n/a n/a ; �O ••� BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wind(LL) 0.10 7-9 >999 240 Weight: 319 Ib FT = 20% BCDL 10.0 September 23,2016 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except' 3-10: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 6=7023/0-5-8, 1=8073/0-5-8 Max Harz 1=-207(LC 29) Max Uplift 6=-1498(LC 11), 1=-1644(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-818911706,2-3=-8106/1745, 3-11=-7872/1702, 4-11=-8009/1683, 4-5=-12144/2540, 5-12=-16274/3426,6-12=-16368/3418 BOT CHORD 1-13=-1172/5631, 13-14=-1172/5631, 14-15=-1172/5631, 10-15=-1172/5631, 10 -16= -2330/11710,9 -16=-2330/11710,9-17=-3171/15352,17-18=-3171/15352, 8-18=-3171/15352, 7-8=-3171/15352, 7-19=-3171/15352, 19-20=-3171/15352, 20-21=-3171/15352,6-21=-3171/i5352 WEBS 2-10=-282/951, 3-10=-2029/9635, 4-10=-7708/1707, 4-9=-849/4115, 5-9=-4306/989, 5-7=-615/3197 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 0 LI(,'��7J1' 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 �P� `/cr connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. •��.••••••�• V� • sooty . FO 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; Q� MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 • (i, 5) Unbalanced snow loads have been considered for this design. 4018 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; �O ••� fit between the bottom chord and any other members. 100 Ib 6=1498, ; �� ••. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding uplift at joint(s) except (jt=1b) 1=1644. ••• �� `S'S�ON Z ANG September 23,2016 Continued on Daae 2 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mllekm connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirex` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei h s CA 95610 Job Truss Truss Type Qty Ply 735A 848498343 735A -GR SGi Roof Special Girder 1 q J Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 Mi-rek Industries, Inc. Thu Sep 22 13:10:46 2016 Page 2 1D:S4VXXKq_apam_nYJxUgEturt0d-F?IMEbS7uYxOgj?ZjQfwxHp_DvKyOVYdKvct8Nyb2Ot NOTES - 9) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated load(s) 1719 lb down and 363 Ib up at 1-5-4, 1719 Ib down and 363 Ib up at 3-5-4, 1719 Ib down and 363 Ib up at 5-5-4, 1719 Ib down and 363 Ib up at 7-5-4, 1719 Ib down and 363 Ib up at 9-5-4, 1719 Ib down and 363 Ib up at 11-5-4, 1719 Ib down and 363 Ib up at 13-5-4, and 730 Ib down and 192 Ib up at 15-5-4, and 579 Ib down and 135 Ib up at 17-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 4-6=-80,1-6=-20 Concentrated Loads (lb) Vert: 13=-1719(B) 14=-1719(B) 15=-1719(B) 16=-1719(B) 17=-1719(B) 18=-1719(B) 19=-1719(B) 20=-730(B) 21=-579(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ivi iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Gvatlty Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x10 DF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 848498344 735A_GR SG2 Scissor Girder 1 3 Max Uplift 1=-1438(LC 10), 5=-1779(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. — Job Refere Ce optional) Alpine Lumber Co., Commerce Chy,CO.80022 4-9-2 7.640 5 Apr 19 2018 MiTek Intlustries, Inc. Thu Sep 22 13:10:47 2016 Page 1 ID:S4VXXKq apam_nYJxUgElurtOri-kBJkRxTlfs3FHtaIH8A9UUMD6Jg9I_fnZZLQgpyb20s 2-11-14 2-11-14 4-9-2 Scale = 1:27.9 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.31 BC 0.52 WB 0.67 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.15 7 >999 360 Vert(TL) -0.30 7 >594 240 Horz(TL) 0.20 5 n/a n/a Wind(LL) 0.11 7 >999 240 PLATES GRIP MT20 185/144 Weight: 301 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x10 DF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 3-7: 2x4 SPF 165OF 1.5E REACTIONS. (Ib/size) 1=6996/0-5-8, 5=8567/0-5-8 Max Horz 1=-80(LC 6) Max Uplift 1=-1438(LC 10), 5=-1779(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-16941/3476, 2-3=-14641/3002, 3-4=-14642/3012, 4-5=-16682/3374 BOT CHORD 1-9=-3021/14609, 9-10=-3099/15049, 8-10=-3187/15473, 8-11=-3097/14981, 7-11=-3184/15416, 7-12=-3033/15255, 6-12=-2947/14830, 6-13=-3031/15277, 13-14=-2944/14861,5-14=-2867/14419 WEBS 3-7=-2526/12370, 4-7=-1394/404, 4-6=-404/1929, 2-7=-1628/433, 2-8=-446/2105 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Ll 5) Unbalanced snow loads have been considered for this design. �N90 �� •.••• ••• �s 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� ••• SOOA/ •e t�Q 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will * Q� 00. fit between the bottom chord and any other members. 2 • • 8) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • (� capacity of bearing surface. 4018 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1438, � 5=1779. "Semi-rigid '4 • • �f); :• 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.O ••••••••••••• 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1784 Ib down and 365 Ib up at 2-0-12, 1733 Ib down and 370 Ib up at 3-6-12, 1754 Ib down and 373 Ib up at 5-6-12, 1750 Ib down and 375 Ib up at 7-9-0, 1726 Ib it� down and 372 to up at 9-5-4, 1707 Ib down and 365 Ib up at 11-5-4, and 1784 Ib down and 365 lb up at 13-5-4, and 1821 Ib down and 0 M- 400 Ib up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 23.2016 ZZIT,111.91Z W111 -MR -ME a, A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1101II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1AiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95010 Job Truss Truss Type Qty Ply 735A 848498344 735A -GR SG2 Scissor Girder 1 3 Job Reference (optional Alpine Lumber Co., Commerce City,CO.80022 1.640 5 Apr 19 2016 MiTek IntlusInes, Inc. Thu Sep 22 13:10:47 2016 Page 2 I D:S4VXXKq_apam_nYJxUgEturtori-kBJkRxTIfs3FHtaIH8A9UUMD6Jg91_fnZZLQgpyb20s LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-7=-20, 5-7=-20 Concentrated Loads (lb) Vert: 5=-1821(F) 7=-1750(F) 9=-1784(F) 10=-1733(F) 11=-1754(F) 12= -1726(F)13= -1707(F) 14=-1784(F) ,& WARNING - Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE h81-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 848498345 735A -GR T1 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(TL) Job efe a ce (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:48 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-C Nt6fHTOPAB6v1 gxrrhOOivHgiw2U WOwoD5zCFyb2Or 1-0-0 6-1-5 11-11-3 17-9-0 23-6-13 29-4-11 35-6-0 1.0-0 6-1-5 5-9-13 5-9-13 5-9-13 5-9-13 6-1-5 Scale = 1:66.3 5x6 = i 3x4 = 3x6 =48 = 4x8 = 3x4 = ]m 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.27 15-17 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(TL) -0.55 15-17 >769 240 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.17 12 Fila n/a BCLL 0.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.13 15-17 >999 240 Weight: 155 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud `Except` 7-15,8-15,6-15: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650E 1.5E 3-4-13, Right 2x6 SPF 1650F 1.5E 3-4-13 REACTIONS. (Ib/size) 2=1856/0-5-8,12=1774/0-5-8 Max Horz 2=186(LC 7) Max Uplift2=-379(LC 10), 12=-351 (LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-15,6-15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3067/586, 3-4=-2945/618, 4-5=-2766/561, 5-6=-2673/589, 6-7=-2037/488, 7-8=-2037/488, 8-9=-2678/592, 9-10=-2771/563, 10-11=-2952/621, 11-12=-3076/599 BOT CHORD 2-17=-600/2570, 17-18=-408/2222, 18-19=-408/2222,16-19=-408/2222, 15-16=-408/2222, 15 -20=-268/2224,14-20=-268/2224,14-21=-268/2224,13-21=-268/2224, 12-13=-434/2579 WEBS 7-15=-249/1275, 8-15=-880/342, 8-13=-84/445, 10-13=-280/243, 6-15=-873/341, 6-17=-82/440, 4-17=-273/241 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=379, 12=351. O`'�PDO L��F�s � Q • moi• !�44018 : SS�ONAI ENG\ September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criferia, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply 711A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 848498348 735A -GR T2 Common 8 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.35 4018� Vert(TL) -0.26 13-15 >999 240 Job of rence o do al Alpine Lumber Co., Commerce CBy,C0.800227.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:51 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-cyZFH I WGiSZgmVuW WzF5eKXxxw4ghtrMUBJepayb2Oo 11-0-Q 6-1-5 11-11-3 17-9-0 23-5-0 29-1-0 35-0-8 1 0.0 6-1-5 5-9-13 5-9.13 5-6-0 5-8-0 5-11-8 Scale = 1:66.5 5x6 = 5x6 = 10 1r Its 14 13 19 1L zu 11 6x6 II 4x6 = 4x8 = 4x8 4x8 = 4x6 = = i 8-10-14 17-9-0 6-1-1 35-0-8 W4 8-10-14 8-10-2 -__J10 8-4.10 8-10.14 Plate Offsets (X Y)— [2:0-0-0.0-1-71, [8:0-4-0.0-4-81, [10:0-3-2.0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.19 �••••••� V� ••' SOON •• tCO Vert(LL) -0.12 13-15 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.35 4018� Vert(TL) -0.26 13-15 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.34 ENS\ Horz(TL) 0.09 10 n/a n/a September 23,2016 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 13 >999 240 Weight: 193 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc puffins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 5-13,7-13 5-13,6-13,7-13: 2x4 SPF No.2 SLIDER Right 2x4 HF Stud 3-3-2 REACTIONS. (Ib/size) 2=1841/0-5-8, 10=1739/Mechanical Max Horz 2=187(LC 9) Max Uplift2=-380(LC 10), 10=-343(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3072/615, 3-4=-2772/557, 4-5=-2664/586, 5-6=-1996/477, 6-7=-1995/479, 7-16=-2456/570,8-16=-2640/568,8-9=-2830/596,9-10=-2953/574 BOT CHORD 2-15=-608/2585, 15-17=-405/2186, 17-18=-405/2186, 14-18=-405/2186, 13-14=-405/2186, 13-19=-258/2157, 12-19=-258/2157, 12-20=-258/2157, 11-20=-258/2157, 10-11=-408/2457 WEBS 3-15=-300/246, 5-15=-85/476,5-13=-851/335,6-13=-238/1220,7-13=-841/326, 7-11=-77/393 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f1; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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. N90 Lir G 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �••••••� V� ••' SOON •• tCO fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. * QO 0 • 2 ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=380, 7, 10=343. 4018� SS�ONM_ ENS\ September 23,2016 A WARNING - VNIfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A (loc) I/deft Lid PLATES GRIP TOLL 30.0 (Roof Snow=30.0) 848498347 735A_GR T3 Common 1 1 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:51 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-cyZFH I WGi5ZgmVuVVWzF5eKXttw_khugMU BJepayb2Oo -1-0.0 5-1-12 10-0-0 14-10.4 20-0-0 21-0.0 1-0.0 5-1-12 4-10-4 4-10-4 5-1-12 1-0 0 4 Scale = 1:38.7 4x6 = 5x10 = I� 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 8-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.74 Vert(TL) -0.36 8-10 >666 240 4018 BCLL 0.0 ' Rep Stress Incr YES WB 0.28 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC20121-FP12007 (Matrix) Wind(LL) 0.03 10 >999 240 Weight: 80 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 2-10-3, Right 2x6 SPF 165OF 1.5112-10-3 REACTIONS. (Ib/size) 2=108010-5-8,8=1080/0-5-8 Max Horz 2=109(LC 9) Max Uplift2=-225(LC 10), 8=-225(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1530/309, 3-4=-1373/335, 4-11=-1174/230, 5-11=-1094/252, 5-12=-1094/252, 6-12=-1174/230,6-7=-1373/336,7-8=-1530/309 BOT CHORD 2-10=-293/1264, 8-10=-193/1264 WEBS 5-10=-49/536, 6-10=-413/239, 4-10=-413/239 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=225, 0 LIC 8=225. �� F�} i/l� �0 •ee.e.eeeee V4�:0 SOON - FQ O 02 O. 4018 -o : 0 . .� p%01, �FSS�ONAI. 010 September 23,2016 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Carus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP MT20 185/144 Weight: 71 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 848498348 735A -GR T4 Hip 1 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEDGE fit between the bottom chord and any other members. bearing 100 Ib 7 2=205 6-0-0 oc bracing: 7-8. Left: 2x4 HF Stud, Right: 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:52 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-496dUeWuTOhXOeTj4hmKBY31hKNMQKWWj13BL1yb20n 4-6-5 9-0.0 10-0-0 14-5-11 19-0-0 1-0.0 4-6-5 4-6-11 1-0-0 4-5-11 4-6-5 Scale= 1:34.3 o� a 5x6 = 500 = 5x6 = 4x8 = 2x4 I 86 = 4x6 x6 = 3x9 II 3x9 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10,0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.51 BC 0.52 WB 0.37 (Matrix) DEFL. in Vert(LL) 0.11 Vert(TL) -0.29 Horz(TL) 0.02 Wind(LL) 0.02 (loc) I/deft L/d 2-10 >999 360 2-10 >502 240 8 n/a n/a 2-10 >999 240 PLATES GRIP MT20 185/144 Weight: 71 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, except BOT CHORD 2x4 SPF No.2 5) Provide adequate drainage to prevent water ponding. 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEDGE fit between the bottom chord and any other members. bearing 100 Ib 7 2=205 6-0-0 oc bracing: 7-8. Left: 2x4 HF Stud, Right: 2x4 HF Stud V��; �St�� a 8=245. REACTIONS. (Ib/size) 2=616/0-5-8,8=117910-5-8,7=166/0-3-8 9) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. •• -I- Max Horz 2=62(LC 10) G) G Max Uplift2=-205(LC 6), 8=-245(LC 7), 7=-56(LC 11) Max Grav 2=797(LC 27), 8=1476(LC 27), 7=228(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. N AL TOP CHORD 2-11=-1086/233, 3-11=-946/250, 3-4=-423/87,4-5=-343/119, 5-6=-86/648 September 23,2016 BOT CHORD 2-10=-232/951 WEBS 3-10=-685/250, 5-10=-82/694, 5-9=-276/0, 5-8=-1105/252, 6-8=-646/232 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LIC 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N90 fit between the bottom chord and any other members. bearing 100 Ib 7 2=205 e••+••+ •• cj�Qti • 8) Provide mechanical connection (by others) of truss to plate capable of withstanding uplift at joint(s) except (jt=1b) V��; �St�� a 8=245. + 0 9) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. •• -I- G) G • 4018 FSS�D N AL September 23,2016 A WARNING - Verify destgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heiahts, CA 95610 Job Truss Truss Type Qty Ply 735A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 848498349 735A_GR T5 Hip 1 1 MT20 185/144 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Lumber DOL 1.15 BC 0.36 Vert(TL) -0.13 2-8 >999 240 Job Refere ce (optional) Alpine Lumber Co., Commerce Chy,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:53 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-YLg?i XWEipO?o2vdOHZjlcEKjm69iafxVokuTyb20m -1-0-0 7-0-0 12-0-0 19-0-0 ' 1-0 00 7-0-0 5-0-0 ' 7-0-0 Scale = 1:34.3 6x10 = 6x10 = 3x6 = 2x4 3x4 = 6 3x5 = 3x4 = 7-0-0 12-0-0 5-0-0 -6-0 6-6-o Plate Offsets (X Y)-- f4:0-5-0.0-3-131, f5:0-0-7.0-0-71 MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.32 Verf(LL) -0.05 2-8 >999 360 MT20 185/144 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Lumber DOL 1.15 BC 0.36 Vert(TL) -0.13 2-8 >999 240 �p,D 'ys TCDL 10.0 Rep Stress Incr YES WB 0.64 Horz(TL) 0.02 6 n/a n/a G)% BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wind(LL) 0.03 2-8 >999 240 Weight: 71 Ib FT = 20 BCDL 10.0 ONAL �tJG September 23,2016 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (10-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 5=214/0-3-8,2=631/0-5-8,6=1116/0-5-8 Max Horz 2=52(LC 12) Max Uplift5=-82(LC 11), 2=-218(LC 6), 6=-233(LC 7) Max Grav 5=312(LC 31), 2=769(LC 27), 6=1122(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-781/193, 4-11=-11/328, 5-11=-39/314 BOT CHORD 2-8=-137/671, 7-8=-141/664, 6-7=-141/664 WEBS 3-6=-927/222, 4-6=-661/247 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 2=218 0 LICE�7' 6=233. �p,D 'ys 9) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. \�� ••••••••• VO SooN 0 2t�`O • • G)% i 010 i \� ONAL �tJG September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 8867473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, D5B-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE 848498350 735"_.8 TB Half Hip 1 1 Max Uplift6=-178(LC 6), 2=-246(LC 6) Max Grav 6=682(LC 23), 2=968(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Ree rice (optional) Alpine Lumber Co., Commerce CBy,C0.80022 1-0-0 4-6-5 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:53 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-YLg?i XWEipO?o2vdOHZjlc9Djj?9nLfxVokuTyb2Om 9-0-0 14-0-0 4-5-11 5-0-0 Scale = 1:25.3 5x6 = 4x6 = 5x6 = 4x8 - 3x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.65 BC 0.56 WB 0.34 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.13 2-7 >999 360 Vert(TL) -0.33 2-7 >493 240 Horz(TL) 0.02 6 n/a n/a Wirid(LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 54 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=677/Mechanical, 2=784/0-5-8 Max Horz 2=194(LC 7) Max Uplift6=-178(LC 6), 2=-246(LC 6) Max Grav 6=682(LC 23), 2=968(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1517/353, 3-8=-884/196, 4-8=-798/208, 4-5=-762/235, 5-6=-642/196 BOT CHORD 2-7=-329/1349 WEBS 3-7=-633/240, 5-7=-202/893 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Ii; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N90 LIOF� fit between the bottom chord and any other members. •••••••�� tS 8) Refer to girder(s) for truss to truss connections. �� ••• SOON •. t�Q 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=178, 0 �O . 2=246. 2 • • 10) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4018 .Q SS�ONN-EN September 23,2016 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �X a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. L - -^- Job Truss Truss Type Qty Ply 735,& I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498351 735A_GR T7 Half Hip 1 1 MT20 185/144 (Roof Snow=30.0) Job Reference (optiona Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:54 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-1XENvKYB?Ox Fdyd5B600Gz9N778xuJroA9YlQvyb201 -1-0-0 8-0-08-Q�12 1-0-0 8-0-0 0-0-12 Scale= 1:20.6 2x4 I 3 3x4 = 2.4 II LOADING (psf) SPACING -2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.05 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 2-5 >751 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.00 2 - 240 Weight: 34 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 5=390/Mechanical, 2=487/0-5-8 Max Horz 2=168(LC 7) Max Upliff5=-113(LC 10), 2=-169(LC 6) Max Grav 5=457(LC 15), 2=51 O(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-381/158 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=113, 2=169. �4NUO Ll �\ •.••SOON • SFO /7 :+ 00 OZ ?Y44018 O��Ssl0 N A��\ September 23,2016 ,& WARNING - Verily design parametws and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* 848498352 735A -GR T8 Half Hip 1 1 BOT CHORD 2x4 SPF No.2 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud QD O 9) Refer to girder(s) for truss to truss connections. Job Refer nce o tional Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Thu Sep 22 13:10:54 2016 Pagel ID:S4VXXKq_apam_nYJxUgEturt0d-1XENvKY8?OxFdyd5B600Gz91G71cuENOA9YIQvyb201 -1-0-07-0-0 i 10-4-4 14-0-0 1-0-0 7-0-0 3-4-4 3.7-12 Scale = 1:25.6 10x10 MT20HS = 3x4 = 3x4 II 3x6 = 5x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.82 BC 0.66 WB 0.35 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.09 2-7 >999 360 -0.19 2-7 >868 240 0.02 6 n/a n/a 0.06 2-7 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc purlins, except 3-5: 2x6 SPF 165OF 1.5E 5) Provide adequate drainage to prevent water ponding. 0 0 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. BOT CHORD 2x4 SPF No.2 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud QD O 9) Refer to girder(s) for truss to truss connections. • 2 ; WEDGE t7 2=249. 44018 Left: 2x4 HF Stud • , • •• i REACTIONS. (Ib/size) 6=677/Mechanical, 2=784/0-5-8 \`V oNA� Max Horz 2=150(LC 7) September 23,2016 Max Uplift6=-175(LC 6), 2=-249(LC 6) Max Grav 6=764(LC 23), 2=905(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1255/269, 3-8=-1140/289, 3-4=-1072/329 BOT CHORD 2-7=-262/1065, 6-7=-215/745 WEBS 4-7=-140/682, 4-6=-857/253 NOTES - 1) Wind: ASCE 7-10; Vul1=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 0 0 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Pd A' (,'F'(7s ••,, 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ,.••• V� ,•• SOON •• FQ fit between the bottom chord and any other members. QD O 9) Refer to girder(s) for truss to truss connections. • 2 ; 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=175, t7 2=249. 44018 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. • , • •• i \`V oNA� September 23,2016 A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not+ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrBerla, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Oty Ply 735A (loc) I/deft L/d PLATES GRIP TCLL 30.0 848498353 735A GR T9 Common 5 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 job Refe ence (optional) Alpine Lumber Co., Commerce City,CO.80022 6� 1-0-0 6-3-0 5x6 - 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:55 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-Vkom7gZnmJ36F6C IIpJ1 oAhXNXSOdIiyPpHryLyb2Ok 6-3-0 1-0-0 Scale = 1:25.9 3x9 I I 2x4 11 3x9 11 1m d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.04 6-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.31 Vert(TL) -0.08 6-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wmd(LL) 0.03 2-8 >999 240 Weight: 49 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 3-5-11, Right 2x6 SPF 165OF 1.5E 3-5-11 REACTIONS. (Ib/size) 2=705/0-5-8,6=705/0-5-8 Max Horz 2=72(LC 9) Max Uplift2=-150(LC 10), 6=-150(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-812/148, 3-9=-699/153, 4-9=-695/171, 4-10=-695/171, 5-10=-699/153, 5-6=-812/148 BOT CHORD 2-8=-76/626, 6-8=-76/626 WEBS 4-8=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=150, ©gyp D 0 LIC 6=150. �eeeeeeee S C>� p SO0/y �O O 0 e -44018 ONZ `.-* September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/1015 BEFORE USE. Design valid for use only with M7eM connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 731A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 848498354 735A_GR T10 Common 1 1 Max Uplift6=-115(LC 11), 2=-148(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/140, 3-8=-650/145, 4-8=-624/163, 4-5=-581/167, 5-6=-768/142 Job Reference tonal Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:48 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-C Nt6fHTOPAB6v19xrrhOOivLBi4OUaOwoD5zCFyb2Or -1-0-06-3-0 12-0-8 1-0 0 6-3-0 5-9-8 Scale = 1:25.1 46 = i 3x9 11 2x4 11 3x9 11 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.48 BC 0.29 WB 0.09 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.04 2-7 >999 360 Vert(TL) -0.08 2-7 >999 240 Horz(TL) 0.01 6 n/a n/a Wind(LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 47 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 3-5-11, Right 2x6 SPF 1650F 1.5E 3-3-13 REACTIONS. (Ib/size) 6=599/Mechanical, 2=685/0-5-8 Max Horz 2=72(LC 7) Max Uplift6=-115(LC 11), 2=-148(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/140, 3-8=-650/145, 4-8=-624/163, 4-5=-581/167, 5-6=-768/142 BOT CHORD 2-7=-71/581, 6-7=-71/581 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=115, 2==148. LIOF� 04,N00 Soo/v% ' 0 4018 o� SS/OP4N- NCa September 23,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498355 735A GR T11 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 ob Reference o do al Alpine Lumber Co., Commerce City,C0.80022 7.640 5 Apr 19 2016 M1Tek Industries, Inc. Thu Sep 22 13:10:49 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0d-gaRUscUOATJyXBk8OZCdZvRUB6Q9DOG30tgXliyb2Oq -1-0-06-0-0 12-0-0 _ ,13-0-0 1 -0 -0 s -o -o 6-D-01-ao 4xB Q 8 63x4 II 3x4 I I 4x8 = h Scale= 1:39.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.02 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 7-8 >999 240 TCDL 10.0 ' Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 56 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 8=677/0-5-8, 6=677/0-5-8 Max Hoa 8=259(LC 7) Max Uplift8=-131(LC 8), 6=-131(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-588/156, 3-4=-588/156, 2-8=-617/164, 4-6=-617/164 BOT CHORD 7-8=-319/477, 6-7=-155/293 WEBS 2-7=-196/288, 4-7=-211/301 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=131, 6=131. o4NDo LicF�s �:'� SOONFO '•. O 2. 44018 00 �e ONAL ENS\ September 23,2016 AWARNING . Verity deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSR -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helolits. CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498358 735A -GR T12 Hal/Hip 1 1 Max Horz 2=136(LC 7) Max Uplift5=-98(LC 6), 2=-173(LC 6) Max Grav 5=373(LC 1), 2=627(LC 24) Job Reference (optional Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:49 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-gaRUscUOATJyXBk8OZCdZvRO36M1D1u30tgXliyb2Oq -1-0-0 6-0-0 _ _ 8-0-0 i 1-0.0 6-0-0 2-0-0 Scale = 1:18.0 4x6 = 2x4 l l 3 4 4x6 = 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.98 BC 0.50 WB 0.11 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.09 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 29 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=373/Mechanical, 2=488/0-5-8 Max Horz 2=136(LC 7) Max Uplift5=-98(LC 6), 2=-173(LC 6) Max Grav 5=373(LC 1), 2=627(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/35 BOT CHORD 2-6=-59/282, 5-6=-63/275 WEBS 3-5=-437/73 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ND 0 L lG'F�S fit between the bottom chord and any other members. e•••••e• 'ii 8) Refer to girder(s) for truss to truss connections. : •' S00'y/- CSO 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 2=173. 00 0 �• 10) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 4018 `•. •' err SSS/0 N A - September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ` a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Jab Truss Truss Type Qty Ply 735A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 848498357 735A_GR T13 Half Hip 1 1 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SPF No.2 'Except` N90 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 2x4 HF Stud Job Reference (optional) Alpine Lumber Co., Commerce C8y,C0.80022 7.640 5 Apr 19 2016 MiTek Industries, Inc. Thu Sep 2213:10:50 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEtuzl0ri-8m?t4yVexnRp8LJKyGks57_e1WhRyUdDFXa4H8yb20p -1-0-06-0-0 6-6-0 1-0.0 6-0-0 0-6-0 Scale = 1:17.9 8x8 = 4 5x6 = 3.4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 ' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC20121TP12007 CSI. TC 0.65 BC 0.55 WB 0.08 (Matrix) DEFL. in Vert(LL) -0.02 Vert(TL) -0.03 Horz(TL) 0.00 Wnd(LL) 0.01 (loc) I/defi L/d 2-6 >999 360 2-6 >999 240 5 n/a n/a 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SPF No.2 'Except` N90 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 2x4 HF Stud Q ?• i 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G) WEDGE 4018 Left: 2x4 HF Stud ONA- REACTIONS. (Ib/size) 5=296/Mechanical, 2=414/0-5-8 September 23,2016 Max Horz 2=136(LC 7) Max Upiift5=-79(LC 6), 2=-154(LC 6) Max Grav 5=361 (LC 24), 2=548(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-470/34, 4-5=-306/95 BOT CHORD 2-6=-37/322 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow toads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LI�F�s 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. N90 8) Refer to girder(s) for truss to truss connections. •.•••••.� �� 0 S00A1 •.� F� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 2=154. Q ?• i 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. G) 4018 ONA- September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 ray. 10/03,1015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iw iT®k` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) 848498358 735A_GR V1 Valley 1 1 WB 0.12 Horz(TL) 0.00 5 n/a We BCLL 0.0 Code IRC2012/TPI2007 (Matrix) job eference (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:55 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Vkom7gZnmJ36F6C IIpJ t oAhaFXTgdIEyPpHryLyb20k 5-0-14 3-0-0 5-2-4 4x8 �� Scale = 1:27.1 3x6 // 7 6 3x4 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES . GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a - n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a We BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 37 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 13-3-2. (lb) - Max Horz 1=-145(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 6=-136(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 5 except 1=261(LC 26), 7=470(LC 1), 6=401 (LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-7=-345/122, 4-6=-314/178 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category fl; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except Ot=lb) 6=136. 6�,PDO•L1CF�S 7 . °° Y44018 -a• •cam moo••'•. .