The URL can be used to link to this page

Home My WebLink About5266 Pierson CourtBrandow Basement Finish 5266 Pierson Ct 80033 Wheat Ridge, CO 80033 720-933-4936 City of Wh&atPjsde COMMUNITY DEVELOPMENT g Official Certification of Property 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 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, or, if hiring sub -contractors, list them on the permit. Consultations and inspections will only be performed with the homeowner of record present at the project property. Property Owner(s):_ Project Property:_ e ---1/ I .AOYl grW.-":,6J Notg%dl'ignature of Applicant I State of Colorado } County of ss 4 460 The foregoing instrument was a� c�k�noowllnedged by me this � day of 2a by �l i y Commission Expires __L/�/20_a. "Publhic SANDRASLUCERO Notary Public - State of Colorado Notary ID 20064002505 2022 My Commission Expires Jan 19, � ► � i City of Wheat Ridge Residential Remodel PERMIT - 202100783 PERMIT NO: 202100783 ISSUED: 05/21/2021 JOB ADDRESS: 5266 Pierson Ct EXPIRES: 05/21/2022 JOB DESCRIPTION: Frame parameter and interior walls using 3,3/4" 25 gage steel studs. install electrical receptacles using Romex. Install recessed can lighting and insulation. Drywall finish & texture walls and ceiling. Paint walls and install two panel doors to match upstairs of house. build new basement restroom with ceramic tile, bathtub, mirror and Vanity. install carpet and base that matches the upstairs portion of the house. *** CONTACTS *** OWNER BRANDOW JONATHAN D *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 12,000.00 FEES Total Valuation 0.00 Plan Review Fee 153.40 Use Tax 252.00 Permit Fee 236.00 ** TOTAL ** 641.40 *** COMMENTS *** *** CONDITIONS *** 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 '/� Residential Remodel PERMIT - 202100783 PERMIT NO: 202100783 ISSUED: 05/21/2021 JOB ADDRESS: 5266 Pierson Ct EXPIRES: 05/21/2022 JOB DESCRIPTION: Frame parameter and interior walls using 3,3/4" 25 gage steel studs. install electrical receptacles using Romex. Install recessed can lighting and insulation. Drywall finish & texture walls and ceiling. Paint walls and install two panel doors to match upstairs of house. build new basement restroom with ceramic tile, bathtub, mirror and Vanity. install carpet and base that matches the upstairs portion of the house. 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 municpal 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. 05/21/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. From: no-reolv(alci.wheatridae.m. us To: CommDev Perm is Subject: Online Form Submittal: Residential Interior Remodel Date: Thursday, April 22, 20215:54:49 PM 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 5266 Pierson Ct. Wheat Ridge, CO 80033 Property Owner Name Jon Brandow Property Owner Phone 720-933-4936 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email Jonbrandow.jb@gmail.com Address Attach City of Wheat Financial Document iodf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" APPLICANT INFORMATION Applicant Name Jon Brandow What is your role in the Property Owner project? Are you performing the Yes work yourself, live in the home and will be living in the home 1 year after completion? Attach Notarized Notarized Property Certificate.pdf Work - In the space Homeowner below (not as an Authorization Form attachment), Provide a Contact Phone Number 720-933-4936 (enter WITH dashes, work Including eg 303-123-4567) mechanical, electrical, Contact Email Address Jonbrandow.jb@gmail.com for Plan Review occurring, Comments adding/removing walls, Retype Contractor Jonbrandow.jb@gmail.com Email Address I, the applicant, 0]:K16]CII91M0N]MYLO]M:/ Detailed Scope of Frame parameter and interior walls using 3,3/4" 25 gage steel Work - In the space studs. install electrical receptacles using Romex. Install recessed below (not as an can lighting and insulation. Drywall finish & texture walls and attachment), Provide a ceiling. Paint walls and install two panel doors to match upstairs detailed description of of house. build new basement restroom with ceramic tile, work Including bathtub, mirror and Vanity. install carpet and base that matches mechanical, electrical, the upstairs portion of the house. plumbing work occurring, adding/removing walls, etc I, the applicant, I have entered a detailed scope of work. understand my application will be rejected if I do not include a Detailed Scope of Work. Location of Work basement Square Footage Area 1500sf of Work Being Performed Asbestos Report Field not completed. Upload letter size Field not completed. documents here Construction Plans scanned on 11'x17" or larger Full—basement Brandow.pdf Project Value (contract $12,000 value or cost of ALL materials and labor) Valuation adjusted $45,737.50 5/17/21 SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for Jon Brandow Permit 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. City of W heat j�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave F: 303.237.8929 August 10, 2018 Owner/Occupant 5266 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700402 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — September 7th — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatrid,Re.co.us City of W heat � c COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us City of W heat j�idge COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29" Ave F: 303.237.8929 August 10, 2018 Owner/Occupant 5266 Pierson Court Wheat Ridge, CO 80033 Wheat Ridge, CO 80033-8001 P: 303.235.2855 RE: Previously permitted project plans available for retrieval — Permit 201700402 (Single Family Dwelling) Owner/Occupant, This letter is being sent to you because a project for which a permit was issued by the City of Wheat Ridge Building Division and plans and/or other documents were required was recently completed and approved. In accordance with the Building Division's document retention policy, the associated plans and/or other documents are scheduled for disposal. We are writing to offer you an opportunity to retrieve those approved plans and/or documents prior to their disposal by the Building Division. The plans and/or documents are available for retrieval for a period of 20 working days (4 weeks) from the date of this letter — September 7th — and must be retrieved in person at the Building Division offices. This letter must be presented at the time of retrieval of the plans and/or documents. Plans and/or documents available for retrieval CANNOT be mailed and plans and/or documents will NOT be available for retrieval after the expiration of the retrieval period. You may retrieve plans and/or documents between the hours of 7:30 a.m. and 3:30 p.m., Monday through Friday, at the Building Division offices located at 7500 W. 29th Avenue in Wheat Ridge. Cordially, Kimberly Cook Permit Technician 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2873 Fax: 303-237-8929 www.ci.wheatrid,Re.co.us City of W heat � c COMMUNITY DEVELOPMENT www.ci.wheatridge.co.us City of Wheat ,dge COMMUNITY DEVELOPMENT TO: Accounting Department FROM: Meredith Reckert, Senior Planner DATE: July 25, 2018 SUBJECT: ESCROW REFUND / RELEASE Request for Release Reimbursement is requested for funds from G/L Account 01-356 in the amount of Fifteen thousand dollars and zero cents ($15,000.00) being held for residential front yard landscaping for properties listed below. 