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HomeMy WebLinkAbout5275 Pierson CourtCity of Wheat Ridge Homeowner Interior Remodel PERMIT - 202100285 PERMIT NO: 202100285 ISSUED: 03/01/2021 JOB ADDRESS: 5275 Pierson Ct EXPIRES: 03/01/2022 JOB DESCRIPTION: Add one bathroom and one bedroom in basement - 300 sq ft total *** CONTACTS *** OWNER (303)506-1694 LUCAS MOORE JOAN KATHRYN *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 12,750.00 FEES Total Valuation 0.00 Plan Review Fee 163.70 Use Tax 267.75 Permit Fee 251.85 ** TOTAL ** 683.30 *** COMMENTS *** *** CONDITIONS *** 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. All roughs to be done at Framing Inspection. 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. 1* � � i City of Wheat Ridge �� Homeowner Interior Remodel PERMIT - 202100285 PERMIT NO: 202100285 ISSUED: 03/01/2021 JOB ADDRESS: 5275 Pierson Ct EXPIRES: 03/01/2022 JOB DESCRIPTION: Add one bathroom and one bedroom in basement - 300 sq ft total 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 �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 03/01/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Kimberly Cook From: no-reply@ci.wheatridge.co. us Sent: Friday, February 12, 2021 1:53 PM To: CommDev Permits Subject: Online Form Submittal: Residential Interior Remodel Categories: Kim Residential Interior Remodel This application is exclusively for Residential Interior Remodels and other scopes of work which do not have a specific form already available. YOU MUST ATTACH A VALID CREDIT CARD AUTHORIZATION FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 5275 Pierson Ct Property Owner Name Jeff & Joan Moore 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 PICTU RE OF A CREDIT CARD** 414-791-6992 jeffmoo re64pu b@gma i I. com Permit payment.pdf APPLICANT INFORMATION Applicant Name Jeff Moore What is your role in the Property Owner project? Are you performing the Yes work yourself, live in the 1 home and will be living in the home 1 year after completion? Attach Notarized Noterised signature.Ddf Homeowner Authorization bedroom. Bathroom will be built using existing rough -in Form plumbing. Will be framed in creating three new walls and one Contact Phone Number 414-791-6992 (enter WITH dashes, eg Electrical will include overhead can lights, vanity lights, and 303-123-4567) exhaust fan to the outside. Bedroom will be built with existing Contact Email Address for jeffmoore64pub@gmail.com Plan Review Comments bathroom, all other walls are already existing. Electrical will be Retype Contractor Email jeffmoore64pub@gmail.com Address All ceilings are 9.5 feet prior to construction. DESCRIPTION OF WORK I have entered a detailed scope of work. Detailed Scope of Work - In Addition of one basement bathroom and one basement the space below (not as an bedroom. Bathroom will be built using existing rough -in attachment), Provide a plumbing. Will be framed in creating three new walls and one detailed description of work bathroom door. There will be a tub/shower, toilet, and sink. including mechanical, Electrical will include overhead can lights, vanity lights, and electrical, plumbing work exhaust fan to the outside. Bedroom will be built with existing occurring, adding/removing egress window. Bedroom will have a common wall with walls, etc bathroom, all other walls are already existing. Electrical will be outlets on all sides of the room per code and a celling fan/light. All ceilings are 9.5 feet prior to construction. I, the applicant, understand I have entered a detailed scope of work. my application will be rejected if I do not include a Detailed Scope of Work. Location of Work basement Square Footage Area of 300 Work Being Performed Asbestos Report Field not completed Upload letter size Contractor Iist.Ddf documents here Construction Plans scanned Basement Bathroom tub.Ddf on 11"x17" or larger N Project Value (contract 7000 New Valuation $12,750 value or cost of ALL 300 Sq Ft X 32.50 = $9,750 materials and labor) Bathroom $3,000 SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full responsibility Yes 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 Yes not begin on this property until a permit has been issued and posted on the property. I certify that I have been Yes authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Permit Jeff Moore 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. Email not displaying correctly? View it in your browser. 3 City of Wlzeatdge COMMUNITY DEVELOPMENT Official Certification of ProuerN Owner Permit THIS IS TO CERTIFY that I, the property owner, by my signature, attest that I currently reside at the project property, or intend to reside at the propertyfor a period of one year after completion of the project, and am personally performing all work, without the assistance of hired or professional workers, or, if hiring subcontractors, list them on the permit. tbnsultztions and inspections will only be performed with the homeowner of record present at the project property. Property Owner(sl: E/'/` /77200 Project Property: 2 IC-nSGN Ci HtjA'r'/119G CO bCOj7 NotarizM sign ppien[ State ofC Imr F Countio e, U n IM The�nregoinginstrumerent was acknowledged by me this 19 dayotibir 0521by Jeftre LE]d =ERO rpTMYPU&IC store (K COLORnoo noTnrtv rowtleottste My 0WJJLRViCN 15 AZ n'1 ��," n/ My Comnr voion Expires VJ /y�i2og� � Nota Public - See attached building guide. - Interconnected Smoke/CO Detectors required to code throughout to include existing home - All work must meet 2018 IRC and 2020 NEC a tu1y of Mrd -bwmVY ec'lt l _ �= 'n�Hin� L�tvuoa� APPROVED R ii "I t�87 Com C Mike Theisen 02/28/2021 Ram Eon.m araonrid�Fadwwt en �Pt.c�p5.e�'�nwrwd'rE .r a:MoFari Y aT �F�F:*"!redtVq•i.is.�, rn/n•p 1{4!'•d!tpiwoa 1w� P�oiwn9'Lb..yw•oddsM�•'4 Wii• A'mo�!{T•y�subsr{ 11r�/M_y t¢Wl� OroPY't �Pl1aPlRe s} W ary Mr+st Mrrala 10'5''x8'2. S des PbbottAsea c N CJAA F 0 0 m i7 o Room 15'4'' x7'11.807" Opening for waste stack access 7/16/18 Building Guide Colorado Chapter of the International Code Council How to Use this Guide 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 '/4' squares. Example: '/4' = 1'): 1. Review this Building Guide 2. Provide Floor Plans 3. Fill out a Building Permit Application 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 and other applicable laws. Smoke alarms and carbon monoxide alarms are required. 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. To obtain a master copy of this building guide, please write to the Colorado Chapter of the International Code Council, P.O. Box 961, Arvada, CO 80001. http://www.coloradochaptericc.org Z'x3-1W 2'X3° oO FurlN 4� NvJ -38 -O,. VFIVER OLowEZ co pcTscTOR U P GLo6ETl LJ i UNFINI50ED I Z111FV SMO KEAI-ARz" STORAGE �5-� of �I x ��i S 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 Safety for additional requirements. 7/16/18 Directions • Submit two complete paper sets or one electronically of required information. • Identify modifications to the existing structure such as posts, • Draw a floor plan with dimensions drawn to scale, showing the layout of the beams and floor joists. entire basement. Label the use for all of the rooms. • Indicate height of dropped ceiling areas less than 7 feet. • Show electrical outlets, smoke alarms, carbon monoxide alarms, lighting, • A shower or tub equipped with a showerhead shall have a fans, plumbing modifications, cleanouts, furnace/heating appliances, and minimum ceiling height of 6' 8" above a minimum area 30' by water heater. 30' at the showerhead. See Exception 2, P2708.1. • List window sizes and types, identify emergency escape and rescue windows, and egress window wells with ladder and clear dimensions of window well. Basement Finish Requirements 1. Ceiling Heights: If the finished ceiling will be less than 7', please consult your Building Department. 2. Emergency Escapes: All basements and sleeping rooms must have an emergency escape window or exterior door. Emergency escape windows with a sill height below grade must be provided with an emergency escape window well and ladder if more than 44inches deep. (For emergency escape window and window well requirements, see page 3.) 3. Smoke Alarms: Smoke alarms are required in all basements. If the finished basement contains a sleeping room, a smoke alarm must be installed on the ceiling or wall in the sleeping room and in the hallway or area immediately outside of the sleeping room. Smoke alarms added to satisfy the above requirements must be hard -wired with battery backup, and interconnected with existing smoke alarms. Smoke alarms are required to be hardwired and interconnected in new and existing bedrooms, halls and on each level unless removal of interior wall or ceiling finishes would be required. In this case, battery operated devices are acceptable. Listed wireless alarms are acceptable. 4. Carbon Monoxide Alarms: Carbon Monoxide alarms are required on each floor with bedrooms. They are recommended to be located no farther than 15 ft. from any bedroom entrance. Do not install within 15 ft. of a fuel burning appliances. Follow manufacturer's recommendations for location testing and replacement. 5. Fuel Burning Appliances: Furnaces and water heaters cannot be located in a bedroom or bathroom unless appliances are installed in a dedicated enclosure in which all combustion air is taken directly from outdoors, and a weather stripped solid door equipped with an approved self closing device is installed. If the furnace and water heater are being enclosed, adequate combustion air must be provided for these appliances to operate properly ( exception - direct vent appliances). For maintenance purposes, a minimum of 30 inches clear working space must be provided in front of furnaces and water heaters. Maintenance or removal of each appliance must be possible without removing the other or disturbing walls, piping, valves, ducts, vents, wiring or junction boxes.For typical furnace and water heater clearances see page 4. 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 Safety for additional requirements. • Seepage 4 for minimum plumbing fixtures clearances. • Show insulation values 8. Floated Walls: In areas subject to floor heaving, non-bearing walls on basement floor slabs should be built to accommodate not less than 1-1/2 inches of floor movement. A detail of a typical floated wall is included on Page 3 of this hand-out. 7. Firehlocking: Fireblocking must be installed in concealed spaces of wood -furred walls at the ceiling level, at 10 -foot intervals along the length of the wall and at all interconnections of concealed vertical and horizontal spaces such as intersection of stud walls and soffits or dropped ceilings. A detail of typical fireblocking is included on the following page of this handout. Firebloccs may be constructed of 1-1/2 inch lumber, 3/4 inch plywood, OSB or particle board, 1/2 inch gypsum board or fiberglass insulation 16 inches minimum in height, securely fastened. 8. Insulation: Check with your Building Department for insulation requirements. 0. Space Under Stairs: If access to the area or space under the basement stairs is provided for storage or other uses, the walls and ceiling of this enclosed space must be protected on the inside withl /2 inch gypsum board. 10. Bathrooms: Toilets must be provided with a minimum of 21 inches in front of the toilet and 15 inches from the center of the toilet and any sidewall or other obstruction. Showers shall have a minimum inside dimension of 900 square inches, capable of encompassing a 30 inch circle and be finished 72 inches above the floor with non-absorbent materials. Shower door minimum clear opening width is 22 inches. See Exception 2, P2708.1. See page 4 for minimum fixture clearances. A ventilation fan is required in toilet rooms and bathrooms with unopenable windows. The fan must be vented to the exterior of the building and not to terminate within 3 feet of an opening. 11. Lighting & Ventilation: Lighting and ventilation are required for any finished portion of the basement. Contact your Building Department for specific requirements. The Building Department staff can help you determine what is necessary to meet minimum safety requirements. 7/16/18 Floor joist Hint: Install fire stop before installing wall Typical soffit Fireblock Finish here material or here r Check with your local building department for r insulation requirements r 2x4 or 16" batt r Fireblock Fireblock concealed spaces of furred walls at 10 foot intervals insulation here p securely fastened or here along the length of rathe of or ill remaining gaps at top and r bottom with mineral wool or unlaced fiberglass insulation. r or here r r r New 2x4 perimeter wall p New 2x4 interior partition Existing concrete foundation wall Base molding nailed to spacer Wall finish material only 40d nails every 24 inches through bottom plate into floor plate. Pre -drill holes in bottom plate for 40d nails Mnimum 1 1/2 inch void space Pressure treated 2x4 floor plate anchored to floor slab Spacer-- same thickness as wall finish material �'^^ Emergency Escape And Rescue window wells must provide a minimum area of 9 square feet with a minimum dimension of 36 inches and shall enable the window to open fully. If the depth of the window well exceeds 44 inches, a permanently affixed ladder must be provided. The ladder must not interfere with the operation of the window. Window well Net clear dimensions when fully opened to provide 9 square feet of opening. Ladder or stair \\4 \ i \ \ : G*_0 Emergency'm" 1�771 1 escape or min.. >44" rescue �� opening with iii finished sill height below ladder or stair permitted to the adjacent encroach a maximum of 6 vy, inches into the required dimensions. 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 Safety for additional requirements. Emergency Escape And Rescue Windows must meet the folloWng criteria: • A minlmum total openable area of not less than 5.7 square feet • A minlmum clear openable height of not less than 24 Inches • Aminlmum clear openable Wdth of not less than 20 Inches. • Aflnlshed sill height of not more than 44 Inches above the floor and the Wndow should be openable from the Inside with normal operation and Wthout the use of tools, keys or special knowledge. Examples of Complying Height & Width Combinations lk" clear Openable area=5.7' i 24.. sq.ft. clear Minimum size window 44" n for 24" clear height 41" Openable area -5.7 :tear sq.ft. Floor Minimum size Wndow for 20" clear width C� 131 ]/16/18 SingleResidential O M O- NAMINILI 1 11 15.00in. 15.00in. DIMENSIONS PER MANUFACTURER S INSTRUCTIONS ,,ECOMBUSTION AIR VENTS i FURNACE 1 ; WH APPUANCE ACCESS MINIMUM 30 X 30 CLEAR SPACE WTH DOORS OPE N II I I I L IL C �6 This handout was Jevelo�d by the CAU Eye Chapter of the mternadonai Code Counai as abbsc EST samMz under the 2018 Internabon3 Phi Code. It is not intended to ASP& O 31 diwmstanms Check but ASTI Depatment of ATAng Safetybr addhon3 equiennents 4 w 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 Job Address: i c '`a / –F— Permit Number: ❑ No one available for irasp_ec" :Time !PM Re -Inspection required: Yes When corrections have been -ma cde,call for re -inspection at 303 -234- Date: - 03 -234 - Date: �5' 1 � (q Inspector: DO NOT REMOVE THIS NOTICE City of Wheat �idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 291h Ave F: 303.237.8929 September 19, 2018 Owner/Occupant 5275 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700590 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — October 10th — 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. 291h 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 eQ co.us City of Wheat[k COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us MII MiTek Re: 44074 715A P 77 Cf 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: R46638575 thru R46638616 My license renewal date for the state of Colorado is October 31, 2017. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 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 specifie City "� e si for file reference only and has not been used in preparing de�wheatd COMMUNITY DEVELOPMENT Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, APPROVED per ANSI/TPI-1, Chapter 2. Reviewed for Code Compliance L-� February 24,2016 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. city of Wheat Ridge itding L/C X4R'No0 V� ••• SOON ••• FO Date p2 Mans zaminer r00 iJ • sermw The issuance of ° Permit of approval of Flom specifcotions PE -44018 y4dw tv of and computation shat! not be a Permit fa, or an approval Of any violation to a of any City ordinances. Pe • • p : : any .rmus provisions of the building code presuming to give authority to violate O Cancel the Provisi % of the MdWlnp Q •• ;^ \� Codes W other ordinances of the City shall not be valid. L-� February 24,2016 Ong, Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. city of Wheat Ridge itding 5 d 22-3-10 an i a colo ml I eK mausnles, mc. wea ren z4 10:11:11 2016 Pagel ID: CYH D1 gYxH PPz3C ROFKM t DzzIA2s-52iYCe WrLOORFRFGB DMWpVFDdo7tlzT5AwT51DzhyhU 5x6 = 17 18 19 9-4-14 15-3-8 Scale = 1:82.2 6 4x6 = 46 45 44 43 42 41 40 39 38 37 4x6 = 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 46 = 3x4 II 3x4 = LOADING (psf) TCLL 30.0 Truss Truss Type Qty Ply 715A Flob Al Roof Special Supported Gable 1 1 999 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a Inh Rafera (optional) d 22-3-10 an i a colo ml I eK mausnles, mc. wea ren z4 10:11:11 2016 Pagel ID: CYH D1 gYxH PPz3C ROFKM t DzzIA2s-52iYCe WrLOORFRFGB DMWpVFDdo7tlzT5AwT51DzhyhU 5x6 = 17 18 19 9-4-14 15-3-8 Scale = 1:82.2 6 4x6 = 46 45 44 43 42 41 40 39 38 37 4x6 = 70 69 68 67 66 65 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 46 = 3x4 II 3x4 = LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 36 n/a n/a Print inn Code IRC2012/TPI2007 (Matrix) Pd Q� ••••••••�q' 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 live load 20.Opsf ���•.• S�0 ••'usF 0.• PLATES GRIP MT20 197/144 Weight: 356 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 25-46: 2x4 SPF No.2 WEBS 1 Row at midpt 18-54, 17-55, 16-57, 19-53, 20-52 OTHERS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide, REACTIONS. All bearings 47-0-0. (Ib) - Max Horz 1=-189(LC 11) Max Uplift All uplift 100 Ib or less at joint(s) 1, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except 45=-112(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 46, 36, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48, 45, 44, 43, 42, 41, 40, 39, 38, 47 except 37=340(LC 1) I. C4 a FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-44/253, 13-14=-43/269,14-15=-44/285, 15-16=-44/303, 16-17=-46/319, 17-18=-43/312, 18-19=-42/308, 19-20=-45/306, 20-21=-43/280, 21-22=-43/253 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 ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4y Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. a ��(�, 7) Gable studs spaced at 1-4-0 oc. Pd Q� ••••••••�q' 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 live load 20.Opsf ���•.• S�0 ••'usF 0.• a of 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. Q • O 10) Bearing at joint(s) 47 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 57, 58, 59, 60, 4018 61, 62, 63, 64, 65, 66, 67, 68, 69, 70, 52, 51, 50, 49, 44, 43, 42, 41, 40, 39, 38, 37, 47 except (jt=1b) 45=112. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 1, 54, 55, 57, 58, 59, 60, 61, 62, 63, 64, 65 : : 4 V 0 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48. 0� i \\4 ••••••••••• 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. CrtS' is/ONAL LOAD CASE(S) Standard February of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. r Wheat V Y h e a t R I Design valid for use only with MiTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not�O U 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 Building Divis 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. R„ae t na Job Truss 31 -8 39-2-8 47-0-0 Qty Ply 715A 44074 A2 FTussype cial 5 1 DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.36 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:14 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-WdOggfYkeJP06v_rtLvDQ8tf0?z8V91XsuhlvYzhyhR 7-7-9 14-11-9 22-3-10 27-0-1 31-6-8 39-2-8 47-0-0 7-7-9 7�-1 7-4-1 4-8-7 4-8-7 7-6-0 7-9-6 Scale = 1:80.0 5x6 = 5.00 12 2x4 II 3x5 = 5x8 = 11 10 4x6 = 4x6 I I 4x6 = NOTES - 7- -9 4- 1-9 22-3-10 3 -7-8 31 -8 39-2-8 47-0-0 7-7-9 7-4-1 7-4-1 9-3-14 0- -0 7-6-0 7-9-8 Plate Offsets (X,Y)— 15:0-3-0.0-3-81.(8:0-4-0.0-4-121 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.21 12-13 >999 360 MT20 185/144 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.83 Vert(TL) -0.44 12-13 >876 240 referenced standard ANSI/TPI 1. BCLL 0.0 * Rep Stress Incr YES WB 0.85 Horz(TL) 0.10 12 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.08 1-16 >999 240 Weight: 233 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 7-11: 2x4 HF Stud 6-0-0 oc bracing: 10-11,9-10. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 2-15, 4-13, 6-12, 8-12 2-16,4-15,8-10: 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1386/Mechanical, 9=321/0-3-0 (min. 0-1-8),12=2974/0-5-8 (min. 0-4-14) Max Horz 1=-190(LC 11) Max Uplift 1=-221(LC 10), 9=-106(LC 11), 12=-325(LC 11) Max Grav 1=1501(LC 14), 9=409(LC 15), 12=2974(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2929/423,2-3=-2074/300. 3-17=-1870/329, 4-17=-1840/331, 4-5=-1064/223, 5-6=-875/246, 6-18=-22/1210, 7-18=-36/1075, 7-8=-110/1270, 8-9=-320/390 BOTCHORD 1-16=-422/2590, 15-16=-422/2590, 15-19=-201/1817, 14-19=-201/1817, 13-14=-201/1817, 7-12=-531/223,9-10=-286/219 WEBS 2-16=0/312, 2-15=-901/244, 4-15=-20/520, 4-13=-1341/307,6-13=-104/1221, 6-12=-2237/270, 10-12=-206/288, 8-12=-1168/298, 8-10=0/311 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 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. PD LSC 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * � F ��••'�• •�'••, Us 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 fit between the bottom V S00A/ '• F< will chord and any other members, with BCDL = I O.Opsf. ' O O 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 1=221,9=106,12=325. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and : 018 referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��� ••� �•' ��� February 24 '16 l ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design va8d for use only with MneM connectors. This design is based only upon parameters shown, and is Foran individual building component. not �1 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall \n,h t Rid building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" • `' lea is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback La Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 _ .. _ r��.ri or Job Truss Truss Type qty Ply 0- -0 8-0-0 8-3-8 44074 A3 Roof Special 2 t 1715A DEFL. in (loc) Udell L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:15 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-_py22?ZMPdXtk3Z1Q3QSzLPgzPLSEdag5YRIR_zhyhQ 7-7-9 14-11-9 222 3-10 26-6-1 30-8-8 36-0-8 41-4-8 47-0-0 7-7-9 7-4-1 7-4-1 4-2-7 4-2-7 5-4-0 5-4-0 5-7-8 Scale = 1:80.0 5x8 II 5 D FIT 2x4 II 6x6 = 5x8 = 11 5x8 = 4x6 = 4x6 11 NOTES - 7-7-9 4- -9 22-3- 0 0-7-8 30 -8 38-8-8 4 -0-0 7-7-9 7-4-1 7-4-1 8-3-14 0- -0 8-0-0 8-3-8 Plate Offsets (X Y)— [1:0-0-8,0-0-121, f2:0-4-0,0-4-81, [7:0-4-0,0-4-81, [14:0-3-0 Edoel LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.28 12-13 >999 240 ; 018 BCLL 0.0 * Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 12 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (Matrix) Wrid(LL) 0.08 1-15 >999 240 Weight: 239 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-11: 2x4 HF Stud WEBS 1 Row at midpt 2-14, 3-13, 4-13, 5-12 WEBS 2x4 SPF No.2 *Except* MiTek recommends that Stabilizers and required cross bracing 2-15,3-14,7-12,7-10,8-10: 2x4 HF Stud be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=1315/Mechanical, 9=370/0-3-0 (min. 0-1-8),12=2996/0-5-8 (min. 0-4-15) Max Horz 1=190(11_C 11) Max Uplift 1=-212(LC 10), 9=-111(LC 11), 12=-328(LC 11) Max Grav 1=1438(LC 14), 9=459(LC 15), 12=2996(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2775/399, 2-16=-1917/305, 3-16=-1685/307, 3-4=-903/200, 4-5=-704/224, 5-17=-26/1224, 6-17=-38/1103, 6-7=-97/1268, 7-8=-227/379, 8-9=-581/207 BOT CHORD 1-15=-399/2449,14-15=-401/2446,14-18=-178/1672, 13-18=-178/1672, 6-12=-473/178, 9-10=-123/480 WEBS 2-15=0/310, 2-14=-905/246, 3-14=-20/533, 3-13=-1346/305, 5-13=-126/1317, 5-12=-2176/268, 10-12=-502/143, 7-12=-885/254, 7-10=-51/633, 8-10=-492/203 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 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. 0 L/I/- 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 O�Pp �•�• �• •.•S� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to truss ��••.• SA•O N• C> Q girder(s) for truss to connections. • . 0 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) �� 1-00 1=212,9=111,12=328. 8) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. ; 018 LOAD CASE(S) Standard 0 004, 0NA� February 24,2 "° lk AWARNING . Verify des/gn Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wheat R i c� e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1r09^A r a« F3ullding Div sort, Job Truss Truss Type Qty Ply in (loc) I/defl L/d 0.00 1 n/r 120 -0.00 1 n/r 120 -0.00 32 n/a n/a 44074 Bi Common Supported Gable 1 1 1715A 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, BOT CHORD 2x4 SPF No.2 Job Reference (optional) .,N,". cu io rvu i eK mauslnes, mc. wea rel)z4 tu:n:ls 2016 Page 1 ID: CYHD1 gYxH PPz3CROFKM 1 DzzIA2s-saBZuNc'Sr1 JCgtofvV076abd0lfAbQ GOAP WalzhyhM �1-0-Q 20-3-10 37-6-8 1-0-0 20-3-10 17-2-14 1 5x6 = 17 16 19 Scale: 3/16"=1' 62 61 60 59 58 57 56 55 54 53 52 51 50 4948 47 46 45 44 4342 41 40 39 38 37 36 35 34 33 32 3x4 = 3x6 = 3x6 = LOADING (psf) TCLL 30.0 10) (Roof Snow=3 BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fTP12007 CSI. TC 0.05 BC 0.04 WB 0.18 (Matrix) Matrix DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/defl L/d 0.00 1 n/r 120 -0.00 1 n/r 120 -0.00 32 n/a n/a PLATES GRIP MT20 197/144 Weight: 2921b FT=20% LUMBER- 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 BRACING - Gable End Details as applicable, or consult qualified building designer as per ANS lrrPI 1. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins, 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, Except: OTHERS 2x4 SPF No.2 8 6-0-0 oc bracing: 61-62. ; 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. WEBS 1 Row at midpt 18-46, 17-47, 16-48, 19-45, 20-43 0� '•• ••• will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 62, 32, 48, 49, CCtS' ••••••••' ��\ S�ONAL EN MiTek recommends that Stabilizers and required cross bracing 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and be installed during truss erection, in accordance with Stabilizer February 2 01 C Installation guide. REACTIONS. All bearings 37-6-8. Design valid for use only with Mf ekO connectors. This design is based only upon parameters shown, and is for an individual building component. not truss building (lb) - Max Horz 62=131(LC 7) a system. Before use, the 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 Max Uplift All uplift 100 Ib or less at joint(s) 62, 32, 48, 49, 51, 52, 53, 54, 55, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except 7777 Greenback Lane Divis n Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, 61=-141(LC 10) suite 109 Building Max Grav All reactions 250 Ib or less at joint(s) 62, 32, 46, 47, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 61, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34,33 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 15-16=-33/256, 16-17=-35/272, 17-18=-33/269, 18-19=-35/264, 19-20=-38/259 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 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 ANS lrrPI 1. Q� d LAG' . 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �� ••••••• Fj� 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for Q�� •• SAO •••� S� V N Q 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. •�Q� O2 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web).01 8 9) Gable studs spaced at 1-4-0 oc. ; 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ' 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 0� '•• ••• will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 62, 32, 48, 49, CCtS' ••••••••' ��\ S�ONAL EN 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except Qt=1b) 61=141. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. February 2 01 C ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mf ekO connectors. This design is based only upon parameters shown, and is for an individual building component. not truss building Wheat Rid e a system. Before use, the designer must verify the applicability of design parameters and properly incorporate this design into the overall` building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Divis n Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, suite 109 Building Job Truss Truss Type Qty Ply 44074 B1 Common Supported Gable 1 1ob [15A Reference (optional) Alpine Lumber Go., commerce City,CO.80022 LOAD CASE(S) Standard 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:20 2016 Page 2 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-Lnlx5jdUD999ggR?DcOdgP7m NQ Duv2gPEg836BzhyhL City of A wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. vv n e a tJDivis, Design valid for use only with MiTek0 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 BUijding is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply in (loc) I/deft L/d -0.41 11-12 >999 360 -0.89 11-12 >499 240 0.15 9 n/a n/a 0.10 11-12 >999 240 44074 B2 Common 7 1 �715A 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* Job Reference loDtional) Alpine Lumber Co., Commerce Cfty,C0.80022 8.000 is Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:21 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-pzJK13e7_THOS_OBnJXsDcftcgJPeMPZTUudfezhyhK ,1-0-Q 6-11-9 13-7-9 20-3-10 25-11-6 31-7-3 37-6-8 1-0-0 6-11-9 6-8-1 6-8-1 5-7-13 5-7-13 5-111 Scale: 3/16"=1' 6x6 = 5.00 12 13 12 1a 1/ 11 18 19 10 9 48 = 3x4 = 6x12 — 3x4 = 4x8 = 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 0.28 BC 0.98 WB 0.72 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.41 11-12 >999 360 -0.89 11-12 >499 240 0.15 9 n/a n/a 0.10 11-12 >999 240 PLATES GRIP MT20 185/144 Weight: 200 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 9-11: 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 *Except* 2-2-0 oc bracing: 10-11. 3-12,7-10,7-9: 2x4 HF Stud, 2-13,8-9: 2x6 SPF 1650F 1.5E WEBS 1 Row at midpt 4-11, 6-11, 3-13, 7-9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 13=1954/0-5-8 (min. 0-3-3), 9=1853/Mechanical Max Horz 13=133(LC 7) Max Uplift 13=-283(LC 10), 9=-237(LC 11) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-662/139, 3-4=-2830/436, 4-14=-2086/309, 5-14=-2068/340, 5-6=-2061/361, 6-15=-2145/337, 7-15=-2279/324, 7-8=-308/66, 2-13=-623/175, 8-9=-334/90 BOT CHORD 12-13=-426/2570, 12-16=-309/2366, 16-17=-309/2366, 11-17=-309/2366, 11-18=-181/2048, 18-19=-181/2048, 10-19=-181/2048, 9-10=-243/1840 WEBS 4-12=-26/378, 4-11=-886/279, 5-11=-110/1020, 6-11=-570/196, 7-10=0/377, 3-13=-2416/307, 7-9=-2174/313 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 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 13=283,9=237. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 1. LOAD CASE(S) Standard o�6�,Pa0 LI cF V ; •• S 0,4V..• FO • 00 010 2 S • -44018 ONAL February 22016 y of ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek(D 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 atways 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 DiU Job 7-2-6 12-1-8 20-3-10 pe Qty Ply 715A 44074 Truss— rR.WSPey.falGirder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:25 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-hkZg8Qhd2hnSwbKyO9coNSgVtRrca8c806sqoPzhyhG 3-8-15 1 7-2-6 810-12 12-1-8 16-2-9 20-3-10 25-11-6 31-7-3 37-6-8 3-8-15 3-5-7 0-10- 4-0-12 4-1-1 4-1-1 5-7-13 5-7-13 5-11-5 5x6 II [lett±- Scale= 1:68.3 17 16 15 14 zu Ju 13 31 12 11 10 10x10 MT20HS 11 602 = 3x6 II 10x14 = 10x10 = 4x6 = 5x6 = 46 I FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11474/1368, 1-20=-9134/1049, 2-20=-9134/1049,2-21=-9143/1050, 21-22=-9135/1049,3-22=-9126/1049, 3-23=-17255/1897, 23-24=-16816/1861, 24 -25= -16467/1821,4-25=-16425/1830,4-26=-16735/1920,5-26=-16656/1937, 5-27=-8133/1012, 6-27=-8032/1021, 6-7=-8187/1004, 7-28=-7585/940, 8-28=-7722/927, 8-9=-6208/734, 9-10=-4727/588 BOT CHORD 16-17=-119/514,15-16=-1824/16342, 14-15=-1822/16340, 14-29=-1101/10612, 29 -30= -1101/10612,13-30=-1101/10612,13-31=-730/7049,12-31=-730/7049, 11-12=-639/5626, 10-11=-90/487 WEBS 1 -16= -1470/12864,2 -16=-1698/281,3-16=-10906/1220,3-14=-1362/230,4-14=-8293/982, 5-14=-1156/10251, 5-13=-6835/859, 6-13=-629/5664, 7-13=-359/1035, 7-12=-1185/206, 8-12=-186/1918, 8-11=-2166/325, 9-11=-592/5550 NOTES- 7-2-6 12-1-8 20-3-10 1) 3 truss to be together 10d follows: 25-11-6 31-7-3 37-6-8 -ply connected with (0.131'x3") nails as Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x8 2 rows staggered at 0-9-0 oc. 3-8-15 3-5-7 4-11-2 8-2-2 - Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. 5-7-13 5-7-13 5-11-5 Plate Offsets (X,Y)– [1:0 -3 -12,0 -2 -121,(3:0 -2 -12,0 -4 -01,[5:0 -1-4,0-2-81,[13:0-5-0,0-6-01.114:0-1-10.0-5-01.[16:0-6-0,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.21 14 >999 360 MT20 174/144 BCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.40 14 >999 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 10 n/a n/a 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 BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wnd(LL) 0.12 14 >999 240 Weight: 906 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 1-3: 2x8 SPF 1950F 1.7E except end verticals, and 2-0-0 oc pudins (6-0-0 max.): 1-3. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-17,9-10: 2x6 SPF 165OF 1.5E, 1-16: 2x4 SPF 1650F 1.5E 4-14: 2x10 OF 1950F 1.7E, 5-14,5-13,6-13,7-13: 2x4 SPF No.2 18-19: 2x8 SPF 1950F 1.7E REACTIONS. (Ib/size) 17=11940/0-5-8 (min. 0-4-4), 10=4947/Mechanical Max Horz 17=-186(LC 6) Max Uplift 17=-1409(LC 10), 10=-582(LC 11) Max Grav 17=11940(LC 1), 10=4948(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-17=-11474/1368, 1-20=-9134/1049, 2-20=-9134/1049,2-21=-9143/1050, 21-22=-9135/1049,3-22=-9126/1049, 3-23=-17255/1897, 23-24=-16816/1861, 24 -25= -16467/1821,4-25=-16425/1830,4-26=-16735/1920,5-26=-16656/1937, 5-27=-8133/1012, 6-27=-8032/1021, 6-7=-8187/1004, 7-28=-7585/940, 8-28=-7722/927, 8-9=-6208/734, 9-10=-4727/588 BOT CHORD 16-17=-119/514,15-16=-1824/16342, 14-15=-1822/16340, 14-29=-1101/10612, 29 -30= -1101/10612,13-30=-1101/10612,13-31=-730/7049,12-31=-730/7049, 11-12=-639/5626, 10-11=-90/487 WEBS 1 -16= -1470/12864,2 -16=-1698/281,3-16=-10906/1220,3-14=-1362/230,4-14=-8293/982, 5-14=-1156/10251, 5-13=-6835/859, 6-13=-629/5664, 7-13=-359/1035, 7-12=-1185/206, 8-12=-186/1918, 8-11=-2166/325, 9-11=-592/5550 NOTES- L�t✓Fn 1) 3 truss to be together 10d follows: OQ�PpO ••'•••••• ' -ply connected with (0.131'x3") nails as Top chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc, 2x8 2 rows staggered at 0-9-0 oc. cS' V� ; •0.0 - Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. �� Q2 � Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 04-0 oc. n 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. ; ; 018 3) 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 0 �•• ��` ••••...•••• 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 �� 5) Unbalanced snow loads have been considered for this design. SS�ONAI- 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. February 24 16 C.C A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat R e, a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lana gUlWin 9 Divi Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 e Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:25 2016 Page 2 ID: CYH D1 gYxH PPz3C ROFKMI DzzIA2s-hkZg8Qhd2hnSwbKyO9coNSgVtRrca8c806sqoPzhyhG NOTES - 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Pluvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 17=1409, 10=582. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1062 Ib down and 158 Ib up at 0-2-12, 1040 Ib down and 167 Ib up at 2-0-12, 1040 Ib down and 167 Ib up at 4-0-12, 1040 Ib down and 167 Ib up at 6-0-12, 941 Ib down and 140 Ib up at 8-0-12, and 941 Ib down and 140 Ib up at 10-0-12, and 7384 Ib down and 796 Ib up at 12-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-9=-80, 10-17=-20 Concentrated Loads (lb) Vert: 1=-1045 4=-7342(F) 20=-998 21=-998 22=-998 23=-899(F) 24=-899(F) City of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 10/03/2015 BEFORE USE. pp Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not �O W heat R i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BD ild Ing Div 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 Truss Truss Type Qty Ply 715A [lob— 074 63 Roof special Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:25 2016 Page 2 ID: CYH D1 gYxH PPz3C ROFKMI DzzIA2s-hkZg8Qhd2hnSwbKyO9coNSgVtRrca8c806sqoPzhyhG NOTES - 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Refer to girder(s) for truss to truss connections. 11) Pluvide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 17=1409, 10=582. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) Graphical purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1062 Ib down and 158 Ib up at 0-2-12, 1040 Ib down and 167 Ib up at 2-0-12, 1040 Ib down and 167 Ib up at 4-0-12, 1040 Ib down and 167 Ib up at 6-0-12, 941 Ib down and 140 Ib up at 8-0-12, and 941 Ib down and 140 Ib up at 10-0-12, and 7384 Ib down and 796 Ib up at 12-1-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-6=-80, 6-9=-80, 10-17=-20 Concentrated Loads (lb) Vert: 1=-1045 4=-7342(F) 20=-998 21=-998 22=-998 23=-899(F) 24=-899(F) City of A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 10/03/2015 BEFORE USE. pp Design valid for use only with MTekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not �O W heat R i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the BD ild Ing Div fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 Cl Roof Special 2 1 Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12. LOADING (ps b eec Alpine LUmeer Co., Commerce city,CO.BUUZZ 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:1127 2016 Page 1 ID: CYHD 1 gYxHPPz3CR0FKM 1 DzzIA2s-d7gbZ6itaJ1 AAvU L7aeGStvtCFTP25DRrQLxsHzhyhE 4-2-1 6-0-101 111-7-0 16-5-8 21-9-8 27-1-8 32-9-D 4-2-1 3-10-9 3-6-6 4-10-8 5x6 = 5.00 F12 16 Scale = 1:64.9 10 5x8 = 4x6 = 4x6 I LUMBER- - - - 5-11-4 5-7-12 - -0 4-4-0 - 8 0-6- 8-0-0 Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* 8-3-8 Plate Offsets (X Y)— 15:0-5-0.0-3-121 f11:0-4-0 0-2-12f fl3:0-2-0 0-3-01 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12. LOADING (ps Mrrek recommends that Stabilizers and required cross bracing * 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 widewill fit between the bottom chord and any other �5) be installed during truss erection, in accordance with Stabilizer •• FO7) Installation uide. REACTIONS. TCLL 30.0 i SPACING- 2-0-0 CSI. DEFL. in (IDc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.06 8-9 >999 360 MT20 185/144 TCDL 10.0 1 Lumber DOL 1.15 BC 0.63 Vert(TL) -0.17 8-9 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.03 8-9 >999 240 Weight: 181 lb FT=20% LUMBER- BRACING - 7-9=-457/198, 2-15=-793/106 TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E *Except* except end verticals. 4-12: 2x4 SPF No.2, 5-10: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 HF Stud *Except* 6-0-0 oc bracing: 11-12. 9-11: 2x4 SPF No.2 Mrrek recommends that Stabilizers and required cross bracing * 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 widewill fit between the bottom chord and any other �5) be installed during truss erection, in accordance with Stabilizer •• FO7) Installation uide. REACTIONS. (Ib/size) 8=569/0-3-0 (min. 0-1-8), 11=2081/0-5-8 (min. 0-3-7), 15=597/Mechanical 11=285.�. i8) Max Horz 15=-317(LC 11) FON standard ANSI/TPI 1. Max Uplift 8=-148(LC 11), 11=-285(LC 11), 15=-93(LC 10) LOAD CASES) Standard •: ���\�� Max Grav 8=578(LC 15), 11=2081(LC 1), 15=853(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-722/130, 5-6=0/711, 6-7=-506/239, 7-8=-851/292, 1-15=-273/54 BOT CHORD 14-15=0/689, 13-14=0/436, 4-13=-375/154, 5-11=-914/71, 8-9=-199/723 WEBS 3-14=-30/352, 3-13=-416/40, 11-13=-774/206, 5-13=0/694, 6-11=-844/238, 6-9=-30/545, 7-9=-457/198, 2-15=-793/106 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 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 widewill fit between the bottom chord and any other �5) members.S6) Refer to girder(s) for truss to truss connections. •• FO7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at jcint(s) 15 except (jt=1b) ;8=148, 11=285.�. i8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and0referenced FON standard ANSI/TPI 1. LOAD CASES) Standard •: ���\�� February 24,2 6 ttv Ot WARNING - Verify design paramerers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with M1ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not Wheat a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, D58-89 and BC51 Building Component 7777 Greenback are 13uilding D � Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 C2 Roof Special 7 1 except end verticals. NOTES - 4-15: 2x4 SPF No.2, 7-12: 2x4 HF Stud BOT CHORD LOADING (psf) WEBS 2x4 HF Stud *Except` Alpine Lumber Co., Commerce City,CE80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:l l:28 2016 Pagel ID:CYHDi gYxHPPz3CROFKMI DzzIA2s-6JEzmSjWLc9ln23Xhl9V?5S1 LfsRnWjb444UPkzhyhD 4-2-1 8-D-10 11-7-0 18-8-8 25-10-0 29-1-12 32-9-0 3-9- 4-2-1 3-10-9 3-6-6 7-1-8 7-1-8 3-3-12 3-7-4 -0-0 3x( 5x6 II 5.00 12 19 12 11 3x4 = 2x4 I I 3x4 = Scale= 1:65.5 LUMBER- 0 5-11-4 5-7-12 8 7-1-8 -9 7-0-6 2x6 SPF 1650F 1.5E 3-3-12 3-7-4 Plate Offsets (X Y)— [6:0-6-0,0-4-81, [13:0-4-8,0-3-41, [16:0-3-4Edgel BOT CHORD 2x4 SPF 165OF 1.5E `Except` 5-13=-1878/235, 8-13=-372/100, 2-18=-1479/154 except end verticals. NOTES - 4-15: 2x4 SPF No.2, 7-12: 2x4 HF Stud BOT CHORD LOADING (psf) WEBS 2x4 HF Stud *Except` DOL=1.33 6-0-0 oc bracing: 11-12,9-11. 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 14-16,5-13: 2x4 SPF No.2 WEBS 1 Row at midpt 5-13 greater of psf or roof of psf on overhangs non -concurrent with other live loads. TCLL 30.0 SPACING- 2-0-0 MiTek recommends that Stabilizers and required cross bracing CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 (Ib/size) 9=257/0-3-8 (min. 0-1-8),13=1833/0-5-8 (min. 0-3-0),18=1247/Mechanical TC 0.44 Vert(LL) -0.11 4 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -0.25 14-15 >999 240 TCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 13 n/a n/a BCDL 10.0 Code IRC2012(rP12007 (Matrix) W[nd(LL) 0.06 4 >999 240 Weight: 180 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-5-2 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E `Except` 5-13=-1878/235, 8-13=-372/100, 2-18=-1479/154 except end verticals. NOTES - 4-15: 2x4 SPF No.2, 7-12: 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 or, bracing, Except: WEBS 2x4 HF Stud *Except` DOL=1.33 6-0-0 oc bracing: 11-12,9-11. 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 14-16,5-13: 2x4 SPF No.2 WEBS 1 Row at midpt 5-13 greater of psf or roof of psf on overhangs non -concurrent with other live loads. .••"•••• VD ; •O S00/y ••• FO 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. MiTek recommends that Stabilizers and required cross bracing 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 • 2 00 will fit between the bottom chord and any other members. be installed during truss erection, in accordance with Stabilizer 7) Refer to girder(s) for truss to truss connections. • 4018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) Installation guide. REACTIONS. (Ib/size) 9=257/0-3-8 (min. 0-1-8),13=1833/0-5-8 (min. 0-3-0),18=1247/Mechanical 9) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and O '. : Max Horz 18=-322(LC 11) �•• ••• �G✓ ss/z EN Max Uplift 9=-69(LC 11), 13=-312(LC 11), 18=-116(LC 10) Max Grav 9=263(LC 16), 13=1833(LC 1), 18=1325(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1484/207, 3-19=-2447/378, 4-19=-2456/361, 4-5=-2526/302, 5-6=0/435, 6-7=0/424, 7-8=-28/493,1-18=-301/55 BOT CHORD 17-18=0/1220, 16-17=0/1350, 4-16=433/195, 13-14=-82/1234, 7-13=-547/224 WEBS 2-17=0/317, 3-16=-240/1515, 14-16=-105/1441, 5-16=0/994, 5-14=-645/151, 5-13=-1878/235, 8-13=-372/100, 2-18=-1479/154 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 D O L' 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for of min roof live load 16.0 1.00 times flat load 30.0 P C A� O� 'Us greater of psf or roof of psf on overhangs non -concurrent with other live loads. .••"•••• VD ; •O S00/y ••• FO 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : (� Q 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 • 2 00 will fit between the bottom chord and any other members. U G) 7) Refer to girder(s) for truss to truss connections. • 4018 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=1b) 13=312,18=116. �• i �Q� 9) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and O '. : referenced standard ANSVTPI 1. �•• ••• �G✓ ss/z EN LOADCASE(S) Standard February -016 " ® WARNING - Vwfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MiTekO connectors. This design is based only upon parameters shown• and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wheat R idg building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' U 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 Ly�n Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log kb uilding Diviso 4 Job Truss Truss Type Qty Ply715A 44074 C3 Roof Special 1 1 Reference o Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:29 2016 Page i ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-aVoL_ok86wluPCdjF?gkXl?AF26SWx9kJkg2xAzhyhC i 4-2-1 8-0-10 11-7-0 i 18-3-8 25-3-8 4-2-1 3-10-9 3-6-6 6-8-8 7-0-0 3xr 4x6 = 5.Q0 12 3 14 U 8 7 2x4 4x12 = 3x4 Scale = 1:58.2 i 8-0-10 11-7-0 i 18-3-8 9,-3-8 8-0-10 3-6-6 7-0-0 Plate Offsets (X.Y)-- f4:0-2-0.0-1-81 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.12 9 >999 360 MT20 185/144 TCDL 10.0 Lumber -DOL 1.15 BC 0.72 Vert(TL) -0.31 11-12 >980 240 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 9 >999 240 Weight: 127 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-10 oc puffins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 Oc bracing. 8-10: 2x4 SPF No.2 that Stabilizers and required cross bracing [MiTesIecommendsr eintalledduring truss erection, in accordance with Stabilizer s a la ion guide. REACTIONS. (Ib/size) 7=1250/Mechanical, 12=1250/Mechanical Max Horz 12=-223(LC 6) Max Uplift7=-198(LC 11), 12=-132(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1519/252, 3-14=-1508/245, 4-14=-1518/228, 4-5=-2565/386, 5-6=-1433/242, 6-7=-1187/231 BOT CHORD 11-12=-44/1189, 10-11=-183/2255, 4-10=-99/877 WEBS 2-11=-4/312, 3-11=-118/848, 4-11=-1306/294, 8-10=-226/1493, 5-10=-16/1035, 5-8=1144/283, 2-12=-1516/208, 6-8=-161/1246 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 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 O�P� Q LIC will fit between the bottom chord and an other members. 6) Refer to for truss to truss connections. girder(s) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) .•••••••. cS V� ; '� S ��N ••• �� 7=198, 12=132. 8) This truss is designed in the 2012 International .10 Q 0 2 accordance with Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. • 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4018 LOAD CASE(S) Standard 0 �• •� �� 0.ONAL February 2 016City of AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE ,1 Design valid for use only with M7ekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �' W heat Rid 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 a 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 51lilding Divi Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 e Job Truss Truss Type Qty Ply 44074 ID1 Common Supported Gable 1 ::�onal) uume wnmar w„ wmmerce ury,cuouucc 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:32 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1Dz7lA2s-_4UUcpm00rgSGgMlw7ER9xco2GJ3jVnA?h2iYVzhyh9 -1-0-0 9-11-12 19-11-8 20-11-8 1-0-0 9-11-12 9-11-12 1-0-0 0 Scale = 1:35.3 4x6 = 10 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 II LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 ri 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 n/r 120 8) Gable studs spaced at 1-4-0 oc. BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a n/a 0 •• 0iL BCDL 10.0 Code IRC2012/TP12007 (Matrix) 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and 4018 referenced standard ANSI/TPI 1. Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF No.2 SLIDER Left 2x4 SPF No.2 1-6-8, Right 2x4 SPF No.2 1-6-8 REACTIONS. All bearings 19-11-8. (lb) - Max Horz 2=71 (LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 Max Grav All reactions 250 Ib or less at joint(s) 2, 18, 26, 27, 28, 29, 30, 31, 32, 25, 24, 23, 22, 21, 20 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. 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 II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) 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. D 0 Ll N�13&lpl_ 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�PCwill fit between the bottom chord and any other members. �•'g00N•• O 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2, 18, 27, 28, 29, 0 •• 0iL 30, 31, 32, 25, 24, 23, 22, 21, 20. •• 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and 4018 referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �'• ; • OAF ••t•••••••'����6 SS;OVALE ,' Y Of February 24 IV A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not f3W Idj a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overallt' t7� bt building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job --] Truss Truss Type[Q� ty Ply 715q 44074 D2 Common 1 I 2-0-0 CSI. DEFL. in (loc) I/deft Jo ee o Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:33 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-SH1 sg9ne99oJugxUUrlgi89upgWHSuzKELoF4xzhyh8 0 i 5-1-10 9-11-12 I 14-9-14 19-11-8 20-11-8 1-0-0 5-1-10 4-10-2 4-10-2 5-1-10 1-0.0 Scale = 1:35.3 5x6 = 4x12 = 4x12 = 3x9 - LOADING (psf) TOP CHORD 2-3=-1741/248, 3-4=-1606/270, 4-11=-1340/154, 5-11=-1272/175, 5-12=-1272/175, 6-12=-1340/154, 6-7=-1606/270, 7-8=-1741/248 BOT CHORD 2-10=-241/1513, 8-10=-170/1513 WEBS 5-10=0/531, 6-10=-477/200, 4-10=-477/199 TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) -0.14 2-10 >999 360 TCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.37 2-10 >656 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 8 n/a n/a aunt inn Code IRC2012/TP12007 (Matrix) Wind(LL) 0.04 10 >999 240 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-8-8, Right 2x4 HF Stud 2-8-8 REACTIONS. (Ib/size) 2=1078/0-5-8 (min. 0-1-12),8=107810-4-8 (min. 0-1-12) Max Horz 2=71 (LC 10) Max Uplift 2=-156(LC 10), 8=-156(LC 11) PLATES GRIP MT20 185/144 Weight: 74 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-15 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 Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1741/248, 3-4=-1606/270, 4-11=-1340/154, 5-11=-1272/175, 5-12=-1272/175, 6-12=-1340/154, 6-7=-1606/270, 7-8=-1741/248 BOT CHORD 2-10=-241/1513, 8-10=-170/1513 WEBS 5-10=0/531, 6-10=-477/200, 4-10=-477/199 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 p 0 LIC will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib P C A, o� 'Us plate uplift at joint(s) except 0=1b) 2=156,8=156. .•••'•••. V� 'O SOON ••• FQ 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and : Q Q referenced standard ANSI/TPI 1. • 2 LOAD CASE(S) Standard 4018 ONM- (jl February 2 ,2016 ®WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mrev. 10/03/2015 BEFORE USE. v61ea!!