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5222 Quail Street
CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections are complete, schedule re -inspection online. Date: Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: — E91 Job Address:— 172- 0 2_1- I j Permit Number: v 7 e-? e9 IJ No one available for inspection: Timec7 "--Y7/AV/ M —F — CY Re -Inspection required: Yes -No When corrections have been made, schedule for re -inspection online at: http://Www.ci.wheatridge.co.uslinspection Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge. co. uslinspection Date: r , _� - � :��`' ' Inspector: DO NOT REMOVE THIS NOTICE I i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: oo Job Address: Z- Z 2-_ v4Fi -� Permit Number: ;LO �-o p 1 'Y0 U No one available for inspection: Time 9.."5,pvm Re -Inspection required: Ye No When corrections have been made, schedule for re -inspection online at: http://www.ci. wheatridge.co. ushnspection Date: /0 -30 eV& Inspector: _/10 DO NOT REMOVE THIS NOTICE � ► � i City of Wheat Ridge Homeowner Accessory Structure PERMIT - 202001401 PERMIT NO: 202001401 ISSUED: 09/17/2020 JOB ADDRESS: 5222 Quail St EXPIRES: 09/17/2021 JOB DESCRIPTION: Construct attached 28 ft x 15 ft Pergola covering the existing concrete patio - 420 sq ft total **REVISION: Add roof to pergola *** CONTACTS *** OWNER SWEDOCK SARAH K *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 61003.00 FEES Total Valuation 0.00 Plan Review Fee 101.89 Use Tax 126.06 Permit Fee 156.75 ** TOTAL ** 384.70 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. I, the property owner, by my signature, attest that I currently reside at the project property, intend to reside at the property for a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers. If professionals are hired, those contractors are licensed with the City of Wheat Ridge and are listed on the permit. NOTE: Consultations and inspections will only be performed with the homeowner of record present. 1* ► � i City of Wheat Ridge '/� Homeowner Accessory Structure PERMIT - 202001401 PERMIT NO: 202001401 ISSUED: 09/17/2020 JOB ADDRESS: 5222 Quail St EXPIRES: 09/17/2021 JOB DESCRIPTION: Construct attached 28 ft x 15 ft Pergola covering the existing concrete patio - 420 sq ft total **REVISION: Add roof to pergola 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�permrt. I further attest that I am leg ally authorized to include all 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 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 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 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 requ�ired 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, anviolation of any provision of any applicable code or any ordinance 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. From: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: Revision to Permit Application Date: Tuesday, October 13, 2020 12:46:47 PM Revision to Permit Application Permit Number 202001401 assigned to project PROPERTY INFORMATION Permit Number 202001401 Property Address 5222 quail St Property Owner Name Sarah Swedock and Jennifer Dean Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) 773-617-3215 Property Owner Email jendean2l@yahoo.com Address CONTRACTOR INFORMATION Contact Name Nia Contact Phone Number (enter WITH dashes, eg 303-123-4567) 14mM. 1911nirGrGRm 773-617-3215 jendean2l@yahoo.com Retype Contact Email jendean2l@yahoo.com Address DESCRIPTION OF WORK Detailed Revised Scope of Work - Provide a detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc Roof added to approved pergola Engineer Letter (if applicable) Additional Documents on Letter Size Are plans or documents locked for editing? Construction Plans scanned on 11'x17" or larger Additional Project Value Only add what the revised scope of work is valued at. Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" Field not completed. No Field not completed. 650 $650 added valuation is OK 5222 Quail Street - Peraola Plans with Roof - 10.02.2020 1. odf SIGNATURE OF UNDERSTANDING AND AGREEMENT 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. I understand that work may not begin on this property until a permit has been issued and posted on the property. I certify that I have been authorized by the legal owner of the property to submit this Yes Yes Yes application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Submitting Jennifer Dean Revision Email not displaying correctly? View it in your browser. A H is t:1 S� 0-0 _ City of MWheat DEVELOPME'ge COM APPROVED Reviewed for Code Compliance Randy Slusser 10/16/2020 Plans Examiner Date %Wwft of oermlt: The isl p of o P~ or *Provos of *ns specocaff u one wmputanom shog not be a prrmlr fo, won OWMW at ony mWobon m a" of me provhlons of Me W#dLV code or of oty My aveosa Y. pemhe pmu"Ag to g" outhorRy to wwr or m 1 the Nova ons of the Ywav can or othn ordipepae of Me city shoo mat be MIA d.t ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are guided shall be followed for panel attachment ?DIV( i0 . fiod i I I r '' G :.44 r, El M Revi city AF "M ywn'at Caavu,<m uMurMlxr APPROVED pax,, mea ra c c�+sace Steven Peck 8/31/2020 avan. aie YailrtsU:�eem.roe q�q"srw�+�M'Nw aa{4dM �a+w=beP'atiRMwApal;SC aY MNasb ^^f e/araoMba rj ar eYr/b matwgq'(A�1tl4aa0. +an4 a�V apa *uw.*rrowarsruawna+b+IaaMY� m6aareawamainM W aR'+AaYeaOeaNt f Et Approved with Conditions. See other sheets for details. � 7� ill wo IUP-11.with � 1 01 RC, 2 20 NE , ity of hat Udge kmandmeilts and o cie I Y1 s ? 4 i P Posts are to be installed with brackets as shown in Detail "C" on page 4, not sunk into the concrete footing. ! 1 awed for Zoning Compliance by the of wheat Ridge Planning Division 'PROVED All 014& YAUIJ— C I 'JI he �MPQ7 U1 1 DATE: August 17, 2020 COMMENTS: Approved with conditions and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. x ; 4t v5 y of t Ridge Division City of Wheat Ridge Building Division 9/1/2020 Suntuf 26 in.. x 12 tt Polycarbonate Roofin Panel in Clear - g 101699 -The Home Depot Home / Building Materials / Roofing & Gutters / Roofing / Roof Panels / Plastic Panels Internet #100049922 Model # 101699 Store SKU #254009 Littleton 15 in stock i Aisle: 27 Bay: 015 Text to Me Save to Favorites Suntuf 26 in. x 12 ft. Polycarbonate Roofing Panel in Clear (165) Write a Review $3297 Save up to $1000 on your qualifying purchase. Apply for a Home Depot Consumer Card Color/Finish: Clear How to Get It Store Pickup Available FREE Ship to Home Scheduled Delivery Not available for this As soon as item Tomorrow $79.00 15 in stock at Littleton. https://--homedePotcomlplSuntuf-26-in-x-l2-ft-Polycarbonate-Roofing-Panel-in-Clear-10169911000.19922 ROe0-41prow'- City of Wheat Ridge Building Division 1/5 911!2020 Suntaf 26 in. x 12 ft Polycarbonate Roofing Panel in Clear -101699 - The Home Depot Curbside pickup available. Check Nearby Stores Due to order volume, this item may not be available for pickup until tomorrow. - 1 + Add to Cat l —or — Buy now with Product Overview Impact resistant panels with industry best warranty Blocks harmful UV rays Easy to install and maintain Model #: 101699 Sku #: 284009 Internet#: 100049922 iuntuf clear poly4 o g roofing panels are perfect for covering a patio, deck, or hobby greenhouse. WSW fhe polycarbonate is 20 times stronger than traditional fiberglass panels. Polycarbonate is extremely impact -esistant and with a co -extruded UV protective layer the panels will keep their beauty and clarity for many, many dears to come. • Lifetime limited warranty 110 -year hail damage warranty • Blocks 99.9% of harmful UV rays • Virtually unbreakable • Polycarbonate construction is up to 20 times stronger than traditional fiberglass • Covers 24 sq. ft. • Easy to install with household tools (Tools not included) Info & Guides • Instructions I Assembly • Warranty City of Wheat Ridge Building Division -- _ vs https://www. homedepotcom/plSunmG26-in-x-l2-ft-Polycarbonate-Roofing-Panel-in-Clear-1016991100049922 SUNTUFo Corrugated Polycarbonate Panels Installation Guide www.paIramamericas.com ON SITE PLANS MUST BE ON SITE FOR INSPECTION ALL Projects are Subject to Field Inspections mp gjj FjbWge Building Division City of Wheat Ridge Building Division Contents About PalramAmericas 1 Canopy Applications 5 Introduction toSuntuf 1 Vertical Installation 6 Transportation, Handling and Storage 2 Greenhouse Applications 7 Chemical Resistance and Fire Hazard Comments 2 Curved Applications 7 Sawing, Cutting and Drilling 2 Miscellaneous Applications 7 Panel Dimensions 3 Light Transmission for Suntuf Colors 8 Suntuf Accessories 3 Load Support Data 8 Safety Measures 3 Warranty 8 Design Considerations and Installation Notes 3 Physical Properties 8 Fasteners 4 Miami -Dade County, FL -Approved for Canopy Applications Notice of Acceptance (N0A #.12-0110.03 Expires: August 28, 2013 City of For all speck required details for Miami Dade approvWheat Ridge installations, please refer to the Miami -Dade County Notice of Acceptance (N.0A) which can be downlop*1�4lg Division http//wwwmiamidade gov/building/pc-sea rch_a p p asp Palram Americas headquarters and state -of -the -arc manufacturing facility located in Kutztown, PA About Palram Americas Palram is one ofihe world's largest and most advanced manufacturers of polycarbonate, PVC and other thermoplastic sheets forthe building industryand forthe do-ityourselfmarket Palram Americas is a division of Palram Industries, the world leader in Flat and corrugated thermoplastic sheets. With manufacturing, distribution and sales operations reaching across six continents and over 120 countries around the world, Palram is tru lya global enterprise. Introduction to Suntuf Innovative Suntuf polycarbonate panels are the durable, versatile choice for a wide variety of do-Ityourself projects. From deck covers to breezeways to skylights, Suntuf is the one building panel that no serious do -it yourselfer can do without Suntuf has become the leading material in commercial greenhouse roofing, thanks to its durability, light transmission properties, profile structure, and performance in extreme temperatures. They provide the perfect combination of strength, light transmission, Flexibility, light weight, transparency and weather resistance fordozens of commercial and industrial applications. Suntuf is available in the following product groups: Suntuf. Corrugated polycarbonate sheet with co -extruded UV protective layer on one side. Suntuf Plus: Corrugated polycarbonate sheet with co -extruded UV protective layer on the exterior side and anti -condensation treatment applied to the interior side. Suntuf UV2: Corrugated polycarbonate sheet with co -extruded UV protective layer on both sides. SuntufSolar Control: Corrugated polycarbonate sheet that transmits selected percentages (2O%, 35%, or 50%) ofihe light energywhile keeping the undesired components ofihe energy spectrum (heat) out The solar control feature is an inte&al of partofthe sheet and will not peel away. ty Wheat Ridge Suntuf is also available In a variety ofcolors Including clear, solar gray, opal white, red brick, misty green, hunter green, smooth Ceam, and solar control silver For information regarding the light transmission properties for each ofthese colors, referto the ind Bull AlXision in this document. Transportation, Handling and Storage Palram recommends the following practices regarding the transportation, handling and storage of Suntuf panels: 1. Transport and store Suntuf panels horizontally, on flat, sturdy pallets, equal or longer than the longest panels. Short panels should be stacked on top of longer ones.The panels should be secured and fastened to the pallet during transportation. 2. Store Suntuf panels in a cool and shaded place, out of direct sunlight. Avoid covering the stack of panels with dark or heat -absorbing materials or objects, to prevent solar heat buildup. 3. When necessary to store panels outdoors, cover the stack with a white opaque polyethylene sheet, corrugated cardboard or other materials that do not absorb or conduct heat. Verify that the entire stack is covered. 4. Suntuf panels are tough, requiring no special care. Nevertheless, Palram recommends some cautionary steps: ■ Avoid stepping or driving on the panel while the panel is on the ground ■ Avoid folding panels during handling and installation ■ To prevent scratching, do not drag the panels on the ground or scrape them against structural elements or other rough objects Chemical Resistance and Fire Hazard Comments 1. Suntuf panels are resistant to a variety of chemicals and exhibit limited resistance to a second group of chemicals. A third group of chemical may attack and damage the panel. Degree and severity of damage depends on chemical type and duration of exposure. To assess the nature of anticipated chemical resistance, consult Palram Americas Technical Support Department. 2. Choose only sealants and adhesives that are compatible with Suntuf polycarbonate sheets. Visit www.PalramAmericas.com/Sealants for an up-to-date list of approved sealants. 3. Suntuf panels will melt down at approximately 400°F, generating openings for smoke release in the event of fire. Sawing, Cutting and Drilling 1. Suntuf panels can be cut or sawed by manual or power tools. A bench / table circular saw is best for straight long cuts. For better results, cut a few panels together. Portable circular saws are suitable for on-site straight cuts. Fine toothed blades recommended for cutting plastics (particularly polycarbonate) should be used. Consult the blade manufacturer for suitability. Cutting should be done with blades mounted in reverse direction, spinning at high speeds, and material fed at a slow rate. Panels should be clamped during sawing to avoid vibration. Avoid intersecting cuts. If an intersecting cut must be made, drill a hole at the intersection point and cut the panel up to the hole. Ajigsaw may be used for cutting a limited length of irregular or curved lines. Hand tools such as handsaw, metal shears or hand-held cutting knives can be used for localized, limited work. 2. Drilling is done using a power drill with regular high-speed steel bits intended for metal, rotating at about 1,000 RPM. Better results with Suntuf are achieved using bits ground to shallower tip angle than for metal. Clamp the drilled panel down to avoid vibrations or movement during operation. 3. Keep all cutting and drilling areas clean. Blow away saw dust and drilling debris with compressed air. City of ;Wheat Ridge Building Division 2 Panel Dimensions Suntuf panels use the following corrugation pattern, referred to as profile name Greca 76. This profile consists of a repeated squared off trapezoidaI shape and should not be confused 9"� with the round corrugation profiles of other Palram Americas products. Suntuf panel sa re T available in widths of 26" (at 8', 10', and 12' lengths) and 49.6" (at 8', 12' and 16' lengths). Suntuf Accessories The following accessories are available for use inyou -Suntuf installation. Note that these accessories are made for use with the Suntuf profile panels and may not be compatible for use with other Palram Americas Inc's products. L Suntuf Ridge Cap Flashing (4'-2"IFx12"W) 2 Suntuf Side Ridge Flashing (4-2" IFx7"W) 3 SuntufWall Connector Flashing (4-2"IFx8"W) 4 Suntuf/ertical Closure Strip, plastic (7/8"Hx13/16"Wx24"q; Noted lm lied—and decreasing—aval la hi lty In wood (7/8" H x 1 3/16"W x 24" q. 5. Suntuf Horizontal Closure Strip, available in plastic @/a" H x7/8"W We 24" q and white foam ('/a" H x 7B"W x 36" q. Note: 11 mlied—and decreasing—ava liability In wood ('/a" H x 7B"W x 24" q. 6��L% C % For usage and placement please see pages &6. Safety Measures The following safety measures should be followed during and after installation of5untuf panels. 1. Use ladders, crawling boards and other safety equipment required for safe installation. Use all safety measures requ lred according to local safety regulations. 2 Don't step on installed panels between support members for fear of falling Rather, used sturdy board adequate to support your weight and long enough to span at least three structural members 3. Never leave Suntuf panels unattended on the roof until all the required fasteners have been appropriately installed�_���� or the panels secured to the supporting structure. Design Considerations and Installation Notes Before You Begin Your Project Make sure the color of all panels match. Be sure Panel and Horizontal Closure Strip profiles fit together a no that all accessories match the Suntuf profile Snow, wind and weather loads should be considered when designing the slope degree ofyour structure. Before installation, check local building codes for relevant specifications and recommendations. Follow local codes at all times. Pitch This is the amount of height in inches the rafter rises over 12" run for roofing applications. The minimum recommended slope for Suntuf is 1=A" in 12" When installed at a lower pitch, additional sealing should be applied to ensure weather resistance. Purlins / Cross Supports City of Cross supports (purlins) must be no more than 36" apart for Sumuf This is the maximum recommended spacing. For most VVKB�t Ridge Instal latlons however 24" Is recommended to glue the best balance of economy, Ilgm tra nsm isslon and structur I support Building Division Sealants Palram does not manufacture a sealant for use with Suntuf For a list of compatible sealants, visit http s/www.paIrama merlcas com/sealants. Closure Strips Suntuf's closure strips are made from wood, plastic, or foam. Foam Frost res are most suitable for enclosed structures where energy efficiency Is a concern. Ventilation With all Suntuf Installations, proper ventilation Is suggested to minimize heat buildup and condensation. Depending on regional conditions this may include Incorporating an open air aspect to the structure's design orthe Installation of power fans. For more detailed Information about condensation mitigation, visit http//www.pairamamericas com/Suntuf docs Palram Americas Is not responsible for the failure to account for this Important design aspect Panel Orientation Install panels with the label side facing up toward the sky (sheet corrugations at each side will then facedown) This will ensure that the UV protection layer Is on the side facing the sun. Failure to follow this advice will result In the eventual discoloration ofthe panel Care and Maintenance Avoid contact with chemicals, paints, adhesives or other synthetic materials that are Incompatible with polycarbonate Never use glass cleaners with ammonia, or ammonia based products. Clean with lukewarm soapy solution using a soft cloth or sponge Do not use abrasive brushes as these will mark the surface. See form 2203-PCCare and Maintenance Instructions for more detailed Information, you can download the form at www.pairamamerlcascom/Suntuf doh. Fasteners Palram recommends the use of Palram/Suntuf brand EPDM washered fastener only. Palram fasteners for Suntuf panels are tested and approved to be compatible with polycarbonate, whereas other brands may not be. Incompatible washers can result In panel failure that Is not covered by warranty Contact Palram for Information about availability of optional larger washers If local building codes prescribe their use, or If Installation Is In high wind area. Predrill all fastener holes with a N" drill bit forWoodtlie and Metalilte fastenersto accommodate for the thermal movement ofthe panel Over -drill by an extra 1/16" for other fastener diameters. Failure to accommodate for thermal movement will cause buckling of the sheet. Use 2" fasteners for all roof applications, l" fasteners are adequate forvertical applications (Le„ side walls, end walls, and partitions) liplillpilliplilliplill 2" Woodtlte Fasteners 2" Metaltlte Fasteners DONOT Over -tighten fasteners causing the rubber washer to compress Tighten all fasteners X X until they are "snug' If the neoprene washer becomes deformed, the fastener Is too tight Drive fasteners perpendicular tothe Suntuf face (see illustration given to the rlghOTighten �60111111111111c _ moderately by hand or with an adjustable torque power screwdriver NEVER use an Impact �N��RRER �ORREQ wrench / driver for fastening Su ntuf IMPORTANT NOTE:The washers/gaskets chosen for use with Suntuf panels were selected after careful checks and tests Shap€p3v of gaskets seal the fasteners'holes and heads well without excessive pressure on the Suntuf panel, allowing for limited there- N"i'mage Recommended washer/ gasket compatibility with polycarbonate Is assured by Palram Americas. Building Division Installation Applications Suntuf polycarbonate panels are used in a variety of applications. Following are instructions for the most common uses of Suntuf panels. If the application you are considering for these panels is much different from those depicted here, contact Palram America's technical support for guidance. Canopy Applications The most common application for Suntuf panels is usage in canopy applications (patio cover, awnings, etc.). Shown here are two approaches for installation. The approaches are shown as the "Purlins over Rafters" configuration and the "Integrated Purl ins" configuration. Purlins over Rafters Configuration This approach is the simplest to employ and is found in Palram America's "do-it-yourself" documentation. It involves installing the purlins (horizontal supports) on top and across the rafters. Vertical closure strips are confined to sealing the edges. Utilizing closure strips, attach fasteners on the crown of every other rib in the horizontal direction. In high wind areas, fasten on the crown of every rib. This approach offers the best combination of installation ease and product performance. Integrated Purlins Configuration This approach involves "blocking -in" horizontal supports, and may be desired for some installations. With this method it is also possible to place vertical closure strips on rafters throughout the installation if desired. As with the previous configuration, utilizing closure strips, attach fasteners on the crown of every other rib in the horizontal direction. In high wind areas, fasten on the crown of every rib. Note: The illustrations depicted here are for installation purposes only and not a reference as to how to build the supporting structure. The supporting structure needs to be constructed in accordance to local building codes and Palram Americas will not be responsible for the design /function of the structure. Please consult a structural engineer in your area. 5 Purlins Over Rafters Configuration Start panel installation from side opposite the pprimary direction oft fte wind See load support table for proper purlin spacing. building code 16" to N' o.c. Integrated Purlin Configuration or Start panel installation from side opposite the pprimary direction ofthe wind J Suntuf Panel r or 2" x 3" purlin F. rafters See load support °'° vertical table for proper closure strip purlin spacing. horizontal closure strip i Consult your local buiIdin code 16" to 74" o.c. minimum recommended pitch of M`:12" e e e o ea Building Division Details Details applicable to each configuration are shown below. counterflashing 4" minimum existing brick/ neoprene or masonry a washered rafter O Head Flashing Detail existing house cladding and structure nannrana ridge board Suntuf ridge cap rafter 0BHead Flashing Detail at Sided Wall to measure itch screw line centered on purlin oyer\a'Pa �C �Ure horizontal closure strip 2" x 3" purlin TE: Total overlap of both �. panels combined should be minimum of 4", 8" maximum existing house cladding and structure Suntuf Side —Ridge line of Suntuf side ridge existing house undersiding cladding and structure Suntuf Side 2"3 pu lir /end rafter 2" x 3" purlin O Flashing Detail Suntuf panel Ridge �I .—post © Sidewall Flashing Detail Use sealant if pitch is less than 1'/z" R perfoot \ , rafter beam. I Suntuf panel 2" x 3" purlin ORake Detail C rafter I closure strip \, min. -'max. OOverlap Detail O Detail at Seam O Bbttdm closure Detail City of Vertical Installation Wheat Ridge Vertical Installation of Suntuf, for side or end walls as an example, is essentially the same as with roofing / canopy applicatio9s..oster&Visionr ing spacing and application is the same, except that fasteners are to be installed in the corrugation valleys (as opposed to the cres Closure strips are not required for vertical installations, unless the structure is totally enclosed and energy efficiency is a concern. 6 Greenhouse Applications Suntuf polycarbonate panels make excellent cladding for do -it yourself greenhouse projects, such as season -extenders, cold frames and more. While installation for such projects generally follows the same procedures as those previously outlined, please be aware that condensation formation and dripping is common for enclosed, humid environments like greenhouses. If condensation formation or dripping is not objectionable, standard Suntuf may be used. However, if condensation formation and dripping is a concern, consider the use of'Suntuf PluAinstead. Suntuf Plus features a proven anti -condensate coating that helps to minimize fogging and promotes the flow of condensation on the inside of the panel As a result, droplets are minimized and panel clarity is increased, allowing for greater overall light transmission, It is important to account for condensation flow in the design of the structure. Without the proper slope and some form of condensation collection and removal system, dripping will occur at purlins or other supporting members. Many commercial and professionally manufactured hobby greenhouse structures are designed to manage condensate control and removal. For information about such structures and Suntuf Plus, consult your preferred greenhouse manufacturer or dealer. For large scale commercial greenhouse projects, Palram America's Horticulture division should be consulted for additional design considerations, specialized products for commercial greenhouse such as DynaGlas &ThermaGlas, installation instructions, and the availability of specialized greenhouse -specific accessories. Curved Applications When covering curved structures, it is possible to set the sheets on an arched framework so that they arch with in the range of elasticity of the sheets without inducing stress The minimum radius of the arch created is 20 feet Minumumradius =20' Miscellaneous Applications While this document provides guidance for the most common applications for Suntuf, there are many other possible uses not accounted for here. If you have any questions regarding the use or installation in a particular application, contact Palram Americas Technical Support. Technical Support Palram Technical Support is available weekdays gam to 5pm EST by calling 800-999-9459. Questions mayalso be e-mailed to PalramAmericas@palram.com. City of Wheat Ridge Building Division Light Transmission Values for Suntuf Colors Light Transmission Transparent 900/6 MistyGreen 200/6 Opal White 450/6 Hunter Green Less than 5% Solar Gray 350/6 Red Brick Less than 5% Smooth Cream 300/6 Solar Control Silver 200/6 Load Support Warranty When designing the underlying structure for your a pplication, Suntuf Polycarbonate Panels carry limited lifetime warranty be sure to account for the following loading data: not to lose more than 10n% of their Iighttransmission (when Suntuf Panels Support the Following Loads: tested in accordance with ASTM B-1033-77). They are also warranted for ten years against impact damage (including hail). For complete text of the Suntuf warranties visit the following Pounds Per Square Foot 20W 40 50 nternet page or contact Palram Americas Technical Support. Cross Support Bracing 36" 30" 24" 16" http9/www.PalramAmerlcascom/Suntuf DOCS Physical Properties Adetailed overview of Suntuf physical properties can be downloaded at: http//wwwPalramAmericascom/Suntuf Docs City of Wheat Ridge Building Division Inasmuch as Palram Americas has no control overthe useto which others may put the product, it does not guaranteethat the same results as those described herein will beobtained. Each userofthe product should make his own tests to determinethe product's suitability for his own particular use including the suitability of environmental conditions for the product Statements concerning possible or suggested uses of the products described herein are notto be construed as constituting a license under any Palram Americas patent covering such use or as recommendations for use of such products in the infringement of a ny patent Palram Americas or Its distributors cannot be held responsible for any losses incurred through incorrect installation ofthe product In accordance with our company policy of continual product development you are advised to check with your local Palram Americas supplier to ensure that you have obtained the most up to date information. �A PALRAM Palram Americas reserves the right to change product specifications and/or information contained in this brochure without notice. Am MADE IN ILO �r �r PC City of Wheat Ridge Building Division PALRAM AMERICAS Kutztown, PA, USA Tel 610.285.9918 Fax 610.285.9928 Build 011. pa Ira ma mericas@pa I ra m.com i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 0 0 T Job Address: Permit Number:?E% f r.� ❑ No one available for inspection: Time `AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http.11www. ci. whea fridge. co. uslinspection Date: l 0/; c?� 17-0r-Tnspector: � DO NOT REMOVE THIS NOTICE * OWNER City of Wheat Ridge Homeowner Accessory Structure PERMIT - 202001401 202001401 ISSUED: 09/17/2020 5222 Quail St EXPIRES: 09/17/202.1 Construct attached 28 ft x 15 ft Pergola covering the existing concrete patio -- 420 sq ft total SWEDOCK SARAH K *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 6,003.00 FEES Total Valuation 0.00 Plan Review Fee 101.89 Use Tax 126.06 Permit Fee 156.75 ** TOTAL ** 384.70 *** COMMENTS *** *** CONDITIONS *** A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and .red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccur.•ate information submitted within the plan set and any construction errors resulting from inaccurate information. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. I, the property owner, by my signature, attest that I currently reside at the project property, intend to reside at the property for a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers. If professionals are hired, those contractors are licensed with the City of Wheat Ridge and are listed on the permit. NOTE: Consultations and inspections will only be performed with the homeowner of record present. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Homeowner Accessory Structure PERMIT 202001401 522.2 Quail St Construct attached patio - 420 sq ft 202001401 I, by m�t.IIurhera signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicae building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the al owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this pettest thatI am legally authorized to include all 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 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 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 androcedures 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 issuan granting of rmit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any applicable or y ordi a or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of'ChiefBuilding Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Valuation Change From: no-reolv(alci.wheatridae.m. us To: CommDev Pets Subject: Online Form Submittal: General Permit Application Date: Sunday, July 26, 2020 7:50:30 AM General Permit Application This application is exclusively for Scopes of Work that do not already have a specific form. YOU MUST ATTACH AN ELECTRONIC PAYMENT FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 5222 quail Street Property Owner Name Jennifer Dean and Sarah Swedock Property Owner Phone Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Address Attach City of Wheat Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTACT INFORMATION Submitting General Contractor or Architect Contractor's License Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contract Phone Number (enter WITH dashes, eg 303-123- 4567) 773-617-3215 jendean21@yahoo.com Jennifer Dean 773-617-3215 Contact Email Address jendean2l@yahoo.com Retype Contact Email Address DESCRIPTION OF WORK Detailed Scope of Work - Provide a detailed description of work including mechanical, electrical, plumbing work occurring, adding/removing walls, etc. Square footage of scope of work Location of work (backyard, on roof, etc) jendean2l@yahoo.com Redwood Pergola covering the existing concrete patio (28 feet x 15 feet). Attached to home by a 2 inch x 6 inch ledger which is 10 feet high (above windows and acadia door). Six 4 inch x 6 inch posts at corners and 8 1/2 feet from ledger center. Every 24 inch attached to the beam, there will be 2 inch x 6 inch x 10 ft rafters attached to the beam. 420 square feet Backyard - attached to house Project Value (contract 2500 value or cost of ALL materials and labor) Upload Engineer letter, other documents on 8 1/2" x 11 " Upload Asbestos Report if triggler level is met per CDPHE regulation. 414 sq ft x$14.50= $6003 Field not completed. Field not completed. Upload Drawings 11 x 5222 Quail Street - Pergola Reauest to City of Wheat Ridae.odf 17" or larger SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Jennifer Dean Permit Email not displaying correctly? View it in your browser. Whc""atR2dge UNUM UkVEIUI'Md1i APPROVED ON SITE PLANS 12041A.,,' J MUST BE ON SITE FOR INSPECTION ALL P.1 &. a.. Use. �..�• �• _ ..u.•�� =- , , Steven ._ ■■�■ '... ,i. . n■��______ other sheets for details. ■■■■■■■ ■■Ems ■■■■■ �■ ■■■■■��■■■■■■■■■■■■ ■■■■■■ ■■■■■■ ■....... ■■■■■■■■ ■■■ ■■■ ■■ ■■■■■■ ■■■■■■■�■■ ■■ ME ENEWOR ■■■■■�■ ��� ENE 00, UP .....sun ■E/ice■■into the concrete ■■■■■■■ ■■■■■■ ■■■■■■■■■■■■■ N N ■ ■■■ENE ■■■■■■■■■■■ ■■■■■■■�■■ DATE: /August 17, 2020 COMMENTS: Approved with conditions and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. f? f -e, _ @x t io' �-O"ACAPLH, each q1' fod f City of Wheat Ridge Building Division Approved with Conditions. See other sheets for details. ■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■MONO■■ W.■■■I■O •. MMMOM■M■NM ■■■■■■■■■ft-■■■■■■■ MMNM■■■■M■■m■MM■■■■ ■ori■■■■■■iiM , ;rte■■M■■■■ ■� �■■■■� ■■e' SIM■M■■■■■■ M ■'il■■■■ 1■■■■ ■■■■IM■M■■■■■■ ■■■■■i■■■■■■M■I ■f■ !ONS M��■■■MMM■MM t A Wheat Ridge Building Division go PLOT PLAN PR FOR ED "-" 4 NEAP;n Cwtomiu Yee Dram LOT: 2 , BLOCK: 1 ADDRESS: 5222 QUAIL STREET , SUBDIVISION: QUAIL RIDGE ESTATES RESUBDIVISION , CITY OF WHEAT RIDGE , COUNTY OF JEFFERSON , STATE OF COLORADO. lollPz)-q'i cX�sfi� UHbu4- LOT 3 .Z�17(isf BLOCK 1 �crgela Wtt1 }� City of heat Ridge Udine Division 0' UE&DE ..F. " 0 W I- 4 ^NIe a A X w ad w N} 30283n,Ol I 60.00, 51.9 a�0 d6'0' LOT L I I BLOCK 1 w 7, 582±S!S w w So 7.5' 0 15.0' 0 53.1x ox wl"4 �L_ M PLAN 725 11.ss- TGB=54.3 o FF=55.6 n 5 ELEV=A ns' L IBASEMENT C6, STD FP 0 GR 15.0' I O17.5'_ NI - J 0 �. II l8&11L 5.5' BOG=53.1 - 3 CAR r E 6 ,n GARAGE I12.0' � r7 .I. a5a n s, FOG -52.6 0 11.0' O k5ti. 10' UE&DE N0076'28'W QUAIL STREET D"uSpned by: SS&r4 swCh/3/2018 C0910ECDOWDUE... (,Omu&pne Ey:_ r t LOT 1 BLOCK 1 I' 0 � N INr7 W BOW 50.9 TBC FL EOA MODIFY DRIVEWAY TO AVOID WATER METER PIT 0 10 20 with conditions. All Work comply with 2018 IRC. See sheets for details. 7112119 Chapter of the International Code Council How to Use this gide Check with your jurisdiction regarding type of submittal(paper or electronic) and for additional requirements. Draw to scale and complete the following(hint. use graph paper with 1/4" squares. Example: Y4" =1'). 1 Celilplete this Bmilding Goide by filling in the blanks on page two, and indicating which construction details will be used. 2 Perm Me 2 Pet Plans (site plan) showing dimensions of your project or addition and its relationship to existing buildings or structures on the property and the distance to existing property lines drawn to scale. See Page 2 3 FIN out a budding pepmit The majority of permit applications are processed with little delay. The submitted documents will �. help determine if the project is in compliance - with building safety codes, zoning ordinances I and other applicable laws. The Colorado Chapter of the International Code Council is a professional organization seeking to promote the public health, safety _ and welfare to building construction. We appreciate your feedback and suggestions, - please write to the Colorado Chapter of the , International Code Council, P.O. Box 961, Arvada, GO 80001. This building guide can be found on Colorado Chapter of the International Code Council website at: http:/An .mloradochapterice.org _ This handout was developed by the Colorado International of the Inteational Code Council as a basic plan submittal under the 2018 International Residential Code. It is not intended to cover all circumstances. Check with your Department of Building Safety for additional requirements. City of L,Oh1MUIVIIY �IVEL.OT'MFIVT Wheat Building Division mi/19 Note: Manufactured homes require independent/self supported patio structure This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under the 2018 international Residential Code. it is not intended to cover all circumstances. Check with your Department of Building Safely for additional requirements. City of �W heaticl�e MUNITY Dwi LOPMENT Building Division 7112/19 Single Residential 11 . • ► Carports wrecUIOIIS h 1. Fill in the blanks with dimensions and materialswhich will be used to build the structure. Please print legibly. Z. Indicate in the check boxes which details from page 4 will be used. Please n e. if any of the sides of your carport addition are closer than 5'-0" to the property line, that side of the carport must be enclosed with a solid I hour fire rated wall as shown in Alternate. Details B and C. You must however, keep at least two sides of the carport open to conform to the building code requirements. Zoning approval is required. 3. Roofing to be installed per manufacturer's instructions, including low slope application and required inspections made. Roof coverinUnderlayment N v a (mmmNe: ClkmA 9 mb stmgfes) exen�p :i f j Size and Amount of,�I��a 11 it Sheathing a/a x6 x 0, "p:e: r (example: r"e zx 41l2'lyge � teo..) 12 pitch 2x 6 rafters spaced" O.C. (example: 2x a refers vaoo24- D.C.) Note: Walls, posts, and overhangs closer than 5'to the "' Overhang property line to be 1 hr. rated No closer than 2 feet to property line Beam splices to occur over posts with 1 the bearing ❑ Detail A Detail 13 +.1,,,, ❑ Alternate A Alternate S 4D -21—"X "beam Other (provide devil) rsea ge 4) (zxix Existing lSee page 4) building Sin H SPS. - Maximum rise 7 taxample:12'V) 314" to top of door Li retail C threshold lyf Alternate C (seepage`) s' -a" Siding PJM Isolate irom Slab minimum (br)lftwWeaonrj I Slope - � �• - -° y "x y "posts (exampk:4k4'J Footing per spaced apart cobeim W do Detail C on rexamp§ a9 Minimum Page' " (size determined by bad) — Footing _"x " FfivAlrenum Corey) This handout was developed by the Colorado Chapter of the International Code Council as a basic plan submittal under City of the2018International nes. Check Code. It u not intended �_ heat I E' to cover all circumstances. Check with your Department of Building Safety for additional requirements. COM.41 t 1 N I 11' 1) t V l t OP tit 1 N1 ci c Wheat Ridge Building Division )112119 Existing root rafters or trusses Extend udedaymenl from new roof a minimum of 18' aft existing Galvanized metal joist or rafter hangers . — Sdjd 2x blocking on 2x12 or greater Extend underiaymenttram — - Root tie downs required new roof a mimxvn of ta" - �'. onto existing root ' I Remove existing fascia Existing 'Cont. 2x ledger Secure ledger to wall with lag screws @ 16'0.C. Existing Roof move exists Locate lag screws to penetrate top plate or studs ng I Note: Remove brick veneer at top of wall Cont. 2x6 secured to existing roof with Exisfinq wall before installing continuous 2x ledger fasteners at each rafter or truss Solid 2x blodking on 2x12 or greater Solid 2x fire docking on 2x12 or greater -- Root tie dawns required Roof tie downs required4 2x facia 51T type "X" exterior _ - gypsum sheathing ' Galvanized metal posWeam connector --- - _ _ _ — No closer than 2 feet to property line Exterior, - - -- — One four fire rated on the alvart¢ed underside posVbearn connector Infill between posts w/ Ws @ 16" O.C. ----- - Loss than 5'to property fine - Treated or decay Bottom plate shall Infill between posts resistive post be treated wood w/ 2x4's @ 16" Q.G. Minimum 3 112" avantz inimum 31/2" concrete slab 1" column base concrete slab 1" Galvanized w/ 1 ' spacer to column base w/ 1" concrete spacer to concrete t Isolate .g`., Anchor bolt Isolate' from Slab — r minimum om Slab — Anchor bolt penetration 7" minimum a"minimum f�wfotdeph hecklocal penetration diameter V,, building bekrxim5deph department for Ve fyVvith concrete TF swelling soils. uisdcfion caisson ` caissons may ng Depth be required Footing $" This ha was developed by the Color Below Grade International Council as a basic plan sur al under ` ` 7 Llt)r Of the tote Internatlona is not Imendetl 1—eat f ~�le to cover all circumstances. Check with your Department j _t�1`� of Building Safety for additional requirements. - COMMUNITY DEVELOPMENT Q Building Division City of CWheat dge MMUNITy DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave. F: 303.237.8929 July 22, 2019 Owner/Occupant 5222 Quail Street Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201709604 (New Single Family) 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 — August 19 — 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. 29`h 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.wheatrid eg co.us City of Wheat Ogc COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us nOY77�0 N 0 O O N _ o er ? 0 O w n m 7�'TOz ° (D " n w n r• �]mm"� � A -A a r+ a rt P. n p p t" = : 'j () w n *k F' ' N o m Q W ^C .4 rr mn p rt I rn C7 p R to 4�- aam H n �Z ��� o. 0ro ° n ° "boN C ~ N w n bpm w o�f9 n w mn�`�'O cn P o W cr IQ rt r rnF1 cu F ° m ° �UQ OCL n Baa m z�n v o CL a 174w m �, Fl- bOcd �; o pn£ nom �� w rt �C @�o n4 �� o p F• p 0 (D 7y n m r: n O x rn ►�j`,IJ p~, p� p ,'i1 c.' H m a o fD ti o m O EL F,. N. o N H0 r* rr' (7 CD ►� O C S `D c CD o �f (� =1 Ea ,,, H rt 'C (� r1 n Q, O rA U1 CEJ o o S {L N. O N (D Cl O 'rJ ee n O) N. �p O � a LQ y m oa eon n c- c a ? �) rt o C] o C o rt 00 O o �• �. ora is N c ° a CD z o .t x r Z to a d I �� I �-r Inspection online form: http://www.cl.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business day PERMIT: ADDRESS: 6a,1,2 i JOB CODE: Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 302 Wall Sheathing „t , 1 Footing P.E. Letter L`% a(dl 4 104 Foundation Setback Cert. t, } 305 Insulation 105 Stem Walls 306 Mid -Roof 106 Foundation wall insulation 307 Metal / Lath / Stucco Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical/ Cable/ Conduit 302 Wall Sheathing „t , 202 Sewer Underground Int. L`% a(dl 203 Sewer Underground Ext. 305 Insulation 204 Plumbing Underground Int. 306 Mid -Roof 205 Plumbing Underground Ext. 307 Metal / Lath / Stucco 206 Water Underground 309 Rough Electrical Commercial Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments _ 301 Rough Framing 302 Wall Sheathing „t , 303 Roof Sheathing 304 Sheer Inspection 305 Insulation 306 Mid -Roof 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial 310 Electrical Meter Residential 71 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS PERMIT: ADDRESS:S12-2-Omil .Y JOBCODE:S]�L Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial Q l 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls 322 Rough Grading 323 Miscellaneous `� ' 7 0 Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential Q l 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof `� ' 410 Final Window/Door 4,11 Land scape/Park/Planning* Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works— 413 Flood plain Inspection** 414 Fire Insp. / Fire Protection*** 415 Public Works Final** T V4F - 416 Storm Water Mgmt.** 417 Zoning Final Inspection* �� ��;' 418 Building Final Inspection Note: All items must be completed and approved 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 please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. Rackft= Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: CB223900 Test Date/ Time: 9/25/2018 Tester Certification #: 06-00615 Assembly Test Results ® Pass 9:37:21 AM ❑ *Fail Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE 0 Facility Address: 5222 QUAIL ST City: ST: Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES °f Address/Suite 5740 OLDE WADSWORTH BLVD v City/State/Zip ARVADA CO 80002 c p Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection inlet Orientation Outlet Type: ❑ RP ❑ DC ❑ PVB ❑ Air Gap El Domestic ❑Containment El Horizontal ® I T fl Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑ ' C v ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' a Previous Assembly #: ® Irrigation ❑ Recycled Location: OUTSIDE NORTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 80 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.0 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑ Tight ❑Tight Relief Valve (RP) c Buffer co (RP) Air Inlet 2.5 OPENED FULLY (PVB) ~ Shutoff Valve #1: XTi ht ❑Leakin [7]Replaced Shutoff Valve #2: >�Ti ht Eleaking ❑Re laced Back Pressure: Dyes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Q v v. Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: Test Kit Make: MidWest Model: 845 N Serial #: 07112151 Last Calibration Date: 1/30/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. L Testing Company: Backflow Consulting Testing & Repair, Inc aTester Name: Nick Roman Phone: (303) 537-0126 Signature: Certificate Expiration Date: 1/16/2019 u J O N O O00 co Y O tip J N � � N + 0) p G:: cr w i O = iz a s o +� u ul c -p o a � t71 a a • o+ 0 0 VI= m u m a 40-- v w ° w - 00 a21 E _ a,Qa CO vO 40 7 OE 0 s� w e w� 0 0 > > .ro N� oc corn ry r� .' O Q. .5 m co L/) Ln O1 m m Q O Nv C7 N '� , .J Gip L.n 0) 4 n S a a aV) •Mmo ,G -,mo V w w No w= =CL 01 crE a +' f� O tri I', O O (h N ti t/k N v1 vY M tW 16 V} C i . . a H D O d CA 11, O 4i o -, 1 o V u o p LL T C W H M a �0 E w qA W 17-1 ro N v � � V Ut C N � E Lo ar a 0as c v au o = Q o a-+ V s r �- Zu -r iLn0 r N � O LL LL T v w mE w�q W �� N w w � � Q o Ln M M o V O m v N Z _ 5 N v O O W N v N O Q N N C) L Q v E C 0) '^ C v v E O O ° v) v N_ L C ° C = v ° V 0 C o L 2 u. N ° C of C v 7 o •a ro ° m +. v p R Qj p io 0) > C "D c N 2 = V> O S O O LL -D �� v- Q w a c r E m E C J w p E o U n. a a` V o 2 N � m4 cE EE ua W = w d mE w�q W �� N ENERGY STAR@ CERTIFIED NEW HOME /f s ' Builder Name: Remington Domes Rating Company: EnergyLogic Permit Date/Number: Rater ID (RTIN): 1007609 Home Address 5222 Quail St Rating Date: 2018-10-01 Wheat Ridge, CO 80033 Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includesA comprehensive water management system to comprehensive air sealing, quality-installed insulation OJIV protect roofs, wails, and foundations, and high-performing windows to deliver improved (I comfort and lower utility bills. L___J E.J Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1422 CFM50 (2.71 ACH50) 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: 0.28 SHGC:0.33 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high-efficiency heating, coaling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-equality performance. optimal performance. ENERGY STAR Qualified Lighting: 100% Total Duct Leakage, Duct Leakage to Outdoors 74 CFM25 Rough-In, with Air 74 CFM25 ENERGY STAR Qualified Appliances and Fans' Handler Refrigerators:0 Dishwashers:0 Primary Heating (System Type • Fuel Type • Efficiency): Ceiling Fans: o Exhaust Fans: 5 Furnace • Natural Gas • 92.1 AFUE Primary Water Heater (System Type • Fuel Type • Efficiency): Primary Cooling (System Type • Fuel Type • Efficiency): Water Heater • Natural Gas • 0.69 Energy Factor N/A This certificate provides a summary of the major energy efficiency and other conslruetion features that contribute to this tome earning the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through Independent inspection and verification Zero Energy Reference Existing perforated by a trained professional The Home Energy Rating System is a nationally-recognizod Home Home Homes uniform measurement of she energy offiponcy of homes, Note that when a home contains multiple performance levels for a particular feature (e. g.. vAndow efficiency or insulation levels), the predominant value is shown, Also., homes may be oerlified to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly G o•o g o $ �, r, less o g µore ''. selected from a saint homes for represenlalve inspecleans and testing. Int such cases, the Elargy Energy features found in oath home mthin the set aro intended to moot or ext6ind the values presented w this certificate t ha actual values for year home may drifter, but offer equival¢rrt or better performance. chis corhficate, was prmterd using Ekotropa The, Home 02013 UWT Learn more at www.an¢rpystar govihomaraatures IECC 2012 Performance Compliance QnergyLogic Property Organization °"°'"'` 5222 Quail St EnergyLogic Wheat Ridge, CO 80033 Zach DeWolfe Inspection Status 2018-10-01 Reports Builder Rater ID (RTIN): 1007609 5222 Quail St Remington Remington Homes RESNET Registered (Confirmed) Annual Energy Cost Design IECC 2012 As Designed Performance Heating $613 $504 Cooling $151 $153 Water Heating $156 $156 SubTotal - Used to determine compliance $920 $813 Lights & Appliances $751 $736 Onsite generation $0 $0 Total $1,671 $1,549 402.5 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 11.7% SHGC ® 404 402.5 403.2.2 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist Mm Design exceeds requirements for IECC 2012 Performance compliance by 11.7%. As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5 If rating is Projected, P. certify that the building design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application_ If rating is Confirmed., I certify that the address referenced above has been inspecteditested and that the mandatory provisions of the I ECC have been installed to meet or exceed the intent of the IECC or will be verified as such by another party. Name: Zach DeWolfe Signature: Organization: EnergyLogic Digitally signed: 10/1/18 at 2:57 PM Ekotrope RATER - Version 2.2.5.2015 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RESNET Accredited HERS Rating Tool. mo co 00 sm N N.0 C4 Lf) 0 N w 0 C) r - IN Oce U- W C: w (a < Iq CD a) U ai CN CD (n RS m 10 rZy U') U')z z10 0) m C? U- U - o C) cu E JI), ham -UP z a)- O'd u C > U C, 0 92 E :0 0 x 0 u 0 0 0 [2 cpW LL RI— g 0 N 7 [2 Ag a', Lo 2 M 12 9 4'E W E W W, ( & Lo M C) o o Q LO) .0 �E t�= E 'n Cl) ? Z C, 00 0 O E u-) ZE " LO LL R, wS2 NLI? C? Q) 0) V) V) .0 a E S$ m o 0 0 m o o 0 c: a: = .0 .0 1� o� Y, 0� U 4) C -0 a O 't v !v E 'o 4, > LL OL mc m '2 E 0 0 U. CD of rorov < 0 N w 0 C) r - IN IECC 2012 Label 5222 Quail St HERS® Index Score: 59 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1422 CFM50 (2.71 ACH50) Duct Insulation: R-0 Duct Leakaae: 74 CFM25 WI'ndow & Door 5 ecs, U -Val ue: 0.28, SH Gd: 0.33 Door: R-7 Heating: Furnace • Natural Gas • 92.1 AFUE Cooling: NIA Hot Water: Water Heater • Natural Gas • 0.69 Enerav Factor re: 2005 EPAct Energy Efficient Home Tax Credit (13-001) nergyLogic Property Organization angly W. Inslghl, amrn. 5222 Quail St EnergyLogic Wheat Ridge, CO 80033 Zach DeWolfe Inspection Status 2018-10-01 Reports Builder Rater ID (RTIN): 1007609 5222 Quail St Remington Remington Homes RESNET Registered (Confirmed) RESNET Confirmed Rating Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 32.1 28.6 Cooling 4.7 7.4 Total 36.8 36.0 Ceiling U: 0.020 Wall U: 0.052 Framed Floor U: 0.024 Slab R: 0.0 Window U: 0.280 Envelope Loads (MBtu / year) Category 2006 IECC As Designed 90% Target Heating 57.8 38.3 Cooling 8.5 8.5 Total 66.3 46.8 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 74.0 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 2017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling energy consumption that is at least 10 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice. (4) Field inspections of the dwelling unit (or of other dwelling units under the ENERGY STARCH? for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features of the home affecting such heating and cooling energy consumption comply with the design specifications provided to the eligible certifier. "Under penalties of perjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name: Zach DeWolfe Organization: EnergyLogic Signature: �, j%.� Digitally signed: 10/1/18 at 2:57 PM Ekotrope RATER - Version 2.2.5.2015 This information does not constitute a warranty or guarantee of home energy performance. Air Leakage Report Property 5222 Quail St Wheat Ridge, CO 80033 Reports 5222 Quail St Remington QnergyLogic Organization . . . 1Y.10. EnergyLogic Zach DeWolfe Inspection Status 2018-10-01 Builder Rater ID (RTIN): 1007609 Remington Homes RESNET Registered (Confirmed) General Information Conditioned Floor Area [sq. ft.] 3,154 Infiltration Volume [cu. ft.] 31,470 Number of Bedrooms 4 Air Leakage Measured Infiltration 1422 CFM50 (2.71 ACH50) ACH50 (Calculated) 2.71 ELA [sq. in.] (Calculated) 78.2 ELA per 100 s.f. Shell Area (Calculated) 1.08 CFM50 (Calculated) 11422 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 Leakage to Outdoors [CFM @ 25 Pal 74.0 Leakage to Outdoors [CFM25 / 100 s.f.] 2.3 Leakage to Outdoors [CFM25 / CFA] 0.023 Total Leakage Test Type Rough -in, with Air Handier Total Leakage [CFM @ 25 Pal 74.0 Total Leakage [CFM25 / 100 s.f.] 2.3 Total Leakage [CFM25 / CFA] 0.023 Mechanical Ventilation Rate [CFM] 75.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? false Average Rate [CFM] 75.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 169.0 2013 ASHRAE 62.2 Req. Cont. Ventilation 172.3 Ekotrope RATER - Version 2.2.5.2015 RESNET HOME ENERGY nergyLogic RATING Standard Disclosure °°°'" For home(s) located at: 5222 Quail St, Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: jet. 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 YJ B. Moisture control or indoor air quality consulting WIC. 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 WIC. 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 HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): I I Installed in this home by 11 Rater 11Employer Rater Employer Rater DEmployer []Rater Employer Rater DEmployer Rater Employer OR is in the business of Rater Employer Rater Employer Rater Employer Rater DEmployer Rater DEmployer Rater Employer []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 #: 1007609 Name: Zach DeWolfe Organization: EnergyLogic Signature: -/ Plz-._,_...- Digitally signed: 10/1/18 at 2:57 PM 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_Industry_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 A i CITY OF WHEAT RIDGE _1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: q03 EEA* Job Address: 14 Ovq.' 5 t" Permit Number: 4617ogvlO Y ❑ No one available for inspectio . Timed AM/PM Re -Inspection required: Yes (NO) When corrections have been made, call for re -inspection at 303-234-5933 Date: l0 /% —Inspector: T 14 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 NOTI E Inspection Type: `� �� r-na e c� Job Address: S`3—d-p- ` is') Permit Number: '90 17 0 Ci G o y l Al PC lar rC ❑ No one available for inspection: Time 0I /PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: /C Llo kig 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 NOT ICE Inspection Type: O3 C Job Address: % 5� Permit Number: Ob Ooq , O ❑ No one available for inspection: Time AM/PM Re -Inspection required: es No When corrections have been made, call for re -inspection at 303-234-5933 Date: /a 4119 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 Type: 4% ,a ` jrJ v % e An el ;7-f n of INSPECT—)QN NOTIQE 4C-7- t-Inett ;S/vm�' 17 '/ O S- p 7 n a 1 11) 'e c Job Address: '5_9'33- Qua ,j Permit Number: 'D C I-,� p q 4, D 44 s,i10. r ,Vin ITslq f-10 Dlrrl r_ r- OF n -�S f�e�' L a� r A//f) 71 f f jR r-0 U e Cl Lid 17) iJ r -o V l -e a W. f! PV n �-' (E= a re r -e- SC h -e_ cl c- k &L'1' n t' -ea wV ❑ No one available for inspection: Time 7 &PM Re -Inspection required: C9 No When corrections have been made, call for re -inspection at 303-234-5933 Date: 10 S- 1 S Inspector: —7~ L 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: C, ol &. C) 4 Permit Number: S'Z- z Q,,,.,k Si L pvrmoJQ, ❑ No one available for inspeti • ime - )zg/pm Re -Inspection required: Yes No When corrections have been made, c e -inspection at 303 -234 - Date:— 1(1 t S / 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: L e T Job Address: S'D 0a G v nj S4 Permit Number: -�? o/ 7 6 q 1, C L1 ❑ No one available for inspection: Time 10 -- of S KA'WPM Re -Inspection required: Yes No' When corrections have been made, call for re -inspection at 303 -234 - Date: `3 31 La Inspector: -7-6 DO NOT REMOVE THIS NOTICE L/ i:. CITY 0 VVHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax i INSPECTION NO ICE Inspection Type: 5 a C - dJ ry uv,-� Job Address: s as a-�- Permit Number: -9 V 1 `7 ❑ No one available for inspection: Time = PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: '6 / / S Inspector: �1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office e (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ( N Sy L c_i 4 1 c4n Job Address: 5Z 2 Z 0\.)c.,, I ST Permit Number: 20 t '% Ucj(_a04 ❑ No one available for inspection: Time [,'�(Y0 AM/PM ,_; Re -Inspection required: Yes No'�' When corrections have been made, call for re -inspection at 303 -234- Date: - 03 -234 - Date: `l` 2 1 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: 7F"ga ( Q. ae _ Job Address: '5� 00-XA ( ( S( Permit Number: 020 f -7O ICOC){- ❑ No one available for inspection: Time r�� �' AM/PM, Re -Inspection required: Yes No --, When corrections have been made, call for re -inspection at 303-234- Date:- 1',30, (� 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: k cyj 6-' (,-1 F--k-cA vi -P Job Address: 512222 aoc" I Permit Number: 2 U (-7 oq (ate ❑ No one available for inspection;_ TimeqAM/,-PM Re -Inspection required: Yes; No When corrections have been made, call for re -inspection at 303-234-5933 Date: --7, � � . I � Inspector: F DO NOT REMOVE THIS NOTICE � 4 = CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line r� ��P�'(303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: k W Ci (4 -PA b Job Address: -7 7 t I t Permit Number: 2 C-) 7 Co 9 Cc U ❑ No one available for inspection: Time A�/(/P Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: `7- 7 ` ('(—Inspector: ,. DO NOT REMOVE THIS NOTICE 1* � 4 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: `�' H d�,k r f ij Job Address: 2-7 t Permit Number: e> t i U r l,, o 4 ❑ No one available for inspection: Time Aw - M; Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: ___7 ` ` "F Inspector: TI; DO NOT REMOVE THIS NOTICE 1* � 4 i ..CITY OF WHEAT RIDCE.- Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE -30s- ov9h Ofee-_ �e5 Inspection Type: 31 0 - C) ec Ma �er- R e� 1!ffo-ge Job Address: S 31 a a Q L)a .) S 4 - Permit Number: 'o 0 1-7 0 L7 & 0 y �No one available for inspection: Tim AM/PM Re -Inspection required: Ye No When corrections have been made, call -#o re -inspection at 303-234-5933 Date: inspector: e DO NOT REM E THIS NOTICE 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECC��TION NOTICE Inspection Type: C1Gt.s _ Job Address: 2Z 2 C�� ( 5 c Permit Number: 2U F7 (pc( (a OLf ❑ No one available for inspection: Time AN(P` Re -Inspection required: Ye �No When corrections have been made, call for re -inspection at 303-234-5933 Date: -7 « I 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: FiCtvn-c- . -Plu M (a r MCC_ 4 , GfAS Job Address: S22 2 Q2 at k ( `aI Permit Number: 201-7 0 (a C4 o �lll rtll -f tl `( v? Gt/1 ri( t , n . y� /G USS Pkrkl (,,) EIV,4( Wu Ukw V tel/64b6kl o .(tel )c41d r� I LUL Mcta) / plce, e ; -t [o 4-kI s7G 2l ` le V(, "Tb (-�6 �s -f / A 4 T P UsS s o dcn 0I -e �o F 0A (_4 - kV-) XWr ) - MI AI r � Ugll 'N �2-eol F001 ❑ No one available for inspection: Time A 7p Re -Inspection required:a No When corrections have been made, call for -rhe --inspection at 303 -234 - Date: b Inspector: -tri DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE t2 Budding Inspection -Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: +J Job Address: Permit Number: ❑ 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: `7 ! _� ( '. Inspector: F DO NOT REMOVE THIS NOTICE o o CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: k6 1 V1 1 of /t'()_r Job Address: SSZ Z. 2 0wf, 1St, Permit Number: - 0i 7i)9 &)C, f 1 L ❑ No one available for inspection: Time JM Re -Inspection required: 6I No When corrections have been made, call for re -inspection at 303 -234 - Date: / 15-i )� Inspector:.! riljn e Loyl?tt ®O NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE �(303) BdiFtling'inspection vision (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: V pts r �J� rr i ✓ Job Address: '5222- owc , Permit Number: mac) 17 0 ❑ No one available_for inspection: Time h.' C? AMJP�A Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:_G "S - 1 Inspector: T-6 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: 2� Z) Z tZ� t Job Address: -' Q a a Permit Number: Q O) -4- c7 !� (_0 ❑ No one available for inspection: Time /PM Re -Inspection required: Yes W When corrections have been made, call for re -inspection at 303-234-5933 Date: 5` ) ag1 1 `�6 Inspector: S-1 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division ��(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: c --)l 7: -a 2j ( 1!