5215 Pierson Ct. — Permit #201700371 - $1500.00 5246 Pierson Ct. — Permit #201700428 - $1500.00 5256 Pierson Ct. — Permit #201700401 - $1500.00 5266 Pierson Ct. — Permit #201700402 - $1500.00 5265 Pierson Ct. — Permit #201700591 - $1500.00 5276 Pierson Ct. — Permit #201700400 - $1500.00 5285 Pierson Ct. — Permit #201700429 - $1500.00 5272 Quail St. — Permit #201705873 - $1500.00 5242 Quail St. — Permit #201705876 - $1500.00 5232 Quail St. — Permit #201702611 - $1500.00 Total reimbursement requested: $15,000 The landscape improvements have been completed to the City of Wheat Ridge's satisfaction. MAKE PAYMENT TO: SEND TO: Remington Homes Megan Sparks 5740 Olde Wadsworth Blvd. Arvada, CO 80002 Kenneth Johnstone Community Development Director OD >� r� o O �v ; b u N Ol a, ro —` N \ " o 4J Id 0 w z° O v u a7 H N Fi m o Q N m JJ q Id o N O o tj � /P4 -1-1 ro o u z rI U W 0 b O O 00 o w P, o q u O rl 4J E1 a W iI 4J rd w m ro > 44 H •W O �T� W M 0 o o 14 0 a O H r V w m u x o m " N H E-4 3 b a u m W w O iJ O U v y x b o o o H z U al 4- O N ." o 4J 0) 4.) O W T w W O o U b H 7 3 0 , O u o -'� w N J CD Q r n fd N U Z O U d U P4 A O b. u FJ W m N > C 04 m o H N b 'CS L r q V W u m w o Id q u N N U m 0 ° x o b b b z ri O b A yz a) 0 a' A o v .� z b 0 O v a 3 U E O O N al µ+ v ~' o N p u W rt7li QoI O W V " U M -1 A O V O m w a� o u a .a) w O 7 F O b U] b -�a y o 4 w w O M a io Oi a rl O N 3 w { v a o o n w F o " a a U O U N O N z ID ID I v r q x .. w w .. 1 ti N O z (d `u O .. L m b , q z O F a Q w � a z Z. o � m o ri U —1 >+ w J 1 a o �q a a s o H U 41•d N n U u d a H U N a °u x 41 u W H N I a a ro x a� a w w a, H U W a, 14 A H a m 0 u a a w oa 'o u N a° C+ �) 100 O'J_� Ind E TIO RECORD Occupancy/Type I( t_og INSPECTION REQUEST LINE: (303) 234-5933 Inspections will not be performed unless this card is posted on the project site. Call the inspection request line before 11:59 p.m. to receive an irispection the following business day.** I11specior Must Sign ALL Spaces pertinent to this project Foundation Inspections Date Ir spector Initials Comments Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter (o a �� `- 12 07- 1 6/13 r1 Do Not Pour Concrete Prior To A-ppTval Of —e Above Inspections [Underground/Slab Inspections Date Inspector Initials Comments Electrical,7">✓�r�° Sewer Service Y `mss -- t l�<I , d hf Plumbing � #,'�� ,,� Do Not Cover Underground or Below/In-Slab Work Prior o Approval Of Trie Above Inspections Rough Inspections Date Inspector Commenfis _ Initiate% Wall Sheathing Mid -Roof Lath / Wall Tie — Rough Electric Rough Plumbing/Gas Line Rough Mechanical Rough Framing Rough Grading Insulation Drywall Screw/ Nail Final Inspections E' _z Y iI v C Date Inspector Initials I Comments Landscaping & Parking / Planning Dept. r'Cy ROW & Drainage / Public Works Dept. f - e/ y Floodplain Inspection (if applicable) Fire Inspection / Fire Protection Dist. Final Electrical 11a.3' Final Plumbing Final Mechanical I / 23/16 gr Roof Final Window/Doors " Final Building 1 f Z )x)I 0 Inspections from these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW and drainage inspections call 303-235-2861. For fire inspections contact the Fire Protection District for your project. 4-1f r---f---.�. I .l�f(�TF. Al( itF?mc_ rn1lCf he c4/IrY �tt7'l�[ ` --_' ^' ,_,v g rail4Pto, Publje,, Work,,;errs and Ruildino before a Cetifica of 'Occupancy is issued. ,approval of the Final Buiiding inspection does not consi,lute authorizaticf) wf a xupancy. te *For low voltage permits - Please be sure that rough inspections are completed from the M ire District and electrical low voltage by the Building Division. For notification of your assigned inspection time window please email i4WtLrq_erequest(d)ci. dipatridge.co.us by 8:00 A.M. the day of the inspection with the property address in the subject line of the email. Time windows are assigned based on inspection routing. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather U ackfow Consulting Testing & Repair, Inc. Phone: (303) 537-0126 www.backflowconsulting.com info@backfiowconsuIting.com V000�j)__ Assembly Serial #: T261404 Test Date/ Time: 1/26/2018 10:37:57 AM Tester Certification #: 06-00615 Assembly Test Results ® Pass ❑ *Fail Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE Facility Address: 5266 PIERSON CT City:ARVADA ST: CO Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES g Address/Suite 5740 OLDE WADSWORTH BLVD City/State/Zip ARVADA CO 80002 c Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: ElRP ElDC ® PVB ElAir Gap ❑ Domestic ❑ Containment ❑ Horizontal ® I T Size: .75 Date Installed: 2018 ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' °,n' ® New ElExisting E:1 Glycol Glycol ® Isolation ❑ Vertical Down ' q ® Irrigation Previous Assembly #: ❑ Recycled Location: OUTSIDE NORTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 40 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.4 ❑ Leak (RP, DC, PVB) ❑, Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑', Tight ❑ Tight Relief Valve (RP) Buffer co, (RP) Air Inlet 4.5 OPENED FULLY (PVB) Shutoff Valve #1: XTi ht ElLeaking ❑Re laced Shutoff Valve #2: XTi ht [—]Leaking ❑Re laced Back Pressure: ❑Yes [-]No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: DRAINED WATER FROM ASSY. DID NOT WINTERIZE. o Alarm Company/Fire Department: DFS Certification #: 18-B-06300 4 Contacted By: Turn Off Date/Time: Turn On Date/Time: Y Test Kit Make: MidWest Model: 845 ` Serial #: 07112151 Last Calibration Date: 2/9/2017 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc Tester Name: Nick Roman Phone: (303) 537-0126 H Signature: Certificate Expiration Date: 1/16/2019 Date: 01/23/2018 5266 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 4/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 715 Prepared by: nerg'yLogic analysis. insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcei Energys INSPECTION RESULTS: Builder sign -off items must be corrected. See details on following pages for explanation of items requiring re -inspection. Categories Passed: V IECC and Energy Star Air Sealing V Insulation Inspection @ Final V HVAC Inspections V Ventilation Systems V Water Heaters ve Mechanical Systems v� Room by Room Air Pressure Balancing d Blower Door Diagnostics EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N, Berthoud, CO 80513 Categories to Address: Thank you for using EnergyLogic, Inc for your home inspections .,yam Prepared for: DASH, Remington Homes 5266 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 4/2 salliackpn Item —M. « ,Eodes Attic access panels/drop-down stairs gasketed with >/= R-10 insulated IECC ALL cover. If latches are used they are functional. ESO - 4.10 RFC ,Result: Inspection Date Action Needed Photo -1% 1/23/2018 Complete Attic Hatch with gasket and attached insulation r . . Inspection Date Action Needed Photo 1/18/2018 Complete Attic Hatch with gasket and attached insulation Bath Fans exhaust more than 50 CFM intermittent or 20CFM ESO - 8.2 RFC continuous. Result: V 1/23/2018 Nice Work --Items corrected on re -inspection passes at 60 cfm -inspection Date Action Needed—, - A_ X 1/18/2018 Service fan to increase flow T master bath fan flow rate 30 CFM; must be at least 50 Collect, Store and Verify HVAC Contractor Checklists and/or Design ESv3 - 4.1 RDRC Reports Result: i !nspection Date Action Needed Photo 1/23/2018 Nice Work --Items corrected on re -inspection Mechanical System #1 oil" Program Codes Conditioned Floor area used in HVAC design loads is between 0-300 ESO - 4.2.3 RDRC square feet larger than home to be certified Result: �I Inspection Date Action Needed Photo V 1/23/2018 Nice Work --Items corrected on re -inspection rn Mechanical System #1 Inspection Date Action Needed Photo 1/18/2018 