•7471 t Ric f Design valid for use only with Mffel,0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �" a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �Dtj building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" ding Divi 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/T`11 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job SPACING- 2-0-0 Truss Type ty Ply 715A 44074 TMU's Common 1;'�' 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) JQb e e o repine Lumber Co., commerce Cny,G0 of a 5xE 5-1-10 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:34 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-wThE1 VoGwSwAVzWh2YGvEMi4t3stBLFTS?XpcNzhyh7 5x6 = 4-7-14 4-11-6 Scale: 3/8"=1' 3x9 = oxo i i Im 0 T(ps CLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.14 1-8 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.38 1-8 >614 240 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IRC2012[TP12007 (Matrix) VVnd(LL) 0.04 1-8 >999 240 Weight: 72 lb FT=20% LUMBER- BRACING - LOAD CASE(S) Standard TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc purlins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud ONAL recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-8-8, Right 2x6 SPF 1650F 1.5E 2-8-0 February 24,0 [MiTE.I e intalledduring truss erection, in accordance with Stabilizer t t l ' Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not nstallation uide. REACTIONS. (Ib/size) 1=979/0-5-8 (min. 0-1-10),7=979/Mechanical MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Max Horz 1=70(LC 12) 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Max Uplift 1=-133(LC 10), 7=-130(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1716/249, 2-3=-1580/271, 3-9=-1303/153, 4-9=-1234/171, 4-10=-1234/174, 5-10=-1296/155, 5-6=-1560/253, 6-7=-1655/230 BOTCHORD 1-8=-244/1493,7-8=-151/1400 WEBS 3-8=-474/202, 4-8=0/504, 5-8=-386/183 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Q 0 LI CF'U Qt=1b) 1=133.7=130. O�N 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. •�.••••..s•'Us VD •• 50O/� �Q0 02 ; LOAD CASE(S) Standard : 4018 �0, •••. �<c, .••' ONAL ify Of February 24,0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. t t l ' 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 B wilding D vl 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/11`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 D4 Common Girder 1 2x6 SPF 1650F 1.5E TOP CHORD ' BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* e o Koure cuniuer co., commerce ury,w.ouuzz 6.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:35 2016 Page 1 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-Of9cErovhm21775tbGn8nZEF WTADwgtdhfHMSgzhyh6 5-6-2 9-11-12 1 14-5-6 19-7-0 5-6-2 4-5-10 14-5-10 5-1-10 o�d Scale = 1:31.4 5x8 11 012 = 3x12 11 10x10 = 3x12 II 012 v 6 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Iner NO Code IRC2012/TP12007 CSI. TC 0.38 BC 0.69 WB 0.79 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.15 7-8 >999 360 -0.28 7-8 >817 240 0.08 5 n/a n/a 0.08 7-8 >999 240 PLATES GRIP MT20 185/144 Weight: 210 Ib FT=20% LUMBER- BRACING - Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-7 oc purlins. BOT CHORD 2x8 SPF 195OF 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* Q '. Q2 DOL=1.33 3-7: 2x4 SPF No.2 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 WEDGE 5) Unbalanced snow loads have been considered for this design. 40I 8 Right: 2x4 HF Stud 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. REACTIONS. (Ib/size) 1=6547/0-5-8 (min. 0-5-6),5=7422/Mechanical �iC •••••��'•.•' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) Max Horz 1=66(LC 27) 1=718, 5=785. NC?� SON Ak- Max Uplift 1=-718(LC 10), 5=-785(LC 11) ty p1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12258/1289, 2-9=-9135/951,3-9=-9025/970,3-10=-9171/974, 4-10=-9172/956, AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. 4-5=-12480/1291 �p BOT CHORD 1-11=-1176/11084, 11-12=-1176/11084, 12-13=-1176/11084, 8-13=-1176/11084, prevent of web and/or chord members only. Additional and permanent bracing MiTek' 8-14=-1176/11084, 14-15=-1176/11084, 7-15=-1176/11084, 7-1 6=-1 105/11220, 7777 Greenback Lane safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 16-17=-1 105/11220, 6-17=-1 105/11220, 6-1 8=-1 105/11220, 18-19=-1 105/11220, 19-20=-1105/11220, 5-20=-1105/11220 WEBS 3-7=-619/6424, 4-7=-3222/417, 4-6=-239/3020, 2-7=-3091/424, 2-8=-223/2724 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-3-0 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 0 LI�CFq' ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. app �� �..••••�� 'US 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; V� .•' rjQQA. •. (�O enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Q '. Q2 DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 • 7 5) Unbalanced snow loads have been considered for this design. 40I 8 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. �iC •••••��'•.•' 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 00. FsiS' 1=718, 5=785. NC?� SON Ak- 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and ty p1 referenced standard ANSI/TPI 1. February 24,2 16 AWARNING - 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 MfrekO 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 buckling individual truss temporary prevent of web and/or chord members only. Additional 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 Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. suite 109 idge Job Truss Truss Type Qty Ply 44074 D4 Common Girder 1 1715A ob Referenceo Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:36 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-tsj_SBpXS4AuIHg39zlNJnnQGtWSf76mwJOvhGzhyh5 NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 835 Ib down and 111 Ib up at 1-0-4, 833 Ib down and 113 Ib up at 3-0-4, 1305 Ib down and 136 Ib up at 5-0-4, 1305 Ib down and 136 Ib up at 7-0-4, 1305 Ib down and 136 Ib up at 9-0-4, 1305 Ib down and 136 Ib up at 11-0-4, 1305 Ib down and 136 Ib up at 13-0-4, 1305 Ib down and 136 Ib up at 15-0-4, and 1305 Ib down and 136 Ib up at 17-0-4, and 1233 Ib down and 148 Ib up at 18-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-5=-20 Concentrated Loads (lb) Vert: 11=-835(F) 12=-833(F) 13=-1305(F) 14=-1305(F) 15=-1305(F) 16=-1305(F) 17=-1305(F) 18=-1305(F) 19=-1305(F) 20=-1233(F) City of I , ids ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ` Design valid for use only with M7ekOO connectors. This design is based only upon parameters shown, and is for an individual building component, not R t1 j�rj jn ti V ISo D a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall�a g r 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 Job Truss CSI. Qty Ply 715A44074 I/deft Lid =Type Gable 2 1 TC 0.30 Vert(LL) -0.01 19 n/r 180 Job Reference lootionall Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:38 2016 Page 1 I D: CYHD1 gYxH PPz3C ROFKM 1 DzzIA2s-pErlttrn_hQc_bpS HOLrPCsn?hK77AT3NdVO19zhyh3 -3-0-0 4-0-0 11-3-0 20-0-0 ?1-0-0 3-0-0 4-0-0 7-3-0 8-9-0 1-0-0� 4x6 = 3x4 II 91! Scale = 1:51.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 19 n/r 180 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 19 n/r 90 TCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.00 20 n/a n/a -44018 BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 19 n/r 120 Weight: 129 lb FT=20% LUMBER- BRACING - NOTES - TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 1-5:2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SPF No.2 [be installedduring truss erection, in accordance with Stabilizer 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 installation u'de. REACTIONS. All bearings 20-0-0. 4�P Ck p' (lb) - Max Horz 2=299(LC 9) V� Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 33 except 20=-104(LC : QO 0 9), 2=-301(LC 6), 34=-104(LC 6), 35=-247(LC 14), 21=-236(LC 11) % will fit between the bottom chord and any other members. Max Grav All reactions 250 Ib or less at joint(s) 20, 27, 28, 29, 30, 31, 32, 35, 26, 25, 24, 23, 22, 21, 33 -44018 except 2=740(LC 27), 34=278(LC 27) • • s 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) 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. d0 L� 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable bottom 4�P Ck p' requires continuous chord bearing. 8) Gable studs spaced at 1-4-0 oc. \, ••••••••. S ; •� S00/y•• FQ V� 9) This truss has been designed for a 10.0 psf bottom chord live load non concument with any other live loads. : QO 0 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. • 0 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 27, 28, 29, 30, -44018 31, 32, 26, 25, 24, 23, 22, 33 except Qt=1b) 20=104, 2=301, 34=104, 35=247, 21=236. • • s 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and �0� referenced standard ANSI/TPI 1. :•• `�� ••: ss�ONAL LOAD CASE(S) Standard E�� February 20/2016 "y of ®WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 rev. 101032015 BEFORE USE.Vel h eat R l g e Design valid for use only with MTiek0 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 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 D u ilfling Div son 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, 21 B N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ ---] Job Truss Truss Type Qty Ply LUMBER- BRACING - 44074 E2 Roof Special 5 1 1715A lob ReferPnrP lnntinnall Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:39 2016 Page 1 ID:CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-HQP74CrPl?YTclOeg5s4xP Pr74c6sSuCcHFZHbzhyh2 -3-0-0 4-0-0 11-3-0 15-5.12 20-0-0 21-0-0 3-0-0 4-0-0 7-3-0 4-2-12 4-6-4 1-0 0 6x6 X\ 2x4 II 3x9 = 5x6 = Scale = 1:51.2 LOADING (psf) TCLL 30) (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 0.72 BC 0.44 WB 0.91 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.09 8-9 >999 360 Vert(TL) -0.23 8-9 >999 240 Horz(TL) 0.04 8 n/a n/a Wind(LL) 0.05 9-10 >999 240 PLATES GRIP MT20 185/144 Weight: 96 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, 1-3: 2x6 SPF 1650F 1.5E except end verticals. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* that Stabilizers and required cross bracing 3-9,4-9: 2x4 SPF No.2 e inlledduring truss erection, in accordance with Stabilizer [MiTes1taecommends s al a io 'de. REACTIONS. (Ib/size) 2=1258/0-5-8 (min. 0-2-1),8=1054/0-5-8 (min. 0-1-12) Max Horz 2=299(LC 9) Max Uplift 2=-198(LC 10), 8=-128(LC 11) Max Grav 2=1258(LC 1), 8=1055(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1763/248, 3-11=-989/158, 4-11=-764/186, 4-12=-730/201, 5-12=-883/171, 5-6=-475/117, 6-8=-505/152 BOT CHORD 2-10=-300/1531, 9-10=-293/1536, 8-9=-25/730 WEBS 3-9=-953/323, 4-9=-78/516, 5-8=-716/88 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 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. Q O L� 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. C OQ� F� 6) * This truss has been designed for live load 20.0psf the bottom in 3-6-0 tall by 2-0-0 a of on chord all areas where a rectangle wide •.••"•••.• S will fit between the bottom chord and any other members. •� S00/l/ '•• FO �� ; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=198, 8=128. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and • • referenced standard ANSI/TPI 1. • •44018 LOADCASE(S) Standard ; n•�� ••• 0 .' �F0 ONAk- 'Q; February4,� I. - A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �e Building QtvlS a inns 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 f 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 Job Truss Truss Type Qty Ply 715A 44074 G1 Common Supported Gable 1 1 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E Job Reference (optional) Alpine Lumber Co., Commerce CIty,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:412016 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 D7zlA2s-DpWtVutfHcoB2Y1 yWuYOgUK?uMeKYVW3bkgMTzhyhO 1-0-0 10-0-0 20-0-0 1-0- -0-0 10-0-0 10-0-0 -0-0 ?I' 4x6 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 2019 3x4 = 3x4 II 'J! Scale = 1:57.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.12 BC 0.12 WB 0.14 (Matrix) Matrix DEFL. Vert(LL) Vert(TL) Horz(TL) in floc) I/deft Ud 0.00 18 n/r 120 0.00 17 n/r 120 0.01 19 n/a n/a PLATES GRIP MT20 197/144 Weight: 1391b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E 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 WEBS 1 Row at midpt 9-27 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Ins alta io ui REACTIONS. All bearings 20-0-0. (lb) - Max Horz 34=323(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except 34=-168(LC 4), 19=-184(LC 7), 33=-167(LC 8), 20=-31O(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 22, 21, 20 except 34=305(LC 15),19=338(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-281/173, 2-3=-255/230 BOT CHORD 33-34=-282/288 NOTES - 1) Wind: ASCE 7-10; Vuit=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 4) 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) 27, 28, 29, 30, 31, 32, 26, 25, 24, 23, 22, 21 except (jt=lb) 34=168, 19=184, 33=167, 20=310. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. ;Pg0 Ll). -* le 401'/ONAC E�\�; I February 24,201INneat Ridge Building ivison MiTek' 7777 Greenback Lane Suite 109 Job Truss Truss Type Qry Ply PLATES GRIP 44074 G2 Common 2 1 1711A 0 0 Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:42 2016 Page 1 ID: CYHD 1 gYxHP Pz3C ROFKM 1 DzzIA2s-h?4GiEul2ww2TC7DWEPnZ21 Solcs3urflFTEuwzhyh? 1-0-0 5-1-12 10-0-0 14-10-4 20-0-0 1-0- -0-0 5-1-12 4-10-4 4-10-4 5-1-12 1-0-0 4x6 = 10 9 8 4x8 = 3x9 = 4x8 = Scale = 1:56.8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30) Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.11 8-9 >999 360 MT20 185/144 BCDL 1 10.0 Lumber DOL 1.15 BC 0.50 Vert(TL) -0.29 8-9 >814 240 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.03 8 n/a n/a BCDL 10.0 Code IRC2012fTP12007 (Matrix) Wrid(LL) 0.02 9 >999 240 Weight: 100 lb FT=20% LUMBER- referenced standard ANSI/TPI 1. BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-9: 2x4 SPF No.2, 2-10.6-8: 2x6 SPF 1650F 1.5E uildrn9 MiTek recommends that Stabilizers and required cross bracing Divis building Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component be installed during truss erection, in accordance with Stabilizer Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 I s a io uide REACTIONS. (Ib/size) 10=1075/0-5-8 (min. 0-1-12),8=1075/0-5-8 (min. 0-1-12) Max Horz 10=326(LC 7) Max Uplift 10=-134(LC 8), 8=-134(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-536/129, 3-4=-845/214, 4-5=-845/214, 5-6=-535/129, 2-10=-557/167, 6-8=-557/167 BOT CHORD 9-10=-136/807,8-9=-27/717 WEBS 4-9=-117/516, 5-9=-298/228, 3-9=-297/228, 3-10=-607/111, 5-8=-607/110 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.0psf; BCDL=6.0psf; 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide a C,C� will fit between the bottom chord and an other members. 6) Provide mechanical connection (by others) of truss to bearing capable of withstanding 100 Ib OPD •••. 'Us plate uplift at joint(s) except (jt=1b) 10=134,8=134. .•••' �� •O SO4'.•• tCQ 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and Q 02 referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 4018 0 •• .• �� �ONAL E��\ y of February AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111•7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not truss uildrn9 a system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall design. Divis building Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the WOW fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 G3 Flat Girder 1 WEBS 2x4 HF Stud *Except* e e c o Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:44 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-e0007wvYZXAmiWHcdfSFeT6n25DhXmWxlZyKyozhygz 1 5-0-14 I 10-0-0 i 14-11-2 20-0-0 5-0-14 4-11-2 4-11-2 5-0-14 2x4 11 3x9 = 2x4 11 Scale = 1:33.7 4x12 = 10 6 3x5 5x10 = 2x4 11 5x10 = 3x5 I LOADING (psf) TCLL 30 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.33 BC 0.80 WB 0.76 (Matrix) DEFL. in (lac) I/defl L/d Vert(LL) -0.25 8 >940 360 Vert(TL) -0.46 8 >510 240 Horz(TL) 0.08 6 n/a n/a Wind(LL) 0.17 8 >999 240 PLATES GRIP MT20 185/144 Weight: 1791b FT 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 1-10,5-6: 2x6 SPF 1650F 1.5E, 1-9,5-7: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=2640/0-5-8 (min. 0-2-3),6=2824/0-5-8 (min. 0-2-5) Max Horz 10=73(LC 7) Max Uplift 10=-506(LC 4), 6=-602(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-2544/523, 1-11=-6133/1307,11-12=-6133/1307,2-12=-6133/1307, 2-13=-6133/1307, 13-14=-6133/1307, 3-14=-6133/1307, 3-15=-6550/1392, 15 -16= -6550/1392,4-16=-6550/1392,4-17=-6550/1392,17-18=-6550/1392, 5-18=-6550/1392, 5-6=-2721/618 BOT CHORD 9-10=-161/547,8-9=-1769/8269, 7-8=-1769/8269,6-7=-154/666 WEBS 1-9=-1255/5892,2-9=-1 119/321, 3-9=-2249/479, 3-7=-1811/383,4-7=-1365/372, 5-7=-1320/6206 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 raw 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. Il; Exp C; L/ enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ��p,00 C •.•••••.• S DOL=1.33 •�• SOOyy •• (�� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 V� O� Q 5) Provide adequate drainage to prevent water ponding. • 2 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 44018 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 Qt=1b) 'o 'pO •�• 10=506,6=602. •i <�/ 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and ,7.�(�••. .••( ��� referenced standard ANSI/TPI 1. 10) 10) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Owe OVAL February 4,2016—Y Of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE.Wheat Rid Design valid for use only with MirekO 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 indvidual truss web and/or chord members only. Additional temporary and permanent bracing Mirex` gtllldln is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the 9 DIVIs I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 44074 G3 Flat Girder i 1715A Job ee ceo 'oa Alpine Lumber Co., Commerce Cdy,CO.80UZZ 8.000 5 Jan l5 2016 MI reK Industries, Inc. Wed Feb 24 10:11:442016 Page 2 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-e0C07wvYZXAmiWHcdfSFeT6n25DhXmWxlZyKyozhygz NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 349 Ib down and 101 Ib up at 2-0-12, 349 Ib down and 101 Ib up at 4-0-12, 349 Ib down and 101 Ib up at 6-0-12, 349 Ib down and 101 Ib up at 8-0-12, 349 Ib down and 101 Ib up at 10-0-12, 399 Ib down and 106 Ib up at 12-0-12, 399 Ib down and 106 Ib up at 14-0-12, and 518 Ib down and 143 Ib up at 16-0-12, and 518 Ib down and 143 Ib up at 18-0-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-80, 6-10=-20 Concentrated Loads (lb) Vert: 1=-109 3=-329 11=-329 12=-329 13=-329 14=-329 15=-379 16=-379 17=-498 18=498 City of Wheat Ridge AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE.'—,ufn9 Divi Design valid for use only with M7ek0 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 ek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 ^ Job Truss Truss Type Qty Ply 715A 44074 H1 Common 3 1 Job Reference(optional) apme Lumber co., commerce ctty,uu.auuzz 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:45 2016 Pagel ID:CYHD 1 gYxHP Pz3C ROFKM 1 DzzIA2s-6amOLGwAKrJcKgsoBMzUBgfuEVf6G Iv5_DiuU Fzhygy F 4-6-4 8-9-0 12-11-12 17-6-0 18-6-0 '1-0-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0-0' of 4x6 = 10 9 8 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 0.0 1 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 0.62 BC 0.40 WB 0.43 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.08 9-10 >999 360 -0.19 9-10 >999 240 0.02 8 n/a n/a 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 87 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E 5) . This truss has been designed for a five 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 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4-9: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing LOAD CASE(S) Standard be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 10=952/0-5-8 (min. 0-1-9),8=952/0-5-8 (min. 0-1-9) February 24,2016 at Ridge ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/032015 BEFORE USE. Max Horz 10=291(LC 7) ft fisc r, Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p Max Uplift 10=-119(LC 8), 8=-119(LC 9) a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" TOP CHORD 2-3=-441/112, 3-4=-739/189, 4-5=-739/189, 5-6=441/112, 2-10=-478/146, fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6-8=-477/146 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. BOT CHORD 9-10=-120/703, 8-9=-22/622 WEBS 4-9=-106/451, 5-9=-257/204, 3-9=-257/203, 3-10=-557/94, 5-8=-557/93 NOTES - 1) W,?d: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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 D 0 L=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a five 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. at joint(s) except Qt=1b) 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift P 0 L/ C 10=119,8=119. O� �cS' 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �.••••••.�• VD ; ' SOO/V '•� FQ • 2 i LOAD CASE(S) Standard 4018 0.'•� ONAL February 24,2016 at Ridge ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/032015 BEFORE USE. ` J u it ing ft fisc r, Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. suite 109 Job Truss pe Qty Ply 715A 44074 H2 T..--.T' 2 1 MT20 185/144 nipuia cumber co., commerce cny,uu.-u« 6.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:46 2016 Page 1 I D: CYHD 1 gYxHPPz3C ROFKM 1 DzziA2s-anKmYcxo58RTypR_13UjjuC3zv?L?16EDtRROhzhygx 4-6-4 8-9-0 12-11-12 17-6-0 18-6-0 4-6-4 4-2-12 4-2-12 4-6-4 3x6 11 4x6 = 9 8 7 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (Icc) I/defl L/d PLATES GRIP (Roof Snow=0) Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 8-9 >999 360 MT20 185/144 BCDL 1 10.0 Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 8-9 >999 240 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 BCLL 0.0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.02 7 n/a n/a O�P �, .•••'•••. '4 V�0 50047-6. BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.01 8 >999 240 Weight: 85 Ib FT = 20% LUMBER- BRACING - /pN TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-8: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation bide. REACTIONS. (Ib/size) 9=857/0-5-8 (min. 0-1-8), 7=955/0-5-8 (min. 0-1-9) Max Horz 9=-281 (LC 6) Max Uplift 9=-95(LC 8), 7=-119(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-488/109, 2-3=-744/189, 3-4=-743/189, 4-5=-441/112, 1-9=-422/119, 5-7=-477/146 BOT CHORD 8-9=-120/712, 7-8=-22/625 WEBS 3-8=-106/458.4-8=-257/204,2-8=-265/204,2-9=-506/99,4-7=-561/93 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; enrrlosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except at=1b) 7=119. D 0 Lr 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. O�P �, .•••'•••. '4 V�0 50047-6. LOAD CASE(S) Standard '• • G) 4018 4 /pN ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7472 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO 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`P D iid Info' �I VI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Alpine Lumber Co., Commerce City,C0.80022 3x6 II 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:47 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-2zu9myyQsSZKZz?Bln?yG5kEkJKZkB_OSXB?Z7zhygw 41 -48-9-0 12-11-12 17-6-0 4-6-4 4-2-12 4-2-12 4-6-4 46 = 8 7 6 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) TCLL 30.0 (Roof Snow=310) 0.0 TCDL 1 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 Truss Type Qty Ply LUMBER- BRACING - Flob---TTI,U-ss--- Common 2 1 �5A REACTIONS. (Ib/size) 8=860/0-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-8) Max Horz 8=-261 (LC 6) Max Uplift 8=-94(LC 8), 6=-94(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/110, 2-3=-748/189, 3-4=-748/189, 4-5=-488/109, 1-8=-422/119, 5-6=-422/119 ob Alpine Lumber Co., Commerce City,C0.80022 3x6 II 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:47 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-2zu9myyQsSZKZz?Bln?yG5kEkJKZkB_OSXB?Z7zhygw 41 -48-9-0 12-11-12 17-6-0 4-6-4 4-2-12 4-2-12 4-6-4 46 = 8 7 6 5x6 = 3x9 = 5x6 = Scale = 1:50.7 LOADING (psf) TCLL 30.0 (Roof Snow=310) 0.0 TCDL 1 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 0.62 BC 0.40 WB 0.40 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) -0.08 7-8 >999 360 Vert(TL) -0.19 7-8 >999 240 Horz(TL) 0.02 6 n/a n/a Wind(LL) 0.01 7 >999 240 PLATES GRIP MT20 185/144 Weight: 84 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-7: 2x4 SPF No.2 MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. (Ib/size) 8=860/0-5-8 (min. 0-1-8), 6=860/0-5-8 (min. 0-1-8) Max Horz 8=-261 (LC 6) Max Uplift 8=-94(LC 8), 6=-94(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-489/110, 2-3=-748/189, 3-4=-748/189, 4-5=-488/109, 1-8=-422/119, 5-6=-422/119 BOT CHORD 7-8=-137/699, 6-7=-39/635 WEBS 3-7=-106/464, 4-7=-265/205, 2-7=-265/204, 2-8=-510/99, 4-6=-510/98 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 Il; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) * 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 6. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. Ll, - o�Poa LOAD CASE(S) Standard • ���.••••�jOQ/v 0 rsF� O 0-o 4018 -o0. • cZ- SS�OM E� February 24;2016,4tat RIC WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/07/2015 BEFORE USE.:3U Design for MiTek& This design is based is for individual building Ild }f1 �� g Di is valid use only with connectors. only upon parameters shown, and an component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ge Job Truss Truss Type Qty Ply 715A 44074 H4 Common Girder 1 .3 Job Reference (optional) „F"'. ������_� w., wpm.. w. C'ay,uu, ... 6.uuu s Jan lb ZU16 MiTek Industries, Inc. Wed Feb 24 10:11:49 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s- M?vAdzh03p2pH9ZQC1QLWgaY6_?C?khvrg5dOzhygu 4-5-6 8-9-013-0-10 17-6-0 4-5-6 4-3-10 q-3-10 4-5-6 5x8 11 Bx12 II r a 8x12 11 Scale = 1:50.6 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF WEBS 2x4 HF Stud Except' 3-7: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 165OF 1.5E, Right: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=12219/0-5-8 (min. 0-4-6),5=8471/0-5-8 (min. 0-3-0) Max Horz 1=-241(LC 19) Max Uplift 1=-161O(LC 8), 5=-1121(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAIL HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12260/1631, 2-3=-7308/1080, 3-4=-7289/1078, 4-5=-10268/1381 BOT CHORD 1-9=-1180/8722, 9-10=-1180/8722, 10-11=-1180/8722, 8-11=-1180/8722, 8-12=-1180/8723, 12-13=-1180/8723, 7-13=-1180/8723, 7-14=-914/7229, 14-15=-914/7229,6-15=-914!7229,6-16=-914/7228, 16-17=-914/7228, 5-17=-914/7228 WEBS 3-7=-1230/8753,4-7=-2279/455, 4-6=-483/3873, 2-7=-4364/715, 2-8=-821/6585 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 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 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 2 rows staggered at 0-5-0 oc. 3) 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. 4) 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 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 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 Qt=1b) 1=1610,5=1121. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1833 Ib down and 257 Ib up at 3-5-4, 1833 Ib down and 257 Ib up at 5-5-4, 1833 Ib down and 257 Ib up at 7-5-4, 1833 Ib down and 257 Ib up at 9-5-4, 1833 Ib down and 257 Ib up at 11-5-4, and 1833 Ib down and 257 Ib up at 13-5-4, and 1833 lb down and 257 Ib up at 15-5-4 on bottom chord. The design/selection of such connection 4 p A/ S00. �•0 0'G: • 4018 • �Ss�olUaL E� Iy of February 24,,2016_ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ,Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crifeda, 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. q"Ite t no Q 3x12 11 8x8 = 3x12 11 I 4-5-6 8-9-0 13-0-10 17-6-0 4-5-6 4-3-10 4-3-10 4-5-6 Plate Offsets (X Y)-- f1'Edge 0-1-111 f2 0-1-4 0-1-121 f4.0-1-4 0-1-121 f5:Edge 0-1-111 f7 0-4-0 0-4-41 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.06 1-8 >999 360 MT20 174/144 TCDL 10.0 Lumber DOL1.15 BC 0.53 Vert(TL) -0.13 1-8 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.04 1-8 >999 240 Weight: 368 lb FT=20% LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF WEBS 2x4 HF Stud Except' 3-7: 2x4 SPF No.2 WEDGE Left: 2x6 SPF 165OF 1.5E, Right: 2x6 SPF 1650F 1.5E REACTIONS. (Ib/size) 1=12219/0-5-8 (min. 0-4-6),5=8471/0-5-8 (min. 0-3-0) Max Horz 1=-241(LC 19) Max Uplift 1=-161O(LC 8), 5=-1121(LC 9) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED LOADS SHOWN IN NOTES BELOW. ALL NAIL HOLES MUST BE FILLED AS PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12260/1631, 2-3=-7308/1080, 3-4=-7289/1078, 4-5=-10268/1381 BOT CHORD 1-9=-1180/8722, 9-10=-1180/8722, 10-11=-1180/8722, 8-11=-1180/8722, 8-12=-1180/8723, 12-13=-1180/8723, 7-13=-1180/8723, 7-14=-914/7229, 14-15=-914/7229,6-15=-914!7229,6-16=-914/7228, 16-17=-914/7228, 5-17=-914/7228 WEBS 3-7=-1230/8753,4-7=-2279/455, 4-6=-483/3873, 2-7=-4364/715, 2-8=-821/6585 NOTES - 1) Special connection required to distribute bottom chord loads equally between all plies. 2) 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 0-9-0 oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-6 2x4 - 2 rows staggered at 0-5-0 oc. 3) 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. 4) 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 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 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 Qt=1b) 1=1610,5=1121. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1230 Ib down and 218 Ib up at 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1833 Ib down and 257 Ib up at 3-5-4, 1833 Ib down and 257 Ib up at 5-5-4, 1833 Ib down and 257 Ib up at 7-5-4, 1833 Ib down and 257 Ib up at 9-5-4, 1833 Ib down and 257 Ib up at 11-5-4, and 1833 Ib down and 257 Ib up at 13-5-4, and 1833 lb down and 257 Ib up at 15-5-4 on bottom chord. The design/selection of such connection 4 p A/ S00. �•0 0'G: • 4018 • �Ss�olUaL E� Iy of February 24,,2016_ ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 101032015 BEFORE USE. Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M ,Tek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crifeda, 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. q"Ite t no Q Job Truss Qty Ply 44074 H4 FTuss.Type Girder 1 3 [15A ab Reference (optional) nlpnle wnmm o., wmmerce cny,uu.ouuzz a.uuu 5 Jan 1 zutti MITeK Intlustnes, Inc. Wed Feb 24 10:11:49 2016 Page 2 ID:CYHD1gYxHPPz3CROFKM1D7zlA2s-_M?vAdzh03p2pHgZQC1QLWgaY6_?C?khvrg5dOzhygu LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 1-5=-20 Concentrated Loads (lb) Vert: 9= -1230(B)10= -4928(B)11= -1833(6)12= -1833(B)13= -1833(B)14= -1833(B)15= -1833(6)16= -1833(B)17= -1833(B) City of AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/0312015 BEFORE USE. y 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' l7g Uj Sol) 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 Job SPACING- 2-0-0 Truss Type DEFL. ly (loc) 44074 �Jl Common Supported Gahle 117 Plate Grip DOL 1.15 1 J715A Job Reference (optional) .lpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:50 2016 Page 1 I D:CYH D t gYxHPPz3CROFKM1 DzzIA2s-SYZHOz_J9NxvQ Rkm_vYfujMt3 W85xeGg8VPf9Szhygt -1-0-0 7-9-0 15-6-0 16-6-0 1-0-0 7-9-0 7-9-0 1-0-0 4x6 = Scale = 1:30.7 28 27 26 25 24 23 22 21 20 19 18 17 16 3x4 = LOADING (psf) TOLL 30) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d (Roof Snow=30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 15 n/r 120 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 14 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horc(TL) 0.00 16 n/a n/a acne inn Code IRC2012ITP12007 (Matrix) i G 13) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and 4018 referenced standard ANSI/TPI 1. . . LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 OTHERS 2x4 SPF No.2 REACTIONS. All bearings 15-6-0 BRACING - TOP CHORD BOTCHORD (lb) - Max Horz 28=-59(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 Max Grav All reactions 250 Ib or less at joint(s) 28, 16, 22, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 197/144 Weight: 77 Ib FT = 20 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as perANSIITPI 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) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. d d L� P G' 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. O� •• • • •••. s 11) ' 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 V� ; '� S 00N •.� FQ will fit between the bottom chord and any other members. Q p 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 28, 16, 23, 24, 2 . 25, 26, 27, 21, 20, 19, 18, 17. i G 13) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and 4018 referenced standard ANSI/TPI 1. . . LOAD CASE(S) Standard • ONAL February 24;2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. V f a t. u 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 MIR building design. Bracing indicated is to prevent buckling of indvidual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Building L71 I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 278 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 ge Job __]J2 Truss7--- CSI. TC 0.47 BC 0.43 WB 0.38 (Matrix) ty Ply 775A 44074 BRACING - FTruSS.Typ­e_ 12Q 1 Job Reference (ontionalt eMpme Lumber Co., Commerce ury,CO.80022 8.000 s Jan 15 2016 MITek Industries, Inc. Wed Feb 24 10:11:512016 Page 1 ID: CYHD t gYxH P Pz3CROFKM 1 DzzIA2s-wk7fbJ?xwh3m2bJyXd4UQxvyywi7gOFzM99Ciuzhygs -1-0-0 4-0-4 7-9-0 11-5-12 15-6-0 16-6-0 1-0-0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 4x6 = Scale = 1:30.7 Jn= — 4x6 = LOADING (psf) TCLL 30.0 1 0) 0.0 (Roof Snow=3 TCDL 1 BCLL 0.0 B DL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.47 BC 0.43 WB 0.38 (Matrix) DEFL. Vert(LL) Vert(TL)-0.14 Horz(TL) Wind(LL) in (loc) I/deft L/d -0.05 9-10 >999 360 9-10 >999 240 0.02 8 n/a n/a 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 68 lb FT = 20 LUMBER- BRACING - 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; 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 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 MiTek recommends that Stabilizers and required cross bracing O LI 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=125,8=125. be installed during truss erection, in accordance with Stabilizer 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �.•••••.�'I/S lz •�S007y •t •, FQ *0 Installation uide. REACTIONS. (Ib/size) 10=852/0-5-8 (min. 0-1-8), 8=852/0-5-8 (min. 0-1-8) LOAD CASE(S) Standard ; U G)� Max Horz 10=-59(LC 8) 4018 Max Uplift 10=-125(LC 10), 8=-125(LC 11) \ �s8/0NAL FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-800/128, 4-5=-800/128, 2-10=-302/83, 6-8=-302/83 BOT CHORD 9-10=-109/751, 8-9=-95/751 WEBS 4-9=-0/280, 3-10=-788/141, 5-8=-788/141 NOTES - 1) VVind: 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. O LI 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=125,8=125. P C n O� 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �.•••••.�'I/S lz •�S007y •t •, FQ *0 + Q0 0 LOAD CASE(S) Standard ; U G)� 4018 � \ �s8/0NAL Ci February 24x2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/0312015 BEFORE USE. v 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 U �(dlTh building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` y 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 ap' 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 pe Qty Ply 7i5A 44074 J3 F..-=T'Girder 1 10-0-0 oc bracing. Job Reference /ootionall ..ipere wrnuer w., commerce cny,w ouuzz e.uuu s dan 1b 2016 MITeK Industries, Inc. Wed Feb 24 10:11:53 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-t7FQO?OBSIJUHuTKf26M WM_GckNp8pKGgTeJmnzhygq -t-0-0 _ 4-0-4 7-9-0 11-5-12 15-6-0 16-6-0 1-0-0 � 4-0-4 3-8-12 3-8-12 4-0-4 Scale = 1:29.6 6x6 = 1Ox14 II 3x9 II 8x8 = 3x9 II 1Ox14 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCLL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber -DOL 1.15 Rep Stress Incr NO Code IRC2012/TP12007 CSI. TC 0.59 BC 0.41 WB 0.79 (Matrix) DEFL. in (IDc) I/deft L/d Vert(LL) -0.07 11-12 >999 360 Vert(TL) -0.13 11-12 >999 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.04 11-12 >999 240 PLATES GRIP MT20 174/144 Weight: 214 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 DF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x8 SPF 1950F 1.7E 2-3-0, Right 2x8 SPF 1950F 1.7E 2-3-0 REACTIONS. (Ib/size) 2=5815/0-5-8 (min. 0-4-13), 8=6139/0-5-8 (min. 0-5-1) Max Hoa 2=56(LC 10) Max Uplift 2=-904(LC 10), 8=-956(LC 11) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-7830/1188, 3-4=-7811/1224, 4-5=-6826/1084, 5-6=-6828/1085, 6-7=-7825/1228, 7-8=-7834/1191 BOT CHORD 2-13=-1054/6762, 12-13=-1054/6762, 12-14=-1054/6762, 11-14=-1054/6762, 11-15=-1003/6785,15-16=-1003/6785,10-16=-1003/6785, 10-17=-1003/6785, 17-18=-1003/6785,8-18=-1003/6785 WEBS 5-11=-632/4187, 6-11=-546/151, 6-10=-252/1788, 4-11=-517/145, 4-12=-252/1797 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 Co. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-6-0 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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �PQ 0 Ll DOL=1.33•••.••••••• S 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �� : SOOZ •. FO 5) Unbalanced snow loads have been considered for this design. �00 02 6) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 0 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. * 40 8 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. Q�_ 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) ��� '•••••••••.•• �� 2=904,8=956. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. O N AL 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1481 Ib down and 241 Ib up at 2-0-12, 1481 Ib down and 241 Ib up at 4-0-12, 1481 Ib down and 241 Ib up at 6-0-12, 1481 Ib down and 241 Ib up at 8-0-12, 1481, Ib down and 241 Ib up at 10-0-12, and 1418 Ib down and 232 lb up at 12-0-12, and 1418 Ib down and 232 Ib up at 14-0-12 on Februar "24,2016 VVn P a ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 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 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`91111d, ng UI V IS" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 J3 Common Girder 1 ee e r-Ipme L—er w., commerce uty,w.auu�c Timm s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:53 2016 Page 2 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-t7FQO?OBSIJUHuTKf26MV M_GckNp8pKGgTeJmnzhygq LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-5=-80, 5-9=-80, 2-8=-20 Concentrated Loads (lb) Vert: 12=-1481(F) 13=-1481(F) 14=-1481(F) 15=-1481(F) 16=-1481(F) 17=-1418(F) 18=-1418(F) City of Wheat Ri A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. ' ail lading Divis f Design valid for use only with MOeM 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 Mire k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 b Truss Truss Type Qty Ply 715A [44074 V1 Valley t 1 ob Refemoce(optional) Alpine Lumber Co., Commerce CBy,C 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:54 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-LJpoEL1 pDcRLv22XDIdb2ZXXL7o2tRhQ36NsIDzhygp 15-9-0 7-10-8 5x6 = Scale = 1:24.9 3x4 % 8 7 6 2x4 11 2x4 11 2x4 1 3x4 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.21 BC 0.09 WB 0.08 Matrix ( ) DEFL, in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horc(TL) 0.00 5 n/a n/a 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 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 Stud MiTek recommends that Stabilizers and required cross bracing be installed dur ng truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 15-9-0. (lb) - Max Horz 1=46(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-105(LC 10), 6=-105(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=379(LC 1), 8=434(LC 14), 6=434(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-7=-302/59, 2-8=-347/145, 4-6=-347/145 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except Qt=1b) 8=105, 6=105. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 0 Ll tJ�PD LOAD CASE(S) Standard V� 500/v 4018 �4� 00 ONAL February 24 016 7fabricalion, ING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Mal �a i I l lid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • stem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall esign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" 91J:l illg D, required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the n, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPIt Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane ormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. S.'Ht . t na Job Truss Truss Type Qty Ply=715A44074 in (loc) I/deft L/d PLATES GRIP V2 Valleytionall TC 0.43 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10)0.0 1 LumberDOL 1.15 Aipme Lumoer Co., Commerce Dily,O0.60022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:55 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-pVNARh2R_vZCXCdjmS8gbn3faX6JcukZHm7Qrfzhygo 5-10-8 5x6 = Scale = 1:18.6 4 3x4 2x4 11 3x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10)0.0 1 LumberDOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a B DL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (ib/size) 1=229/11-9-0 (min. 0-1-11), 3=229/11-9-0 (min. 0-1-11), 4=570/11-9-0 (min. 0-1-11) Max Horz 1=33(LC 10) Max Uplift 1=-47(LC 10), 3=-53(LC 11), 4=-45(LC 10) Max Grav 1=239(LC 14), 3=239(LC 15), 4=570(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-411/106 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 11; Exp C; Fully Exp.; Ct=1 A 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. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 0 Lr 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \O�P CF�cS' LOAD CASE(S) Standard V� •' Soo/v% FQ O0 �2 4018 SS�ONAL E� February 4,2016 ® WARNING. Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. w . Design valid for use only with M7ek0 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 R u ild ing building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mirek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPiI Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 V3 Valley 1 1 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10) 10.0 Lumber DOL 1.15 Job Reference (o t�aU rylpme Lumber co., commerce Ciiy 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:56 2016 Page 1 ID: CYH D 1 gYxHPPz3CROFKM 1 DzzIA2s-HiwYe1341Dh38MCvKAf37_cswxUgLMei WQszN6zhygn 46 = 2x4 % 2x4 II 2x4 -- Scale = 1:14.2 LOADING LOADING (psi TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10) 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 " Rep Stress Incr YES WE 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 10:0 Code IRC2012/TPI2007 (Matrix) ( Weight: 18 Ib FT = 20/o o 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 Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=158/7-9-0 (min. 0-1-8), 3=158/7-9-0 (min. 0-1-8), 4=313/7-9-0 (min. 0-1-8) Max Horz 1=20(LC 10) Max Uplift 1=-36(LC 10), 3=-39(LC 11), 4=-14(LC 10) 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)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 8) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard o`���PD o UGF�s V . •• SOON F� .0 Ole • 4018 '4 • ' C %0ity0f AI February 2.1,2016 AWARNING -Verifydesi n Parameters andREAD NOTES Of g p rs R N ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ekO 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 g U i1d ing Lij1/j D 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, D5B-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 V4 Valley 1 1 Job Reference (optionall ,-.spine Lumber Co., Commerce C11y,Co.suu22 8.000 s Jan .5 2016 MiTek Industries, Inc. Wed Feb 24 10:11:57 2016 Page 1 ID:CYHD t gYxH PPz3CROFKM 1 DzzIA2s-IUUxsM3i WXpvm Wm6utB IgC918LgG4oZsl4cWvYzhygm Scale= 1:16.8 5x6 = 4 3x4 % 2x4 II 3x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 WEBS 2-4=-332/83 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip plate Grip DOL 1.15 DOL=1.33 TC 0.24 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. BC 0.12 Vert(TL) n/a n/a 999 will fit between the bottom chord and any other members. BCLL 0.0 Rep Stress Incr YES 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and WB 0.07 Horz(TL) 0.00 3 n/a n/a LOAD CASE(S) Standard BCDL 10.0 Code IRC2012lfP12007 (Matrix) 018 Weight: 22 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=162/9-3-11 (min. 0-1-8),3=162/9-3-11 (min. 0-1-8),4=462/9-3-11 (min. 0-1-8) Max Horz 1=25(LC 10) Max Uplift 1=-31(LC 10), 3=-35(LC 11), 4=-44(LC 10) Max Grav 1=170(LC 14), 3=170(LC 15), 4=462(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-332/83 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 A 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. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. NDLIC� q' gs LOAD CASE(S) Standard X.;�• cam 0.0 SOO/V%. Fo Zoo 0%0 018 ity of February 24, 16 idle WARNING- Ve ' est ammet and EAD NO O my d gn p ers R TES N THIS AND INCLUDED MITEK REFERENCE PAGE MII.7479 rev. 10/072015 BEFORE USE. Design valid for use only with M7ekOO 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 79.11dnqviso n building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M iTekO fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI] 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. Rite 1 na Job Tr Truss Type Qty Ply 715A J44uss 074 V5 Valley 1 1 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 10) BCDL 10.0 Lumber DOL 1.15 ce (12Dtionall - - - -- - -- ----- �..a„ ,ocviv Haien inuusuros, mc. uvea reo zv 1u:11:a/ zu10 I'age 1 ID:CYHD1gYxHPPz3CROFKM1DZl'As-IuUxsM3iWXpvmWm6utBIgC931Lpl4pds14cWvYzhygm 2-7-14 5-3-11 2-7-14 2-7-14 Scale = 1:10.0 3x4 = — 2 2x4 2x4 LOADING (psf) TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=3 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 10) BCDL 10.0 Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Matrix Weight: 11 lb FT o LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=192/5-3-11 (min. 0-1-8),3=192/5-3-11 (min. 0-1-8) Max Horz 1=12(LC 10) Max Uplift 1=-26(LC 10), 3=-26(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 5-3-11 oc purljns. 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 quide. 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) 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. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ���.•••••sopN •�s� i- • OO Oi • 4018 ��Ss�ONAL February 2 ® WARNING - Ve111y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-74731., 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �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 M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 of Ridge Job Truss Truss Type Qty Ply 715A 44074 V6 Valley i 1 0 Alpine Lumber co., commerce 0ry,G0.8uu 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:58 2016 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-D42J3i4KGgxm OgLIS biXDPhCFIAepE 1?zkL4R_zhygl 8-0-7 16-0-14 8-0-7 8-0-7 4x6 = Scale = 1:41.2 3x4 // 8 9 7 10 6 3x4 2x4 11 2x4 11 2x4 11 LOADING (psf) WEBS 2-8=-371/242, 4-6=-370/241 NOTES - TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow= plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 10) BCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) We n/a 999 BCLL 0.0 * Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a 8=208,6=208. BCDL 10.0 Code IRC2012ITP12007 Matrix (Matrix) referenced standard ANSI/TPI 1. Weight: 551b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud [MiTe,1, recommends that Stabilizers and required cross bracing talledduring truss erection, in accordance with Stabilizer ation bide. REACTIONS. All bearings 16-0-14. (lb) - Max Horz 1=-197(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 8=-208(LC 8), 6=-208(LC 9) Max Gray All reactions 250 Ib or less at joint(s) 1, 5 except 7=402(LC 13), 8=507(LC 13), 6=507(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-371/242, 4-6=-370/241 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) Gable requires Continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=1b) 8=208,6=208. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. N90C'C��A1,, LOAD CASE(S) Standard Ole2 �OO ; �1ppOi i 010 ONM- Of February 24, 01'6/hea Gid AWARNING - Verl/y design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. gt1/frf171g Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not Dj Of a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ISC MiTek" is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TFII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 715A 44074 V7 Valley 1 1 Job Refemace�(optional) _ .alpine Lumber Co., Commerce Cily,CO.80022 8.000 s in 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:59 2016 Page 1 I D: CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-hHchH25yl83d?pwU?I Dm IdE NA8W6Yhs9C 05d_Rzhygk 4x6 = 3x4 8 7 6 3x4 2x4 I1 2x4 11 2x4 11 Scale = 1:36.3 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30) Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 1 1 0.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 be installed during truss erection, in accordance with Stabilizer BCLL 0.0 Rep Stress In cr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a All bearings 14-0-14. BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 47 lb FT=20% LUMBER- BRACING - WEBS 2-8=-331/217, 4-6=-330/216 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 Stud MiTek recommends that Stabilizers and required cross bracing 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 be installed during truss erection, in accordance with Stabilizer 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Installation guide. REACTIONS. All bearings 14-0-14. will fit between the bottom chord and any other members. (lb)- Max Horz 1=171(LC 5) 8=180,6=180. Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-180(LC 8), 6=-180(LC 9) 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=311(LC 1), 8=411(LC 13), 6=411(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-331/217, 4-6=-330/216 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 II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=lb) 8=180,6=180. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. N90L'C�,t' LOAD CASE(S) Standard 00 500�V*00. '•0o 02: -44018 .� 01 ONAL�E��\S February 24,20 t AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based is for individual 7 a!n Ojl, only upon parameters shown, and an building component, notg a truss system. Before use, the building designer must verify the applicability design incorporate 7Sdn of parameters and properly this design into the overall^ building design. Bracing indicated is to buckling individual prevent of truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek 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. G,,;e< i no Job Truss Truss Type Qty Ply 715A 44074 VB Valley 1 1 Job e ce o ' Alpine Lumber Co., Commerce Cily,CO.80022 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud 6-0-7 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:00 2016 Page i ID:CYHD1 gYxHPPz3CROFKM1 DzziA2s-ATA3UO6aoSCUdzVhZOk?lgnYgYrGH9hlR2qB Wfzhygj 4x6 = Scale = 1:31.1 3x4 'i B 7 6 3x4 '� 2x4 12x4 11 2x4 11 12-0-14 12-0-14 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 5 n/a n/a Code IRC2012fTP12007 (Matrix) 3) Gable requires continuous bottom chord bearing. BRACING - TOP CHORD BOTCHORD PLATES GRIP MT20 185/144 Weight: 38 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins 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. All bearings 12-0-14. Installation guide. (lb) - Max Horz 1=-145(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8),6=-1 65(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=317(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-315/209, 4-6=-314/209 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 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=1b) 8=165,6=165. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. A' L'CF'I/s LOAD CASE(S) Standard • ��)1.0 S •� So0/y '•. �O 00 02 • i • 4018 ONAL �G at February 240NOti f AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE.4 Design valid for use with MDekOO This design is based is only connectors. only upon parameters shown, and for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design and incorporate this design into the overall• 9 ✓�jV� parameters properly building design. Bracing indicated is to buckling individual truss Additional temporary prevent of web and/or chord members only. and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek' fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 278 N. Lee Street, Suite 312, Alexandria, VA 22314. Suit. 109 Job Truss Truss Type —11C DEFL. Ply 715A 44074 V9 Valley 1 1 Vert(LL) n/a n/a 999 MT20 185/144 TCDL10.0 e e ce 'o al llpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:01 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 D7zlA2S-efkRik6CZIKLF74t7jFEg2JiwyAAOc5Sgiak2Jzhygi 5-0-7 10-0-14 5-0-7 5-0-7 4x8 -\ 3x5 4 3x5 2x4 11 Scale = 1:26.5 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 TCDL10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=241/10-0-14 (min. 0-1-8), 3=241/10-0-14 (min. 0-1-8), 4=445/10-0-14 (min. 0-1-8) Max Horz 1=-120(LC 6) Max Uplift 1=-36(LC 8), 3=-47(LC 9), 4=-35(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-286/68 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 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOADCASE(S) Standard ��NDO LICE ;.o SOpti':`�Fo o 02: o• 4018 February24,2016 er u ®WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTeM 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 1,. ii U ild Ing DI VIS N 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 109 Job Truss Truss Type Qty Ply 715A 44074 V70 Valley 1 1 Lo PLATES GRIP Snow=3 Plate Grip DOL 1.15 TC 0.28 Vert(LL) ob ------ �.w��ean ,o c�,o nnien muustnes, I n, uvea ren z4 iu:l Z:ul zuib eagei ^ ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-efkRik6CZIKLF74t7jFEg2Ji0yBMOdoSgiak2Jzhygi 4-0-7 4-0-7 4x6 = 2 4 2x4 i 2x4 II 2x4 �` Scale = 1:22.2 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. PLATES GRIP Snow=3 Plate Grip DOL 1.15 TC 0.28 Vert(LL) MT2 1185/144(Roof 10) 10.0BCLL Lumber DOL 1.15 BC 0.11 Vert(TL) :in(Io:c)1:/defl:L/d: nTCDL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0. BCDL 10.0 Code IRC2012rrP12007 (Matrix) Weight: 23 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=216/8-0-14 (min. 0-1-8), 3=216/8-0-14 (min. 0-1-8), 4=295/8-0-14 (min. 0-1-8) Max Horz 1=94(LC 4) Max Uplift 1=-46(LC 8), 3=-54(LC 9) 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=25fl; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard o�6�'PD O LIC V .