* ❑ 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 - Date: 5h3,'fl 03-234-Date:'5%a9I I � Inspector: _T� - DO NOT REMOVE THIS NOTICE IV � 4 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: 6 o q ❑ No one available for inspection: Time j Iypm Re -Inspection required: Yes No When corrections have been made, call, -inspection at 303-234-5933 Date: Inspecto DO NOT REMOVE THIS NOTICE UN eo �i I iiititittggl LLJ US SO ;,66, 0 I'M LLmaa no 0 - F os Of cu 13 etr z 7 z 0 00 Z 0 < ui 0 Ld 1'0 < zr gzi M. 31 nlr,m- mzu=-z iE Ld k-Y C'4 C4 N La 0 ::),fio LLJCY 00 CN Oe 6r.gjl Mffpl.6ss Ck 00 MW zi 0 51 > al A b zo i CITY OF WHEAT RIDGE Z, Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ) o LI Job Address: `; e ? ? (D(Rr i Permit Number: ❑ No one available for inspection: Time _ /PM Re -Inspection required: Yes,`./ When corrections have been made, call for re -inspection at 303-234-5933 Dater 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: Job Address:�- Permit Number: aO) _7 'A ❑ No one available for inspection: Time D 4WVPM Re -Inspection required: Yes \N�0) When corrections have been made, call for re -inspection at 303-234-5933 Date: 3j I f Inspector(7:Drl:-- atic_jy DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT -201709604 PERMIT NO: 201709604 ISSUED: 03/01/2018 JOB ADDRESS: 5222 Quail ST EXPIRES: 03/01/2019 JOB DESCRIPTION: New Single Family home - 2 story, 3 car garage, finished basement, 4 bedroom, 4 bathroom - 3,686 total sq ft Main floor - 1,090 sq ft; Upper floor - 960 sq ft; Finished basement - 727 sq ft; Unfinished basement - 110 sq ft; Garage - 664 sq ft; Covered front porch - 135 sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan 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)668-4487 Eugene Willis 170665 Smith and Willis HVAC LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 261,653.50 FEES Total Valuation 0.00 Plan Review Fee 1,415.02 Use Tax 5,494.72 Permit Fee 2,176.95 Engin. Review Fee 150.00 ** TOTAL ** 9,236.69 *** COMMENTS *** *** CONDITIONS *** 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 project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. 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. ***PLEASE NOTE: Driveway curb cut width must be 24' or less at street. Current plans indicate a wider curb cut. Please reduce curb cut width to 24' or less.*** Prior to issuance of CO for individual homes, the following landscape improvements shall be 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. 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. 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 authorizes 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 per nred a9t hat all work to be perf0 ed is disclosed in this doc�n nd/or itis' accompanying approved plans and specifications. Sioatdre of 1O ER or CONTRACTOR (Circle one) Date I. This permit wat issued based on the information provided in thepermit application and accompanying Flans 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 androcedures 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 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 #hall not be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance oAlegulation of this jurisdiction. Approval of work is subject to f any inspection. Signature of Chief Building Official I Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of ��WhcatRidoe COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Date: /Z,//Y-// J/Y// g— Plan/Permit # V Plan Review Fee: �' r Building Permit Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: L��Q i' Property Owner Email: Mailing Address: (if different than property address) � 1 Address: �)2 (L (_)18j2_ 1,O (aL # State Architect/Engineer: C� % C'FCl a_+LEQCi7s ; J- nc Architect/Engineer E-mail: ,l L ` E-¢' &rL)4i)�,CW)Phone: Contractor: Contractors City License #: I (P (�0 Phone:_ �v!A x Contractor E-mail Address: i Sub Contractors: Electrical: j � ("L)) F-1ef-ri C. Plumbing: (qs 1� `U—&'AO, Mechanical: �� } oZ ' ZU i I11J W.R. City License # C) % T5 W.R. City License # (��� W.R. City License # •J 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 proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) nCA h�i ��>�� ,, a `� �� �. �C �c�t k , 6CC;L mwn1co�-1C9� Sq. Ft./LF Amps Btu's Squares Cc'J9,QX6A �uch - Gallons Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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. CIRCLEONE: (OWNER) (CONTRACTOR) or AUTHORIZED REPRESENTATIVE' of COWNER) (CONTRACTOR) PRINT NAME: SIGNATURE: j} DATE: DEPARTMENT USE ONLY ZONING COMMMENTS: WTTH C rJ ND 11-C OCCUPANCY CLASSIFICATION: Reviewer: isr « BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: 1 ,-' LL- L - -� 6 rte` "� bV`u�n b u S -n-4, Reviewer: l >V t t C�lv�� ��ok��'� _r L% E L-, W\- 6'L(--wI 7 PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ - s .City of `� Wheat -Midge PUBLIC WORKS Date: / Z /Z&o -Z-0 L --) Location: 5 Z Z Z G2 c C.- ATTENTION: . ATTENTION: BUILDING DIVISION SINGLE FA MIL YID UPLEX BUILDING PERMIT APPLICATION REVIEW I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. ✓ Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: V' -OK, refer to stipulations. 2. ✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes L --No Completed b. curb & gutter: Yes V ---No Completed c. sidewalk: Yes ✓ No Completed d. Other (specify): Yes No Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. _ Does all existing roadway/alley R.O.W. meet the standards of the City: Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. 1 V APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, ubject to the stated requirements and/or attached stipulations. SignatureDate TGtOA. ,C' S t II-�) 5. tJ/A NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature nMark Van Nattan Date 1 I 6. ✓ Stipulations: lc Uo t l� L Ca.., lw5 J -iy-,0 C> V% N l� S -t' b I� CL, N C-1 c�r� S C' 7. V A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of PUBW heat idge LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29ih Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: tZ -4 c Location of Construction: C�z Purpose of Construction: �►-� Ga, w�� V y� ,,� Single Family ✓ Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $ t- C> , J (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..... ............................... $50.00 $gyp „ b p Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 $ • Initial review' of technical civil engineering documents (Fee includes reviews of the 151 and 2nd submittals): .......................... $600.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the 151 and 2nd submittals): .......................... $500.00 $ ® Trip Generation Study Review Fee: .................................................. $200.00 $ • O & M Manual Review & SMA Recording Fee ................................ $100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (%i initial review fee): .................................................... $300.00 $ 4`'' submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ................................................................. $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): O U O PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 12/12 wJ 0111 cif YW / hest idcTe I'UIS1 IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: I Z(, ADDRESS: 5ZZZ Q c --c. ,—..� S-�- Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File W",1V.ci.m,hcatridge.co.us Rev 2/08 City of Wheat Midge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave %eat 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: p11�5 %I 7 Project Address: �a rvLglI Name of Firm/ Individual submitting documents:~ t Project Type/ Description: F �J Signature of Firm Representative or Individual: `'M n DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY 1, �am a duly authorized representative of the agency indicated 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 Rdge Water District oCo olidat ed Mutual Water District alley Water District o Denver Water Agency Notes: Sig nat ure: (Agency Representative) o Wheat Rdge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Dat e:j�l �/ 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 12, 2017 Re: 5222 Quail Street 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. 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Main Building Setbacks Required Provided Front 20' Interior Side 5' S Side on street 10' �� Rear 20' S Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' � � A Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35'$ Z ' o. + Accessory Structure 15' �,3 (A s Rev. 04/17 Is the structure within 2 feet of minimum setbacks? v (If yes, add surveying condition FND.) � LQ q Q O U LLJZ0 O (/) I.W_. J J 25 5< Q m F a::) cn LLI NofZ LLI W. IN (n (n W X F- W OW ()i Q LL. 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City of ��' W heat Ft,�lg+e ,y (;OMMUNIrY DevriorMEtdT APPROVED August 23, 2011 %J�1p°"red for Code Compliance Remington`'Hs= 5740 Olde VU_ s -Ah-13 t 1 Arvada, Colorado 80002 VAdWiW : The moonn of#Wx* ar mnNPdMdb5Xcr-*- . awoppm"94oeA' " to Subject: 'Toll dupndan-Summary-Letter Quail Ridge Estates Lot 2, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 • • I N C N R P O R A T E Q I\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. 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 13.5 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 17.2 feet. The clayey soils and bedrock are expansive. Use of spread footings is recom- mended. 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. 1�2e)atot cey /z•/s-N 1971 West 121h 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 43' was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.1 to 0.2 percent when wetted. 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 performance risk evalua- tion, as well as slab installation and maintenance recommendations. 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 ground surface. It is not certain this movement will occur. If home buyers cannot tolerate 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 supported 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 dition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denvgr,Gotofpdo, 2007. RF&MINgTO4iOMES 2 QUAIL RIDGE ESTATES LOT 2, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 11 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 I THOMPSON, CRY of Wheat Ridge Building Division REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 2, BLOCK 1 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 Category Representative Percent Swell* 500 sf Surchar a 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 i more likelihood of need to repair, maintain or replace basement and garage floors and exterior �ty °f flatwork. Wheat Ridge Building Division "'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 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 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. City or wheat Ridge a uNdipg Division REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 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 I Thompson, 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. 3. 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 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. city of wheat Ridge 8uil0in9 Division REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTSW7900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 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, CC Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED THIS DEED, Made this February I—V , 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 confirm, 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 By: Name: Robert R. Short Title: President State of Colorado County of )ss 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. My commission expires: Notaryi Public s JANET S JACKSON !VOTARY PUBLIC STATh OF COLORADO NOTARY ID -19954006248 MY COMMISSION EXPIRES MAY 08, 2019j 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: Offen 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 REMIN'GTON 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 Tender 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 Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayrnent 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— �1�5(poY-c'� 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 trader 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 bender'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) "Taxes 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.: 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or permit 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 sums 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 condemnation or other taking of the Property, or part 1353913 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 13539132 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. Governinjz 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 thunk best and in such order as Trustee may determine. 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, 1353913 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 to 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 Decd 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 00/100 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 taw 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 6 1353913.2 and cable) including the costs of pennits, fees, demolition, relocation and installation ("Dry Utilitv 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 "Utili 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 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. [Remainder ofpage intentionally left blank. Signature page follows.) 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a Colorado corporatio By: d -V Title: STATE OF COLORADO § COUNTY OF,4 The forgoing instrument was acknowledged before me this 26th day of February, 2016, by I`lQS ,dS �%f'2� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. -lb- SHANNON.. A SUM ND Notary fiubli State of Colorado Notary 10 20064037046 My Commission Expires Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission r expires: 1 --)Dn Notary Public X) q1 h CD Q) N � L rt3 n T Z m Y 0) G G f0 N M Ct it cr a V •rll 4W v1 C C L O p1 LU QJ QJ V © o = cl- 111 t may. T t V w ,j fD CL 1 r1 M CL A rm 3R. v 3 tt- to 00 hr O O <r-,rn 00 kn ul � r 0 1!1 to 00 M i l (1T 1/1 f fCi M C �- (N to N C7 tij a a M n �- (N to N C7 tij a � W a a a E ��C. v1 W V) a a W, rct o� u O � C) _ °J + Q + ua 3L a ,z y v 0 Y C r �+ n O1 CO W_ 01 c C >, ice+ F, z V) cc w oWc 2 -96- >,Co 21Q w V G O CLI M E wUJ O Od O Vz MX Ln 0 L m O CC J -A i y :..L wE �E E y C -E C o G n ,a �a w a a� v c ua u w LL w LL < � m O � V v v fo l.J N j m w 2 N N v Vl T v Q y O O" 2 ID t Ul ON 01 _c M _ a < O y. vi M n1 u, Q ,+ M M CG CL CC v Z Or O 'O QI O Q1 fA m O1 F- C7 O L = LL [ C iy I iV M rts O N O? n _ o = a a o LL j N R] v Q a E J E 0 v 0 X i y :..L wE �E E y C -E C o G IECC 2012 Performance Compliance nergyLogic Property Organization Remington Homes EnergyLogic 5222 Quail St Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington Annual Energy Cost Design IECC 2012 As Designed Performance Heating $637 $536 Cooling $134 $133 Water Heating $154 $154 SubTotal - Used to determine compliance $925 $823 Lights & Appliances $796 $783 Onsite generation $0 $0 Total $1,721 $1,606 402.5 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 11 ©% SHGC 404 402.5 403.2.2 Area -weighted average fenestration Duct Tes[ng Lighting Equipment Efficiency U-Factor Mandatory Checklist O ago Design exceeds requirements for IECC 2012 Performance compliance by 11%.. Name Peter Oberhammer Organization: EnergyLogic Signature: A41 JZ.A� Date: Dec 08, 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1816 IECC 2012 Performance compliance results calculated using Eko€rope's energy algorithm. which is a RESNETAccredited IECC Ratng Tool. Building Summary energyLogic Property Organization ... .`. r"`'9"' Remington Homes EnergyLog,ic 5222 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 725 FB -Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge - Remington neral Building Information Q� ber Of Bedrooms ber Of Floors 2 G4s itioned' FloorAa {sq. ft.] 3,32 nditioned, attached garage? [Residence Yes itioned Volume [cu. ft.) 32,139 ber Of Units 1 Type Single family detached l 725 FB - Wheat Ridge munity Wheat Ridge BasementWallEr Name Library Type Height Above Grade Depth Below Grade Perimeter Location Enclosing BsmUGarage Un R-19 Draped Full 1 7 37.2 Exposed Exterior Conditioned Space Bsmt/Ground Unfinls R-19 Draped FL.:, 7 124-8 Exposed Exterior Conditioned Space Basement Miall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully insulated R Top Bottom R-19 Draped Full N/A N/A ----- ......... _.__.._............ ........ ............... Yes -... ...._...._........... .-_.__.. 19 Name Library Type Perimeter Floor Grade Carpet R Exposed surface Area Location Enclosing 17 Masonry Area Bslnt Uninsulated 162 Below Grade 1.23 0 1,096.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List ,- �. �': t Name Wall Construction Type Slab Completely Underslab Insulation Perimeter Insulation m Perimeter Insulation R R Mated.99 Width [ft] Depth (ftj Value Unins€rlated Wood Frame I Other No 0 0 0 0 1 Building Summary Property Organization Remington Homes EnergyLogiC 5222 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Builder 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge- Remington Framed Floor Name Cantilever 12" R50 16"OC BE G1 Exterior cant Garage 12" R50 16"OC BF GI Exterior cant Framed Floor Library List Name ti 12" R50 16"OC BF GI Exterior 46.O8W6 cant Rim Joist Name Library Type (DnergyLogic Inspection Status Results are projected 1 23 Above Grade 12.0 sq. ft Exposed Exterior 1 23 Above Grade 429 7 sq. ft Unconditioned, attached garage Ambient R 19.0 2215 sq ft, Exposed Exterior Garage R 19 0 37 2 sq 11 Unconditioned, attached garage Rim Joist Llbffi`Vy- Name R R 19 0 19 Wall Name Library 7Ype Back 2x6 2x6 R23 16" OC BE GI Front 2x6 2x6 P23 1G' I OC BF GI Garage 2x6 2X6 R23 16" OC BE G1 Left 2X6 2X6 R23 16" OC BE G1 Area Medium 761.5 s% ft. Exposed Exterior MedIUM 529.0 sq, ft Exposed Exterior Medium 334,5 s% ft Unconditioned. attached garage Medium 623.5 sq. ft. Exposed Exterior 2 Building Summary Property Organization Remington Homes EnergyLogic 5222 Ouall St PeterOberhammer Wheat Ridge , CO 80033 Builder 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge- Remington Name Library Type Right 2x6 2X6 R23 16'OC BF GI r all.Library List Name 2x6 R23 16" OC BF GI Glazing Name Libra R 18.49835 Inspection status Results are projected Surface Color Surface Area Medium 521.5 sq R Qnergyllogic —1,0.. k..Ejjhf. Location Exposed Exterior Back 2x6 .301,30 Back 2x6 0 0 0 East 236,5 sq, III. Back bsmt .301.30 Bsmt(Ground 0 0 0 East 40 0 sq, ft Unfinis Front 2x6 301,30 Front 2x6 0 0 0 West 123 8 sq ft. Left 2x6 -30 1 .30 Left 2x6 0 0 0 North 42.5 sq. ft Left bsmt .301.30 BsmtAGround 0 0 0 North 40-0 sq- It Unfinis Right 2x6 .301,30 Right 2x6 0 0 0 South 535 sq. ft Glazing Library List Name Shgc R 30 1 30 0.3 333333 Building Summary Property Organization Remington Homes EnergyLogic 5222 Quail StPeter Oberharnmer Wheat Ridge , CO 80033 Builder 725 FB - Wheat Ridge - Remington Remington Homes 725 FB - Wheat Ridge- Remington `kylight Library List None Present r•; Opaque Door �. .. r Name Library Type Wall Assignment Basement WJah Assignment nergyLogic °^°'Y''' ^"9"' °^'••' inspection Status Results are projected ,. - ,:• 70 Emittance Solar Surface Color Surface Area Location Absorptance Front 2x6 Insulated Door 6.6 Front 2x6 0.9 0.75 Medium 24.0 sq R Exposed Exterior Garage R 5 Garage Entry Garage 2x6 0.9 0.75 Medium 20.0 sq. ft Exposed Exterior Opaque Door Library List Name R Insulated Door 66 6.66667 l R 5 Garage Entry 5CY4 cyl� Q/ %J Roof Roof Insulation Name Library Type Roof -Deck Area [sq. ft.] Clay or Concrete Roof Surface Color Surface Area Location Tiles fiat R-50 BF 2Xoc 1,537 No Dark 1,537,0 sq. ft Attic e; Roof Insulation Library List Name Has Radiant Barrier R R-50 BF 24"oc No 5068123 Whole House Infiltration Infiltration Measurement Type Shaker Class 3ACH at 50 Pa Slower -door tested 4 4 Building Summary (DnergyLogic Property Organization Remington Homes EnefgyLogic 5222 Ouail St Peter0berhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected 725 FS - Wheat Ridge - Remington Remington Homes 725 F6 - Wheat Ridge - Remington r 111w:1 '-'- — -1w-wAMFW-' echanical Ventilation Ventilation Type Ventilation Rate [Cubic Feet Operational hours per day Fan Wafts iRuns once every three Energy Recovery Percent Winute] hours Exhaust Only, 64 2a 15 Yes 0 Lighting Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lighting Lighting . . . ....... . ................ ............ . . ... . ........ ... . . ... . ..... . ..... 100 0 0 �r�r. .. .: � .s�r�n�ue>�w�.rr.�s.r• .wavrce�.uar ��_� ��°y _.� Onsite Generation None Present Onsite Generation Library List None Present Solar Generation Solar Generation Library List None Present I I 'kb 5 Building Summary Property Organization Remington Homes Energy Logic 5222 Quail St Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected 725 FB - Wheat Ridge- Remington Remington Homes 725 FB - Wheat Ridge - Remington onditioning Equipmet Name Library type Heating Percent Load C Air conditioner (3) 13SEER142BTU 3.5 ton 0% 100% Fuel -fired air 82.1 AFUE P 100K 100% 0% distribution (1) ' Water Heating (2) w62 EF 176 RE f 50g 0% 1 Equipment Type: 135EERI42BTU 3.5 Fuel Type Electric Distribution Type _ Forced Air Motor Type Single Speed (PSG) Cooling Efficiency 13 SEER Coaling Capacity [kBtulh] 42 Equipment Type; 92.1 AFUE 11 OOK Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (ASC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtu/hi 52 Use default EAE No EAE [kWh] 876 Equipment Type; w62 EF 176 RE 1508 r Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gala 80 Hot Water Capacity [kBtulhj 40 Recovery Efficiency 076 0% QnergyLogic ...ir.r.. ,...,��..,.....�.�... 0% o% 100% A Property Organization Remington Homes EnergyLogic 5222 Quail StPeter Oberhammer Wheat Ridge , CO 30433 Inspection Status Cooling Equipment Builder Results are projected 725 1`8 - Wheat Ridge - Remington Remington Homes 725 1`8 - Wheat Ridge - Remington 4 Has Ceiling Fan No Cfm Per Watt 10( _,,. Water Distribution Water i• rxhire Type Use Default Hot Water Pipe Length Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? Hot Water Recirculation System? Drain Water Heat Recovery? Low-floav No 75 No No No (anergyLogic analY.�s. in Npni.. vvv.-•r �. 7 Distribution System } Distribution Type Forced Air Heating Equipment Fuel -#filed air distribution {! Cooling Equipment Air conditioner (3) Sq. Feet Served 3320 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq ft ] 8964 Return Duct Area [sq ft] 664 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFM ,@ 125Pa] 50 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 85 Percent Return Area 100 Duct 2 Duct Location Garage Percent Supply Area 15 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Has Ceiling Fan No Cfm Per Watt 10( _,,. Water Distribution Water i• rxhire Type Use Default Hot Water Pipe Length Hot Water Pipe Length [ft] At Least R3 Pipe Insulation? Hot Water Recirculation System? Drain Water Heat Recovery? Low-floav No 75 No No No (anergyLogic analY.�s. in Npni.. vvv.-•r �. 7 Property Organization Remington Homes EnergyLogic 5222 Quail St Peter Oberhammer Wheat Ridge , CO 30033 Inspection Status Gas Rate Builder Results are ixolected 725 FB - Wheat Ridge - Remington Remington Homes 725 F8 - Wheat Ridge - Remington 0.80737 Clothes Dryer Fuel Type Electric Cel 2.61739 Field Utilization Timer Controls Clothes Washer Standard Label Energy Rating 487kWhiYear Electric Rate $0.08fkWh Annual Gas Cost $23.00 Gas Rate $0.69IThemt Capacity 3-2 Imef 0.80737 Kitchen Appliances t Dishwasher -Size Standard Dishwasher Energy Factor 0:67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWh/Year Notes (nergyLogic 8 MiTek Re: 725A PC GL 725A PC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Brighton, CO. Pages or sheets covered by this seal: R52108639 thru R52108691 My license renewal date for the state of Colorado is October 31, 2019. ��p,00 LICFiL CS ZOOAV 0 ;U G�• PE -44018 WheatR Ridge of COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance Plans Examiner Date X"tv of HIM* The issuance oto perm# or approval of pbns specplcq and computotiom sholl not be a permit for, or an oppronW oG any vlabt/M to orry of the provisions of the bufi&W code or of arty C ty ordinances. &.48 presuming to give outhorhy to vviote of cancel the provisions of t* codes or other adinonces of the City shah not be valid. October 25,2017 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. 4 4?0iq096oy /?,$xo/:; ',Afheas Vii, c, Brit I(j I rip, r) l`J I X10. v a 2 N V— A or)O O O N U) r M m 73 � O m N ry 2 Z z O x O ULL F— O f V _� h.- o U) W � 73 � O m N ry 2 N m 00 O z O x O ULL F— E f V EUS z Y 2 75 O E N NW IZ E °' L COI' I V/ W O �Q 70 I L A (1) N � LO it J 0 � U � � m N ry m N m 00 O O x �^ J ULL E EUS Y 2 O E N E °' o U� d O a Job Truss Truss Type Qty Ply 725A PC DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108639 725,& PC GL Al GABLE 1 1 BC 0.37 Vert(TL) -0.22 8-9 >746 240 TCDL 10.0 Rep Stress Incr YES Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:312017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-uySZ3LafuXMHwtCIR rCm2Ce301yEr?jnpO21XyPvkE -0- 6-9-4 13-3-0 19-0-0 26-1-8 -0.0 6-9-4 6-5-12 5-9-0 7-1-8 6xf of 4x6 = 14 13 12 11 10 6.00 F12 3x4 4x6 = 9 3x4 6x12 Scale = 175.1 Plate Offsets (X.Y)— [6:0-1-8 0-1-12],[8:0-2-8 0-3-12] LO -6-8 Edge] [17:0-0-14.0-1-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.09 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.22 8-9 >746 240 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.06 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.01 8 >999 240 Weight: 235 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-13,5-8,2-14,2-13: 2x4 HF Stud, 6-7: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 3-9, 4-9, 5-9 OTHERS 2x4 HF Stud *Except*MiTek recommends that Stabilizers and required cross bracing 15-16,17-18,19-20,33-35: 2x4 SPF No.2 be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 11-11-8 except (jt=length) 7=Mechanical. (Ib) - Max Horz 14=402(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 14, 7, 13, 10 except 9=-166(LC 9), 12=-197(LC 3) Max Grav All reactions 250 Ib or less at joint(s) 11 except 14=300(LC 1), 9=1658(LC 1), 7=465(LC 1), 13=327(LC 14) lit, `j FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-129/297, 3-4=0/543, 4-5=0/402, 5-6=-615/53, 6-7=-491/148 BOT CHORD 13-14=-447/523,12-13=-304/253, 11-12=-304/253, 10-11=-304/253, 9-10=-304/253, 8-9=-35/428 WEBS 3-9=-434/254, 4-9=-856/0, 5-9=-792/206, 5-8=0/461, 2-13=-418/259 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20.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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 14, 7, 13, 10 except (jt=1b) 9=166, 12=197. Wheal R,d,,- BLailulriy pivis,a 4�p00 LI�F2 o soot; • :s�o :UO O* October 25,2017 ,& WARNING - Verify 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 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 MiTBk• 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 ANSOTPN Quality Criteria, DAB -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 725A PC 26-1-8 7-1-8 Plate Offsets (X Y)-- f5:0-1-8 0-2-01, [6:G-5-12.0-1-81, [7:0-0-12.0-1-81, [8:0-4-0.0-3-151, I 852108640 725A_PC_GL A2 Roof Special 6 1 Max Horz 11=402(LC 5) CSI. DEFL. in (loc) I/deft Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:32 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-M9OxGhbHfgU8Y1 nU?iMRIFInzQZhzEgt?T8cryPvkD - -0- 6-9-4 13-3-0 19-0-0 26-1-8 -0-0 6-5-12 5-9-0 7-1-8 6xf 5.6 O 11 10 ' 6x12 6.005_2 3x6 5x6 I I 4x8 = Scale = 1:73.4 LUMBER- BRACING - 6-9-4 6-9-4 11-11-8 5-2-4 19-0-0 7-0.8 WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 26-1-8 7-1-8 Plate Offsets (X Y)-- f5:0-1-8 0-2-01, [6:G-5-12.0-1-81, [7:0-0-12.0-1-81, [8:0-4-0.0-3-151, [9 0-6-8 Edge) and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. LOADING (psf) SPACING- 2-0-0 Max Horz 11=402(LC 5) CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 6-7=-1414/266hea: TC 0.78 Vert(LL) -0.15 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; BC 0.66 Vert(TL) -0.36 8-9 >853 240 TCDL 10.0 Rep Stress Incr YES non -concurrent with other live loads. WB 0.77 Horz(TL) 0.26 7 n/a n/a Q SOON •.� (�� V BCLL 0.0 Code IRC2012rrP12007 7) Refer to girder(s) for truss to truss connections. Matrix -R Wind(LL) 0.08 8-9 >999 240 Weight: 135 Ib FT = 20% BCDL 10.0 Fss/ON October 25,2017 AWARN/NG - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. aaaaaa LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 3-10.5-,2-11.2-10: 2x4 HF Stud, 6-7: 2x6 SPF 1650F 1.5E 8-11-14 oc bracing: 10-11. WEBS 1 Row at midpt 3-9,5-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 11=1381/0-5-8, 7=1285/Mechanical Max Horz 11=402(LC 5) Max Uplift 11=-168(LC 8), 7=-141(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1517/209, 3-4=-1176/303, 4-5=-1046/298, 5-6=-2723/256, 2-11=-1304/209, 6-7=-1414/266hea: RiaBOT CHORD 10-11=-425/661, 9-10=-179/1123, 8-9=-96/2205,7-8=-207/499 WEBS 3-9=-496/276, 4-9=-205/736, 5-9=-1765/267, 5-8=0/1810, 2-10=-3/659, 6-8=0/1602 �Ullplq� �!I NOTES - /Sjpfa 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 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) The Fabrication Tolerance at joint 2 = 8% 0 LICF 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • �Pp 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 Q SOON •.� (�� V will fit between the bottom chord and any other members. 00 O .� 7) Refer to girder(s) for truss to truss connections. 2 ; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except Qt=lb) : U G� ; 11=168,7=141. PE -44018 Fss/ON October 25,2017 AWARN/NG - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. aaaaaa 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 ANSVTPII 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 -- Job Truss Truss Type Qty Ply 725A PC (loc) I/deft L/d PLATES GRIP TCLL 30.0 852108641 725A_PC_GL A3 Roof Special 7 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:33 2017 Page 1 10: S4VXXKq_apam_nYJxUgElurtOri-rLaJ U 1 bvQ8c?9AMgZPtgrTHx6qusimNOE7t9NQyPvkC -1-0- 13-3-0 20-7-1 23.6-5 26-1-8 -0- 5-9-1 7-5-15 7-4-1 2-11-4 2-7-3 4x6 = 12 12 11 10 �r 9 8 3x4 II 4x6 = 5x10 = 5x8 = 2x4 11 ob N Scale = 1:73.9 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 0.89 Vert(LL) -0.21 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.54 9-10 >573 240 TCDL 10.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.03 10-11 >999 240 Weight: 134 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF 165OF 1.5E *Except* 6-7: 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* 3-10,4-10,5-10: 2x4 SPF No.2 REACTIONS. (Ib/size) 8=1290/Mechanical, 12=1385/0-5-8 Max Horz 12=389(LC 7) Max Uplift 8=-147(LC 11), 12=-168(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-10,5-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer jide FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1536/196, 3-4=-1163/276, 4-5=-1157/283, 5-6=-1201/160, 6-7=-1038/107, 2-12=-1331/197, 7-8=-1315/122 BOT CHORD 11-12=-374/444, 10-11=-210/1264, 9-10=-126/1016 WEBS 3-10=-561/294, 4-10=-140/698, 5-10=-455/280,5-9=-279/117, 6-9=-529/68, 2-11=-22/964, 7-9=-75/1297 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 = 10.0psf. 