Have HVAC Contractor fix listed !x items Mechanical System #1 HVAC 3140 sf EL 4314 sf - this model can be basement with partial crawl, but this house is full basement Window area used in HVAC design loads is between 0-60 square feet ESO -4.2.4 RDRC larger than home to be certified Result: V 1/23/2018 Nice Work --Items corrected on re -inspection e. Mechanical System #1 Inspection Date Action Needed Photo X 1/18/2018 Have HVAC Contractor fix listed items Mechanical System #1 HVAC 381 sf EL 471 sf a� Passed Builder Sign Off -Builder will correct item without re -inspection X Failed Failed - Builder must submit photo of correction in lieu of re -inspection Prepared By: Mark Lane 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc • www.nrglogic.com (970) 556-0839 PO Box N Berthoud, CO 80513 Date: 1/23/2018 5266 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 4/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 715 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 Prepared by: isnergyLogic analysis. insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcel Energys d V Thank you for using EnergyLogic, Inc for your home inspections X010 Prepared for: e Remington Homes" DASH.. BUILDING SHELL/BLOWER DOOR TEST Target Measured 21159.70 1327 CFM@50 2012IECC CFM50 CFM50 CFM/Envelope 0.00 CFM/SF N/A ACH@50 3.00 ACH50 1.84 ACH50 nACH 0.00 nACH 0.00 nACH House to Garage Connection N/A N/A HVAC (CAZ) to Garage N/A N/A House to CAZ N/A N/A BUILDING SHELL/INSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type 2x4 Walls 2x6 Walls B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Insulated Sheathing Common wall to garage B2 - Blown Fiberglass - Wall/Floor - R-4.27 per inch Party Wall Framed Basement Walkout/Garden Knee Wall Skylight Shaft Wall Box Sill Rim Joist Floor Systems Floor System Over Garage Cantilever Adiabatic Crawl Ceiling Ceiling Blown Attic Vaulted Ceiling Batted Ceiling Cathedralized Attic/Roof Deck Foundation Unfinished Foundation Wall Framed Foundation Wall Conditioned Crawl Space Wall B3 - FIBERGLASS BATT Closed Cell Foam R-6.5/in+ Batt Closed Cell Foam R-6.5/in+ Batt Insulation Type Insulation Type Attic - Blown Fiberglass - Avg 2.7/Inch--Verify Card B3 - FIBERGLASS BATT Insulation Type B4 - Fiberglass Blanket Vinyl R- Value N/A 23 I/A 3 N/A 19 N/A R- Value N/A N/A N/A N/A R- Value 50 N/A 50 N/A R- Value 19 N/A N/A Slab Edge N/A Under Slab N/A BUILDING SHELLMINDOWS Above Grade Windows Foundation Windows Window Type 1- Dbl Vinyl Low -E 1- Dbl Vinyl Low -E U Value SHGC 30 30 34 31 WHOLE HOUSE MECH VENTILATION Target Measured Flow Volume 73 CFM to CFM 166 CFM SPOT VENTILATION shared bath master ROOM AIR PRESSURE BALANCING master front side Measured 52 CFM 60 CFM ItECHANIC AL SYSTEM #1 Furnace Conditioned Basement MOST RECENT FINAL INSPECTION Inspector: Mark Lane Inspection Date: 1/23/2018 INSPECTION RESULTS: _,> , .. .tE-INSPECTI N REQUIRED', Builder Sign -off Items Include: • Attic access panels/drop-down stairs gasketed with >/= R-10 insulated cover. If latches are used they are functional. • Sump pump covers mechanically attached with full gasket seal or equivalent. PREPARED BY: Mark Lane 719-243-5147 mark.lane@nrglogic.com EnergyLogic, Inc PO Box N Berthoud, CO 80513 • (970) 556-0839 • www.nrglogic.com LO)JI m Lr) ko ON OU) 7: 0 C,4 co 00 00 cu E Z m � x CC cu V &M cit cn 4-1 0 LLJ qj 0) cc Q) w 0 0 61 �o 0 41 > 41 m 0 0 0 0 o 0 0) -JO 00 Qt 0 w w 40 0) c ui c c do m c -0 CDO uj ui -i or, u u E CL LK S! 0 0 E 0 m Liq . r- C) w :E 0 L. E 0 cm mc u ko Mt E w co 0 m 4.1 Qj OCO 0 .c M VI V) Q z 9 "D>c ctz �b Ln m 0) D) ON 0 0 0 N Z a0 3 V) w w c 0N N cr- CL "i r- Lu 0 te u 00 o N %0 — A/'t ko co 8 0 0 Ul iA 0 ig C C dJ 40N 0 0 pp 00 Ln M W iv V vv 4) Z X= E VA 0 v°4 c (U 10, E w 0 a o 3:Ca L. c m< O (U E c 4. (L) 0 0 CM (U d) m U M n V) Q Z X= Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater ID (RTIN): 8664221 Home Address 5266 Pierson Ct Rating Date: 01/18/2018 Wheat Ridge, CO Version: 3.0 • - • r-- r r -r r r -r- r- - r r r• Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A oornprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved 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: 1327 CFM50 (1.8 ACH50) from the home. Primary Insulation Levels: Water-resistant materials on below -grade walls and underneath slabs to Ceiling: R-50 Floor: R-50 reduce the potential for water entering into the home. Wall: R-23 Slab: R-0 Management of moisture levels in building materials during construction. Primary Window Efficiency U -Value: 0.30 SHGC:0.30 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high -equality performance, optimal performance. ENERGY STAR Qualified Lighting' 100°6 Total Duct LeakageDuct Leakage to Outdoors_ 103 CFM25 Rough -In, with Air 1 CFM25 ENERGY STAR Qualified Appliances and Fans. Handler Refrigerators:0 Dishwashers:1 Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans: 5 Furnace - Natural Gas 92.1 A FUE Primary Water Heater (System Type - Fuel Type - Efficiency): Primary Cooling (System Type - Fuel Type - Efficiency)' Water Heater Natural Gas - 0.88 Energy Factor Air Conditioner- Electric - 13 SEER I ...This certificate provides a surumaiy of the maior energy erfiahency and other cxnntiucuanHERSAndex ......... features that contribute to this home earning the ENMGY STAR. including ds Home Fhergy Rating System (HERS) score, as determined through independent inspection and verifirAtion Zero Energy Reference Existing performed by a trained professional. Ito Home Energy Rating System is a nationally�rocognized Horne Home Homes unitorrn measurement of the energy eflrciency of homes. Note that when a home contams muhiple pedarmance levels for a particular feature (e.g-. 4100 r" 1 M window efficiency or insulation levels) the predominant value is shown. Also, homes may be C c c g gi 1 1 g r+ r LLL777VVV!!! wrtified to earn tho ENERGY STAR using a sampling protocol, whoraby one home is randomly less o o o $ o Mora selected from a set of homes for representative inspe client, and testing. In such cases, the Ener`y .,t► Energy featu•os found in aarh home within the sat an, intended to meat or exceed the valuas presented .L�7Is an alis eerUfioate The actual values for you?` home may differ, but offet equivalent Or better ca perfamr nw This certificate was printad usVag Ekotropp7w fg°°'io" z1.o.isaa). Thls Homy o�au usrat Learn more at www.energystar.govlhomefeatures IECC 2012 Performance Compliance nergyLogic Property Organization Remington Homes EnergyLogic 5266 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01/18/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5266 Pierson Ct Remington Homes I Remington Homes Annual Energy Cost Design Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total 405.3 402.4.1.2 Performance-based compliance Air Leakage Testing passes by '15.3% ^ IECC 2012 Performance $638 $135 $134 $907 $904 $0 $1,811 402.5 Area -weighted average fenestration SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist As Designed $515 $119 $134 $768 $887 $0 $1,656 Design exceeds requirements for IECC 2012 Performance compliance by 15.3°/x. Name: Mark Lane Signature:__ /tIRXAe,— Organization: EnergyLogic Date: Jan 29, 2018 Ekotrope RATER - Version 2.2.0.1848 IECC 2012 Performance compliance results calculated using Ekotropes energy alctorithm, which is a RESNET .Accredited HERS Rating Tool_ oo co 06 W C 03: iN Lf) IA LL m CL f0 LO N In N v Q\ @) 2 LL mi U U C? 0 0'' O 0 v 'L'7 CSf � Y 7 0 cu O v f0 Y R J � 0 UJ LL Q N O) ca CD m z m E LL tm G b 0 O V O O LL M 0 R U. LL W U) M r - U U