•' p S004/% • k 4-&44018 ;002 9��NA :o Februa424,416� ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev, 10/072015 BEFORE USE. 3D, Design valid for use only with MTek(D connectors. This design isbased only upon parameters shown, andisforan individual building component, notQUI/a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall dbuilding. design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing R Ait' - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V T 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 I f19 Job ---------------- Truss Truss Type Qty Ply 715A 44074 V11 Valley 1 1 MT20 185/144 81pine Lumber Co., Commerce CAy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:02 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-6slgv47gK3SCsHf3hRmTNFsvNMYR14MbuMJHalzhygh 3-0-7 6-0-14 3-0-7 3-0-7 4x6 = 4 2x4 // 2x4 II 2x4 \\ Scale= 1:17.6 LOADING (psi TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30) Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 1 Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a B DL 10.0 Code IRC2012/TPI2007 Matrix ( ) Weight: 171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing [MTel be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (Ib/size) 1=156/6-0-14 (min. 0-1-8), 3=156/6-0-14 (min. 0-1-8), 4=214/6-0-14 (min. 0-1-8) Max Horz 1=68(LC 5) Max Uplift 1=-33(LC 8), 3=-39(LC 9) 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. LOAD CASE(S) Standard A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,711.7473 rev, 1010312015 BEFORE USE. Design valid for use only with MFekO 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. PDO LIcF4 I.0 so sON •ti0.F4 O: 018 February x4,2016 rty of heat eatsdc MiTek' 7777 Greenback Lane UIlding 0,,7,So Job Truss Truss Type Qty Ply715A PLATES GRIP 44074 V12 Valley 1 1 Reference Alpine Lumber Co., Commerce City,C0.80022 2-0-7 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:03 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-a2rC7Q8T5Na3UREFE8HivTP6YItvUX6k703r7Czhygg 3x4 = 2 2x4 �i 2x4 '� Scale = 1:11.2 LOADING (psf) TOLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=300) Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 1.0.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 10 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. rthat Stabilizers and required cross bracing einlled during truss erection, in accordance with Stabilizer [MiTe'llecommends stallation guide. REACTIONS. (Ib/size) 1=163/4-0-14 (min. 0-1-8),3=163/4-0-14 (min. 0-1-8) Max Horz 1=-42(LC 4) Max Uplift 1=-19(LC 8), 3=-19(LC 9) 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 ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r90 Ll • SOpN �'•0° °2: U G 4018 a. .01 •(�� ONAk- C Ity of February 24 fiol"q, AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERENCE GE Mll-7473 ev.1010312015 n y g p NEPA M 17473 r. 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 �U/,ff /h9 SIV 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 taus 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 109 Job Truss Truss Type Qty Ply715A (Roof Snow=30.0) 44074 V13 Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) TL n/a n/a 999 ( be installed during truss erection, in accordance with Stabilizer BCLL 0.0 Rep Stress Incr YES WB 0.10 nip,uc ��,,,uo, amu., wnin,e, ue �„y,w.ouu« 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Page 1 I D:CYHD 1 gYxHPPz3CROFKMI DzzIA2s-2EPaKm95sgiw6bpSorpxSgxEr9DDDznuMgoOfezhygf 5-10-2 5-10-2 4x6 = 3x4 // 8 7 6 3x4 2.4 11 2x4 11 2x4 11 Scale = 1:30.2 LOADING (psf} TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) TL n/a n/a 999 ( be installed during truss erection, in accordance with Stabilizer BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a All bearings 11-8-5. B DL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 37 lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-8-5. (lb) - Max Horz 1=-140(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown WEBS 2-8=-318/212, 4-6=-318/212 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 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=1b) 8=165,6=165. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. NO 0 LI�Fq' LOAD CASE(S) Standard 7S V •p S�0 •••FO •• �2 • 4018 �0 Ss�ONA� Febru ky ,2016 ® WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-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• UI 1(11 mj Divison 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 Job Truss Truss Type Qty Ply PLATES GRIP (Roof Snow=30.0) V14 Valley 1 1ob [15A44074 Reference (ootionall -Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Pagel I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-2EPaKm95sgiw6bpSorpxSgxDa9C6Dz_uMgoOfezhygf i 4-10-2 9-8-5 4-10-2 4-10-2 4x8 '� 3x5 3x5 // 2x4 11 �� Scale = 1:26.5 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 185/144 TCDL10.0 Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 28 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing [be installed during truss erection, in accordance with Stabilizer nstallation nide. REACTIONS. (Ib/size) 1=231/9-8-5 (min. 0-1-8), 3=231/9-8-5 (min. 0-1-8), 4=426/9-8-5 (min. 0-1-8) Max Horz 1=115(LC 7) Max Uplift 1=-34(LC 8), 3=-45(LC 9), 4=-34(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=-274/65 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOADCASE(S) Standard O\,O�PQOLI(F'l/s V i 0 500 O% FQ • O 0.i 4018 Ss�ONM- y Oi February 4 2016 �4 ®WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek(D 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 19�U!) ding Di VISCfI building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Truss Truss ype awy ply PLATES GRIP V15 Valley 1 Vert(LL) n1a n/a 999 [715A__ Pf, �Ipm. �.64­ C..' co—M.— CAY'co—u— B.UUU s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:05 2016 Page I ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-WRzyX5Ajd_qnjkOeMZKA?UUPtZZUyQt1 aKYyB4zhyge 3-10-2 7-8-5 3-10-2 3-10-2 46 — 4 2x4 2x4 11 2x4 Scale = 1:21.3 LOADING (pso TCLL 30.0 SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.25 Vert(LL) n1a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 13C 0.10 Vert(TL) n/a n/a 999 BCLL 0 0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a ' BCDL 10.0 Code IRC2012rFP12007 (Matrix) Weight: 22 lb FT = 20% LUMBER- BRACING- TOPCHORD 2x4 SPF No.2 TOP CHORD BOTCHORD 2x4 SPIF No.2 BOTCHORD OTHERS 2x4 HF Stud REACTIONS. (lb/size) 1=204/7-8-5 (min. 0-1-8), 3=204/7-8-5 (min. 0-1-8), 4=280/7-8-5 (min. 0-1-8) Max Horz 1 =89(LC 5) Max Uplift 1 =-43(LC 8), 3=-52(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 6-0-0 oc purlins 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. I NOTES - I ) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=l 11 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=l.l 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joirl 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSlrTP1 1. LOAD CASE(S) Standard ,& WARNING - Verify design .rarraters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 re, 1010312015 BEFORE USE. Design valid for use only with Mrrel<0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 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/11,11 Quality Criteria, DSO -89 and BCS1 Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. &6��,JND 0 L Soo/vo. ..0 0. 17 0 000 0 0 0/ 4018 oo:' 0 00 00 O.o 0 �M_ NN- kk of February ?'4,2016 e vv" oe Building Divis n 7777 Gr­nback Lane Job Truss Truss Type Qty Ply715A PLATES GRIP 44074 V16 Valley 1 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) eence (optional) 'opine Lumber Co., Commerce CRy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:06 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKMI DzzIA2s-_dXKIRAL01yeLuygwGrPX51 chzsKhtsBp_HVjXzhygd 2-10-2 5.8-5 2-10-2 2-10-2 3x4 = 2x4 'i 2x4 Q Scale = 1:16.8 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.25 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Weight: 14 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SPF No.2 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 uide. REACTIONS. (Ib/size) 1=244/5-B-5 (min. 0-1-8), 3=244/5-8-5 (min. 0-1-8) Max Horz 1=-63(LC 4) Max Uplift 1=-28(LC 8), 3=-28(LC 9) 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 II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/07/2015 BEFORE USE. Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, building ldin designer must verity ty the applicability design parameters meters 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 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ,p,DO CIc SOON �sF4 O' 2 O; 44018 '/ONAL5 City Of _=br.= 4,2016 M11 R" MiTek*19IJiiding C)ivi; 7777 Greenback Lane . __., __......_. ___..__._____,32G1Gl iT.k i„uDaniea, inc. vveaheDL41u:1L:u7Lui6 Pagei I D: CYH D1 gYxHPPz3CROFKM 1 DzzIA2s-Sp5jynBz9b4V72X1 T_Me4JZojN EFQK6K2e12Gzzhygc 1-10-2 3-8-5 1-10-2 1-10-2 ' 3x4 = Scale= 1:10.4 2 2x4 1i 2x4 \\ LOADING (psf) TCLL 30 Truss Truss Type Qty ply 715A [440:747 V17 Valley 1 1 Lumber DOL 1.15 Alpine I umher C, r MMerCe Cit rn ..ng, BCLL 0.0 Rep Stress Incr YES ....... ...� �� ._..... ... . _ . . __., __......_. ___..__._____,32G1Gl iT.k i„uDaniea, inc. vveaheDL41u:1L:u7Lui6 Pagei I D: CYH D1 gYxHPPz3CROFKM 1 DzzIA2s-Sp5jynBz9b4V72X1 T_Me4JZojN EFQK6K2e12Gzzhygc 1-10-2 3-8-5 1-10-2 1-10-2 ' 3x4 = Scale= 1:10.4 2 2x4 1i 2x4 \\ LOADING (psf) TCLL 30 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 9lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (Ib/size) 1=144/3-8-5 (min. 0-1-8),3=144/3-8-5 (min. 0-1-8) Max Horz 1=37(LC 5) Max Uplift 1=-17(LC 8), 3=-17(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-5 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 Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11 1mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 1. LOAD CASE(S) Standard ® WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. Design varid 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 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 Safety Information available from Truss Plate Institute, 218 N. Lee Street. 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"Request an inspection before 11:59 p.m. (midnight) to receive an inspection the following business day.** Inspector Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Inspector Initials Comments Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter a .14 , r7 _ Do Not Pour Concrete Prior To A proval Of The Above Inspections Underground/Slab Inspections Date Inspector _ Initials Comments Electrical Sewer Service -- Plumbing j DO Not Cover Un_r1 rnrnllnrll nr Rnlnu.rim 141. 1AI-1, n-:__ T- w_______ _ — nspections - -- - Date Inspector • •+' %F P%F+F+1 VVaI V1 l ne moove Inspections Comments Initials athing c I r oc)ll Tieectricumbing/Gas khe Linechanicalming Rough Grading Insulation Drywall Screw/ Nail Final Inspections Date Inspector Initials Comments Landscaping & Parking / Planning Dept. 5 Ii from these entities should be requested ROW & Drainage / Public Works Dept. ; r oadvance. For landscaping and parking iall 303-235-2846. For ROW and drainage inall 303-235-2861. For fire inspections Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. cacere Protection District for your project. Final Electrical 6T Final Plumbing l Final Mechanical Roof Final Window/Doors Final Building NOTE: All items must be completed an app ved by Planning, Public Works, Fire and Building before a Certificate Of Occupancy is issued. Approval of the Final Building inspection does not constitute authnri7_qfi-„ „f,,, "For low voltage permits — Please be sure that rough inspections are completed from the Fire District and electrical low voltage by the Building Division. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather City of Wheat Ridge Single Family - New PERMIT - 201700590 PERMIT NO: 201700590 ISSUED: 07/11/2017 JOB ADDRESS: 5275 Pierson CT EXPIRES: 07/11/2018 JOB DESCRIPTION: New single family detached with 3 car garage; unfinished basement; 2 car front load garage; 1 car side load garage; 3 bedroom, 2 bath - 4,373 sq ft Unfinished basement - 1469 sq ft; Main Floor - 2147 sq ft; Garage - 662 sq ft; Covered front porch - 95 sq ft *** CONTACTS *** OWNER (303)506-1694 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)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 271,065.94 FEES Total Valuation 0.00 Plan Review Fee 1,456.94 Use Tax 4,879.19 Permit Fee 2,241.45 Engin. Review Fee 150.00 ** TOTAL ** 8,727.58 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall ve 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. r ac flow Consulting TestingRepair, & Inc. Phone: (303) 537-0126 www.backflowconsulting.com info@backfiowconsulting.com Assembly Serial #: T261616 Test Date/ Time: 2/23/2018 12:38:39 PM Tester Certification #: 06-00615 Assembly Test Results ® Pass ❑ *Fail Water Supplier: N/A Meter #: Service Location: QUAIL RIDGE 08 Facility Address: 5275 PIERSON CT City: WHEAT RIDGE ST: CO Zip: Contact Person: Phone: Owner/Mgmt Co/Contractor: REMINGTON HOMES 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 Tvoe Of Use Protection Orientation Inlet Outlet A Type: ❑ RP ❑ DC ® PVB ❑ Air Gap El Domestic El Containment ❑Horizontal ® I i Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' G ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' ¢ Previous Assembly #: ® Irrigation ❑ Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 75 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 M Relief Valve 4 (RP) c Buffer CZ (RP) Air Inlet 5.0 OPENED FULLY C (PVB) I' Shutoff Valve #1: XTi ht ❑Leakin F laced Shutoff Valve #2: Tight ❑Leakin nRe laced Back Pressure: Eyes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: DRAINED ASSY. DID NOT WINTFRIZF ASSY o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: Y Test Kit Make: MidWest Model: 845 4-1 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. Testing Company: Backflow Consulting Testing & Repair, Inc ai Tester Name:Phone: Nick Roman41 (303) 537-0126 Signature: Certificate Expiration Date: 1/16/2019 o m r, m p N Ln ry m N N m .. N -0 v E Q Z 0) ♦ C71 r .� m 4) m cr x x +' r- N rt' N O 0 r Vy�rr in in r m 4A C C d N cu J ko Ln N m O r 2 4w v V W a a i+ m E +F� LU OA a u N E ro v p a2 v �' u Xx LL° L N D _ a-. . - Q7... to O ++ -Ci r- 0 D o o o, 4, a o ZV2JLAU F- 4a V 4wr.0 OTt c JOS OLA w o _ w .... 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E g N Remington Homes Builder Name: Permit Date/Number: Home Address 5275 Pierson Ct Wheat Ridge, CO EnergyLogic Rating Company: Rater ID (RTIN): 8664221 Rating Date: 02120/2018 Version: 3.0 Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved LM comfort and lower utility bills Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test: 1246 CF1M50 (1.8 ACH50) tram the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency. U -Value: 0.30 SHGC: 0.31 Heating, Cooling, and Ventilation System Energy Efficient Lighting and COP Appliances M A high -efficiency heating, cooling system, and Energy efficient produrls to help reduce utility bills, ventilation system that is designed and installed for while providing high -!quality performance. optimal performance. ENERGY STAR Qualified Lighting' 100% Total Duct Leakage Duct Leakage to Outdoors 99 CFM25 Rough -in, with Air 0 CFM25 ENERGY STAR Qualified Appliances and Fans, Handier Refrigerailicirs: 0 Dishwashers: I Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans:4 Furnace - Natural Gas - 92.1 A FUE Primary Water Heater (System Type - Fuel Type - Efficiency). Primary Cooling (System Type - Fuel Type - Efficiency): Water Heater - Natural Gas - 0.69 Energy Factor Air Conditioner- Electric - 16 SEER This certificate provides a surnmary of the major energy efficiency and other construction HERS' Index features that contribute to this home coming the ENERGY STAR, including its Home, Enongly Rating SYSterr, (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing performed by a trained professional The Home Energy Rating System is a natio,rally-recognaed Home Home Homes uniform measurement of the energy efficiency of homes. Note that when a home contains multiple performance levels for a particular feature (e.g.. venclow efficiency or insulation levels), the predominant value. is shmvn. Also, fromes may be certified to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly 0 selected from a set of homes for representative inspections and testing In such cases, the Energy f—try features found in each home within the set are intended to meat or excood the values presented on this certificate The actual values for your home may differ, but offer equivalent of Wier performance This cerlificalavvas printed using EkcxropeT (V— or, 2.2.4.1855). Thiiiii... ons ural Learn more at www.energystavgovrhonnefieatuims IECC 2012 Performance Compliance Property Organization Remington Homes EnergyLogic 5275 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 02120/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5275 Pierson Ct Remington Ekotrop+ Remington Homes Annual Energy Cost Design IECC 2012 Performance Heating $650 Cooling $109 Water Heating $134 SubTotal - Used to determine compliance $893 Lights & Appliances $826 Onsite generation $0 Total $1,718 405.3 Performance-based passes by 20.4% nergyLogic anal,.,.. �­„9h,. a.�...�.. 402.4.1.2 402.5 compliance Air Leakage Testing Area -weighted average fenestration SHGC '' 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency 1 -1 -Factor Mandatory Checklist 0 M Q As Designed Design exceeds requirements for IECC 2012 Performance compliance by 20.4%. Name Organization Mark Lane EnergyLogic Signature: Date: Feb 20, 2018 Ekotrope RATER - Version 2.2.4.1865 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited HERS Ratinq Tool. $478 $99 $134 $710 $811 $0 $9,521 c oco 06 &WO CO Lf).0 Ln Q) i� 0) 0 N 'E m O 04 O C) LL Z: W UJ 0 r — a) :D LU 0') O tO E < C? N CO CD I? M (D -'aw - - a) 0 C) M 0 n LO UJ z m♦ c 0 E LO N m Cj Z (D .0 >1 LL C: 0 c '0 C) C_- L) a) r o cn C) 0) LL < 0. U 0 am " U. U7 47 0 u w 0 0 lC CL m M ti CL CU CL m cz CL E Ln co 0 u O 2i C) .0 d) ch -C o .2 m a) M CD "ZI, E -0 c o a- C o m 0 'a U. M U E Lr- E 0 m -0 m 1- 0 a) LL > 0 0 m ll Q Q) i� 0) 0 N 'E m O UEC°201===eU 5275 Pierson Ct �HERSC�,,Index Score: 50 � Building Envelope Specs Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-18 Exposed Floor: R-50 Slab: R -O Infiltration: 1248CFM58(1.8ACH5O) Duct Insulation: R-0 Duct Leakage: OCFM25 Window & Door Specs Window: D = 0.300. SH6C = 0.310 Door: R-7 Heating: Furnace ^ Natural Baa ^ 921 AFUE Cooling: Air Conditioner ^ Boohio ^ 18 SEER Hot Water: Water Hoatev^ Natural Gas ^ 0.89 Energy Factor n a Builder mr'Design Signature: 2005 EPA,ct Energy Efficient Home Tax Credit (13-001) Property Organization Remington Homes EnergyLogic 5275 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 02/20/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5275 Pierson Ct Remington Ekotropt Remington Homes RESNET Confirmed Rating. Normalized Modified End -Use Loads (MBtu / year) Category 2006 IECC 50% As Designed Target Heating 32.2 27.6 Cooling 4.4 4.2 Total 36.6 31.8 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.024 Slab R: 0.0 Window U: 0.300 (QnergyLogic Envelope Loads (MBtu / year) Category 2006 IECC As Designed 90% Target Heating 58.0 36.4 Cooling 8.0 7.7 Total 66.0 44.1 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 16 Duct Leakage to Outside: 0.0 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. Name: Mark Lane Signature: ./ " � A'� Organization: EnergyLogic Date: Feb 20, 2018 Ekotrope RATER - Version 2.2.4.1865 This information does not constitute a warranty or guarantee of hone energy performance ()nergyLogic Property Organization Remington Homes EnergyLogic 5275 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 02/20/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5275 Pierson Ct Remington Ekotropf Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1246 ACH50 (Calculated) 1.8 ELA [sq. in.] (Calculated) 68.5 CFM50 (Calculated) 1246 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] Leakage to Outdoors [CFM25 / 100 s.f.] Leakage to Outdoors [CFM25 / CFA] Total Leakage Test Type Total Leakage [CFM @ 25 Pa] Total Leakage (CFM25 f 100 s.f.] Total Leakage [CFM25 / CFA] to Rough -In, with Air Handler 99.0 2.6 0.026 Mechanical Ventilation Rate [CFM] 67.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 67.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 67.5 Ekotrope RATER - Version 2.2.4.1865 RESNET HOME ENERGY OnergyLogic RATING Standard Disclosure a..',.'. For home(s) located at: 5275 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page.- 1. age:1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. �2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design JWJ B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself Wj D. Training for sales or construction personnel E E. Other(specify) 3. The Rater of the Rater's employee is: EA. The seller of this home or their agent E B. The mortgagor for some portion of the financed payments on this home W? C. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home D4. 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): Installed in this home by ERater DEmployer Rater Employer ERater FlEmployer Rater EEmpicyer Rater EEmployer Rater EEmpioyer OR is in the business of Rater EjEmployer Rater DEmployer ERater EEmployer Rater DEmployer Rater EEmployer Rater EEmployer []5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 8664221 Name: Mark Lane Signature:�►'�-t- Organization: EnergyLogic Date: Feb 20, 2018 I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet. us/standards/RESN ET_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 i CITY OF WHEAT RIDGE _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office . (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: —r Job Address: Permit Number: 5"9 c� &1 r0 ! iso 1-'; /!Gi' C ❑ No one available for inspection: Time 1 AM/19 Re -Inspection required: Yes When corrections have been made, call for re -inspection at 303-234-5933 Date: Q/� j3/ ) 3 Inspector J cQ! ®O 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: HD -_ -F' p Job Address: S c�.ie l 5���, C4 - Permit Number: o� I C) `) �5 i, F'' 1,?tel ��►a r!) v�) isl`,'�y ❑ No one available for inspection: Time I2r00 AM/6 Re-Inspection required: Yes oNo When corrections have been made, call for re -inspection at 303-234-5933 K<;:� Dated l a ��/ Inspector:_ % E` DO NOT REMOVE THIS NOTICE I 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: y 3 + N�.� f �� Ckf- + cc,i f2e Job Address: '� a Permit Number: Q O / - - 0 C (D t ed ❑ No one available for inspection: Time + ��d AM/ Re -Inspection required: Yes (N¢ When corrections have been made, calf re -inspection at 303 -234 - Date:— (% 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: y 0 ;S F. . R Job Address: 5-,3k-7 ) (e , 7z p z) C', Permit Number: a c) I q S 9 c) ❑ No one available for inspection: Time % \e wpm Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Q r ac Inspector n., DO NOT REMOVE THIS NOTICE ;1 i --r, 1* � 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: L� I s ? , f Job Address: �,. -71' P rS= „ a ('-f-- _ Permit Number:��► E ,3rZ t INtoM12) fi) L_i t ff 3 134eC j yZ_ e tuti n\ �C { �fLe Lk (-n ei ro si_-cA fix+ s c. C X99 {12 jiluCsz LEI ❑ No one available for in pection: Time) O .570AA! /PM Re -Inspection required: es No When corrections have been ma e, call for re -inspection at 303-234-5933 f'— Date:A 1 Inspector:g ; 10 DO NOT REMOVE THIS NOTICE 5� E 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: 4 J !�;_ f • Job Address: '�3_rD 7 `i a e r�� C�- Permit Number: Qct 1-4 c�) 0 CD ❑ No one available for inspection: Time/ A PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date:a ?J�, 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: kA J:2 F, R P- Job Address: Q -7 � P r e (--!� .tip C+ Permit Number: v 1-4 cD S` a c7 C ❑ No one available for inspection: Time 30 (44PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 DateQ) a(, 11 S Inspector DO NOT REMOVE THIS NOTICE d . moi'a .w �iy�oft 9Weat _idge COMMUNITY DEVELOPMENT Landscapin_z Escrow Afreement This agreement made this 26th day of February 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5275 Pierson Court In the event that the installation of landscaping is not completed by the developer by June 1, 2018, the City of Wheat Ridge or its designee shall have the right to enter upon said property to construct and/or install such improvements or do other such work to accomplish that purpose as may be necessary, provided that the City of Wheat Ridge shall first give notice in writing to the property owner of its intent to do so. If the City of Wheat Ridge exercises its right to perform work of any nature, including labor, materials and use of equipment either by force account or contract, the City shall have the absolute right to withdraw the escrow funds to complete said improvements. The only precondition to the City's right to withdraw the funds for this purpose shall be a letter from the Community Development Director, stating that the improvements have not been completed or provided and that the compliance date of June 1, 2018, has expired. Approved and Agreed: General Contractor: -, Signature �S Print N e 5 a L , Business Address / Phone O? -9& h � Mif Cr -x) ad l Date Title City of Wheat Ridee, Colorado By: Title: slo - �P,�24�� - Date: --V - a-5 - / S 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: 4 �'I F / 2 Job Address: S` 2_ `7 g- r C-tt . Permit Number: 0(o 1 4 c7o ❑ No one available for inspection: Time (I 3a 'PM Re -Inspection required: Yes �No When corrections have been made, call for re -inspection at 303-234-5933 Date:_j 10'411 t'� InspectoC - . 