�' �L`' September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Oty DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/144 Weight: 25Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 R48498359 =R.f.rrc.e 735A -GR V2 Valley 1 Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=6/9-0-12,4=79/9-0-12,5=691/9-0-12 onal) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:56 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-zwM8K0aPXdBzsGmUJXgGLOElaxrbMB95dT1 PVoyb20j 3-10-8 6-10.8 9-0-12 3-10-8 3-0.0 2-2-4 Scale = 1:22.4 4x6 = 5 3x4 // 2x4 II 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.26 BC 0.12 WB 0.14 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 185/144 Weight: 25Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 9-0-12 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=6/9-0-12,4=79/9-0-12,5=691/9-0-12 Max Horz 1=-107(LC 6) Max Uplift !=-83(LC 15), 4=-35(LC 7), 5=-216(LC 11) Max Grav 1=101(LC 14), 4=87(LC 28), 5=691(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-81/288, 2-7=-110/329 WEBS 2-5=-565/248 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4 except Qt=1b) 5=216. crcF�s o : • so 0/v%. Fa 0 0 = 4018 September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss CSI. Qty Ply 735A848498360735A_GR Plate Grip DOL 1.15 TC 0.10 �Tus'spe MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.04 V3 1 1 WE 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) ob Refe once o ional ID:S4VXXKq_apam nYJxUgEturt0d-zwM8KOaPXdBzsGmUJXgGLOEoOxslMDx5dTIPVoyb2Oj 2-8-2 5-4-3 282 282 4x6 = 4 2x4 ii 2x4 II 2x4 �� Scale: 3/4"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WE 0.03 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 15 Ib FT = 20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=135/5-4-3,3=135/5-4-3,4=185/5-4-3 Max Horz 1=-69(LC 4) Max Uplift I =-39(LC 8), 3=-45(LC 9), 4=-4(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. rPDO L/cF� •Sooty ••esFo z� 0 G� 4018 0NAL E� September 23,2016 AWARNING - Ve fy design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev, 10/032015 BEFORE USE. ' Design valid for use only with M7ek0r) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Wpn c, D w �- A v • y N W (Zi> C Dco •--� -1-� O !D-• mO W X ti Orw. O I I O 3 n� G7p7Ocr vz A fa m � � ��+ D °H�s.(DQQg D '° -� O �o 0 v o O (D :3 (Q ' n Q a z z a J z N 0(QonQ0� 3c�c Cc: QQ O �0�3 mo oma ago a_ 0�00� D �Q O-° Q n(Q N (D O O° Q. -O X O O O O.W N< ((DD;"D ((DD 7 N O °3�on ��QN �i (D Q D Nma o oao =o °-(Q p (D O -° O :r ID O p Q_ 3 O 3 N Q O' - c a- o �� W n n °< z o c m m °_m 3 660 nQQ00a 76g Q ° �� Q ]ON 7 Q�Q; ° p (DO(D�� n o0 (o oQa_° g Quo 3(D� m oc� c � (D 0- Z -0:2 7 n 7 n 0 S (� O (D -O X ^ `^ p �, c QQO n0 N(Qa (D 5•60 � E!. (D N p� p_n Qom. � W Q- 0 3 O (N <Q Q (Q 0 O O, o (D (D Q W gJa 5Q 95,cQ o 5 CQ 7 (p O -~ (Q 3 p 7 (D 0 ID v, r -1 m m o z n D- TOP CHORD (D (n m c c �N n cx mmO e, S3 3 (" (n w A n O r. O O z cis W r Z a j (D c (D O W (min C A O y Z N :, A n N O A n G (D O_ N D) m J (D y \ D x m P (D fl- W N N N A cmi, -° n y v y G1 n G S� o NA O m� cz O 00 (D S(n< (D L cr N (Wig D y H N D Q n (D (D .� C `CD • N N rn v y -� V W2-7 O N ' Y C -Dy N V1 (D a A c/ 3V m y Z O 70 a �• ' n m (D DD �� N (D O °O 5 14 OCD C) D W O N fl 0 .... N v _ (n _' v 0 C7 VQm m X N O a N m O m (Q O m W G$7 O O -. O Dc Z A r °� W3-6 (<D 3 x O O (D S ti (D D) 7 -� 7 n �v, �C (D O Z7 < z (D i 7 w N° m p N CD S Ln C4 -S A Q m TOP CHORD O O OD V P Cn A W N � O 11 D O ° -0 (D C N ° O n O w-65-- = v n N n cc C S c S O 5--2::R n ° 2 v �^ Z V3 f O_ D zm �m o'm vo o ° o°o gc o0 0 ° °° ° m� n3° c °°<cp n°a 3 O CD • O O 7 O n. n n Q n N 3 p 3 f N W (3 W (� x N O Q 25( o °0 n -.3 �0 �„m m� mR6 �m oo '< °°o m m'mm '`D _6 :1 =0, O _ ° moo- 3m o�20 ° mac'& CD3 a o 's �o °�� Lou off^ =xo Xm on° Amo °~Dn s�-"�. og (D O J c N (0 7 N ° 0 O p a'^ CD lD ° (D c N N O (D fc _ 7 o m n 3 a m -p. - -o om '� 'moo ° j° ;R- oc "a (Dm mo' mPi' mm o60 R 97a a0°3 xm O O �m� a m� ° 2. m �Q �.p aN? o' ao '�� o m Q a00 �m m�.� °7 N O rn�rn n� 'm0 moo n o °� o° g� 3� °o �� o �c oc" �� o oc �'a no �o `V n 3 2 c n a n m 0.0 o H mc_ Ns oso ° m� N ° am o0 3Q Qvc a ga of a�Q � �(D2 ma a0° -°m _.n O n ° m° a Ro 0 c- N 3 c n 'D 13- agate. ^' � 0 0 0 ^ °c mm CC ,3 aQ �m m(D °.p m°n ma ID �� y� �gm oo 3mpj o g� ii m �� om N o > o a xo (oa =°� oR 0c �� ° °° ao m° aooa 0� Q �. m m c o mm o o rn c a 2 -Z 5- cgn 0 �O °Q a N3. �N �n jN yv. ffO vZiQ BOO -'^. NyO oS NO0 ��C-77•\/ O -O ' n .o n0 V O O (° N ' O (D N (D 7 �� J N N N G S o O O 0-= �. O. n 4 ° ° �� S7 00 OO °0 g•y Va o ° O N Qi -D (D N N C �► ° cfl Nm o. m d m _ p ° ° ma -o' m° b _0 0 o J i u -Q 0° a3 w n � n . c p f, � o O -` N 0 D O p -"a0 7 0 � O s O O c, N O �. y Q oo �0 m c 0 '.6 a o R m� °°o 3 ° 7 ° cID 'D ID (0 �� 0 0° a o _. a < n CD C� -p 3- n ° N r ry � W R 0 R 2- yr ffl m o' CD a� o '0 3 < O Z Sm 3 G O o .�. m (A SR -340,5",39 CFM,Reg:10x4 Basement 24'0" of 14x10" 8'0" of 14x10" - - 15'0"o 0 8'0" of 20x10" 25x10" x n b 10'0" of T 25x10" UP O ON ON P /DN DN SR -330,5",39 CFM,Reg:10x4 Ceiling RA,7",86 CFM,Grille:12x6 ALL DUCTS, REGISTERS, AND GRILLES MAY VARY IN THE ROOM LOCATION DUE TO CONSTRUCTION CONSTRAINTS BUT MUST BE THE NOTED DUCT SIZE ALL OPEN TO BELOW ROOM CFM TO BE INCLUDED IN THE ROOM BELOW CFM UNLESS SUPPLIED BY A 2ND FLOOR SYSTEM ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA WS DENOTES A WALL RISER (WALL STACK) TG DENOTES TRANSFER GRILLE TRANSFER GRILLES MAY BE REPLACED BY JUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR 3/a BATHS WITH NEGLIGIBLE CFM MAY OR MAY NOT HAVE A SUPPLY IF APPLICABLE, BASEMENT RETURN CFM MAY BE LOWER THAN SUPPLY CFM BUT WILL BE INCLUDED IN FIRST (OR FIRST AND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAY BE SHOWN, BUT MAY ONLY NEED 2 OR 3 SUPPLIES TO ACCOMMODATE THE CFM LOAD IN THE UNFINISHED CONDITION AND CAN BE PLACED IN LOCATIONS DICTATED BY THE INSTALLER LOW ENERGY CONSUMPTION CRITERIA, BUILDING DESIGN EQUIPMENT LOCATIONS, AND BUILDING CODE REQUIREMENTS, MAY HINDER CUSTOMER COMFORT PREFERENCES. CONTINUOUS BLOWER OPERATION MAY BE REQUIRED TO EQUALIZE TEMPERATURE DIFFERENCES CALCULATIONS INDICATE THAT THE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Remington Homes Quail Ridge 5256 Pierson Ct SR -350,5",39 CFM,Reg:10x4 15'0" of 14x10" Crawl Space SR -360,5",39 CFM,Reg:10x4 Crawl RA,5",31 CFM,Grille:12x6 Basement Page: 11 x17" Scale: 1/8" = 1'0" H"tir►g Air Conditioning SR -100,7",71 \FM,Reg:10x4 SR -140,7",85 CFM,Reg:10x4 \ SR -130,7",85 CFM, \g:10x4 \ SR -150,7",85 CFM,R\g:10x4 \ Mud High,14x10",535 CFM,Grille:1Ax14 WIC Mud Room Great R om a'0" of SR -160,5",31 CFM,Reg:10x4_ iaxio" J 28'0 ' of 14x10" SR -170,5",44 CFM,Reg:10x4 Foyer High,7",80 CFM,Grille:12,x6 Dining/Kitchen Foyer X SR -180,6",51 CFM,Reg:10x4 S 110,7",71 CFM,Reg:10x4 Study SR -190,6",45 CFM,Reg:10x4 SR -120,7",71 CFM,Reg:10x4 SR -210,4",11 CFM,Reg:10x4 Foyer Low,7",80 CFM,Grille:12x6 Foyer High,7",80 CFM,Grille:12x6 Foyer High,7",80 CFM,Grille:12x6 SR -200,6",45 CFM,Reg:10x4 Remington Homes Main Floor Quail Ridge 5256 Pierson Ct Page: 11 x17" Scale: 1/8" = 1'0" 19Ptr►}y Air CortttiCior9ing SR -230,6",50 CFM,Reg:10x4 SR -220,6",50 CFM, eg:10x4 Mstr Suite Hall Low SA,4",14 CFM, \eg:10x4 Hall High,7",80 CFM,Grille:12x6 Bedroom High,7",59 CFM,Grille:12x6 \ Hall High,? ,80 CFM,Grille:12x6 Bedroom High,7",59 CFM,Grille:12x6 (TG) / i �N UP SR -310,6",49 CFM,Reg:10x4 °N oN Mstr Bath \ Hall (TG \ wC SR -240,5",24 CFM,Reg:10x4 Bedroom 3 Lndry Bath 2 edroom 2 \ wIC \ SR -250,4",9 CFM,Reg:10x4 SR -320,6",49 CFM,Reg:10x4 1 \ SR -260,5",32 CFM,Reg:10x4 1 SR -270,5",28 CFM,Reg:10x4 SR -300,4",20 CFM,Reg:10x4 / SR -280,5",37 CFM,Reg:`10x4 SR -260,5",37 CFM,Reg:10x4 Page: 11 x17" Scale: 1/8" = 1'0" Remington Homes 2nd Floor Quail Ridge 5256 Pierson Ct Manual S Remington Homes -Quail Ridge 5256 Pierson Ct Plan 735 NOTE: Manual D Data from Elite Software Duct Sizing Program. EQUIPMENT: System 1 Furnace = Carrier Model 59SC2C080S21--20 (80000 BTU) Air Conditioner = Carrier Model CA13NA036****C (3 Ton) Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure- in.wg, Duct lengths: feet, Duct sizes inch, Airflow: CFM, Velocity ft -/min, Temperature- F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect tothe entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values forthe supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks 33 Number of active runouts. 28 Total runout outlet airflow Main trunk airflow: 1,250 1,117 Largest trunk diameter- 20.1 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -120 Smallest runout diameter: 4 SR -210 Supply fan external static pressure 0.800 Supply fan device pressure losses 0.270 Supply fan static pressure avajlable- 0:530 Runout maximum cumulative static pressure loss 0.342 SR -220 Return loss added to supply- 0.046 Total effective length of return ( ft )- 1864 Hall High Total effective length of supply f It.): 146.0 SR -220 overall total effective length ( fl.) 3324 Hall High to SR -220 Design overall friction rate per 100 V 0.159 (Available S P x 100 /TEL) System duct surface area (No Scenario): 980.7 Total system duct surface area: 980.7 Heat Rise use on Program 58° F Heating Capacity and Efficiency Return Air Connection 40-10 040-12 6 -1 - 6 a •1 81DE'BOTTOM Black 2.5 388 input High Heat (BTUH) 46,000 4U.0 0 60,000 60,000 80,000000 680 615 '100,000 !70,00utput K675 Yellow 2.0 385 910 880 845 810 770 725 6 0 5Red High eai (BTUH) ,000 37, 00 56,0 ,00 RR 00 3,000 112,000e ed empera re Range °F ("C) High Heat 0-0 (22 - 39) -40- (19- 36) 0 (22-39) 35 - (19 - 36) 3 - 6 (19 - 36) Blue 2.5 370 980 985 980 55 5 880 80 695 39) 0 - 70Rise (22-39) (25-42) Fan Performance AIR DELIVERY - CFM (BOTTObI RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM 1 Ton Test Airflow Delivery 0 Various External Static Pressures 0.1 0.2 0.3 0.4 0.5 0.6 0.8- 0.9 1 440-10 81DE'BOTTOM Black 2.5 388 1145 11 1060 1015 970 920 765 680 615 Blue 2.0 413 970 940 905 870 825 775 675 574 505 K675 Yellow 2.0 385 910 880 845 810 770 725 6 0 5Red 1.5 397 725 695 665 635 595 555460 394 340 460-12 SIDt1BOTTOM Black 3.0 385 1215 1205 1205 1195 1155 1100 975 910 805 Blue 2.5 370 980 985 980 55 5 880 80 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1.5 430 754 730 705 680 645 605 555 040-12 SIDEIBOTTOM Slack 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 994 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2-0 435 980 955 935 90 870 830 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 5 525 485 060-16 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 14475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 2.5 394 1030 1025 1030 1010 080-16 SIDEJBOTTOM BI .4 1654 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3.5 361 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1205 1205 1185 1165 1150 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 605 785 760 725 695 655 600 545 080-20 BOTTOM or TWO -SIDES 4.5 Slack 5.0 377 2225 160 2070 1 84 1885 1790 1 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330: 1235 1135 Orange 3.5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2.5 426 1120 1110 1100 1090 1065 1.035 990 45 870 8051 Red 2-0 433 92 1 89 ' 5 830 790 745 690 625 100-16 SIDE/BOTTOM Black 4-0 373 1, i ' 66U a1 t� a d u 1 �4u b i' 50 rb Yetlow 3.5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 _T 91T 910 Slue 3.0 367 1300 1255 1205 1160 1100 ,035 9 0 09 30 Red 2.0 445 7_11-0-70-5-5 1005 4 690 610 63 100-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2094 2040 1980 1910 1835 1755 1670 1570 1460 1340 'Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1 5 1 5 Red 3.5, 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO-SIDES4,5 Black 5.0 410 2385 2310 2230 2150 2454 1920 17 0 1650 1540 1415 1420 Yellow 5.0 369 2'130 2070 2010 1 1845 1740 1830 1525 7_42-0-73-05- 1305120-20 Blue 4.0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1205 Red 3.5 414 1610 1585 1555 15151 14501 1395 1325 1254 1160 1080 Evaporator Coil Static Pressure PERF'OILMANCE DATA (cont) COIL STATIC PRESSURE DROP (in wc.) PURON(V AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 900 1 1000 1 1100 120D 15 1400 11500 1 1600 11700 1800 1900 12000 1 2100 12200 Dry 0.078 10,114 10.156 10.19a 10.2n 1814 bVet 0.096 10.138 10.18a 10.213 10.277 Dry 0.070F .103 0.143 0.182 0.2331029010.3S 2414 Wet 0.089 10.128 10.171 10.214 10269 10,3U 1 0.413 Dry 0"048 10.068 0.090 10.112 10.140 10-170 1 0203 2417 Wet DM4 10.091 10.122 10.150 10.188 10224 0263 Dry 0.065 10,097 10.135 10.173 10.223 10278 1 0.339 1 0.405 10.479 3014 Wet 0.078 10,114 0.160 0.206 10.260 0.321 10.388 0.461 0540 Dry 0.042 1 0.060 10.080 10,102 10.128 0.157 0.198 1 0.222 10,259 3017 Wet OM5 1 0.076 10.104 10.127 10.150 10,190 10225 10.266 1 0309 Dry 3617 0.043 10.061 10.022 10.103 10128 0.157 1 0.189 0221 0.259 0293 10.341 T3617 Wet 0.056 10.079 10.107 10.133 10166 102M 0236 10276 1 0.315 1 0.361 10.413 Dry 0.035 0.048 0.062 0.076 0.093 0.111 0.132 0.153 0.177 0201 0228 3621 Wet 0.049 10.066 10.M 10.100 JOA22 10.14410.171 0.192 10.217 10.245 10.276 Dry 4221 0.030 10.041 10.054 10.066 10.082 0.099 10.118 10.137 10.158 10.100 0205 10.231 10.259 T4221 Wet 0.443 10.059 10.078 10.101 10.126 1015a 0.181 10.207 10.234 10260 10.288 10.319 1 0.354 Dry 4821 0.047 0.060 0.075 0.092 0.110 0.130 0.152 0.176 0204 0.230 0.256 0.284 0.318 T4821 Wet O.Q53 0.067 0.085 10104 0.125 1 0.147 I 0.172 0200 10229 10.259 0292 10.327 1 0.365 Dry OA15 0.046 0.057 OM9 0.094 0.019 0119 0.124 0.140 0.158 0.175 0.195 0.214 4824 Wet 0.032 10.050 0.066 10M1 10097 10.114 10.131 10150 10.169 10.190 10,211 10.233 10.257 Dry 6024 1 1 1 10.062 JOD73 0.084 10.097 10.111 0.126 0.138 10.154 0.172 10.190 10.210 10,228 10.251 0.273 0.293 TW24 Wet 10.082 10.096 10.112 10.129 10.145 10.163 10171 10.191 10.212 1 0.2351-0.258 10.283 10.310 0.336 0.366 Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING All 75(23.9) 85 MA) 95(36) CFM EVM 'FCC) Capacity MBiuh Taw T -s...* TOW SK, - W"-' CaRaciky IMBUh -a4 435.0025- TOW SY*tQM KW- CaP50iiY 16113tuih T-Ia S .. 4 TOW $yztam KW" 72 (22.21 4022 21,00 2.54 38.50 20Z4 2-79 .36.66 19.e5 3.07 07(19.41 36.61 2%1.73 2.51 05 2-76 3329 24.35 3.04 1050 63 (17-2)" 34.02 24,99 2.49 32.50 24.20 2.74 30-29 23.49 3.02 62 (16.71 33.42 ,44 3D.44 3" 2.49 31.97 29.775 2-74 -- 74 30-45 29.01 Tu 57 (13.9. 32.55 32.55 "5 L49 31.38 31.31) -T, 2,7 3 30-12 30.12 3,02 -,-(22.2) 4040 21,97 7 2.61D 39.11 21.31 2-85 _85 37.20 Mal 3-13 67(19.41 37.25 2.57 35.57 213,151 2.92 R2 33.0 25.0 3.10 1200 63 (1 7,,-)tT 34.63 P-27.30 116,36 2.55 33.04 25.66 2.K 31.39 24.94 1C9 62116.71 34.19 3Z.80 2.55 32.73 31.2Z 2M K 31.24 31.24 3-08 1 5703.9) 33.97 33.97 Z66 32.61 32.61 Z go 31,27 31.27 3-09 72 PL2,2) 44.40 22.G9 2.06 39.55 22.22 2.91 37.60 21.52 3-19 67(19,4) 3772 2938.00 2,4, 29.1, 1 2-98 3-4.19 27.39 3.16 1350 63 (17 -2)t -t 35.09 1 27.07 2_96 31-76 26.34 314 62 116. T) 34.90 34.90 2.61 33.63 33.63 2-96 32-22 3222 115 5:7 J1 3.9__ 34.96 34-90 2.61 33.64 33.64 2-96 32.23 32.23 3.15 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 24,698 24,698/29,490=.84 or 16% over Note: The 2.5 Ton AC only delivers 24,293 BTU's. AHRI Used Item Wue Standard Air Conditioner Model Number (Combined) CAI 3NA036-'C+CNPV*422iAL*+TDR Outdoor Model Number CAI 3NA036� 'C Indoor Model Number CNPV*4221AL*+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 340H Nominal Capacity High. Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395682 Qualifying Tier Sensible Capacity 34000 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty Cl- ® City of A6 Wheatdge r ` COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2855 F: 303.237.8929 All work is subject to Field Inspection and must comply with the 2012 IRC,2012 IPC, 2012 IMC and the 2014 NEC (3 Burial depth requirements: 'Electrical - direct burial conductors shall be a minimum of 24 -inches deep, non-metallic conduit 18 -inches deep or 24 -inches under driveways. (IRC Table E3803.1) Water Lines - shall be a minimum of 36 -inches deep. (IRC P2603.6) Gas Service Piping - installed a minimum of 12 -inches below grade or 8 -inches below grade where serving individual outside appliances. An 18 AWG yellow insulated tracer wire must be installed adjacent to underground nonmetallic gas piping and terminate above grade at each end. (IRC G2415.1.2 and G2415.17.3) 4 nderground plumbing pipe shall have a solid and continuous load-bearing support. Piping cannot bear on \Izo ks. Pipes passing under a footing or through foundation wall shall be provided with a relieving arch or a sleeve. Trenches parallel to footing shall not extend below the 45° plane of the edge of the footing. Water piping must be buried a minimum 36 -inches deep. Water service pipe may be installed in the same trench as the building sewer provided the sewer pipe material is listed for underground use within the building or the water service pipe is separated from the sewer by a minimum distance of 5 -feet horizontally or elevated at least 12 - inches above and to one side of the sewer line. 15`�rost depth to the bottom of the foundation footings must be as noted on the engineered plans. If not noted, t!4e frost depth to the bottom of the footings must be a minimum of 36 -inches below finished grade. (IRC TableR301.2.1) 6 Caisson and helical pier foundations will not be inspected by the city of Wheatridge. A qualified, Colorado - licensed engineer must perform the placement, drilling, and reinforcement of drilled piers. A signed, sealed and dated inspection report must be provided to Building Inspection Services prior to the rough inspections. (R 110.5.2.3) fi� perimeter drain system that discharges to an approved drainage system is required around all foundations t t enclose usable spaces below grade. Foundations that retain earth and enclose interior spaces below grade must be damp proofed. (IRC R405. 1,R401.2.14) 8 Slabs below grade must maintain a minimum of 6 -inches above the design water table. The interior finished crawl space grade must be a minimum of 36 -inches above the design water table. (R401.2.1.3and R401.2.1.5) 9 Tarage floor surfaces must be approved noncombustible materials. Floors must be sloped to facilitate the vement of liquids to a drain or toward the main vehicle entry doorway. (IRC R309.1) 1'q Poundation plates and sills must be bolted to the foundation wall as prescribed on the engineered plans. If Itnoted, bolts shall have a minimum diameter of %2 -inch, embedded at least 7 -inches and spaced not more than 6 -feet apart. A minimum of 2 bolts are required per plate section, with one bolt located within 12 -inches of each end of each plate. (IRC R403.1.6) www.d.wheatridge.co.us Rh Framing and Wood Requirements I T e complete rough inspection is to be made after the rough framing, rough electric, rough plumbing, and r�rt heat and ventilation are complete. The building should be fully enclosed with the roof covering and siding in place. _ Zotection from decay shall be provided in the following locations by the use of naturally durable wood or that is preservative treated in accordance with AWPA U 1: (IRC R317) A. Wood joists closer than 18 -inches and wood girders closer than 12 -inches to grade located within foundation periphery. B. Wood framing members that rest on concrete or masonry foundation walls and are less than 8 -inches from the exposed ground. C. Sills and sleepers on a concrete or masonry slab that is in direct contact with the ground. D. Wood girders entering concrete or masonry walls with a clearance less than'/ -inch. E. Wood siding, sheathing, and wall framing less than 6 -inches above the ground. F. Wood members supporting moisture -permeable floors or roofs that are exposed to the weather. G. Wood furring strips or wood members attached directly to the interior of below grade exterior masonry or concrete walls. H. Wood in contact with the ground, embedded in concrete in direct contact with the ground or embedded in concrete exposed to the weather that supports permanent structures intended for human occupancy shall be approved pressure -preservative -treated wood. 13Accessible under -floor areas shall be provided with a minimum 18 -inches x 24 -inches opening through the floor or 16 -inches x 24 -inches opening through the perimeter wall. When the access is through a below -grade wall an areaway of not less than 16 -inches x 24 -inches must be provided. Where equipment is located beneath the floor, the access opening must be within 20 -feet of the equipment and allow the removal of the largest piece of equipment. (IRC R408.4 and M1305.1.4) 14 Basements greater than 200 square feet and every sleeping room shall have at least one operable emergency and rescue opening or a door to the exterior. 15 Emergency escape and rescue openings shall meet the following requirements: A minimum clear width of 20- ches, a minimum clear height of 24 -inches, with a total net clear opening of 5 square feet for grade level windows and 5.7 square feet for all others. A sill height of not more than 44 inches measured from the finished floor to the bottom of the clear opening. Window wells for emergency escape and rescue shall provide a minimum net area of 9 square feet with minimum horizontal projection and width of 36 -inches. The area of the widow well shall allow the emergency escape and rescue opening to fully open. (IRC R310) r- 16 olumns must be restrained to prevent lateral displacement at the bottom end to insure against uplift. (IRC 3 1.2.1, R407.3) 17 'ire blocking shall be installed to cut off all concealed draft openings in the following locations: (IRC 30 .I l) A. In concealed spaces of stud walls and partitions, including furred spaces, vertically at the ceiling and oor levels, and at 10 -feet horizontal intervals. B. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings, and cove ceilings. C. In openings around vents, pipes, ducts, cable, wires, chimneys, fireplaces, and similar openings that afford a passage for fire at ceiling and floor levels. D. In concealed spaces between stair stringers at the top and bottom of the run, and between studs in line with the run ofll�e stairs at unfinished walls. 18 t least one egress door shall be provided for each dwelling unit. The egress door shall be side -hinged, and 11 provide a minimum clear width of 32 -inches. Egress doors shall be readily openable from inside the dwelling without the use of a key or special knowledge or effort. (IRC R311, R311.2) 19, 'Where shall be a floor or landing on each side of each exterior door, The landing must be no lower than 73/ - inches below the top of the threshold of the door provided the door does not swing over the landing. (IRC R311.3) �20aandrafls shall be provided on at least one side of stairways with 4 or more risers and ramps with a slope ding 1:12. Handrails shall be mounted 34 -inches to 38 -inches above the nosing of the treads. Handrails must be continuous for the entire length of the stairs and provided with a minimum space of 1'/z -inch between the wall and the handrail. Ends shall be returned or terminate in newel posts or safety terminals. See the requirements and more information. (IRC R311.7.8) 21 ndrafl Grip Size Shall Be: A. ircular Handrails: 1'/ -inch to 2 -inches perimeter. B. Non -Circular: 4 -inches to 6% -inches perimeter with a aximum cross section of 2'/ -inches. C. Perimeter Dimension Greater than 6% -inches: shall have a finger recess on both sides. 22 Guards must be provided for porches, screened porches, balconies, fixed seating and raised floor surfaces more than 30 -inches above the floor or grade below. Guards must have a minimum height of 36 -inches. Open sides of stairs with a total rise of more than 30 -inches above the floor or grade below shall have guards not less than 34 -inches high. Intermediate rails shall not allow the passage of a 4 -inch sphere. (R312)Window fall protection must be provided for window openings less than 24 inches above the finished floor and more than 72 inches above grade or surface below. (R312.2) 23 Ceiling heights for habitable rooms, hallways, bathrooms, toilet rooms, laundry rooms, and basements shall be a minimum of 7 -feet measured from the finished floor to the lowest ojection of the ceiling. Non -habitable basements may have a ceiling height of 6 -feet, 8 -inches with clearance below beams and ducts of 6 -feet, 4 - inches. Bathroom may have a ceiling height of 6 -feet, 8 -inches at the fixture front clearance area and over the fixture. (IRC R305.1) /n24 >` is access must be provided for attics that exceed 30 square feet and that have a vertical height of 30 -inches or eater. The access must be located in a hall or readily accessible location with a minimum 22 -inches x 30 - inches access opening. The access must provide a minimum of 30 -inches headroom. (IRC R807) 25 Enclosed attic and rafter spaces must have cross ventilation for each space through screened openings. The total net free ventilating area shall not be less than 1 to 150 of the area of the space ventilated. The area may be reduced to 1 to 300 if 50-80% is provided by ventilators located in the upper portion of the space or if a vapor barrier not exceeding 1 perm is installed on the warm side of the ceiling. At least a 1 -inch space is required between the roof sheathing and the insulation at the location of the vent. (IRC R806) ,,24- fters must be framed to a minimum 1 -inch nominal ridge board that is not less than the depth of the cut end f the rafter or to each other using a gusset plate. Hip, and valley rafters shall be a minimum of 2 -inches and not less in depth than the cut end of the rafter. Hip and valley rafter shall be supported at the ridge by a brace to a b aring partition or be designed. (IRC R802.3) '111 (!7*aersftand ceiling joists having a depth -to -thickness ratio exceeding 5:1 shall be provided with lateral port at points of bearing to prevent rotation. Rafters and ceiling joists having a depth -to -thickness ration exceeding 6:1 shall be supported laterally by solid blocking, diagonal bridging or a continuous 1 -inch by 3 -inch wood strip nailed across the rafters. (IRC R802.8) Roof trusses or rafters must be attached to supporting walls with approved hurricane clips. Trusses must be braced to prevent rotation and to provide lateral stability in accordance with the construction documents and the individual truss design drawings. (IRC R502.11.2, R802.11) 28 �russes must be designed and fabricated in accordance with ANSI/TPI 1. A licensed professional shall prepare the truss design. Trusses must be legibly marked within 2 -feet of the center to identify the manufacturer, the design load, and the spacing. Truss engineering and layout must be provided at the site at the rough framing inspection. (IRC R502.11 and R802.10) 29 oofing material Wood roofs in the plain areas are limited to minimum Class "B" roof coverings. Shingle allation shall meet the manufacturer's high -wind installation procedures in areas where wind load is greater than 105 mph (V3S). Chapter 9, R301.2.1, R325, and manufacturer's listing 30 All habitable rooms shall be provided with aggregate glazing area for natural light of not less than 8% of the floor area of such rooms. The glazed areas need not be installed in rooms where section M1507 is satisfied and _artificial light is provided at an average of 6 foot candles at a height of 30 inches. )-31afetyglazing shall be installed in the following hazardous locations and be permanently labeled as safety or pered glazing: glazing panels in doors; glazing enclosing spas, bathtubs or showers; glazing panels adjacent and within 24 -inches of the edge of a door; glazing panels greater than 9 square feet within 18 -inches of the floor; glazing used for railings; glazing used for barriers for swimming pools and spas; and glazing enclosing stairways, landings, and ramps within 36 -inches horizontally of a walking surface. (R308.4 through 308.4.7). 32 Skylights must be: (IRC R308.6 ) = A. laminated glass (with restrictions). B. fully tempered glass (with retaining screen). C. heat -strengthened glass (with retaining screen). D. wired glass (with retaining screen in multiple glazing condition only). E. approved rigid plastic. F. Skylight U -factor required U-0.45. Skylights installed on roofs flatter than 3 units vertical to 12 units horizontal must be mounted on a curb4-inches above the roof. Heating and Ventilation Requirements 33 rawl spaces shall be provided with conditioned air in compliance with Section N 1102.2.10. Crawl space Is shall be insulated. Crawl space wall insulation shall be permanently fastened to the wall and extend downward from the floor to the finish grade level and then vertically and/or horizontally for a least an additional 24 -inches. Exposed earth in unvented crawl space foundations shall be covered with a continuous Class I vapor retarder with a minimum thickness of 10 -mil. All joints of the vapor retarder shall overlap by 6 -inches and be sealed and taped. The edges of the vapor retarder shall extend at least 6 -inches up the stem wall and shall be attached to the stem wall. N1102.2.9.2.2 Ventilated crawlspaces. Ventilated crawlspaces shall be provided with insulation. (IRC R303.1,) 34 Habitable rooms must be provided with outdoor openings for ventilation equal to at least 4% of the floor area and shall have heating facilities capable of maintaining 680 at 3 -feet above the floor and 2 -feet from exterior walls. B. The windows need not be openable in a room where an opening is not required to be an egress window and a mechanical ventilation system is capable of producing 0.35 air change per hour in that room, or a whole house mechanical ventilation system provides 15 cubic feet of outdoor air per minute. 