a> LU 0 C O 0 c O U G O O U O U R7 LL 2) C W c0 co O N t6 f� 2 m m G 0 Z 7 c0 O N O) N C c4 �i m U IECC 2012 Label 5266 Pierson Ct HERSO Index Score: 57 Ceiling: R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1327 CFM50 (1.8 ACH50) Duct Insulation: R-0 Duct Leakage: 1 CFM25 Window & Door Specs Window: U = 0.300, SHGC = 0,300 Door: R-7 Mechanical Equipment Specs Heating: Furnace • Natural Gas - 92.1 AFUE Cooling: Air Conditioner • Electric - 13 SEER Hot Water: Water Heater - Natural Gas - 0.68 Energy Factor Builder or Design Professional Signature: 2005 EPAct Energy Efficient Home Tax Credit (13-001) Property Organization Remington Homes EnergyLogic 5266 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01118/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5266 Pierson Ct Remington Homes I Remington Homes RESNET Confirmed Rating. Normalized Modified End -Use Loads (MBtu 1 year) Category 2006 IECC 50% As Designed Target Heating 34.7 30.8 Cooling 4.6 5.4 Total 39.3 36.2 Ceiling U: 0.020 Wall U: 0.052 Framed Floor U: 0.024 Slab R: 0.0 Window U: 0.300 nergyLogic Envelope Loads (MBtu I year) Category 2006 IECC As Designed 90% Target Heating 62.4 40.6 Cooling 8.3 8.0 Total 70.7 48.6 Building Features Window Combined SHGC: 0.2 Heating System: AFUE = 92.1 % Cooling System: SEER= 13 Duct Leakage to Outside: 1.0 CFM25 This home meets the requirements for the residential energy efficiency tax credit under section 1332, Credit for Construction of New Energy Efficient Homes, of the Energy Policy Act of 2005. This tax credit has been extended through the year 2016. Name: Organization: Mark Lane EnergyLogic Signature: 4c,('A , a", Date: Jan 29, 2018 Ekotrope RATER - Version 2.2.0.1848 This information does not constitute a warranty or guarantee of home enercty performance Air Leakage Report nergyLogic Property Organization Remington Homes EnergyLogic 5266 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 01/18/2018 Rater ID (RTIN): 8664221 Reports Builder RESNET Confirmed 5266 Pierson Ct Remington Homes I Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1327 ACH50 (Calculated) 1.8 ELA [sq. in.] (Calculated) 73 CFM50 (Calculated) 1327 Duct Leakage Number of Duct Systems 1 System(s) Leakage to Outdoors [CFM @ 25 Pa] 1.0 Leakage to Outdoors [CFM25 / 100 s. f.] 0.0 Leakage to Outdoors [CFM25 / CFA] 0.000 Total Leakage Test Type Rough -In, with Air Handler Total Leakage [CFM @ 25 Pa] 103.0 Total Leakage [CFM25 / 100 sJj 2.4 Total Leakage [CFM25 / CFA] 0.024 Mechanical Ventilation Rate [CFM] 66.0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 66.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 73.1 Ekotrope RATER - Version 2.2.0.1848 RESNET HOME ENERGY nergyLogic RATING Standard Disclosure onaiyi1s For home(s) located at: 5266 Pierson Ct , Wheat Ridge, CO Check the applicable disciosure(s) in accordance with the instructions on the reverse of this page: 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. W12. 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 Wj B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel' E. Other(specify) 3, The Rater of the Rater's employee is: E]A. The seller of this home or their agent El B. The mortgagor for some portion of the financed payments on this home RIC. An employee, contractor, or consultant of the electric and/or natural gas utility serving this home []4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): Installed in this home by Rater DEmployer Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer OR is in the business of Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer Rater Employer l__t 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 Organization: EnergyLogic Signature: GLr�✓K. A1-- -- Date: Jan 29, 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 08001-2 - Amended April 24, 2007 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1 g f= - t Job Address: G , e r Ct. Permit Number: Q0 1-:3 O 0 4 o a _k I j ❑ No one available for inspection: Time AM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date: 1 /as'l Inspecto 1 c� DO NOT REMOVE THIS NOTIC 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 0 3 f Job Address: -:!S- Q �Sc� �• C r Permit Number: c--5 O 1 p .o y o LA _.) � - F� -z ❑ No one available for inspection: Time Re -Inspection required: Yes QNo When corrections have been made, call for re -inspection at 303-234-5933 Date:) 5 U Inspector:c DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ti 0 S F. 1A . R . Job Address: Q, e c S a a C �- Permit Number: `-I o Z. ❑ No one available for inspection: Time 1 AM/ M Re -Inspection required: Yes "No When corrections have been made, call for re -inspection at 303 -234 - Date: ' / c;)',)-- / 16 Inspecto i C_ 1. 4_ DO NOT REMOVE THIS NOTICE ' i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: L) F • P - ?' Job Address: R -, ( s C! . Permit Number: oD D 4 Z�. � L-Fy 7 -Q 20 R v -,A ❑ No one available for inspection: Time Vj -) Re -Inspection required: Yes (3D When corrections have been made, call for re -inspection at 303-234-5933 ll Date: o a.; 1I Inspecto '-` 1 DO NOT REMOVE THIS NOTICE City of Escrow/Letter of Credit wileatjge Transmittal Sheet COMMUNITY DEVELOPMENT An escrow agreement has been executed for front yard landscaping at 5266 Pierson Court. The escrow is in the amount of One thousand dollars and zero cents ($1500.00) for installation of front yard landscaping. The above amount is to be held in escrow for: ® Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: Established seed and/or sod consistent with state stabilization requirements ❑ Other: Escrow expires June 24, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: Name Date City of Wheat-j�id�e COMMUNITY DEVELOPMENT Landscaping Escrow Agreement This agreement made this 24th day of January 2018, by and between the City of Wheat Ridge and Remington Homes of Colorado, Inc. for escrow in the amount of One thousand five hundred dollars and zero cents ($1,500.00) being held by the City of Wheat Ridge until landscaping is competed at 5266 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: Contractor: Signature Business Address /, hone Date Title City of Wheat Ridge, Colorado By:C- Title: C- �-� Date: t 2-5 - ( 6 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:`F-00 Job Address: J`LtPCP l' I i✓: G`r Permit Number: 1,01-100402- LA ,01-10®402 - ❑ No one available for inspection: Time Re -Inspection required: Yes No When corrections have been made, call for re-insp`ect�ion at 303-234-5933 Date2 I I Inspector: D1 +c : 1 DO NOT REMOVE THIS NOTICE c7 L c 4� C> PP City of aCc�.�� heatR.;��t�3�r City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 I 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. DATE: G z 7/17 r PERMIT# ADDRESS: 5-266 Pf,05U/V t;'oyRT LOT q ,BLOCK 2- , Q�A�1. W1pGu'STATC-S` 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 MINIMUM SETBACK. DISTANCES from the property lines have been determined to be: rLZFF7" 1 l2VrNir FRONT: 20j REAR: ► , �a SIDE: SIDE: 2 S. a' The MINIMUM ELEVATION has been determined to be: 52 • 0 The above measurementshav een determined on the following location: Check only one): Top of foundation prior to placement of concrete (NAVD88). Top of proposed foundation subsequent to placement of concrete The setback and e1 at' in asW'ement locations are identified on the attached exhibit. D� C/ Signed P ' CF Print 'z� t11� Date (Surveyor's Seal) •ssional Surveyor FOR OFFICE USE ONLY LN©� Approvedby: Inspector Date Rev 12106 L caned IMPROVEMENT LOCATION CERTIFICATE S�' Land (FOUNDATION ONLY 5511 WEST 56TH AVENUE, SUITE 240 ARVADA. CO 80002 P:(720) 242-9732 F:(720) 242-9854 BLOCK 1 SKYLINE ESTATES FILING NO. 2 FIRST AMENDMENT INCLUDED PARCEL REC. NO. 2007001840 & REC. NO. 2007066070 7.5'7 WIDE UNPLATTED PARCEL GAP IN PROPERTY DECRIPTIONS LEGAL DESCRIPTION LOT 4. BLOCK 2, 0 10 20 10' UE&DE 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, K1 K) 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 w 0 REM INGTON HOMES AND DESCRIBES THE PARCEL'S APPEARANCE ON JUNE 27, 2017, 2. 