6 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: 32-0 PW (VJA u-- S -V-- U1 Job Address: ��-��� ���4LSQQ GT Permit Number: 2y17t'X�IC) ❑ 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 �2 z� Date: Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 25 I c�t'So/4 C 7— Permit Number: ❑ No one available for inspection: Time �� �-A !P'M Re -Inspection required: Yes (No When corrections have been made, call for re -inspection at 303-234-5933 Date:, , %7 Inspector: DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 304E97_310 15M Job Address: 5�d-% E , e _5 On G ?L Permit Number:!? L ►'� ❑ No one available for inspection: Time % I j_ AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Dater / Inspector: ?17T)4 DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE nn,, � Inspection Type: a -)U _H.�:� ( �-QlmA , M , P Job Address: 2 1 JU CT- Permit Number: '2Q (- j Q O 5_q D ;t LJNo one available for inspection: Time 2o wpm Re -Inspection required: Yes No When corrections have been made, call re -inspection at 303-234-5933 Date: 7i Inspector, e 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: -521-15 p 1 leo cr Permit Number: DD 1 -1 00 541 Q t VODPOZ 0 C� s b' ❑ No one available for inspection: Time I`2 Re -Inspection required: Yes No When corrections have been made, call fir e -inspection. -at 303-234-5933 i 4 Date: � �N'b/11—inspector: '� C DO NOT REMOVE THIS NOTICE 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: /y/ L �� Job Address: �r 2 7 T J" / r�'c S (;4a C- T Permit Number: 2 �7 Q 0 S o ❑ No one available for inspection: Time ' ?> AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspe ion at 3-234-5933 / c Date: ! _ Inspector: '7 -inspector: r/ DO NOT REMONOTICE A i CITY OF WHEAT RIDGE _��9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ; _ •- f Job Address: ` ✓ `� S"� C Permit Number: °i ❑ No one available for inspection: Time '­� AM/PM Re -Inspection required: Yes &0 When corrections have been made, call for re-inspe�in303-234-5933 Date: ,/0 -/ / / Inspector: 'jf = CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: JC V/ `z — Job Address: 5 `i S (� f� Soy C- Permit Number: ❑ No one available for inspection, Time AM/PM Re -Inspection required: Yes {No. When corrections have been made, call for re-insgec on at 303-234-5933 rl d Date: �' - �'✓ ° Inspector: `�" i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION JOTICE Inspection Type: 5 ►` rG F Job Address: P.! r) Permit Number: O ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes o When cor71;117 have been made, call for re -inspection at 303-234-5933 Date: Inspector: 7)Y_ 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: M 12 Job Address: 50-)s PIC/11,50/i CT' Permit Number: 201 % C)05 l(--> b 1r7,,,A d .311 t- 1-0 P, ey'l d, (z g � ❑ No one available for inspection: Time 01 AM/PM Re -Inspection required: YP � No When corrections have been made, call for re -inspection at 303-234-5 Date: qlg // Inspector: bq rg 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 b INSPECTION NOTICE Inspection Type: �� V Job Address: -Z � %� A.S0X7 C Permit Number: r ❑ No one available for inspection: Time U)Ulf AM/PM Re -Inspection required: Yes CIVo When corrections have been made, can for re -inspection at 303-234-5933 -'L _� 1 l Date: Inspector: r DO NOT REMOVE THIS NOTICE 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: Ou Job Address: 5,Z1 5 )Pi C7 Permit Number: 20F7 000 5010 LD _ f ❑ No one available for inspection: Time "'?:)6 AM/ M Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 f Date: (.P 1 Inspector: DO NOT REMOVE THIS NOTICE o o% �2 , vl ctty or iheatMZ�e c�,t it � 9 "ELOI': iEN i City of'Wheat Ridge Municipal Building 7500 W. 29" Ave, Wheat Ridge, CO 80033-8001 P: 303.233.2846 F: 303235.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to the placement of concrete and before proceeding with any further construction. r r DATE: PERMIT# ADDRESS: 6,- t `'T LOT 1 Z , BLOCK _. U i d ; "L SUBDIVISION I hereby certify that the elevation and location of the structural foundation for the above property described above has been measured by me or directly under my supervision. The foundation setbacks and elevations for all building corners as stated herein have been found by me to be in compliance with all municipal setback and elevation requirements, and all civil engineering and Building Permit construction plans as approved by the City of Wheat Ridge. The NILNINIUN11 SETBACK DISTANCES from the property lines have been determined to be: FROM M 2 ..i REAR: 0 { SIDE: `�. � ` SIDE: 0LT 1 The MINIMUM ELEVATION has been determined to be: 53-7 (NAvD88). The above measurements ha een determined on the following location: Check only one): Top of foundation prior to placement of concrete Top of proposed foundation subsequent to placement of concrete The setbackeandl nation measurement locations are identified on the attached exhibitSigned Print y'; Date sional Surveyor �JQ FOR OFFICE USE ONLY L LApgrav by: Inspector Date (Surveyor's Seal) Rev 12!06 LL�and IMPROVEMENT LOCAiIOP>l CERTIFICATE S Surveys (FOUNDATION ONLY) 5511 WEST 56TH AVENUE, SUITE 240 ARVAbn, CO 90002 P:(720) 242-9732 F:(720) 242-9654 LOT 1: BLOCK LOT 11 BLOCK 1 R BOW TBC FL EOA LEGAL DESCRIPTION LOT12, BLOCK 1, 0 1110 —20 QUA I RIDGE ESTATES RESU C� RESUBDIVISION, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, SCALE: 1"=20' STATE OF COLORADO. NOTES 1, 1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR REMINGTON HOMES, THAT IT IS NOT A LAND SURVEY PLAT OR IMPROVEMENT SURVEY PLAT, AND THAT IT IS NOT TO BE RELIED UPON FOR THE ESTABLISHMENT OF FENCE, BUILDING, OR OTHER FUTURE IMPROVEMENT LINES. THIS CERTIFICATE IS VALID FOR USE ONLY BY REMINGTON HOMES AND DESCRIBES THE PARCEL'S APPEARANCE ON AUGUST 22. 2017. 2. 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS JONATHAN R, LANCE DATE, AUGUST 22, 2017. EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE COLORADO REGISTERED BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAI THERE ARE NO ENCROACHMENTS PLS p 37908, FOR AND UPON THE DESCRIBED PREMISES BY IMPROVEMENTS ON ANY ADJOINING PREMISES, EXCEPT ON BEHALF OF LANGE AS INDICATED, AND THAT THERE IS NO APPARENT EVIDENCE_ OR SIGN OF ANY EASEMENT LAND SURVEYS. LLC _ CROSSING OR BURDENING ANY PART OF SAID PARCEL, EXCEPT AS NOTED. [Ina uuluaER 1911-ans LEGEND IL'=PROPERTY LINE BOW=BACK OF WALK TBC=TOP BACK OF CURB =FLOW LINE EOA=-EDGE OF ASPHALT TGB=TOP OF GRADE BEAM UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT TBM=TEMPORARY BENCHMARK =CONCRETE =FOUND q5 REBAR WITH PLASTIC CAP PLS NO. 36561 50=FOUND NAIL & DISK OFFSET SHOWN PLS NO. ILLEGIBLE © =CABLE TV PEDESTAL XI=ELECTRIC PEDESTAL n =TELEPHONE PEDESTAL ELECTRIC TRANSFORMER W =WATER SERVICE TV S =SANITARY SEWER ® 5ERVICE DRAWN BY: I DATE DRAWN BY: DATE= _ nRAWfJ RY� AG112 nATF nR !77 !17 = t City of W eat Ridge Single Family - New PERMIT - 201700590 PERMIT NO: 201700590 ISSUED: 07/11/2017 JOB ADDRESS: 5275 Pierson CT EXPIRES: 07/11/2018 JOB DESCRIPTION: New single family detached with 3 car garage; unfinished basement; 2 car front load garage; 1 car side load garage; 3 bedroom, 2 bath - 4,373 sq ft Unfinished basement - 1469 sq ft; Main Floor - 2147 sq ft; Garage - 662 sq ft; Covered front porch - 95 sq ft *** CONTACTS *** OWNER (303)506-1694 REMINGTON HOMES OF COLORADO IN GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind -Krug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene. Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK%LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 271,065_.94 FEES Total Valuation 0.00 Plan Review Fee 1,456.94 Use Tax 4,879.19 Permit Fee 2,241.45 Engin. Review Fee 150.00 ** TOTAL ** 8,727.58 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall ve 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 (251) 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. City of Wheat Ridge Single Family - New PERMIT - 201700590 PERMIT NO: 201700590 ISSUED: 07/11;2017 JOB ADDRESS: 5275 Pierson CT EXPIRES: 07/11/2018 JOB DESCRIPTION: New single family detached with 3 car garage; unfinished basement; 2 car front load garage; 1 car side load garage; 3 bedroom, 2 bath - 4,373 sq ft Unfinished basement - 1469 sq ft; Main Floor - 2147 sq ft; Garage - 662 sq ft; Covered front porch - 95 sq ft 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 e it. I further attest that I am. legally authorized to include all entities named within this document as parties to the work to be perfo ed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. J1 a -W �. Wry Signatuk o� OWNERS or CONTRACTOR (Circle one) Date I 1. This pe t was issued based on the information provided in thepermit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writingand b received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees andprocedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of 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 andspecific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, an violation 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. City ®f Wh6atRiAl COnnMUNlTy DEVELOPMENT Buildings &inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Orifice: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 mrr I FOR OFFICE USE ONLY Date: Plan/Permit 1 � �qo Plan Review Fee: W ImM Building Permit Application a ��- *'° Please complete all highlighted areas on both skies of this form. Incomplete applications may not be roces ed. Y P Property Address: Property Owner Email: Mailing Address: (if different thanpropertyaddress) Address: �`l` h �� t �i ,S— �yC� 4R Architect/Engineer: L� cz- aa-F-,n+Lf-"- Architect/Engineer E-mail: Contractor: Contractors City License #: I (PO `1 Phone: Contractor E-mail Address: Sub Contractors: Electrical: L' (ja (-Lr Ct C_ Plumbing: ('(MnJ Mechanical: S� �h C, (j, 10 1 145 W.R. City License # C 6 %_75 W.R. City License # (��� W.R. City License # $Qa 5 (p ,u Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this foram 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.)� �� l9 ��m I I �ActC� I czt�� 1 c�Qr�; o� 'I L K At aVA G a l,- U 4-a ,)g �+ cove -4z& * rA 11-1 Sq. Ft./LF Btu's Gallons Amps Squares 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. CIRCLE ONE: (OWNER) (CONTRACTOR) o(AUTHORIZED REPRESENTATIV of OWNER) (CONTRACTOR PRINT NAME: SIGNATURE:U DATE: DEPARTMENT USE ONLY ZONING COMMMENTS:r OCCUPANCY CLASSIFICATION: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLICWORKSC MENTS:W 0) k,,,C � 6 ca,.ul \6c�kL�I SppOC,.4j L,-k,`kln�� Reviewer: a�., ��,(- �. ✓w I cak,L"L e. PROOF OF SUBMISSION FOR -v ` t—C Fire Department ❑ Received ❑ Not Required L Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ E `- City of SINGLE FAMILY/DUPLEX Wheat R09C BUILDING PERMIT APPLICATION REVIEW PUBLIC WORKS Date: I g Location: ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a located at the above referenced address. Please note the comments checked below. 1. tZ Drainage: a. Drainage Letter & Plan required: Yes _ / No b. Site drainage/grading plan have been reviewed and are: --"'OK ��- efer to stipulations. 2. ✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes ✓ No Completed b. curb & gutter: Yes ✓ 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: $ _✓ 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. _t'/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Appli tion, subject to the stated requirements and/or attached stipulations. Signature " ;Tinian Date 5. NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s Signature 6. V Stipulations Mark Van Nattan Date 12-00 t- b t'Ga.' V\ L,s -� L e, C�,' C -C-4 e L +cs 4'` 15-� 7. i✓ A Grading Certification Letter from the Engineer -of -Record accompanied by an Improve Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. Location 8. y 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 i City of J Wh6at Ldge BL1C WORKS City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: Location of Construction: J 21 S v V, CA-„ Purpose of Construction: i ��, a. �, �l, Single Family V Commercial Multi -Family Op Development Review Processing Fee: ................................................ $100.00 $ (Required of all projects for document processing) c� Single Family Residence/Duplex Review Fee: ..................................... $50.00 $� _ZX jt- 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 1St and 2nd submittals): .......................... $600.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the 1St 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: s Resubmittal Fees: 3rd submittal (%2 initial review fee): .................................................... $300.00 $ 4th 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): 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.coms Rev 12112 c it y of, Ccs <jgc l'uill is WORKS City of Wheat Ridge Municipal Building 7500 W. 29b Ave. Wheat Ridge, Co 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: tS Is/ 1-1 ADDRESS: S -L.) S' e� Sc,�n�e G -i 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 "Iv-d-wheatridge.co.us Rev 2/08 Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: 5 2-� SJ /-drrSd�-x Quail Ridge Estates Subdivision, Lot #: / Z Block: / Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD1 (landscaping) DOUD2 (setbacks) Lot Size: sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): - 3 0 -T sq. ft. (not including accessory structures) Total Proposed Building Coverage: 29 D sq. ft. Accessory Building Coverage rta, sq. ft. (not to exceed 600 sq. ft.) Main Budding Setbacks Required Provided Front 20' 2 Z - ' Interior Side 5' Side on street 10' Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' V1 0 Side (if under 8' tall) Gt, � Rear (8'-15' tall) 5'i a Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? YC S (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% 3 Z-1 Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ❑ Homes of lots siding to public ROW and/or open space tracts shall utilize same minimum architectural treatments on side facade facing ROW or open space as front facades. ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across the street shall have the same front setback. ❑ No two adjacent homes or homes across the street shall utilize the same architecturally detailed elevation. There shall not be two garage -dominant models constructed on adjacent lots. ❑ Architectural features such as cornices, eaves, belt courses, bay windows, sills, canopies, porches, decks patios, and balconies may extend or project into a setback a maximum of thirty inches. ❑ The front elevation shall have a minimum of 50% brick or stone with a 4' return (minimum 4' high) on either side of the home of decorative wainscoting. ❑ Accessory structures larger than 120 sq. ft. in area shall be constructed of materials and painted in a manner similar to and compatible with the primary structure Driveway review considerations: ❑ Driveways cannot exceed 24' in width. Landscaping requirements: ❑ Minimum landscaped coverage is 25% ❑ The front yard must be 100% landscaped ❑ Side or rear lots fronting a public street must be 100% landscaped ❑ 00[scii following shall be installed in front yards: one — 2" caliper deciduous or ornamental tree or one -6' tall evergreen tree; eight shrubs; 5' border 1.25" river rock adjacent to the foundation, sod and an automatic sprinkler system. PLAN REVIEW COMMENTS FOR CITY OF WHEAT RIDGE Project Description: New SFD Project Address: 5275 Pierson CT Permit App. Date: 4/27/17 Use: Residential Occupancy: No. Stories: 1/13asement Permit Valuation Architect/Engineer: Gerard Enterprises Inc Applicant/Contact: Megan Sparks Plan Checker: Randy Slusser/CAA Plan Check No 201700590 R3/U Const. Type: VB $271,000 Adjusted Valuation: Phone: (303)940-0996 Phone: (303)420-2889 Phone: (720)404-4538 Engineer email: randyslusser@caaprofessionals.com X 1St Review: 6/11/17 2"d Review: 17 3rd Review: Italic comments By Appointment The project plans were reviewed for compliance with the following codes and standards: 2006 IBC, 2006 IRC, 2006 IMC, 2006 ECC, 2014 NEC, 2015 IPC • TO EXPEDITE PROJECT APPROVAL: Please provide a written response indicating how and where each comment was resolved on the plans. • Resubmit all previously reviewed plans, updated plans and supporting documents with each subsequent review. • For clarification of any plan review comment, please call or email the plan checker listed above. Note: Plan checks expire 180 days from date of submittal. CRY at CHARLES ABBOTT AssocIATEs, INC. Wheat Ridge 27401 Los ALTOS • SUITE 220 • MISSION VIEJO, CA 92691 TOLE FREE: (866) 530-4980 • PHONE: (949) 367-2850 • FAX: (949) 367-2852 W W W.CA.APROFESSIONALS.COM Building Divison GENERAL REQUIREMENTS 1. Provide Building Code data on plans: 2012 International Residential Code. (2012 IBC, 2012 IMC, 2012 IPC & 2014 NEC, City of Wheat Ridge Local amendments 2. Provide a square footage summary for each of the following: livable area, unfinished basement, garages, patio, and covered porch. R106) 3. Provide sheet index. 4. It is the responsibility of the architect to install corrected sheets in the plans. The old sheets must stay with the building department for comparison. 5. Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. 6. Prior to CO or final, the GC shall provide as built in PDF. 7. All structural sheets, prior to permit issuance, shall be stamped and signed by the engineer 8. Please submit response sheet to clarify how each item was resolved. CONSTRUCTION 9. Clarify if bathroom is to be installed in basement. Provide keynote if just for rough in plumbing only. 10. Approved numbers or address shall be provided in such a position as to be plainly visible and legible from the street or road fronting the property. Address to be a min. of 4" in height. (R319.1. Note on sheet. 11. Please provide window and door schedule 12. The 1 -car garage shall be separated from the residence by not less than %" gypsum board applied to the garage side. (IRC Table: R302.6) Provide key note. ENERGY 13. Submit for review a project specific completed ResCheck or Energy Compliance Report from an energy rating company. PLUMBING 14. On sheet A-2 please note back flow preventer with third party inspection. 15. Show water closets on waste plumbing isometric and fixture schedule. Noted as Lav on plans. STRUCTURAL: 16. Note : (10mil per soils summary) polyethylene or approved vapor retarder with joints lapped not less than 6" shall be placed between the concrete slab and the base course or the prepared subgrade where no base course exists. (R506.2.3). 17. Specify slab reinforcement in basement floor (This was not noted on last submittal) 18. Provide statement of required special inspections and structural observations. (IBC 1701) If you have any questions or need assistance please contact me at 720.404.4538 or email me at randyslusser@caaprofessionals.com Thank you, Randy Slusser CAA /00clty °f Wheat Ridge -��- Building Div CHARLES ABBOTT ASSOCIATES, INC. 27401 Los ALTUS -SUfTE 220 • MISSION VIFJO, CA 92691 TOLL FREE 1866) 530-4980 • PHONE: (949) 367-2850 • FAX: (949) 367-2852 WW"'.CAAPR0FESS10NALSS.('0M H O M E S 5740 Olde Wadsworth Blvd. #A Arvada, Colorado 80002 303-420-2899 June 19, 2017 City of Wheat Ridge 7500 W. 291h Ave. Wheat Ridge, CO 80033 PROJECT ADDRESS: 5275 Pierson Ct. PLAN CHECK: 201700590 Dear Mr. Slusser, We have addressed and/or corrected the list of items that were specified in reference to the above plan check number. Please review the following responses: 1. The building codes have been provided on sheet A-1. 2. Square footage summary has been provided on sheet A-1. 3. A sheet index is provided on sheet A-1. 4. The engineer has stamped and signed the structural drawings 5. A note for the basement bathroom rough in has been added. 6. A note has been added to sheet A-4 for the address numbers. 7. A window and door schedule has been provided on sheet A-2. 8. Note #57 has been added to sheet A-2 to separate 1 -car garage from residence by use of 5/8" Type "X" G.W.B. 9. We have submitted the manuals with the original submittal, we have added the HERS rating for this home with this re -submittal package. 10. A note has been added to sheet A-2 for third party inspection of backflow preventer. 11. The isometric on sheet A-2 has been updated to show all fixtures. 12. Sheet D-2 has been updated to show a 1 Omil polyethylene vapor retarder is required 13. The design calculations for the steel beams are with this submittal package. 14. Sheet S-1 has been updated to specify basement floor reinforcement. 15. Sheet S-2 has been updated to specify the required Wall Steel and Footing inspections. �R(espectfully, rWheat Megan Spark Remington Homes City of Wheat P,�idge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855. f. 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: d 1 Project Address: Name of Firm/ Individual submitting documents: Project Type/ Description: .0-h Signature of Firm Representative or Individual: DO NOT WRITE Y I, m a duly authorized representative of the agency Aic6ted below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District oCo 0lidated Mutual Water District Co Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Sig natures/�' �G'� Dat e: (Agency Represe tative) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY omllitall1w.likilDw.,16illf.ANICOJENEL.�illI 101 To Whom it May Concern: (A QUASI MUNCIPALITY) March 28, 2017 Re: 5275 Pierson Court Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, r Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED 4 THIS DEED, Made this February 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and 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: ��qoew Name: Robert R. Short Title: President State of Colorado ) County of ) The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official seal_ My commission expires: JANET S JACKSON NOTARY PUBLIC ;TATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 t; Not Ory!" Public 1 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 REMINGTON HOMES Or, 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 bender 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 repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the `dote") 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; NC'S— '1,5rlpOsl —GD 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 perfonnance 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 tinder the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust, Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations tinder 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 i.n_, 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 13539131 7. Preservation and Maintenance of Property. Borrower shall keep the Property in good repair and shall not commit waste or perniit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. Tf 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 Tender 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: Ca tions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by lave. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may 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, �mg 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 Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 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 law presently existing or hereafter enacted. 21. Dry Utility_ Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 1353913.1 and cable) including the costs of pen -nits, fees, demolition, relocation and installation ("DDr Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80;000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up inforination supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, .Legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof The issuance on behalf of Lender of a routine statement 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. [Remainder ofpage intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, NC., a Colorado cornoratio Nasnc / �2 Title: STATE OF COLORADO § COUNTY OF _A� Theforfugoing instrument was acknowledged before me this 26th day of February, 2016, by ChQ,tikS l�'1 t rE _ of REMNGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHANNONA SUCOVAIII Notary Publk State of Colorado Notary 10 20064037048 [My Commission Expires Sep 23,21017' 1353913.2 Witness my hand and official seal. My commission expires: ��t1 Notary Public ZO o� } m U F-- w N O ,'O„.,. j o m ••••. JAI O W V' C.4 0 7 q, cn . M c� G i z d Y G a M : 2 S vii p Alp 6 ul J m ,%��•t�1.••••••Gv;, O Of O m O 1111 F zo W N LU a �m F-Icj w a a S > �O ,S'LZ 6a AO,S �9 �' �I '- O 1.� I z a m W L wcn LLI m J 0'll Wr U �a o rt tcwi m ” OJ — ----SfS--------- O J r a (� O I S p ? O11 u�1. 0 � N wr -� 1 0 1 3 <W 1 V ~ 'U ZM803 �o a a zo o 00 " of n um I I� O Z O -------- — — �i�10 3b I11N1 l'sF 6'tz ldNl3 A0, 'LS WIN3INI a J E C1 - o W o Z a= o p w �� �E. 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JOB NO 2- OF 1 l ao-727 ate' � STRUCTURAL ENGINEERS \' BY ' DATE SUBJECT SHEET NO. ) OF [���E[��<E[) - ^/ ------ �-____ DATE ' �� uuu0O. 117 V1 ot %,STRUCTURAL ENGINEERS BY DATE �' 7 SUBJECT SHEET NO. 22- OF CHECKED DATE JOB NO. i- -r- (- +--- - -- -� co i IF t : : , I I i ; I ; : I r : , r i I I I I i I- i �- i I ( I August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 12, Block 1 Wheat Ridge, Colorado Project No. DN47,957.001-120 I N C O R P O R A T E D ..