35 athroom exhaust fans shall exhaust directly to the exterior and must be provided in bathrooms where wi dows of at least 3 square feet are not provided. The mechanical ventilation must be capable of providing an aust capacity of 50 cfm intermittent or 20 cfm continuous exhaust. (IRC R303.3, M1507.4) 36 Dryer vents must be rigid metallic, independent of all other systems, shall terminate outside the building, be equipped with a back draft damper, and sized and terminated per the manufacturer. The maximum length of the exhaust duct shall be 25 -feet (Unless approved under the manufacturer's listing) from the connection to the transition duct from the dryer to the outlet terminal. Where fittings are used, the maximum length of the exhaust duct shall be reduced in accordance with (IRC Table M1502.4.4.1) Flexible transition ducts are limited to 8 -feet, shall not be concealed within construction, and shall be listed and listed per UL 2158A. (IRC M1502) 37ppliances and equipment shall be installed in accordance with the conditions of their listing. `M ufacturer's installation instructions must be available at the time of the inspection. (IRC G2408.1, M1307.1, M 1401.1,M 1902.2) app38liances shall be accessible for inspection, service, repair and replacement without removing permanent ction. 30 -inches of working depth and width shall be provided in front of the control side of an appliance. (IRC M 1305.1) 39 Gas and solid fuel appliances located in a garage and hazardous locations shall be elevated so the source of ignition is at least 18 -inches above the floor. Rooms and spaces that are communicate directly with the garage and are not part of the living space shall be considered as part of the garage. Appliances located in garages must be installed at least 6 -feet above the floor or protected from motor vehicle impact. (IRC G2408.2, G2408.3) 40 Combustion air is required for all liquid fuel, solid fuel and gas appliances. (IRC M 1701.1, G2407.1) Air for combustion, .ventilation and dilution of flue gases for appliances installed in buildings shall be provided with the requirement of (G2407.6 through G2407 .9).One opening shall be 12" below the ceiling and one opening shall be 12 " above the floor. 41 Gas burning appliances may not be located in or obtain combustion air from: a sleeping room, bathroom, toilet room, or storage closet unless it is a direct vent appliance or installed in an enclosure that opens only into a bedroom or bathroom in and such enclosure is provided with a solid weather-stripped door, a self-closing device and all combustion air is taken from the outdoors. (IRC G2406.2) 42 Gas logs installed in solid fuel burning fireplaces shall be tested in accordance with ANSI Z21.60 and installed per the manufacturers installation instructions. Gas logs installed in bedrooms must be direct vent or provided with an approved source of outside combustion air. The approved gas log set must be installed in the Solid -fuel burning appliances at the final inspection. (IRC G2406, G2432, and G243 _, 43 , BW, and L vents and factory -built chimneys must be provided with a clearance to combustibles per them \,manufacturer's listing. Where vents pass through insulated assemblies, the must be provided with Y p rovan insulation shield. A clearance of 9 -inches is required between single wall vent connectors and combustibles. Gas vents must penetrate through the roof flashing, jack or thimble and terminate in a Chimneys listed cap or per the manufacturers listing. Decorative shrouds installed at terminations shall be listed and installed per the manufacturer. (IRC G2425, G2426, G2427) Electrical Requirements 44 electrodes present at each structure shall be bonded together to form one g grounding electrode system to Qn�cde: Concrete Encased Electrodes (LIFER), water piping, ground rings, grounding rods, and plate electrodes. Bonding shall ensure electrical continuity. The electrode conductor must be connected in an approved manner and aspected prior to concealing. (IRC E3607, E3608, E3609, E3610, E3611) (45 ll hot, neutral, and grounding conductors in electrical boxes shall be tied together with a mechanical c ection at the time of rough inspection. \ l "ecessed lighting fixtures must either be IC -rated or installed in a sealed box in which the insulation is at `lcasi3 inches from the light fixture. All recessed lights must be tightly sealed or gasketed to prevent air leakage through the fixture into the ceiling cavity. (IRC N 1102.4.5) 47 mper -Resistant receptacle outlets are required in every kitchen, family room, dining room, living room, 'library, den, sunroom, bedroom, recreation room or similar dwelling areas spaced so that no point along the wall line exceeds 6 -feet from an outlet. (IRC E3901, E3902, and 4002.1-4002.14) A. Counters 12 -inches in width or wider shall have receptacles placed no more than 20 -inches above the counter top and spaced so no point exceeds 24 -inches from an outlet. B. Island and peninsula counters with a length at least 24 -inches and a width of 12 -inches or greater must be equipped with at least one outlet. C. At least one receptacle shall be installed in a bathroom within 36 -inches of each basin. A least one receptacle outlet must be installed in each laundry, basement, attached garage and detached garage with power. C. Attics or crawlspaces containing equipment must be provided with at least one receptacle outlet within 25 -feet of the equipment. D. Hallways 10 -feet or more in length.(E3901.1) Y 48 wo 20 -amp rated branch circuits shall serve receptacles in the kitchen, pantry, breakfast area, and dining a. 49At least one 20 -amp branch circuit shall supply bathroom receptacles and at least one 20 -amp branch circuit supply laundry. (IRC E3703.2, E3703.3, E3901) 50round fault protection shall be provided on all 125 -volt, single phase, 15 and 20 -amp receptacles in the %'fa146wing locations: bathrooms, garages, unfinished grade level accessory buildings, at exterior locations, crawlspaces, unfinished basements, kitchen counters, within 6ft. of laundry, utility and wet bar sinks, boathouses, hydro massage, spa and hot tub locations. Receptacles must be in a readily accessible location. (IRCE3902, );3902.11) a l5lombination type arc -fault circuit interrupters must be installed on all 120 -volt 15 and 20 -amp branch it outlets in receptacle outlets are required in every family room, dining room, living room, parlor, library, den, sunroom, bedroom, recreation room, hallway, closets, and similar dwelling areas. (IRC 3902.12) 52 t least one wall switch -controlled lighting outlet shall be installed in every habitable room, bathroom, wa l Oft stairway, attached garage, detached garage with electric power, and at the exterior side of each �h Y� ( ) Y, g g outdoor egress door having grade level access. Attics, under floor spaces, utility rooms and basements containing equipment or used for storage must be provided with a switch operated light. (IRC E3903) 53�moke alarms shall comply with UL 217. Smoke alarms are to be powered by the building's wiring with '�battery backup and shall be interconnected so the actuation of one alarm will activate all alarms in the dwelling unit.(R314.5) Smoke alarms shall be installed in the following locations: (IRC R314) A. In each sleeping room; B. Outside each sleeping area in the immediate vicinity of the bedrooms; and C. One on each additional story including basements. _54_ arbon Monoxide alarms are required in a single-family dwelling that has fuel -fired appliance(s), or a fir lace, or an attached garage. The alarm must be installed within 15 -feet of the entrance to each sleeping m. Must be listed by a nationally recognized, independent lab. Plugs into a dwelling's electrical outlet and has a battery backup. They may be combined with a smoke -detecting device if the combined device complies with applicable law. (IRC R315) 55 lothes closet lighting shall be limited to surface -mounted or recessed incandescent fixtures with completely �.e closed lamps, and surface -mounted or recessed fluorescent fixtures. Recessed fluorescent fixtures shall have a minimum 6 -inch clearance to the nearest point of storage. 5E Working space must be provided around energized equipment for servicing and maintenance. The minimum dimensions shall not be less than 36 -inches in depth and 30 -inches in width in front of the equipment. Working space shall extend to at least 6 -feet, 6 -inches above the floor. (IRC E3405.2) 57 Electrical fixtures installed in wet or damp locations shall be installed so that water cannot enter or accumulate n wiring compartments or other electrical parts. Fixtures installed in wet locations must be labeled "suitable for wet locations". Fixtures installed in damp locations must be labeled "suitable for damp locations" or "suitable for wet locations". Switches or circuit breakers located in wet locations or outdoors must be enclosed in a weatherproof enclosure. Outdoor receptacles must have a weatherproof enclosure and an in -use cover. Cord -connected fixtures, hanging fixtures, track lighting, pendants, and ceiling fans shall not be located within3-feet horizontally and 8 -feet vertically from the top of a tub or shower rim. (IRC E4003.9, E4002.8, E4002.9,E4002.10, E4003.9, E4003. I 0,E4003.1 1) Plumbing J58WV systems shall be tested on compellation of the rough piping installation by water or for piping system than plastic by air with no evidence of leakage. Either test shall be applied to the drainage system in its entirety or in sections after rough piping has been installed .1) Water test 10 feet above the highest fitting connection or to the highest point of the completed system. The system shall prove leak free for 15 minutes. 2) Air test shall maintain 5lbs of pressure for 15 minutes. 59 Piping must be inspected and tested prior to concealing. It shall be protected against physical damage and it us be approved for use and bear the identification of the manufacturer. (IRC P2503, P2603, P2608.1) 60 athtubs, walls above bathtubs with shower heads, shower floors, and shower compartments shall be shed with a non-absorbent surface which extends to a height not less than 6' above the floor. Showers must have a minimum 900 square inches of interior area and a minimum dimension in each direction of 30 -inches. Shower valves must be pressure balance/thermostatic mixing valves. Shower receptors shall have a curb threshold not less than 1 -inch below the sides and back of the receptor. The curb shall measure a minimum of 2 - inches to a maximum of 9 -inches above the top of the drain. (IRC R307, P2708, P2709) 61� he centerline of toilets or bidets shall not be less than 15 -inches from adjacent walls or tub. Toilets, bidets, an lavatories must have a minimum clear space of 21 -inches in front of the fixture. Lavatories require a 4 -inch earance to wall or to a toilet. (IRC P2705) 62 owers and tub/shower combinations shall have control valves of the pressure balance, thermostatic ing or combination pressure balance/thermostatic mixing valve types with high limit stop per ASSE 1016 or CSAB125.1. Tubs shall also have a control valve as listed for a shower or a water -temperature -limiting device that conforms to ASSE 1070. The high limit stop for a device shall be set to a maximum of 1200. (IRC P2708.3,P2713.3) ,63 �hower doors shall have safety glazing, hinged shower door shall open outward (R308.4.5, P2708.1) 4 B ckflow prevention must be provided to prevent contamination of potable water. This includes but is not ed to: hose connections, irrigation systems, boilers, solar systems, fire sprinklers, and dishwashers. (IRCP2902.2, Table P2902.3, P2717) Insulation 65 �-20 Walls (new construction ) R-49 Ceiling R-19 Crawlspace Windows .32 Floor R-30 �6upply Ducts in attics shall be insulated to a minimum of R-8. All other ducts shall be insulated to minimum R-6. ( N 1103.2. 1) 67 Combustible insulation shall be separated a minimum of 3 -inches from fan motors and heat -producing devices. Insulation shields must be provided where vents pass thorough insulated assemblies and must terminate at least 2 -inches above attic insulation materials. Can lights must be airtight if located in the building envelope. Wallboard Requirements Wallboard Requirements 68 T e garage shall be separated from the residence and its attic by materials of not less than %2 -inch gypsum �rd applied to the garage side. Garages beneath habitable rooms shall be separated from all habitable rooms above by not less than 5/8 -inch Type X gypsum board. Openings between the garage and residence shall be equipped with solid wood doors not less than 1 -inch in thickness, solid or honeycomb core steel doors not less than 1 -inch thick, or 20 -minute fire -rated doors. Openings are prohibited between garages and rooms used for sleeping. Doors between attached garages and living space shall be weather stripped to the degree necessary to make them airtight and shall be self-closing and self -latching. (R302.5.1) 69 E losed accessible space under stairs shall have walls, under stair surface and any soffits protected on the osed side with 1/2 -inch gypsum board (IRC R302.7). (70 ment, fiber -cement, glass mat gypsum backer and fiber reinforced gypsum in compliance with ASTM C �8 , C 1325, C1178, or C1178 and installed in accordance with manufacturer recommendations shall be used as backers for wall tile in tub and shower areas and wall panels in shower areas. (IRC R702.4.2) . 71 Nail spacing for gypsum board 1/2 Ceiling 16oc 7" nails 12" Type S screws, 1/2wall spacing 24"oc 8"nails, 12 "screws. 5/8 ceiling 16oc 7" nails 12"type S screws 5/8 wall 24oc 8"nails 12" type S screws. 72 Water-resistant gypsum backing board used as the base or backer for adhesive application of ceramic tile or required nonabsorbent finish material shall conform to ASTM C1396 , C1178 or C1278. All cuts and exposed edges shall be sealed. (IRC R702.3.8) Final Inspection Requirements l 73 B gs shall have approved address numbers, building numbers or approved building identification in a position that is plainly legible and visible from the street or road fronting the property. 4" high, with a minimum stroke of 1/2" (IRC 319) 74 A dwellings shall have a controlled method of water dispersal from roofs that will collect and discharge all oof d ainage at least 5 -feet from the foundation. Gutters, downspouts, downspout extensions shall be deemed a e uate to meet these requirements. Surface drainage shall be diverted to a storm sewer conveyance or other approved point of collection so as to not create a hazard. Lots shall be graded so as to drain surface water away from foundation walls. The grade away from foundation walls shall fall a minimum of 6 -inches within the first 10 -feet. 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FUU 0 m> [v Q 0-1 0-d �mrn �j � r o a N2130NOO N> �C• J3Qo ^ ' ' 30 S310N .'<&: MiTek Re: 735A—GR 735A MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R48498305 thru R48498360 My license renewal date for the state of Colorado is October 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. September 23,2016 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. G M (7) S 2 w C m E `o U W m n� t o m L � O m r n 20 �° o .- m E �y a3 C� m E LO O c� O J _� \ ti \ 0 N N r, O Co U) m f6 0 W a L O E Z O m m Ua m vi c m /Y7 (D W LO W rn� mami ° L OSC V j U m C J1(4 T2 7) 0-6 o EJ6 b m W E,15— t= m m ° m G2`LC14 CO O ° F- (n U) W N mMw 2 T8 w �m 0 °w° O 2 2 m 0�m fI1 `J M a,o Z m c �oo - P,o 2 m LL T95)mEm C N m uj H 0 0E U o m m L— Z 3 0W 0 V2 °0 2 E �mm OW w r -f-' -0 0- J o E Q J Amo ,0m QQ ��<U-) r, U cn LO r- a S(171 C m 0 0> ° C m II m w m�N N 5 II T N o. � 2 ?m8 G 8 II 0 mow M F- T 1 L no o M I EJ6 z o° Ci�m Nm EJ5 Ommd00 �Q m 172(6) I =► m�� 0ao (D 6 E 1 ) I EJ6 o�� Z" _��► �o �� Y�� w I W �n �mm EN W'y C n om c co a m V L W W W W � m m F L Q F J OI S2 C � 3 c =gym Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498305 735A GR EJ1 Jack -Closed 10 1 Max Horz 2=113(LC 7) Max Uplift6=-69(LC 10), 2=-129(LC 6) Max Grav6=275(LC 15), 2=341 (LC 15) Job Reference o tional Alpine Lumber Co., Commerce CBy,CO.80022 7.840 s Apr 19 2016 Mi reK Industries, Inc. Thu Sep 22 13:10:10 2016 Page 1 ID:S4VXXKq apam_nYJxUgEturt0d-J4algHOYMUPVLBFecs000hKsHO5CaPyK2JurtSyb21R -1-0-05-0-0 1-0-0 5-0-0 Scale = 1:14.2 3x4 = 2x4 11 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.01 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress In YES Code IRC2012/TPI2007 CSI. TC 0.45 BC 0.35 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.07 2-6 >1138 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 16 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=246/Mechanical, 2=331/0-3-8 Max Horz 2=113(LC 7) Max Uplift6=-69(LC 10), 2=-129(LC 6) Max Grav6=275(LC 15), 2=341 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) 2=129. 0 L 1 L'�n' O�P� 5 00 AV s 4018 -o • • cC �G `cSS�or AM- September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10)032015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrIteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498306 735A -GR EJ2 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.06 b Reference (golional Alpine Lumber Co., Commerce CIly,C0.80022 5-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:11 2016 Page 1 ID:S4VXXKq apam nYJxUgEturt0d-nG87ud1A7oXMzLggAaXjOut0voRhJsCTHzdWQvyb210 Scale = 1:14.2 3x4 = 2x4 II 4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.02 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.06 1-5 >886 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wind(LL) 0.00 1 — 240 Weight: 15 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=253/Mechanical, 1=224/0-5-8 Max Hoa 1=112(LC 7) Max Uplift5=-72(LC 10), 1=-49(LC 6) Max Grav5=271(LC 14), 1=228(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 1. ��Ng0 Lii Fe c.>b : SOON `••' O fir; O 02 G) 44018 0NA�_E� \� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. IOIV32015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSII -8y and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 JobTli:ss SPACING- 2-0-0 Truss Type Qty Ply 731A TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 360 849498307 735A—GR Jack -Closed 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a Job Reference o Tonal Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:11 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-nG87ud1 A7oXMzLggAaXjOut4eoReJsCTHzd WQvyb21 Q 1-0-0 4-0-0 Scale = 1:12.6 3x4 = 2x4 11 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=31 Lumber DOL 1.15 BC 0.27 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0' Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 2 '•" 240 Weight: 13 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=186/Mechanical, 2=290/0-5-8 Max Horz 2=93(LC 7) Max Uplift6=-52(LC 10), 2=-126(LC 6) Max Grav 6=205(LC 15), 2=296(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 6 except (jt=1b) 2=126. �,ND0 L/C O � •'' SOON '.� FO G% DO 0% 0. 44018 SS/ONN- ��Ca September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 711A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848488308 735A GR EJ4 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.03 Job Ref r ce (optional) Alpine Lumber Co., Commerce Cay,C0.80022 7.640 s Apr 19 2016 Mn7ek Industries, Inc. Thu Sep 22 13:10:12 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-FSiV5z1ou6fCaVP1kH2yZ6PEICo62JRdWdN4yLyb21P 4-0-0 3x4 = 3x6 11 2x4 II 4 Scale = 1:12.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.01 1-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.03 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a 0.0 ' BCLL 1nn Rr,ni Code IRC2012/TP12007 (Matrix) Wind(LL) 0.00 1 ""240 Weight: 12 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=211/Mechanical, 1=182/Mechanical Max Horz 1=92(LC 7) Max Uplift s=-60(LC 10), 1=-39(LC 6) Max Grav 5=222(LC 14), 1=184(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 1. 9 0 L IC fids CJS : 0 SOON •' FQ /'� • 0 0 4018 c;ONAL ENS\ September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMI-7473 rev. 10/03,2015 BEFORE USE. F Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498309 T1.3'1A 735A EJ5 Jack -Closed 6 1 Max Horz 2=93(LC 7) -GR Max Uplift6=-52(LC 10), 2=-125(LC 6) Max Grav 6=203(LC 15), 2=294(LC 15) Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:12 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-FSiV5z1ou6fCaVP1kH2yZ6PFTCnv2JRdWdN4yLyb21P 1-0-0 3.11-11 Scale = 1:12.5 3x4 = 2x4 II a LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.21 BC 0.27 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-6 >999 360 Vert(TL) -0.02 2-6 >999 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 **- 240 PLATES GRIP MT20 185/144 Weight: 13 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=184/Mechanical, 2=288/0-5-8 Max Horz 2=93(LC 7) Max Uplift6=-52(LC 10), 2=-125(LC 6) Max Grav 6=203(LC 15), 2=294(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=lb) 2=125. p,DO L.. 0.0SOON e%FO 0 44018 ONA' September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi -7473 rev, 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII puality Cdferia, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helohjs. CA 95610 Job Truss Truss Type Qty Ply 735,& TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498310 735A EJ6 Jack -Closed 9 1 Max Horz 2=54(LC 7) -GR Max Uplift2=-99(LC 6), 5=-21(LC 10) Max Grav 2=201 (LC 15), 5=78(LC 15) job Refere ce (oplionah Alpine Lumber Co., Commerce Cily,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:13 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-jeGtJJ2QfPn3Cf DI?ZB5JySJbAlnmhmlH6dUnyb210 -1-0-0 1-11-11 1-0-0 1-11-11 2x4 II 3 4 3x4 = Scale = 1:9.2 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.10 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-6 >999 240 Horz(TL) -0.00 5 n/a n/a Wind(LL) 0.00 2 >999 240 PLATES GRIP MT20 185/144 Weight: 8 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=201/0-3-8,5=76/Mechanical Max Horz 2=54(LC 7) Max Uplift2=-99(LC 6), 5=-21(LC 10) Max Grav 2=201 (LC 15), 5=78(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 2, 5. 0 UCF�s �o�pD V�;'•p SOON••'• FO O O2 O. 4018 s -o • cr � •. .\�� o/ON Al, September 23,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 711A I/deft L/d PLATES GRIP TCLL30.0 Plate Grip DOL 1.15 848498311 735A—GR E.17 Jack -Closed 1 1 MT20 185/144 (Roof Snow= 30 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 Job efe encs (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 S Apr is 2016 MITek Industries, Inc. Tnu Sep 22 13:10:13 2018 rage 1 ID:S4VXXKq_apam_nYJxUgElurt0d-jeGtJJ2QfPn3Cf_DI?ZB5JyTkbBVnmhmlH6dUnyb210 1-11.11 I 4.00 12 2 2x4 3 3x4 = Scale = 1:9.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow= 30 Lumber DOL 1.15 BC 0.06 Vert(TL) -0.00 1-5 >999 240 TCDL 10.0 Rep Stress In YES WE 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 RCDI 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.00 1 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=97/Mechanical, 1=96/0-5-8 Max Horz 1=52(LC 9) Max Uplift4=-28(LC 10), 1=-19(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) 4, 1. v��NDO L>•c &SOON '•. FO O O •: 2. • O: 44018 September 23,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735a LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-5. 846498312 735A -GR G1 Hip Girder 1 Max Harz 2=37(LC 10) Max Uplift2=-795(LC 6), 6=-795(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6299/1893, 3-11=-7448/2188, 4-11=-7448/2188, 4-12=-7448/2188, 5-12=-7448/2188, job Refer ce (optional) Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Sep 22 13:10:14 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-BrgGWe33QjvwgpZPri4QeXVcQ?ReWBjwzxsAlEyb21N 10.0 5-0-0 9-6-0 14-0-0 19-0-0 F 20=0-o 1-0.0 5-0-0 4-6-0 4-6-0 5-0-0 1-0.0 Scale= 1:35.1 6x6 = 4.00 F12 2x4 11 6x6 = 13 14 15 16 5x6 = 3x9 I 3x9 5x6 = 4x8 = I9 d LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.18 BC 0.45 WB 0.33 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.15 9 >999 360 Vert(TL) -0.26 9 >861 240 Horz(TL) 0.06 6 n/a n/a Wind(LL) 0.11 9 >999 240 PLATES GRIP MT20 185/144 Weight: 177 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x6 SPF 1650F 1.5E 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=2484/0-3-8, 6=2484/0-3-8 Max Harz 2=37(LC 10) Max Uplift2=-795(LC 6), 6=-795(LC 7) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6299/1893, 3-11=-7448/2188, 4-11=-7448/2188, 4-12=-7448/2188, 5-12=-7448/2188, 5-6=-6299/1894 BOT CHORD 2-10=-1737/5888,10-13=-171215794, 13-14=-1712/5794, 9-14=-1712/5794, 9 -15=-1680/5794,15-16=-1680/5794,8-16=-1680/5794,6-8=-1705/5888 WEBS 3-10=-312/1161, 3-9=-477/1779, 4-9=-448/164, 5-9=-479/1779, 5-8=-313/1161 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 O LIC 5) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs \O4'No •..e... •• r •• F0 non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. Va 500/v*'. • ; ; 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 00 0 • 2 ; 9) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; fit between the bottom chord and any other members. 4018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=795, 6=795. a :• :' �� O 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. •• 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 947 Ib down and 350 Ib up at <1� '•.••�! �.•'\ �� 5-0-0, 2551b down and 89 Ib up at 7-0-12, 255lb down and 891b up at 9-0-12, 2551b down and 89lb up at 9-11-4, and 255 Ib down \V� and 89 Ib up at 11-11-4, and 947 Ib down and 350 Ib up at 13-11-4 on bottom chord. The design/selection of such connection QNAL device(s) is the responsibility of others. September 23,2016 d ,9A A gd1,V(&,* n d a r d A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 JobT."Uss Truss Type Qty Ply 735,& 848498312 735A GR Hip Girder 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 5-7=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10=-947(F) 8= -947(F)13= -255(F) 14=-255(F) 15=-255(F) 16=-255(F) f.a4USApr T9lulamileklnauslnes,Inc. Inu Sep1213:Iu:1SLula F'agaz ID:S4VXXKq_apam_nYJxUgEturt0ri-g1Nej_4hB11nRz8cPQbfBklnAPntFbz3CbbkZgyb21M ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 JobT-'__uss SPACING- Truss Type Qty Ply 735A (loc) I/deft Ltd PLATES GRIP 848498313 735A_GR Half Hip Girder 1 2 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (Optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 5.0.0 5x6 = 7.640 s Apr 19 2016 MTek Intlustries, Inc. Thu Sep 22 13:10:15 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-g1Nej_4hB11nRzBcPQbfBklk3PleFcj3CbbkZgyb21M 9-4-4 14-0-0 4-4-4 4-7-12 Scale = 1:26.4 3x4 = 4x6 11 4x6 = 10x10 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.11 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.53 Vert(TL) -0.21 6-7 >781 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.29 HOrz(TL) 0.02 6 n/a n/a BCLL 0.0a Code IRC2012/TP12007 (Matrix) Wnd(LL) 0.08 6-7 >999 240 Weight: 134 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except` BOT CHORD 5-6: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 6=1714/Mechanical, 2=1701/0-5-8 Max Horz 2=111(LC 40) Max Uplift6=-517(LC 6), 2=-563(LC 6) Max Grav 6=1 861 (LC 23), 2=1740(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4225/1246, 3-8=-3813/1175, 4-8=-3812/1175, 4-5=-891/246, 5-6=-328/108 BOT CHORD 2-7=-1167/3911, 7-9=-865/2866, 9-10=-865/2866, 10-11=-865/2866, 11-12=-865/2866, 6-12=-865/2866 WEBS 3-7=-286/1210, 4-7=-371/1389, 4-6=-2131/683 Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals, and 2-0-0 oc puffins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Refer to girder(s) for truss to truss connections. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 6=517, 2=563. 13) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 947 Ib down and 350 Ib up at 5-0-0. 255 Ib down and 89 Ib up at 7-0-12, 255 Ib down and 89 Ib up at 9-0-12, and 255 Ib down and 89 Ib up at 11-0-12, and 251 Ib Contflf[M %doMp2up at 12-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others ;� ND Cl�fi�s O ;•'SOON•. F� 0 44018 o pFFSs�o+vA� Seetember 23.2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MirekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type aty Ply 735A R48498313 735A -GR G2 Half Hip Girder 1 Job Reference (optional Alpine Lumber Co., Commerce City,C0.80022 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 7=-947(F) 9=-255(F) 10=-255(F) 11=-255(F) 12=-251(F) r.04u s Apr iv zuib miieK mousses, mc. inu bep zz i6:iu:10 zuso vagez ID:S4VXXKq_apam_nYJxUgEturt0d-BDxOxK5JyK9e36joz77ujyavpp5t 3zDRFLH56yb21L A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498314 735A -GR G3 Half Hip Girder 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.09 Job Refere ce o tional Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:18 2016 Page 1 ID:S4VXXKq_apam_nYJxUgElurt0d-8DxOxK5JyK9e36joz77ujyat_p2W OIDRFLH56yb21L -1-0-0 I 4-0-0 8-0-0 1-0-0 4-0-0 4-0-0 Scale= 1:17.3 41 d 4x6 = 4x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) -0.05 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.09 5-6 >991 240 TCDL 10.