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) 8=147.12=16B. -44018 1 October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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 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, 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 725A PC (loc) I/defl L/d PLATES GRIP 852108642 725A—PC—GL A4 Common 2 1 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Job BeLerence fgptionall Alpine Truss, Commerce City, Co - 80022, 6.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:34 2017 Page 1 I D: S4VXXKq_apam_nYJxUgElurtOri-JX8ihNcXBSksnKxt77PvOgg58ECP RCZATndivsyPvkB - -0- 6-9-4 13-3-0 19-8-12 26.6-0 2 -6- 6-5-12 6-5-12 6-9-4 -0- 6x6 �, 11 I2 is w -14 io y io it 8 10x12 MT20HS 11 3x4 = 5x8 = Scale = 1:73.4 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 0.93 Vert(LL) -0.18 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15BC 0.77 Vert(TL) -0.44 8-9 >721 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.55 HOrz(TL) 0.05 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 9-10 >999 240 Weight: 138 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 'Except' BOT CHORD 5-9,3-10,2-11,6-8: 2x4 HF Stud WEBS REACTIONS. (Ib/size) 11=1402/0-5-8, 8=1402/0-5-8 Max Hoa 11=407(LC 6) Max Uplift 11=-171(LC 8), 8=-171(LC 9) Max Grav 11=1421(LC 14), 8=1421(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-959/266, 3-4=-1381/336, 4-5=-1381/336, 5-6=-959/266, 2-11=-865/272, 6-8=-865/271 BOT CHORD 10-11=-168/1299, 9-10=-28/910, 8-9=-47/1118 WEBS 4 -9= -206/711,5-9=-431/328,4-10=-206/711,3-10=-431/328,3-11=-838/96, 5-8=-838/96 Structural wood sheathing directly applied or 4-4-6 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-11.5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 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. DO Ll 4) All plates are MT20 plates unless otherwise indicated. �Q •••eee••• �s 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Q •• S00^ •e• FQ 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 Q.1 02' 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 Qt=lb) 11=171, 8=171. : PE -44018 10 ; •; ��� FSS�ON October 25,2017 ,& WARNING - Verify des19n parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II.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, note a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 ANSVTPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cihus a hts CA 95610 Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 TOP CHORD 2x4 SPF No.2 TOP CHORD 852106643 725A PC GL AS 2 OVER 3 1 1 Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 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 f�� 9-0-11 oc bracing: 33-34 ••.... \ 0 N 24, 23, 22, 34 except (jt=lb) 20=180, 31=147, 21=242. Job Reference (optional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:35 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-nki4vjdAxlsjPU W3ggw8wuNM3dirAi7JhRMGRJyPvkA 6xf 6-3-0 7-0-0 13-3-0 4x8 O 34 ce 31 29 28 27 26 25 24 23 22 21 20 4x6 = 30 3x4 = 5x6 = 149 Scale = 1:75.1 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 0.54 BC 0.18 WB 0.34 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 31-32 >999 360 -0.03 32-33 >999 240 0.01 20 n/a n/a 0.00 33 >999 240 PLATES GRIP MT20 197/144 Weight: 206 Ib FT = 20% LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 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 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 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 f�� 9-0-11 oc bracing: 33-34 ••.... \ 0 N 24, 23, 22, 34 except (jt=lb) 20=180, 31=147, 21=242. 10-0-0 oc bracing: 32-33,31-32. WEBS 1 Row at midpt 8-31, 9-29, 10-28, 11-27 JOINTS 1 Brace at Jt(s): 36, 38 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All beatings 14-0-0 except Qt=length) 34=0-3-8. (lb) - Max Horz 34=-407(LC 6) Max Uplift All uplift 100 Ib or less at joints) 29, 28, 27, 26, 25, 24, 23, 22, 34 except 20=-180(LC 7), 31=-147(LC 5), 21=-242(LC 9) Max Grav All reactions 250 Ib or less at joints) 29, 28, 27, 26, 25, 24, 23, 22, 21 except 20=336(LC 9), 31=1006(LC 14), 34=728(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-654/125, 17-18=-285/190, 2-34=-691/95, 18-20=-323/183 BOT CHORD 33-34=-428/504, 32-33=-198/532, 31-32=-174/573, 29-31=-195/263, 28-29=-195/263, 27-28=-195/263,26-27=-195/263, 25-26=-195/263,24-25=-195/263, 23-24=-195/263, 22-23=-195/263, 21-22=-195/263 WEBS 3-38=-599/247, 37-38=-573/223, 36-37=-637/265, 35-36=-682/301, 31-35=-662/275, 8-31=-466/92, 2-33=-50/289, 18-21=-207/309 NOTES- Pj} Q j jC 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCOL=6.Opsf; h=25ft; Cat. Il; Exp C; MWFRS cantilever left and right exposed end vertical left and right exposed; Lumber DOL=1.33 ������...•• F/jjs Q enclosed; (envelope); ; plate grip Sp �: •DO DOL=1.33 O 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. PE -44018 4) All plates are 2x4 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� �; �QZ_ 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 f�� 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) 29, 28, 27, 26, 25, ••.... \ 0 N 24, 23, 22, 34 except (jt=lb) 20=180, 31=147, 21=242. October 25,2017 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE hfl1.7479 rev. 10Po3/2015 BEFORE USE. MF 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 ANSVTPI1 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 QtyPly 25A PC 10x12 MT20HS = 21 R52108644 Lb 725A_PC_GL B1 Roof Special Girder 1 q 8 10x14 I122 3x4 11 5 J Refere ce o do al Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:38 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-BJOCXkf2EgFIGyFeMyTrYW rOrX2Nv1I00bw2dyPvk7 i 3394-0-121 5-9-8 1 12-10-0 19-4-5 24-9-7 -1 30-6-0 3-0-12 1-0-0 1-8-12 7-0-8 6-6-5 5-5-1 5-8-9 Scale = 1:55.9 19 7 20 BOO 12 10x12 MT20HS = 21 2x4 I) 10x12 MT20HS = 4x12 - 18 6x6 = 4x8 % 6 8 10x14 I122 3x4 11 5 m_ h 4 b d 2 N 17 16 15 14 24 25 26 27 28 29 13 12 30 31 32 33 34 35 1Ox16 MT20HS II 1Ox14 = 3x6 I 10x16 MT20HS = 8x8 11 1004 % 3x6 II 3.o0 12 3-0-12 d-0-12 5-9-8 12-10-0 19-0-5 24-9-7 30-6-0 3-0-1� 0 1� 7-0-8 6-6-5 5-5-1 5-8-9 Plate Offsets (X,Y)-- ]1:0-2-3,0-1-10], [2:0-3-8,Edge], [4:0-1-13,0-3-10], [4:0-8-2,2-10-12], [5:0-3-12,0-2-0], (6:0-4-4,0-1-12], [8:0-4-0,Edge], [10:0-3-12,05-0], [11:Edge,0-7-4], 112:0-3-8,0-6-81, [14:0-4-0.0-5-121, [15:0-7-3 0-5-01. [17:0-0-15.0-3-101 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 0.68 Vert(LL) -0.61 13-14 >595 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.98 Vert(TL) -1.18 13-14 >305 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.35 11 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -S Wind(LL) 0.35 13-14 >999 240 Weight: 611 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E *Except* TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins, 2-3:2x6 SPF 1650F 1.5E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 1-2, 8-10, BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF 2-3. WEBS 2x4 HF Stud *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-17,5-16,10-11: 2x8 SPF 195OF 1.7E, 7-14: 2x6 SPF No.2 8-14: 2x4 SPF 1650F 1.5E, 10-12: 2x6 SPF 2100F 1.8E REACTIONS. (Ib/size) 1=9950/0-5-8, 11 =1 1352/0-5-8 Max Horz 1=191(LC 49) Max Uplift 1=-1217(LC 10), 11=-1445(LC 11) Max Grav 1=10211(LC 29), 11=11431(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1 -2=-25659/3116,2-4=-25808/3119,4-5=-24521/3009,5-6=-29469/3572, 6-7=-18243/2220, 7-8=-18210/2193, 8-9=-24478/3097, 9-10=-24477/3098, 2-3=-367/57, 10-11=-9188/1205 BOT CHORD 1-17=-2793/22314, 16-17=-2743/21818, 15-16=-2862/22943, 14-15=-3214/25989, 13-14=-4482/35956,12-13=-4470/35809,11-12=-190/1384 WEBS 4-17=-289/2757, 5-16=-4181/457, 5-15=-611/5275, 6-15=-772/6865, 6-14=-10055/1399, 7-14=-1763/15043, 8-14=-20708/2692, 8-13=-256/2210, 8-12=-12251/1442, 9-12=-546/246,10-12=-3130/24708 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 0-4-0 oc, 2x8 - 2 rows staggered at 0-4-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 1 1/2.x 7 1/4 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc, Except member 15-6 2x4 - 1 row at 0-4-0 oc , 2x6 - 2 rows staggered 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=140mph (3 -second gust) V(IRC2012)=111 mph; 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 II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) The Fabrication Tolerance at joint 15 = 16%, joint 12 = 8% 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. &vflt:.grr liPc�(la durlprrJ 411,s u, October 25,2017 AWARN/NG - 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 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 ANSVTPI1 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 725A PC 852108644 725A_PC_GL B1 Roof Special Girder 1 q J ob a erence o do I Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:38 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturt0ri-BJOCXkf2EgFIGyFeMyTrYW rOrX2Nv1100bw2dyPvk7 NOTES - 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1217, 11=1445. 13) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 694 Ib down and 80 Ib up at 0-1-12 on top chord, and 693 Ib down and 96 Ib up at 3-0-12, 445 Ib down and 85 Ib up at 4-0-12, 1265 Ib down and 161 Ib up at 5-9-8, 1265 Ib down and 161 Ib up at 8-0-12, 1265 Ib down and 161 Ib up at 10-0-12, 1265 Ib down and 161 Ib up at 12-0-12, 1265 Ib down and 161 Ib up at 14-0-12, 1265 Ib down and 161 to up at 16-0-12, 1270 Ib down and 167 Ib up at 17-11-4 , 1270 Ib down and 167 Ib up at 19-11-4, 1270 Ib down and 167 Ib up at 21-11-4, 1270 Ib down and 167 Ib up at 23-11-4, 1270 Ib down and 167 lb up at 25-11-4, and 1270 Ib down and 167 Ib up at 27-11-4, and 1276 Ib down and 160 Ib up at 29-11-4 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 (pif) Vert: 2-7=-80, 7-8=-80, 8-10=-80, 1-15=-20, 11-15=-20, 2-3=-80 Concentrated Loads (lb) Vert: 1=-673(F) 15=-1265(F) 17=-693(F) 16=-445(F) 24=-1265(F) 25=-1265(F) 26=-1265(F) 27=-1265(F) 28=-1265(F) 29=-1270(F) 30=-1270(F) 31=-1270(F) 32=-1270(F) 33=-1270(F) 34=-1270(F) 35=-1276(F) .t4vlleclFilr] jf. 341110;1lt._ .Jid s"J, A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 107038015 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 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 ANSVTPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108645 725A_PC_GL B2 Roof Special Girder 1 2 Vert(TL) -0.78 10 >464 240 TCDL 10.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.17 8 n/a n/a ob e e ce o do al Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:40 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-7hVzyQhlm IVOVFOOTNWJdx4ELeGkrgL2ri417WyPvk5 1-0-0 12-10-0 20-8-0 25-5-4 30-6-0 �1 0 5-9-8 7-0-8 7-10-0 4-9-4 5-0-12 Scale = 1:55.3 5x6 = 4x6 3.00 12 5-9-8 12-10-0 20-8-030-6-0 5-9-8 7-0-8 7-10-0 4-9-4 5-0-12 Plate Offsets (X Y)- f2:0-2-8 0-2-Ql-[5L0-3-4 0-3-4] [7 Edge.0-1-121, [8•Edge.0-3-81[9:0-1-12,0-2-121, [10:0-4-0 Edael [12:0-3-0.0-3-8] _ 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) -0.40 10 >903 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.78 10 >464 240 TCDL 10.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.17 8 n/a n/a BCLL 0.0 Code IRC2012/rP12007 Matrix -S Wind(LL) 0.25 10 >999 240 Weight: 310 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x6 SPF 210OF 1.8E except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 5-7. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-11,5-9,7-9:2x4 SPF No.2 WEBS 1 Row at midpt 5-11 REACTIONS. (Ib/size) 8=2668/0-5-8, 2=1879/0-5-8 Max Horz 2=182(LC 7) Max Uplift 8=-470(LC 11), 2=-259(LC 10) Max Grav 8=2680(LC 27), 2=1879(LC 1) F FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5293/752,3-4=-3248/480,4-5=-3246/443, 5-6=-7488/1247,6-7=-7488/1247, 7-8=-2426/442 BOT CHORD 2-12=-749/4627, 11-12=-712/4397, 10-11=-1582/10090, 9-10=-1582/10090, 8-9=-65/321 WEBS 3-12=-100/1152,3-11=-1811/433, 4-11=-208/2112, 5-11=-7429/1288, 5-10=-42/396, 5-9=-2881/334, 6-9=-508/190, 7-9=-1249/7484 NOTES - 1) 2 -ply truss to be connected together with 1 Old (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row 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=140mph (3 -second gust) V(IRC2012)=111 mph; 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 ©O Ll P c,- QQ 4 TCLL: ASCE 7-10; Pf=30.0 psf flat roof snow); Category Il; Ex C; Full Ex Ct=1.1 ( ) 9 P Y P; �.•'•'�•�' . SOO • e'e d 5) Unbalanced snow loads have been considered for this design. GO O 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 O2F non -concurrent with other live loads. U 7) Provide adequate drainage to prevent water ponding. •P E 401 g 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 O �• j Q� will fit between the bottom chord and any other members. •��� 10) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ..••••. capacity of bearing surface. /ON 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 8=470, 2=259. 12) Graphical puriin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 �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 ANSVTPII 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 Citru§ Helairts.A 95610 Job Truss Truss Type Qty Ply 725A PC 852108645 725A—PC—GL B2 Roof Special Girder 1 Job BefeLence (optional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:40 2017 Page 2 ID: S4VXXKq_apam_nYJxUgElurtOri-7hVzyQhlm IVOVFOOTN WJdx4E LeGkrgL2ri417 WyPvk5 NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 881 Ib down and 154 to up at 23-1-8, 185 Ib down and 57 Ib up at 25-0-12, and 185 Ib down and 57 Ib up at 27-0-12, and 185 Ib down and 57 Ib up at 29-0-12 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 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 5-7=-80, 2-12=-20, 8-12=-20 Concentrated Loads (lb) Vert: 17= -881(B)18= -185(8)19=-185(B)20=-185(8) A WARNING - Verily 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 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, OSB -89 and BCS] 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 Ply725A PC DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852106646 725A PC_GL B3 Roof Special 2 1 BC 0.76 Vert(TL) -0.45 9-13 >613 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES Job Reference o lona Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:412017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-ct3L9mixXbdt7PzD151YA9cJ2c9aP5C4MgafyyPvk4 -1-0-0 5-9-8 12-10-0 17-9-4 I 23-0-0 r1-0-0 5-9.8 7-0-8 4-11-4 5-2-12 Scale = 1:44.8 5x6 = 61 d 5x8 3.00 12 8 ]d ' 598 708 Plate Offsets (,X Y)-- [2:0-3-7.0-2-81 1020 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 0.84 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.76 Vert(TL) -0.45 9-13 >613 240 will fit between the bottom chord and any other members. TCDL 10.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.14 8 n/a n/a capacity of bearing surface. BCLL 0.0 Code IRC2012f rPI2007 Matrix -AS Wind(LL) 0.12 9-10 >999 240 Weight: 90 Ib FT = 20 BCDL 10.0 sheetrock be applied directly to the bottom chord. Q LUMBER- BRACING - October October 25,2017 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-10: 2x6 SPF No.2 WEBS 1 Row at micipt 4-9 WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-6-0, Right 2x4 HF Stud 2-6-0 be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 8=1148/Mechanical, 2=1232/0-5-8 Max Horz 2=152(LC 10) Max Uplift 8=-139(LC 11), 2=-177(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2887/471, 4-5=-1511/207, 5-6=-1469/235, 6-8=-1756/257 BOT CHORD 2-10=-492/2577, 9-10=-473/2478, 8-9=-156/1523 WEBS 4-10=-39/588, 4-9=-1332/386, 5-9=-34/725, 6-9=-464/196 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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. 0 LIC 7) Refer to girder(s) for truss to truss connections. 8) Bearing 2 considers to value using ANSI/TPI 1 angle to formula. Building designer should verify SPO �0 �• •.••• ljj� •`•. atjoinl(s) parallel grain grain Q SOQ F O capacity of bearing surface. �`.• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) Z 8=139,2=177. 10) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum PE -44018 sheetrock be applied directly to the bottom chord. Q /0 October October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11011-7473rev. 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 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 ANSVTPII 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 725A PC LUMBER- BRACING - TOP CHORD 852108647 725A_PC GL B4 Roof Special 5 1 Rigid ceiling directly applied or 8-4-14 oc bracing. BOT CHORD 2x4 SPF No.2 "Except* WEBS 1 Row at midpt 4-10 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:42 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri 74djN6iZlvlklZYPbDYniM9TJSwjJrBLIOZ8BPyPvk3 ill 5-9-8 12-10-0 17-9-4 23-0-0 ,24-0-0 1-0-0 5-9-8 7-0-8 4-11-4 5-2-12 1-0-0 Scale = 1:43.0 4x6 = 6x6 11 3.00 F12 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 0.92 BC 0.87 WB 0.45 Matrix -S DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.26 8-10 >999 360 -0.69 8-10 >400 240 0.16 8 n/a n/a 0.11 10-11 >999 240 PLATES GRIP MT20 185/144 Weight: 94 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E "Except" TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. non -concurrent with other live loads. 5-9: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 8-4-14 oc bracing. BOT CHORD 2x4 SPF No.2 "Except* WEBS 1 Row at midpt 4-10 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 2-11: 2x6 SPF No.2 capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 HF Stud 2=179, 8=160. be installed during truss erection, in accordance with Stabilizer SLIDER Left 2x4 HF Stud 3-3-3, Right 2x6 SPF 1650F 1.5E 2-10-12 allation guide. REACTIONS. (Ib/size) 2=1234/0-5-8, 8=1224/0-5-8 S/ONA Max Horz 2=143(LC 10) October 25,2017 Max Uplift 2=-179(LC 10), 8=-160(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-3011/478, 4-5=-1493/198, 5-6=-1455/228, 6-8=-1800/260 BOT CHORD 2-11=-490/2592, 10-11=-465/2471, 8-10=-152/1490 WEBS 4-11=-49/677, 4-10=-1361/401, 5-10=-36/721, 6-10=-442/216 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 ©O t j will fit between the bottom chord and any other members. Q P CF 7) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .•'S��'•. N capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) C> •Op ' O ; 2 2=179, 8=160. PE -44018 S/ONA October 25,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI.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 AN3VTPI1 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 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108648 725A_PC_GL B5 Roof Special Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:43 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-YGB5aSjB3DtaMj7bBW3OFairtsT 2000XgJhjryPvk2 -1-0-1i12-10-0 23-0-0 i24-0-0 �1-0-0 12-10-0 10-2-0 Scale: 1/4"=1' 4x6 = I 37 36 8x8 % 3x6 % 3.00F1_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 0.10 Vert(LL) 0.00 19 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 19 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 19 n/a n/a BCLL 0.0 Code IRC2012lTP12007 Matrix -R Weight: 112 Ib FT = 20 BCDL_ _ 10.0_ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD OTHERS 2x4 SPF No.2 SLIDER Right 2x4 SPF No.2 1-7-3 REACTIONS. All bearings 23-0-0. (lb) - Max Horz 37=144(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21 Max Grav All reactions 250 Ib or less at joint(s) 37, 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 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 fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 37, 19, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 33, 19, 27, 28, 29, 30, 31, 32, 34, 35, 36, 26, 25, 24, 23, 22, 21. 0 SOON •..FO PE -44018 -O • ss/ON •�eo October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Aft -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 e 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 ANSVTPI1 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 125A PC I/def] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108649 725A_PC_GL C1 Scissor Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 ob eference o do al Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:44 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-OSITnokpgW7R ticiDaFonEOXGoQnrtemK2EGHyPvkl ri-O-OI 7-6-0 15-0-0 }16 �1-0-0 7-6-0 7-6-0 1-0-0 4x6 = 28 27 17 16 3x4 ! 3x4 II Scale = 1:47.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) 0.00 15 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 14 n/r 120 TCDL t0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 74 lb 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 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 15-0-0. (lb) - Max Horz 28=-265(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except 28=-372(LC 4), 22=-136(LC 7), 27=-287(LC 5), 17=-170(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18, 17 except 28=410(LC 15), 22=327(LC 9), 27=311(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-28=-299/251 BOT CHORD 27-28=-278/260 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 ANSlfTPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category ll; 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 16, 23, 24, 25, 26, 21, 20, 19, 18 except Qt=1b) 28=372, 22=136, 27=287, 17=170. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. �0�.•'• SOON .'.� :UOQ O� PE -44018 ON October 25,2017 ,& WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 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 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 ANSVTPII 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 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 852108650 725A -PC -GL C2 Scissor 2 1 Max Uplift 11=-102(LC 8), 7=-76(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1264/185, 3-4=-1083/124, 4-5=-1077/148, 5-6=-1199/128, 2-11=-812/183, Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:45 2017 Page 1 ID:S4VXXKq apam_nYJxUgEturtOri-UfJs?81Rbg7lcOH_GW5UK_n8Uf5eVDAn?_000jyPvkO -1-0-0+ 3-10-12 7-6-0 10-11-0 14-7-8 �1-0-0 3-10-12 3-7-4 3-5-0 3-8-8 46 11 113x4 II 3x4 II Scale = 1:46.4 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 0.29 BC 0.28 WB 0.37 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.04 9 >999 360 Vert(TL) -0.09 9-10 >999 240 Horz(TL) 0.10 7 n/a n/a Wind(LL) 0.03 9 >999 240 PLATES GRIP MT20 185/144 Weight: 69 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-8 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 11=812/0-5-8, 7=713/Mechanical Max Horz 11=257(LC 5) Max Uplift 11=-102(LC 8), 7=-76(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1264/185, 3-4=-1083/124, 4-5=-1077/148, 5-6=-1199/128, 2-11=-812/183, 6-7=-721/116 f' BOT CHORD 10-11=-282/334, 9-10=-248/1142, 8-9=-41/965 WEBS 4-9=-79/997, 2-10=-22/815, 6-8=-16/748 NOTES- f7/JFi 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 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. 0 Ll 6) Refer to girder(s) for truss to truss connections. 7) Bearing 11 to ANSI/TPI 1 angle to formula. Building designer should verify �� •���•.•���• sF� at joint(s) considers parallel grain value using grain capacity of bearing surface. �� s00N•� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (jt=lb) �'�0 2 11=102. PE -44018 VON October 25,2017 ,& WARNING - Verily 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 WWI) 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 ANSVTPII 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 is A 95610 Job Truss Truss Type Qty Ply 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108651 725A_PC_GL C3 Common Supported Gable 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 Job Reference tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:46 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-yrtECT13M8F9DAsAgecjtCKL03UvEkpxDeXLKAyPvk? -1-0-0 6-3-0 12-6-0 113 �1-0-0 6-3-0 6-3-0 1-0-0 4x6 = 24 23 22 21 20 19 18 17 16 15 14 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2.4 I 21,4 11 2x4 11 2x4 11 2x4 I 3x4 = 310 Scale = 1:42.2 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 0.11 Vert(LL) 0.00 13 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 14 n/a n/a a Code IRC2012/TPI2007 Matrix -R Weight: 72 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 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 12-6-0. (lb) - Max Horz 24=-226(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 14, 19, 20, 21, 22, 18, 17, 16 except 24=-201(LC 4), 23=-195(LC 5), 15=-149(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 14, 19, 20, 21, 22, 23, 18, 17, 16, 15 except 24=288(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-269/190 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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) 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 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 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) 14, 19, 20, 21, 22, 18, 17, 16 except (jt=1b) 24=201, 23=195, 15=149. 0heat Ridge �Uilail�� �rvlslO� October 25,2017 AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 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 Qty Ply725A PC 852108652 725A_PC_GL D1 Half Hip 1 1 Job Reference (optional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:47 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0rl-Q1 QcQpmh7RNOFKRMNL8yPPsInTgGz504SIHuscyPvk_ -1-0-07-6-0 , 12-0-0 1-0-0 7-6-0 4-6-0 ' Scale = 1:22.0 5x8 = 3x4 11 5X8 = Zx4 II 5 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 1.00 Vert(LL) -0.11 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.65 Vert(TL) -0.25 2-6 >554 240 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IRC2012f rPI2007 Matrix -S Wind(LL) 0.06 2-6 >999 240 Weight: 41 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and 3-4: 2x4 SPF No.2 2-0-0 oc puffins (6-0-0 max.): 3-4. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud illation guide. REACTIONS. (Ib/size) 5=576/0-5-8, 2=685/0-5-8 Max Horz 2=133(LC 7) Max Uplift 5=-107(LC 6), 2=-165(LC 6) Max Grav 5=591(LC 23), 2=842(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. o' TOP CHORD 2-3=-921/125 BOT CHORD 2-6=-118/729, 5-6=-122/719 ig WEBS 3-6=0/291, 3-5=-851/142n�dt �il((G NOTES - 1) Wind ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C;Up011 iy J;✓ig(O/I 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. O PD 0 CIC 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 Q� e•'•SOO •'• sfC will fit between the bottom chord and any other members. C3 Q N '•• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Z� OZ•� 5=107, 2=165. U 9) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. PE -44018 : �0, � ,OSNN October 25,2017 ,& WARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "I-7473rev. 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 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 ANSVTPII 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 725A PC I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852106653 725A -PC -GL D2 Half Hip 1 1 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.40 Vert(TL) -0.08 Job Reference (optional) Alpine Truss, Commerce City, Co - 60022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:48 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-uE_d9nKulVtTU?zx3fBydPcAt4NibODhyOS02yPvjz I -1-0-0 4-9-5 9-6-0 12-0-0 1-0-0 4-9-5 4-8-11 2-6-0 Scale = 1:25.5 6x6 = 2x4 11 46 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.40 Vert(TL) -0.08 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.02 2-7 >999 240 Weight: 46 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) 6=576/0-5-8, 2=685/0-5-8 Max Horz 2=166(LC 7) Max Uplift 6=-109(LC 6), 2=-163(LC 6) Max Grav 6=598(LC 24), 2=884(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1349/182.3-4=-1064/167 BOT CHORD 2-7=-180/1168, 6-7=-97/401 WEBS 3-7=-434/154, 4-7=-86/728, 4-6=-682/150 Structural wood sheathing directly applied or 4-8-12 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 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) except (jt=1b) 6=109, 2=163. 9) Graphical purlin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. City O` Wheat Ridge; 30ding Divisiot9 _.;00 UI?c October 25,2017 A WARNING • Verlfy 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' iTeke is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII 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 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 852108654 725A—PC—GL D3 Monopitch 3 1 except end verticals. WEBS 2x4 HF Stud O PDO BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:48 2017 Page 1 I D: S4VXXKq_apam_nYJx UgEturt0ri-u E_d9n Ku IVtTU?Zx3fBydP b3t5kiZh DhyOS 02yPvjz -1-0-0 5-7-13 11-6-8 1-0 5-7-13 5-10-11 3x4 = Scale = 1'.28.3 5x10 4 06 =3x9 11 3x4 II 9I 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 YES Code IRC2012/TP12007 CSI. TC 0.46 BC 0.38 WB 0.45 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.04 2-7 >999 360 -0.10 2-7 >999 240 0.01 9 n/a n/a 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 5-0-10 oc purlins, BOT CHORD 2x4 SPF No.2 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. except end verticals. WEBS 2x4 HF Stud O PDO BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud 02 capacity of bearing surface. MiTek recommends that Stabilizers and required cross bracing WEDGE U 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud e e illation guide. REACTIONS. (Ib/size) 2=666/0-5-8, 9=526/0-1-8 �ssiti •• �tJG October 25,2017 Max Horz 2=155(LC 10) Max Uplift 2=-137(LC 6), 9=-119(LC 10) Max Grav 2=706(LC 15), 9=631(LC 15) City e FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1086/99, 3-4=-1089/188 BOTCHORD 2-7=-191/944 Wheat Ridge WEBS 3-7=-480/199, 4-7=-222/1006, 4-9=-638/121 NOTES- auildiflg Division 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 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. Ll 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 O PDO will fit between the bottom chord and any other members. Bearing 9 to ANSI/TPI 1 to formula. Building designer should verify �� e•'�•••�'•e V O SOO/v •'.sF� 7) at joint(s) considers parallel grain value using angle grain 02 capacity of bearing surface. 1� 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. U 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) PE -44018 ; 2=137,9=119. e e �ssiti •• �tJG October 25,2017 ,.I ,& 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 ANSVTPII 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 ei h s CA 95610 Job Truss Truss Type Qty Ply 725A PC CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108655 725A_PC_GL it Roof Special Girder 1 1 Vert(TL) -0.06 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 7 n/a n/a job Refereirige o do al Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:49 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-NQYMrVoye3dk4ealVmAQUgylTHPP ROuNvcm?wVyPvjy -1-5-0 4-4-14 9-0-14 111. 