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS JONATHAN R. LANGE DATE. JUNE 27, 2017, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE COLORADO REGISTERED N PLS If 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, JOB NUMBER: 1211-90 w 0 15.0' 0 39.5 m LOT 4 0 ( 0 0 5.0' BLOCK 2 _N LOT 3 #5266 LU z (UNDER ' BLOCK 2 CONSTRUCTION) z g I `} TG8=52.0 g w Lu � - 25.0' -L25 to z w Z 12.5'w� 0 o �n N h F 111 20.0' z q V < Q 2.5 0 W LEGEND "P=PE TY LINE0 20.0 w BOW=BACK OF WALK IBC=TOP BACK OF CURB I =ROW LINE :O EOA=EDGE OF ASPHALT ?C8=?OP OF GRADE BEAM UE=UTILITY EASEMENT 'O DE=DRAINAGE EASEMENT N TBM=TEMPORARY 10' UE&DE BENCHMARK W =CONCRETE *_FOUND #5 REBAR WITH PLAsnc CAP PLS N0. 36561 as.a N0015'16"W 80.00'., SQ 0 ---FOUND NAIL & DISK - OFFSET SHOWN PLS NO. ILLEGIBLE ©=CABLE N PEDESTAL PIERSON COURT 0 =ELECTRIC PEDESTAL ©=TELEPHONE PEDESTAL FELECTRIC -TRANSFORMER —z— =WOOD FENCE =WATER SERVICE S =SANITARY SEWER ® SERVICE z LEGAL DESCRIPTION LOT 4. BLOCK 2, 0 10 20 QUAIL RIDGE ESTATES 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 REM INGTON HOMES AND DESCRIBES THE PARCEL'S APPEARANCE ON JUNE 27, 2017, 2. 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS JONATHAN R. LANGE DATE. JUNE 27, 2017, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE COLORADO REGISTERED BOUNDARIES OF THIS PARCEL, EXCEPT AS SHOWN, THAT THERE ARE NO ENCROACHMENTS PLS If 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, JOB NUMBER: 1211-90 LOT 5 BLOCK 2 BOW TBC EOA 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: - tlt�.� ��•y� Job Address: 5"2 _ .Q 21 �L4e,7,Dt4 C 17 Permit Number: '?,p r i oc)- -02- ❑ No one available for inspection: Time U144 IM/ M Re -Inspection required: Yes . No When corrections have been made, call I& e-inspection,att 303-2 Date: l Inspector: IJ is a 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: �� L41 1 C) Job Address: a 5'2-UCP Permit Number: '2,Uj-7C- Q40-',.- ❑ No one available for inspection: Time - 7--) (APM Re -Inspection required: Yes No When corrections have been made, call forrre-inspection at 303-234-5933 / l Date:11-7 � Inspector:A .. DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-892,9 Fax i INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ,q X/r 7- n1 5 -2- 6 6 D'4i C_7 '-1 _ t__) / `> 0 6) / I/ C 12 ❑ No one available for inspection: Time Cif S AM/PM �r Re -Inspection required: Yes (�N When corrections have been made, call for re-inspe ion 303-234-5933 &-2-0 Date: Inspector: ,/° DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax <= Inspection Type: Job Address: Perrpit Number: 61) a, INSPECTION NOTICE S- 6 6 L s c rr -20/`760 ,//0 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes( No When corrections have been made, call for re-inspec�bn at 303-234-5933 Date: ®i-'"" Inspector:'' DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: ( 0 Job Address: (OL F1 Permit Number: a n I-7 p 1, q b U - r -e Z 6 ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -1 sp ction a 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE - Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax Inspection Type: INSPECTION NOTICE EM4n Job Address: 52 & G P/ [:"rL S C 7 Permit Number: 20120()4102- ❑ No one available for inspection: Time 1055 6/PM Re -Inspection required: Yes (9 When corrections have been made, call for re -inspection at 303-234- Date:- 61_115 J/ 7 Inspector: GSI P DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE ��(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 1, Fu Job Address: .3 170 -8 i T Permit Number: 4 v l —7 ov7yy n r d- rt t ---,4e( ❑ No one available for inspection: Time 1 r 3C1 PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: 6 /,"V/7 Inspector: (iA P DO NOT REMOVE THIS NOTICE N* i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303 -234 - Date Inspector: DO NOT REMOVE THIS NOTICE M S 4, `""61fY_6F WHEAT RIDGE Building Inspection Division (� 303 234-5933lnsP40' ction line (303) 235-2855 Office - (303_.),, 237-8929 Fax Inspection Type: Job Address: Permit Number: INSPECTION NpTICE LW❑ No o O available for inspection: Time — —AM/pM Re -ins t tion req�ired: Yes No (''When corrections h ✓e, been made, call for re -inspection at 303-23 . 33 to 1�ti 4 nspector: ♦�A .lope o hs ection T Aer b qa ype. m/t ares . WE dec a�ai/ab/e f tion ro Or re��:ea 9C//rea -'"OctiO s ha`e been niaQ,e C WIC1l',9//? F /3o3?03/2� S9pe 8ss o f 33�fjs • X30 ��- Fcr�oN Ato :::�� qM�p CITY OF WHEAT RIDGE -� Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: t-- U LA. Job Addres Permit Number ) p l a V n 0V_y ❑ No one available for inspectign: TimeZ- v _ AM/PM Re -Inspection required( "Yes -No. When corrections have been made, call for re -inspection at 303303-2____34-5933 Date: " ' I Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201700402 PERMIT NO: 201700402 ISSUED: 06/15/2017 JOB ADDRESS: 5266 Pierson CT EXPIRES: 06/15/2018 JOB DESCRIPTION: New single family detached with 2 car front load and 1 carside load garage with unfinished basement; 3 bedroom, 2 bathroom; Unfinished basement - 1999 sq ft; Main floor - 2147 sq ft; Garage - 658 sq ft; Covered front porch - 88 sq ft; total 4892 sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN GC (303)420-2899 M. Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 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: 273,941.94 FEES Total Valuation 0.00 Plan Review Fee 1,465.33 Use Tax 4,930.95 Permit Fee 2,254.35 Engin. Review Fee 150.00 ** TOTAL ** 8,800.63 *** COMMENTS *** *** CONDITIONS *** Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. 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. All roughs to be done at Framing Inspection. .1� City of Wheat Ridge 1 E ti�� Single Family - New PERMIT - 201700402 PERMIT NO: 201700402 ISSUED: 06/15/2017 JOB ADDRESS: 5266 Pierson CT EXPIRES: 06/15/2018 JOB DESCRIPTION: New single family detached with 2 car front load and 1 carside load garage with unfinished basement; 3 bedroom, 2 bathroom; Unfinished basement - 1999 sq ft; Main floor - 2147 sq ft; Garage - 658 sq ft; Covered front porch - 88 sq ft; total 4892 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 permit. I further attest that I am legally authorized to include alI entities named within this document as parties to the work to be perto rmed and that work to performed is disclosed in this document and/or its' accompanying approved plans and specifications. n4tu�ef OWNER' or CONTRACTOR (Circle one) Date This rmit was issued based on the information provided in the permit application and accompanying Flans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 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 originalermit fee. 