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IRC20121TP12007 (Matrix) Wind(LL) 0.04 5-6 >999 240 Weight: 29 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=757/Mechanical, 2=798/0-5-8 Max Horz 2=97(LC 7) Max Uplift5=-234(LC 6), 2=-290(LC 6) Max Grav 5=809(LC 23), 2=884(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-1370/386, 3-7=-1304/394 BOT CHORD 2-6=-383/1198, 6-9=-368/1135, 5-9=-368/1135 WEBS 3-6=-169/709, 3-5=-1231/380 Structural wood sheathing directly applied or 4-5-13 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. Rigid ceiling directly applied or 9-6-4 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vui1=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=234, 2=290. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 509 Ib down and 208 Ib up at 4-0-0, and 185 Ib down and 72 Ib up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 �,QO•L �&I�fi�S •••o S00ti • F0 o Q 0 0% n ; 4018 O • • QZ SS�0P A F� September 23,2016 Continued on a e 2 A WARNING - Vertly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 quality Criteria, DSS -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A 848498314 735A -GR G3 Half Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., commerce cay,CO.50ozz LOAD CASE(S) Standard Uniform Loads (pif) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (Ib) Vert: 6=-509(F) 9=-185(F) r.b4u s Apr iv zulb Mn BK Ina u sines, Inc. I nu Sep zz I3:1 u:la Zulu rage z ID:S4VXXKq_apam_nYJxUgEturt0d-BDxOxK5JyK9e36joz77ujyat_p2W_OIDRFLH56yb21 L A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety lnfarrrlatlon available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heintils CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498315 735A_GR G4 Half Hip Girder 1 1 MT20 185/144 (Roof Sri .0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.03 job eference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 7.540 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:17 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-cQVO8g5xjeHVhGI_Xge7G9633D SOjXDMfv4gdYyb21 K -1-0-0 4-0-0 6-6-0 1-0-0 4-D-0 2-6-0 Scale= 1:14.6 4x6 = 4x6 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.01 6 >999 360 MT20 185/144 (Roof Sri .0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.03 2-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 ' acnl inn Code IRC2012rr 2007 (Matr x) Wind(LL) 0.01 6 >999 240 Weight: 23 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=809/Mechanical, 2=629/0-5-8 Max Horz 2=97(LC 7) Max Uplift5=-263(LC 6), 2=-238(LC 6) Max Grav 5=823(LC 23), 2=731 (LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-921/251 BOT CHORD 2-6=-251/763, 5-6=-238/710 WEBS 3-6=-145/591, 3-5=-862/269 Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals, and 2-0-0 oc purlins: 3-4. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=1b) 5=263, 2=238. 10) Graphical puffin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 526 Ib down and 216 Ib up at 4-0-0, and 202 Ib down and 80 Ib up at 6-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 September 23,2016 Continued on 3aae 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always requtred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts, CA 95610 Job Truss Truss Type Qty Ply 711A 848498315 735A -GR G4 Half Hip Girder 1 1 job Refere c optional Alpine Lumber Go., Gommeroe uny,L;UoUb2Z LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (Ib) Vert: 5=-202(F) 6=-526(F) r.oau s rrpr re curo ml r ex mausmes, mc. i nu sep u i a: i u:i r —o raga e ID:S4VXXKq_apam_nYJxUgEturt0d-cQV08g5xjeHVhGI_Xge7G9633DSOjXDMfv4gdYyb21 K A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MifekO connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/111`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 135A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498316 735A—GR G5 Monopitch Girder 1 1 MT20 185/144 (Roof Snow=30.0) job Ref rence (optional Alpine Lumber Co., Commerce City,C0.80022 8-0-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:17 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-cQVO6g5xjeHVhGI_Xge7G961 NDRkjahMfv4gdYyb21 K Scale= 1:19.2 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.52 Vert(LL) -0.09 1-3 >965 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.49 Vert(TL) -0.24 1-3 >388 240 TCDL 10.0 Rep Stress Incr NO W 0.00 B Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.07 1-3 >999 240 Weight: 32 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 1=587/0-5-8,3=503/Mechanical Max Horz 1=160(LC 9) Max Uplift 1 =-1 53(LC 6), 3=-147(LC 10) Max Grav 1=603(LC 14), 3=552(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-354/155 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=153, 3=147. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 164 Ib down and 59 Ib up at 2-0-12, and 164 Ib down and 59 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 1-3=-20 Concentrated Loads (lb) Vert: 5=-164(8) 6=-164(B) rtxl �a SO0Nv** .Fo 7��4018 O 0•2 i ' • 0,�SS�ONA� September 23,2016 AWARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I1411-7473 rev. 10/03/2015 BEFORE USE. ` Design valid for use only with M7-1,0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 848498317 735A GR GE1 Common Structural Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2016 Mtrek Industries, Inc. Thu Sep 22 13:10:21 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-U BIv_2BSmtnxAublmgi3Q?HoNgspf9?yaW22mKyb2I G 5-11-8 F 11-7-8 17-3-8 23-0-12 28-9.15 35-0-8 36-0-8 5-11-8 B. 5-8-0 5-9-4 5-9-4 6-2.9 1-0-0 Scale = 1:65.5 5x6 = 23 22 21 20 19 18 1716 15 14 7b 12 8x8 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.08 10-11 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.16 10-11 >999 240 TCDL 10.0 Rep Stress Incr YES WB 1.00 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.04 10-11 >999 240 Weight: 308 Ib FT = 20 BCDL _ 10.0 LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 1650F 1.5E *Except* 1-11: 2x6 SPF 210OF 1.8E WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 3-3-2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purijns. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-11,6-11 REACTIONS. All bearings 15-6-0 except Qt=length) 8=0-5-8, 12=0-3-8. (lb) - Max Horz 1=-187(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1, 14, 15, 22, 23 except 18=-441(LC 10), 13=-1073(LC 16), 8=-284(LC 11), 12=-349(LC 11) Max Grav All reactions 250 Ib or less at joints) 1, 14, 15, 16, 17, 19, 20, 21, 22, 23 except 18=1494(LC 1), 13=278(LC 11), 8=1260(LC 16), 12=1350(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -2= -251/182,3 -74= -33/430,4-74=-2/441,4-5=-671/270,5-6=-704/245,6-7=-1589/391, 7-8=-1900/422 BOT CHORD 17-18=-45/308, 16-17=-45/308, 15-16=-45/308, 14-15=-45/308, 14-75=-45/308, 13-75=-45/308, 12-13=-45/308, 11-12=-45/308, 11-76=-50/1116, 76-77=-50/1116, 10-77=-50/1116, 8-10=-262/1563 WEBS 3-18=-457/281, 4-18=-1253/258, 4-11=-14/556, 6-11=-920/345, 6-10=-99/561, 7-10=-366/255 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 14, 15, 22, 23 except Qt=1b) 18=441, 13=1073, 8=284, 12=349. 11) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward Cont919*&Bqr A4hp bearings. Building designer must provide for uplift reactions indicated \90 Llc • So0N ••• FO • •OO 0 G) 44018 o��sS�ONAL EN�\�� Sentember 23.2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 naV. 10/03/2015 BEFORE USE. ` Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95810 Job Truss Truss Type Qty Ply 735A 848498317 735A—GR GE1 Common Structural Gable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:21 2016 Page 2 ID:S4VXXKq apam_nYJxUgEturtOri-UBIv_28SmtnxAublmgi3Q?HoNgspf9?yaW22mKyb21G A WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1 o9 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A WEBS 3-23=-447/286, 5-23=-441/154, 5-16=-293/179, 6-16=-673/96, 7-16=-869/338, 7-11=-93/447, 8-11=-416/261 8x8 = 848498318 735A -GR GE2 Common Structural Gable 1 1 17.9-0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 23.5-B 26.2-1 'Ngo �ci 'Ngo • 35-0-8 Job Referen e o tional Alpine Lumber Co.. Commerce City,CO.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:28 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-nXgYSREr7OgxVyd5geKiCU4 ceHGoTq_B6FwWQyb219 -2-9 11-11-12 17-9-0 23-5-0 29-1-0 i 35-0-8 6-2.9 5-9-4 5-9-4 5-8-0 5-8-0 5-11-8 Scale = 1:65.5 5x8 = 6.00 1 1 d 1� 28 27 26 25 24 23 22 21 20 19 18 17 16 15 14 1375 12 4x6 WEBS 3-23=-447/286, 5-23=-441/154, 5-16=-293/179, 6-16=-673/96, 7-16=-869/338, 7-11=-93/447, 8-11=-416/261 8x8 = 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 17.9-0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 23.5-B 26.2-1 'Ngo �ci 'Ngo • 35-0-8 e �� ; S004/ •. FQ 9-0.4 8-8-12 6) All plates are 2x4 MT20 unless otherwise indicated. 5-8-8 2-8-9 �O 1 8-10-7 Plate Offsets (X Y)-- 12:0-1-0 0-2-0).[4:0-2-0.0-4-8] [10:0-3-2 0-1-5] [16:0-4-0 0-4-81 [73:0-1-10 0-0-81 fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to for truss to truss •: �� girder(s) connections. • �.•` — FSiS/ LOADING (psf) SPACING- 2-0-0 (jt=1b) 10=172, 23=332, 16=402, 28=104. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.20 Vert(LL) -0.03 10-11 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.09 10-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 10 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.02 10-11 >999 240 Weight: 308 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 WEBS 1 Row at midpt 5-16, 6-16, 7-16 OTHERS 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 3-3-2 REACTIONS. All bearings 23-5-8 except Qt=length) 10=Mechanical, 12=0-3-8, 12=0-3-8. (lb) - Max Horz 2=187(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 27, 13, 2, 12 except 10=-172(LC 11), 23=-332(LC 10), 16=-402(LC 11),28=-104(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 17, 18, 19, 20, 21, 22, 24, 25, 26, 27, 28, 15, 14, 13, 12, 12 except 10=750(LC 16), 23=744(LC 15), 16=1459(LC 16), 2=306(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-333/110, 3-4=-58/269, 4-5=-26/280, 5-6=-49/339, 6-7=0/377, 7-74=-486/231, 8-74=-701/229,8-9=-899/270,9-10=-1009/250 BOT CHORD 15-16=0/377, 14-15=0/377, 14-75=0/377, 13-75=0/377, 12-13=0/377, 12-76=0/377, 11-76=0/377, 10-11=-128/804 WEBS 3-23=-447/286, 5-23=-441/154, 5-16=-293/179, 6-16=-673/96, 7-16=-869/338, 7-11=-93/447, 8-11=-416/261 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. i L1CF 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 'Ngo �ci 'Ngo • 4) Unbalanced snow loads have been considered for this design. e �� ; S004/ •. FQ 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 30.0 psf on overhangs non -concurrent with other live loads. i •� O0 "IN 2 N 6) All plates are 2x4 MT20 unless otherwise indicated. G) 7) Gable studs spaced at 1-4-0 oc. �O 1 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; ; 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will '•� fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to for truss to truss •: �� girder(s) connections. • �.•` — FSiS/ 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 13, 2, 12 except Z (jt=1b) 10=172, 23=332, 16=402, 28=104. September 23,2016 A WARNING - Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 89167473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 R48498319 735A—GR GE3 Common Supported Gable 1 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 ob Reference o lio al Alpine Lumber Co., Commerce City,C0.80022 1-0.0 10-0-0 46 = 10 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:30 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-jwnJt7F5fewflGn Un3NAHv9M5S_oGSzGfOkOblyb217 10-0-0 1-0-0 Scale = 1:37.7 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 II 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Verl(LL) 0.00 18 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 18 n/r 120 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 18 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) • +'.e 4 ' •i o��sSioNaL Weight: 100 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-3, Right 2x4 SPF No.2 1-7-3 REACTIONS. All bearings 20-0-0. (lb) - Max Horz 2=109(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 27, 28, 29, 30, 31, 25, 24, 23, 22, 21, 20, 18 except 32=-101(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20, 18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �'Nu 0 LIC •.• ' 7s fit between the bottom chord and any other members. �o �•e•+•• �0 ; SOON'•.• FQ 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 27, 28, 29, 30, 31, :•'DO O 25, 24, 23, 22, 21, 20, 18 except Qt=lb) 32=101. -44018 • +'.e 4 ' •i o��sSioNaL September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A (Roof Snow=30.0) MT20 197/144 BC 0.03 TCDL 10.0 Lumber DOL 848498320 735A—GR GE4 Common Supported Gable 1 1 Weight: 54 Ib FT = 20% BRACING - Job Reference (oDtionall Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:30 2018 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-jwnJt7F5fewflGnUn3NAHv9M5S_tGSWGfQkOblyb217 -1-0-06-3-0 12-6.0 13-6-0 1-0-0 6-3-0 6-3-0 Scale = 1:26.7 4x6 = 3x5 II 20 19 18 17 16 15 14 3x5 II 2x4 11 2x4 11 2x4 1 I 2x4 11 2x4 11 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) MT20 197/144 BC 0.03 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES _ Code IRC2012frPI2007 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-2, Right 2x4 SPF No.2 1-7-2 I9 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TC 0.07 Vert(LL) 0.00 12 n/r 120 MT20 197/144 BC 0.03 Vert(TL) 0.00 12 n/r 120 WB 0.03 Horz(TL) 0.00 12 n/a n/a (Matrix) Weight: 54 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 2=-72(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 18, 19, 20, 16, 15, 14 Max Grav All reactions 250 lb or less at joint(s) 2, 12, 17, 18, 19, 20, 16, 15, 14 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 18, 19, 20, 16, 15, 14. r p••SOON • •s0, �'•0 0 • G%r • 4018 � .0 �c� '648IONA_E�_ September 23,2016 AWARN/NG . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �T a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. 848498321 735A -GR GE5 Common Supported Gable 1 1 (Ib) - Max Horz 24=-259(LC 6) 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-260(LC 4), 14=-186(LC 5), 23=-289(LC 5), 15=-236(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, 16, 15 except 24=326(LC 15), 14=262(LC Job Reference (ootionall Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 V r`ek Industries, Inc. Thu Sep 22 13:10:31 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-C6Lh4SGjQx2 WMQ MgLnuPg6iX3sJk7ulQu4Ta7kyb216 r-1-0-0 6-0-0 12-0-0 r1-0-0 6-0-0 6-0-0 4x6 = Scale = 1:39.8 24 23 22 21 20 19 18 17 16 15 14 3x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 3x4 I 2x4 11 to LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.12 BC 0.12 WB 0.09 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) 0.00 13 n/r 120 Vert(TL) -0.00 12 n/r 120 Horz(TL) 0.00 14 n/a n/a PLATES GRIP MT20 197/144 Weight: 68 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 non -concurrent with other live loads. REACTIONS. All bearings 12-0-0. 5) Gable requires continuous bottom chord bearing. (Ib) - Max Horz 24=-259(LC 6) 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). Max Uplift All uplift 100 Ib or less at joint(s) 20, 21, 22, 18, 17, 16 except 24=-260(LC 4), 14=-186(LC 5), 23=-289(LC 5), 15=-236(LC 4) Max Grav All reactions 250 Ib or less at joint(s) 19, 20, 21, 22, 18, 17, 16, 15 except 24=326(LC 15), 14=262(LC 14), 23=293(LC 6) 9) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 21, 22, 18, 17, NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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. `This LlCF�1S 9) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. NDO 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 20, 21, 22, 18, 17, •e•••••e �� •• rJ��/`j ••• fQ 16 except O=1b) 24=260, 14=186, 23=289, 15=236. ` Q� 000 2 • • die 4018 : -v ; • cr oONA', September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hekihts. CA 95610 Job Truss Truss Type Qty Ply 731A Plate Offsets (X Y)-- f2:0-4-4 0-3-81 17:0-3-0 0-1-81,[8:0-4-0 0-2-81 110:0-4-0 0-3-01 113:0-1-8 0-2-0] [14:0-2-0.0-2-8].[16:0-4-4.0-3-41 p'00 ICF lj/� LOADING (psf) SPACING- 2-0-0 CSI. 848488322 735A -GR GE6 GABLE 1 1 Vert(LL) -0.26 16-17 >999 360 MT20 197/144 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Lumber DOL 1.15 BC 0.47 Job Reference (Optional) Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2016 M7ek Industries, Inc. Thu Sep 22 13:10:33 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-8VTRV81zyZ1EckW3SBwtvXnowfvgTbkjLOyhBdyb214 5-6-8 10-4-8 15-2-8 17-3-8 22-8-0 28-0-8 36-0.8 7-0. 5-6-8 4-10.0 4-10-0 2-1-0 5-4-8 5-4-8 8-0-0 -0.0 Scale = 1:69.2 6x6 II -_ 15 14 13 _-- 10 3x5 5x8 = 5x8 = 48 = 6x6 2x4 I 5.6-8 15-2-8 22-8-0 28-0.6 34-10-B6-0.6 5-6-8 re-. 7-5-8 5-4-8 6-10-0 1-2 0 Plate Offsets (X Y)-- f2:0-4-4 0-3-81 17:0-3-0 0-1-81,[8:0-4-0 0-2-81 110:0-4-0 0-3-01 113:0-1-8 0-2-0] [14:0-2-0.0-2-8].[16:0-4-4.0-3-41 p'00 ICF lj/� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.26 16-17 >999 360 MT20 197/144 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Lumber DOL 1.15 BC 0.47 Vert(TL) -0.58 16-17 >708 240 • �� " +• TCDL 10.0 k Rep Stress Incr YES WB 0.95 Horz(TL) 0.09 10 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.18 16-17 >999 240 Weight: 236 ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 'Except" end verticals, and 2-0-0 oc purlins (4-1-14 max.): 1-2. 4-15: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: WEBS 2x4 SPF No.2 `Except` 6-0-0 oc bracing: 14-15. 1-18: 2x6 SPF 1650F 1.5E, 8-10: 2x8 SPF 1950F 1.7E OTHERS 2x4 SPF No.2 REACTIONS. (Ib/size) 18=1746/Mechanical, 10=932/1-5-8, 11=978/0-3-8 Max Horz 18=-284(LC 6) Max Uplift 18=-352(LC 10), 10=-298(LC 11), 11=-106(LC 11) Max Grav 18=1746(LC 1), 10=975(LC 16), 11=978(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-1608/347, 1-2=-4118/754, 2-27=-4432/848,3-27=-4349/863, 3-28=-2612/499, 4-28=-2496/523, 4-29=-2428/574, 5-29=-2366/583, 5-30=-2362/693, 6-30=-2536/678, 6-7=-2989/765, 7-8=-2883/604, 8-10=-1725/438 BOT CHORD 17-18=-91/480,16-17=-531/2956, 4-16=-270/137, 13-14=-291/2208, 12-13=-117/298, 11-12=-117/298, 10-11=-117/298 WEBS 1-17=-701/3890,2-17=-2134/532, 3-17=-245/1345.3-16=-1141/354,14-16=-164/1889, 5-16=-312/1510, 5-14=-349/751, 6-14=-813/390, 6-13=-292/681, 7-13=-875/387, 8-13=-377/2460 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 L 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 perANSI/TPI 1. p'00 ICF lj/� 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 L� ••e•••+•• �� +O rj O Q�y'•.• tCQ 4) Unbalanced snow loads have been considered for this design. O 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 2, non -concurrent with other live loads. ; U G ; 6) Provide adequate drainage to prevent water ponding. 4018 ; 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; tV� 0/1, ' T '••• fit between the bottom chord and any other members. • �� " +• 10) Refer to girder(s) for truss to truss connections. S SAO 1 t) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) N AL 18=352,10=298,11=106. 12) Graphical pur in representation does not depict the size or the orientation of the purlin along the lop and/or bottom chord. September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��T®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/17I1 Quality Criteria, DSB-89 and 11CSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735,& Plate Offsets (X Y)— [1:0-3-0.0-2-41, [2:0-6-4 0-2-81 [8:0-2-5.0-3-41, [9:0-4-0.0-2-8] [14:0-1-12.0-2-01, [17:0-4-12,0-2-41, [19:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. 848498323 735A -GR GE7 GABLE 1 1 Vert(LL) -0.16 17-18 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Job efer rice o tional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:34 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-ch1pjUICisQ5Dt5FOVR6SIKza3E_C3wsa2iEk3yb213 3-0-8 9-1-8 15-2-8 17-3-8 22-8-0 28-0-8 36-0-8 3 -0- 3-0-8 6-1-0 6-1-0 2-1-0 5-4-8 8.0-0 -0-0 Scale = 1:76.4 5x6 6.00 12 3x4 11 06 = 4x12 = 4x6 = 16 15 14 2x4 11 2x4 II 12 11 6x12 = 5x8 = 5x8 = 4x8 3x9 II 3x5 2x4 0 a 0 r id, N a -":'I-15-2-8 22-8-0 28-0-8 34-10.8 36-0.8 3-0 6-1-0 8-t-0 7-5•B 5-4-8 6-10-0 1-2 0 Plate Offsets (X Y)— [1:0-3-0.0-2-41, [2:0-6-4 0-2-81 [8:0-2-5.0-3-41, [9:0-4-0.0-2-8] [14:0-1-12.0-2-01, [17:0-4-12,0-2-41, [19:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.16 17-18 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.53 Vert(TL) -0.34 17-18 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(TL) 0.08 11 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.12 5 >999 240 Weight: 238 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-15 oc puffins, except BOT CHORD 2x6 SPF 1650F 1.5E `Except' end verticals, and 2-0-0 oc puffins (4-7-1 max.): 1-2. 5-16: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at micipt 3-17 1-20: 2x6 SPF 1650F 1.5E, 9-11: 2x8 SPF 195OF 1.7E OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 20=1753/Mechanical, 11=1172/1-5-8, 12=730/0-3-8 Max Horz 20=-251 (LC 6) Max Uplift 20=-350(LC 10), 11=-344(LC 11), 12=-56(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-20=-1560/324, 1-2=-3669/689, 2-29=-3303/589, 3-29=-3214/617, 3-4=-2416/478, 4-30=-2345/485, 30-31=-2287/494,5-31=-2271/508, 5-6=-2294/601,6-32=-2469/704, 7-32=-2580/691, 7-8=-3024/747, 8-9=-2925/596, 9-11=-1728/436 BOT CHORD 19-20=-116/404, 18-19=-707/3484, 17-18=-537/2877, 5-17=-496/200, 15-16=-26/284, 14-15=-295/2237,13-14=-162/418,12-13=-162/418,11-12=-162/418 WEBS 1-19=-689/3647,2-19=-1581/377, 2-18=-619/173,3-18=0/395, 3-17=-1226/333, 15-17=-158/1515, 6-17=-341/1361, 6-15=-382/1021, 7-15=-870/413, 7-14=-270/672, 8-14=-854/358, 9-14=-320/2341 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12 except (jl=1b) 20=350,11=344. 12) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. o�4�,,PD0 LICF�s V •• SO p ON •'• FO /ri Q O2 i -44018 FSS�ONAL E�V September 23,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A LUMBER- BRACING - NOTES - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins, except 848498324 735A_GR GE8 Roof Special Structural Gable 1 1 D 0 (( 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; Ct=1.1 WEDGE 4) Unbalanced snow loads have been considered for this design. d •+•• SOON* % FQ V:• Right: 2x4 SP No.3 Job Reference o ti al Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2018 MRek Industries, Inc. Thu Sep 22 13:10:35 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-4tbCwgJETAYyr1 gSacyL,ys6DTZFxe3OoiRnGWyb212 1-1-0-016-0-0 9-0-0 13-5-11 18-G- 19-0-0 1-0.0 6-0-0 3-0-0 4-5-11 Scale= 1:45.7 3x6 5x8 14 1' 4x6 = 5x8 = 11210 3x6 = I'6 a LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frP12007 CSI. TC 0.56 BC 0.59 WB 0.33 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well L/d -0.13 13-14 >999 360 -0.34 13-14 >408 240 0.03 6 n/a n/a 0.06 13-14 >999 240 PLATES GRIP MT20 197/144 Weight: 104 lb FT=20% LUMBER- BRACING - NOTES - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins, except BOT CHORD 2x4 SPF No.2 MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 9-5-0 oc bracing. OTHERS 2x4 SPF No.2 D 0 (( 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; Ct=1.1 WEDGE 4) Unbalanced snow loads have been considered for this design. d •+•• SOON* % FQ V:• Right: 2x4 SP No.3 OO O non -concurrent with other live loads. REACTIONS. All bearings 6-5-8 except (jt=length) 14=0-5-8, 12=0-3-8. 6) All plates are 2x4 MT20 unless otherwise indicated. (lb) - Max Horz 14=-247(LC 8) 44018 8) Gable studs spaced at 1-4-0 oc. Max Uplift All uplift 100 Ib or less at joint(s) 8, 12 except 14=-173(LC 10), 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10=-152(LC 1), 6=-255(LC 7) 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •: p� •....••...•' Max Grav All reactions 250 Ib or less at joint(s) 10, 9, 8, 12 except 14=926(LC 1), FSS/0NQL 6=812(LC 1) 14=17 e 255. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-836/312, 3-34=-709/339, 3-35=-1256/420, 4-35=-1393/399, 4-5=-1186/260, 5-36=-1523/452,6-36=-1637/442,2-14=-787/347 BOT CHORD 14-37=-57/607, 37-38=-57/607, 13-38=-57/607, 12-13=-367/1461, 11-12=-367/1461, 10-11=-367/1461,9-10=-367/1461,8-9=-367/1461,6-8=-367/1461 WEBS 3-13=-315/1113, 4-13=-802/313, 5-13=-523/296, 3-14=-290/258 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. D 0 (( 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It; Exp C; Fully Exp.; Ct=1.1 �p finn', i �..••+•+•'US 4) Unbalanced snow loads have been considered for this design. d •+•• SOON* % FQ V:• 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 30.0 psf on overhangs OO O non -concurrent with other live loads. �f 6) All plates are 2x4 MT20 unless otherwise indicated. 7) The Fabrication Tolerance at joint 2 = 0% 44018 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. O . ; CC '•� 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will •: p� •....••...•' fit between the bottom chord and any other members, with BCDL = 10.Opsf. FSS/0NQL 11) Provide3 mechanicalconnection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 12 except Qt=lb) 14=17 e 255. September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev, 10/032015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall M A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ByBiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 711A PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 848488325 735A_GR GE9 Scissor Supported Gable 1 1 BC 0.04 Vert(TL) 0.00 14 n/r 120 BCLL 0.0 ' Job Reference o tional Alpine Lumber Co., Commerce Cily,C0.80022 1-0-0 7-9-0 4x6 = 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:36 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-Y49a8AKsEUgpTBFe8KUaXAPORt1DgA?91MBLoyyb211 7-9.0 1-0-0 Scale = 1:31.2 3x63.00 F112 2x4 I I yxq I I 3x6 f l Id LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 14 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 14 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 10.0 Code IRC2012rrPI2007 (Matrix) Weight: 61 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-8-10, Right 2x4 SPF No.2 1-8-10 REACTIONS. All bearings 15-6-0. (lb) - Max Hoa 2=-88(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 19, 18, 17,16 except 24=-107(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 2, 20, 14, 21, 22, 23, 24, 19, 18, 17, 16 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except Qt=lb) 24=107. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 21, 22, 23, 24, 19, 18, 17, 16. �o*D0 LIcF�s G�;'•SOON •'; �O • O p 02 O. 4018 s ONA� September 23,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`111 Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply735,& DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 848498326 735A -GR GE10 Monopitch Supported Gable 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Job fereage (optional) Alpine Lumber Co., Commerce City,C0.800227.640 5 Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:22 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-yN IHCO94XAvon 1 AyJOD IzDq?6EGBOrf5pAobJmyb21 F -1-0-03-0-0 1-0-0 3-0-0 Scale = 1:14.4 3x5 11 2x4 11 2x4 11 Plate Offsets (X Y)- [2:1-0-8.0-1-81 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC20121TP12007 (Matrix) Weight: 14 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticafs. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-7-5 REACTIONS. (Ib/size) 6=55/3-0-0,2=184/3-0-0,7=126/3-0-0 Max Horz 2=109(LC 7) Max Uplift6=-27(LC 7), 2=-38(LC 6), 7=-56(LC 10) Max Grav6=60(LC 15), 2=184(LC 1), 7=131(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 L /0,,- fit between the bottom chord and any other members. �D�ND •..•••..•41 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2, 7.�� •' Soo/v •.• �' G) ° 4018 ONAk- September 23,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite log Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 731,& TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498327 735A -GR GE11 Monopitch Supported Gable 2 1 REACTIONS. (Ib/size) 5=16/4-0-0,2=209/4-0-0,6=241/4-0-0 Max Horz 2=93(LC 7) Max Uplift5=-11(LC 9), 2=-92(LC 6), 6=-82(LC 10) Job Referante (optional) Alpine Lumber Co., Commerce City,C0.800227.