4-4-14 4-8-0 Scale = 1:19.3 46 II 4 4x6 = 12 7 6 4x6 = 4-4-14 4-7-6 14 0. -9 Plate Offsets (X Y)- [2:0-0-0.0-1-151, f2:0-1-14.0-8-51 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) -0.03 8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.48 Vert(TL) -0.06 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.39 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 8 >999 240 Weight: 33 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 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 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 7=766/0-7-6, 2=593/0-4-9 Max Horz 2=115(LC 26) Max Uplift 7=-143(LC 10), 2=-157(LC 6) Max Grav 7=845(LC 15), 2=627(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. t('f TOP CHORD 2-3=-1031/115 BOT CHORD 2-8=-123/937, 7-8=-123/937 WEBS 3-7=-862/139 ;Nheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Building Division 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 JCS will fit between the bottom chord and any other members. 7) Provide others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) CPQ ��•,,.�� /y mechanical connection (by plate O\ SOO/�`• �s(�t 7=143,2=157. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2 Ib down at 2-9-8, 2 Ib down at �QO 2-9-8, 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7, and 316 Ib down and 80 Ib up at 8-5-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. PE -44018 ; 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 X'_ .... \� Uniform Loads (plf) s/ON Vert: 1-4=-80, 4-5=-80, 2-6=-20 October 25,2017 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 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 ANSIITPII 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 725A PC 852108655 725A_PC_GL J1 Roof Special Girder 1 1 ob eference o lional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:49 2017 Page 2 ID: S4VXXKq_apam_nYJxUgEturt0ri-NQYMrVoye3dk4ealVmAQ UgylTHPPROuNvcm?wVyPvjy LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 11=-26(F=-13, B=-13) 12=-316(B) �.;ity w Wheat Ridge Building Divisiori 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 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 ANSIITPI1 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 725A PC LUMBER- BRACING - 1 852108656 725A_PC_GL J2 Monopitch 2 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job_ Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:50 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturt0ri-rc612rpaPMlbio9x3Uhf12UgEgmkAZAWSGVZSxyPvjx •1-0-0 6-5-8 1-0-0 6-5-8 2x4 11 Scale = 1:18.4 3x4 = 4 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 IRC2012fTP12007 CSI. TC 0.92 BC 0.41 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/dell L/d -0.09 2-4 >853 360 -0.22 2-4 >341 240 -0.00 4 n/a n/a 0.00 2 - 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 8uildirty Division TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 SPF No.2 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 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE �•s0 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud :(,moo be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 4=300/0-5-8, 2=409/0-3-8 illation aumde. Max Horz 2=120(LC 7) Max Uplift 4=-62(LC 10), 2=-111(LC 6) Max Grav 4=343(LC 15), 2=425(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-281/99 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; :; fty o enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 Wheat Rla ae 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 8uildirty Division 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) 4 except Qt=1b)Opp 0 L1CFiy 2=111. �•s0 G��•��••SOON O�F :(,moo PE -44018 October 25,2017 ,& 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 �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 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 Hei h s CA 95610 Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc pudins, 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. 852108657 725A_PC_GL J3 Monopitch 3 1 Max Horz 2=137(LC 10) Max Uplift 2=-124(LC 6), 9=-102(LC 10) Max Grav 2=617(LC 15), 9=534(LC 15) Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:50 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-rc612rpaPMlbio9x3Uhfl2UzNgoBAVGWBG VZSxyPvjx -1-0-04-10-9 I 10-0-0 , 1-0-0 4-10-9 5-1-7 5x8 % 4x6 = 3x4 II 3x4 = Scale = 1:23.3 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.34 BC 0.32 WB 0.31 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.03 2-7 >999 360 Vert(TL) -0.06 2-7 >999 240 Horz(TL) 0.01 9 n/a n/a Wind(LL) 0.02 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 41 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc pudins, 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 HF Stud illation guide. REACTIONS. (Ib/size) 2=586/0-3-8, 9=454/0-1-8 Max Horz 2=137(LC 10) Max Uplift 2=-124(LC 6), 9=-102(LC 10) Max Grav 2=617(LC 15), 9=534(LC 15) ' ity or FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-916/83, 3-4=-912/160 BOTCHORD 2-7=-164/791 Wheat Riag� WEBS 3-7=-403/172, 4-7=-188/837, 4-9=-541/104 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Building Division 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. PO 0 L'C 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 O F will fit between the bottom chord and any other members.•'•�g00 '•• SF 7) Bearing at joint(s) 9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify V O N •• 0% capacity of bearing surface. �� 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. U 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) S PE -44018 2=124,9=102. -o October 25,2017 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 10/032015 BEFORE USE. eenee 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 ANSVTPII 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 125A PC I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108658 725A_PC_GL J4 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 Job Reference (ootionall Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:51 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-Jpg7FBpCAgtSKxk8cB CuaF12F47vvOPgNwF6?NyPvjw -1-0-05-11-11 1-0-0 5-11-11 Scale = 1:17.2 2x4 3 4 3x4 = 5 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 0.72 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 2-6 >469 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 2 "" 240 Weight: 19 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) 6=296/Mechanical, 2=378/0-3-8 Max Horz 2=112(LC 9) Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=337(LC 15), 2=392(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-276/97 Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 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=106. r1*6e 11 V��exPDO tlCF2 `'.••' sooty •.sFo t'SOO 01. PE-44018 wo October 25,2017 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -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 �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall R building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" iTBk' 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 ANSVTPII 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 125A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108659 725A PC GL J5 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vet(TL) -0.02 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-n?EVTXggx_?Jx5JKAvj76TaKvUXieTfpca_fXpyPvjv 1-0-0 3-11-11 3x4 = .2x4 II 4 Scale = 1:12.3 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 0.27 Vert(LL) -0.01 2-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vet(TL) -0.02 2-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -P Wind(LL) 0.00 5 "*' 240 Weight: 13 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) 3=137/Mechanical, 5=41/Mechanical, 2=292/0-3-8 Max Horz 2=70(LC 6) Max Uplift 3=-67(LC 10), 2=-88(LC 6) Max Grav 3=153(LC 15), 5=82(LC 5), 2=298(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 girders) 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) 3, 2. so �UO Off! PE -44018 OFss/ON •• October 2 5,2 017 AWARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10Po32015 BEFORE USE. Design valid foruse only with MiTek® connectors. This design is based only upon parameters shown, and is foran 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII 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 725A PC 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. 852108660 725A—PC—GL J6 Jack -Closed 2 1 Max Uplift 2=-71 (LC 6), 3=-35(LC 10) Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:52 2017 Page 1 ID: S4VXXKq_apam_nYJxUgElurtOri-n?EVTXggx_?Jx5JKAvj76TaN?UY6eTfpca_fXpyPvjv 1-0-0 1-11-11 3x4 = Scale = 1:9.0 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 0.07 BC 0.03 WB 0.00 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.00 2 >999 360 Vert(TL) -0.00 2-5 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 2 `'*" 240 PLATES GRIP MT20 185/144 Weight: 8lb 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 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 2=194/0-3-8, 5=19/Mechanical, 3=63/Mechanical Max Horz 2=42(LC 6) Max Uplift 2=-71 (LC 6), 3=-35(LC 10) Max Grav 2=195(LC 15), 5=39(LC 5), 3=66(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. t! ®' NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 Wheat Ridge- 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. Building DIVi5ion 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, 3. p 0 Llc Opp •••SO0* VO �; • ,`rF0 UZ ZUo PE -44018 S FSS;ON• October 25,2017 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 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 ANSVTPII 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 725A PC DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108661 725A -PC -GL J7 Monopitch Supported Gable 1 1 BC 0.02 Vert(TL) -0.00 1 Ink 120 6) Gable requires continuous bottom chord bearing. TCDL 10.0 Rep Stress Incr YES Job Re erence (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:53 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-FBotgtrSiH7AZFuWkcEMfg6YkutWNwdzgEkD3GyPvju -1-0-0 5-10-15 1-0-0 5-10-15 ald 2x4 II 10 9 8 7 3x4 = 2x4 I 2x4 2x4 2x4 II 3x6 11 Scale= 1:17.4 Plate Offsets (X Y)-- [2:0-0-0.0-1-61, [2:0-1-13,0-6-11 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 Ink 120 6) Gable requires continuous bottom chord bearing. TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 7 n/a n/a 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 BCLL 0.0 Code IRC2012/TPI2007 Matrix -P 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9, 10. �0 0'•.2 Weight: 22 Ib FT = 20% BCDL 10.0 PE -44018 LUMBER- BRACING - FSS�ON TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 SPF No.2 REACTIONS. All bearings 5-10-15. (lb) - Max Horz 2=111(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 7, 2, 8, 9, 10 v rty of Max Grav All reactions 250 Ib or less at joint(s) 7, 2, 8, 9, 10 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; aullaing BIVtSIQ17 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 ANSIrTPI 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 14-0 oc. L/(' 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O PD F 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 �\ ••'�SOO ��• cS'F will fit between the bottom chord and any other members. C� �' N 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 2, 8, 9, 10. �0 0'•.2 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. U 0 0 PE -44018 FSS�ON October 25,2017 ,& WARNING • 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 WWII) 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 ANSVTPII 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 Ply725A PC (loc) I/deft L/d PLATES GRIP TCLL 30.0 852108662 725A_PC_GL K1 Roof Special Girder 1 1 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-jOLFuDs4TbG1 BPTjlJmbBufxa17p6N963uTmbiyPvjt -1-5-0 4-6-12 9-1-9 1-1-0 4-6-12 4-6-12 Scale = 1:20.2 5x8 11 5x8 II 19 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 0.84 Vert(LL) -0.07 2-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 2-6 >544 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 4 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -S Wind(LL) 0.03 2-6 >999 240 Weight: 47 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF No.2 WEBS 2x4 SPF No.2 BOT CHORD SLIDER Left 2x6 SPF No.2 4-5-13 REACTIONS. (Ib/size) 4=1044/0-2-2,2=596/0-7-6 Max Horz 2=123(LC 7) Max Uplift 4=-211(LC 10), 2=-151(LC 6) Max Grav 4=1119(LC 15), 2=631 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-282/30, 4-6=-87/731 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 4. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 4=211, 2=151. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 4. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 0 Ib up at 2-9-8, 10 Ib down and 18 Ib up at 2-9-8, 26 Ib down at 5-7-7, 26 Ib down at 5-7-7, and 314 Ib down and 85 Ib up at 8-5-6, and 301 Ib down and 78 Ib up at 8-5-6 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 -Ity Ui VVheat Rage Builauty Dlvisiorl Po o LicF�s 500y •• FO J•Z� 02 ;U O; PE -44018 -O • • Q 0,�, Fss/oNA•,•. October 25,2017 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 verity the applicability of design parameters and properly incorporate this design into the overall wt 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 725A PC 852108662 725A—PC—GL K1 Roof Special Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=1(F=4, B=-3) 9=-26(F=-13, B=-13) 10=-615(F=-301, B=-314) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturt0ri-jOLFuDs4TbG1 BPTjlJmbBufXal7p6N963uTmbiyPvjt City of Wheat Riuge Builcijng Division 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 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 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 ANSVTPII Quality Criteria, OSB -89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite tog Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R52108663 725A_PC_GL K2 Roof Special Girder 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.15 Job Reference (ootionall Alpine Truss, Commerce City, Co - 80022, 1-5-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri4mTOJutL?CWkQjd5Pko3HJkwx5gOaGiPWCytgbyPvjr 7-8-3 7-1-9 7-8-3 0- -7 Scale = 1:19.8 4x8 3 2X4 11 y2 N 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 0.65 Vert(LL) -0.06 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.15 5-6 >562 240 TCDL 10.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.04 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -S Wind(LL) 0.03 5-6 >999 240 Weight: 30 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 2-7:2x6 SPF 165OF 1.5E REACTIONS. (Ib/size) 3=367/0-1-8, 7=508/0-7-6 Max Horz 7=123(LC 7) Max Uplift 3=-53(LC 10), 7=-148(LC 6) Max Grav 3=423(LC 15), 7=537(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-459/81 WEBS 2-6=-59/363 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 limes 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 at joint(s) 3. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 3 except (jt=1b) 7=148. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 10 Ib down and 18 Ib up at 2-9-8, 0 Ib down and 6 Ib up at 2-9-8, and 26 Ib down at 5-7-7, and 26 Ib down at 5-7-7 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 ntY 0 3uildinc� division ��PD 0 IIr;F2 c�.•'� So0N':sFo ZUO 02 L PE -44018 .p . e Q October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/1015 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 ANSVTPII 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 i rus Heights CA 95610 Job TrussTruss Type Qty Ply 725A PC 852108663 725A_PC_GL K2 Roof Spacial Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 4-7=-20 Concentrated Loads (lb) Vert: 9=5(F=1, B=4) 10=-26(F=-13, B=-13) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-fmTOJutL?C V*Qjd5Pko3HJkwx5gOaGiP WCytgbyPvir '—'ity ok /heat Riage Building Division ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 �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 ANSVTPII 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 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 852108664 725A_PC_GL K3 Monopitch 4 1 Max Uplift 3=-44(LC 10), 7=-167(LC 6) Max Grav 3=262(LC 15),7=482(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job eference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:56 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-fmTOJutL?C WkQjd5Pko3HJkyO5tRaGVP WCytgbyPvjr -2-0-0 F 5-6-0 2-0-0 5-6-0 Scale= 1:19.9 3.6 3 7 2x4 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 0.56 BC 0.14 WB 0.07 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.01 5-6 >999 360 Vert(TL) -0.03 5-6 >999 240 HOrz(TL) 0.01 3 n/a n/a Wmd(LL) 0.01 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 20 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 3=223/0-1-8, 7=462/0-5-8 Max Horz 7=138(LC 7) Max Uplift 3=-44(LC 10), 7=-167(LC 6) Max Grav 3=262(LC 15),7=482(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-453/178 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 ,Alheat Ridge 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. Building DiViSiOfi 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 at joint(s) 3. O0 L/c8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 3 except Qt=1b)�7=167. SOO ••• N••• 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in.�44018 r.P October 25,2017 A WARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.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 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 ANSItTPII 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 Hekthts, CA 95610 Job Truss Truss Type Qty Ply 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. 852108665 725A PC GL K4 Jack -Closed 1 1 Max Uplift 8=-167(LC 6), 6=-57(LC 10) Max Grav 8=503(LC 15), 6=322(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Job Reference o tional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:57 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-8y1 OWEuzm Web2sCHzSJIpWH58VDBJj YlsiQC1 yPvjq i -2-0-0 5-11-11 2-0-0 5-11-11 Scale = 1:20.7 5x6 3 2x4 11 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/TPI2007 CSI. TC 0.69 BC 0.17 WB 0.08 Matrix -R DEFL. in (loc) I/defl L/d Vert(LL) -0.02 6-7 >999 360 Vert(TL) -0.05 6-7 >999 240 Horz(TL) 0.00 6 n/a n/a Wind(LL) 0.01 6-7 >999 240 PLATES GRIP MT20 185/144 Weight: 21 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 8=482/0-5-8, 6=272/Mechanical Max Horz 8=148(LC 9) Max Uplift 8=-167(LC 6), 6=-57(LC 10) Max Grav 8=503(LC 15), 6=322(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. i„ ity of TOP CHORD 2-8=-454/166, 3-6=-251/81 NOTES- Wheat Ridge 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 Building DIVISIOI1 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. P� Q LIC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=lb)�OC�•.......• 8=167. VO SOOy •..F UZ O ZUO PE -44018 �. .. �� Ss�ON October 25,2017 A WARNING - Verify 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 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 725A PC 2x4 1-0-0 3-11-11 852108666 725,& PC GL K5 Jack -Closed 2 1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries,. Inc. Wed Oct 25 09:36:57 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-8y1 O WEuzm Web2sCHzSJIpWHAFVE_JkJYlsiQC 1 yPvjq 2-0-0 3-11-11 Scale= 1:14.9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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. 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) 3 except Ot=1b) 7=148. city 6 whew. Ridge Building D"'Sior3 October 25,2017 ,& 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 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 ANSIITPII 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 2x4 114 2x4 1-0-0 3-11-11 1-0-0 2-11-11 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 0.36 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 16 lb FT=20% BCDL 10.0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=407/0-5-8, 3=102/Mechanical, 5=41/Mechanical Max Horz 7=82(LC 6) Max Uplift 7=-148(LC 6), 3=-50(LC 10) Max Grav 7=420(LC 15), 3=126(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-385/118 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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. 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) 3 except Ot=1b) 7=148. city 6 whew. Ridge Building D"'Sior3 October 25,2017 ,& 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 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 ANSIITPII 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 725A PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108667 725A—PC—GL K6 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:58 2017 Page 1 I D: S4VXXKq_apam_nYJx U gElurt0ric9bm kavbXgm SfOm UX9gXM kp L?vaY2 B Bi_WR_kTy Pvjp 2-0-0 1-11-11 x2x4 11 5 34 Scale = 1:11.6 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 0.36 Vert(LL) 0.00 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) 0.00 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) -0.00 6 >999 240 Weight: 9 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) 6=364/0-5-8, 5=-7/Mechanical, 3=-3/Mechanical Max Horz 6=55(LC 9) Max Uplift 6=-167(LC 6), 5=-9(LC 14), 3=-62(LC 14) Max Grav 6=370(LC 15), 5=28(LC 5), 3=13(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-328/174 Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 5, 3 except (jt=1b) 6=167. vm C". guildinQ pi,/isiots O 0�'`PD 0 LlCF� '_5; .•o sooty • ;sFo C) O i PE -44018 of SS 0 �N0 October 25,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 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 property incorporate this design into the overall AiTek• builtling design. Bracing indicated is to prevent buckling of individual truss web antl/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 irn fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R52108668 725A—PC—GL K7 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.05 job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:58 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-c9bmkavbXgm SfOmUX9gXMkpFgvXp2 BHi_WR_kTYPvjp 5-11-11 5-11-11 Scale = 1:20.7 5x6 1I 2 3 7 3x4 11 2x4 4 3x5 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 0.77 Vert(LL) -0.02 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(TL) -0.05 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.02 5-6 >999 240 Weight: 19 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) 7=277/Mechanical, 5=306/Mechanical Max Horz 7=132(LC 7) Max Uplift 7=-42(LC 6), 5=-64(LC 10) Max Grav 7=284(LC 14), 5=335(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BOT CHORD 6-7=-194/254 Structural wood sheathing directly applied or 5-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 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) 7, 5. October 25,2017 ,& WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. aaaaaa 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 wl 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 ANSI1TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane j 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 725A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108669 725A—PC—GL K8 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 4-5 >999 240 Job Referent o do al Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:59 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-4L98xwvD17uJHALg4tLmuxMXfJvSne3rDABXHwyPvjo 3-11-11 3-11-11 9vd 6 2x4 11 2X4 1�1 2x4 113 Scale = 1:14.9 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 0.30 Vert(LL) -0.01 4-5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.02 2 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 5 >999 240 Weight: 13 Ib FT = 20 B DL 10.0 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. MiTek recommends that Stabilizers and required cross bracing be installed dur ng truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 6=186/Mechanical, 2=151/Mechanical, 4=41 /Mechanical Max Horz 6=62(LC 7) Max Uplift 6=-16(LC 6), 2=-65(LC 6) Max Grav 6=188(LC 14), 2=159(LC 14), 4=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 �� O 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 S 3) Unbalanced snow loads have been considered for this design. ✓s, 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ?r 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) 6, 2. ORPDO LICF2sF4 �O soON • ; �00 02 PE -44018 o& ' ��� October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111411.7473 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 �R 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/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 Qty Ply 725A PC CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 852108670 725A—PC—GL K9 Jack -Closed 1 1 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 4-5 >999 240 TCDL 10.0 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 1 I D: S4VXXKq_apam_nYJxUgElurtOri-YXjX8Gwr3ROAvKwseas?R9vmQiG5W5e_Rgw5pMyPvjn 1-11-11 � 1-11-11 2x4 11Term 5 2x4 11 4 2x4 11 Scale = 1:11.6 Plate Offsets (X Y)-- [2:0-2-0.0-0-41 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 5 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 4-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 7 Ib FT = 20 BCDL 10.0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 5=82/0-5-8, 4=20/Mechanical, 2=80/Mechanical Max Horz 5=41(LC 7) Max Uplift 2=-37(LC 10) Max Grav 5=82(LC 1), 4=35(LC 5), 2=80(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1 ) Wind: ASCE 7-10; Vu It= 140Inph (3 -second gust) V(IRC2012)=111 mph; 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 �ry �� 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. f„ 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) 2. ND0 LI�FC ........ so0N'•;F ,••.O OZ U G1; PE -44018 1 ON) October 25,2017 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M -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 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 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 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108671 725A -PC -GL K10 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:54 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-jOLFuDs4TbG1BPTjlJmbBufgRICH6Nj63uTmbiyPvjt 1-0-0 3-11-11 2x4 2x4 114 Scale = 1:14.9 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 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 5-6 >999 240 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 REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41 /Mechanical Max Horz 7=70(LC 7) Max Uplift 7=-78(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/60 Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. it; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7, 3. ✓r 0 October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 ANSVTP11 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 ht5 CA 95610 Job Truss Truss Type Qty Ply 725A PC I/def] Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108672 725,& PC GL K11 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:36:55 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-Bave5YsjEvOtoZ2vr1 Hgk5CuuhZvrgPFIYDK88yPvjs 1-0-0 1-11-11 2x4 2x4 (I II 5 Scale= 1:11.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 8 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) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical Max Horz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Max Grav 6=206(LC 15), 5=33(LC 5), 3=59(LC 15) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 6, 3. D0 L/r; eeeeee• sooti _. z0- 02 U G� PE -44018 October 25,2017 ,& WARNING - 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 �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 MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 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 hls CA 95610 Job Truss Truss Type Qty Ply 725A PC TCLL 30.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) 852108673 725A PC_GL L1 Roof Special Girder 1 1 -0.15 6-7 >415 240 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 TCDL 10.0 Rep Stress Incr NO WB 0.50 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, � 150 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-YXjX8Gwr3ROAvKwseas?R9vYBiBbW t_Rgw5pMyPvjn 6-2-8 6-3-10 6-2-8 0-1-2 4x12 = Scale =1:16.9 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 0.96 Vert(LL) -0.06 6-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.15 6-7 >415 240 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 TCDL 10.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 9 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.01 6 >999 240 Weight: 26 Ib FT = 20 BCDL 10.0 7=130. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8, PE -44018 ; 1 Ib down and 6 Ib up at 2-9-8, and 40 Ib down at 5-7-7, and 40 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •� ��� �•:���� LUMBER- LOAD CASE(S) Standard 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 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 7=442/0-7-6, 9=337/0-1-8 illation guide, Max Horz 7=103(LC 7) Max Uplift 7=-130(LC 6), 9=-37(LC 10) Max Grav 7=465(LC 15), 9=381(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 'ifs TOP CHORD 2-7=-350/172 or WEBS 3-9=-569/88 & NOTES- y(YQ1 U1/pin 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11lmph; 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 9 Q� DOL=1.33/SfOr 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. Ll 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �P90 ��•�.�••• capacity of bearing surface. VOA e•' soON •• FO 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) 7=130. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8, PE -44018 ; 1 Ib down and 6 Ib up at 2-9-8, and 40 Ib down at 5-7-7, and 40 Ib down at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). •� ��� �•:���� �SiS/0N LOAD CASE(S) Standard October 25,2017 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 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 ANSVTPII 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 Ply725A PC 852108673 725A_PC_GL L1 Roof Special Girder 1 1 job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 Concentrated Loads (lb) Vert: 6=-40(F=-20, B=-20) 11=1(F=1, 131=1) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:00 2017 Page 2 ID:S4VXXKq_apam_nYJxUgEturtOri-YXjXBGwr3ROAvKwseas?R9vYBiBbW t Rgw5pMyPvjn 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 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.01 5-6 >999 360 852108674 725A_PC_GL L2 Monopitch 7 1 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 job Reference o do al Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:01 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-OkHvMcxTgl81 WUV3CHOE_MRrb6aJFW48gTgeLoyPvjm 1-0-0 4-6-0 Scale = 1:15.7 3x4 = Plate Offsets (X Y)- [7:0-2-0,0-0-01 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 0.40 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) -0.04 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -P Wind(LL) 0.00 5 >999 240 Weight: 20 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 6=317/0-5-8, 8=175/0-1-8 Max Horz 6=1 OO(LC 7) Max Uplift 6=-90(LC 6), 8=-38(LC 10) Max Grav 6=326(LC 15), 8=191(LC 15)71y Of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-8=-278/67 NOTES- Cat. II; Exp C; ry<h9 Qi 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 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) Bearing at joint(s) 8 considers parallel to grain value using ANSIrl-PI 1 angle to grain formula. Building designer should verify F,pD 0 Ll�F capacity of bearing surface. �Q 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. •••e••••••• • SOON • �sFQ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 8. VO 02 PE -44018 October 25,2017 AWARNING - 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 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/TPI1 Quality Criteria, DSE-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 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puffins, 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. 