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. No work of an manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 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. The issuance or granfiri ,of a permiTPt b Go''true I to be a permit for, or an approval of, an violation of any provision of any applicable code or an or ro f s jurisdiction. Approval of work is subject to field inspection. �A r r Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Inspection time requests will be accepted by email only. Please email requests to insptimerequest@ci.wheatridge.co.us between 7:30am and 8:00am, the morning of the inspection. Please put the address of the inspection in the subject line. City of Wh6atN�dge Co ,4UNITY DEVELOPMENT Building & Inspection services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 k Fax: 303-237-8929 Inspection Line: 303-234-5933 CoJm Date: 3/ a Plan/Permit #w o Plan Review Fee: r I q�G'.-3 Building Permit Application C *'• Please complete all highlighted areas on both sides of this form. Incomplete application may not be processed. Property Address • 5 2(®I' 1i U_Y__ i C-+ Property Owner Email; Mailing Address: (if different than property address) Address:�� City, State, Zip:c�aC�a Architect/En4ineer: ( Gt"ci En-i"-e4EQCQL' . ,-i lC Architect/Engineer E-mail: 1 , _ �4 Af Ck) V hone:. ' L� y096-1 Qj Contractor: Contractors City License #:I (P Phone: :f) Contractor E-mail Address: 1 Sub Contractors: 0 Electrical: j (a & f C� Plumbing: ('(- )j W �U— b Mechanical:r cx S� �,U 1 IlJ h W.R. City License # C) %-75 W.R. City License # W.R. City License # 5 (p Other City Licensed Sub: City License # Other City Licensed Sub: City License # Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ® NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESIDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and pro osed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) 0 -T),6j I 6 ? �('.Vr-DC* iCna aid- l CQr760-fi d, g�c Lo 1' un )DQ.t-WM I a bC6h Cbc i�n�n� �� ba�m�+- ►q�� Sq. Ft./LF Amps Btu's Squares a,q. �n� pxcch - 6(6 Gallons Other Project Value: (Contract ;value or the cost of all materials and labor included in the entire project) OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED PRINT NAME: T�1 SIGNATURE: tel. ZONING COMMMENTS: Nil i ` Reviewer. �(} BUILDING DEPARTMENT COMMENTS: Reviewer: ATIVE) of (OWNER) (CONTRACTOR) ONLY DATE: OCCUPANCY CLASSIFICATION: PUBLIC WORKS COME NTS: t> 1a, F l�`�cJt' Reviewer: �,&,t_6, c:c� c, G% Z' v -,;;,e �W ��-yV�`" L�� Cls ��s 1 cam. t5 ct—kA PROOF OF SUBMISSION FORMS J Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ Cieof What-R�xd�e 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. Date: �r— Project Address: Name of Firm/ Individual submitting document s:'Ie Mt9a'rn�3' Project Type/ Description: Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, WZ� am a duly authorized representative of the agency indic ted below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District o Co olidated Mutual Water District Valley Water District o Denver Water Agency Notes: Signatur0! (Agency Representative) o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Date: J7—X�—l� `S City of SINGLE FAMILYIDUPLEX Wheat' ge BUILDING PERMITAPPLICATION REVIEW PUBLIC WORKS Date: Location:Z�o�P 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. Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: ✓OK ,refer to stipulations. 2. ✓ Public Improvements required & to be completed with project: a. street paving/patching: Yes i/ 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: $ 3. `✓ Does all existing roadway/alley R.O.W. meet the standards of the City: •Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. Signature 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 Mark Van Nattan Date I 6. V Stipulations: t7 -a -,.v, �v�-�-V,��y �� jC V Ih v'C "o A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. V NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of _:�?BW heat i%e LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: `4 `Z;_ -t (C� Location of Construction:Z iP �� E� 5 �� C4_;+ Purpose of Construction: tS v` ro (2 F_ eL LIA .t Ll 6 U -L k L (A,, Single Family ✓ Commercial Multi -Family Development Review Processing Fee: ................................................ $100.00 $ (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 $ 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 I" and 2nd submittals) :.......................... $600.00 $ • Traffic Impact Study Review Fee: (Fee includes reviews of the 1" and 2nd submittals): .......................... $500.00 $ • Trip Generation Study Review Fee: .................................................. $200.00 $ • O & M Manual Review & SMA Recording Fee ................................ $100.00 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3rd submittal (% 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): $ (j o a ,e 4 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. ww"wi.wheatridge,coms Rev 12/12 g('i(y of c t 1C C PU151 IC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: �-�Z �1 ADDRESS: Dear Contractor: In conjunction with the approval of the building pen -nit 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 www.ci.wfieatridge. co. u s Rev 2/08 Rev. 04/17 Ouail Ridge Estates - Plan Review Worksheet Address: 5 2 (-' � �'�� r St7`v� C4" Quail Ridge Estates Subdivision, Lot #: Block: Applicable survey conditions: FND (survey at foundation) NRS (survey prior to CO, if within 2 feet of setback) DOUD 1 (landscaping) DOUD2 (setbacks) Lot Size: U 0 sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage Accessory Building Coverage (not to exceed 600 sq. ft.) 145 -� 2- sq. ft. a E- � 3 sq. ft. Z rJ sq. ft. Main Building Setbacks Required Provided Front 20' a . Interior Side 5' Side on street 10' Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' Side (if under 8' tall) Rear (8'-15' tall) 5' Side (8'-15' tall) Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? t F'' 5 (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% �l6 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 ❑ Of scli 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. O Z z b LLJ LiZ Li 0 �W HL.J WOf W QU a Q. W a00 0 "t n O0 co 0 Li } W O � a 0 0 0 Q W J 0 6 a 0 U O O Z � z N N 5 E- V) NLAJ l a F- F- Z W N � LLJ in Z Z Jj Z Y Z Q V) NN Y LL- U O J m m O Q - o � O .0 49 OZO c ► z =z= a� 7 sN g� <4 U 2 J r a o0 -r U ck: W CD Oa U a O N LLJa F W CDWZ N (n wir (n cr WV) W LLJ Q WILL. 0 LLJ OCDO X a13 w>- `� J Z z C Y - OZW J00 -SF- d-I a3W F— N pO J } F- U O Z z b LLJ LiZ Li 0 �W HL.J WOf W QU a Q. W a00 0 "t n O0 co 0 Li } W O � a 0 0 0 Q W J 0 6 a 0 U O O Z � z N N 5 E- V) NLAJ l a F- F- Z W N � LLJ in Z Z Jj Z Y Z Q V) NN Y LL- U O J m m io Z z Ufa Off® c O Z S,w� dao N O c ► z =z= a� 7 sN 30 io Z F W N O c ► z =z= a� 7 sN g� <4 U 7? J J r a o0 -r Q B a Oa U a O N Do: F W Ci�m ml.J W iT 11 30 >-w 3? ~ 03 OU my Z VI U a� w FL Z < a m < JayJ r m r W Ln v YU a z2 h 7 Z2 V1 o N z3 <9 MWv) Zin 8 �Y AZO0ta05 Wa � W 3 � V -: m Or y}J. J 2 dQ0300 —; W F W W z mU of 0 u c S� o Chi a Cl. AW < < r �m�00 8 111 =0c g (7 (J m m J J :0N3031 -SNOLLVOLAI03dS J ^_ O a N - O —•�z N Y [OVN u e in u J 1'- a~ C Z W II W O Z=3z osc�`v�' WN W ix OUZO rF..0: 0 Z ¢ JU 000 La La W< CL r �L,L,V)V)V)fr a C, �' :SNOISN3(NI0 -j O -' NOVELOS QWUO cr 0 O< �aU)o � N W W FW -a-10 mb o Zz cr !� N =JOd Q a J . N n $n oJa CL :N833NOO J``N 30 S31ON io ILL >-w 3? ~ 03 OU my Z VI U a� w FL Z < a m < JayJ r m r W Ln v YU a z2 h 7 Z2 V1 o N z3 <9 MWv) Zin 8 �Y AZO0ta05 Wa � W 3 � V -: m Or y}J. J 2 dQ0300 —; W F W W z mU of 0 u c S� o Chi a Cl. AW < < r �m�00 8 111 =0c g (7 (J m m J J :0N3031 -SNOLLVOLAI03dS J ^_ O a N - O —•�z N Y [OVN u e in u J 1'- a~ C Z W II W O Z=3z osc�`v�' WN W ix OUZO rF..0: 0 Z ¢ JU 000 La La W< CL r �L,L,V)V)V)fr a C, �' :SNOISN3(NI0 -j O -' NOVELOS QWUO cr 0 O< �aU)o � N W W FW -a-10 mb o Zz cr !