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:22 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0d-yNI HCO94XAvon 1AyJODIzDq?wEGoOrW5pAobJmyb21 F -1-0-0 4-0-0 1-0-0 4-0-0 Scale= 1:12.6 2x4 11 2x4 11 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fTPI2007 CSI. TC 0.08 BC 0.04 WB 0.03 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) 0.00 1 n/r 120 Vert(TL) 0.00 1 n/r 120 Horz(TL) -0.00 5 n/a n/a PLATES GRIP MT20 197/144 Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc puriins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 5=16/4-0-0,2=209/4-0-0,6=241/4-0-0 Max Horz 2=93(LC 7) Max Uplift5=-11(LC 9), 2=-92(LC 6), 6=-82(LC 10) Max Grav 5=19(LC 15), 2=210(LC 15), 6=259(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 perANSI/rPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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. PID0 LIC 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �,� .••••••,.Crys fit between the bottom chord and any other members. �� ,•• SOON •, FO 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2, 6. : �� • 'L • • 4018 i �. : •'4:iz ONAI. September 23,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall MR, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498328 735A -GR GE12 Monopitch Supported Gable 1 1 Max Horz 2=44(LC 7) Max Uplift4=-15(LC 7), 2=-98(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Job Reference o do all Alpine Lumber Co., Commerce Chy,C0.80022 7.640 s Apr19 2018 MTek Industries, Inc. Thu Sep 22 13:10:23 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturt0d-RasfPjAiI 1 fPB18t51XVQMArdbU71AE2gXgrCyb21 E 1-0-0 1-6-0 1-0-0 1-6-0 Scale = 1:8.4 3x4 = 3x6 II 2x4 II LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.07 BC 0.02 WE 0.00 (Matrix) DEFL. in (loc) 1/deft Lid Vert(LL) 0.00 1 n/r 120 Vert(TL) -0.00 1 n/r 120 Horz(TL) -0.00 4 n/a n/a PLATES GRIP MT20 197/144 Weight: 6 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 4=3811-6-0,2=177/1-6-0 Max Horz 2=44(LC 7) Max Uplift4=-15(LC 7), 2=-98(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 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 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. P� 0 L rCFp' N9 0 L 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 4, 2. � � •• '//s o SOOAI** Fa G. 4018 ONAk-E��\ September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10103/2015 BEFORE USE. Design volid for use only with MTek0 connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 731A I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848490329 735A -GR HJ1 Diagonal Hip Girder 3 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.14 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 1-5-0 3x4 = 2.83 I,L 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:37 2016 Page 1 ID:S4VXXKq apam_nYJxUgEturt0d-OGiyLWLU?nof4Lpgh1?p4NxNcHISPdelG0wuLOyb210 7-0-2 7-0-2 Scale: 314"=1' 2x4 11 3 4 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.07 2-6 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.36 Vert(TL) -0.14 2-6 >565 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012/71`12007 (Matrix) Wind(LL) 0.06 2-6 >999 240 Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 SPF No.2 BOT CHORD REACTIONS. (Ib/size) 6=667/Mechanical, 2=614/0-7-6 Max Horz 2=106(LC 7) Max Uplift6=-232(LC 10), 2=-271 (LC 6) Max Grav 6=720(LC 15), 2=640(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-313/129 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=232, 2=271. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 52 Ib up at 2-9-8, 62 Ib down and 52 Ib up at 2-9-8, and 175 Ib down and 80 Ib up at 5-7-7, and 175 Ib down and 80 Ib up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=-124(F=-62, B=-62) 9=-349(F=-175, B=-175) C p SOON � /vo.0 S.sFp O 44018 * ONA� E� September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498330 735A -GR HJ2 Diagonal Hip Girder 2 1 Max Horz 2=90(LC 7) Max Uplift6=-107(LC 10), 2=-224(LC 6) Max Grav 6=353(LC 15), 2=493(LC 15) Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 1-5-0 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:37 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-OGiyLWLU?nof4Lpgh1?p4NxRKHDZPdelGOwuLOyb210 5-7-2 5-7-2 2x4 11 Scale = 1:13.5 3x4 = 2x4 11 5 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012fTP12007 CSI. TC 0.58 BC 0.67 WB 0.00 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.06 2-6 >963 360 Vert(TL) -0.14 2-6 >435 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.06 2-6 >999 240 PLATES GRIP MT20 197/144 Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-2 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 SPF No.2 REACTIONS. (Ib/size) 6=317/Mechanical, 2=474/0-7-6 Max Horz 2=90(LC 7) Max Uplift6=-107(LC 10), 2=-224(LC 6) Max Grav 6=353(LC 15), 2=493(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=107, 2=224. SPD O L/CFA' 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 Ib down and 52 Ib up at 2-9-8, �0 �•••••••* �s and 62 Ib down and 52 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of .•• S0Oyy •e f V others. • 0 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). • LOAD CASE(S) Standard i 018� 1) Dead +Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 • Uniform Loads (pit) 'O • • Qz '• 4.C,Concentrated Vert: 1-3=-80, 3-4=-80, 2-5=-20 � i O Loads (lb) �`� •••••••••• s ••�\ Vert: 8= -124(F= -62,B=-62) S/ONMLE� September 23,2016 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ei hts CA 95610 Job Truss Truss Type Qty Ply 131A I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498331 735A_GR 107 Monopitch 4 1 MT20 185/144 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 Job Reference o ti nal Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:37 2016 Page 1 ID:S4VXXKq apam_nYJxUgEturt0d-OGiyLWLU?nof4Lpgh1?p4NxYJHMoPdelGOwuLOyb210 1-0-0 - 3-0-0 Scale= 1:14.4 4x6 II 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.00 2-5 >999 360 MT20 185/144 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.01 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 2 **- 240 Weight: 13 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD SLIDER Left 2x6 SPF 1650F 1.5E 1-7-1 REACTIONS. (Ib/size) 5=129/Mechanical, 2=237/0-5-8 Max Horz 2=109(LC 7) Max Uplift5=-50(LC 7), 2=-55(LC 10) Max Grav 5=137(LC 15), 2=239(LC 15) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 2. �6�,Ng0 LrC��s 0 4018 -o • • c� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MnekO connectors. This design is based only upon parameters shown. and is for an individual building component, not �Y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®kA is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CilrusHeiahts CA 95610 Job Truss Truss Type Qty Ply 735q TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498332 735A -GR M2 Monopitch 13 1 Max Horz 2=93(LC 7) Max Uplift4=-48(LC 10), 2=-128(LC 6) Max Grav4=181(LC 15), 2=303(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MTek Industries, Inc. Thu Sep 22 13:10:38 2016 Page 1 ID: S4VXXKq_apam_nYJxUgEturt0d-USGKYsM6m5wWiVOOFIW2cbUiQgfn84tSVggStgyb2l? 1-0-0 4-0-0 Scale = 1:12.6 3x4 = 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.24 BC 0.29 WB 0.00 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.01 2-4 >999 360 Vert(TL) -0.03 2-4 >999 240 Horz(TL) -0.00 4 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=165/Mechanical, 2=296/0-5-8 Max Horz 2=93(LC 7) Max Uplift4=-48(LC 10), 2=-128(LC 6) Max Grav4=181(LC 15), 2=303(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=lb) 2=128.� 0 UCP o�NO 0 I 4018 -o• •cam o�FSSlO N Al.. September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 735A I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498333 735A_GR M3 Monopitch 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Referent o lional Alpine Lumber Co., Commerce City.CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:38 2016 Page 1 ID: S4VXXKq_apam_nYJxUq Eturt0d-U SGKYsM6m5wWiVOOFI W2cbUligji84tSVggSlgyb2l? 1-6-0 4 00 12 Scale = 1:8.4 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 1 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 1 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 1 — 240 Weight: 5 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 3=65/Mechanical, 1=65/0-5-8 Max Horz 1=43(LC 7) Max Uplift3=-21(LC 10), 1=-13(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ib uplift at joint(s) 3, 1. o oma•; G. 44018 September 23,2016 A WARNING - Verify design parameters and READ NOTES ON T141S AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not ¢ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrBerlo, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498334 735A -GR M4 Monopitch 4 1 Max Horz 2=44(LC 7) Max Uplift4=-14(LC 7), 2=-103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Lumber Co., Commerce C0y,C0.80022 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Thu Sep 22 13:10:39 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-zfgimCMkXP2NKfzDpSlHgolvi42FtX7bjKP?PHyb21_ 1-0-0 - 1-6-0 Scale = 1:8.4 3x4 = 2x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.08 BC 0.08 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2 >999 240 Horz(TL) -0.00 4 n/a n/a Wind(LL) 0.00 2 '*** 240 PLATES GRIP MT20 185/144 Weight: 6 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 1-6-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=32/Mechanical, 2=183/0-5-8 Max Horz 2=44(LC 7) Max Uplift4=-14(LC 7), 2=-103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 2=103. D 0 LIC . . oo/V •O -44018 /ONAil- LSeptember September23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 711A I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498335 735A -GR MS Monopitch 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 Job Reference factional) Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MITek Industries, Inc. Thu Sep 22 13:10:39 2016 Page 1 ID:S4VXXKq_apam nYJxUgEtuzl0ri-zfgimCMkXP2NKf7DpS1119ol vi42FtX7bjKP?PHyb2l_ -1-0-01-6-0 1-0-0 1-6-0 Scale = 1:8.4 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 2 "" 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=32/Mechanical, 2=183/0-5-8 Max Horz 2=44(LC 7) Max Uplift4=-14(LC 7), 2=-103(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 1-6-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Ii; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 2=103. �o�,�,0 0 •�rc�-�s C� • SOO/V •• fip 17 . .0 0 4018 0N A�� September 23,2016 AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03!2015 BEFORE USE. ° Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5 >999 360 848498338 735A_GR M6 Monopitch 1 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 7.640 5 Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:39 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturtod-zfgimCMkXP2NKfzDpS 1 119ol si40btU8bjKP?PHyb2l _ 3-10-9 8-0-0 3-10-9 4-1-7 Scale = 1:20.2 2x4 3 LX9 4x6 = 3x4 = Plate Offsets (X Y)— [1:0-0-0.0-1-141, [1:0-1-13 0-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) -0.03 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.01 5 >999 240 Weight: 29 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=381 /Mechanical, 1=381/0-5-8 Max Horz 1=170(LC 7) Max Uplift4=-11O(LC 10), 1=-88(LC 6) Max Grav 4=431 (LC 14), 1=397(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-684/138 BOT CHORD 1-5=-148/600, 4-5=-148/600 WEBS 2-4=-645/201 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except (jt=lb) �,Np 0 L IC,, - 4=110. 'Us�Q C-'O�0`•��.SOON �U CI ' G 4018 ;0fVZ **G September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. ��' Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply735A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498337 735A -GR M7 Monopilch 1 1 Max Horz 2=211(LC 7) Max Uplift5=-136(LC 10), 2=-191(LC 6) Max Grav 5=567(LC 15), 2=620(LC 15) Job Reference (optional Alpine Lumber Co., Commerce Cily.00.80022 7.640 5 Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:40 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0h-RrO5zXNMIiAExoYPNAYWhOZrU U IXcugly_9Ywjyb20z -1-0-0 4-10-9 1 10-0-0 1-0-0 4-10-9 5-1.7 Scale: 1/2"=1' 5X6 — 5x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012ITP12007 CSI. TC 0.97 BC 0.46 WB 0.43 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.19 2-5 >619 360 Vert(TL) -0.47 2-5 >246 240 Horz(TL) 0.01 5 n/a n/a Wind(LL) 0.02 2-5 >999 240 PLATES GRIP MT20 185/144 Weight: 36 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, except BOT CHORD 2x4 SPF 165OF 1.5E end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=475/Mechanical, 2=586/0-5-8 Max Horz 2=211(LC 7) Max Uplift5=-136(LC 10), 2=-191(LC 6) Max Grav 5=567(LC 15), 2=620(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-847/224 BOTCHORD 2-5=-231/752 WEBS 3-5=-701/297 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in a1( areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. ©�� 0 L 7) Refer to girder(s) for truss to truss connections. +•e•••••e• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 5=136, �� • S00N• • +S<0 2=191. 4018 ? -o • • cr ONAk- September 23,2016 AWARNING - Vertty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 711A 7-5-8 5-4-8 8-0-0 Plate Offsets (X Y)- 11:0-4-0 0-2-81 12:0-6-0 0-2-81 [7:0-2-5 0-3-41,[8:0-4-0 0-2-81,[12:0-3-0 0-2-01 (13:0-3-8 0-2-01 [15:0-4-0,0-3-41, [17:0-3-8.0-2-01 LOADING (psf) 848498338 735A -GR S1 Roof Special 1 1 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 • ; TC 0.42 Vert(LL) -0.21 16 >999 360 Job Refere ce o lional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:41 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-v1yTBtO?30J5Zy7bwt31ED69pud3LFbuBeu6T9yb20y 5-0-8 10.1-8 15-2-8 17-3-8 22-8-0 28-0.8 36-0-8 37 5-1-0 2-1-0 5-4-8 5-4-8 8-0-0 Scale= 1:69.2 5x6 3.4 II 14 13 12 10 3.5 II 5x8 = 4x12 = 48 = 48 II In l92 5-0-8 10-1.8 15-2-8 22-8-0 28-0-8 36-0-8 5-0-8 5-1-0 5-1-0 7-5-8 5-4-8 8-0-0 Plate Offsets (X Y)- 11:0-4-0 0-2-81 12:0-6-0 0-2-81 [7:0-2-5 0-3-41,[8:0-4-0 0-2-81,[12:0-3-0 0-2-01 (13:0-3-8 0-2-01 [15:0-4-0,0-3-41, [17:0-3-8.0-2-01 LOADING (psf) SPACING- 2-0-0 non -concurrent with other live loads. CSI. DEFL. in (too) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 • ; TC 0.42 Vert(LL) -0.21 16 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 "Semi-rigid BC 0.57 Vert(TL) -0.42 15-16 >999 240 11) puffin representation not size or orientation of purlin along and/or BCLL 0.0 ' Rep Stress Incr YES September 23,2016 WB 0.77 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.15 16-17 >999 240 Weight: 232Ito FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-0 oc puffins, except BOT CHORD 2x6 SPF 165OF 1.5E `Except' end verticals, and 2-0-0 oc puffins (4-3-2 max.): 1-2. 4-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud `Except' WEBS 1 Row at midpt 3-15 1-18: 2x6 SPF 165OF 1.5E, 1-17: 2x4 SPF 165OF 1.5E 5-15,5-13.6-12.8-12: 2x4 SPF No.2, 8-10: 2x8 SPF 195OF 1.7E REACTIONS. (1b/size) 18=1774/Mechanical, 10=1882/0-5-8 Max Horz 18=-277(LC 6) Max Uplift l8=-353(LC 10), 10=-400(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. TOP CHORD 1-18=-1628/360, 1-2=-4159/782, 2-19=-3474/627, 3-19=-3374/643, 3-20=-2605/507, 4-20=-2494/532.4-5=-2478/603.5-21=-2546/714,6-21=-2656/701, 6-7=-3221/765, 7-8=-3113/613,8-10=-1772/438 BOT CHORD 17-18=-52/340,16-17=-764/4037,15-16=-524/3049, 4-15=-392/160, 12-13=-304/2308, 11-12=-197/641,10-11=-197/641 WEBS 1-17=-787/4153, 2-17=-1458/359, 2-16=-1049/254, 3-16=-32/547, 3-15=-1256/327, 13-15=-181/1781, 5-15=-34111527, 5-13=-375/923, 6-13=-943/418, 6-12=-281/808, 7-12=-882/360, 8-12=-302/2245 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ff; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for live load of 20.0 or 1.00 times flat roof load of 30.0 on overhangs Q�}�� C�� •. •. greater of min roof psf psf ••.• •• non -concurrent with other live loads. �4 soo/v• • ��Q 5) Provide adequate drainage to prevent water ponding. a• ©0 O ; 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • ; fit between the bottom chord and any other members. 44018 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 18=353, 10=400. ;• :' "Semi-rigid 10) pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.'•.•� Graphical does depict the the the the top bottom chord. ss�•.. •.•• �� •o 11) puffin representation not size or orientation of purlin along and/or A�NC? September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Jab Truss Truss Type Qty Ply 731A PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.28 15-16 >999 360 848498339 735A -GR S2 Roof Special 1 1 BCLL 0.0 " Rep Stress Incr YES WB 0.97 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce Cdy,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:42 2016 Page 1 ID:S4VXXKq_apam_nYJxUgElurt0d-NEWrODPdgKRyB6ioUaa_nRfJc3l t4fh1PHef?cyb20x 11 3-8 7-0-8 -1-8 15-2-8 17- { 22-8-0 28-0-8 36-0-8 7-0- 7-0-8 4-1-0 4-1-02_;_o 5-4-8 8-0-0 1-0 0 Scale = 1:69.2 6x6 II 6.00 F,—,- — 11 14 13 12 10 3x4 II 4x12 = 4x12 = 48 = 6x6 II 7-0-8 8-2-0 7-5-8 5-4-8 Plate Offsets (X Y)-- [2:0-4-4.0-3-81, [7:0-2-5.0-4-41 [8:0-4-0,0-2-81, 110:0-4-0 0-3-01 [12:0-3-4.0-2-01. [15:0-3-12.0-3-4] [16:0-5-12.0-3-01 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell! L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.28 15-16 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.47 Vert(TL) -0.59 15-16 >721 240 BCLL 0.0 " Rep Stress Incr YES WB 0.97 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.2015-16 >999 240 Weight: 2311b FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E `Except" except end verticals, and 2-0-0 oc purlins (3-11-13 max.): 1-2. 4-14: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud "Except* 1-17,8-10: 2x8 SPF 195OF 1.7E 1-16,13-15,5-13,6-12,8-12: 2x4 SPF No.2 REACTIONS. (Ib/size) 17=1770/Mechanical, 10=1878/0-5-8 Max Horz 17=-304(LC 6) Max Uplift 17=-355(LC 10), 10=-402(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1623/373, 1-18=-4230/771, 2-18=-4230/771, 2-19=-4571/878, 3-19=-4441/880, 3-4=-2792/548, 4-5=-2601/588, 5-20=-2429/695, 6-20=-2602/680, 6-7=-3231/794, 7-8=-3111/631, 8-10=-1745/441 BOT CHORD 16 -17= -55/492,15 -16=-508/3121,12-13=-304/2294,11-12=-176/727,10-11=-176/727 WEBS 1-16=-714/3963,2-16=-2237/555,3-16=-279/1421, 3-15=-1142/334,13-15=-190/2026, 5-15=-316/1641, 5-13=-332/661, 6-13=-884/394, 6-12=-311/844, 7-12=-914/391, 8-12=-343/2140 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs N90 LlcF�s non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. �••••••••• �� .• SOON* •. (�O 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q� Q 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • 2 ; fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 401 g 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 17=355, • J 10=402. '0 00 00 'pO •••• 10) Graphical puriin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� oNA� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not '• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Plate Offsets (X Y)-- f2:0-6-4.0-3-01, [9:0-0-0,0-1-71. [14:0-3-00-3-121[16:0-2-0 0-2-01 735A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP �Ply� 848488340 735A -GR S3 Roof Special 1 1 MT20HS 148/108 BCLL 0.0 ' Rep Stress In cr YES WE 0.85 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 job Refe a ce (optional) Alpine Lumber Co., Commerce CBy,C0.80022 7.640 s Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:43 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-rQ4DcZPFbdZpoGH 216DJeBXKhllpBwBexNDX2yb2Ow 3-6-89-4-1 15-2-B 1,F 7-38 23-0-12 28-9-15 35-0.8 3-6-B -1 50-0 5-10-0 2-1-0 5-9-4 5-9-4 6-2-9 Scale= 1:70.1 6x6 = 3.5 11 wxwrvn cuno ' 4xB — 4x6 — 13 12 4x6 II 6x12 = 2x4 II 5x6 = 331 9-4-8 15-2-8 23-0-12 28-9-15 3-6-8 5-10-0 Viol 7-10-4 5-9-4 Plate Offsets (X Y)-- f2:0-6-4.0-3-01, [9:0-0-0,0-1-71. [14:0-3-00-3-121[16:0-2-0 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.16 15-16 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.55 Vert(TL) -0.32 14-15 >999 240 MT20HS 148/108 BCLL 0.0 ' Rep Stress In cr YES WE 0.85 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.12 15-16 >999 240 Weight: 216 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-7 oc purlins, except BOT CHORD 2x6 SPF 1650F 1.5E 'Except' end verticals, and 2-0-0 oc purlins (4-5-2 max.): 1-2. 4-13: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* WEBS 1 Row at midpt 3-14 1-17: 2x6 SPF 1650F 1.5E, 1-16,12-14,5-14,5-12: 2x4 SPF No.2 REACTIONS. (Ib/size) 17=1727/Mechanical, 9=1829/0-5-8 Max Horz 17=-254(LC 6) Max Uplift 17=-345(LC 10), 9=-383(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-1502/319, 1-2=-3711/710, 2-18=-3300/587, 3-18=-3224/612, 3-19=-2385/464, 19-20=-2259/479, 4-20=-2232/493, 4-5=-2212/574, 5-6=-2520/690, 6-7=-2427/535, 7-8=-2533/507, 8-9=-3080/605 BOT CHORD 16 -17= -141/568,15 -16=-720/3555,14-15=-521/2886,4-14=-391/164,12-13=-18/379, 11-12=-422/2588, 9-11=-422/2588 WEBS 1-16=-665/3447,2-16=-1464/361, 2-15=-687/204, 3-15=0/405, 3-14=-1249/333, 12-14=-159/1401, 5-14=-308/1299, 5-12=-360/910, 6-12=-566/281, 8-12=-482/240 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 0 L I Ce 5) Provide adequate drainage to prevent water ponding. O�PQ • •.•••••.• S FQ 6) All plates are MT20 plates unless otherwise indicated. �� : 500N% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. •; 00 0 .• 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • % ; fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 4018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) • . 17=345,9=383. �O •.� •�� 11) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ; �fiss;0NAL '* September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall lat building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek[ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.25 13-14 >999 360 848498341 735A—GR S4 Roof Special 2 1 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.16 11 n/a n/a Job Reference (optional Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:44 2016 Page 1 ID:S4VXXKq apam_nYJxUgEturtOri-JcebpvQtMxhgQQsAc?dSsskXX5ZRYcOKtb7m3Uyb20v 1.6.8 8-4-8 15-2-8 17-3-8 23-1-5 28-11-3 35-0-8 _V01. -0- 1-6-8 6-10-0 6-10-0 2-1-0 5-9-13 5-9-13 6-1-5 -0-0 Scale = 1:71.3 8x8 = 6.00 F1_2 ora II 1Ox14 11 4x6 = 6x12 = - 5x8 = 5x6 = 3x4 II Ics b LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.97 Vert(LL) -0.25 13-14 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.85 Vert(TL) -0.54 13-14 >771 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(TL) 0.16 11 n/a n/a 0 LIC BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.13 16-17 >999 240 Weight: 171 Ib FT = 20% LUMBER- BRACING - ; O TOP CHORD 2x4 SPF No.2 4018 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 9) Provide metal plate or equivalent at bearing(s) 19 to support reaction shown. ` 2-0-0 oc purlins (2-8-6 max.): 1-2. WEBS 2x4 HF Stud *Except* 11) Graphical does depict the the the the top bottom BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 1-18,4-16,6-16,6-14,7-14: 2x4 SPF No.2 0 ONA'l- 1 Row at midpt 5-16 SLIDER Right 2x6 SPF 165OF 1.5E 3-4-13 WEBS 1 Row at midpt 4-16,7-14 REACTIONS. (Ib/size) 19=1744/Mechanical, 11=1826/0-5-8 Max Horz 19=-232(LC 6) Max Uplift 19=-345(LC 10), 11=-377(LC 11) Max Grav 19=1804(LC 27), 11=1826(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-19=-1713/301, 1-2=-2914/576, 2-3=-3090/552, 3-4=-2768/572, 4-20=-2279/446, 20-21=-2161/460, 5-21=-2146/480, 5-6=-2142/585, 6-7=-2027/482, 7-8=-2637/598, 8-9=-2728/570, 9-10=-2889/611, 10-11=-3007/589 BOT CHORD 18-19=-141/253,17-18=-603/2643,16-17=-513/2617.5-16=-585/234. 14-15=-183/256, 14 -22=-254/2166,22-23=-254/2166,13-23=-254/2166,11-13=-422/2521 WEBS 1-18=-686/3386, 2-18=-1928/492, 2-17=-26/256, 4-17=0/285, 4-16=-1051/314, 14-16=0/1446, 6-16=-372/1316, 6-14=-203/585, 7-14=-842/342, 7-13=-96/458, 9-13=-267/239 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 0 LIC 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs O�,NU • °.° °•• L non -concurrent with other live loads. ••°. ; SO0� •° 5) Provide adequate drainage to prevent water ponding. �� 0 ` 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ; O fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4018 8) Refer to girder(s) for truss to truss connections. ' 9) Provide metal plate or equivalent at bearing(s) 19 to support reaction shown. ` 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 19=345,11=377. 0, ••• �� 11) Graphical does depict the the the the top bottom •' �S ••Ojj°•° �\ puffin representation not size or orientation of purlin along and/or chord. 0 ONA'l- September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MitekO connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k' is alwoys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 735A 9-0-0 18-0-0 Plate Offsets (X Y)— f2:Edge 0-2Plate Offsets Y)— 0-2-8[3:0-4-14 f3:0-4-14.0-2-81, [6: 0-2-21 f6:0-3-5 Edge] f8:0-4-8 0-3-01-4-14 0-2-8�6:Edge 0-2-21 f6:0-3-5 Edge] f8:0-4-8 0-3-01 7�84849.]3Q 735A -GR S5 Roof Special 1 1 TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 8-9 >999 360 MT20 185/144 TCDL 10.0 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 7.640 5 Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:45 2016 Page 1 I D: S4VXXKq_apam_nYJxUgEturt0d-noB_OFR V7FpX2aRN9j8hO3HIgVyEHBuU6FsJcxyb20u -1-0-0 6-0-0 9-0-0 13-5-11 18-0-0 1-0-0 6-0-0 3-0-0 4.5-11 4-6-5 Scale= 1:41.2 5x8 10.00 12 10 11 4 5x6 4.00112 2x4 5 12 1281 13 14 8 1281 9 5x6 6x10 = 3x9 II 9-0-0 18-0-0 Plate Offsets (X Y)— f2:Edge 0-2Plate Offsets Y)— 0-2-8[3:0-4-14 f3:0-4-14.0-2-81, [6: 0-2-21 f6:0-3-5 Edge] f8:0-4-8 0-3-01-4-14 0-2-8�6:Edge 0-2-21 f6:0-3-5 Edge] f8:0-4-8 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TOLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.81 Vert(LL) -0.13 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.68 Vert(TL) -0.35 6-8 >603 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.06 6-8 >999 240 Weight: 75 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid ceiling directly applied or 9-11-12 oc bracing. 3-9: 2x4 SPF No.2 WEDGE Right: 2x4 HF Stud REACTIONS, (Ib/size) 9=972/0-5-8, 6=980/0-5-8 Max Horz 9=-247(LC 8) Max Uplift9=-169(LC 10), 6=-244(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-789/317, 3-10=-663/344, 3-11=-1443/422, 4-11=-1581/401, 4-5=-1346/261, 5-12=-1673/426, 6-12=-1774/409, 2-9=-757/350 BOT CHORD 9-13=-52/642,13-14=-52/642. 8-14=-52/642, 6-8=-338/1603 WEBS 3-8=-317/1314, 4-8=-860/316, 5-8=-514/258, 3-9=-439/206 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 5) The Fabrication Tolerance at joint 2 = 0 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� e•••••�� /s fit between the bottom chord and any other members, with BCDL = I O.Opsf. V� ••� SOOA/ •e FQ 8) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 9=169, Q� 0 6=244. 4018 ONAk-ANG September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.14 7-9 >999 360 R48498343 �Job 735A—GR SG1 Roof Special Girder 1 7-9 >783 240 TCDL 10.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.05 6 n/a n/a Reference (optional Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:46 2016 Page 1 I D:S4VXXKq_apam_nYJxUgEturt0d-F?IMEbS7uYxOgj?ZjQfwxHp_DvKyO VYdKvct8Nyb2Ot 3-0-14 6-0-09-0-0 12-8-15 18-0.0 3-0-14 2-11-2 3-0-0 3-8-15 5-3-1 5x8 II 8x8 = ,.. .. 21 10x10 = 8x8 = 8x8 = 4x12 = 3x12 II 6-0-0 9-0-0 i 12-8-15 i18-0-0 19 d Scale = 1:41.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.14 7-9 >999 360 MT20 185/144 5-7=-615/3197 Lumber DOL 1.15 BC 0.52 Vert(TL) -0.27 7-9 >783 240 TCDL 10.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.05 6 n/a n/a Q�P9 �s BCLL 0.0 ' Code IRC2012rrPI2007 (Matrix) Wind(LL) 0.10 7-9 >999 240 Weight: 319 lb FT=20% BCDL 10.0 • �, ; 5) Unbalanced snow loads have been considered for this design. 4018 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LUMBER- �O �•• BRACING - '0 �`� ••. TOP CHORD 2x6 SPF 1650F 1.5E .•• �� SS�ONAt TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E September 23,2016 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 3-10: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 6=7023/0-5-8, 1=8073/0-5-8 Max Horz 1=-207(LC 29) Max Uplift 6=-1 498(LC 11), 1=-1644(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-8189/1706, 2-3=-8106/1745, 3-11=-7872/1702, 4-11=-8009/1683, 4-5=-12144/2540, 5-12=-16274/3426,6-12=-16368/3418 BOT CHORD 1-13=-1172/5631, 13-14=-1172/5631, 14-15=-1172/5631, 10-15=-1172/5631, 10 -16= -2330/11710,9 -16=-2330/11710,9-17=-3171/15352,17-18=-3171/15352, 8-18=-3171115352, 7-8=-3171/15352, 7-19=-3171/15352, 19-20=-3171/15352, 20-21=-3171/15352, 6-21=-3171/15352 WEBS 2-10=-282/951, 3-10=-2029/9635, 4-10=-7708/1707, 4-9=-849/4115, 5-9=-4306/989, 5-7=-615/3197 NOTES - 1) 3 -ply truss to be connected togetherwith 10d (0.131"0") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 0 L is 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•�.••••••• Q�P9 �s connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. • sooz• ••� FO 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; 0.. MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 • 2 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 • �, ; 5) Unbalanced snow loads have been considered for this design. 