852108675 725A_PC_GL L2A Monopitch 3 1 Max Uplift 6=-95(LC 6), 3=-40(LC 7) Max Grav 6=317(LC 15), 3=217(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. fi Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:01 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-OkHvMcxTgl81 WUV3CHOE_MRsg6a8FYHBgTgeLoyPvjm -1-0-04-6-0 1-D-0 4-6-0 Scale = 1:15.7 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 0.33 BC 0.17 WB 0.04 Matrix -P DEFL. in (loc) I/deft L/d Vert(LL) -0.02 5-6 >999 360 Vert(TL) -0.04 5-6 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 6 .- 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc puffins, 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 6=309/0-5-8, 3=197/0-1-8 Max Horz 6=114(LC 9) Max Uplift 6=-95(LC 6), 3=-40(LC 7) Max Grav 6=317(LC 15), 3=217(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. fi TOP CHORD 2-6=-276/143 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; DOL=1.33 T%d �C1 Li/0/fin enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber plate grip DOL=1.33 O 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 at joint(s) 3. p 00 A1C 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 3. •ecce• ••�2cf1 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. .0 V��eSOO/�j •• tC� �00 02 1. ;U O; PE -44018 �FssloN • .. �� October 25,2017 ® 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 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 ANSVTPII 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 9564 Job Truss Truss Type Qty Ply 725A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.01 2-6 >999 360 852108676 725A_PC_GL L3 Monopitch Girder 1 1 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 ob Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:02 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEtuzlOri-UwgHZyy6b2Gu8e4Fm?vTWa_x3Wvl_zRHv7PBtEyPvjl 1-0-0 4-6-0 Scale = 1:15.7 3x9 11 Plate Offsets (X Y)-- [2:0-7-5.0-0-41, [7:0-2-0.0-0-01 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 0.68 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.01 2-6 >999 240 Weight: 21 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x6 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x6 SPF 1650E 1.5E 2-2-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 2=413/0-5-8, 8=416/0-1-8 Max Horz 2=83(LC 7) Max Uplift 2=-112(LC 6), 8=-105(LC 10) Max Grav 2=421(LC 15), 8=433(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-284/49, 6-7=-58/334 NOTES- 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; 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 a i 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0 I/G,F capacity of bearing surface. e.NO sFO 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. ���.e,ee��� V� ; SOON •• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) .�00 0 * 2=112.8=105. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 335 Ib down and 101 Ib up at 3-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ; PE -44018 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). _0 LOAD CASE(S) Standard , i �0 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 ��s •eee Uniform Loads (plo c5'/0 Vert: 1-4=-80, 2-5=-20 October 25,2017 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -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 �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 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 ANSVTPI1 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 725A PC 852108676 725A_PC_GL L3 Monopitch Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 9=-335(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:02 2017 Page 2 I D: S4 VXXKq_apam_nYJx UgEturtOri-UwgH Zyy6b2G u8e4F m?vT Wa_x3 Wvl_zRHv7 P BtEyPvj I A 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 �f 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 ANSVTPII 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 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 852108677 725A -PC -GL L4 Half Hip Girder 1 1 Max Horz 7=87(LC 7) Max Uplift 5=-81 (LC 7), 7=-108(LC 6) Max Grav 5=355(LC 23), 7=450(LC 24) Job Reference (optional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:03 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-y6OfnlzkLMOlmofRJiQ i3nXEXwGPjQAR8n9IQhyPvjk r -1-0-03-0-0 5-0-0 1-0-0 3-0-0 2-0-0 Scale= 1:13.1 72x4 II 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B DL 0.0 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 0.18 WB 0.08 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.00 5-6 >999 360 Vert(TL) -0.01 5-6 >999 240 Horz(TL) 0.00 5 n/a n/a Wind(LL) 0.00 5-6 >999 240 PLATES GRIP MT20 185/144 Weight: 22 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins: 3-4. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 5=340/Mechanical, 7=366/0-5-8 Max Horz 7=87(LC 7) Max Uplift 5=-81 (LC 7), 7=-108(LC 6) Max Grav 5=355(LC 23), 7=450(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/42, 2-7=-432/123 WEBS 3-5=-265/53 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 g �� ry�� DOL=1.33 47�a�,iyi 2 TCLL:ASCE 7-10; Pf=30.0 psf flat roof snow); Category 11; Ex C; Full Ex Ct=1.1 ( ) 9 ry P Y P�; 3) Unbalanced snow loads have been considered for this design. r s fns 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. O LICE 8) Refer to girder(s) for truss to truss connections. Q�ND �� ���•.•�•�/%s 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=lb) •• Soo N .1 •., fc� 7=108. �0 O 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 2 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 30 Ib down at 3-0-0, and 129 Ib down and 55 lb up at 4-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. ' PE -44018 ' 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 �Q 'rets 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 .... •' \� Uniform Loads (plf) ON Vert: 1-2=-80, 2-3=-80, 3-4=-80, 5-7=-20 Vert: October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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/TPl1 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 Ply725A PC 852108677 725A_PC_GL L4 Half Hip Girder 1 1 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 6=-14(B) 8=-129(8) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:03 2017 Page 2 I D: S4VXXKq_apam_nYJxUgEturtOri-y6OfnlzkLMOlmofRJiQi3nXEXwGPjQAR8n9lQhyPvjk A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 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 �R 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. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 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 his CA 95610 Job Truss Truss Type Qty Ply 725A PC LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 852108678 725A_PC_GL L5 Monopitch Girder 1 1 except 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 2-3-0 b Reference o tional Alpine Truss, Commerce City, Cc - 80022, 4-6-0 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:04 2017 Page 1 I D: S4VXXKq_apam_nYJxUgElurtOri-QJyl _dzM6g WcNxEetQxxb?3K_KboSudaMRu Iy7yPvjj 3x9 11 0 P7 N Scale= 1:15.7 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 0.46 BC 0.23 WB 0.00 Matrix -P DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 1-5 >999 360 -0.03 1-5 >999 240 0.02 3 n/a n/a 0.01 1-5 >999 240 PLATES GRIP MT20 185/144 Weight: 20 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc purlins, BOT CHORD 2x6 SPF No.2 t) 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. except 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 2-3-0 0 sf of chord and 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 36 Ib up at MiTek recommends that Stabilizers and required cross bracing is the 02 2-0-12, and 270 Ib down and 57 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 1=297/0-5-8, 3=569/0-1-8 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). illation ouide. Max Horz 1=105(LC 7) •• ' d �0, :•� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •: •••..• \� Max Uplift 1=-45(LC 6), 3=-11O(LC 10) FS �1 Vert: 1-3=-80.1-4=-20 ON Max Grav 1=300(LC 14), 3=581(LC 14) October 25,2017 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-5=-36/400 NOTES- r ItY c) 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 �P y �r DOL=1.33�/C 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 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. t) 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 3. yr 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=lb) 3=110. Pp0 LIQ 8) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 3. 9) Gap between inside top bearing first diagonal or vertical web shall not exceed 0.500in. 0 sf of chord and 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 36 Ib up at .• g00 •. V : O •• is the 02 2-0-12, and 270 Ib down and 57 Ib up at 4-0-12 on bottom chord. The design/selection of such connection device(s) lO responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard •• ' d �0, :•� 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 •: •••..• \� Uniform Loads (pit) FS �1 Vert: 1-3=-80.1-4=-20 ON October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 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 �x 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 ANSVTP11 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 Qly Ply 725A PC R52108678 725A_PC_GL L5 Monopitch Girder 1 1 ob Reference o do al Alpine Truss, Commerce City, Co - 80022, LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 5=-270(F) 7=-168(F) 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:04 2017 Page 2 I D: S4VXXKq_apam_nYJxUgEturtOri-QJy1 _dzM6g WcNxEetQxxb?3K_KboSudaMRuly7yPvjj A WARN/NG • 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 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 ANSVTPII 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 725A PC 1-0-0 cy,x r 3-2-3 LOADING (psf) SPACING- 2-0-0 852108679 725A_PC_GL L6 Diagonal Hip Girder 1 1 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.01 5-6 >999 360 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:05 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEtuzlOri-vV WQCz_tzeT?5pgR7SA8CcYyjyOBLfkb5erUZyPvji 1-5-0 - 4-2-3 Scale= 1:13.1 NOTES - 2x4 11 1-0-0 4-2-3 i fid... 1-0-0 cy,x r 3-2-3 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 0.32 Vert(LL) -0.01 5-6 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 7=115. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8, BC 0.15 Vert(TL) -0.03 5-6 >999 240 others. TCDL 10.0 Rep Stress Incr NO WB 0.01 Horz(TL) 0.02 3 We n/a Uniform Loads (plf) BCLL 0.0 Code IRC2012frPI2007 Concentrated Loads (lb) Matrix -P Wnd(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT=20 B DL 1 0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. recommends that Stabilizers and required cross bracing [MiTek be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 7=345/0-7-6, 3=134/Mechanical, 5=42/Mechanical Max Hoa 7=57(LC 7) Max Uplift 7=-115(LC 6), 3=-57(LC 10) Max Grav 7=358(LC 15), 3=154(LC 15), 5=86(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-321/106 NOTES - 1 Wind: ASCE 7-10; Vult=140m h 3-secondgust) V IRC2012 -111 mph; TCDL=6.0 sf; BCDL=6.0 sf; h=25ft; Cat. Il; Ex C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip i fid... DOL=1.33 C; Ct=1.1 cy,x r 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp Fully Exp.; 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 non concurrent 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) 3 except (jt=1b) Pp 0 L/� 7=115. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 Ib down and 6 Ib up at 2-9-8, ��.••• Soo •�•• sf and 1 Ib down and 6 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of 02 O others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PE -44018 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) �� ' • �� 'CBCs Vert: 1-2=-80, 2-3=-80, 4-7=-20 ••••••• Concentrated Loads (lb) tj ON Vert: 10=1(F=1, B=1) October 25,2017 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 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 ANSVTPII 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 125A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108680 725A -PC -GL L7 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference (optional) Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:05 2017 Page 1 I D:S4VXXKq_apam_nYJxUgElurt0ri-vV WQCz_tzeT?5pgR7SA8CcbNj_7BLYkb5erUZyPvji 1-0-0 3-0-0 2x4 11 <xv 1 1 Scale = 1:13.3 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) -0.00 7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.02 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 7 >999 240 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 REACTIONS. (Ib/size) 8=240/0-5-8, 6=137/Mechanical Max Horz 8=91(LC 9) Max Uplift 8=-85(LC 6), 6=-37(LC 7) Max Grav 8=242(LC 15), 6=147(LC 15) FORCES. (lb) -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 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 8, 6. SPD 0 CIC,c�`�1, October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/0311015 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 ANSIfTPII 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 725A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) -0.01 5-6 >999 360 852108681 725A_PC_GL L8 Jack -Closed 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 o eference o lional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:06 2017 Page 1 ID:S4VXXKq_apam nYJxUgEturtOri-Nh4oPJ?ceHmKdF00?rzPhQ9jP714wohtglNP00yPvjh 1-0-0 3-11-11 7 2x4 114 2x4 Scale = 1:14.9 1-0-0 3-11-11 1�0-0 1 2-11-11 i 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 0.27 Vert(LL) -0.01 5-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.02 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Wind(LL) 0.01 5-6 >999 240 Weight: 15 Ib FT = 20 BCDL 10.0 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. recommends that Stabilizers and required cross bracing [MiTek beintalledduring truss erection, in accordance with Stabilizer Instaation nide. REACTIONS. (Ib/size) 7=292/0-5-8, 3=137/Mechanical, 5=41/Mechanical Max Horz 7=70(LC 7) Max Uplift 7=-78(LC 6), 3=-61 (LC 10) Max Grav 7=298(LC 15), 3=153(LC 15), 5=82(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-263/60 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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 D0L=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 U; 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) 7, 3. 0 0 CrCF�rS *-% •' so o7 FO O UO O�• PE -44018 FSS�ON • N October 25,2017 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473rev. 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 chard 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 ANSVTPII 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 725A PC I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108682 725A PC GL L9 Jack -Closed 4 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 Job Reference(optionall Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:06 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-Nh4oPJ?ceHmKdF00?rzPhQ9m67JTwo7tglNP00yPvjh -1-0-0 1-11-11 1-0-0 1-11-11 xII 2x4 11 5 24 Scale = 1:11.6 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 0.10 Vert(LL) -0.00 6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 5-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2012rTP12007 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 8 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) 6=205/0-5-8, 5=13/Mechanical, 3=56/Mechanical Max Horz 6=49(LC 7) Max Uplift 6=-69(LC 6), 3=-33(LC 10) Max Grav 6=205(LC 15), 5=33(LC 5), 3=59(LC 15) 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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 6, 3. ��Ng 0 L C October 25,2017 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-747J 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 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 725A PC PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 852108683 725A_PC_GL M1 Monopitch 2 1 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:07 2017 Page 1 I D: S4VXXKq_apam_nYJxUgEturtOri-rueAcfOEPbuBEPyDYYVeDdhxpXftfFN02P7yZSyPvjg -1-0-0 { 1-6-0 1-0-0 1-6-0 Scale= 1:10.4 3x9 11 2x4 11 3x4 = Plate Offsets (X Y)— [6:0-5-1.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 1 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 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 -R Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 5=29/1-4-8, 6=188/1-4-8, 4=-15/1-4-8 Max Horz 6=61(LC 7) Max Uplift 5=-22(LC 7), 6=411 (LC 6), 4=-18(LC 14) Max Grav 5=37(LC 18), 6=188(LC 1), 4=10(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) Gable requires continuous bottom chord bearing. 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, 6, 4. 00 LICF2 Dip .eeeee. SOOiy'' . ZO 02 ' ;U O; PE -44018 FSs�oN .. October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-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 iw iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSWTPII 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 Ms CA 95610 Job Truss Truss Type City Ply 125A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 852108684 725A_PC_GL M2 Monopitch 6 1 Max Uplift 6=-33(LC 10), 8=-22(LC 14) Max Grav 6=192(LC 1), 8=19(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:07 2017 Page 1 I D:S4VXXKq_apam_nYJxUgEturtOri-rueAcfOEPbuBEPyDYYVeDdhxpXfwfF_02P7yZSyPvjg 1-0-0 1-6-0 4x6 = 6 3x9 3x4 = A d Scale = 1:10.4 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 0.10 BC 0.01 WB 0.03 Matrix -R DEFL. in (loc) I/deft L/d Vert(LL) -0.00 6 >999 360 Vert(TL) -0.00 6 >999 240 Horz(TL) -0.00 8 n/a n/a Wind(LL) 0.00 6 >999 240 PLATES GRIP MT20 185/144 Weight: 7lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer illation guide. REACTIONS. (Ib/size) 6=192/0-5-8,8=-3/0-1-8 Max Horz 6=46(LC 7) Max Uplift 6=-33(LC 10), 8=-22(LC 14) Max Grav 6=192(LC 1), 8=19(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4100 Lit;, 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 8. 9) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib uplift at joint(s) 6, 8. �.. F/jj plate �� � •' SOON •., CCS U G> PE -44018 FSs�ON October 25,2017 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473re, 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 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 ANSVTPN 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 Tru ssTruss Type Qty Ply 725A PC I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 852108685 725A_PC_GL P1 GABLE 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.12 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:08 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-J4CYq?OsAU01 sZXP6GOtmrEzuxvSOc2AH3sW5uyPvjf -1-0-0 5-4-7 10-0-0 1-0-0 5-4-7 4-7-9 Scale = 1:20.7 0 d 5x10 JX4 3x4 = 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 0.66 Vert(LL) -0.06 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.12 2-7 >986 240 TCDL 10.0 Rep Stress Incr YES WB 0.42 Horz(TL) 0.01 19 n/a n/a BCLL 0.0 acnl 1 n n Code IRC2012rrP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 38 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 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 2=586/0-3-8, 19=456/0-1-8 Max Horz 2=111(LC 7) Max Uplift 2=-141(LC 6), 19=-84(LC 10) Max Grav 2=623(LC 15), 19=534(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1197/1I58,3-4=-1201/210 BOT CHORD 2-7=-176/1109 WEBS 3-7=-475/163, 4-7=-207/1121, 4-19=-690/116 Structural wood sheathing directly applied or 4-10-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; 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 ANSIrrPI 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) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.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) Bearing at joint(s) 19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 19. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 19 except (jt=lb) 2=141. ��IND0 LICF moo`;: o sooty • ZO 02 ;U O; PE -44018 ON October 25,2017 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 applicabilfty 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 ANSVTPII 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 725A PC LUMBER- BRACING - 852108686 725A -PC -GL P2 Monopitch 7 1 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud lob Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:09 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-nGlwl L1 VxC8uUj6bgzX612n8eLFh731JWjc3dKyPvje -1-0-0 5-4-7 10-0-0 11i-0 547 479 Scale = 1:20.7 5x10 % 3X9 3x4 = 9 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 0.66 BC 0.44 WB 0.42 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.06 2-7 >999 360 -0.12 2-7 >986 240 0.01 9 n/a n/a 0.03 2-7 >999 240 PLATES GRIP MT20 185/144 Weight: 34 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-10 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. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=586/0-3-8, 9=456/0-1-8 Max Horz 2=111(LC 7) Max Uplift 2=-141(LC 6), 9=-84(LC 10) Max Grav 2=623(LC 15), 9=534(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1197/1158,34=1201/210 BOT CHORD 2-7=-176/1109 WEBS 3-7=-475/163, 4-7=-207/1121, 4-9=-690/116 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 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) 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 �p 00 LICE will fit between the bottom chord and any other members. •••.•�• 7) Bearing at joint(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify �.•O SOON •. capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 9. ! r0 O? 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) ; U C1, 2=141. PE -44018 October 25,2017 ,& 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 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 ANSIITPII 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 Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2011 MI Tek Intlustries, Inc. Wed Oct 25 09:37:09 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-nGlw1L1VxC8uUj6bgzX612nHbLLv79TJWjc3dKyPvje -1-0-04-0-0 1-0-0 4-0-0 Scale= 1:12.4 6 5 Truss Type Qty Ply 725A PC LJob Frunsos SPACING- 2-0-0 CSI. 852108687 PC_GL S1 pitch Supported Gable 1 1 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Job Reference o tional Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2011 MI Tek Intlustries, Inc. Wed Oct 25 09:37:09 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturt0ri-nGlw1L1VxC8uUj6bgzX612nHbLLv79TJWjc3dKyPvje -1-0-04-0-0 1-0-0 4-0-0 Scale= 1:12.4 6 5 3x4 = 2x4 II 2x4 II 3x6 I Plate Offsets (X Y)-- 12:Edge 0-1-61,[2:0-1-13 0-6-11 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 0.08 Vert(LL) 0.00 1 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.03 Hor2(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -P Weight: 14 Ib 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, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer 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=79(LC 7) Max Uplift 5=-8(LC 9), 2=-72(LC 6), 6=-60(LC 10) Max Grav 5=19(LC 15), 2=21 O(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=140mph (3 -second gust) V(IRC2012)=111 mph; 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 ANSIIrPI 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 oc. L/�' 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O P '� F 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•e••S�•O•••e• • t% G N % will fit between the bottom chord and any other members. bearing 100 Ib 5, 2, 6. ; Q 0 10) Provide mechanical connection (by others) of truss to plate capable of withstanding uplift at joint(s) ZQ ;U Q; PE -44018 OAON • �� October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 10/032015 BEFORE USE. aaaaaa 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 ANSVTPI1 Quality Criteria, DSB-89 and BCS] 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 725A PC 852108688 725A PC GL S2 Jack -Closed 3 1 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:10 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-FTJJFh27iWH15shnEg2LrGJQHkeMsc6TIN LcAnyPvjd 1-0-0 4-0-0 Scale = 1:12.4 3x4 = 2x4 II o 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=30.0) Lumber DOL 1.15 BC 0.22 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 IRC2012ITP12007 Matrix -P Wind(LL) 0.00 2 ""' 240 Weight: 131b 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, 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 MiTek recommends that Stabilizers and required cross bracing Left: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer illation aumcle. REACTIONS. (Ib/size) 6=186/Mechanical, 2=290/0-5-8 Max Horz 2=79(LC 7) Max Uplift 6=-37(LC 10), 2=-98(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=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 6, 2. O�PQ 0 LICF2 �4 ;.••••SOON • ;`PFO X00 02 PE -44018 ON • �� October 25,2017 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 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 ANSVTPI1 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 725A PC TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x8 SPF 1950F 1.7E except end verticals. 852108689 725A—PC—GL S3 Monopitch Girder 1 Max Uplift 1=-231(LC 6), 3=-134(LC 10) Max Grav 1=1733(LC 14), 3=902(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - Job Reference o Tonal Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:10 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-FTJJFh27 i WH15shnEg2LrGJR7kfJsc6TINLcAnyPvjd 4-0-0 4x6 = 3x6 11 Scale = 1:12.4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDBCDL 100 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012ITP12007 CSI. TC 0.16 BC 0.16 WB 0.00 Matrix -P DEFL. in (loc) I/defl L/d Vert(LL) -0.01 1-3 >999 360 Vert(TL) -0.01 1-3 >999 240 Horz(TL) -0.00 3 n/a n/a Wind(LL) 0.00 1-3 >999 240 PLATES GRIP MT20 185/144 Weight: 31 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x8 SPF 1950F 1.7E except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=1732/0-5-8, 3=895/Mechanical Max Horz 1=70(LC 9) Max Uplift 1=-231(LC 6), 3=-134(LC 10) Max Grav 1=1733(LC 14), 3=902(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) 2 -ply truss to be connected together as follows: Top chords connected with 1 Old (0.131'x3") nails as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131'x3") nails as follows: 2x8 - 2 rows staggered 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=140mph (3 -second gust) V(IRC2012)=111 mph; 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 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. 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) D O C/ Cz- 1=231, 3=134. OQ�N \. stC 10 Hanger(s)or other connection devices shall be provided sufficient to support concentrated loads 1135 Ib down and 152 Ib u at O P PP O P device(s) is the e••"•"••e O• $00 • N '+ 0-2-12, and 1128 Ib down and 159 Ib up at 2-6-4 on bottom chord. The design/selection of such connection responsibility of others. ; Z� 0 U LOAD CASE(S) Standard L PE -44018 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-80, 1-3=-20 •: �� ; C` 0 X" Concentrated Loads (lb) \� Vert: 1=-1135(F) 5=-1128(F) 100.• �' ON October 25,2017 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 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 ANSVTPII 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 725A PC in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 852108690 725A_PC_GL V1 Valley 1 1 Lumber DOL 1.15 BC 0.23 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Truss, Commerce City, Co - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:11 2017 Page 1 ID:S4VXXKq_apam_nYJxUgEturtOri-jfthS131TpPcjOG_nOZaOTsX28 Yb2vcz15AiDyPvjc 5-11-8 11-0-0 5-11-8 5-0-8 5x6 = 4 3x4 % 2x4 II 3x4 = Scale = 1:20.2 06 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 0.47 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 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC20121TPI2007 Matrix -S Weight: 29 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. OTHERS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 1=250/11-0-0,3=234/11-0-0.4=554/11-0-0 Max Horz 1=45(LC 9) Max Uplift 1=-50(LC 10), 3=-56(LC 11), 4=411 (LC 10) Max Grav 1=256(LC 14), 3=242(LC 15), 4=554(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-392/100 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 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, 3, 4. 0L October 25,2017 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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 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 ANSOTPII 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 725A PC Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) 852108691 725A_PC_GL V2 Valley 1 1 WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -P Job Beference (optional Alpine Truss, Commerce City, Cc - 80022, 8.130 s Sep 15 2017 MiTek Industries, Inc. Wed Oct 25 09:37:12 2017 Page 1 ID: S4VXXKq_apam_nYJxUgEturtOri-BrR3gM4NE7XTLArAL54pwhPovYKeKWcm ChgjEfyPvjb 2-7-8 5-3-0 2-7-8 2-7-8 3x4 = Scale = 1:11.0 2 2x4 i 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -P Weight: 11 Ib FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=201/5-3-0, 3=201/5-3-0 Max Horz 1=-17(LC 6) Max Uplift 1=-27(LC 10), 3=-27(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer nstallation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; 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) 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, 3. PDO LICF ����•.•'SOOiy e.LsFO zoo 0 PE -44018 .o: �Q 9 �� 0,��5 I••ee •.��� S 0 E� October 25,2017 ® 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 �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 ANSVTPI1 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 ao v D - yni r w �2 D 5 � v, � oy D Q Z D x m °�' o ( I m d N o a, ��cw�u�m m W m c3 A° D 0 BW ��a pp O -1 n5: � �� m v,0 3 CD < Z -I W o m m T 'm: 11.) Deo C7 Z CQ p�po o y y 3 a-oo p' a� m n p m vo, am C N N a d o a� 3 N D C Q 3 Q Q _.v d_ .� %� N r fD 0 7 ti, m 0) (D N y A Z ° CL �. oo n� m a o �' Cl p ce y 3 y+�-' 0o < o oxCD C c� y N c� CD 2 O c: ? Q O N O N n O n a N N D o CD w O N O N m o 3 N N O N y mNW°o imot�i d �o� v 0 CD o• °'�� �' I Q oaoffin m ° w �� = o o o 3 O °' o ay y o 0 0 noCD Z N d 5.2 m N n- g a o Z am 5 0°a' 3 0' a' 5'� a. -1 -0 w (O N :03 00r. n(m w 7 fD W (N ( N M.8 N <D N N O' S N CD Er ;Fp Q C ...1 d= O n 0 N fp N (D fD p 7 CD 7C O N O Q 7 fD �- j N O N< S (D .n•. O N. p- N N CD Q A CD y CD p t0 N N 3 n D O CD O' N 7 0 CD C N O N cn N Z 7 • `Z w = Dl C IJ � N O 2 61 t0 0 S' 7 N O CD X O 7 y S O N y 3 L CD ' N m m m c 2 m m n v Z 0 --1 n TOP CHORD cm xA0 N 2.3 y -. w; n 00 Z O m O z CD CI -8 O N= N N cow R1 O m o m z (1) m N o2 N C A) TSDC fl Wm vi.N M- mz Mo � O a 7 co O C', O G '� m N O co s� NT .. v mM �z N< CD N. W� m C m W m S fD D) 7 (p 0)W y CD y ,-p O C) (D C 2 N Ln n y D V VV2-7 = V1 N (D CL m N v M .i r O N d �• CD �n� ■al O a m =° O v 1 c n m � S s N CD 1 O W < m - = WID m N gyp' O Q CO 00 r 1 m M y cn 0 m a A Cl) N� o m -im �° ``> ° o� �' rn m a cn a m N J ? �/� Dc �< N f.] W m O= V m fD f4 r ® = 7 __ N Z 0 m x P CD -i ;a W3-6 W __ N 'O O > o x. C S z D m w D 7 -i A r 0 �''e dw� o m m Z CD m c0i a CO) X m N N N --I`2 Ul LC4-5 A N N CD 0O y Q m TOP CHORD O (O a0 J O N A W N O O) N A W N f0moO4' =DO. NNiu T N Do F= m My .1-10 10 = =v 0yC0'C50o0— IZD .Gm D d'03d N= N= D mO O dO md -_ < .