� N =JOd Q a J . N n $n oJa CL :N833NOO J``N 30 S31ON 4> C N Y F } H v U O vi O o< m W w W w C« Of J p t N Oo r O 1 100 .�' C m l�0 m 6 O1 W N m = tp t0 o oma. -ate. a z 0 5 m E e A m a m m of b g N UJI ❑ C y G y m.. Q O E N m N C. In U B, , J < ~ o N 0 J O C c .p+ ; G« d O F- U Q W Q C' ❑ W�+Iva p;5 c E 3�CL « ° 00 On O a aw .-aat am NV E Htja v w U H r om a�r;o� "fix �&/ 4I AdC ~ .V Om CW~ Lm 0'6 — ,v Go , W Q! OOtp 1-a L -p —,ta — Q n 2 @S 1 1 �Oo0.0 34$3f1 ,S��OLZI „�f;�4:68S In N `�' a Lr ''_ �' i < a W 0 W Z O L) a c+ ^ 1 XZ a" f m z Sti Z Z N N a a 1 — �j a —� - 3(i 5 F y ' `� qz 11 5 W O N I V 11 n a I I N O1d303a 1N3Wf1000 31 2lVd35 = I� I (mss �,JIM, �p uiLi i AS 030N003H 1N3W3Sd3 83M3S AmINVS ,0c 1 M A o t0 O Q Kms. N tY N W -- ,l'SC ---- —6'lZ n O Q� x� < zWSe n 14iS aKo Q twi W N W O S'S£ A0. �LS n 3 z H W o R- w W o� 8 * a w o O I I I I z3 <<oa�,,ci�m F- lL 7 J r W U)mw ZZZ O o 1 (� oI Q� x0 I II .l^� �~ O Q�<WOU4SW(9 <cjui c� wW-' >- w I i N L) "� N Ii 03 V IJtYim�w�Wa�z m o d0 Q W w X(9Q O 3 I I NQ vi I r Wr a<$��o �Ma d �f W Z Lu O S'ti (� I :GL O JV Z Omr OPir2-F0: 1 19 � Ii C9 (n — s o z x pp. LLJ Q00 -�H W �� p rn tiL� n� I O mJ O < a3c°��<°®cin —�� I w 3 1 Nvi NMQ LLll— SZL �II I r Z in N = ajm��+w��i�c d F}- +I I Z N II C 4'6 II O p W a W 3 to o m m x Z U �` o V -o I I-- o co I "� J m ( II MI e� �n r ( "� a v a c'� Q :aN3031 SNOLLV013103dS Z �00 0 ( L.0 i -'mo �H�G N �II r-- II � H U m O C I L J mx Qr a- 0'L Ni U) ~�Z �a00 0 Y I C L0 z $ S l CIS I I a `x -- ��Ll tl N N u O z� �. ui = 1 1 I Q•.' d� : F..aH QZ W p 9 WO _j I I W �+ I »I U� p S'0Z ,� Z=}'w as<a0F 0 LY N� Q N I I `°� s3 OUz7 �rQa_jm ^I P. Y O=QU ZZC�(IWW� d Q L.jo t� �� _ �s I �� A0� £S 9 a oil t a ..:\ ti ;' X a J a m W vl vl w rc LJ m 30*3n ,s — — — — — — — W o= ,..f,; e> a ? J :SN01SN3WI0 p 90'LZl M f+� 68S K yx�y7�� 710b�S13s O .J LL + - r • — — —^� �a�83f1 O O� a XZl �— r e — —o*oz ?'-: H WNW r N F. C)� I N , N .. f r aJO Q) -0 U V® N MN ::'c li ULj a0a CQ� �z Q� �^ J wm aoma �oN a I O _ A NJ.-� J `i<O :N830N00 v •' 30 S310N pc Z o r0 O N OQ o m m w w w 0 O Z O N II rz n=o o (i o 4-: Ow 17 O a Q o LUa (� Z �_QUI W O Z N (� 7 LSI r a 1 01N O (n O�� I-U Q _ob p Q Jw-Hw OO Jm U (n ~a 00 0 I cr- U 0 [if CY ai I� Q w lb U 0m Q oo o a o 0 j .� O aa O S �sl [� L� �7 rnpo 4 ~ O U p 00 o o r x ^�f nd,o-« I Q a W� W O � � � o000w — ---- � 0'6 m �- ,O'ZZ .�— o > O Z O LL-O n I` -i 0_ - o o a o VOOZO 30)83(1 ,S o ,l0'LZl M„tP�,�t.68S 7 es v N N a e O w v a w a 3 S woco, z in J w m %9 �+. n %Z GZ 34�3(i ti. UO v W z N N O r.. ,C y UWj m w w w i a in �- r-za v s� ,S x voi Q w urw} w � Z Z 0o< �I� �i I Ni �� `Q •� I, W z> W o LLJ _ W V) N I I I I N I f ON NOIld303� 1N3Wf1000 31V2�Vd3S w O Qi < < Ln 1 II II I i i DO- (n® N M A W L 1 l8 03ab0032i iN3W3SV3 2J3M3S kHViINVSCt ,OS j p Q x�. I Os I o _ N NOZ Lo W W (� Z WNW — S S� — — — — — — — L'SC — — — ��s 6'lZ n N Q �w Z Y a J r N m QW rl^1 W p O O l n0 -LS I I + Z H Z� waW aoo �� O v7 a Ir` N * N p w � V/ V/ UJ (n V' W Z Z Zcc O W In o I I W I w(� O I �_ O =,-Y3a� O rin W ��Za O M Z O w m (D O a Q Ld G I I I I O NI Q Mx0 II I N I ^ � _� p U I-Om ZOOOOwO rY Jw Wa>-a > W d Z a a = 0 m C Wx > O W W p W Li pUO i Q Z V) D I I LS'� ( t.c) � Q n N� I %L I _ O J~ Z WUd Uax 1-Z aap3oOD�JQ Oa J W I F r w x w = a w O U lY IL Q0 LL J~ �LL. � t� I �N V) �O Z r 04 Q W WI— ^� ,S Z� �Ii Jj I n oi O Z mU � NZ O a �n = V/ =11 1CL =)R a 11 OM m O (7 L.� !L W w a-wo w¢ O Q a Q r (2n (Mn p p uwi O -/V� (v Y +i I In P7 ® Z II ti'6 I O O m n U 0 m m w x N Q U 0 0 0 I m -i m W Jlv' �II `� a d n Q :ON3031 :SNOI1V01.JI03dS Z O (� _o I J .__l O m I lZ H LL W li IM N N O I I w O M I _ 1 — UO'L ��n r m J Y I I Z ,O' l l St N xi tS I O a 2 -. O -• Z N N- o II N N U I LO ,S I II O O ¢ J H II �_ m O I ( LciUro In Q S'oZ N I wCi�:+e'.57 _ t7` ;.: Z Z2 UJ O i U' C� W N a�aa� r II to - O Q I I I 1 i i ,' 4!' ; f .-s!'-,:tr�ar'� Y 0C)z� Q Q J O tr rraa�ln Z Z K O O O O W w a p Q �. �6 1c GtL I yp• nO,S v9 S'4S M _ N 0 LL 0 z �a Z a r Q= J J W w w w n N v r M W 0 )gym v> v} _ m IM J�J SNOISN3W14 ^ ^ V ^ b� 3a?83n ,S v N bg-`3 - ----- O --mss Ui -•t----�-� m +oa o m a 0 a> a-Q� j J O J o F Q W oOf A3Ve13S �L rn M in ,90'LZl ° �Z M„kk,1�t:68S }-2pqQ o �z < O I r----- W %Z t r p a ry o o l/ U W S r 1-ZJ0 s �� n o Z p �@ l- -� LdQ QtZ �aoa L MN ion S 0 Zti �� • 00 3 j �� _ Q HQ JJ < N J S•O+ LdpJm ®� ��d O-�° �Jll x�n No N a I M : 4 rK-rvj s/! V N830NOO • �,•° PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) December 2. 2016 Re: 5266 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, " v� 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 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: �e-40ew Name: Robert R. Short Title: President State of Colorado County of )ss The foregoing instrument was acknowledged to before me this February,, 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and official seals. My commission expires: °Y- f Notory,; Public .JANET S JACKSON i\IOTARY PUBLIC STATE OF COLORADO NOTARY ID 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/2612016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Otten Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES OT COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and lender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other 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 "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NCS- "1�r5�p0Y-CD 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the 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 under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Paxrnents. 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. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations under the Development Deed of Trust. Borrower shall not seek to modify any terms or conditions of the Development Loan, or obtain any additional advances or readvances of the Development Loan without Lender's prior written consent. (b) Taxes and Other Charges. Borrower shall pay all taxes, assessments and other charges, fines and impositions attributable to the Property, which may have or attain a priority over this Deed of Trust by Borrower making payment when due, directly to the payee thereof. Despite the foregoing, Borrower shall not be required to make payments otherwise required by this section if Borrower, after notice to Lender, shall in good faith contest such obligation by, or defend enforcement of such obligation in, legal proceedings which operate to prevent the enforcement of the obligation or forfeiture of the Property or any part thereof, only upon Borrower making all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 7. Preservation and Maintenance of PropertX. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) stuns due under the Development Loan or on any prior lien or encumbrance on the Property; (d) if the Property is subject to a lease, all sums due under such lease; (e) the reasonable costs and expenses of defending, protecting, and maintaining the Property and Lender's interest in the Property, including repair and maintenance costs and expenses, costs and expenses of protecting and securing the Property, receiver's fees and expenses, inspection fees, appraisal fees, court costs, attorney fees and costs, and fees and costs of an attorney in the employment of Lender or holder of the certificate of purchase; (f) all other costs and expenses allowable by the evidence of debt or this Deed of Trust; and (g) such other costs and expenses which may be authorized by a court of competent jurisdiction. Borrower hereby assigns to Lender any right Borrower may have under the Development Loan or by reason of any prior encumbrance on the Property or by law or otherwise to cure any default under said Development Loan or prior encumbrance. Any amounts disbursed by Lender pursuant to this § 8, with interest thereon, shall become additional indebtedness of Borrower secured by this Deed of Trust. Such amounts shall be payable upon notice from Lender to Borrower requesting payment thereof, and Lender may bring suit to collect any amounts so disbursed plus interest specified in § 2(b) (Note: Other Obligations Secured). Nothing contained in this § 8 shall require Lender to incur any expense or take any action hereunder. 