4018 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �O �•• fit between the bottom chord and any other members. 6=1498, '0 �`� ••. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=1644. .•• �� SS�ONAt September 23,2016 Continued on a e 2 AWARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-8y and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 i rus ei hts CA 95610 Job Truss Truss Type Ply 735A848498343 FQ'Y 735A_GR SG1 Roof Special Girder Job Reference o tional Alpine Lllmher Ga., commerce Gty,cV.500ZZ 1.04u s Apr l9 2uib MI I eK Inausines, mC. I nu Sep ZZ 13:10:40 Zu18 rage Z ID:S4VXXKq_apam_nYJxUgEturt0d-F?IMEbS7uYxOgj?ZjQfwxHp DvKyOVYdKvct8Nyb2Ot NOTES - 9) Hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1719 Ib down and 363 Ib up at 1-5-4, 1719 Ib down and 363 Ib up at 3-5-4, 1719 Ib down and 363 Ib up at 5-5-4, 1719 Ib down and 363 Ib up at 7-5-4, 1719 Ib down and 363 Ib up at 9-5-4, 1719 Ib down and 363 Ib up at 11-5-4, 1719 Ib down and 363 Ib up at 13-5-4, and 730 Ib down and 192 Ib up at 15-5-4, and 579 Ib down and 135 Ib up at 17-5-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 4-6=-80, 1-6=-20 Concentrated Loads (lb) Vert: 13= -1719(B)14= -1719(B)15= -1719(B)16= -1719(8)17= -1719(B)18= -1719(B)19= -1719(B)20= -730(B)21= -579(B) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekB connectors. This design is based only upon parameters shown, and is for an individual building component, not + a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735,& TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x10 DF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 848498344 735A—GR SG2 Scissor Girder 1 3 Max Uplift 1=-1438(LC 10), 5=-1779(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-16941/3476, 2-3=-14641/3002, 3-4=-14642/3012, 4-5=-16682/3374 Job Reference (optional) Alpine Lumber CO., Commerce Cily,CO.80022 4-9-2 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:47 2016 Page 1 I D:S4VXXKq_apam_nYJxUq Eturtod-kBJkRxTIfs3FHtalH8A9U UMD6Jg91_fnZZLQgpyb20s 2-11-14 - 2-11-14 5x8 II 4-9-2 Scale = 1:27.9 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC20121TPI2007 CSI. TC 0.31 BC 0.52 WB 0.67 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.15 7 >999 360 Vert(TL) -0.30 7 >594 240 Horz(TL) 0.20 5 n/a n/a Wind(LL) 0.11 7 >999 240 PLATES GRIP MT20 185/144 Weight: 301 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x10 DF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 3-7: 2x4 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=6996/0-5-8,5=8567/0-5-8 Max Horz 1=-80(LC 6) Max Uplift 1=-1438(LC 10), 5=-1779(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-16941/3476, 2-3=-14641/3002, 3-4=-14642/3012, 4-5=-16682/3374 BOT CHORD 1-9=-3021/14609, 9-10=-3099/15049, 8-10=-3187/15473,8-1 1=-3097/14981, 7 -11= -3184/15416,7-12=-3033/15255,6-12=-2947/14830,6-13=-3031/15277, 13-14=-2944/14861,5-14=-2867/14419 WEBS 3 -7= -2526/12370,4 -7=-1394/404,4-6=-404/1929,2-7=-1628/433,2-8=-446/2105 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. .•••••� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� e•SOON e. fQ 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q� fit between the bottom chord and any other members. 2 8) Bearing atjoint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify • 00. Capacity of bearing surface. 4� I • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1438, � 5=1779. "Semi-rigid '4 • • IQZ 'p �•� 10) pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. �: �if`n'•eej,.•jee•e 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1784 Ib down and 365 Ib up at �� 2-0-12, 1733 Ib down and 370 Ib up at 3-6-12, 1754 Ib down and 373 Ib up at 5-6-12, 1750 Ib down and 375 Ib up at 7-9-0, 1726 Ib down and 372 Ib up at 9-5-4, 1707 Ib down and 365 Ib up at 11-5-4, and 1784 Ib down and 365 Ib up at 13-5-4, and 1821 Ib down and OVAL 400 Ib up at 15-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. September 23.2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria. DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply 735A R48498344 �Job 735A—GR SG2 Scissor Girder 1 efe encs(o t'o al Alpine Lumber Co., Commerce Ci1y,CO.B0022 7.640 s Apr 19 2016 MTek Intlustries, Inc. Thu Sep 22 13:10:47 2016 Page 2 I D: S4VXXKq_apam_nYJxUgEturt0d-kBJkRxTIfs3FHtaIH8A9UUMD6Jg91_fnZZLQgpyb20s LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-80, 3-5=-80, 1-7=-20, 5-7=-20 Concentrated Loads (lb) Vert: 5=-1821(F) 7=-1750(F) 9=-1784(F) 10=-1733(F) 11=-1754(F) 12=-1726(F) 13=-1707(F) 14=-1784(F) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing r ek� I, aWay s required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M!Tek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrBeda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heiahts.CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL R48498345 735A -GR T1 Common 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(TL) Job Refere c (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 5 Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:48 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-CNt6fHTOPAB6v19xrrhOOivHgiw2UWOwoD5zCFyb2Or 1-0-0 6-1-5 I's -3 17-9-0 23-6-13 29-4-11 35-6-0 6-1-5 5-9-13 5-9-13 5-9-13 5-9-13 6-1-5 Scale = 1:66.3 5x6 = �1 3x4 = 3x6 = 4x8 — 48 = 3x4 = Ig LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.27 15-17 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.93 Vert(TL) -0.55 15-17 >769 240 TCDL 10.0 Rep Stress Incr YES WB 0.38 Horz(TL) 0.17 12 n/a n/a BCDL 0.0 ' Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.13 15-17 >999 240 Weight: 155 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* 7-15,8-15,6-15: 2x4 SPF No.2 SLIDER Left 2x6 SPF 1650F 1.5E 34-13, Right 2x6 SPF 1650F 1.5E 3-4-13 REACTIONS. (Ib/size) 2=1856/0-5-8,12=1774/0-5-8 Max Horz 2=186(LC 7) Max Uplift2=-379(LC 10), 12=-351 (LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 8-15,6-15 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3067/586,3-4=-2945/618,4-5=-2766/561, 5-6=-2673/589,6-7=-2037/488, 7-8=-2037/488, 8-9=-2678/592, 9-10=-2771/563, 10-11=-2952/621, 11-12=-3076/599 BOT CHORD 2-17=-600/2570, 17-18=-408/2222, 18-19=-408/2222, 16-19=-408/2222, 15-16=-408/2222, 15-20=-268/2224, 14-20=-268/2224, 14-21=-268/2224, 13-21=-268/2224, 12-13=-434/2579 WEBS 7-15=-249/1275, 8-15=-880/342, 8-13=-84/445, 10-13=-280/243, 6-15=-873/341, 6-17=-82/440, 4-17=-273/241 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=379, 12=351. SPD 0 L I�F�ijt '0 SOON FO • J4018 1 88.88 e.e•ee•��w 810NAL E� September 23,2016 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Oty Ply 731A 35-0-8 B-10.14 8-10-2 848498346 735A -GR T2 Common 8 1 LOADING (psf) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:51 2016 Page 1 ID:S4VXXKq apam nYJxUgEturt0d-cyZFHIWGi5ZgmVuWWZF5eKXxxw4ghtrMUBJepayb20o 1.0-Q 6-1-5 11-11-3 17-9-0 23-5-0 19-1-035-0-8 1-0-0 6-1-5 5-9-13 5-9-13 5-8-0 5-8-0 5-11-8 Scale = 1:66.5 5x6 = 5x6 _ 10 1/ 1a 14 13 IVa zu 11 6x6 4x6 = 4x8 = 4x8 = 4x6 = 4x8 = LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud `Except' 5-13,6-13,7-13: 2x4 SPF No.2 SLIDER Right 2x4 HF Stud 3-3-2 REACTIONS. (Ib/size) 2=1841/0-5-8, 10=1739/Mechanical Max Horz 2=187(LC 9) Max Uplift 2=-380(LC 10), 10=-343(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13,7-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3072/615,3-4=-2772/557, 4-5=-2664/586, 5-6=-1996/477, 6-7=-1995/479, 7-16=-2456/570, 8-16=-2640/568, 8-9=-2830/596, 9-10=-2953/574 BOT CHORD 2-15=-608/2585, 15-17=-405/2186,17-18=-405/2186, 14-18=-405/2186, 13-14=-405/2186, 13-19=-258/2157, 12-19=-258/2157, 12-20=-258/2157, 11-20=-258/2157, 10-11=-408/2457 WEBS 3-15=-300/246, 5-15=-85/476, 5-13=-851/335, 6-13=-238/1220, 7-13=-841/326, 7-11=-77/393 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=380, 10=343. D�p,DO Ll�F� �••0 09• i 4018 • FSS�ONAI. �tJ� September 23,2016 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connector. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 8-10.14 17-9-0 26-1-10 35-0-8 B-10.14 8-10-2 8-4-10 Plate Offsets (X Y)— [2:0-0-0.0-1-71, [8:0-4-0.0-4-81, [10:0-3-2,0-0-131 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.12 13-15 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.26 13-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.09 10 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 13 >999 240 Weight: 193 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud `Except' 5-13,6-13,7-13: 2x4 SPF No.2 SLIDER Right 2x4 HF Stud 3-3-2 REACTIONS. (Ib/size) 2=1841/0-5-8, 10=1739/Mechanical Max Horz 2=187(LC 9) Max Uplift 2=-380(LC 10), 10=-343(LC 11) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins. BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-13,7-13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3072/615,3-4=-2772/557, 4-5=-2664/586, 5-6=-1996/477, 6-7=-1995/479, 7-16=-2456/570, 8-16=-2640/568, 8-9=-2830/596, 9-10=-2953/574 BOT CHORD 2-15=-608/2585, 15-17=-405/2186,17-18=-405/2186, 14-18=-405/2186, 13-14=-405/2186, 13-19=-258/2157, 12-19=-258/2157, 12-20=-258/2157, 11-20=-258/2157, 10-11=-408/2457 WEBS 3-15=-300/246, 5-15=-85/476, 5-13=-851/335, 6-13=-238/1220, 7-13=-841/326, 7-11=-77/393 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=380, 10=343. D�p,DO Ll�F� �••0 09• i 4018 • FSS�ONAI. �tJ� September 23,2016 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connector. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply735A PLATES GRIP MT20 185/144 Weight: 80 Ib FT = 20% LUMBER- BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD R48498347 735A -GR T3 common 1 1 SLIDER Left 2x6 SPF 165OF 1.5E 2-10-3, Right 2x6 SPF 165OF 1.5E 2-10-3 0 LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=225, 8=225. REACTIONS. (Ib/size) 2=1080/0-5-8,8=1080/0-5-8 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.60022 7.640 s Apr 19 2016 Mrrek Industries, Inc. Thu Sep 22 13:10:51 2016 Page 1 I D: S4VXXKq_apam_nYJxUq EturtOri-cyZFH I WGi5ZgmVuWWzF5eKXttw_khugM UBJepayb20o -1-0-0 5-1-12 10-0-0 14-10-4 I 20-0-0 1-0-0 5-1-12 4.10-4 4-10-4 5-1-12 Scale = 1:38.7 4x6 = 6x6 11 - 6x6 11 5x10 = Io LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.39 BC 0.74 WB 0.28 (Matrix) DEFL. in Vert(LL) -0.14 Vert(TL) -0.36 Horz(TL) 0.05 Wlnd(LL) 0.03 (loc) Udefl Lid 8-10 >999 360 8-10 >666 240 8 n/a n/a 10 >999 240 PLATES GRIP MT20 185/144 Weight: 80 Ib FT = 20% LUMBER- BRACING - 3) Unbalanced snow loads have been considered for this design. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-4 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will SLIDER Left 2x6 SPF 165OF 1.5E 2-10-3, Right 2x6 SPF 165OF 1.5E 2-10-3 0 LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=225, 8=225. REACTIONS. (Ib/size) 2=1080/0-5-8,8=1080/0-5-8 ••••••. C>�\•' p SOO/IV •S�� Max Horz 2=109(LC 9) Max Uplift2=-225(LC 10), 8=-225(LC 11) . 4018 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. -P• •� TOP CHORD 2-3=-1530/309, 3-4=-1373/335, 4-11=-1174/230, 5-11=-1094/252, 5-12=-1094/252, 6-12=-1174/230, 6-7=-1373/336, 7-8=-1530/309 September 23,2016 BOT CHORD 2-10=-293/1264, 8-10=-193/1264 WEBS 5-10=-49/536, 6-10=-413/239, 4-10=-413/239 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 LIC 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=225, 8=225. �PO ••••••. C>�\•' p SOO/IV •S�� ;U G; . 4018 -P• •� S�ONZE� September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95810 Job Truss Truss Type City Ply 735A DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498348 735A_GR T4 Hip 1 1 BC 0.52 Vert(TL) -0.29 2-10 >502 240 TCDL 10.0 Rep Stress Incr YES Job Reference o tional Alpine Lumber Co., Commerce CBy,C0.80022 7.640 5 Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:52 2016 Page 1 ID: S4VXX Kq_apam_nYJxUgEturt0d-496dUeWuTOhXOeTj4hmKBY31 hKN MO KWVVjK3BL1 yb20n 1-0-0 . 4-6-5 4-5-11 - 1-0-0 4-5-11 4-6-5 Scale = 1:34.3 5x6 = 5x10 = 8 5x6 = 4x8 = 2x4 I 6x6 = 4x6 = 3x9 3x9 9-00-00 1-0-00 2-3-4 6--8-128-12 Plate Offsets (X Y)-- f2:0-3-5 Edgel 12 0-0-0 0-2-21 [4 0-3-12 0-2-121 15 0-4-12 0-1-12] [7:0-3-5.Edgel 17:0-0-0 0-1-10] [8:0-3-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.11 2-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.52 Vert(TL) -0.29 2-10 >502 240 TCDL 10.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 ' Code IRC2012/TP12007 (Matrix) Wind(LL) 0.02 2-10 >999 240 Weight: 71 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF ND.2 TOP CHORD Structural wood sheathing directly applied or 5-3-6 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc pudins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEDGE 6-0-0 oc bracing: 7-8. Left: 2x4 HF Stud, Right: 2x4 HF Stud REACTIONS. (Ib/size) 2=616/0-5-8,8=1179/0-5-8,7=166/0-3-8 Max Horz 2=62(LC 10) Max Uplift2=-205(LC 6), 8=-245(LC 7), 7=-56(LC 11) Max Grav 2=797(LC 27), 8=1476(LC 27), 7=228(LC 31) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1086/233, 3-11=-946/250, 3-4=-423/87, 4-5=-343/119, 5-6=-86/648 BOT CHORD 2-10=-232/951 WEBS 3-10=-685/250, 5-10=-82/694, 5-9=-276/0, 5-8=-1105/252, 6-8=-646/232 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live toad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N90 LIC fit between the bottom chord and any other members. •.• • • ••.• 5 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 7 except (jt=1b) 2=205 �� .•• S o oti •.• FQ 8=245. 9) Graphical puriin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 2 ; • G 4018 FSS��NAL EN September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M�Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Crfferia, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Height CA 95610 Job Truss Truss Type Qty Ply 735,& LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP 848498349 735A -GR TS Hip 1 1 LumberDOL 1.15 BC 0.36 Vert(TL) -0.13 2-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0-0 7-0.0 7.640 s Apr 19 2016 MITek Industries, Inc. Thu Sep 22 13:10:53 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-YLg?i_X WEipO?o2vdOHZilcEKjm69iafxVokuTyb2Om 12-0-0 19-0-0 5-0-0 7-0-0 Scale = 1:34.3 6x10 = 600 = 3x6 = 2x4 3x4 = 6 3x5 = 3x4 = 12-0-0 19- - 7-0-0 5-0-0 Plate Offsets (X Y)-- [4:0-5-0.0-3-131.[5:0-0-7.0-0-71 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.05 2-8 >999 360 MT20 185/144 TCDL 10.0 LumberDOL 1.15 BC 0.36 Vert(TL) -0.13 2-8 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.03 2-8 >999 240 Weight: 71 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF No.2 2-0-0 oc purlins (10-0-0 max.): 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (Ib/size) 5=214/0-3-8.2=631/0-5-8,6=1116/0-5-8 Max Horz 2=52(LC 12) Max Upljft5=-82(LC 11), 2=-218(LC 6), 6=-233(LC 7) Max Grav 5=312(LC 31), 2=769(LC 27), 6=1122(LC 27) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-781/193,4-11=-11/328,5-11=-39/314 BOT CHORD 2-8=-137/671, 7-8=-141/664,6-7=-141/664 WEBS 3-6=-927/222, 4-6=-661/247 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Ot=lb) 2=218 SPD 0 Lic 6=233. 9) Graphical purlin representation does not depict the size or the orientation of the purtin along the top and/or bottom chord. •••aee•ee•e �� •:O SOON •e• tCQ 02 i �O moi• : 018 �FSS�ONAI. September 23,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 my. 10/0312015 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI) Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498350 735A -GR T6 Half Hip 1 1 Max Horz 2=194(LC 7) Max Uplift6=-178(LC 6), 2=-246(LC 6) Max Grav 6=682(LC 23), 2=968(LC 24) Job Refere o tional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2018 M7ek Intlustries, Inc. Thu Sep 22 13:10:53 2016 Page 1 I D: S4VXXKq_apam_nYJxUq Eturt0d-YLg?i_XWEipO?o2vd0HZjlc9Djj?9nLfxVokuTyb20m -1-0-0 i- 4-6-5 9-0-0 14-0-0 1-0-0 4-6-5 4-5-11 5-0-0 Scale= 1:25.3 5x6 = 4x6 = 5x6 = 4x8 - 3x4 11 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.65 BC 0.56 WB 0.34 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.13 2-7 >999 360 Vert(TL) -0.33 2-7 >493 240 Horz(TL) 0.02 6 n/a n/a Wind(LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 54 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-3 oc purlins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=677/Mechanical, 2=784/0-5-8 Max Horz 2=194(LC 7) Max Uplift6=-178(LC 6), 2=-246(LC 6) Max Grav 6=682(LC 23), 2=968(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1517/353, 3-8=-884/196, 4-8=-798/208, 4-5=-762/235, 5-6=-642/196 BOT CHORD 2-7=-329/1349 WEBS 3-7=-633/240, 5-7=-202/893 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ND 0 L/Cp fit between the bottom chord and any other members. �•••••••• 8) Refer to girder(s) for truss to truss connections. V�•0 Soo/v%. FO 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=178, 0 QD 0e. 2=246. i- 0. 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 0 G%s 4018 O •. : \�� ONAL September 23,2016 A WARNING -Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M P7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M''r®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 Citrus He' his CA 95610 Job Truss Truss Type Qty Ply 735A I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848498351 735A_GR T7 Half Hip 1 1 MT20 185/144 (Roof Snow=30.0) Job Reference ODtional Alpine Lumber Co., Commerce CBy,C0.80022 7.640 S Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:54 2016 Page 1 ID:S4VXXKq_apam_nYJxugEturtOri-1XENvKYB?OxFdyd5B600Gz9N778xuJroA9YIQvyb201 -1-0-08-0-0 8-0,12 r 1-0-0 8-0-0 0-0-12 Scale = 1:20.6 o�d 2x4 3 3x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.05 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.12 2-5 >751 240 TCDL 10.0 Rep Stress Incr YES WE 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 2 "" 240 Weight: 34 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (lb/size) 5=390/Mechanical, 2=487/0-5-8 Max Horz 2=168(LC 7) Max Uplift5=-113(LC 10), 2=-169(LC 6) Max Grav 5=457(LC 15), 2=51 O(LC 15) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-381/158 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 5=113, 2=169. ��Ng0 LICF�S 0 SOON '•• FO O 0�+: 4018 �c �FSS�ONAL ANG September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 101032015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc pudins, except 3-5: 2x6 SPF 1650F 1.5E end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 848498352 735A -GR T8 Half Hip 1 1 Max Horz 2=150(LC 7) Max Uplift6=-175(LC 6), 2=-249(LC 6) Max Grav 6=764(LC 23), 2=905(LC 24) Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 61 1-0-0 7-0-0 7.640 s Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:54 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-1XENvKYB?OxFdyd5B600Gz91G71cuENoAgYlQvyb20l 10x10 MT20HS = 3-4-4 3x4 = 3-7-12 Scale= 1:25.6 3x4 11 5x6 = 3x6 = 7-0-0 14-0-0 LOADING (pst) TOLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.82 BC 0.66 WB 0.35 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.09 2-7 >999 360 Vert(TL) -0.19 2-7 >868 240 Horz(TL) 0.02 6 n/a n/a Wind(LL) 0.06 2-7 >999 240 PLATES GRIP MT20 185/144 MT20HS 139/108 Weight: 54 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-1-5 oc pudins, except 3-5: 2x6 SPF 1650F 1.5E end verticals, and 2-0-0 oc pudins (6-0-0 max.): 3-5. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=677/Mechanical, 2=784/0-5-8 Max Horz 2=150(LC 7) Max Uplift6=-175(LC 6), 2=-249(LC 6) Max Grav 6=764(LC 23), 2=905(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1255/269, 3-8=-1140/289, 3-4=-1072/329 BOT CHORD 2-7=-262/1065, 6-7=-215/745 WEBS 4-7=-140/682, 4-6=-857/253 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 0 0 LIC 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O�P ..• • •..� S '• 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� ; soON •. FQ fit between the bottom chord and any other members. • 0 9) Refer to girder(s) for truss to truss connections. 2 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 6=175, 2=249. -44018 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord, '. p • CG' • '(4 �� +••• ' JX/ ••� SSS/O N Al- ENS\ September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type City Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud R48498353 735A -GR T9 Common 5 1 Max Uplift2=-150(LC 10), 6=-150(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-812/148, 3-9=-699/153, 4-9=-695/171, 4-10=-695/171, 5-10=-699/153, Job Reference o ti al Alpine Lumber Co., Commerce CBy,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:55 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0d-Vkom7gZnmJ36F6CIIpJ1oAhXNXSOdliyPpHryLyb2Ok -1-0-06-3-0 12-6-0 13-6-0 1-0-0 6-3-0 6-3-0 1-0-0 Scale = 1:25.9 5x6 - 3x9 11 2x4 11 3x9 I I LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.48 BC 0.31 WB 0.09 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.04 6-8 >999 360 Vert(TL) -0.08 6-8 >999 240 Horz(TL) 0.02 6 n/a n/a Wind(LL) 0.03 2-8 >999 240 PLATES GRIP MT20 185/144 Weight: 49 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 1650F 1.5E 3-5-11, Right 2x6 SPF 1650F 1.5E 3-5-11 REACTIONS. (Ib/size) 2=705/0-5-8,6=705/0-5-8 Max Herz 2=72(LC 9) Max Uplift2=-150(LC 10), 6=-150(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-812/148, 3-9=-699/153, 4-9=-695/171, 4-10=-695/171, 5-10=-699/153, 5-6=-812/148 BOT CHORD 2-8=-76/626, 6-8=-76/626 WEBS 4-8=0/260 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=150, 0 LIC �F,NU ..•.. 6=150. •SOON . CO\ • O •SFO • O O� ' Ot -44018 per, `•. .� \�<c, ONZ September 23,2016 A WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGEMI-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mitek(l) connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Oty Ply 131A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud 848498354 735A -GR T10 Common 1 1 Max Uplift6=-115(LC 11), 2=-148(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/140, 3-8=-650/145, 4-8=-624/163, 4-5=-581/167, 5-6=-768/142 Job Beference (optional) Alpine Lumber Co., Commerce City,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:48 2016 Page 1 I D: S4VXXKq_apam_nYJxUgElurtOri-C Nt6fHTOPAB6v19xrrh00ivLBi4OUaOwoD5zCFyb20r -1-0-06-3-0 12-0-8 1-0-0 6-3-0 5-9-8 Scale = 1:25.1 4x6 = �1 3x9 11 2x4 11 3x9 11 LOADING (psf) TOLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.48 BC 0.29 WE 0.09 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.04 2-7 >999 360 Vert(TL) -0.08 2-7 >999 240 Horz(TL) 0.01 6 Ilia We Wnd(LL) 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 47 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 3-5-11, Right 2x6 SPF 165OF 1.5E 3-3-13 REACTIONS. (Ib/size) 6=599/Mechanical, 2=685/0-5-8 Max Horz 2=72(LC 7) Max Uplift6=-115(LC 11), 2=-148(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-764/140, 3-8=-650/145, 4-8=-624/163, 4-5=-581/167, 5-6=-768/142 BOT CHORD 2-7=-71/581, 6-7=-71/581 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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 30.0 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 6=115, 2=148. pNDO LICF�s V40* •* SOON•e Fo ' O2 S Oe 4018 : ONA -E� September 23,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not e a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 735A I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848498355 735A_GR T11 Common 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 7.640 s Apr 19 2016 MiTek Industries, Inc, Thu Sep 22 13:10:49 2016 Page 1 I D: S4VXX Kq_apam_nYJxUgEturt0ri-gaRUscUOATJyX BkBOZCdZvRUB609DOG30tgXliyb20q 1-0-0 6-0-0 6-0-0 - 1-0-0 4x8 8 63x4 3x4 4x8 - Scale = 1:39.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.59 Vert(LL) -0.02 7-8 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.05 7-8 >999 240 Rep Stress Incr YES WB 0.15 Horz(TL) 0.01 6 n/a n/a BCLL 0.0 Code IRC2012rrPI2007 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 56Ito FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 8=677/0-5-8, 6=677/0-5-8 Max Horz 8=259(LC 7) Max Uplift8=-131(LC 8), 6=-131(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-588/156, 3-4=-588/156, 2-8=-617/164, 4-6=-617/164 BOT CHORD 7-8=-319/477, 6-7=-155/293 WEBS 2-7=-196/288, 4-7=-211/301 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 8=131, 6=131. �N00 CtCF Cj��.'o•5oo/%*% �o •• 0 02 44018 September 23,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mi Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®kms is always requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc pudins: 3-4. 848498356 735A -GR T12 Half Hip 1 1 Max Horz 2=136(LC 7) Max Uplift 5=-98(LC 6), 2=-173(LC 6) Max Grav 5=373(LC 1), 2=627(LC 24) Job R ference o lional Alpine Lumber Co., Commerce City,C0.80022 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:49 2016 Page 1 I D: S4VXXKq_apam_nYJxUq EturtOri-gaRUscUOATJyXBk8OZCdZvRO36M1 D1 u30tgXliyb2Oq -1-0-06-0-0 _ _ _ 8-0-0 1-0-0 6.0-0 2-0-0 Scale = 1:18.0 4x6 = 2x4 II 3 4 4x6 = 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.98 BC 0.50 WB 0.11 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-6 >999 360 Vert(TL) -0.09 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 29 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, and BOT CHORD 2x4 SPF No.2 2-0-0 oc pudins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=373/Mechanical, 2=488/0-5-8 Max Horz 2=136(LC 7) Max Uplift 5=-98(LC 6), 2=-173(LC 6) Max Grav 5=373(LC 1), 2=627(LC 24) FORCES. (lb) - Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-403/35 BOT CHORD 2-6=-59/282, 5-6=-63/275 WEBS 3-5=-437/73 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will N00 L I C fit between the bottom chord and any other members. L �.•••••«• S 8) Refer to girder(s) for truss to truss connections. �� : ' SOO/jV* % (rQ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) Q� •: 2=173. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 4018 ss�oi AN_ September 23,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type aty Ply 735A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848498357 735A -GR T13 Half Hip 1 1 REACTIONS. (Ib/size) 5=296/Mechanical, 2=414/0-5-8 Max Horz 2=136(LC 7) Max Uplift5=-79(LC 6), 2=-154(LC 6) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 7.640 5 Apr 19 2016 Mfrek Industries, Inc. Thu Sep 22 13:10:50 2016 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-8m?t4yVexnRp8LJKyGks57_e1 WhRyUdDFXa4H8yb20p -1-0-06-0-0 66 1-0-0 6-0-0 0-6-0 Scale= 1:17.9 8x8 = 4 5x6 = 3x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fTP12007 CSI. TC 0.65 BC 0.55 WB 0.08 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.02 2-6 >999 360 Vert(TL) -0.03 2-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.01 2-6 >999 240 PLATES GRIP MT20 185/144 Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SPF No.2 end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-6: 2x4 HF Stud WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=296/Mechanical, 2=414/0-5-8 Max Horz 2=136(LC 7) Max Uplift5=-79(LC 6), 2=-154(LC 6) Max Grav 5=361 (LC 24), 2=548(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=470/34, 4-5=-306/95 BOT CHORD 2-6=-37/322 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 0 LIC fit between the bottom chord and any other members. p�PD •.••••..• cr 8) Refer to girder(s) for truss to truss connections. �� •• Sooty •.• F� 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Ot=1b) 0 , 2=154. • 2 • 10) Graphical pur in representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. ; �r 4018 .� ss/ONZ September 23,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1-7473 rev. 101032015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 735,& Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848498358 735A_GR V1 Valley 1 1 WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Job Reference (optional) Alpine lumber Co., Commerce CBy,CO.80022 7.840 s Apr 19 2016 Mirek Industries, Inc. Thu Sep 22 13:10:55 2016 Pagel ID:S4VXXKq_apam nYJxUgEturtOri-Vkom7gZnmJ36F6CIIpJloAhaFXTgdlEyPpHryLyb20k 5-0-14 3-0-0 5-2-4 4x8 \\ 3x6 // 7 6 3x4 2x4 11 2x4 11 Scale= 1:27.