�_ '4.� 0 mo m 3Z .0 Nf<m 03O=m mmm �? mQ O d CBL m _=-0 m m= 3 JD 2 O O o'd C 3 x Sm m=3° = m x 3m Nom omm N m o 0 °d ONd - g. OO NCm Nm mN m -'c1. -O m d00 C n� =jd'cNmd mNigNm-on omC "=oO `ndG �-<cm°; ml m> =>anc md . C� �m . C • m Am ^�jmONoo � (D�� �d °0� m a'm?�my 0 (� m �nm am U. lm609=d n 8 o O "OC dn3 NN <o_.='p ?mM�mm�oA C3 v OIDm 3 W m M mZd2 oa 3�0m m mNao= d c m m OR °S2amN. kS omaao m Z = Om m l/Co j (j 0 y tG j C d y =' O= m m q O 0 N �.i' N' N m N !0 O^ N � a N 0 @0 d =O �. ^ -0 `< d O ° O m m Tr n= — d <D d fD � ca �c o d CD a m �_° ad ad �� -� `oma �0 2� $� 3 N mF C') 2) > Q x < m ym °'a o� �m 3 a ma Sm CD c m pn E C- ? m O O 4i 0 ID a m d N Cl m td 3CL m d= N m (D m (C V c1a 110 E o ° m m a- ° c o Ln 3 m l O 3 D m 0 CD M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15,2017,12:52 PM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Snliti'4 Willis HVAC LLC F�p4ngton Homes - Quail Ridge - 5222 Quail St' Littl ' n, C.Q 80.125 Pae 1 Pro'ect Report C c>MMUNITY DEVELorA4Et VT General Project Information Project Title: Remington Homes - Quail Ridge - 5222 Quail St Designed By: McKennon Piil Reviewed for Code Compliance Project Date: Wednesday, November 15, 2017 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, CO 80002 —� Client Phone: (303) 420-2899 Pten:ewminer Company Name: Smith And Willis Heating And A/C LLC. out Company Representative: McKennon Piil yam"Oft"M ��uluxtNapennitttrabprpyoJp�yssy p Company Address: 8450 Rosemary St ono computotions shall —be a perm t for, w on ayppgl aj, pis. y b,i, any of the provisions of the bulldinp cods Or of onp CO wdiivwes.Permits Company City: Commerce City, CO 80022 Pmsuminptogiveourhorotoviolateofconcei the provbiamgltheeademt Company Phone: 303-688-4487 COM Of other ord'^oMesaffCrtishoanarb<„0W Company E -Mail Address: mpiil@smithandwillis.com Design Data Reference City: Arvada, Colorado Building Orientation: House faces West Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 91 59 15% 50% 75 -39 Check Figures Total Building Supply CFM: 1,075 CFM Per Square ft.: 0.331 Square ft. of Room Area: 3,243 Square ft. Per Ton: 1,871 Volume (ft3) of Cond. Space: 29,164 Building13piloing Loads Total Heating Required Including Ventilation Air: 41,538 Btuh 41.538 MBH Total Sensible Gain: 22,312 Btuh 100 % Total Latent Gain: -1,514 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,312 Btuh 1.86 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 Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15,2017,12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 2 Miscellaneous Report System 1 System 1 Outdoor Outdoor Outdoor indoor Indoor Grains Input Data Drv,Bulb Wet Bulb Rel.Hum Rel.Hum Dry y Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 91 59 15% 50% 75 -39.13 Duct 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: 0.306 AC/hr 0.250 AC/hr 109 CFM 89 CFM Infiltration Actual: 0.366 AC/hr 0.321 AC/hr Above Grade Volume: X 21,461 Cu.ft. X 21,461 Cu.ft. 7,859 Cu.ft./hr 6,888 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 131 CFM 115 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1--- Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1.10 X 0.823 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -21.90 = (0.68 X 0.823 X -39.13 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (89 CFM) Summer Infiltration Specified: 0.250 AC/hr (89 CFM) City of Wheat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton CO 80125 Page 3 Load Preview Report Net ft.z Sen Lat Net Sen Hts g Cls gSize ISADuct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM Building 1.86 1,871 3,243 22,312 -1,514 22,312 41,538 791 1,075 1,075 System 1 1.86 1,871 3,243 22,312 -1,514 22,312 41,538 791 1,075 1,075 21x20 Humidification 2,077 Zone 1 3,243 22,312 -1,514 22,312 39,461 791 1.075 1,075 12x15 1-Mech 29 5 -5 5 202 4 0 4 Not MDD: 1--4 2 -Bath 4 62 16 -14 16 583 12 1 12 4 3 -Bedroom 4 186 939 154 1,093 1,940 39 45 45 6 4-Rec Room 646 968 -89 968 4,028 81 47 81 5,5 5 -Crawl Space 172 49 -38 49 1,157 23 2 23 Not MDD: 1--4 6 -Great Room 457 5,785 -518 5,785 9,394 188 279 279 7,7,7,7 7 -Laundry 88 503 -154 503 1,744 35 24 35 5 8-Pwdr 37 562 -98 562 1,081 22 27 27 5 9-Dining/Kitchen 376 3,573 -360 3,573 4,257 85 172 172 7,7 10 -Study 138 1,962 -233 1,962 3,032 61 95 95 6,6 11 -Master Suite 273 2,356 66 2,422 2,514 50 114 114 7,7 12 -WIC 22 338 -37 338 491 10 16 16 4 13-Mstr Bath 80 819 -102 819 1,419 28 39 39 6 14 -WIC 83 158 -45 158 622 12 8 12 4 15 -Bath 2 69 64 0 64 106 2 3 3 4 16 -Bedroom 3 172 1,627 33 1,660 2,457 49 78 78 6,6 17 -Bedroom 2 174 1,637 51 1,688 2,477 50 79 79 6,6 18 -Hall 179 951 -125 951 1,957 39 46 46 7 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. C�jyo* tv/7e e4i7a7n gA g OIV is��%J M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM FRhac•Residential &Light Commercial HVAC Loads Elite Software Development, Inc. h & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St ton, CO 80125 - Page 4 Manual D Ductsize Data -Duct System_1 - Su I -Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot 1 Sizina CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -350, Effective Length: 4.2 Trunk 0.0003 12.9 40 0.000 Up: ST -300 55 14 0.000 0.000 Rect 4.2 10 0.0 0.000 Presize 39 16.7 0.448 0.352 ---Duct Name: ST -320, Effective Length: 1.3 Trunk 0.0003 12.9 129 0.000 Up: ST -130 55 14 0.003 0.000 Rect 1.3 10 0.0 0.000 Presize 125 5.3 0.449 0.351 ---Duct Name: ST -310, Effective Length: 6.7 Trunk 0.0003 12.9 89 0.000 Up: ST -320 55 14 0.001 0.000 Rect 6.7 10 0.0 0.000 Presize 86 26.7 0.448 0.352 city ---Duct Name: ST -300, Effective Length: 2.7 of ���at/ Trunk 0.0003 12.9 48 0.000 Up: ST -310 55 14 0.001 g Ob 000 Rect 2.7 0 0 d,�9p"''o-0.3502 Presize 47 10.7 0.448 ---Duct Name: ST -280, Effective Length: 1.0 Trunk 0.0003 12.9 47 0.000 Up: ST -140 55 14 0.000 0.000 Rect 1.0 10 0.0 0.000 Presize 46 4 0.449 0.351 ---Duct Name: ST -130, Effective Length: 4.8 Trunk 0.0003 12.9 132 0.000 Up: ST -150 55 14 0.003 0.000 Rect 4.8 10 0.0 0.000 Presize 128 19.3 0.449 0.351 ---Duct Name: ST -140, Effective Length: 1.7 Trunk 0.0003 12.9 87 0.000 Up: ST -150 55 14 0.001 0.000 Rect 1.7 10 0.0 0.000 Presize 85 6.7 0.449 0.351 ---Duct Name: SR -100, Supplies: Laundry, Fitting: 2-I, Effective Length: 27.6 Runout 0.0003 5 257 0.000 Up: ST -340 128 3.9 0.025 0.007 Rnd 1.2 5.5 26.4 0.007 Presize 35 1.5 0.442 0.358 ---Duct Name: SR -110, Supplies: Pwdr, Effective Length: 6.5 Runout 0.0003 5 198 0.001 Up: ST -260 55 3.9 0.017 0.000 Rnd 6.5 5.5 0.0 0.001 Presize 27 8.5 0.447 0.353 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. l Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St J Littleton, CO 80125 M Page 5 LManual D Ductsize Data - Duct System 1 - Supply (cont'd) 7 Up: ST -110 ---Duct Name, etc. 5.4 Rnd 16.2 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 -120, Supplies: Dining/Kitchen, Fitting: 2-1, Effective Length: 49.0 Runout 0.0003 7 322 0.004 Up: ST -390 55 5.4 0.026 0.009 Rnd 16.2 7.7 32.8 0.013 Presize 86 29.6 0.436 0.364 ---Duct Name: SR -130, Supplies: Dining/Kitchen, Fitting: 2-I, Effective Length: 49.0 Runout 0.0003 7 Up: ST -110 55 5.4 Rnd 16.2 7.7 Presize 86 29.6 ---Duct Name: SR -140, Supplies: Great Room, Effective Length: 24.3 Runout 0.0003 7 Up: ST -220 55 5.4 Rnd 24.3 7.7 Presize 70 44.6 ---Duct Name: SR -150, Supplies: Great Room, Fitting: 2-I, Effective Length: 51.0 Runout 0.0003 7 Up: ST -210 55 5.4 Rnd 19.7 7.7 Presize 70 36 ---Duct Name: SR -160, Supplies: Great Room, Fitting: 2-I, Effective Length: 52.3 Runout 0.0003 7 Up: ST -380 55 5.4 Rnd 15.5 7.7 Presize 70 28.4 ---Duct Name: SR -170, Supplies: Study, Effective Length: 28.3 Runout 0.0003 6 Up: ST -220 55 4.7 Rnd 28.3 6.6 Presize 47 44.5 ---Duct Name: SR -180, Supplies: Study, Effective Length: 20.7 Runout 0.0003 6 Up: ST -210 55 4.7 Rnd 20.7 6.6 Presize 47 32.5 ---Duct Name: SR -190, Supplies: Great Room, Fitting: 2-I, Effective Length: 35.3 Runout 0.0003 7 Up: ST -330 55 5.4 Rnd 11.3 7.7 Presize 70 20.8 ---Duct Name: ST -340, Feeds Into: Bedroom 4, Effective Length: 6.7 Trunk 0.0003 12.9 Up: ST -190 55 14 Rect 6.7 10 Presize 151 26.7 322 0.004 0.026 0.009 32.8 0.013 0.436 0.364 262 0.004 0.018 0.000 0.0 0.004 0.444 0.356 C;h, o 262 f 0.004 0.018 0.006 31.3 8 �h�id9 p.009 0.439 Uiloli'7 �;;soon `0.361 262 0.018 36.8 0.439 239 0.019 0.0 0.443 239 0.019 0.0 0.444 262 0.018 23.9 0.442 155 0.004 0.0 0.449 0.003 0.007 0.010 0.361 0.005 0.000 0.005 0.357 0.004 0.000 0.004 0.356 0.002 0.004 0.006 0.358 0.000 0.000 0.000 0.351 MA --Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5222 Quail St LLittleton, CO 80125_ _ _ _ _Page 6 Manual D Ductsize Data - Duct System 1 - Supply cont d 12.9 Up: ST -330 -- ---Duct Name, etc. 14 Rect - - --- Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot I Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -330, Feeds Into: Rec Room, Effective Length: 2.2 5 ---Duct Name: ST -180, Feeds Into: Bedroom 4, Effective Length: 4.3 Trunk 0.0003 12.9 408 0.000 Up: ST -120 55 14 0.021 0.000 Rect 2.2 10 0.0 0.000 Presize 397 8.7 0.449 0.351 ---Duct Name: ST -260, Feeds Into: Bedroom 4, Effective Length: 1.3 55 14 Trunk 0.0003 12.9 68 0.000 Up: ST -360 55 14 0.001 0.000 Rect 1.3 10 0.0 0.000 Presize 66 5.3 0.448 0.352 ---Duct Name: ST -240, Feeds Into: Rec Room, Effective Length: 1.7 Trunk 0.0003 12.9 Up: ST -330 55 14 Rect 1.7 10 Presize 327 6.7 ---Duct Name: ST -220, Feeds Into: Rec Room, Effective Length: 1.0 Trunk 0.0003 12.9 Up: ST -210 55 14 Rect 1.0 10 Presize 117 4 ---Duct Name: ST -210, Feeds Into: Rec Room, Effective Length: 1.3 Trunk 0.0003 12.9 Up: ST -380 55 14 Rect 1.3 10 Presize 234 5.3 ---Duct Name: ST -200, Feeds Into: Mech, Effective Length: 0.7 Trunk 0.0003 16.9 Up: ST -110 55 25 Rect 0.7 10 Presize 531 3.9 ---Duct Name: ST -190, Feeds Into: Bath 4, Effective Length: 1.0 Trunk 0.0003 15.2 Up: ST -390 55 20 Rect 1.0 10 Presize 209 5 ---Duct Name: ST -180, Feeds Into: Bedroom 4, Effective Length: 4.3 Trunk 0.0003 12.9 Up: ST -260 55 14 Rect 4.3 10 Presize 39 17.3 ---Duct Name: ST -170, Feeds Into: Bedroom 4, Effective Length: 0.8 Trunk 0.0003 12.9 Up: ST -340 55 14 Rect 0.8 10 Presize 127 3.3 336 0.000 0.015 0.000 0.0 0.000 0.449 0.351 120 0.000 0.002 0.000 0.0 0.000 0.448 0.352 - Cit kof �h�'t'%q'0.000 241 0.000 0.008 `''zo'. 0.0 - b.000 0.448 90Iv/Sion 0.352 306 0.010 0.0 0.449 151 0.003 0.0 0.449 40 0.000 0.0 0.448 131 0.003 0.0 0.448 0.000 0.000 0.000 0.351 0.000 0.000 0.000 0.351 0.000 0.000 0.000 0.352 0.000 0.000 0.000 0.352 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM F__- Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC 367 Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail St Littleton CO 80125 0.009 0.005 Rect 0.7 20 Page 7 Manual D Ductsize Data - Duct System 1 - Supply (contbq j Duct Name, etc. 0.449 Trunk 0.0003 16.9 355 0.000 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: SMT -100, Feeds Into: Mech, Fitting: 1-C, Effective Length: 53.6 Trunk 0.0003 22.4 367 0.000 Up: Fan 55 21 0.009 0.005 Rect 0.7 20 52.9 0.275 Presize 1,071 4.8 0.449 0.351 ---Duct Name: ST -110, Feeds Into: Mech, Effective Length: 0.5 Presize 454 2.9 0.449 Trunk 0.0003 16.9 355 0.000 Up: SMT -100 55 25 0.013 0.000 Rect 0.5 10 0.0 0.000 Presize 617 2.9 0.449 0.351 ---Duct Name: ST -120, Feeds Into: Mech, Effective Length: 0.5 Trunk 0.0003 16.9 262 0.000 Up: SMT -100 55 25 0.008 0.000 Rect 0.5 10 0.0 0.000 Presize 454 2.9 0.449 0.351 ---Duct Name: ST -150, Effective Length: 6.3 Trunk 0.0003 12.9 219 0.000 Up: ST -200 55 14 0.007 0.000 Rect 6.3 10 0.0 0.000 Presize 213 25.3 0.449 0.351 ---Duct Name: ST -160, Feeds Into: Bath 4, Effective Length: 3.0 Trunk 0.0003 16.9 183 city of 0.000 Up: ST -200 55 25 0.004 0.000 Rect 3.0 10 0.0 whOat 0.000 Presize 318 17.5 0.449 Rld9e 0.351 wilding ---Duct Name: SR -310, Supplies: Bedroom 4, Fitting: 2-I, Effective Length: 39.4 Div,,,,,,, Runout 0.0003 6 229 0.002 Up: ST -170 55 4.7 0.018 0.005 Rnd 11.5 6.6 27.9 0.007 Presize 45 18.1 0.442 0.358 ---Duct Name: ST -360, Feeds Into: Bedroom 4, Effective Length: 0.3 Trunk 0.0003 12.9 84 0.000 Up: ST -170 55 14 0.001 0.000 Rect 0.3 10 0.0 0.000 Presize 82 1.3 0.448 0.352 ---Duct Name: ST -370, Feeds Into: Rec Room, Effective Length: 0.5 Trunk 0.0003 12.9 336 0.000 Up: ST -240 55 14 0.015 0.000 Rect 0.5 10 0.0 0.000 Presize 327 2 0.448 0.352 ---Duct Name: SR -330, Supplies: Rec Room, Fitting: 2-1, Effective Length: 45.5 Runout 0.0003 5 293 0.005 Up: ST -370 128 3.9 0.031 0.009 Rnd 15.5 5.5 30.0 0.014 Presize 40 20.3 0.434 0.366 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 M Page 8 Manual D Ductsize Data - Duct System 1 _Supply cont'd ---Duct Name, eta 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: ST -380, Feeds Into: Rec Room, Effective Length: 1.2 Trunk 0.0003 12.9 313 0.000 Up: ST -370 55 14 0.013 0.000 Rect 1.2 10 0.0 0.000 Presize 304 4.7 0.448 0.352 ---Duct Name: SR -340, Supplies: Rec Room, Fitting: 2-1, Effective Length: 34.2 Runout 0.0003 5 293 0.005 Up: ST -160 128 3.9 0.031 0.006 Rnd 16.5 5.5 17.7 0.011 Presize 40 21.6 0.438 0.362 ---Duct Name: ST -390, Feeds Into: Bath 4, Effective Length: 4.5 Trunk 0.0003 15.2 212 0.000 Up: ST -160 55 20 0.006 0.000 Rect 4.5 10 0.0 0.000 Presize 295 22.5 0.449 0.351 ---Duct Name: SR -350, Supplies: Bath 4, Effective Length: 1.5 Runout 0.0003 4 138 0.000 Up: ST -190 128 3.1 0.011 0.000 Rnd 1.5 4.4 0.0 0.000 Presize 12 1.6 0.449 0.351 ... .city ---Duct Name: SR -200, Supplies: Bedroom 2, Fitting: 2-1, Effective Length: 35.4 0.1 Runout 0.0003 6 199�V 0.002 heat Up: ST -140 55 4.7 0.014 Riry9C 0.003 Rnd 1 1 0 Qu�ta"n9 Presize 39 22.3 0.444 Division 0.356 ---Duct Name: SR -210, Supplies: Bedroom 2, Fitting: 2-I, Effective Length: 41.0 Runout 0.0003 6 199 0.002 Up: ST -320 55 4.7 0.014 0.004 Rnd 14.2 6.6 26.9 0.006 Presize 39 22.3 0.443 0.357 ---Duct Name: SR -220, Supplies: Hall, Fitting: 2-I, Effective Length: 23.6 Runout 0.0003 7 172 0.000 Up: ST -280 55 5.4 0.009 0.002 Rnd 2.0 7.7 21.6 0.002 Presize 46 3.7 0.447 0.353 ---Duct Name: SR -230, Supplies: Bath 2, Fitting: 2-I, Effective Length: 11.0 Runout 0.0003 4 34 0.000 Up: ST -130 55 3.1 0.001 0.000 Rnd 1.2 4.4 9.9 0.000 Presize 3 1.2 0.448 0.352 ---Duct Name: SR -240, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 37.2 Runout 0.0003 6 199 0.002 Up: ST -310 55 4.7 0.014 0.003 Rnd 13.2 6.6 24.0 0.005 Presize 39 20.7 0.443 0.357 MA ..ARemington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Elite Software Development, Inc. Homes - Quail Ridge - 5222 Quail St Littleton, CO_80125 __.. Page 9 Manual D Ductsize Data - Duct System 1 - Supply (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 Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR-250, Supplies: Bedroom 3, Fitting: 2-I, Effective Length: 31.6 Runout 0.0003 6 199 0.002 Up: ST-350 55 4.7 0.014 0.003 Rnd 13.2 6.6 18.4 0.004 Presize 39 20.7 0.444 0.356 ---Duct Name: SR-260, Supplies: Mstr Bath, Fitting: 2-I, Effective Length: 23.7 Runout 0.0003 6 199 0.001 Up: ST-180 55 4.7 0.014 0.003 Rnd 5.3 6.6 18.4 0.003 Presize 39 8.4 0.445 0.355 ---Duct Name: SR-270, Supplies: WIC, Fitting: 2-I, Effective Length: 23.9 Runout 0.0003 4 183 0.002 Up: ST-360 55 3.1 0.020 0.003 Rnd 9.8 4.4 14.1 0.005 Presize 16 10.3 0.444 0.356 ---Duct Name: SR-280, Supplies: Master Suite, Fitting: 2-I, Effective Length: 39.3 Runout 0.0003 7 213 0.002 Up: ST-120 55 5.4 0.013 0.003 Rnd 16.5 7.7 22.8 0.005 Presize 57 30.2 0.444 0.356 ---Duct Name: SR-290, Supplies: Master Suite, Fitting: 2-I, Effective Length: 39.3 C;tyor Runout 0.0003 7 213 0.002 190 0 0.003 Rnd Rnd 16.5 7.7 21.8 Presize 57 30.2 0.444ai 0.356 n�_�r vs_on_ ---Duct Name: SR-300, Supplies: WIC, Fitting: 2-I, Effective Length: 13.8 Runout 0.0003 4 138 0.000 Up: ST-300 128 3.1 0.011 0.001 Rnd 1.2 4.4 12.6 0.002 Presize 12 1.2 0.447 0.353 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: 26 Number of active runouts: 25 Total runout outlet airflow: 1,131 Main trunk airflow: 1,071 Largest trunk diameter: 22.4 SMT-100 Largest runout diameter: 7 SR-120 Smallest trunk diameter: 12.9 ST-350 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 M Page 10 Manual D Ductsize Data - Duct System 1 - Supply (cont'o 1-Summary Smallest runout diameter: 4 SR-350 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: 0.366 SR -330 Return loss added to supply: 0.076 Total effective length of return ( ft.): 361.5 Dining High Total effective length of supply ( ft.): 103.9 SR -330 Overall total effective length ( ft.): 465.4 Dining High to SR -330 Design overall friction rate per 100 ft.: 0.114 (Available SP x 100 / TEL) System duct surface area (No Scenario): 768.3 Total system duct surface area: 768.3 city of LV auil heat Ridge dip9 o j".sion M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 M Page 11 Manual D Ductsize Data - Duct System 1 - Return 281 0.001 ---Duct Name, etc. 0.020 0.003 Rnd 6.7 7.7 15.9 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: Dining High, Returns From: Dining/Kitchen, Fittings: 8-D2, 8-D2, 6-F, Effective Length: 172.6 Runout 0.0003 12.9 394 0.003 Up: RT -160 75 14 0.019 0.031 Rect 14.0 10 158.6 0.034 Presize 383 56 0.000 0.034 ---Duct Name: Foyer High, Returns From: Great Room, Fittings: 8-D2, 6-F, Effective Length: 50.9 Runout 0.0003 7 281 0.001 Up: RT -120 75 5.4 0.020 0.009 Rnd 4.2 7.7 46.8 0.010 Presize 75 7.6 -0.025 0.010 ---Duct Name: Kitchen Low, Returns From: Dining/Kitchen, Fitting: 6-F, Effective Length: 22.6 0.0003 Runout 0.0003 7 281 0.001 Up: RT -150 75 5.4 0.020 0.003 Rnd 6.7 7.7 15.9 0.005 Presize 75 12.2 -0.030 0.005 ---Duct Name: Kitchen Low, Returns From: Dining/Kitchen, Fitting: 6-F, Effective Length: 22.6 Presize Runout 0.0003 7 281 0.001 Up: RT -120 75 5.4 0.020 0.003 Rnd 6.7 7.7 15.9 0.005 Presize 75 12.2 -0.030 Qilyof 0.005 ---Duct Name: RT -200, Feeds From: Bath 4, Effective Length: 1.8 Trunk 0.0003 16.9 463 idg� 0.000 Up: RT -110 75 25 0.020 9 D'�, 0.000 Rect 1.8 10 0.0 s on 0.000 Presize 803 10.7 -0.034 0.076 ---Duct Name: RT -190, Feeds From: Bath 4, Effective Length: 0.7 Trunk 0.0003 16.9 Up: RT -200 75 25 Rect 0.7 10 Presize 723 3.9 ---Duct Name: RT -180, Feeds From: Bath 4, Effective Length: 1.2 Trunk 0.0003 16.9 Up: RT -210 75 25 Rect 1.2 10 Presize 541 6.8 ---Duct Name: RT -170, Feeds From: Bath 4, Effective Length: 5.8 Trunk 0.0003 16.9 Up: RT -180 75 25 Rect 5.8 10 Presize 461 34 ---Duct Name: RT -160, Feeds From: Bath 4, Effective Length: 0.7 Trunk 0.0003 12.9 Up: RT -170 75 14 Rect 0.7 10 Presize 383 2.7 416 0.000 0.017 0.000 0.0 0.000 -0.034 0.075 312 0.000 0.010 0.000 0.0 0.000 -0.034 0.075 266 0.000 0.007 0.000 0.0 0.000 -0.034 0.075 394 0.000 0.019 0.000 0.0 0.000 -0.034 0.075 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 M __ Page 12 Manual D Ductsize Data - Duct System 1 - Return cont'd Trunk 0.0003 16.9 ---Duct Name, etc. 0.000 Up: RT -120 75 25 0.001 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit 'Shape Length Height Fit.Eq.Len SPL.Tot i Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RT -150, Feeds From: Rec Room, Effective Length: 1.0 Trunk 0.0003 16.9 56 0.000 Up: RT -120 75 25 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 98 5.8 -0.035 0.007 ---Duct Name: RMT -100, Feeds From: Mech, Fittings: 5-12, 5-N, Effective Length: 177.9 6.8 Trunk 0.0003 18.6 543 0.000 Up: Fan 75 25 0.023 0.041 Rect 0.7 12 177.2 0.041 Presize 1,131 4.4 -0.035 0.076 ---Duct Name: RT -110, Feeds From: Mech, Effective Length: 0.3 Up: RT -150 5 3.1 Trunk 0.0003 16.9 509 0.000 Up: RMT -100 75 25 0.024 0.000 Rect 0.3 10 0.0 0.000 Presize 883 1.9 -0.035 0.076 ---Duct Name: RT -120, Feeds From: Mech, Effective Length: 1.2 Trunk 0.0003 16.9 143 0.000 Up: RMT -100 75 25 0.003 0.000 Rect 1.2 10 0.0 0.000 Presize 248 6.8 -0.035 0.007 C`/yof ---Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-F, Effective Length: 18.2 Runout 0.0003 4 2640.004 �1/hgat Up: RT -150 5 3.1 0.037 ) 47g0.003 Rnd 10.5 44 euilan9DivisQ Presize 23 -0.028 0.007 n ---Duct Name: Ceiling RA, Returns From: Rec Room, Fitting: 6-F, Effective Length: 23.0 Runout 0.0003 8 292 0.001 Up: RT -210 75 6.2 0.018 0.003 Rnd 4.0 8.7 19.0 0.004 Presize 102 8.4 -0.030 0.004 ---Duct Name: RT -210, Feeds From: Bath 4, Effective Length: 0.5 Trunk 0.0003 16.9 416 0.000 Up: RT -190 75 25 0.017 0.000 Rect 0.5 10 0.0 0.000 Presize 723 2.9 -0.034 0.075 ---Duct Name: Hall High, Returns From: Hall, Fitting: 6-F, Effective Length: 22.7 Runout 0.0003 7 299 0.001 Up: RT -110 75 5.4 0.023 0.004 Rnd 6.5 7.7 16.2 0.005 Presize 80 11.9 -0.030 0.005 ---Duct Name: Hall High, Returns From: Hall, Fitting: 6-F, Effective Length: 22.7 Runout 0.0003 7 299 0.001 Up: RT -200 75 5.4 0.023 0.004 Rnd 6.5 7.7 16.2 0.005 Presize 80 11.9 -0.029 0.005 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 13 Manual D Ductsize Data - Duct System 1 - Return (cont'd) ----Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit !i Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: Hall High, Returns From: Hall, Fitting: 6-F, Effective Length: 19.8 Runout 0.0003 7 299 0.001 Up: RT -210 75 5.4 0.023 0.004 Rnd 3.7 7.7 16.2 0.004 Presize 80 6.7 -0.030 0.004 ---Duct Name: Hall High, Returns From: Hall, Fitting: 6-F, Effective Length: 19.8 Runout 0.0003 7 299 0.001 Up: RT -180 75 5.4 0.023 0.004 Rnd 3.7 7.7 16.2 0.004 Presize 80 6.7 -0.030 0.004 ---Duct Name: Bed High, Returns From: Bedroom 2, Fitting: 6-F, Effective Length: 25.9 Runout 0.0003 7 292 0.002 Up: RT -170 75 5.4 0.022 0.003 Rnd 9.8 7.7 16.1 0.006 Presize 78 18 -0.028 0.006 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: 10 Number of active runouts: 11 Total runout outlet airflow: 1,131 yvh� Main trunk airflow: 1,131 C?t`R/d Largest trunk diameter: 18.6 RMT -100 8v�iv,�9 p 99 Largest runout diameter: 12.9 Dining High Smallest trunk diameter: 12.9 RT -160 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.034 Dining High Return loss added to supply: 0.076 Total effective length of return ( ft.): 361.5 Dining High System duct surface area (No Scenario): 242.7 Total system duct surface area: 242.7 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 Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Pae 14 Total Building Summary Loads Component Area Sen Lat Sen Tota. Descri tign Quan Loss Gain Gain Gain Remington Window: Glazing- 513.2 10,627 0 14,770 14,770 11 D: Door -Wood - Solid Core 37.8 522 0 166 166 R13 Framed -8: Wall -Basement, Custom, R13 Finished 730.8 2,584 0 44 44 Framed Basement R13 Framed -7: Wall -Basement, Custom, R13 Finished 330 1,153 0 14 14 Framed Basement R11 Draped -4: Wall -Basement, Custom, R11 Draped 211.1 796 0 24 24 12F-Osw: Wall -Frame, R-21 insulation in 2 x 6 stud 2470.3 11,078 0 1,813 1,813 cavity, no board insulation, siding finish, wood studs 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1536 2,120 0 1,412 1,412 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 21 A-32: Floor -Basement, Concrete slab, any thickness, 2 1267.7 1,748 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P -30-c: Floor -Over open crawl space or garage, 268.4 648 0 57 57 Passive, R-30 blanket insulation, carpet covering Subtotals for structure: 31,276 0 18,300 18,300 People: 5 1,000 1,150 2,150 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 131, Summer CFM: 115 8,185 -2,514 1,662 -852 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.66 gal/day : 2,077 0 0 0 Total Building Load Totals: �_ 41,538 -1,514 22,312 20,798 CheciC Figures Total Building Supply CFM: 1,075 CFM Per Square ft.: 0.331 Square ft. of Room Area: 3,243 Square ft. Per Ton: 1,871 Volume (ft3) of Cond. Space: 29,164 Building Loads Total Heating Required Including Ventilation Air: 41,538 Btuh 41.538 MBH Total Sensible Gain: 22,312 Btuh 100 % Total Latent Gain: -1,514 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,312 Btuh 1.86 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. City of Wheat R'a9e guitdln9 divtg;oR M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac • Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Pae 15 System 1 System 1 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington Window: Glazing- 513.2 10,627 0 14,770 14,770 11 D: Door-Wood - Solid Core 37.8 522 0 166 166 R13 Framed-8: Wall-Basement, Custom, R13 Finished 730.8 2,584 0 44 44 Framed Basement R13 Framed-7: Wall-Basement, Custom, R13 Finished 330 1,153 0 14 14 Framed Basement R11 Draped-4: Wall-Basement, Custom, R11 Draped 211.1 796 0 24 24 12F-Osw: Wall-Frame, R-21 insulation in 2 x 6 stud 2470.3 11,078 0 1,813 1,813 cavity, no board insulation, siding finish, wood studs 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1536 2,120 0 1,412 1,412 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 21 A-32: Floor-Basement, Concrete slab, any thickness, 2 1267.7 1,748 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide 20P-30-c: Floor -Over open crawl space or garage, 268.4 648 0 57 57 Passive, R-30 blanket insulation, carpet covering Subtotals for structure: 31,276 0 18,300 18,300 People: 5 1,000 1,150 2,150 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 131, Summer CFM: 115 8,185 -2,514 1,662 -852 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.66 gal/day : 2,077 0 0 0 System 1 System 1 Load Totals: 41,538 -1,514 22,312 20,798 Check Figures T I Supply CFM: 1,075 CFM Per Square ft.: 0.331 Square ft. of Room Area: 3,243 Square ft. Per Ton: 1,871 Volume (ft3) of Cond. Space: 29,164 System Loads Total Heating Required Including Ventilation Air: 41,538 Btuh 41.538 MBH Total Sensible Gain: 22,312 Btuh 100 % Total Latent Gain: -1,514 Btuh 0 % Total Cooling Required Including Ventilation Air: 22,312 Btuh 1.86 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. City of Wheat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge 5222 Quail St Littleton, CO 80125 E Paae 16 rEquipment Data - System 1 - System 1 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 CA13NA030****(A,B) CNPV*3617AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395167 27400 13 SEER Natural Gas Furnace 59SC2C080S17--16 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE city or Wheat Ridge $wilding Di'ion M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail St E Littleton, CO 80125 Page 17 Detailed Room Loads - Room 1 - Mech (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 4.5 ft. System Number: 1 Room Width: 6.5 ft. Zone Number: 1 Area: 29.0 sq.ft. Supply Air: 4 CFM Ceiling Height: 9.3 ft. Supply Air Changes: 0.9 AC/hr Volume: 271.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 4 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 46 ft./min. Percent of Supply: 0 % Runout Air Velocity: 46 ft./min. Actual Winter Infil.: 0 CFM Actual Loss: 0.002 in.wg./100 ft. Actual Summer Infil.: 0 CFM item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-R13 Framed-8 4.5 X 9.2 41.6 0.049 3.5 147 0.1 0 2 Floor-21A-32 1 X 29.2 29.2 0.020 1.4 40 0.0 0 0 Subtotals for Structure: 187 0 2 Infil.: Win.: 0.2, Sum.: 0.2 6 2.574 15 0.515 -5 3 Room Totals: 202 -5 5 city or Wheat Ridge Quilling Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail St M Littleton CO 80125 Pae 18 Detailed Room Loads - Room 2 - Bath 4 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 61.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 62.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 9.3 ft. Supply Air Changes: 1.2 AC/hr Volume: 572.0 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 Clg Lat Sen I Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R13 Framed-8 4 X 9.2 37 0.049 3.5 131 0.1 0 2 W -Wall-R13 Framed-8 9.8 X 9.2 90.9 0.049 3.5 321 0.1 0 5 Floor-21A-32 1 X 61.8 61.8 0.020 1.4 85 0.0 0 0 Subtotals for Structure: 537 0 7 Infil.: Win.: 0.7, Sum.: 0.6 18 2.568 46 0.503 -14 9 Room Totals: 583 -14 16 city of haat Rlag, aulidig9 IJivrsiot► M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Sottware'Development, Inc. Smith & Willis HVAC LLC Remington Homes - N Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 19 Detailed Room Loads - Room 3 - Bedroom 4 LAverage Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 186.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 186.0 sq.ft. Supply Air: 45 CFM Ceiling Height: 9.3 ft. Supply Air Changes: 1.6 AC/hr Volume: 1,725.0 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.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat` Sen Description - Quantity Value HTM Loss HTM Gain Gain E -Wall-R13 Framed -7 11.5 X 9.2 86.4 0.049 3.5 298 0.0 0 2 S -Wall-R13 Framed -8 13.7 X 9.2 126.4 0.049 3.5 447 0.1 0 8 W -Wall-R13 Framed -8 11.5 X 9.2 106.4 0.049 3.5 376 0.1 0 6 E -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 33.2 0 663 0%S Floor -21A-32 1 X 186.4 186.4 0.020 1.4 257 0.0 0 0 Subtotals for Structure: 1,792 0 679 Infil.: Win.: 2.4, Sum.: 2.1 58 2.546 148 0.516 -46 30 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 1,940 154 939 City of Wheat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes E - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 20 Detailed Room Loads - Room 4 - Rec Room (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 646.2 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 646.0 sq.ft. Supply Air: 81 CFM Ceiling Height: 9.3 ft. Supply Air Changes: 0.8 AC/hr Volume: 5,978.0 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.: 5 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Send Description Quantity Value H_TM Loss HTM Gain Gain E -Wall-R13 Framed -7 17.3 X 9.2 140.3 0.049 3.5 495 0.1 0 8 N -Wall-R13 Framed -8 1 X 9.2 9.2 0.049 3.5 33 0.1 0 1 E -Wall-R13 Framed -8 15.2 X 9.2 140.3 0.049 3.5 496 0.1 0 8 S -Wall-R13 Framed -8 5 X 9.2 46.2 0.049 3.5 164 0.1 0 3 S -Wall-R13 Framed -8 1.5 X 9.2 13.9 0.049 3.5 49 0.1 0 1 N -Wall-R13 Framed -8 8.8 X 9.2 81.7 0.049 3.5 289 0.1 0 5 W -Wall-R13 Framed -8 1.5 X 9.2 13.9 0.049 3.5 49 0.1 0 1 N -Wall-R13 Framed -7 13.3 X 9.2 103.3 0.049 3.5 360 0.0 0 4 E -Wall-R13 Framed -8 1.5 X 9.2 13.9 0.049 3.5 49 0.1 0 1 N -Wall-R13 Framed -8 1 X 9.2 9.2 0.049 3.5 33 0.1 0 1 E -GIs-Remington Window shgc-0.3 20 0.300 20.7 414 33.2 0 663 0%S N -GIs-Remington Window shgc- 20 0.300 20.7 414 10.7 0 213 0.3100%S Floor -21A-32 1 X 646.2 646.2 0.020 1.4 892 0.0 0 0 Subtotals for Structure: 3,737 0 909 Infil.: Win.: 4.7, Sum.: 4.1 114 2.552 291 0.517 -89 59 Room Totals: 4,028 -89 968 City of what icd9a Building Division, M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software DevelopmEv Remington Homes - Quail Ridge - 5222 Littleton, CO 80125 Detailed Room Loads - Room 5 - Crawl Space (Average Load Procedure) Gener Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 172.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 172.0 sq.ft. Supply Air: 23 CFM Ceiling Height: 5.2 ft. Supply Air Changes: 1.6 AC/hr Volume: 889.