\ 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 11 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 35 feet. Groundwater was encountered at a depth of 17.5 feet. The clayey soils and bedrock are expansive. Use of spread footings is recommended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 431 was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.4 percent when wetted. Based upon results of la- boratory 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 evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations 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 investi- gation 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 Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver, Colorado, 2007. REMINGTON HOMES 2 QUAIL RIDGE ESTATES LOT 12, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 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 i taken. CTL I THOMPSON, INfQ., G REMINGTON HOMES QUAIL RIDGE ESTATES LOT 12, BLOCK 1 CTL I T PROJECT NO. DN47,957.001-120 City of Wheat Ridge 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 psf Surcharge) Representative Percent Swell* 1000 psf Surcharge) Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", tion of Geotechnical Engineers, December 1996. REMINGTON HOMES 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. 1. 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.doc 4. Underslab plumbing should be thoroughly pressure tested during construction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab - supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. 5. Slab bearing partitions should be minimized. Where such partitions are neces- sary, a slip joint (or float) allowing at least 2 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should not extend to the floor. The homebuyer should monitor partition voids and other connections and re-establish the voids before they close to less than 1/2 -inch. 6. Plumbing and utilities that pass through slabs should be isolated from the slabs. Heating and air conditioning systems should be provided with flexible connec- tions capable of at least 2 inches of vertical movement so floor movement is not transmitted to the ductwork. These connections must be maintained by the homebuyer. 7. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. 8. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc LA - Exhibit EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 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 I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. City of Wheat Rid., REMINGTON HOMES Exhl QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton CO 80125 Page Y Project Report General Project Information Project Title: Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Designed By: McKennon Pill Project Date: Thursday, April 27, 2017 Project Comment: Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company Fax: 303.688-1811 Company E-Mail Address: mpiil@smithandwillis.com NOMMIa Reference City: Arvada, Colorado Building Orientation: Front door faces East Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50/ 70 62.60 Summer: 94 59 13% 50% 75 -44 Check Figures Total Building Supply CFM: 1,566 CFM Per Square ft.: 0.365 Square It. of Room Area: 4,295 Square fl. Per Ton: 1,917 Volume (W) of Cond. Space: 41,488 Total Heating Required Including Ventilation Air: 51,218 Btuh 51.218 MBH Total Sensible Gain: 29,840 Btuh 100 Total Latent Gain: -2,948 Btuh 0 Total Cooling Required Including Ventilation Air: 29,840 Bluth 2.49 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 IoKMMviry DIEVElOTAAENTdge APPROVED Reviewed for Code Compliance a4,1 610 Plans Exam' er Date Plans yaYrMr aiaaaadt: The issuance ofo permit or approval of pforn specificotrons wdeomp notions shop not be o permif for, or an opprovol oft any viofotion to asryMtfse provisions of the buklinp code 0rof any Citr ordinoaces. Permhs presumPp to plve orthwlty to viorote of tonctt the pravislorrs of the BWldlnp COM or other ordrances of the Ory shun not be valid, e4511 0Z11'902 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, April 27, 2017, 8:36 AM Of 8a Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton, CO 80125 Pae 2 Miscellaneous Report System 1 W hole House System Outdoor Outdoor Outdoor Indoor Indoor Grains In ut Data Dry Bulb Wet Bulb Rel.Hum Rel, Hum D Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 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. Outsi' .` ;PDa a Winter Summer Infiltration Specified: 0.273 AC/hr 0.250 AC/hr 154 CFM _ 141 CFM Infiltration Actual: 0.301 AC/hr 0.281 AC/hr Above Grade Volume: X 33.933 Cu.ft. X 33.933 Cu.ft. 10,221 Cu.ft./hr 9,520 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 170 CFM 159 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 16.68 = (1.10 X 0.798 X 19.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -23.62 = (0.68 X 0.798 X -43.51 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 60.59 = (1.10 X 0.798 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (141 CFM) Summer Infiltration Specified: 0.250 AC/hr (141 CFM) (Bulldl"n M:\...\Remington He ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM DRidge Rhvac - ResWentiai & Light Commercial HVAC Loads Elite Software Development, Inc. Smdh &Willis HVAC LLC Remington Homes - Quail Ridge -Plan 715 - 5275 Pierson Ct Uttleton.CO 60125 Pae 3 Load Preview Report Scope Net Ton 1L2I /To Area reA Sang Gain- GaJW Lall Gain) Net Gan Sen Loss l Sys CFM Sys CFM Sys cl CFM__ Duct Size Building 2.49 1,917 4295 29,840 -2,948 29,840 51,218 1,006 1,566 1,566 System 1 2.49 1,917 4,295 29,840 -2,948 29,840 51,218 1,006 1566 1,566 25x17 Hurrud dication 5245 Zone 1 4,295 29,840 -2,948 29.840 45.973 1,006 1566 1,566 16x16 1-laundry 75 832 .174 832 1,485 32 44 44 5 2-Foyer 177 1,417 -96 1,417 1,462 32 74 74 7 3-Study 168 1,580-92 1,580 2,737 60 83 83 6,6 4-Bath 73 527 -191 527 1550 34 28 34 5 SBedmom 3/Opt Study 160 1,258 82 1,340 1527 33 66 66 55 6-IOthervDining 418 5,833 -433 5,833 5,121 112 306. 306 7,7,7,7 7-Mud Room 76 373 -111 373 1P41 23 20 23 4 8-Great Room 513 6,972 -487 6,972 7,082 155 366 366 7,7,7,7 9-Master Bedroom 264 3,787 -178 3,787 3,851 84 199 199 7,7,7 10-Master Bath 111 395 .67 395 810 16 21 21 5 11-WC 20 235 -63 235 591 13 12 13 4 12-Mstr WIC 99 497 -211 497 1,604 35 26 35 5 13-Unfinished Basement 1,576 5,973 -827 5,973 14,475 317 313 317 6'6' 6S 14-CraM Space 565 160 -100 160 2,637 58 a 88 Not VDD: 1-d M:\ ...\Remington Ho... erson Ct.rhv Thursday, April 27, 2017, 8:36 AM Rhvac- Residential & Light Commercial HVAC Loads® Elite Software Development, Inc. Smith ,& Willis HVAC LLC Remington Homes- Quail Ridge - Plan 715- 5275 Pierson Ct uttteton, CO 80125 Pae 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. Runout 0.0003 7 Up: ST -250 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 -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 63.0 Runout 0.0003 7 Up: ST -250 55 5.4 Rnd 18.7 7.7 Presize 77 34.2 -Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 94.2 Runout 0.0003 7 Up: ST -280 55 5.4 Rnd 24.8 7.7 Presize 77 45.5 -Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 88.5 Runout 0.0003 7 Up: ST -300 55 5.4 Rnd 24.8 7.7 Presize 77 45.5 --Duct Name: SR -130, Supplies: Great Room, Fittings: 2-1, 8-A2, 8-A2, 8-A2, 4-1, Effective Length: 95.6 Runout 0.0003 7 Up: ST -200 55 5.4 Rnd 29.5 7.7 Presize 91 54.1 -Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 86.1 Runout 0.0003 7 Up: ST -330 55 5.4 Rnd 32.0 7.7 Presize 91 58.6 -Duct Name: SR -150, Supplies: Great Room, Fittings: 2-1, 4-G, Effective Length: 84.8 Runout 0.0003 7 Up: ST -120 55 5.4 Rnd 26.7 7.7 Presize 91 48.9 -Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 2-I, 4-G, Effective Length: 85.2 288 0.004 0.021 0.009 44.3 0.013 0.338 0.462 288 0.005 0.021 0.015 69.4 0.020 0.332 0.468 288 0.005 0.021 0.014 63.6 0.019 0.334 0.466 341 0.008 0.029 0.019 66.1 0.027 0.324 0.476 341 0.009 0.029 0.015 54.1 0.025 0.329 0.471 341 0.029 58.1 0.330 nunout 0.0003 7 247 Up: ST -320 55 5.4 0.016 Rnd 31.3 7.7 53.9 Presize 66 57.4 0.337 -Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-I, Effective Length: 59.2 3.1 Rnd 7.7 Runout 0.0003 7 247 Up: ST -170 55 5.4 0.016 Rnd 31.3 7.7 27.9 Presize 66 57.4 0.341 --Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 50.5 Runout 0.0003 5 Up: ST -270 55 3.9 Rnd 15.0 5.5 Presize 21 19.6 -Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-I, Effective Length: 33.2 9.8 Runout 0.0003 4 Up: ST -160 128 3.1 Rnd 7.7 4.4 Presize 13 8 ---Duct Name: SR -200, Supplies: Laundry, Fittings: 2-I, 4-H, Effective Length: 46.3 0.003 Runout 0.0003 5 Up: ST -290 55 3.9 Rnd 7.5 5.5 Presize 44 9.8 -Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 4-G, Effective Length: 38.6 Runout 0.0003 5 Up: ST -250 55 3.9 Rnd 3.7 5.5 Presize 33 4.8 --Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 56.1 Runout 0.0003 7 Up: ST -330 55 5.4 Rnd 12.2 7.7 Presize 74 22.3 154 0.011 35.5 0.345 0.008 0.017 0.024 0.470 0.005 0.009 0.014 0.463 0.005 0.005 0.010 0.459 0.002 0.004 0.006 0.455 149 0.001 0.012 0.003 25.5 0.004 0.347 0.453 323 0.003 0.040 0.015 38.8 0.018 0.334 0.466 242 0.001 0.024 0.008 34.9 0.009 0.342 0.458 277 0.020 43.9 0.342 -Duct Name: SR -230, Supplies: Study, Fittings: 2-1, 8-A2, 8-A2, 8-A2,4-1, Effective Length: 74.8 Runout 0.0003 6 209 Up: ST -280 55 4.7 0.015 Rnd 25.0 6.6 49.8 Presize 41 39.3 0.341 -Duct Name: SR -240, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 48.2 Runout 0.0003 5 242 Up: ST -240 55 3.9 0.024 Rnd 10.8 5.5 37.4 Presize 33 14.2 0.340 0.002 0.009 0.011 0.458 0.004 0. . 11 1n a�a bitV of Mlat Ridge 0.009 0.012 M:\ ...\Remington Ho... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM Div Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ci Littleton CO 80125 _ _ Pacie 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) --- Duct Name, etc. Type Roughness Diameter Velocity SPL.Duci Jpstream Temperature Width Loss/100 SPL.Fil Shape Length Height Fit.Eq,Len SPL.T01 Sizing _ CFM Area SP.Avail _ _ SPL.Cumu --Duct Name: SR -250, Supplies: Study, Fittings: 2-I, 4-H, Effective Length: 63.5 4 Runout 0.0003 5 Runout 0.0003 6 209 0.004 Up: ST -220 55 4.7 0.015 0.005 Rnd 26.8 6.6 36.6 0.009 Presize 41 42.1 0.343 0.457 -Duct Name: SR -260, Supplies: Bath, Fittings: 2-1, 4-H, Effective Length: 60.5 Runout 0.0003 5 249 Up: ST -300 128 3.9 0.023 Rnd 24.2 5.5 36.4 Presize 34 31.6 0.339 -Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 47.4 4 Runout 0.0003 5 Up: ST -270 128 3.9 Rnd 2.7 5.5 Presize 35 3.5 -Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-I, 4-H, Effective Length: 25.1 Runout 0.0003 4 Up: ST -320 128 3.1 Rnd 1.5 4.4 Presize 23 1.6 -Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 60.9 7.7 Runout 0.0003 7 Up: ST -110 55 5.4 Rnd 26.8 7.7 Presize 91 49.2 -Duct Name: SR -350, Supplies: Kitchen/Dining, Effective Length: 13.2 Rect 0.7 257 0.024 44.8 0.339 264 0.033 23.6 0.343 341 0.029 34.1 0.336 0.006 0.008 0.014 0.461 0.001 0.011 0.011 0.461 0.001 0.008 0.008 0.457 0.008 0.010 0.017 0.464 Runout 0.0003 7 288 0.003 Up: ST -230 55 5.4 0.021 0.000 Rnd 13.2 7.7 0.0 0.003 Presize 77 24.1 0.350 0.450 -Duct Name: SR -370, Supplies: Master Bedroom, Effective Length: 31.3 Rect 0.7 Runout 0.0003 7 247 0.005 Up: ST -150 55 5.4 0.016 0.000 Rnd 31.3 7.7 0.0 0.005 Presize 66 57.4 0.346 0.454 M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM -Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 528 0.000 Up: ST -110 55 20 0.028 0.000 Rect 0.7 10 0.0 0.000 Presize 733 3.3 0.353 0.447 --Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2 Trunk 0.0003 15.2 256 0.000 Up: ST -190 55 20 0.008 0.000 Fact 3.2 10 0.0 0.000 Presize 355 15.8 0.351 0.449 ---Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 12.9 129 0.000 Up: ST -150 55 14 0.003 0.000 Rect 1.2 10 0.0 0.000 Presize 125 4.7 0.351 0.449 -Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 405 0.000 Up: ST -260 55 20 0.017 0.000 Rect 1.0 10 0.0 0.000 Presize 562 5 0.353 0.447 -Duct Name: ST -250, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 113 0.000 Up: ST -240 55 14 0.002 0.000 Reci 1.0 10 0.0 0.000 Presize 110 4 0.352 0.448 -Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 12.9 227 0.000 Up: ST -280 55 14 0.007 0.000 Rect 1.0 10 0.0 0.000 Presize 221 4 0.352 0.448 -Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 2.2 Trunk 0.0003 15.2 300 Up: ST -220 55 20 0.010 000 Cly Rect 2.2 10 0.0 Presize 416 10.8 0.353 h00,0' -Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5 (447 t A; Trunk 0.0003 15.2 329 000 ty 9@ ST-300 5 55 20 0.012 1.0 Rect1 10 0 7�7Sr,_ Presize 457 7.5 0.353 M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Uttleton CO 80125 Pae 6 Manual D Ductsize Data - Duct System 1 - Supply (contd) Duct Name, etc. 405 0.000 Up: ST -130 55 20 Trunk 0.0003 type Roughness Diameter Velocity SPL.Duci Jpstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit. Eq.Len SPL.Tol iizinq - CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5 405 0.000 Up: ST -130 55 20 Trunk 0.0003 15.2 409 0.001 Up: ST -330 55 20 0.018 0.000 Rect 3.5 10 0.0 0.001 Presize 568 17.5 0.353 0.447 -Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0 Rnd 31.0 6.6 47.4 Trunk 0.0003 15.2 377 0.001 Up: ST -290 55 20 0.015 0.000 Rect 4.0 10 0.0 0.001 Presize 524 20 0.351 0.449 -Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 15.2 312 0.000 Up: ST -200 55 20 0.011 0.000 Rect 0.7 10 0.0 0.000 Presize 433 3.3 0.351 0.449 -Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 194 0.000 Up: ST -320 55 20 0.005 0.000 Rect 4.0 10 0.0 0.000 Presize 269 20 0.351 0.449 -Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 12.9 80 0.000 Up: ST -270 55 14 0.001 0.000 Rect 2.5 10 0.0 0.000 Presize 78 10 0.351 0.449 -Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 12.9 13 0.000 Up: ST -170 128 14 0.000 0.000 Rect 1.3 10 0.0 0.000 Presize 13 5.3 0.351 0.449 -Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 197.0 Trunk 0.0003 22.4 527 0.000 Up: Fan 55 25 0.017 0.033 Rect 0.8 17 196.2 0.333 Presize 1,555 5.8 0.354 0.446 --Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 593 0.001 Up: SMT -100 55 20 0.035 0.000 Rect 2.3 10 0.0 0.001 Presize 824 11.7 0.353 0.447 --Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7 Trunk 0.0003 16.9 421 0.000 Up: SMT -100 55 25 0.017 0.000 Rect 2.7 10 0.0 0.000 Presize 731 15.6 0.354 0.446 -Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 461 0.001 Up: ST -120 55 20 0.022 0.000 Rect 2.3 10 0.0 0.001 Presize 640 11.7 0.353 0.447 -Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 349 0.000 Up: ST -230 55 14 0.016 0.000 Rect 1.8 10 0.0 0.000 Presize 339 7.3 0.352 0.448 --Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 12.9 277 0.000 Up: ST -180 55 14 0.010 0.000 Rect 0.7 10 0.0 0.000 Presize 269 2.7 0.351 0.449 -Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-1, 4 -AD, Effective Length: 70.9 Runout 0.0003 6 402 0.010 Up: ST -130 128 4.7 0.042 0.020 Rnd 23.5 6.6 47.4 0.030 Presize 79 36.9 0.323 0.477 --Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 405 0.000 Up: ST -130 55 20 0.017 0.000 Rect 1.0 10 0.0 0.000 Presize 562 5 0.353 -Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-I, Effective Length: 78.4 Runout 0.0003 6 402 r4O.482 Up: ST -150 128 4.7 0.042 Rnd 31.0 6.6 47.4 Presize 79 48.7 0.318 Ruitdi M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AN Of t Ridge I Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith 8 Willis HVAC LLC � Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton CO. 80125 Pae 7 Manual D Ductsize Data - Duct System i - 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.Toti Sizing CFM Area SP.Avail SPL.GumOh --Duct Name: ST -270, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 129 0.000 Up: ST -310 55 14 0.003 0.000 Rect 1.8 10 0.0 0.000 Presize 125 7.3 0.351 0.449 -Duct Name: ST -280, Feeds Into: Unfinished Basement, Effective Length: 3.8 Trunk 0.0003 12.9 349 0.001 Up: ST -140 55 14 0.016 0.000 Rect 3.8 10 0.0 0.001 Presize 339 15.3 0.352 0.448 -Duct Name: ST -290, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 409 0.001 Up: ST -210 55 20 0.018 0.000 Rect 4.0 10 0.0 0.001 Presize 568 20 0.352 0.448 -Duct Name: SR -330, Supplies: Unfinished Basement, Fitting: 2-I, Effective Length: 37.4 Runout 0.0003 6 402 0.002 Up: ST -190 128 4.7 0.042 0.014 Find 5.2 6.6 32.3 0.016 Presize 79 8.1 0.336 0.464 --Duct Name: SR -360, Supplies: Unfinished Basement, Effective Length: 15.5 Runout 0.0003 6 402 0.007 Up: ST -240 128 4.7 0.042 0.000 Find 15.5 6.6 0.0 0.007 Presize 79 24.3 0.345 0.455 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Number of active trunks: 24 Number of active runouts: 26 Total runout outlet airflow: 1,578 Main trunk airflow: 1,555 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter: 4 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.482 SR -300 Return loss added to supply: 0.113 Total effective length of return ( ft.): 202.4 Crawl RA Total effective length of supply ( If.): 298.5 SR -300 Overall total effective length ( ft.): 500.9 Crawl RA to SR -300 Design overall friction rate per 100 ft.: 0.100 (Available SP x 100 / TEL) System duct surface area (No Scenario): 1081 Total system duct surface area: 1081 �J E guy M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 6:36 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton, CO 80125 Pade 8 Manual D Ductsize Data - Duct System i - Return ---Duct Name, etc. Runout 0.0003 12.9 Up: RT -120 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: Foyer High, Returns From: Kitchen/Dining, Fitting: 6-F, Effective Length: 35.3 Runout 0.0003 12.9 Up: RT -120 75 14 Fact 1.7 10 Presize 400 6.7 -Duct Name: BR 3 High, Returns From: Bedroom 3/Opt Study, Fitting: 6-F, Effective Length: 30.6 Runout 0.0003 7 Up: RT -230 75 5.4 Rnd 14.8 7.7 Presize 66 27.2 -Duct Name: Study High, Returns From: Study, Fitting: 6-F, Effective Length: 35.0 Runout 0.0003 7 Up: RT -230 75 5.4 Rnd 18.3 7.7 Presize 82 33.6 411 0.000 0.021 0.007 33.7 0.007 -0.034 0.007 247 0.002 0.016 0.002 15.8 0.005 -0.037 0.005 307 0.004 0.023 0.004 16.7 0.008 -0.034 0.008 -Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-5, 6-G, 6-C, Effective Length: 48.5 Runout 0.0003 7 299 Up: RT -160 75 5.4 0.022 Rnd 10.0 7.7 38.5 Presize 80 18.3 -0.028 -Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 48.5 Runout 0.0003 7 299 Up: RT -250 75 5.4 0.022 Rnd 10.0 7.7 38.5 Presize 80 18.3 -0.028 ---Duct Name: Mstr Low B, Returns From: Master Bedroom, Fittings: 12-S, 6-G, 6-C, Effective Length: 127.9 Runout 0.0003 7 333 Up: RT -130 75 5.4 0.027 Rnd 17.2 7.7 110.7 Presize 89 31.5 -0.005 -Duct Name: Mstr Low, Returns From: Master Bedroom, Fittings: 2-1,12-S, 6-G, 6-C, Effective Length: 101.2 Runout 0.0003 7 333 Up: RT -140 75 5.4 0.027 Rnd 17.3 7.7 83.8 Presize 89 31.8 -0.012 -Duct Name: Mstr High A, Returns From: Master Bath, Fittings: 12-5, 6-G, 6-C, Effective Length: 55.0 Runout 0.0003 7 333 Up: RT -150 75 5.4 0.027 Rnd 15.5 7.7 39.5 Presize 89 28.4 -0.024 -Duct Name: Foyer High, Returns From: Laundry, Fitting: 6-F, Effective Length: 20.3 Runout 0.01 12.9 406 Up: RT -240 75 14 0.033 Rect 0.2 10 20.1 Presize 395 0.7 -0.033 --Duct Name: RT -250, Feeds From: Unfinished Basement, Effective Length: 11.3 Trunk 0.0003 15.2 307 Up: RT -200 75 20 0.010 Rect 11.3 10 0.0 Presize 427 56.7 -0.039 -Duct Name: RT -240, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 406 Up: RT -200 75 14 0.020 Rect 1.8 10 0.0 Presize 395 7.3 -0.040 -Duct Name: RT -230, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 16.9 85 Up: RT -220 75 25 0.001 Rect 1.0 10 0.0 Presize 148 5.8 -0.042 --Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 16.9 119 Up: RT -180 75 25 0.002 Rect 0.8 10 0.0 Presize 206 4.9 -0.042 -Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 119 Up: RT -170 75 25 0.002 Rect 3.5 10 0.0 Presize 206 20.4 _ -0.042 . -Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 16.9 119 Up: RT -120 75 25 0.002 Rect 1.8 10 0.0 Presize 206 10.7 -0.042 0.002 0.009 0.011 0.011 0.002 0.009 0.011 0.011 0.005 0.030 0.034 0.034 0.005 0.022 0.027 0.027 0.004 0.011 0.015 0.015 0.000 0.007 0.007 0.007 0.001 0.000 0.001 0.036 0.000 0.000 0.000 0.007 0.000 0.000 0.000 0.008 0.000 0.000 0.000 0.112 0.000 0.000 t RIdcf 0.112 M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc.. Smith 8 Willis HVAC LLC W Remington Homes - Ouall Ridge - Plan 715 - 5275 Pierson Ct tlMeton CO 801.25 Pae 9 Manual D Ductsize Data - Duct System i - Return (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: RT-160, Feeds From: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 250 0.000 Up: RT-250 75 20 0.007 0.000 Rect 1.2 10 0.0 0.000 Presize 347 5.8 -0.039 0.035 --Duct Name: RT-150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 192 0.000 Up: RT-160 75 20 0.004 0.000 Rect 1.8 10 0.0 0.000 Presize 267 9.2 -0.039 0.035 -Duct Name: RT-140, Feeds From: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 128 0.000 Up: RT-150 75 20 0.002 0.000 Rect 1.5 10 0.0 0.000 Presize 178 7.5 -0.039 0.035 -Duct Name: RT-130, Feeds From: Unfinished Basement, Effective Length: 6.7 Trunk 0.0003 15.2 64 0.000 Up: RT-140 75 20 0.001 0.000 Rect 6.7 10 0.0 0.000 Presize 89 33.3 -0.039 0.035 --Duct Name: RMT-100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 171.3 Trunk 0.0003 18.6 757 0.000 Up: Fan 75 25 0.041 0.070 Rect 1.0 12 170.3 0.071 Presize 1,578 6.2 -0.042 0.113 ---Duct Name: RT-110, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 700 0.000 Up: RMT-100 75 20 0.045 0.000 Rect 1.0 10 0.0 0.000 Presize 972 5 -0.042 0.037 -Duct Name: RT-120, Feeds From: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 16.9 349 0.000 Up: RMT-100 75 25 0.012 0.000 Rect 2.5 10 0.0 0.000 Presize 606 14.6 -0.042 0.112 -Duct Name: Basement Ceiling, Returns From: Unfinished Basement, Fitting: 6-F, Effective Length: 33.2 Runout 0.0003 8 430 0.004 Up: RT-110 75 6.2 0.036 0.008 Find 12.0 8.7 21.2 0.012 Presize 150 25.1 -0.030 0.012 --Duct Name: RT-200, Feeds From: Unfinished Basement, Effective Length: 3.7 Trunk 0.0003 15.2 592 0.001 Up: RT-110 75 20 0.033 0.000 Rect 3.7 10 0.0 0.001 Presize 822 18.3 0.040 0.072 -Duct Name: Crawl RA, Returns From: Crawl Space, Fitting: 6-L, Effective Length: 22.5 Runout 0.0003 4 665 0.027 Up: RT-220 75 3.1 0.185 0.014 Find 14.7 4.4 7.8 0.042 Presize 58 15.4 0.000 0.042 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. ,. WOMO Number of active trunks: 14 Number of active runouts: 11 Total runout outlet airflow: 1,578 Main trunk airflow: 1,578 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.9 RT-240 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.042 Crawl RA Return loss added to supply: 0.113 Total effective length of return ( ft.): 202.4 Crawl RA w System duct surface area (No Scenario): 442.6 Total system duct surface area: 442.6 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D.All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... erson Ct.rhv Thursday, April 27, 2017, 8:36 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton CO 80125 Pae 10 . Total Building Summary Loads Component Area Sen Let Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 522.3 10,816 0 14,777 14,777 SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2960.3 12,663 0 2,626 2,626 R11 Draped -8: Wall -Basement, Custom, R71 Draped 316 1,134 0 14 14 R11 Draped -9: Wall -Basement, Custom, Rt t Draped 177.1 625 0 1 1 R11 Draped -4: Wall -Basement, Custom, R11 Draped 419.6 1,583 0 67 67 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 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 R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1494.1 2,062 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor -Slab on grade, Vertical board 83 2,755 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil 21A-32: Floor -Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 35,651 0 19,685 19,685 People: 4 800 920 1,720 Equipment: 0 2,500 2,500 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 170, Summer CFM: 159 10,322 -3,748 2,648 -1,100 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 14.30 gal/day : 5,245 0 0 0 AED Excursion: - 0 0 4,087 4,087 Total Building Load Totals: 51,218 -2,948 29,840 26,892 Q ec �i aures - Total Building Supply CF. M: 1,566 CFM Per Square ft.: 0.365 Square ft. of Room Area: 4,295 Square ft. Per Ton: 1,917 Volume (W) of Cond. Space: 41,488 Building:Loads Total Heating Required Including Ventilation Air: 51,218 Btuh 51.218 MBH Total Sensible Gain: 29,840 Btuh 100 Total Latent Gain: -2,948 Btuh 0 Total Cooling Required Including Ventilation Air: 29,840 Btuh 2.49 Tons (Based On Sensible + Latent) 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 ane M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM )ge Rhvac - Residential & Light Commercial HVAC Loads Ell `Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton CO. 80125 Page 11 System 1 Whole House System Summary Loads Component Area Sen Lat Sen Total' Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 522.3 10,816 0 14,777 14,777 SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2960.3 12,663 0 2,626 2,626 R11 Draped -8: Wall -Basement, Custom, R11 Draped 316 1,134 0 14 14 R11 Draped -9: Wall -Basement, Custom, R11 Draped 177.1 625 0 1 1 R11 Draped -4: Wall -Basement, Custom, R11 Draped 419.6 1,583 0 67 67 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2151.8 2,970 0 2,109 2,109 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 R50: Floor -Over open crawl space or garage, Custom, R 11.5 18 0 2 2 50 Exposed Floor 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1494.1 2,062 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide 22B-10ph-c: Floor -Slab on grade, Vertical board 83 2,755 0 0 0 insulation covers slab edge and extends straight down to 3' below grade, carpet covering, R-10 insulation, passive, heavy moist soil 21A-32: Floor -Basement, Concrete slab, any thickness, 2 564.7 779 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 32' wide Subtotals for structure: 35,651 0 19,685 19,685 People: 4 800 920 1,720 Equipment: 0 2,500 2,500 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 170, Summer CFM: 159 10,322 -3,748 2,648 -1,100 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 14.30 gal/day : 5,245 0 0 0 AED.Excursion: _ 0 0 4,087 4,087 System i Whole House System Load Totals: 51,218 -2,948 29,840 26,892 Check Figures Supply CFM: 1,566 CFM Per Square ft.: 0.365 Square ft. of Room Area: 4,295 Square ft. Per Ton: 1,917 Volume (1P) of Cond. Space: 41,488 S st ads Total Heating Required Including Ventilation Air: 51,218 Btuh 51.218 MBH Total Sensible Gain: 29,840 Btuh 100 Total Latent Gain: -2,948 Btuh 0 Total Cooling Required Including Ventilation Air: 29,840 Btuh 2.49 Tons (Based On Sensible + Latent) $. Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J Still 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. Wi BU 14 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, April 27, 2017, 8:36 AM Smith & Willis HVAC LLC Remington Homes - quail Ridge - Plan 715 - 5275 Pierson Ct 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 CA13NA042""(A,B) CN PV'4821 AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6395921 41500 13.2 SEER Natural Gas Furnace 59SC2C100S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 93000 92.1 AFUE City of ilding M:\ ...\Remington Ho ... arson Ct.rhv Thursday, April 27, 2017, 8:36 AM Ridge Rhvac 'Residential & Light Commercial HVAC Loads ` Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton CO 80125 _ Pae 13 System 1 Room Load Summary -� Htg Min Run Run Clg Clg Min Act Room Area Sens Htg Duct Duct Sens Let Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Laundry 75 1,485 32 5 832 -174 47 44 2 Foyer 177 1,462 32 7 1,417 -96 81 74 3 Study 168 2,737 60 6,6 1,580 -92 90 83 4 Bath 73 1,550 34 5 527 -191 30 34 5 Bedroom 3/OpiStudy 160 1,527 33 5,5 1,258 82 72 66 6 Kitchen/Dining 418 5,121 112 7,7,7,7 5,833 -433 332 306 7 Mud Room 76 1,041 23 4 373 -111 21 23 8 Great Room 513 7,082 155 7,7,7,7 6,972 -487 397 366 9 Master Bedroom 264 3,851 84 7,7,7 3,787 -178 216 199 10 Master Bath 111 810 18 5 395 -67 22 21 11 WC 20 591 13 4 235 -63 13 13 12 Mstr WIC 99 1,604 35 5 497 -211 28 35 13 Unfinished Basement 1,576 14,475 317 6,6,6,6 5,973 -827 340 317 .14 Crawl Space _...565 2,637 58 11-4 .. 661 160. .-100 9 58 Humidification 5,245 System 1 total 4,295 51,218 1,006 29,840 -2,948 1,699 1,566 System i Main Trunk Size: 25x17 in. Velocity: 527 ft./min Loss per 100 It.: 0.017 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. h e`rrL ulntd'ar Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh' Net Required: 2.49 111 % / -11 % 29,840 -2,948 29,840 Actual: 3.46 100%/0% 41,500 0 41,500 meet Data Healina System Coolina System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C 100521--20 CA13NA042""(A, B) Indoor Model: CNPV'4821AL'+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13.2 SEER Sound: Capacity: 93000 41500 Sensible Capacity: n/a 41,500 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395921 W f3 M:\ ...\Remington Ho ... erson Ct.rhv Thursday, April 27, 2017, 8:36 AM D [mac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct 1Jttfeton CO 80125 Page 14 Buildir�q Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces East Individual Rooms 0° 451 90° 135° 180° HighRm. Room Rot. Rot. Rot. Rot. Rot. �225�'�2701�315' DuctNo. Name CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Laundry 44 43 40 43 44 37 32 37 5 2 Foyer 74 80 80 84 79 72 62 68 7 3 Study 83 109 138 101 72 95 127 103 6,6 4 Bath 34 36 48 39 34 37 44 34 5 5 Bedroom 3/Opt 66 92 '117 83 55 78 108 86 5,5 Study 6 Kitchen/Dining 306 298 289 293 300 298 297 303 7,7,7,7 7 Mud Room 23 23 '24 23 23 23 23 23 4 8 Great Room 366 324 282 327 370 340 304 337 7,7,7,7 9 Master Bedroom 199 176 154 178 201 184 166 183 7,7,7 10 Master Bath 21 32 46 36 26 34 42 30 5 11 WC 13 20 29 22 16 21 26 19 4 12 Mstr WIC 35 35 35 35 35 35 35 35 5 13 Unfinished 317 Basement 317 317 317 '317 317 317 317 6,6,6,6 14 Crawl Space '58 58 58 58 58 58 58 58 1--4 Indicates highest CFM of all rotations. holef3ullding Rotation FronCdoor Supply Sensible Latent Netl Degrees Faces CFM Gain Gain Tons 0° East '1,566 '29,840 '-2,948 '2.49 45° Southeast 1,566 27,578 -2,948 2.30 90° South 1,566 20,877 -2,948 1.74 135° Southwest 1,566 24,150 -2,948 2.01 180° West 1,566 25,446 -2,948 2.12 225° Northwest 1,566 25,603 -2,948 2.13 270° North 1,566 22,816 -2,948 1.90 315° Northeast 1,566 28,178 -2,948 2.35 Indicates highest value of all rotations. Building Rotation Tonnage 2.4 .......... ... ........ _...___. _... __.. 2.3 ........................ .......... .............. ................................................ .................. .......... 2.2 ....................................................................................................................... .............. 0 m 2.1 ................... .................................................... c ............................................ ................. 0 H 2.0 ............................. . 1.9 .......................... ........ ... ...................... I......... .................... 1.8............................................. ......................................................................................... 1.7 East Southeast South Southwest West Northwest North Northeast Direction Front door Faces - Building Net Tonnage Dt \.N 'he gull i' M:\ ...\Remington Ho ... erson Ct.rhv Thursday, April 27, 2017, 8:36 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5275 Pierson Ct Littleton CO 80125 _ Page 15 1 Buitdina Rotation Re,Dort (cont'd) i f i F """ 37,000 ' 36,000 31,000 "' 30,000 "' 29,000 "" 28,000 24,000 23,000 22,000 21,000 17,000 16,000 Building Rotation Hourly Net Gain J,VVV Sam 9 a 10 am 11 am 12 pm fpm 2 p 3 p 4pm Time of Day �- Front door faces East -^-�— Fron[ door faces Southeast �-- Frontdoor faces South —f— Front door faces Southwest Front door faces West —!— Front door faces Northwest —f•-•• Front door faces North --- 0— Front door faces Northeast Spm bpm 7pm M:\ ...\Remington Ho ... erson Ct.rhv Thursday, April 27, 2017, 8:37 AM Of Ridge Divison p Ln C3 C 47 t2) E Cb Z cJl t� Cr. C y O 0 E o ' N U i(3 x z r s 21 cg o c UJ = UJ q 3 3 Q Lu C C TN ooE IU _ y c a } N Q 00 (D• $ O r oto Lr)= � •� U � � 'fir U r � N_ fn p y 5 is s �n 7,Coi 0 _j0 .T pF.a 0r 2)0 >10 a� U ^ a 5 E4 ciQ U cUU :�C E CO Wa 7 a cu m t> o O co C© �tO 3: 1111 >, (' o �n �n = �a 0" a. co SCO Lcll O CO CO � y© w a Z (D m7ru p0 Z cp o u O (A ca Ln r N O U 0 LO t1 LO LL - `• T �-' y � m c m a" V w LL.I cN tY w W Ct� as o ly O� _ a� 0_ t� N (1) a U .� —M t6 OC C 7; zc)-r —1cn0 � E o ' m U- i(3 x z 21 cg o c UJ = UJ q 3 3 Q Lu C C TN ooE IU _ y c a } N 00(D (Y) 00 (D• $ O r oto Lr)= u+ Cly C� S a a g f0 (01�Y /�/f1�� a Q jt�J — fn p y 5 is .T C7 SCJ ^ a 5 E4 ciQ U M 7 a �i m a .. a u1��r g m_ � m c : 3: 1111 (' o �n �n = �a 0" o 0 m C� oo M c", a CO o s o m v ca Ln r N O O C o = U 'L S n LL - `• T F tt5 (6 J Q E o z E E' D _ t� N (1) a U .� —M t6 OC C 7; zc)-r —1cn0 � E i(3 x z o m� y6r �E E TN ooE _ y c a } N ENERGY STAR V3 Dome Report Property Remington Homes 5275 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Cust Organization EnergyLogic Peter Oberhammer Builder Remington Homes Mandatory Requirements Inspection Status Results are projected J Duct leakage at post construction better than or equal to ENERGY STAR v313.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R-5, and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. I HERS Index Target Reference Home HERS 86 SAF (Size Adjustment Factor) 0.85 SAF Adjusted HERS Target 73 As Designed Home HERS 58 As Designed Home HERS w/o PV 58 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 52.3 32.5 Cooling 11.5 5.2 Water Heating 10.9 7.8 Lights and Appliances 37.4 29.2 Total 112.1 74.7 This home MEETS or EXCEEDS the energy efficiency requirements ' for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <o HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 316 Carbon Dioxide (CO2) - tonslyr 5.3 Cooling 75 Water Heating 41 Lights & Applicances 283 Generation Savings 4 Total 714 The energy savings and pollution prevented are calculated by comparing the Rated Home to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSI/RESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads IECC 2012 Performance Compliance Property Remington Homes 5275 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Gust Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $686 $134 $148 $967 $936 $0 $1,903 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration gasses by 9.7% SHGC OW 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist As Designed Design exceeds requirements for IECC 2012 Performance compliance by 9.7%. Name: Organization: Peter Oberhammer EnergyLogic Signature: At, Jz.'/ .__-..1 Date: Jun 08, 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1705 IECC 2012 Performance compliance results calculated using Ekotrope's energy alga rithm, which is a RESNET Accredited IECC Rating Tool- $594 $132 $148 $874 $919 $0 $1,793 Property Organization Remington Homes EnergyLogic 5275 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Conditioned Volume [cu. ft.] Builder Template - Remington - 715 FB Custom Wheat Ride Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Single family detached General Bul' 160CR6f MMW Number Of Bedrooms 3 Number Of Floors 1 Conditioned Floor Area [sq. ft] 4,302 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 43,162 Number Of Units 1 Residence Type Single family detached Model 715 FB - Custom Community Wheat Ridge Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location BsmVGarage Un R-19 Draped Full 1 7 46.2 Exposed Exterior Conditioned Space Bsmt/Ground Unfints R-19 Draped Full t 7 17•`_ 2 Exposed Exterior Conditioned Space Basement Wall Library List, ` Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated P Top Bottom R-19 Draped Full NIA NIA Yes 19 Name Library type Perimeter Floor Grade Carpet R Exposed Surface Area Location Interior She[ Masonry Area Locatior Bsm1 Un[nsulated 221 Below Grade 1.23 0 2,145.0 sq. ft. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Type Uninsulated Wood Frame I Other Slab Completely Underslab Insulation Perimeter Insulation Perimeter Insulation R R Insulated? Width [ft] Depth [ft] Value No 0 0 0 0 . .. Framed Floor Name Library Type Carpet R Floor Grade Surface Area Property Organization Remington Homes EnergyLogic 5275 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Exposed Exterior Exposed Exterior Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc 47 2 sq. ft. Name 12"' R50 16"OC BF G1 46.0$006 Exterior cant Inspection Status Results are projected Name Library Type Surface Area Location Interior Shell Location Ambient R 23.0 Exposed Exterior Exposed Exterior Conditioned Space 1762 sq ft Garage R 23.0 47 2 sq. ft. Unconditioned, attached garage Conditioned Space Walt Emittance Solar Surface Area Absorptance Back 2x6 2x6 R23 16" OC 0 0.9 0,75 Medium 587.8 sq, It Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 R23 16° OC 0 0.9 075 Medium 130.0 sq. ft, Exposed Exterior Conditioned Blown Fiberglass Space Garage 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 471 8 sq. ft. Unconditioned, Conditioned Blown Fiberglass attached garage Space Kneewall 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 312.8 sq. ft. Attic Conditioned Blown Fiberglass Space Left 2x6 2x6 R23 16" OC 0 0.9 075 Medium 616 0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 0.9 0.75 Medium 525.2 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Building Summary Interior Interior Adjacent Adjacent Orientatit Surface Location Interior type Assignme Wall Depth Ft To Tap Ft To Winter ndr{ Property Organization Remington Hames EnergyLogic S 5275 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge, CO 80033 Results are projected Shading Shading Builder Template - Remington - 715 FB Custom Wheat Rjdc Remington Homs Back 2x6 Low E .30 Back 2x6 Template - Remington - 715 FB Custom Wheat Rick 0 0 0 0.85 0.7 Name Library Wall BasemerrOverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientatit Surface Location Interior type Assignme Wall Depth Ft To Tap Ft To Winter Summer Winter Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 Low E .30 Back 2x6 0 0 0 0.85 0.7 1 1 West 232.0 sq. Exposed Condition 130 ft. Exterior Space Back bsmt Low E .30 BsmVGrou 0 0 0 085 0.7 07 0.7 West 40.0 sq. Exposed Conditione /30 Unfinis ft. Exterior Space Front 2x6 Low E .30 Front 2x6 0 0 0 085 0-7 1 1 East 11.3 sq. Exposed Conditione /30 ft. Exterior Space Left 2x6 Low E .30 Left 2x6 0 0 0 085 07 1 1 South 90.0 sq. Exposed Conditione 130 ft. Exterior Space Left bsmt Low E .30 BSmUGrou 0 0 0 085 07 07 07 South 40.0 sq. Exposed Condition /30 Unfinis ft. Exterior Space Right 2x6 Low E .30 Right 2x6 0 0 0 0.85 0.7 1 1 North 38.0 sq. Exposed Conditlone /30 ft. Exterior Space Right bsmt Low E _30 BSmVGrou 0 0 0 0.85 0.7 0.7 0.7 North 20.0 sq. Exposed Conditione /30 Unfinis ft. Exterior Space Low E .301.30 0.3 3.33333 Skylig None Present r Skylight Library List None Present q CjU@ i]66r Name Library Type WWII Basement Wall Emittance Solar Surface Color Surface Area Assignment Assignment Absorptance Front 2x6 R 6.6 no storm Front 2x6 0.9 0.75 Medium 24.0 sq. ft. Exposed Conditioned Exterior Space Garage R 5 Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. fi- Exposed Conditioned Entry Exterior Space Building Summary r C Property Organization Remington Homes EnergyLogic 11b 0 5275 Pierson Ct Wheat Ridge, CO 80033 Peter0berhammer Inspection Status Hot Water Percent Load ........ . . Air conditioner (3) 13SEERIWBTU 3 ton Results are projected 100% Builder 0% Template - Remington - 715 F8 Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc 100% 0% Opaque Door Library List Name R R 5 Garage Entry R 6.6 no storm 659979 Roof Insulation Name Library Type Roof -Deck CW Emittance Solar Surface Color Surface Area Area [sq. ft.] Concrete of Absorptance Tiles flat R-50 BF 24"oc 2,156 No 0 9 09 Dark 2,156.0 sq- ft. Roof Insulation Library List Name Has Radiant Barrier R-50 BF 24"oc No R 50,6B1 23 Location Interior Shell Location Attic Conditioned Space Equipment Type: 13SEER13613TU 3 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/h] 36 Conditioning Equipment'l-011111 Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load ........ . . Air conditioner (3) 13SEERIWBTU 3 ton 100% . . .......... ...... . .......... 0% 0% Fuel -fired air 92.11 AFUE 180K 100% 0% 0% distribution (1) Water Heating (2) w62 EF / 76 RE/ 50g 0% 0% 100% Equipment Type: 13SEER13613TU 3 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtu/h] 36 Equipment Type: 92.1 AFUE 180K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtufhj 74 Use default EAE No EAE [kWh] 692 Equipment Type: w62 EF 176 RE f 50g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 Whole House infiltration . Infiltration Measurement Type Shelter Class 1 3 ACH at 50 Pa Blower -door tested 4 Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per day Fan Watts Runs once every three Energy Recovery Percent Feet / Minute] hours Exhaust Only 73 24 15 Yes 0 Lighting :t % Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lighting Lighting 100 Onsite Gen 0 0 Building Summary 4 ('gQ Property Organization aoI.`+.. 1.1y,ni. Remington Hames EnergyLogic q7 � 5275 Pierson Cl Peter Oberhammer Inspection Status DC Wheat Ridge, CO 80033 Results are projected J Builder � Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Equipment Type: 92.1 AFUE 180K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtufhj 74 Use default EAE No EAE [kWh] 692 Equipment Type: w62 EF 176 RE f 50g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 Whole House infiltration . Infiltration Measurement Type Shelter Class 1 3 ACH at 50 Pa Blower -door tested 4 Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per day Fan Watts Runs once every three Energy Recovery Percent Feet / Minute] hours Exhaust Only 73 24 15 Yes 0 Lighting :t % Interior Efficient % Exterior Efficient Lighting % Garage Efficient Lighting Lighting 100 Onsite Gen 0 0 Property Organization Remington Homes EnergyEogic 5275 Pierson Ct Peter Oberhammer Wheal Ridge , CO 80033 Air conditioner (3) Sq. Feet Served Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Rid( 0 Onsite Generation Library List None Present r Solar Generation i' ... t WW. None Present r Solar Generation Library List None Present Distribution System Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 4302 # Return Grilles 4 Supply Duct R Value 0 Return Duct R Value 0 Supply Duct Area [sq. ft.] 1161.54 Return Duct Area [sq. ft.] 860.4 Duct Leakage to Outdoors (CFM25) 1 Total Leakage [CFM @ 25Pa] 1 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Conditioned Space Percent Supply Area 100 Percent Return Area 100 Duct 2 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area. 0 Duct 4 Duct Location Condiboned 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 Inspection Status Results are projected rgy , eytI.. 1a 14 S n 0 U � � Building Summary Property Organization Remington Homes EnergyLogic 5275 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 No Hot Water Pipe Length [11] Builder Template - Remington - 715 1`13 Custom Wheat Ridc Remington Homes Template - Remington - 715 FB custom Wheat Ridc No Inspection Status Resufts are projected Clothes Dryer Fuel Type Cef Field Utilization Electric 2.61739 Timer Controls Water Distribution I Standard Water Fixture Type Low flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [11] 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Clothes Dryer Fuel Type Cef Field Utilization Electric 2.61739 Timer Controls Kitchen Appliances Clothes Udasher I Standard Label Energy Rating 481 kWh/Year Electric Rate $0-66/kWh Annual Gas Cost $23-00 Gas Rate $0.69/Therm Capacity 3-2 Innef 0.80737 Kitchen Appliances Dishwasher Size I Standard Dishwasher Energy Factor 0-67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWh/Year is Manual S Remington Homes Quail Ridge 5275 Pierson Ct NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C100S21--20 (100,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA042****(A,B) (3.5 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4821AL*+TDR (4 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, Vel ccty 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: 24 Number of active runouts: 28 Total runout outlet airflow: 1,578 Main trunk airflow: 1,555 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -100 Smallest trun k diameter: 129 ST -310 Smallest runout diameter: 4 SR -190 Supply fane temilstatic pressure; HOD Supply fan device pressure losses: 0.300 Supply fan static pressure available: 0.500 Runout maximum cumulative static pressure loss: 0.482 SR -300 Return loss added to supply X113 Total effective length of refum ( ft.): 202-4 Crawl RA Total effective len h -of supply ft: 9t pp y ( 298-5 SR -300 and Overall total effective length (ft.): 500.` Crawl RAto SR -300 amr Design overall friction rate per 100 ft_ - 0100 (Avabble SPX 100 I fL System dud surface area (No Scenario): 1081 Total system duct surface area: 1081 City of W heat Ridge COMMUNITY DEVELOPMENT APPROVED Reviewed for Code Compliance 25)x-) Date the issuance of o permit or approval of pions specifications s hall not be a permit for, or on approval of, any violation to ,ns of the buiWinq code Of of any City ordinances. Permits authority to violate of cancel the provisions of the Building montes of the City shall not be valid. r C`1y 0{ �heac Ridge Heat Rise Used on the Program- 58° F . eating apacity an idency Return Air Connection SIDE/BOTTOM ti/f re Lead i:i CII BEack Cooling Tons 2.5 CFMf Ton 388 _--fest -Airflow Delivery� Various External --6-1- 0.2 0.3 1 UA I 0.5 0.6 1 0-7 11 45 11D0 1060 1015 970 920 860 sautes 880 815 Bhle 2.0 413 970 940 905 870 825 775 730 675 5713 5135 Yellow 2-0 385 910 880 845 810 770 729 675 6tH} 535 475 - - Red 1-5 -- 725 695 6tx�i 635 595 955 510 460 390 340 060-12 SIDE/BOTTOM Input High HeiL (BrU-H) 40,000 40,OW- 6_0,(),1i0 1205 80,000 170,000 00.000 100,000 20 LO 12 0 '00 L 0 0 ul I High Heat t I (BTUH) Blue 980 8 980 955 925 780 695 Yellow 2-0 425 910 920 905 880 850 815 765 695 630 _Y7_,000 -r6,-000 75,000 - -75,0()() _T_ 3.000 70_�000 112,000 Ce ifie Tempera lu Rise Range -F (-C) re High Heat 1255 1150 75 - 6-5 7-0 - 70 35-6 35-65 - _T57-63- -4-0-7- _T5) - 70 45-75 1 655 Blue 2_0 435 980 955 935 905 870 830 780 725 675 Red 1-5 437 720 705 690 675 655 625 590 555 525 (22-39) (19 - 36) (22 - 39) (19-36) (19-36) (19-36) (22-39) (22-39) (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FITTFR I Furnace 040-10 Return Air Connection SIDE/BOTTOM ti/f re Lead i:i CII BEack Cooling Tons 2.5 CFMf Ton 388 _--fest -Airflow Delivery� Various External --6-1- 0.2 0.3 1 UA I 0.5 0.6 1 0-7 11 45 11D0 1060 1015 970 920 860 sautes 880 815 Bhle 2.0 413 970 940 905 870 825 775 730 675 5713 5135 Yellow 2-0 385 910 880 845 810 770 729 675 6tH} 535 475 - - Red 1-5 -- 725 695 6tx�i 635 595 955 510 460 390 340 060-12 SIDE/BOTTOM Black No 1215 1205 11 1205 1 1 1155 1100 1045 975 910 805 Blue 980 8 980 955 925 780 695 Yellow 2-0 425 910 920 905 880 850 815 765 695 630 585 545 Red R 430 750 730 706 680 645 605 555 1340-12 SIDE/BOTTOM Black Yellow 3-0 2.5 380 418 1365 1245 1310 1200 1255 1150 1200 1100 1140 1045 1080 990 1015 M 950 855 800 790 795 730 Orange 2-5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2_0 435 980 955 935 905 870 830 780 725 675 Red 1-5 437 720 705 690 675 655 625 590 555 525 625 485 560-116 SIDE/BOTTOM Black 4-0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 33 377 138131340 1335 1330 1320 1.2 1e25i 1155 1085 1000 Blue 3-0 387 1190 1186 1195 1195 1160 1125 10751 1015 - Red Black 2-5 4.0 394 389 1030 1650 1025 P�6_20 1030 1640 1010 1605 1555 1495 1425 1345 1255 1165 080-16 SIDE/BOTTOM Yellow 3.5 381 1420 1425 1400 1370 1335 1290 12313 1174 1095 1015 Orange 3-0 383 1205 1205 1185 1165 1150 1100 1095 1000 935 870 Blue 2-5 384 1035 1020 1005 985 960 930 1399 845 i95 735 Red 2-0 3813 850 825 805 785 760 725 695 655 600 545 08D-20 BOTTOM or TWO -SIDES 4.5 Black Yellow 5.0 4-0 386 1690 zl'su Tb65 2070 1640 19M 1595 5 1 5 3 1790 148,15 1690 1575 14601 123512� 13451 Orange 3.5 397 49Mb 1455 1 1 1340 1280 1205- 11201 Q35 1035 I Blue 2.5 426 1120 1110 1100 1030 1065 1035 uw 935 82M Red 2-0 433 940 920 910 890 865 Wo 79C) 74 190 690 8X 625, 100-16 100-20 SIDEIBOTTOM BOTTOM or TWO -SIDES 4.5 Black 4.0 373 Itib 1610 1555 1490 134�1 12 45 1150 106�, Yellow 3.5 379 1 bu�b 435 1380 1325 126() 1 1,5,j 1 C,95 1010 Blue 3001 1255 12;0;5 1160 110() 1035 970 905 aio 12 LID 910 730 Red 2.0 445 1110 1 005 890 835 770 690 610 5.0 2270 - Black 5 21 ro) 2055 1970 1880 1780 1670 1555 535 1425 Yellow 5.0 367 209D 2040 1980 1910 1835 11755 1670 1570 14601340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 158wo 1550 -1-540- `15_15 1475 1420 1355 1280 119 0 1100 121-20 NOTE: BOTTOM or TWO -SIDES 4.5 - Black 5.0 410 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5-0 3MI69 2130 2070, 2010 1940 1845 1740 1630 7420 1305 Blue . - 416j 18751 I8401 179511735 1665 1580 1495 1410 1310 1205 Red 3.5 4141 1610 1585 1555 1515 1450 1395 1325 1250 1. A fitter is required for each return -air inlet Airflow performance includes a 314 -in- (19 mm) washable fitter media such as contained in a factory -author- ized accessory filter rack. See accessory fiat. To determine airflow performance without this flier, assume an additional 0.1 in. W -C. available external static pressure. 2. ADJUSTTHE SLOWER SPEED TAPS, AS NEOESSAAY FOR THE PROPER AIR TEMPERATURE RISE FOR EAOH INSTALLATION. 3. Shaded ai-eaz indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, two -aide relum, or bottom and side return A minimum fitter size of 20' x 25, (508 x 635 Mm) isrent 5. For upflow applicatims, air entering from one aide into both the aide of the furnace and a return air bane counts an a aide and bottom return. 6. All airflows that are shown in BOLD exceed 0.56 watts per CFM at the given extemal static pressure. 70. city 01 Wheat Ridge 1Son Evaporator Coil Static Pressure PERFOR-N,L.kNCE DATIA (cont) COIL STATIC PRESSURE DROP (in we.i PTTP(-)N:M A3Tt iq 1I nVUT7Tl-,>- UNIT SIZE 400 - - 660 --- 800 900 1000 btanclard GFM 1100 LIU I 1300 1 1400 1 1500 1 IM. 1700 1806 19@0 2900 2100 2200 1814 0.078 0.111 J0.106 J6.198 10.253 1 1 1 Wet 0.096 0.138 0.383 @213 9.277 2414 0.070 0.103 0.713 0.182 0.233 6.290 0-354 0-089 6.328 9.377 0.214 9.269 0.336 G.413 "tet Ury 2417 0.068 0.048 O�OJU.LrJU J0.112 10.1401017010,202 1 Wet 0.064 63 I I 3014 0.065 0.@.339 ro U.mf.,e Dry Viet 0.078 L-,-�b I U.1 -fu Ory 3017 : : jimin 0.042 O.i1cm,;i 98 �O222 0.259 0.0,55 0.076 225 0.266 0.309 Wet Ory 3617 T3617 0.()43 6.061 0.082 0.103 0.128 0-157 6.189 0.227 @.259 0299 0.341 0.056 - p 236 0276 0.315 Wet 0.361 0.413 Ory 3621 0.035 0- 0.132 Id 1 u It t 10 201 10.228 1 1 1 Wel 0.049 0.192 5]ji:� 56: 4221 0.030 T4221 0b47 j0.054 RU66 ID -W210,099 10 11a10-137 10,152 Dry 10.180 1 0.205 0.231 1 0.259 0 G430.059 6.078 0.197 9.726 11.153 0.181 0,207 0.234 Wel U ?W 10.228 10-31910354 1 Dry 4821 T4821 -092 0.110 0.130 0.152 0.176T02-04 I 0.2311 0.256 0.294 0.318 Wet 0.053 I 0-067 10-095 10-104 10-125 0.147 11.17210.200 0.228 0.259 0.292 0.327 0.365 Dry, 4824 j0-010 JU.U% 10.057 10,069 1 &G94 1 oj)jtj I 11.119 I (,124 0.140 10.158 10,175 10.19 0.214 Wet Id-Wie I U.050 I 0.066 10.081 0.097 0.114 0.131 I 0.150 10-169 10-190 10.211 0.233 0.257 Ory. 6024 T6024 0,7 I F I U.126 I 0.738 10.154 10.172 10.190 0.210 0,222 0.251 0,273 0293 Wet O.G82 9.096 0,112 0.129 11.745 I (.1w I 0-171 I 0.19} 10.212 10.235 0.258 0293 0.31E 0M6 0,366 Detailed cooling capacity EVAPORATOR AJR 75 {239} CONDENSER ENTERING All 95 ral OFM EW5 -FCC) Capmity Wtuh TOW sant TOW syatpm Copwity MStuh T_.j 111111 Q 40 Lluh::� Tow , --d T,,.,, KW -- 1226 72 tut) 67 it 1p, 8307.2 813.28 57 (13.9) 7-- =2) 87(18.4? 63 (17.23 82 C1& 37 (13.9) 721 C22-2) 87(19.4) 63 (17.:'2} 82(16.7) 57(13.9) 1 40.4@ 4, 41 M 30.71 4&21 45.1$ 42M 41.66 4123 49.73 43-88 4275 1 421-7 1 4240 1 23.48 3KIi 38.73 28.82 33.110 32.18 39.73 41.215 21.70 34.89 33 42� 4249 3.38 3_219 127 3..7 142 138 3.37 327 138 15D 44.36 7 382d 47.02 4314 40.31 39.9i 30.72 47-30 iZo: 0 `W ut 24.N3 29,19 WMZ 38.29 2Z.910 32.37 31.31 38.95 38..72 2e.88 4G..87 1 40. _ 7 '3'7 3-67 3.13 313 162 3-r,, 3.76 3.7'2.38.28 3_7! 3.71 1 3.80 3. 3-W -44.18 49.+9 37'71 37.2:2 3d.7d 44.73 41.00 34302 39.02 39l3 21 2 28,72 33.43 36,76 24.0 31: 38.08 32.1! 39.13 4A5 4.01 4.00 4.00 4.1 4.1 4.17 4.1S 4..18 1400 1575 Per Carrier/Bryant Engineers the Capacity of the CA13NA042 (3-5 Ton) is 35,822 BTU's Sensible Gain from Manual J = 29,840 BTUs 29,840 /35,822 = .83 or 17% over Note: the CA13NA036 (3Ton) has a Usable Capacity 29,490 BTUs F Otv OA I Wheat �.kne AHRI Used Item Value Standard Air Conditioner Model Number (Combined) CAI 3NA042*—(A,B),+CN PV*4821 AL*+TDR Outdoor Model Number CA13NA042--(A,B) Indoor Model Number CNPV'4821ALI+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 4150,0 Nominal Callacitj High Speed 0 Nominal Capacity Low Speed 0 SEER 13.2 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Low Speed 0 Sound 0 AHRI Reference Number 6395921 Qualifying Tier Sensible Capacity 41500 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty 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