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 BCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight: 37 Ib FT = 20 BCDL 10.0 _ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 13-3-2. (lb) - Max Horz 1=-145(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 6=-136(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 5 except 1=261(LC 26), 7=470(LC 1), 6=401 (LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-7=-345/122, 4-6=-314/178 NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 1, 5, 7 except (jt=1b) 6=136. �o� N'D0 L1cF�s �° soO�`'•. �o 0 ,17 ' o 02 : ;1 4018 o�sS,O N AL September 23,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the buildng designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 731,& PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 848498359 735A -GR V2 Valley 1 1 TCDL 10.0 Lumber DOL 1.15 Rep Stress Incr YES Job Refer tional Alpine Lumber Co., Commerce Chy,C0.80022 3-10-8 7.640 s Apr 19 2016 MiTek Industries, Inc. Thu Sep 22 13:10:56 2016 Page 1 ID:S4VXXKq_apam nYJxUgEturt0d-zwMBKOaPXdBzsGmUJXgGLOElaxrbMB95dT1PVoyb20j 3-0-0 2-2-4 Scale = 1:22.4 4x6 = 5 3x4 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 Rep Stress Incr YES BC 0.12 WB 0.14 Vert(TL) n/a n/a 999 Horz(TL) -0.00 4 n/a n/a 8CLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 25 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 9-0-12 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=619-0-12,4=79/9-0-12,5=691/9-0-12 Max Horz 1=-107(LC 6) Max Uplift s=-83(LC 15), 4=-35(LC 7), 5=-216(LC 11) Max Grav 1=101(LC 14), 4=87(LC 28), 5=691 (LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-81/288, 2-7=-110/329 WEBS 2-5=-565/248 NOTES - 1) Wind: ASCE 7-10; Vul1=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 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) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4 except Qt=1b) 5=216. y,ND 0 L/reds ; •'p 5 'ov ; c0 O 02 4018 ? -o • • cr September 23,2016 ,& WARNING - Verily, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 735A Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848498360 735A_GR V3 Valley 1 1 BC 0.04 Vert(TL) n/a n/a 999 TCDL 10.0 f Rep Stress Incr YES WB 0.03 Job Reference (optional Alpine Lumber Co., Commerce Chy,C0.80022 7.840 5 Apr 19 2018 MiTek Industries, Inc. Thu Sep 22 13:10:56 2016 Page 1 ID:S4VXXKq apam_nYJxUgElurtOd-zwM8KOaPXdBzsGmUJXgGLOEoOxslMDx5dTlPVoyb20j 2-8-2 5-43 2-8-2 2-8-2 4x6 = 2x4 4- 2x4 11 2x4 "� Scale: 314"=1' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) n/a n/a 999 TCDL 10.0 f Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 15 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=135/5-4-3,3=135/5-4-3,4=185/5-4-3 Max Horz 1=-69(LC 4) Max Uplift I=-39(LC 8), 3=-45(LC 9), 4=-4(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 54-3 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=152mph (3 -second gust) V(IRC2012)=120mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. y,NDO LieF� cam;'p SOON •% O �Z 0• 4018 ONAL ANG September 23,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10)032015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane li Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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Plan 735 Garage Left Designed By: McKennon Piil Project Date: Monday, November 28, 2016 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Cc 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688.4487 Company Fax: 303.688-1811 Company E-Mail Address: mpiil@smithandwillis.com Deslgn'Dat _, . Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry But Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -44 Nfibck Figures Total Building Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (W) of Cond. Space: 37,106 WIMM 1Loads . Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 Total Latent Gain: -2,354 Btuh 0 Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton, CO 60725 Page 2 Miscellaneous Report System 1 WholeHouse System Outdoor Outdoor Outdoor Indoor indoor Graihs n utData p Bulb Wet Bulb Rel.Hum Rel.Hum D Bulb Difference. Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 MCI: Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.279 AC/hr 0.250 AC/hr 126 CFM 113 CFM _ Infiltration Actual: 0.322 AC/hr 0.297 AC/hr Above Grade Volume: X 27.006 Cu.ft. X 27.006 Cu.ft. 8,683 Cu.ft./hr 8,015 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 145 CFM 134 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (113 CFM) Summer Infiltration Specified: 0.250 AC/hr (113 CFM) M:\...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton 00 80125 Page 3 Load Preview Report Net fl.' Sen Let Net San Sys Sys Sys Duct Scope Ton /Tool Area -Gan Gain Loss CFM CFM' CFMl_ Site Bolding ----__----- ---�- --__---- 2.06 2,096 3,903 --Gain 24,698 -2,354 24,698 47,332 929 1,120 1,120 System 1 2.06 2,096 3,903 24,698 -2,354 24,698 47,332 929 1,120 1,120 21x20 Humidification 4,265 Zone 1 3,903 24,698 -2,354 24.698 43,067 929 1,1990 1,120 1205 1 -Basement 1,080 1,016 -71 1,016 7,217 156 46 156 5,5,5,5 2 -Crawl Space 252 77 .51 77 1,459 31 3 31 NoI M1 D: 3 -WIC 49 351 -175 351 1,418 31 16 31 5 4 -Mud Room 102 974 -193 974 2,004 43 44 44 5 5 -Great Room 315 5,609 -339 5,609 6,385 138 254 254 7,7,7 6 -Study 148 2,003 -268 2,003 2,875 62 91 91 6,6 7-PNDR 36 225 -52 225 528 ii 10 11 4 8 -Foyer 211 1,118 .264 1,118 2,360 51 51 51 6 9-Dining/Kitchen 472 4,724 -460 4,724 5,488 118 214 214 7,7,7 10 -WIC 122 594 -159 594 1,494 32 27 32 5 11-Lntly 59 608 -50 608 701 15 28 28 5 12-Bedmom2 170 1,639 56 1,695 1,836 40 74 74 5,5 13-Mstr Sule 279 2,210 -40 2,210 2,876 62 100 100 6,6 14-Mstr Bath 129 536 -89 536 1,110 24 24 24 5 15 -WC 22 195 -21 195 324 7 9- 9 4 16 -Bath 2 70 449 -67 449 743 16 20 20 4 17-Bedmom3 207 2,144 -111 2,144 3,622 78 97 97 6,6 18 -Hall 160 226 0 226 627 14 10 14 4 Sum of room aidlows may be greater than system airflow because system mom airflow option uses the greater of heating or cooling. M:\ ...\Remington Ho... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Smith & Willis HVAC LLC Remington Homes -Quail Ridge -5256 Pierson Cf. Plan 735 Garage Left I igWi en. am ;ls M Peas 4 Type - Duct Svstem 1 - Roughness Diameter Temperature Width Length Height ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-C, Effective Length: 55.3 0.000 Trunk 0.0003 22.4 Up: Fan 55 21 Rect 0.7 20 Presize 1,117 4.8 ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 1.5 Presize Trunk 0.0003 16.9 Up: SMT -100 55 25 Rect 1.5 10 Presize 1,077 8.8 --Duct Name: ST -120, Feeds Into: Basement, Effective Length: 3.5 55 Trunk 0.0003 12.9 Up: SMT -100 128 14 Fact 3.5 10 Presize 109 14 -Duct Name: SR -100, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 43.8 12.9 Runout 0.0003 7 Up: ST -260 55 5.4 Rnd 19.2 7.7 Presize 71 35.1 -Duct Name: ST -130, Feeds Into: Basement, Effective Length: 4.5 0.000 Trunk 0.0003 12.9 Up: ST -260 55 14 Rect 4.5 10 Presize 426 18 -Duct Name: ST -140, Effective Length: 3.3 0.322 Presize 1,077 Trunk 0.0003 12.9 Up: ST -150 55 14 Rect 3.3 10 Presize 230 13.3 --Duct Name: ST -150, Effective Length: 8.0 Trunk 0.0003 12.9 Velocity SPL.0 Loss/100 SPL Fit, Eq. Len SPL. 383 0.000 0.009 0.005 54.6 0.275 0.479 0.321 620 0.001 0.035 0.000 0.0 0.001 0.478 0.322 Trunk 0.0003 12.9 Up: ST -160 55 14 Rect 8.0 10 Presize 230 32 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 0.5 0.004 Trunk 0.0003 16.9 Up: ST -110 55 25 Rect 0.5 10 Presize 1,077 2.9 -Duct Name: ST -170, Effective Length: 6.2 0.000 Trunk 0.0003 12.9 Up: ST -140 55 14 Fact 6.2 10 Presize 112 24.7 -Duct Name: ST -180, Effective Length: 2.5 0.000 Trunk 0.0003 12.9 Up: ST -140 55 14 Rect 2.5 10 Presize 118 10 -Duct Name: SR -110, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 43.8 0.334 Runout 0.0003 7 Up: ST -490 55 5.4 Rnd 19.2 7.7 Presize 71 35.1 -Duct Name: SR -120, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 46.2 Runout 0.0003 7 Up: ST -470 55 5.4 Rnd 14.0 7.7 Presize 71 25.7 -Duct Name: ST -200, Feeds Into: Basement, Effective Length: 1.3 Trunk 0.0003 12.9 Up: ST -470 55 14 Rect 1.3 10 Presize 55 5.3 -Duct Name: SR -130, Supplies: Great Room, Fitting: 2-I, Effective Length: 43.3 Runout 0.0003 7 Up: ST -250 55 5.4 Rnd 13.7 7.7 Presize 85 25 -Duct Name: ST -210, Feeds Into: Basement, Effective Length: 5.5 Trunk 0.0003 16.9 Up: ST -250 55 25 Rect 5.5 10 Presize 633 32.1 112 0.000 0.002 0.000 0.0 0.000 0.479 0.321 266 0.004 0.018 0.005 24.6 0.008 0.467 0.333 438 0.001 0.024 0.000 0.0 0.001 0.474 0.326 237 0.000 0.008 0.000 0.0 0.000 0.477 0.323 237 0.001 0.008 0.000 0.0 0.001 0.478 0.322 620 0.000 0.035 0.000 0.0 0.000 0.478 0.322 115 0.000 0.002 0.000 0.0 0.000 0.477 0.323 121 0.000 0.002 0.000 0.0 0.000 0.477 0.323 266 0.004 0.018 0.005 24.6 0.008 0.464 0.336 266 0.003 0.018 0.006 32.2 0.009 0.463 0.337 57 0.000 0.001 0.000 0.0 0.000 0.472 0.328 318 0.003 0.025 0.007 29.6 0.011 0.466 0.334 365 0.001 0.013 0.000 0.0 0.001 0.476 0.324 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes- Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 60125 Paga5. Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. Runout 0.0003 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.AVail SPL.Cumuf' ---Duct Name: SR -140, Supplies: Great Room, Effective Length: 13.7 Runout 0.0003 7 318 0.003 Up: ST -210 55 5.4 0.025 0.000 Rnd 13.7 7.7 0.0 0.003 Presize 85 25 0.472 0.328 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 15.2 395 0.001 Up: ST -210 55 20 0.017 0.000 Rect 4.0 10 0.0 0.001 Presize 548 20 0.475 0.325 ---Duct Name: SR -150, Supplies: Great Room, Fitting: 2-I, Effective Length: 51.1 Runout 0.0003 7 318 0.003 Up: ST -300 55 5.4 0.025 0.009 Rnd 13.7 7.7 37.5 0.013 Presize 85 25 0.465 0.335 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 2.2 Trunk 0.0003 16.9 439 0.000 Up: ST -300 55 25 0.018 0.000 Rect 2.2 10 0.0 0.000 Presize 762 12.6 0.477 0.323 ---Duct Name: SR -160, Supplies: WIC, Fitting: 2-I, Effective Length: 23.9 Runout 0.0003 5 227 0.001 Up: ST -410 128 3.9 0.019 0.003 Rnd 6.8 5.5 17.1 0.005 Presize 31 8.9 0.474 0.326 ---Duct Name: SR -170, Supplies: Mud Room, Fitting: 2-1, Effective Length: 28.3 Runout 0.0003 5 323 0.003 Up: ST -230 55 3.9 0.040 0.009 Rnd 6.3 5.5 22.0 0.011 Presize 44 8.3 0.466 0.334 ---Duct Name: ST -250, Feeds Into: Basement, Effective Length: 3.2 Trunk 0.0003 16.9 414 0.001 Up: ST -230 55 25 0.017 0.000 Rect 3.2 10 0.0 0.001 Presize 718 18.5 0.477 0.323 ---Duct Name: SR -180, Supplies: Foyer, Fitting: 2-I, Effective Length: 41.5 Runout 0.0003 6 260 0.004 Up: ST -220 55 4.7 0.022 0.005 Rnd 18.3 6.6 23.2 0.009 Presize 51 28.8 0.466 0.334 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 2.0 Trunk 0.0003 15.2 358 0.000 Up: ST -220 55 20 0.014 0.000 Rect 2.0 10 0.0 0.000 Presize 497 10 0.475 0.325 ---Duct Name: SR -190, Supplies: Study, Fitting: 2-I, Effective Length: 53.8 Runout 0.0003 6 229 0.004 Up: ST -480 55 4.7 0.017 0.005 Rnd 25.3 6.6 28.5 0.009 Presize 45 39.8 0.464 0.336 ---Duct Name: ST -270, Feeds Into: Basement, Effective Length: 2.7 Trunk 0.0003 12.9 380 0.000 Up: ST -480 55 14 0.018 0.000 Rect 2.7 10 0.0 0.000 Presize 369 10.7 0.473 0.327 ---Duct Name: SR -200, Supplies: Study, Fitting: 2-1, Effective Length: 47.8 Runout 0.0003 6 229 0.004 Up: ST -200 55 4.7 0.017 0.004 Rnd 25.3 6.6 22.5 0.008 Presize 45 39.8 0.463 0.337 ---Duct Name: ST -280, Feeds Into: Basement, Effective Length: 1.7 Trunk 0.0003 12.9 11 0.000 Up: ST -200 128 14 0.000 0.000 Rect 1.7 10 0.0 0.000 Presize 11 6.7 0.472 0.328 ---Duct Name: SR -210, Supplies: PWDR, Fitting: 2-I, Effective Length: 23.4 Runout 0.0003 4 126 0.001 Up: ST -280 128 3.1 0.009 0.001 Rnd 12.5 4.4 10.9 0.002 Presize 11 13.1 0.470 0.330 ---Duct Name: ST -300, Feeds Into: Basement, Effective Length: 2.8 Trunk 0.0003 16.9 488 0.001 Up: ST -160 55 25 0.022 0.000 Rect 2.8 10 0.0 0.001 Presize 847 16.5 0.478 0.322 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc. Smith. & Willis HVAC LLC Remington Homes- Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Littleton CO 80125 E Pae 6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd --- Duct Name, etc. 0.005 Runout 0.0003 5 Runout 0.0003 Type Roughness Diameter Velocity SPL. Ducl Upstream Temperature Width loss/100 SP L.Fil Shape Length Height Fit. Eq.Len SPL.Td Sizing CFM Area SP.Avail SPL.Cumu -Duct Name: SR -220, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 54.4 0.005 Runout 0.0003 5 Runout 0.0003 6 255 0.005 Up: ST -420 55 4.7 0.021 0.006 Rnd 25.2 6.6 29.3 0.011 Presize 50 39.5 0.460 0.340 -Duct Name: ST -310, Feeds Into: Basement, Effective Length: 2.0 0.007 Trunk 0.0003 12.9 Trunk 0.0003 12.9 352 0.000 Up: ST -270 55 14 0.016 0.000 Rect 2.0 10 0.0 0.000 Presize 342 8 0.473 0.327 ---Duct Name: SR -230, Supplies: Mstr Suite, Fitting: 2-I, Effective Length: 39.4 0.002 Trunk 0.0003 12.9 Runout 0.0003 6 255 0.004 Up: ST -430 55 4.7 0.021 0.004 Rnd 19.3 6.6 20.0 0.008 Presize 50 30.4 0.464 0.336 ---Duct Name: SR -240, Supplies: Mstr Bath, Fitting: 2-I, Effective Length: 27.3 Trunk 0.0003 12.9 Runout 0.0003 5 176 0.002 Up: ST -310 55 3.9 0.014 0.002 Rnd 12.8 5.5 14.5 0.004 Presize 24 16.8 0.469 0.331 ---Duct Name: SR -250, Supplies: WC, Fitting: 2-I, Effective Length: 21.7 Runout 0.0003 6 Runout 0.0003 4 103 0.001 Up: ST -450 55 3.1 0.007 0.001 Rnd 12.3 4.4 9.4 0.002 Presize 9 12.9 0.471 0.329 --Duct Name: SR -260, Supplies: WIC, Fitting: 2-I, Effective Length: 34.9 Runout 0.0003 5 235 0.003 Up: ST -270 128 3.9 0.021 0.005 Rnd 12.3 5.5 22.5 0.007 Presize 32 16.1 0.466 0.334 -Duct Name: SR -270, Supplies: Lndry, Effective Length: 3.5 0.005 Runout 0.0003 5 Up: ST -390 55 3.9 Rnd 3.5 5.5 Presize 28 4.6 ---Duct Name: SR -280, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 39.1 0.000 Runout 0.0003 5 Up: ST -170 55 3.9 Rnd 15.5 5.5 Presize 37 20.3 ---Duct Name: ST -350, Effective Length: 5.8 0.007 Trunk 0.0003 12.9 Up: ST -170 55 14 Rect 5.8 10 Presize 75 23.3 --Duct Name: SR -290, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 36.6 0.323 Runout 0.0003 5 Up: ST -350 55 3.9 Rnd 15.5 5.5 Presize 37 20.3 --Duct Name: ST -360, Effective Length: 1.8 0.002 Trunk 0.0003 12.9 Up: ST -350 55 14 Rect 1.8 10 Presize 38 7.3 --Duct Name: SR -300, Supplies: Bath 2, Fitting: 2-1, Effective Length: 23.9 Runout 0.0003 4 Up: ST -180 55 3.1 Rnd 8.7 4.4 Presize 20 9.1 -Duct Name: ST -370, Effective Length: 9.5 Trunk 0.0003 12.9 Up: ST -180 55 14 Fact 9.5 10 Presize 98 38 ---Duct Name: SR -310, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 21.9 Runout 0.0003 6 Up: ST -370 55 4.7 Rnd 2.0 6.6 Presize 49 3.1 -Duct Name: SR -320, Supplies: Bedroom 3, Effective Length: 9.5 Runout 0.0003 6 Up: ST -370 55 4.7 Rnd 9.5 6.6 Presize 49 14.9 205 0.001 0.018 0.000 0.0 0.001 0.476 0.324 271 0.005 0.029 0.007 23.6 0.011 0.466 0.334 77 0.000 0.001 0.000 0.0 0.000 0.477 0.323 271 0.005 0.029 0.006 21.1 0.011 0.466 0.334 39 0.000 0.000 0.000 0.0 0.000 0.477 0.323 229 0.003 0.029 0.004 15.2 0.007 0.470 0.330 101 0.000 0.002 0.000 0.0 0.000 0.477 0.323 250 0.000 0.020 0.004 19.9 0.004 0.473 0.327 250 0.002 0.020 0.000 0.0 0.002 0.475 0.325 M:\ ...\Remington He ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac. Residential & Light Commercial HVAC Loads Elite Software Development, Inc. 'Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Littleton, CO 80125 _ Pae 7 Manual D Ductsize Data - Duct System i - Supply (cont'd) Runout 0.0003 ---Duct Name, etc. 160 0.000 Up: ST -360 128 3.1 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Hall Low SA, Supplies: Hall, Fitting: 2-I, Effective Length: 15.1 Runout 0.0003 4 160 0.000 Up: ST -360 128 3.1 0.014 0.002 Rnd 1.7 4.4 13.5 0.002 Presize 14 1.7 0.475 0.325 -•Duct Name: ST -390, Effective Length: 1.7 Trunk 0.0003 12.9 29 0.000 Up: ST -360 55 14 0.000 0.000 Rect 1.7 10 0.0 0.000 Presize 28 6.7 0.477 0.323 --Duct Name: SR -330, Supplies: Basement, Fitting: 2-I, Effective Length: 24.4 Runout 0.0003 5 286 0.002 Up: ST -120 128 3.9 0.029 0.005 Rnd 6.3 5.5 18.0 0.007 Presize 39 8.3 0.472 0.328 --Duct Name: ST -400, Feeds Into: Basement, Effective Length: 4.0 Trunk 0.0003 12.9 72 0.000 Up: ST -120 128 14 0.001 0.000 Rect 4.0 10 0.0 0.000 Presize 70 16 0.479 0.321 -Duct Name: SR -340, Supplies: Basement, Fitting: 2-I, Effective Length: 25.4 Runout 0.0003 5 286 0.002 Up: ST -400 128 3.9 0.029 0.005 Rnd 7.3 5.5 18.0 0.007 Presize 39 9.6 0.471 0.329 -Duct Name: ST -410, Feeds Into: Basement, Effective Length: 9.0 Trunk 0.0003 12.9 32 0.000 Up: ST -400 128 14 0.000 0.000 Rect 9.0 10 0.0 0.000 Presize 31 36 0.479 0.321 -Duct Name: SR -350, Supplies: Basement, Fitting: 2-I, Effective Length: 41.3 Runout 0.0003 5 286 0.004 Up: ST -130 128 3.9 0.029 0.008 Rnd 13.5 5.5 27.8 0.012 Presize 39 17.7 0.462 0.338 ---Duct Name: ST -420, Feeds Into: Basement, Effective Length: 0.5 Trunk 0.0003 12.9 181 0.000 Up: ST -460 55 14 0.005 0.000 Rect 0.5 10 0.0 0.000 Presize 176 2 0.472 0.328 --Duct Name: ST -430, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 233 0.000 Up: ST -490 55 14 0.008 0.000 Rect 0.8 10 0.0 0.000 Presize 226 3.3 0.472 0.328 -Duct Name: ST -440, Feeds Into: Basement, Effective Length: 3.8 Trunk 0.0003 12.9 318 0.001 Up: ST -450 55 14 0.013 0.000 Rect 3.8 10 0.0 0.001 Presize 309 15.3 0.472 0.328 --Duct Name: ST -450, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 327 0.000 Up: ST -310 55 14 0.014 0.000 Rect 0.8 10 0.0 0.000 Presize 318 3.3 0.473 0.327 --Duct Name: ST -460, Feeds into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 181 0.000 Up: ST -430 55 14 0.005 0.000 Rect 0.3 10 0.0 0.000 Presize 176 1.3 0.472 0.328 --Duct Name: ST -470, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 130 0.000 Up: ST -420 55 14 0.003 0.000 Rect 0.7 10 0.0 0.000 Presize 126 2.7 0.472 0.328 --Duct Name: ST -480, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 426 0.000 Up: ST -130 55 14 0.023 0.000 Rect 0.8 10 0.0 0.000 Presize 414 3.3 0.474 0.326 -Duct Name: SR -360, Supplies: Basement, Fitting: 2-I, Effective Length: 23.0 Runout 0.0003 5 286 0.001 Up: ST -440 128 3.9 0.029 0.005 Rnd 5.0 5.5 18.0 0.007 Presize 39 6.5 0.466 0.334 M:\ ...\Remington He ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Left Littleton CO. 80125 Page 8 Manual D Ductsize Data - Duct System_1 - Supply (cont'd) ---Duct Name, eta Type Roughness Diameter Velocity SPL.Duet Upstream Temperature Width Loss/100 SPL.Fit' Shape Length Height Fit Eq. Len SPL.Tot'. Sizing CFM Area SP.Avail SPL.Cumuh ---Duct Name: ST-490, Feeds Into: Basement, Effective Length: 3.0 Trunk 0.0003 12.9 306 0.000 Up: ST-440 55 14 0.012 0.000 Rect 3.0 10 0.0 0.000 Presize 297 12 0.472 0.328 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar" Number of active trunks: 33 Number of active runouts: 28 Total runout outlet airflow: 1,250 Main trunk airflow: 1,117 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-100 Smallest trunk diameter: 12.9 ST-120 Smallest runout diameter: 4 SR-210 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.270 Supply fan static pressure available: 0.530 Runout maximum cumulative static pressure loss: 0.340 SR-220 Return loss added to supply: 0.046 Total effective length of return ( ft.): 186.4 Hail High Total effective length of supply ( ft.): 150.8 SR-220 Overall total effective length ( ft.): 337.2 Hall High to SR-220 Design overall friction rate per 100 ft.: 0.157 (Available SP x 100 / TEL) System duct surface area (No Scenario): 981.2 Total system duct surface area: 981.2 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left'. Littleton CO 80125 _ __ Pae 9' Manual D Ductsize Data - Duct �ystem 1 - Return ---Duct Name, etc. 0.0003 Trunk 0.0003 18.6 Up: Fan 75 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss1100 SPL. Fit Shape Length Height Fit.Eq. Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul -Duct Name: RMT -100, Feeds From: Basement, Fitting: 5-A, Effective Length: 87.8 0.0003 Trunk 0.0003 18.6 Up: Fan 75 25 Rect 0.7 12 Presize 1,250 4.4 -Duct Name: RT -110, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 Up: RMT -100 75 Rect 0.8 Presize 1,250 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 Up: RT -240 75 Rect 3.2 Presize 597 -Duct Name: RT -130, Feeds From: Basement, Effective Length: 6.3 16.9 25 10 4.9 600 0.000 0.027 0.024 87.1 0.024 -0.022 0.046 720 0.000 0.044 0.000 0.0 0.000 -0.022 0.046 12.9 614 0.001 14 0.042 0.000 10 0.0 0.001 12.7 -0.020 0.043 Trunk 0.0003 12.9 Up: RT -120 75 14 Rect 6.3 10 Presize 597 25.3 ---Duct Name: Mud High, Returns From: Mud Room, Fitting: 6-F, Effective Length: 37.0 Runout 0.0003 12.9 Up: RT -110 75 14 Rect 1.3 10 Presize 535 5.3 --Duct Name: RT -140, Feeds From: Basement, Effective Length: 1.8 0.022 Trunk 0.0003 16.9 Up: RT -110 75 25 Rect 1.8 10 Presize 715 10.7 -Duct Name: Foyer High, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 0.0 Runout 0.0003 7 Up: RT -150 75 5.4 Rnd 15.7 7.7 Presize 80 28.7 --Duct Name: RT -150, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 12.9 Up: RT -200 75 14 Rect 3.2 10 Presize 240 12.7 --Duct Name: Foyer High, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 Up: RT -180 75 5.4 Rnd 15.7 7.7 Presize 80 28.7 -Duct Name: RT -160, Feeds From: Basement, Effective Length: 3.2 Trunk 0.0003 12.9 Up: RT -170 75 14 Rect 3.2 10 Presize 80 12.7 --Duct Name: RT -170, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 Up: RT -180 75 14 Rect 0.8 10 Presize 80 3.3 ---Duct Name: RT -180, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 12.9 Up: RT -150 75 14 Rect 1.2 10 Presize 160 4.7 -Duct Name: Foyer Low, Returns From: Study, Fitting: 6-F, Effective Length: 32.2 Runout 0.0003 7 Up: RT -160 75 5.4 Rnd 15.7 7.7 Presize 80 28.7 --Duct Name: Foyer High, Returns From: Foyer, Fittings: 8-D2, 6-F, Effective Length: 60.6 Runout 0.0003 7 Up: RT -270 75 5.4 Rnd 12.0 7.7 Presize 80 22 --Duct Name: RT -200, Feeds From: Basement, Effective Length: 1.5 Trunk 0.0003 12.9 Up: RT -270 75 14 Rect 1.5 10 Presize 431 6 614 0.003 0.042 0.000 0.0 0.003 -0.017 0.041 550 0.000 0.035 0.012 35.7 0.013 -0.009 0.013 412 0.000 0.016 0.000 0.0 0.000 -0.022 0.045 299 0.003 0.022 0.004 16.6 0.007 -0.006 0.007 247 0.000 0.008 0.000 0.0 0.000 -0.013 0.007 299 0.003 0.022 0.004 16.6 0.007 -0.006 0.007 82 0.000 0.001 0.000 0.0 0.000 -0.013 0.007 82 0.000 0.001 0.000 0.0 0.000 -0.013 0.007 165 0.000 0.004 0.000 0.0 0.000 -0.013 0.007 299 0.003 0.022 0.004 16.6 0.007 -0.006 0.007 299 0.003 0.022 0.011 48.6 0.013 -0.001 0.013 443 0.000 0.023 0.000 0.0 0.000 -0.014 0.037 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ®. Remington Homes - Quail Ridge - 5256 Pierson Cl. Plan 735 Garage Left Litheton, CO 80125 Page 10 Manual D Ductsize Data -Duct System i -Return (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizinq CFM Area SP.Avaii SPL.Cumul, ---Duct Name: Hall High, Returns From: Hall, Fittings: 8-D2, 6-F, Effective Length: 57.6 Runout 0.0003 7 299 0.002 Up: RT -220 75 5.4 0.022 0.011 Find 9.0 7.7 48.6 0.013 Presize 80 16.5 0.000 0.013 -Duct Name: Hall High, Returns From: Hall, Fittings: 8-D2, 6-F, Effective Length: 59.6 Runout 0.0003 7 299 0.002 Up: RT -260 75 5.4 0.022 0.011 Find 11.0 7.7 48.6 0.013 Presize 80 20.2 0.000 0.013 --Duct Name: RT -220, Feeds From: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 82 0.000 Up: RT -260 75 14 0.001 0.000 Fact 0.8 10 0.0 0.000 Presize 80 3.3 -0.013 0.013 -Duct Name: Bedroom High, Returns From: Bedroom 3, Fitting: 6-F, Effective Length: 27.1 Runout 0.0003 7 221 0.002 Up: RT -140 75 5.4 0.013 0.002 Find 11.7 7.7 15.4 0.004 Presize 59 21.4 -0.018 0.004 -Duct Name: RT -230, Feeds From: Basement, Effective Length: 1.2 Trunk 0.0003 16.9 378 0.000 Up: RT -140 75 25 0.014 0.000 Rect 1.2 10 0.0 0.000 Presize 656 6.8 -0.021 0.045 -Duct Name: Bedroom High, Returns From: Bedroom 3, Fitting: 6-F, Effective Length: 27.1 Runout 0.0003 7 221 0.002 Up: RT -230 75 5.4 0.013 0.002 Find 11.7 7.7 15.4 0.004 Presize 59 21.4 -0.018 0.004 --Duct Name: RT -240, Feeds From: Basement, Effective Length: 5.0 Trunk 0.0003 16.9 344 0.001 Up: RT -230 75 25 0.012 0.000 Rect 5.0 10 0.0 0.001 Presize 597 29.2 -0.021 0.045 --Duct Name: RT -250, Feeds From: Basement, Effective Length: 5.3 Trunk 0.0003 12.9 197 0.000 Up: RT -200 75 14 0.006 0.000 Rect 5.3 10 0.0 0.000 Presize 191 21.3 -0.013 0.037 ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 27.8 Runout 0.0003 5 227 0.004 Up: RT -250 75 3.9 0.021 0.002 Rnd 17.7 5.5 10.1 0.006 Presize 31 23.1 -0.008 0.006 --Duct Name: RT -260, Feeds From: Basement, Effective Length: 4.8 Trunk 0.0003 12.9 165 0.000 Up: RT -250 75 14 0.004 0.000 Rect 4.8 10 0.0 0.000 Presize 160 19.3 -0.013 0.037 -Duct Name: Ceiling RA, Returns From: Basement, Fitting: 6-F, Effective Length: 20.2 Runout 0.0003 7 322 0.001 Up: RT -130 75 5.4 0.025 0.004 Find 3.3 7.7 16.8 0.005 Presize 86 6.1 -0.012 0.005 ---Duct Name: RT -270, Feeds From: Basement, Effective Length: 9.0 Trunk 0.0003 12.9 526 0.003 Up: RT -130 75 14 0.032 0.000 Rect 9.0 10 0.0 0.003 Presize 511 36 -0.014 0.038 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Number of active trunks: 16 Number of active runouts: 11 Total runout outlet airflow: 1,250 Main trunk airflow: 1,250 Largest trunk diameter: 18.6 RMT -100 Largest runout diameter: 12.9 Mud High Smallest trunk diameter: 12.9 RT -120 Smallest runout diameter: 5 Crawl RA Runout maximum cumulative static pressure loss: 0.013 Hall High Return loss added to supply: 0.046 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvae - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left' Littleton CO 80125 Panel l Manual D Ductsize Data - Duct System 1 - Return cont'd Total effective effective length of return ( ft.): 186.4 Hall High System duct surface area (No Scenario): 435.3 Total system duct surface area: 435.3 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J Sth Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes- Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Pae 12 Total Building Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 511 10,585 0 15,070 15,070 SHGC 0.3 Remington Door: Door -U=0.2 37.8 522 0 189 189 R11 Draped -9: Wall -Basement, Custom, R11 Draped 903 3,178 0 0 0 R11 Draped -7: Wall -Basement, Custom, R11 Draped 309 1,111 0 14 14 R11 Draped -4: Wall -Basement, Custom, R11 Draped 256.8 968 0 41 41 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2996.8 12,821 0 2,657 2,657 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1815.9 2,505 0 1,778 1,778 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1331.8 1,838 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 483.8 768 0 100 100 50 Exposed Floor Subtotals for structure: 34,296 0 19,849 19,849 People: 4 800 920 1,720 Equipment: 0 1,700 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 134 8,771 -3,154 2,229 -925 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.63 gal/daY ..... _ _ _ 4,265 0 ...... _ 0 0 Total Building Load Totals: 47,332 -2,354 24,698 22,344 Check Figures Total Building Supply CFM: 1,120 CFM Per Square it.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (W) of Cond. Space: 37,106 Building Loads Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 Total Latent Gain: -2,354 Btuh 0 Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) ---j Ates Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington He ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac •Residential 8 Light Commercial 'HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Littleton CO 80125 Page. 13 System 1 Whole House System Summary Loads Component Area Sen Let Sen ' Desai tlon Quan Loss Gain Gain Remington: Glazing-Remington Windows, u-value 0.3, 511 10,585 0 15,070 15,070 SHGC 0.3 Remington Door: Door-U=0.2 37.8 522 0 189 189 R11 Draped-9: Wall-Basement, Custom, R11 Draped 903 3,178 0 0 0 R11 Draped-7: Wall-Basement, Custom, R11 Draped 309 1,111 0 14 14 R11 Draped-4: Wall-Basement, Custom, All Draped 256.8 968 0 41 41 R23: Wall-Frame, Custom, 2x6" Exterior Wall R23 2996.8 12,821 0 2,657 2,657 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1815.9 2,505 0 1,778 1,778 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1331.8 1,838 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide R50: Floor -Over open crawl space or garage, Custom, R 483.8 768 0 100 100 50_ Exposed.Floor _. Subtotals for structure: 34,296 0 19,849 19,849 People: 4 800 920 1,720 Equipment: 0 1,700 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 145, Summer CFM: 134 8,771 -3,154 2,229 -925 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 11.63gal/day : __ _, ...____ 4,265 0 0 _0 System 1 Whole House System Load Totals: 47,332 -2,354 24,698 22,344 JIJMIures Supply CFM: 1,120 CFM Per Square ft.: 0.287 Square ft. of Room Area: 3,903 Square ft. Per Ton: 2,096 Volume (ft3) of Cond. Space: 37,106 Total Heating Required Including Ventilation Air: 47,332 Btuh 47.332 MBH Total Sensible Gain: 24,698 Btuh 100 Total Latent Gain: -2,354 Btuh 0 Total Cooling Required Including Ventilation Air: 24,698 Btuh 2.06 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential &light Commercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page 141 Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036""C CN PV'4221 AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395682 34000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac • Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC E Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left LittletonCO 80125 Page 15 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,079.