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Runout Air: 23 CFM Percent of Supply.: 0 % Runout Duct Size: 4 in. Actual Summer Vent.: 0 CFM Runout Air Velocity: 266 ft./min. Percent of Supply: 0 % Runout Air Velocity: 266 ft./min. Actual Winter Infil.: 2 CFM Actual Loss: 0.060 in.wg./100 ft. Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-R11 Draped -4 5.8 X 5.2 30.1 0.051 3.8 114 0.1 0 3 W -Wall-R11 Draped -4 6.2 X 5.2 31.9 0.051 3.8 120 0.1 0 4 S -Wall-R11 Draped -4 5.5 X 5.2 28.4 0.051 3.8 107 0.1 0 3 W -Wall-R11 Draped -4 12 X 5.2 62 0.051 3.8 234 0.1 0 7 N -Wall-R11 Draped -4 11.3 X 5.2 58.6 0.051 3.8 221 0.1 0 7 Floor -21 A-32 1 X 172 172 0.020 1.4 237 0.0 0 0 Subtotals for Structure: 1,033 0 24 Infil.: Win.: 2.0, Sum.: 1.7 49 2.554 124 0.515 -38 25 Room Totals: 1,157 -38 49 City of /heat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM --Residential Rhvac & Light Commercial HVAC loads Smith & Willis HVAC LLC E Remington Elite Software Development, Inc. Homes - Quail Ridge - 5222 Quail St Littleton CO 80125 Page 22 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 456.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 457.0 sq.ft. Supply Air: 279 CFM Ceiling Height: 10.3 ft. Supply Air Changes: 3.6 AC/hr Volume: 4,682.0 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.: 37 CFM Actual Summer Infil.: 33 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 1.5 X 18.3 27.5 0.065 4.5 123 0.7 0 20 N -Wall-12F-Osw 1 X 18.3 18.3 0.065 4.5 82 0.7 0 13 E -Wall-12F-Osw 17.3 X 18.3 207.7 0.065 4.5 931 0.7 0 153 S -Wall-12F-Osw 7.3 X 10.2 75.1 0.065 4.5 337 0.7 0 55 W -Wall-12F-Osw 0.7 X 10.2 6.9 0.065 4.5 31 0.7 0 5 W -Wall-12F-Osw 5.5 X 18.3 74.6 0.065 4.5 334 0.7 0 55 N -Wall-12F-Osw 7.7 X 10.2 53.6 0.065 4.5 240 0.7 0 39 N -Wall-12F-Osw 1 X 18.3 18.3 0.065 4.5 82 0.7 0 13 -W -Wall-12F-Osw 1.5 X 18.3 27.5 0.065 4.5 123 0.7 0 20 N -Wall-12F-Osw 13.3 X 18.3 244.3 0.065 4.5 1,096 0.7 0 179 W -Door-11 D 3 X 6.7 20 0.200 13.8 276 4.4 0 88 E -GIs-Remington Window shgc-0.3 27.5 0.300 20.7 569 33.2 0 912 0%S E-GIs-Remington Window shgc-0.3 55 0.300 20.7 1,139 33.2 0 1,824 0%S E -GIs-Remington Window shgc-0.3 27.5 0.300 20.7 569 33.2 0 912 0%S W -GIs-Remington Window shgc- 6.2 0.300 20.7 129 33.1 0 207 0.30%S N -GIs-Remington Window shgc- 25 0.300 20.7 518 10.6 0 266 0.3100%S UP-Ceil-1613-50 40.3 X 1 40.3 0.020 1.4 56 0.9 0 37 U P-Ceil-1 613-50 306.4 X 1 306.4 0.020 1.4 423 0.9 0 282 Subtotals for Structure: 7,058 0 5,080 Infil.: Win.: 37.4, Sum.: 32.8 915 2.553 2,336 0.519 -718 475 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 9,394 -518 5,785 City of Wheat Ridge Building Divrs+on M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail St Littleton CO 80125 Page 23 tailed Room Loads - Room 7 - Laundry LAverage Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.5 ft. System Number: 1 Room Width: 7.7 ft. Zone Number: 1 Area: 88.0 sq.ft. Supply Air: 35 CFM Ceiling Height: 10.3 ft. Supply Air Changes: 2.3 AC/hr Volume: 904.0 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 Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 7.7 X 10.2 66.6 0.065 4.5 299 0.7 0 49 W -Wall-12F-Osw 11.5 X 10.2 100.1 0.065 4.5 449 0.7 0 73 W -Door-11 D 2.7 X 6.7 17.8 0.200 13.8 246 4.4 0 78 S -GIs-Remington Window shgc-0.3 12 0.300 20.7 248 16.8 0 201 0%S Subtotals for Structure: 1,242 0 401 Infil.: Win.: 8.0, Sum.: 7.0 196 2.555 5020.519 -154 102 ........ Room Totals: 1,744 -154 503 Crty or VVheat ridge guilaing Divlslon M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. ERemington Homes - Quail Ridge - 5222 Quail St Littleton, C080125 Page 24 —_ Detailed Room Loads - Room 8 - Pwdr (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.2 ft. System Number: 1 Room Width: 6.0 ft. Zone Number: 1 Area: 37.0 sq.ft. Supply Air: 27 CFM Ceiling Height: 10.3 ft. Supply Air Changes: 4.3 AC/hr Volume: 379.0 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.: 5 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen i Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 6.2 X 10.2 50.7 0.065 4.5 228 0.7 0 37 S -Wall-12F-Osw 6 X 10.2 61.5 0.065 4.5 276 0.7 0 45 E -GIs-Remington Window shgc-0.3 12.5 0.300 20.7 259 33.2 0 415 0%S Subtotals for Structure: 763 0 497 Infil.: Win.: 5.1, Sum.: 4.5 125 2.549 318 0.521 -98 65 Room Totals: 1,081 -98 562 City Of Wheat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM --Residential Rhvac & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5222 Quail St Littleton CO 80125 Page 25 Detailed Room Loads - Room 9 - Dining/Kitchen (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 375.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 376.0 sq.ft. Supply Air: 172 CFM Ceiling Height: 10.3 ft. Supply Air Changes: 2.7 AC/hr Volume: 3,852.0 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.: 19 CFM Actual Summer Infil.: 16 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 15.2 X 10.2 107.5 0.065 4.5 482 0.7 0 79 S -Wall-12F-Osw 5 X 10.2 36.2 0.065 4.5 163 0.7 0 27 E -Wall-12F-Osw 5.3 X 10.2 54.6 0.065 4.5 245 0.7 0 40 S -Wall-12F-Osw 4 X 10.2 41 0.065 4.5 184 0.7 0 30 W -Wall-12F-Osw 14.3 X 10.2 146.9 0.065 4.5 659 0.7 0 108 N -Wall-12F-Osw 1 X 10.2 10.2 0.065 4.5 46 0.7 0 8 E -GIs-Remington Window shgc-0.3 48 0.300 20.7 994 33.2 0 1,592 0%S S -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 16.7 0 251 0%S Subtotals for Structure: 3,084 0 2,135 Infil.: Win.: 18.8, Sum.: 16.5 460 2.553 1,173 0.518 -360 238 Equipment: _ _ _ 0 1,200 Room Totals: 4,257 -360 3,573 City of wheat Ridge 30;lding Oi,lisiori M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St M Littleton, CO 80125 Page 26 Detailed Room Loads - Room 10 - Stud (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 138.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 138.0 sq.ft. Supply Air: 95 CFM Ceiling Height: 10.3 ft. Supply Air Changes: 4.0 AC/hr Volume: 1,415.0 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 Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 5.5 X 10.2 56.4 0.065 4.5 253 0.7 0 41 W -Wall-12F-Osw 12 X 10.2 78 0.065 4.5 350 0.7 0 57 N -Wall-12F-Osw 11.5 X 10.2 117.9 0.065 4.5 529 0.7 0 87 W -GIs-Remington Window shgc- 15 0.300 20.7 311 33.2 0 498 0.30%S W -GIs-Remington Window shgc- 15 0.300 20.7 311 33.2 0 498 0.30%S W -GIs-Remington Window shgc- 15 0.300 20.7 311 33.2 0 498 0.30%S UP-Ceil-16B-50 138 X 1 138 0.020 1.4 190 0.9 0 127 Floor-20P-30 1 X 7.3 7.3 0.035 2.4 18 0.2 0 2 Subtotals for Structure: 2,273 0 1,808 Infil.: Win.: 12.1, Sum.: 10.6 297 2.553 759 0.518 -233 154 Room Totals: 3,032 -233 1,962 City of VV�'98t Ridge Building Divisio, M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail E Ridge - 5222 Quail St Littleton, CO 80125 Page 27 Detailed Room Loads - Room 11 - Master Suite (Average Load Procedure Garan! Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 272.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 273.0 sq.ft. Supply Air: 114 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.1 AC/hr Volume: 2,203.0 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 Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-12F-Osw 15.2 X 8.1 77.6 0.065 4.5 348 0.7 0 57 S -Wall-12F-Osw 5 X 8.1 27.9 0.065 4.5 125 0.7 0 20 N -Wall-12F-Osw 1 X 8.1 8.1 0.065 4.5 36 0.7 0 6 E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 33.2 0 498 0%S E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 33.2 0 498 0%S E -GIs-Remington Window shgc-0.3 15 0.300 20.7 311 33.2 0 498 0%S S -GIs-Remington Window shgc-0.3 12.5 0.300 20.7 259 16.7 0 209 0%S UP-Ceil-1613-50 272.6 X 1 272.6 0.020 1.4 376 0.9 0 251 Subtotals for Structure: 2,077 0 2,037 Infil.: Win.: 7.0, Sum.: 6.1 171 2.555 437 0.520 -134 89 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,514 66 2,356 city o" ht?a, Ridge gUiigin9 Divi," M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM -------- Rhvac - Residential & Light Commercial HVAC Loads -- Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 28_J Detailed Room Loads_-_Room - 12 -WIC (Average Load Procedure1_ j General � Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 22.1 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 22.0 sq.ft. Supply Air: 16 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.5 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.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Despription Quantity Value HTM Loss HTM Gain_ Gain E -Wall-1 2F-Osw 5.8 X 8.1 39.1 0.065 4.5 175 0.7 0 29 E -GIs-Remington Window shgc-0.3 8 0.300 20.7 166 33.1 0 265 0%S UP-Ceil-16B-50 22.1 X 1 22.1 0.020 1.4 30 0.9 0 20 Subtotals for Structure: 371 0 314 Infil.: Win.: 1.9, Sum.: 1.7 47 2.547 120 0.509 -37 24 Room Totals: 491 -37 338 City or wheat Rlagrj $wilding Day M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington Homes - Quail Ridge - 5222 Quail St Littleton CO 80125 Page 29 Detailed Room Loads - Room 13 - Mstr Bath (Average Load Procedure) eneral Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 79.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 80.0 sq.ft. Supply Air: 39 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.7 AC/hr Volume: 643.0 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.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM HTM Gain Gain E -Wall-12F-Osw 5.7 X 8.1 33.8 _ 0.065 _Loss 4.5 152 0.7 0 25 S -Wall-12F-Osw 10.5 X 8.1 72.8 0.065 4.5 327 0.7 0 54 E -GIs-Remington Window shgc-0.3 12 0.300 20.7 248 33.2 0 398 0%S S -GIs-Remington Window shgc-0.3 12 0.300 20.7 248 16.8 0 201 0%S UP-Ceil-16B-50 79.6 X 1 79.6 0.020 1.4 110 0.9 0 73 Subtotals for Structure: 1,085 0 751 Infil.: Win.: 5.3, Sum.: 4.7 131 2.556 334 0.520 -102 68 Room Totals: 1,419 -102 819 W heat 8vlld179 DJ��S�oR M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St E Littleton, CO 80125 Page 30 Detailed Room Loads - Room 14 - WIC (Average Load Procedure Gererai Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 83.0 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 83.0 sq.ft. Supply Air: 12 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.1 AC/hr Volume: 671.0 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.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 7.2 X 8.1 57.9 0.065 4.5 260 0.7 0 43 UP-Ceil-16B-50 83 X 1 83 0.020 1.4 115 0.9 0 76 Floor -20P-30 1 X 41.1 41.1 0.035 2.4 99 0.2 0 9 Subtotals for Structure: 474 0 128 Infil.: Win.: 2.4, Sum.: 2.1 58 2.555 148 0.518 -45 30 Room Totals: 622 -45 158 hEc7t yia 8vi/ai�4 19 (}IkIsJo 17 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017,12:52 PM Rhvac Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail's Littleton CO 80125 _ Page [Detailed Room Room Loads - Room 15 - Bath 2 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 68.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 69.0 sq.ft. Supply Air: 3 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.3 AC/hr Volume: 556.0 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 Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain UP-Ceil-166-50 68.8 X 1 68.8 0.020 1.4 95 0.9 0 63 Floor-20P-30 1 X 4.8 4.8 0.035 2.4 11 0.2 0 1 Subtotals for Structure: 106 0 64 Infil.: Win.: 0.0, Sum.: 0.0 0 0 0 0 0 0 Room Totals: 106 0 64 Zvi/v�nB D���sro4 M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM LRha-c -Residenial&Light Commercial&WillisHVACLLCn, CO 80125 Pale 32 Detailed Room Loads - Room 16 - Bedroom 3 (Average Load Procedure) General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 12.0 ft. System Number: 1 Room Width: 14.3 ft. Zone Number: 1 Area: 172.0 sq.ft. Supply Air: 78 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.4 AC/hr Volume: 1,390.0 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.: 9 CFM Actual Summer Infil.: 8 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-12F-Osw 14.3 X 8.1 115.8 0.065 4.5 519 0.7 0 85 W -Wall-12F-Osw 12 X 8.1 67 0.065 4.5 300 0.7 0 49 W -GIs-Remington Window shgc- 30 0.300 20.7 621 33.2 0 995 0.30%S UP-Ceil-16B-50 172 X 1 172 0.020 1.4 237 0.9 0 158 Floor -21A-32 1 X 172 172 0.020 1.4 237 0.0 0 0 Subtotals for Structure: 1,914 0 1,287 Infil.: Win.: 8.7, Sum.: 7.6 213 2.552 543 0.517 -167 110 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,457 33 1,627 City O Wheat F7idge 8uifding Divisio, M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 33 Detailed Room Loads - Room 17 - Bedroom 2 (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 174.4 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 174.0 sq.ft. Supply Air: 79 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.4 AC/hr Volume: 1,410.0 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.: 8 CFM Actual Summer Infil.: 7 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-12F-Osw 2 X 8.1 16.2 0.065 4.5 72 0.7 0 12 S -Wall-12F-Osw 1 X 8.1 8.1 0.065 4.5 36 0.7 0 6 W -Wall-12F-Osw 12.5 X 8.1 71 0.065 4.5 318 0.7 0 52 N -Wall-12F-Osw 8 X 8.1 64.6 0.065 4.5 290 0.7 0 47 W -GIs-Remington Window shgc- 30 0.300 20.7 621 33.2 0 995 0.30%S UP-Ceil-16B-50 174.4 X 1 174.4 0.020 1.4 241 0.9 0 160 Floor -20P-30 1 X 171.4 171.4 0.035 2.4 414 0.2 0 36 Subtotals for Structure: 1,992 0 1,308 Infil.: Win.: 7.8, Sum.: 6.8 190 2.554 485 0.521 -149 99 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 2,477 51 1,637 City of Wheat Ridg,- Building Division, M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes E - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 34 Detailed Room Loads - Room 18 - Hall (Average Load Procedure General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 178.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 179.0 sq.ft. Supply Air: 46 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.9 AC/hr Volume: 1,446.0 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.: 6 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-1217-0sw 12 X 8.1 84.5 0.065 4.5 379 0.7 0 62 N -Wall-12F-Osw 7.7 X 8.1 44.5 0.065 4.5 199 0.7 0 33 W -GIs-Remington Window shgc- 6.2 0.300 20.7 129 33.1 0 207 0.30%S W -GIs-Remington Window shgc- 6.2 0.300 20.7 129 33.1 0 207 0.30%S N -GIs-Remington Window shgc- 17.5 0.300 20.7 362 10.6 0 186 0.3100%S UP-Ceil-1613-50 178.9 X 1 178.9 0.020 1.4 247 0.9 0 165 Floor -20P-30 1 X 43.8 43.8 0.035 2.4 106 0.2 0 9 Subtotals for Structure: 1,551 0 869 Infil.: Win.: 6.5, Sum.: 5.7 159 2.555 406 0.516 -125 82 Room Totals: 1,957 -125 951 City of /heat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Page 35 System 1 Room Load Summary____ Htg Min Run Run Clg Cig Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Mech 29 202 4 1-4 46 5 -5 0 4 2 Bath 4 62 583 12 4 - 16 -14 1 12 3 Bedroom 4 186 1,940 39 6 - 939 154 52 45 4 Rec Room 646 4,028 81 5,5 - 968 -89 53 81 5 Crawl Space 172 1,157 23 11-4 266 49 -38 3 23 6 Great Room 457 9,394 188 7,7,7,7 - 5,785 -518 319 279 7 Laundry 88 1,744 35 5 503 -154 28 35 8 Pwdr 37 1,081 22 5 562 -98 31 27 9 Dining/Kitchen 376 4,257 85 7,7 - 3,573 -360 197 172 10 Study 138 3,032 61 6,6 - 1,962 -233 108 95 11 Master Suite 273 2,514 50 7,7 - 2,356 66 130 114 12 WIC 22 491 10 4 - 338 -37 19 16 13 Mstr Bath 80 1,419 28 6 - 819 -102 45 39 14 WIC 83 622 12 4 - 158 -45 9 12 15 Bath 2 69 106 2 4 - 64 0 4 3 16 Bedroom 3 172 2,457 49 6,6 - 1,627 33 90 78 17 Bedroom 2 174 2,477 50 6,6 - 1,637 51 90 79 18 Hall 179 1,957 39 7 - 951 -125 53 46 Humidification 2,077 System 1 total 3,243 41,538 791 22,312 -1,514 1,232 1,075 System 1 Main Trunk Size: 21 x20 in. Velocity: 367 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. ' Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.86 107%/-7% 22,312 -1,514 _ 22,312 Actual: 2.28 100%/0% 27,400 0 27,400 City Of /heat Ridge I Building Division i M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - 5222 Quail St Littleton, CO 80125 Pa ec e 36 Building Rotation Report 1 All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered Individual Rooms (zero degrees rotation): House faces West _ 00 3150 Rm. Room Roo Roto Roto Roto Roto Rot. Roto Rot. Duct! No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size' System 1: Zone 1: 1 Mech *4 4 4 4 4 4 4 4 1--4 2 Bath 4 *12 12 12 12 12 12 12 12 4 3 Bedroom 4 *45 43 39 43 45 39 39 39 6 4 Rec Room *81 81 81 81 81 81 81 81 5,5 5 Crawl Space *23 23 23 23 23 23 23 23 1--4 6 Great Room 279 280 274 285 *285 269 248 264 7,7,7,7 7 Laundry 35 35 44 35 35 35 *46 35 5 8 Pwdr *27 25 22 25 27 23 22 23 5 9 Dining/Kitchen 172 178 *189 174 167 169 180 173 7,7 10 Study *95 78 61 77 94 91 80 91 6,6 11 Master Suite 114 *116 113 112 110 105 102 109 7,7 12 WIC *16 15 13 15 16 14 10 14 4 13 Mstr Bath 39 46 *51 43 36 41 49 44 6 14 WIC *12 12 12 12 12 12 12 12 4 15 Bath 2 3 3 4 3 3 3 *4 3 4 16 Bedroom 3 *78 68 59 68 78 78 75 78 6,6 17 Bedroom 2 *79 68 60 68 79 78 75 78 6,6 18 Hall 46 54 66 58 51 63 *75 59 7 * Indicates highest CFM of all rotations. Whole Building 1 Rotation House Degrees Faces Supply CFM Sensible Gain Latent Gain Net Tons 00 West *1,075 22,312 *-1,514 1.86 450 Northwest 1,075 21,160 -1,514 1.76 90° North 1,075 17,597 -1,514 1.47 135° Northeast 1,075 23,018 -1,514 1.92 1800 East 1,075 *24,440 -1,514 *2.04 225° Southeast 1,075 21,326 -1,514 1.78 270° South 1,075 16,330 -1,514 1.36 3150 Southwest 1,075 20,445 -1,514 1.70 * Indicates highest value of all rotations. City of Wheat Ridge Building Division M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Q� Smith & Willis HVAC LLC Remington Homes - Quail Ridge - 5222 Quail St Inc.i Littleton, CO 80125 p e :3 7] Building Rotation Report (contd) Building Rotation Tonnage 2.0 ............... ......................... 1.9 .................... .............. I .......................... ................................... ........... .......................... ............................... 0 1.7 ..................... ............... ... I ................. I... ....... ...................... ..... O 1.6 ................ . ..... . ......................... ...... ...... ..... ............ I ......... 1.5 ......... * ................... .. .... *'''''''''''''''''''','',,*'',,**''I ... ........ ............ 1.4 .................................. ................. I ..................... .... .. ................ 1.3 West Northwest North Northeast East Southeast South Southwest Direction House Faces City of Buildinq Net Tonnaqe Wheat Ridge Building Division MA ... \Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM Rhvac • Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLG Remington Homes - Quail Ridge - 5222 Quail St• Littleton, CQ 80125 Page 38 Bui/dina Rotation Reoort (cont'd) Building Rotation Hourly Net Gain 13,000 12,000 ... ° .... 11,000' 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 House faces West --�-- House faces Northwest House faces North �— House faces Northeast House faces East --�- House faces Southeast f House faces South House faces Southwest C,iw of Vgheat Ridge 'Building D{vision M:\ ...\Remington Homes - Quail Ridge - 5222 Quail St.rhv Wednesday, November 15, 2017, 12:52 PM ,:) is •t;. ,�u.l '—•— APPROVED Reviewed for code Com ttance J ' PIanS Ixamin Date Ceiling RA,8",102 CFM,Grille:12x12 V�I;dR or iccYnupe!mrt ,n�nsuonre oJo prsmilwpoprovo/o/plans specificofions 0 SR -34015'140 CFM,Req,.T034 ".rc b. c c rma Jm, ur a" arr s r nnn to 1 r. 3 fM1. jn CO- Or "e"' i' !"'i,,, all th' "', r Y a NL/hi"v SR-330,5",40CFful,Reg:10x4 sncrr"of �e,.,;,� Rec Room a K 0 0 � b L 8'0" of 14x10"5'f" of 8'0" of 20x10" UP 5 10" UN uP oN o 10'0" of 25x10" 4'0' I 20 1 oN Mech o Bath 4 UP ON 1O (TG) IFF Crawl Space SR -350,4",12 CFM, eg:10x4 Crawl RA,4",23 CFM,Grille:12x6 Remington Homes Quail Ridge 5222 Quail St (TG) SR -310,6",45 CFM,Reg:10x4 4 8'0" of 14x10" HCCUng All C—ditt-1.9 • 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 A2- FLOOR SYSTEM • ALL OPEN AREAS MAY SHARE CFM LOADS FOR TOTAL CFM IN COMMON AREA TG DENOTES TRANSFER GRILLE • TRANSFER GRILLES MAY BE REPLACED BYJUMPER DUCTS, AND BOTH SHALL BE SIZED FOR ONE CFM PER SQ. INCH ROOMS OTHER THAN FULL OR is 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 FIRSTAND SECOND) FLOOR CFM IF APPLICABLE, FINISHED BASEMENT OPTION MAYBE 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 THATTHE PROVIDED RETURN AIR VENTS ARE SUFFICIENT; HOWEVER, ADDITIONAL RETURN AIR MAY BE PROVIDED AS DICTATED BY PERFORMANCE REQUIREMENTS Basement M%1 Page: 11 x8.5" Scale: 1/8" = 1'0" Smith Millis SR -160,7",70 CFM,Reg:10x4 SR -150,7",70 CFM,Reg:10x4 SR -140,7",70 CFM,Reg:10x4 Great) Room Study SR -170,6",47 CFM ,Reg:10x4 / SR -180,6",47 CFM/eg:10x4 city of heatRtage SR -130,7",86 CFM,Reg:10x4 8uilgling Division SR -120,7",86 CFM,Reg:10x4 Dining High,14x10",383 CFM,Grille:14x14 / SR -110,5",27 CFM,Reg:10x4 Dining/Kitchen / CEJ / Pwdr Laundry I\ I I \ SR -100,5",35 CFM,Reg:10x4 24'0"of 14x10" _._I \ \ Kitchen Low,7",75 CFM,Grille:12x6 Kitchen Low,7",75 CFM,Grille:12x6 \ Foyer High,7",75CFM,Grille:12x6 SR -190,7",70 CFM,Reg:10x4 Remington Homes Quail Ridge 5222 Quail St Main Floor Page: 11 x8.5" Scale: 1/8" = 1'0" SR -280,7',57 CFM,Reg:10x4 SR -290,7',57 CFM,Reg:10x4 SR -270,4",16 CFM,Reg:10x4 1 1 SR -230,4",3 CFM,Reg:10x4 Hall High,7",80 CFM,Grilie: 12x6 Hall High,7",80 CFM,Grille:12x6\ \ (JD) Hall Master Suite Bath 2 (7G) (TG) SR -220,7",46 CFM,Reg:16x4 / Bedroom 2 Hall High,7",80 CFM,Grille:12x6 Hall High,7",80 CFM,Grille:12xZ ' SR-210,6",3�CFM,Reg:10x4 SR -200,6",39 CFM,Reg:10x4 Remington Homes Quail Ridge 5222 Quail St SR -260,6",39 CFM,Reg:10x4 WIC il-I / / 2nd Floor Mstr Bath SR -300,4",12 CFM,Reg:10x4 WIC / Bedroom 3 \ \ Bed High,7",78 CFM,Grille:12x6 \ S721,1,39 CFM,Reg:10x4 SR -240,6",39 CFM,Reg:10x4 Page: 11 x8.5" Scale: 1/8" = 1 101r KIIIHOWITT 112 Meeting Z Air CwWboning 166 i W City of C0JWMUNtTY DWEto MENT APPROVED Manual S Revlewed for Code Compliance Remington Homes Quail Ridge 5222 Quail St Pf. E ,r'.rr r � Date�te YaNJrtv o(renni me bswncr oto Pe""t or opp oval o/ plam svm*atian, and computotions sholl not be o permit fo, or on opprovo( of. onv viobhion to onr of Me provisions o/ the building rode Of of any Crty ordvgntes. permits Pres um Inq to give cuthority to vv)are of comet the provisions of the awkrog tones or other ordononc. q the Cry shoq not be vW d. NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S17--16 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA030****(A,B) (2.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3617AL*+TDR (3 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 e)ot_ 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. 15u mmary I Number of active trunks: 26 Number of active runouts 25 Total runout outlet airflow: 1,131 Main trunk airflow: 1,071 Largest trunk diameter: 22.4 SMT -100 Largest run Out diamete r: 7 SR -120 Smallest trunk diameter: 12.9 ST -350 Smallest runout diameter: 4 SR -350 Supply:fan e:dernal static pressure: 0.800 Supply,fan device pressure losses: 0-270 Su poly fan rst6tic pressure, available: - 0.530. Runout maxitnumcumulative static pressure loss: 0.366 SR -330 Return loss added to supply- 0.076 Total effective length of return ( ft_): 361.5 Dining, High Total effective length of supply(ft.� 103-9 SR -330 Overall total effective length ( ft.): 465:4 Dining High to SR -330 Design overall friction rate per 00 ft_: 0.114 (Available SPx 100 /TEL) System duct surface area (No Scenario): 768.3 Total system duct surface area: 768.3 Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection 040.10 040.12 060-12 060.16 04010 80-20 100-16 100.20 12 - 0 Input High Heat (BTUH) 40,000 40 03C 60,300 G3,000 80,000 8Q000 100,000 100,300 20,000 output High Heat(BTU H} 37,000 37,000 56,000 Black 75,000 75,000 93,000 93,000 112,000 e led Temperature Range °F (°C) High Heat 40- (22 - 39) 5 - 65 (19 - 3&) 40 - -76- (22 - 39) ffl35- ) 5-640-70 (19- 36) (19 - 36) (22-39) 40-70 (22-39) 45-75Rise (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Calor Cooling Tons CFM jr Ton Test Airflow Delivery a Various External Static Pressures 0.1 02 0.3 0.4 0.5 0.6 0.7 (1.8 0.9 1 04010 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 680 615 Blue 2.0 413 970 840 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 558 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 385 1215 1205 1206 1195 1155 1100 1045 975 910 805 Blue 2.5 370 980 985 9801 955 925 8801 835 780 695 585 Yellow 2.0 425 910 920 905 680 850 815 765 695 630 545 Red 1.5 430 750 730 705 680 645 606 555 0,40-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1256 1200 1140 1080 1015 950 860 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 1 2.5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 435 98D 955 935 905 870 830 780 725 675 625 Red 1 1.5 4371 720 705 690 6751 6551 625 590 555 525 485 06016 SIDE/BOTTOM Black CO 376 1600 1545 1505 1475 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 9 0' 885' Red 2.5 394 1030 1025 1030 1010 905 855 8 , 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 l605 1555 1495 1425 44-5 1255 1165 Yellow 3.5 381 1420 1425 1 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 383 1 1205 1205 1185 1165 1 1150 1100 1055 1000 935 870 Blue 1 2.5 384 1035 1020 1005 985 960 930 895 845' 795 735 Red 1 2.0 380 850 825 805 785 760 725 695 655 600 545 08D-20 BOTTOM 4,5 TWO -SIDES S Black 5.0 377 2225 2160 2070 198D 1885 1790 1690 15751 1460 1345 Yellow CO 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 1035 5 an 805'-' Red 2.0 433. 940 920 0110 aW. 66 790 745 690 625 101716 510E/BOTTOM Black 4.0 373 1715 1660 1610 1555 1490 1420 1340 1245 1150 1065 Yellow 3.5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 910 Blue 3.0 367 1300 1255 1205 1160 1100 1035 970 905 810 -7361, Red' 2.0 445 1110 1(}55 1005. 0' 770 680 610 538 100 20 BOTTOM or TWO-SIDES4.5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 1960 1910 1835 1755 1670 1570 1460 1340 Blue 4-0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1560 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4,5 Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 16301 1525 1420 1305 Bkle 4.0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1205 Red 3.5 414 1610 1585 15551 1515 1450 1395 1325 1250 1160 1080', NOTE: 1. A lifter is required for each return -air inlet Airflow performance includes a 3/4- in- (19 mm) washable filter mediasuch as contained in a factory -author- ized accessory fitter rack.. See accessory list. To determine airflow performance without this filter, assume an additional 0.1 in. WC. available external static precaure. 2. ADJUST THE BLOWER SPEED TAP'S AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION_ 3. Shaded areas indicate that thm airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1880 CFM require bottom return„ two -aide return, or bottom and side return. A minimum liter ate of 20'x 25' (508 x e35 min) is required.. 5. For upflow applications, air entering from one aide into loth the side of the furnace and a return air base counts as a aide and bodom return. 6. All airflows that are shown in BOLD exceed 0.58 watts per CFM at the given external static pressure. ChY of Wheat Ridge "I ilding Div/slop Evaporator Coil Static Pressure PERFORINLA,NCE DATA, (cont) COIL STATIC PRESSURE DROP (inwc.) PURON(B) AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 1 500 1 600 1 700 1 800 1 WO 1 1000 r-11-071 1200 1 1300 14001 1500 1 1600 1 1700 1 1800 1 1900 12000 1 2100 1 2200 Dry 1814 0,079 10.114 10.156 10.198 10.253 I I I I I I I I I wet 0.096 10.132 10.183 10.213 I0.277 I I I I I I I Dry 2414 0.070 10.103 0.143 0. i 82 10.233 10,290 10.3541 1 I I Wel 0.089 10.128 10.171 10.214 10.269 10 336 10,413 1 1 1 1 1 1 1 1 1 1 Dry 2417 0.048 10.068 10.090 10-112 10-140 10-170 1 0,203 I I I I I I Wei 0.064 10.091 10.122 10.150 10.188 10.22410.26;3 1 1 1 1 1 1 1 1 1 1 Dry 3014 0.065 10.097 10.135 10.173 10.223 10.270 1 0.3-39 10.405 1 0,478 I I Wei 0.078 10.114 10.160 1 0M6 10.260 10.321 0.388 10.461 10.540 1 1 1 1 1 1 1 1 Dry 3017 0.042 1 0.0M �.OaO 0-102 10.128 10 157 0.188 0.222' 1 0.259 1 I Wei 0.055 10.076 J0A04 10.127 10.158 10.190 10-22.5 1 0.2E6 10.309 1 1 1 1 1 1 1 1 1 1 Dry 3617 0.043 10.061 10.082 10.103 10.128 10-157 10109 111 0.221 0259 0,259 10.299 10.341 1 13611 Wet 0.056 0.079 10.107 10.132 10.166 10.200 10-236 10.276 10.315 1 0.361 10.413 1 1 1 1 1 1 1 1 My 3621 0.035 10.048 10-062 10.076 10.093 10-111 10-132 1 0.153 0.177 0201 10.228 1 1 1 1 1 1 1 Wet 0.049 1 0Z66 1 0M5 0.100 10.122 10,144 10.17110.192 -FO -2-1770,245 10.276 1 Dry 4221 0.030 0.041 0.05410-066 1 0-082 10,099T0 -1-1-8-F0 127 10.158 10.180 10.205 10.231 10.259 1 1 1 14;r21 Wei 0.043 10.059 10.078 10.101 10.126 10-153 10.161 10.207 10134 10,260 10.298 10.319 1 0.354 1 1 Dry 4821 J0L47 1 0.060 10.075 10-092 10,110 1 0.130-f 0.152 1 0.17f, 10.204 10.230 1 0,256 1 0.284 10.318 1 1 Wet I 10.053 10-067 10.085 0.104 10-125 10,147 10.172 10,200 0.228 10.259 10292 1 0A27 1 0.365 1 1 1 1 Dry 4824 1 10.015 0.D46 10.057 10,069 10.094 1 0,019T0.Il9TO.124 10.140 1 0.159 10,175 0.195 1 0.214 1 1 1 1 Wet 1 10.032 J0.050 10.066 10.081 1 0-097 10.114 10.131 1 0T56 f0.169 1 6j90 10.211 10.23.3 10.257 1 1 1 1 Dry 6024 1 1 10.06210,073TO-�O 09T 10.111 10-126 1 0.138 10.154 10172 10,190 1 0.210 0.228 10.251 10,273 10,293 T6024 Wei L 10.092 10-096 10.112 10.129 10,145 10,163 10.171 10.191 10.212 10,235 10.258 10.293 0.310 0.33610.366 CRY 01 Wheat Ridge Building Division Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING AI 75 (23.9) 85 (29.4) 95 (35) CFM EWB 'F(IC) 72 (22.2) Capacity MBtuh Total Sens# 32.18 16.57 Total System KW** 2.04 Capacity MBtuh Total Sens# 30.84 16.09 Total System KW" 2.25 Capacity MBtuh Total Sens# • 29.42 15.59 Total System KW-* i 2.49 67 (19.4) 29.70 20.70 2.03 28.44 20.20 2.25 27.08 19.68 2.49 875 63 (17.2)tt 27.91 20.13 2.03 26.69 19.62 2.25 25.39 19.07 2.49 62 (16.7) 27.50 24.80 2.03 26.34 24.26 2.25 25.11 23.67 2.49 57 (13.9) 27.10 27.10 2.03 26.12 26.12 2.25 25.05 25.05 2.49 72 (22.2) 32.58 17.38 2.08 31.18 16.89 2.30 29.72 16.38 2.54 67 (19.4) 30.08 22.03 2.08 28.79 21.53 2.30 27.40 21.00 2.54 1000 63 (17.2)tt 28.31 21.38 2.08 27.06 20.87 2.30 25.72 20.31 2.53 62 (16.7) 28.07 27.82 2.08 27.00 27.00 2.29 25.89 25.89 2.53 57 (13.9) 28.04 28.04 2.08 27.01 27.01 2.29 25.89 25.89 2.53 72 (22.2) 32.83 18.14 2.13 31.40 17.65 2.35 29.91 17.14 2.59 67 (19.4) 30.36 23.30 2.13 29.03 22.80 2.34 27.62 22.26 2.58 1125 63 (17.2)tt 28.59 22.57 2.12 27.32 22.05 2.34 25.95 21.49 2.58 62 (16.7) 28.79 28.79 2.12 27.71 27.71 2.34 26.54 26.54 2.58 57 (13.9) 28.79 28.79 2.12 27.71 27.71 2.34 26.55 26.55 2.58 Usable Capacity CA13NA030 (2.5 Ton) = 24,293 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 22,312 BTUs 22,312/24,293 = .92 or 2 % over Note: the CA13NA024 (2 Ton) has a Usable Capacity 20,231 BTUs City of Wheat Ridge Building Division AHRI Used Item I Value Model Type Standard Air Conditioner Made[ Number (Combined) CAI 3NA030�(A, B)+CN PV'361117ALI+TDR Outdoor Model Number CA13NA030 ... (A,B) Indoor Modet Number CNPV*3617AL*+TDR Tradename CARRIER AIR CONDrTIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 27400 Nominal Capacity High Speed 0 Nominal Capacity Low Speed D SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 10.8 EER High Speed D EER Low Speed 0 Sound 0 AHRI Reference Number 6395167 Qualifying Tier Sensible Capacity 27400 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty City of Wheat Ridge Building Division 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