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,080.0 sq.ft. Supply Air: 156 CFM Ceiling Height: 9.0 ft. Supply Air Changes: 1.0 AC/hr Volume: 9,716.0 cu.ft. Req. Vent. Gig: 0 CFM Number of Registers: 4 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain` N -Wall-R11 Draped-9 1.5 X 9 13.5 0.051 3.5 48 0.0 0 0 E -Wall-R11 Draped-9 17.3 X 9 156 0.051 3.5 549 0.0 0 0 N -Wall-R11 Draped-9 5.5 X 9 49.5 0.051 3.5 174 0.0 0 0 E -Wall-R11 Draped-9 15.7 X 9 141 0.051 3.5 496 0.0 0 0 S -Wali-R71 Draped-7 11 X 9 79 0.051 3.5 280 0.0 0 1 E -W all-R11 Draped-9 3 X 9 27 0.051 3.5 95 0.0 0 0 S -Wall-R11 Draped-7 19 X 9 151 0.051 3.6 551 0.1 0 12 W -Wall-R11 Draped-9 11.3 X 9 102 0.051 3.5 359 0.0 0 0 N -Wail-R11 Draped-9 2.8 X 9 25.5 0.051 3.5 90 0.0 0 0 W -Wall-R11 Draped-9 20 X 9 180 0.051 3.5 633 0.0 0 0 N -Wall-Rt 1 Draped-9 9.2 X 9 82.5 0.051 3.5 290 0.0 0 0 E -Wall-R11 Draped-9 12.5 X 9 112.5 0.051 3.5 396 0.0 0 0 N-Wall-R11 Draped-711 X9 79 0.051 3.5 280 0.0 0 1 E -Wall-R71 Draped-9 1.5 X 9 13.5 0.051 3.5 48 0.0 0 0 S -GIs-Remington shgc-0.3 0 % S 20 0.300 20.7 414 18.1 0 361 S -GIs-Remington shgc-0.3 0 % S 20 0.300 20.7 414 18.1 0 361 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 11.5 0 230 Floor-21A-321 X 1079.5 1079.5 0.020 1.4 1,490 0.0 0 0 Subtotals for Structure: 7,021 0 966 Infil.: Win.: 3.2, Sum. 3.0 ._ .. _._ 81 2.414 196 0.616 -71_ . _ 50 Room Totals: 7,217 -71 1,016 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM 'Rbvac - Residential& Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes -Quail E Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 60125 Pae 16 Detailed Room Loads - Room 2 - Crawl Space LAverage Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 252.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: i Area: 252.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.4 AC/hr Volume: 1,304.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 31 CFM Percent of Supply.: 0 Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 361 ft./min. Percent of Supply: 0 Runout Air Velocity: 361 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.106 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item Area U. Htg Sen CIg Lat Sen: Description Quandt Value HTM - Loss HTM Gain Gain S -Wall-R11 Draped-4 15.5 X 5.2 80.1 0.051 3.8 302 0.2 0 13 W -Wall-Rl 1 Draped-4 12.5 X 5.2 64.6 0.051 3.8 244 0.2 0 10 N -Wall-R11 Draped-4 6 X 5.2 31 0.051 3.8 117 0.2 0 5 W -Wall-R11 Draped-4 6.2 X 5.2 31.9 0.051 3.8 120 0.2 0 5 N -Wall-R11 Draped-4 9.5 X 5.2 49.1 0.051 3.8 185 0.2 0 8 Floor-21A-32 1 X 252.3 252.3 0.020 . _.. ....... Sublotals for Structure: 1,316 0 41 Infil.: Win.: 2.4, Sum.: 2.2 592.421 ........ ... 143 0.610 -51 36 Room Totals: 1,459 -51 77 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - 'Residential & Llght Commerdial HVAC Loads Elite Software Development,. Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 60125 Page 17 Detailed Room Loads - Room 3 - WIC Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.3 ft. System Number: 1 Room Width: 9.2 1t. Zone Number: 1 Area: 49.0 sq.ft. Supply Air: 31 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.7 AC/hr Volume: 497.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: t Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 8 CFM Actual Summer Infil.: 7 CFM "aArea U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 5.3 X 10.2 54.2 0.062 4.3 232 0.9 0 48 W -Wall-R23 5.3 X 10.2 54.2 0.062 4.3 232 0.9 0 48 N -Wall-R23 9.2 X 10.2 93.3 0.062 4.3 399 0.9 0 83 UP-Ceil-1613.50 48.9 X 1 48.9 0.020 1.4 67 1.0 0 48 Subtotals for Structure: 930 0 227 Infil.: Win.: 8.0, Sum.: 7.4 ...... 202 _ 2.420 488 ....... ..._.._. 0.61.5. -175 .......... 124 Room Totals: 1,418 -175 351 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 M Pae 18.1 Detailed Room Loads - Room 4 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 101.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 102.0 sq.ft. Supply Air: 44 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.6 AC/hr Volume: 1,036.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Wit: 9 CFM Actual Summer Infil.: 8 CFM te Area -U- Htg Sen Clg Lat Seri eSCri .tioD &M Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 7.2 X 10.2 57.9 0.062 4.3 248 0.9 0 51 W -Wall-R23 14.7 X 10.2 131.4 0.062 4.3 562 0.9 0 116 W -Door-Remington Door 2.7 X 6.7 17.8 0.200 13.8 246 5.0 0 89 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-16B-50 72.4 X 1 _...... _... 72.4 0.020 1.4 100 1.0 0 71 Subtotals for Structure: 1,467 0 837 Infil.: Win.: 8.9, Sum.: 8.2 222 2.418 537 0.617 -193 137 Room Totals: 2,004 -193 974 M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington E Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left. Littleton CO 80125 Pae 19. Detailed Room Loads - Room 5 - Great Room (Average Load Procedure Genera Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 314.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 315.0 sq.ft. Supply Air: 254 CFM Ceiling Height: 18.3 ft. Supply Air Changes: 2.7 AC/hr Volume: 5,745.0 cu.1t. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 25 CFM Actual Summer Infil.: 23 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 17.3 X 18.2 206.3 0.062 4.3 882 0.9 0 183 W -Wall-R23 1.5 X 8.1 12.1 0.062 4.3 52 0.9 0 11 N -Wall-R23 4.3 X 8.1 35 0.062 4.3 150 0.9 0 31 N-Wail-R2311X18.2 200.8 0.062 4.3 859 0.9 0 178 E -Wall-R23 1.5 X 18.2 27.4 0.062 4.3 117 0.9 0 24 N -Wall-R23 1.5 X 18.2 27.4 0.062 4.3 117 0.9 0 24 E -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 E -GIs-Remington shgc-0.3 0%S 55 0.300 20.7 1,139 34.0 0 1,870 E -GIs-Remington shgc-0.3 0 % S 27.5 0.300 20.7 569 34.0 0 935 UP-Ceil-16B 50 314.8 X 1 314_.8 0.020 _.._... 1..4. 434......... ... 1.0_ 0 308 Subtotals for Structure: 4,888 0 4,499 Infil.: Win.: 24.7, Sum.: 22.8 619 2.419 1,497 0.614 -539 380 People: 200 Iat/per, 230 sen/per: 1 200 230 Equipment: _ _ 0 500 Room Totals: 6,385 -339 5,609 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail R dge - 5256 Pierson CL Plan 735 Garage Left Littleton CO 80125 Page 20 Detailed Room Loads - Room 6 - Study (Average Load Procedure) Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 147.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 148.0 sq.ft. Supply Air: 91 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 3.6 AC/hr Volume: 1,504.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen. Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 11.8 X 10.2 120.3 0.062 4.3 515 0.9 0 107 W -Wall-R23 12.5 X 10.2 82.1 0.062 4.3 351 0.9 0 73 N -Wall-R23 6 X 10.2 61 0.062 4.3 261 0.9 0 54 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP Ceil-16B-50 49.9 X 1 49.9 0.020 _1.4. 69 _ 1..0 0 _ 49 Subtotals for Structure: 2,129 0 1,813 Infil.: Win.: 12.3, Sum.: 11.4 308 2.418 746 0.616 -268 190 Room Totals: 2,875 -268 2,003 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Lett. Littleton CO 80125 Pae 21 Detailed Room Loads - Room 7 - PWDR (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.2 it, System Number: 1 Room Width: 5.8 ft. Zone Number: 1 Area: 36.0 sq.ft. Supply Air: 11 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.9 AC/hr Volume: 366.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area U- Htg Sen Cig Lat Sen'. Description Quantity Value HTM Loss HTM Gain Gain] S -Wall-R23 5.8 X 10.2 51.3 0.062 4.3 219 0.9 0 45 S -GIs-Remington.shgc-0.3 0%S _ 8 0.300 20.7 166 18.0 0 144 Subtotals for Structure: 385 0 189 Infil.: Win.: 2.4, Sum.: 2.259 ... 2.412 _ _ 143 0.607 -52 _ _ _ 36 Room Totals: 528 -52 225 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - E Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left LittletonCO 80125 Pae 22 Detailed Room Loads - Room 8 - Foyer (Average Load Procedure) General .. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 210.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 211.0 sq.ft. Supply Air: 51 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 1.4 AC/hr Volume: 2,141.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 12 CFM Actual Summer Infil.: 11 CFM Item` Area -U- Htg Sen Clg Lat Sen` Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R23 6.2 X 10.2 42.7 0.062 4.3 183 0.9 0 38 N -Wall-R23 9.5 X 10.2 96.6 0.062 4.3 413 0.9 0 86 W -Wall-R23 11.3 X 10.2 115.2 0.062 4.3 493 0.9 0 102 N -Wall-R23 2.8 X 10.2 28.8 0.062 4.3 123 0.9 0 26 W -GIs-Remington. shgc-0.3 0 % S 20 _0.3010 ____. 20.7_ _ _ 414_... _... ...... 34.0_ 0 ....... .....680. Subtotals for Structure: 1,626 0 932 Infil.: Win 121,. Sum.: 11.2 303 __...._- 2.419_ 734_ 0.613 -264 Room Totals: 2,360 -264 1,118 M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac •Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge • 5256 Pierson Cl. Plan 735 M Garage Left Littleton CO 80125 Pae 23 Detailed Room Loads - Room 9 - Dining/Kitchen (Average Load Procedure General Calculation Mode: Htg. & cig. Occurrences: 1 Room Length: 471.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 472.0 sq.ft. Supply Air: 214 CFM Ceiling Height: 10.2 ft. Supply Air Changes: 2.7 AC/hr Volume: 4,796.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 21 CFM Actual Summer Infil.: 19 CFM Item Area-U- Htg Sen Clg Lat Sen: Description Quant. Value HT Loss HTM Gain Gain E -Wall-R23 15.7 X 10.2 105.4 0.062 4.3 451 0.9 0 93 S-Wall-82311X10.2 66.9 0.062 4.3 286 0.9 0 59 E -Wall-R23 3 X 10.2 30.5 0.062 4.3 131 0.9 0 27 S -Wall-R23 16.8 X 10.2 171.2 0.062 4.3 732 0.9 0 152 N -Wall-R23 5.5 X 10.2 35.9 0.062 4.3 154 0.9 0 32 N -Door-Remington Door 3 X 6.7 20 0.200 13.8 276 5.0 0 100 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 E -GIs-Remington shgc-0.3 0 % S 18 0.300 20.7 373 34.0 0 612 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 S -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 18.0 0 270 UP-Cell-16B-50 62.7 X 1 62.7 0.020 1.4 86 1.0 0 61 UP-Cell-1613.50 30 X 1 30 0.020 1.4 ......... 41 1.0 0 29 Subtotals for Structure: 4,209 0 3,199 Infil.: Win.: 21.1, Sum.: 19.5 529 2.419 1,279 0.615 -460 325 Equipment __. ......... _..__. .. 0 __..... 1,200 Room Totals: 5,488 -460 4,724 M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software. Development, Inc. Smith& Willis HVAC LLC M Remington Homes - Quail Ridge- 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page24 Detailed Room Loads - Room 10 - WIC LAVerage Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 121.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 122.0 sq.ft. Supply Air: 32 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.0 AC/hr Volume: 984.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 7 CFM Actual Summer Infil.: 7 CFM Area U- Htg Sen CIg Lat Sen 1"p1 'srotion Quantity Value HTM... Loss HTM. Gain Gain: S -Wall-R23 7.3 X 8.1 59.2 0.062 4.3 253 0.9 0 53 W -Wall-R23 6.5 X 8.1 52.5 0.062 4.3 225 0.9 0 47 S -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 6 X 8.1 42.5 0.062 4.3 182 0.9 0 38 N -Wall-R23 1 X 8.1 8.1 0.062 4.3 35 0.9 0 7 W -Wall-R23 0.8 X 8.1 6.7 0.062 4.3 29 0.9 0 6 W-GIs-Remington shgc-0.3 0 % S 6 0.300 20.7 124 34.0 0 204 UP-Ceil-16B-50 121.8 X 1 121.8 0.020 1.4 168 1.0 0 119 Subtotals for Structure: 1,051 0 481 Infil.: Win.: 7.3, Sum.: 6.7 1832.420 .._.... _ 443 0.617 _. -159 113 Room Totals: 1,494 -159 594 M:\ ...\Remington Ho... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Left Littleton CO 60125 Page 251 Detailed Room Loads - Room 11 - Lndry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.2 it. System Number: 1 Room Width: 8.2 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 28 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 474.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM 'Item`` Area U. Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain- W -Wall-R23 7.2 X 8.1 43.9 0.062 4.3 188 0.9 0 39 W -GIs-Remington shgc-0.3 0%S 14 0.300 20.7 290 34.0 0 476 UP-Ceil-16B-50 58.5 X 1 58.5 0.020 1.4 81 1.0 0 57 Floor-R50 1 X 1.2 1.2 0.023 ......., 1.6.. 2 0.2_ 0 .. _ 0 Subtotals for Structure: 561 0 572 Infil.: Win.: 2.3, Sum.: 2.158 ..... 2.417 140 ....... . 0.621 -50 36 Room Totals: 701 -50 608 M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac •Residential 6 Light Commercial HVAC Loads Elite Software Development, Inc. Sm1th 8 Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson CL. Plan 735 Garage Left Littleton CO 80725 Pae 26 Detailed Room Loads - Room 12 - Bedroom 2 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 170.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 170.0 sq.ft. Supply Air: 74 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.2 AC/hr Volume: 1,374.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area =U- Htg Sen Clg Lat Sen pesctit>tion Quantity Value HTM Loss HTM Gain Gain S -Wail-R23 6 X 8.1 48.5 0.062 4.3 207 0.9 0 43 W -Wall-R23 12 X 8.1 67 0.062 4.3 286 0.9 0 59 N -Wall-R23 2.5 X 8.1 20.2 0.062 4.3 86 0.9 0 18 W -GIs-Remington shgc-0.3 0 % S 30 0.300 20.7 621 34.0 0 1,020 UP-Ceil-1613-50 170 X 1 170 0.020 1.4 235 1.0 0 167 Subtotals for Structure: 1,435 0 1,307 Infil.: Win.: 6.6, Sum.: 6.1 166 2.421 401 0.616 -144 102 People: 2001atlper,_230 sen/per. _.1 _„_ _ _ _ __ 200 230 Room Totals: 1,836 56 1,639 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith .& Willis HVAC LLC Remington Homes- Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Pae 27 Detailed Room Loads - Room 13 - Mstr Suite (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 278.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 279.0 sq.ft. Supply Air: 100 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.7 AC/hr Volume: 2,253.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 11 CFM Actual Summer Infil.: 10 CFM ftem Area U Htg Sen Cig Lat Seri Description Quantity Value HTM Loss HTM Gain Gain, E -Wall-R23 15.7 X 8.1 87.6 0.062 4.3 375 0.9 0 78 S -Wali-R23 17 X 8.1 137.4 0.062 4.3 588 0.9 0 122 N -Wall-R23 1.5 X 8.1 12.1 0.062 4.3 52 0.9 0 11 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0 % S 9 0.300 20.7 186 34.0 0 306 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-16B-50 278.8 X 1 278.8 0.020 1.4 385 1.0 0 273 Subtotals for Structure: 2,208 0 1,810 Infil.: Win.: 11.0, Sum.: 10.2 276 2.419 668 0.616 -240 170 People :2001aUper,.230sen/Per: _1 _ _200 _. _ 230 Room Totals: 2,876 -40 2,210 M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac • Residehtlal & Light Commercial HVAC Loads Elite Software Development, Inca Smdh &Willis HVAC LLC Remington ® Homes - Quail Ridge - 5256 Pierson CL Plan 735 Garage Left Littleton,.CO 80125 Page 28 Detailed Room Loads - Room 14 - Mstr Bath (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 128.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 129.0 sq.ft. Supply Air: 24 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.4 AC/hr Volume: 1,042.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM tem Area U- Htg Sen Clg Lat Sen Descnpiion Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 3 X 8.1 24.2 0.062 4.3 104 0.9 0 21 S -Wall-R23 9.7 X 8.1 63.1 0.062 4.3 270 0.9 0 56 S -GIs-Remington shgc-0.3 0 % S 6 0.300 20.7 124 18.0 0 108 S -GIs-Remington shgc-0.3 0 % S 9 0.300 20.7 186 18.0 0 162 UP-Ceil-16B-50 128.9 X 1 128.9 0.020 1.4 178 1.0 0 126 Subtotals for Structure: 862 0 473 Infil.: Win.: 4.1, Sum.: 3.8 102 2.423 248 0.615 89 63 Room Totals: 1,110 -89 536 MA ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith P. Willis HVAC LLC Remington Homes - Quail Ridge - 52$6 Pierson Ct. Plan 735 Garage Left 'Littleton CO 80125 Page 29 Detailed Room Loads - Room 15 - WC (Average Load Procedure General" Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.3 ft. System Number: 1 Room Width: 3.0 ft. Zone Number: 1 Area: 22.0 sq.ft. Supply Air: 9 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.0 AC/hr Volume: 178.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 1 CFM Actual Summer Infil.: 1 CFM Item Area -U- Htg Sen CIg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R23 3 X 8.1 16.2 0.062 4.3 69 0.9 0 14 S -GIs-Remington shgc-0.3 0 % S 8 0.300 20.7 166 18.0 0 144 UP-Ceil-16B-50 22 X 1 22 0.020 1.4 30 1.0 0 22 Subtotals for Structure: 265 0 180 Infil.: Win.: 1.0, Sum.: 0.9 24 2.434 59 0.619 21 15 Room Totals: 324 -21 195 M:\ ...\Remington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM 11 Rhvac • Residential & Light Commercial HVAC Loads .Elite Software Development, Inc.. Smith & Willis HVAC LLC Littleton CO 80125 ®. Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Pae 30 Detailed Room Loads - Room 16 - Bath 2 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 70.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 70.0 sq.ft. Supply Air: 20 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 566.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item AreaU'- Htg Sen Cig Let Sen' Description Quantity uantit Value HTM Loss HTM Gain Gain, W -Wall-R23 6 X 8.1 40.5 0.062 4.3 173 0.9 0 36 N -Wall-R23 3.5 X 8.1 28.3 0.062 4.3 121 0.9 0 25 W -GIs-Remington shgc-0.3 0 % S 8 0.300 20.7 166 34.0 0 272 UP-Ceil-16B-50 70 X 1 70 0.020 1.4 97 1.0 0 69 Subtotals for Structure: 557 0 402 Infil.: Win.: 3.1, Sum.: 2.8 77 2.423 186 0.612 -67 47 Room Totals: 743 -67 449 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential & Light Commercial HVAC loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page 31. Detailed Room Loads - Room 17 - Bedroom 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 207.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 207.0 sq.ft. Supply Air: 97 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 1,677.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 14 CFM Actual Summer Infil.: 13 CFM Item Area -U- Htg Sen Clg Lat Sen' Description Quantity Value HTM Loss HTM Gain Gain E -Wall-R23 14 X 8.1 94.1 0.062 4.3 403 0.9 0 83 N -Wall-R23 6.2 X 8.1 49.9 0.062 4.3 213 0.9 0 44 W -Wall-R23 11.5 X 8.1 77.9 0.062 4.3 333 0.9 0 69 N -Wall-R23 12.5 X 8.1 101 0.062 4.3 432 0.9 0 90 E -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 E -GIs-Remington shgc-0.3 0 % S 4 0.300 20.7 83 34.0 0 136 W -GIs-Remington shgc-0.3 0 % S 15 0.300 20.7 311 34.0 0 510 UP-Ceil-16B-50 207.4 X 1 207.4 0.020 1.4 286 1.0 0 203 Floor -R50 1 X 70 70 0.023 1.6 111 0.2 0 14 Floor -R50 1 X 173.8 173.8 0.023 1.6 276 0.2 0 36 Subtotals for Structure: 2,759 0 1,695 Infil.: Win.: 14.2, Sum.: 13.1 357 2.418 863 0.614 -311 219 People: 200 fat/per,_230 sen/per: _ .1. _ _ _ __.._ _ 200 230 Room Totals: 3,622 -111 2,144 M:l ..ARemington He ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac - Residential 8 Light Commercial HVAC Loads Elite Software Development, Inc.. Smith 8 Willis HVAC LLC Remington E Homes - Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Left Littleton CO 60125 Page 32' Detailed Room Loads - Room 18 - Hall LAverage Load Procedure) General Calculation Mode: Htg. 8 clg. Occurrences: 1 Room Length: 179.8 ft. System Number: 1 Room Width: 1.0 it. Zone Number: 1 Area: 180.0 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.6 AC/hr Volume: 1,453.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 Actual Summer Vent.: 0 CFM Percent of Supply: 0 Actual Winter Infil.: 0 CFM Actual Summer Intil.: 0 CFM Item Area -U'- Hig Sen Clg Let Senf.. Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-166-50 179.8 X 1 179.8 0.020 1.4 248 1.0 0 176 Floor-1350 1 X 22.6 22.6 0.023 1.6 36 0.2 0 5 Floor-R50 1 X 170 170 0.023 1.6 270 0.2 0 35 Floor-R50 1 X 46 46 0.023 1.6 73 0.2 0 10 Subtotals for Structure: 627 0 226 Infil.: Win.: 0.0, Sum.: 0.0 _0 .......... 0 0 0 0111_0 Room Totals: 627 0 226 M:\ ...\Remington Ho ... erson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac- Residential & Light Commercial' HVAC Loads - Elite Software Development, Inc. Smith .& Willis HVAC LLC ®'. Remington Homes - Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Left Littleton CQ. 80125 Page 33 System 1 Room Load Summary Htg Min Run Run Clg Clg Min Act Room AreaSens Htg Duct Duct Sens Let Cig Sys;. No Name SF GEM Size. Vel Btuh Btuh CFM CFM' ---Zone 1--- 1 Basement 1,080 7,217 156 5,5,5,5 - 1,016 -71 58 156 2 Crawl Space 252 1,459 31 11-4 361 77 -51 4 31 3 WIC 49 1,418 31 5 - 351 -175 20 31 4 Mud Room 102 2,004 43 5 974 -193 55 44 5 Great Room 315 6,385 138 7,7,7 5,609 -339 319 254 6 Study 148 2,875 62 6,6 2,003 -268 114 91 7 PWDR 36 528 11 4 225 -52 13 11 8 Foyer 211 2,360 51 6 1,118 -264 64 51 9 Dining/Kitchen 472 5,488 118 7,7,7 4,724 -460 269 214 10 WIC 122 1,494 32 5 594 -159 34 32 11 Lndry 59 701 15 5 608 -50 35 28 12 Bedroom 2 170 1,836 40 5,5 1,639 56 93 74 13 Mstr Suite 279 2,876 62 6,6 2,210 -40 126 100 14 Mstr Bath 129 1,110 24 5 536 -89 31 24 15 WC 22 324 7 4 195 -21 11 9 16 Bath 2 70 743 16 4 449 -67 26 20 17 Bedroom 3 207 3,622 78 6,6 2,144 -111 122 97 18 Hall 180 627 14 4 226 0 13 14 Humidification 4,265 System 1 total __ 3,903 _ 47,332__ 929 24,698 -2,354 1,406 _ __. 1,120 System 1 Main Trunk Size: 21 x20 in. Velocity: 383 ft./min Loss per 100 ft.: 0.009 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. I Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Citolind SYstern'Summaru Cooling Sensible/Latent Sensible Latent Total° Tons Split Btuh Btuh Btuh Net Required: 2.06 111% / -11% 24,698 -2,354 24,698 Actual: 2.83 100%/0% 34,000 0 34,000 ent Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2COBOS21--20 CA13NA036""C Indoor Model: CNPV'4221 AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 34000 Sensible Capacity: n/a 34,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395682 M:\ ...\Remington Ho ... erson Cl.rhv Monday, November 28, 2016, 3:11 PM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5256 Pierson Cf. Plan 735 Garage Lett Littleton CO 801.25 Pae 34 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): House faces West Individual Rooms 0° 45° 90° 135° 180° 225' 270' 315° High; Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement 156 156 156 156 156 156 156 156 5,5,5,5 2 Crawl Space 31 31 31 31 31 31 31 31 1--4 3 WIC '31 31 31 31 31 31 31 31 5 4 Mud Room 44 43 43 43 '45 43 43 43 5 5 Great Room 254 240 215 245 261 223 180 218 7,7,7 6 Study 91 74 62 75 '93 88 74 86 6,6 7 PWDR 11 15 20 13 11 14 20 15 4 8 Foyer 51 51 51 51 '52 51 51 51 6 9 Dining/Kitchen 214 234 255 228 206 220 243 226 7,7,7 10 WIC 32 32 32 32 32 32 32 32 5 11 Lndry 28 22 16 23 28 27 22 26 5 12 Bedroom 2 74 63 54 65 '76 74 67 72 5,5 13 Mstr Suite 100 95 88 97 103 90 77 88 6,6 14 Mstr Bath 24 33 43 30 24 31 45 34 5 15 WC 9 13 18 12 7 12 19 14 4 16 Bath 2 20 17 16 18 21 20 18 20 4 17 Bedroom 3 97 90 84 92 100 93 85 91 6,6 18 Hall '14 14 14 14 14 14 14 14 4 Indicates highest CFM of all rotations. Whole Building Rotation House Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons' 0° West 1,120 24,698 2,354 2.06 45' Northwest 1,120 23,830 -2,354 1.99 90° North 1,120 20,643 -2,354 1.72 135° Northeast 1,120 '25,559 -2,354 2.13 180' East 1,120 25,201 -2,354 2.10 2251 Southeast 1,120 22,853 -2,354 1.90 270° South 1,120 19,460 -2,354 1.62 3151 Southwest 1,120 23,334 -2,354 1.94 Indicates highest value of all rotations. Building Rotation Tonnage 2.1 ......................................... .. _ _......... .............. I. ................................ I ........ .................. 2.0 ..................... ...... _.......... _........... .............................. .................................................. 0 w 1.9 ... ..._ ..... .. ... ....... .. ... .. .. .............. ........... .. .. .... .. ...... .... .. .... .. ... . .............................. .......... a 3 1.7........................................................................................................ ........ ..................... 1.6 West Northwest North Northeast East Southeast South Southwest Direction House Faces - Buildinq Net Tonnaqe M:\ ...\Remington Ho ... arson Ct.rhv Monday, November 28, 2016, 3:11 PM Rhvac •Residential 8 Light' Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC Remington Hames - Quail Ridge- 5256 Pierson Ct. Plan 735 Garage Left Littleton CO 80125 Page 35. Building Rotation Report (cont'd) Building Rotation Hourly Net Gain 31,000 ...... .. ............ ....... ... ............ ..... 30.000 ... _.. .. .. .. ..... .............. .... ............. ..... ... .... 29,000 ...................................................................................... ....................... .............. ....... 28,000 ............................................................................................. 27.000 .......................................................................... 26.000 ...................................... ............................... .. .. .. .............. ............. 25.000 .................................... .................. ........ ... ....... :.............. .. .... ...... ... . .. .......... . .. ...... 24,000 .......... ...... ......... .......... . I................... ........ ... ....................... r 23,000 .......... ....... .................... ........ .. ... .. ...... .......... .. ........ ...... .. R � 22.000 .... ...... .. ... .. .. .... ................... ... .. ......... 21,000 .. ..... .. ... .. .......... .. .: ... .. .................................................. s...` ........... 1/ fa 20.000 .......... .. ... .. ...... .. ........................... ............ .. ............ Yb 19.000 ....... .. ...Y�;`....................................................................................... .............. .. Itf j` 18.000 ...... ... .. .:........................................................................................................ r 17,000 ....... ........ ......................................................................... .. ...... ...... ............ 16,000 .......... ..................................................................................................... i 15,000 ......................................................................... .. ........ .......... /r ! 1 14,000 aam 9am 10 am 11 am 12 pm ipm 2P 3pm 4p 5p bpm 7pm Time of Day --�— House faces W est —y-�" House faces Northwest �-- House faces North �^�-- House faces Northeast -- House faces East �— House faces Southeast .-.,�....._. House faces South —ate House faces Southwest M:\ ...\Remington Ho ... erson Cl.rhv Monday, November 28, 2016, 3:11 PM A 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t d +ti Job Address: S 1 5(1, P) f R S b"� Permit Number: a o / -7 b L/ 0 / A P, r ., o v -� 3 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /� Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Tc/.E Job Address: J'1 Permit Number: 1-7 ❑ No one available for inspection- Time , IAM/PM Re -Inspection required: YesNo When corrections have been made, ca ffor re -inspection at 03-234-5933 Date: -01/1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: E -M12 Job Address: SZ�(a f 1_ 50 CT - Permit TPermit Number: 7_01-700 401 Y: said lel/- /n e- /- S -' ;,-7 (9 U/ r P (PSG, le, ❑ No one available for inspe tion: Time 10 AM/PM Re -Inspection required: a No When corrections have been made, call for re -ins ection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: �� . �! �t iZ Sp `� C Permit Number: Z0 t "% 00 �10_0 Re -Inspection required: Yes N When corrections have been made, call for re-inspVc1lon at 303-234-5933 Date: t t� Inspector: _izoo DO NOT REMOVE MIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: r 1) Job Address: i e e, S 0-0 Ur Permit Number: p 7 o Q `y V1 ❑ No one available for inspection: Time% 30 AM/PM Re -Inspection required: Yes No `7VVhen corrections have been made, call for re-inWection at303-234-5933 Date:'' 7 Inspector: DO NOT REMOVE THIS NOTICE City of Whleatf�� City of Wheat Ridge Municipal Building 7500 W. 29tti Ave, W1r ar :Ridge, 0 80033-8001 P-303,235,2846 F:3012352857 March 1, 2016 OFFICIAL ADDRESS NOTIFICXrION NOTIFICATION 1` is hereby given that the following address has been assigned to the property/properties as indicates below: PROPERTY OWNER(S): To Be Determined NEW ADDRESS. Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033 80033 Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033 Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033' Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033 Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033 Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033 Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033 Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003 Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133 Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033 Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033 Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33 Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3 Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1 Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033 Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033 Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033 Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033 Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033 Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3 Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3 Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3 Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033 Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033 SUBDIVISION: -Quail idestates SECTION: �16 SW & NW Jefferson C o t ece rt €r Number for Plat: 20150198618 NOTES: This is a courtesy notification, AUTHORIZED I a DATE: kimmumEy