9. Condemnation. The proceeds of any award or claim for damages, direct or consequential, in connection with any condemnation or other taking of the Property, or part 1353913 thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Trust is distinct from and cumulative to all other rights or remedies under the Note and this Deed of Trust or afforded by law or equity, and may be exercised concurrently, independently or successively. 13. Successors and Assigns Bound, Joint and Several Liability: Captions. The covenants and agreements herein contained shall bind, and the rights hereunder shall inure to, the respective successors and assigns of Lender and Borrower, subject to the provisions of § 22 (Transfer of the Property; Assumption). All covenants and agreements of Borrower shall be joint and several. The captions and headings of the sections in this Deed of Trust are for convenience only and are not to be used to interpret or define the provisions hereof. 14. Notice. Except for any notice required by law to be given in another manner, (a) any notice to Borrower provided for in this Deed of Trust, shall be in writing and shall be given 4 1353913.2 and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by law. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, 1353913.2 this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Decd of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal 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 1353913.2 and cable) including the costs of pen -nits, fees, demolition, relocation and installation ("DDi y Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80;000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "Utility Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer; shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof The issuance on behalf of Lender of a routine statement 7 13539132 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not he a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. lRemainder of page intentionally left blank. Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOME OF COLORADO, INC., a Colorado corooration By: _' y Nam</�,ti (�, Title: STATE OF COLORADO § COUNTY OF4q The for oing instrument was acknowledged before me this 26th day of February, 2016, by C 12S NQS pf2� of REMINGTON HOMES OF COLORADO, C., a Colorado corporation, on behalf of said corporation. SHAN� WMANA Notary Publk, State of Colorado Notary 10 20064037048 [My Commission Ex ares Sep 23, 2017 1353913.2 Witness my hand and official seal. My commission expires: ifs Notary Public H O MF E S 5740 Olde Wadsworth Blvd. #A Arvada, Colorado 80002 303-420-2899 May 17, 2017 City of Wheat Ridge 7500 W. 291" Ave. Wheat Ridge, CO 80033 PROJECT ADDRESS: 5266 Pierson Ct. PLAN CHECK: 201700402 Dear Mr. Slusser, what RidAe (: ) 4�-) 1 <�) 00.'Vt 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: The building codes have been provided on sheet A-1. Square footage summary has been provided on sheet A-1. A sheet index is provided on sheet A-1. STAMP Note 457 has been added to sheet A-2 to separate 1 -car garage from residence by use of 5/8" Type "X" G.W.B. if 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. 0) A window and door schedule has been provided on sheet A-2. We have submitted the manuals with the original submittal, we have added the HERS rating for this home with this re -submittal package. Note # 12 on sheet E-1 has been updated. . The smoke detector is shown in the basement sheet A-1 The isometric on sheet A-2 has been updated to show all cleanouts. The isometric on sheet A-2 has been updated to show the fixtures . A copy of the soils report is being provided with this submittal package. . Sheet S-1 has been updated with the design calculations for the steel beams Sheet D-2 has been updated to show a IOmil polyethylene vapor retarder is required Sheet S-1 has been updated to specify basement floor reinforcement. Sheet S-2 has been updated to specify the required Wall Steel and Footing inspections. 19. Sheet S-1 has been updated to show beam pocket support detail. Res ectfully, Megan par ks Remington Homes Wheat Ridge �of Community Development WheatN' Building Plan Review Plan Information Project Address: 5266 Pierson Court Plan Check: 201700402 Date: 4/27/17 2012 International Building Code with Wheat Ridge Amendments 2012 International Residential Code with Wheat Ridge Amendments 2012 International Plumbing Code with Wheat Ridge Amendments 2012 International Mechanical Code with Wheat Ridge Amendments 2014 National Electrical Code with Wheat Ridge Amendments 2012 International Fuel Gas Code with Wheat Ridge Amendments Applicable Codes 2012 International Energy Conservation Code with Wheat Ridge Amendments 2012 International Fire Code with Wheat Ridge Amendments 2012 International Property Maintenance Code with Wheat Ridge Amendments 2015 NFPA 99 Standards for Health Care Facilities 1997 Uniform Code for the Abatement of Dangerous Buildings Design Criteria Frost Level: 36" Below Grade Snow Load: 30 Lbs Per Sq Ft, 30 Lbs Drift I Wind Load: 105 MPH W 3 Sec Gust Exposure: C Seismic Zone: B Building Code Summar Occupancy Classification: R3 I Sprinkled/Non-Sprinklered: NS I Type of Construction: vB Contact Information Structural Engineer: Gerard MeiserPhone: 303 940-0996 Email: office@geistructural.com Contractor: Remington Homes I Phone: 303 420-2899 Email: ms arks@remim onhomes.com Correction Requirements We have reviewed the above referenced project for Architectural, Structural, Electrical, Mechanical and/or Plumbing issues. The following comments/corrections on the above referenced project must be addressed in order to complete the plans review process. Please submit revised drawings and a written response to each of the items listed below. Please be advised, there may be additional comments from other departments or agencies that could impact these comments. Your response may trigger additional items. If you are submitting revisions, identify all changes from the last submittal using clouding and identifying with a delta and revision number. Include delta and revision number in the title block with the date of the change. This office will not accept plans or revisions drawn in pencil, highlighter, or "white out". City of Wheat Ridge Wheat Ridge �of Community Development WheatRidge Building Plan Review Review Comments General Comments Item Number Sheet Number Description Provide Building Code data on plans: 2012 International G1 A-2 Residential Code. (2012 IBC, 2012 IMC, 2012 IPC & 2014 NEC, City of Wheat Ridge Local amendments Approved: Yes No Provide a square footage summary for each of the G2 A-1 following:livablearea, unfinished basement, garages, patio, and covered porch. R106) G3 Provide sheet index. G4 A-4 All sheets, prior to permit issuance, shall be stamped and signed by the respective design professionals. Review is limited to the contents of the plans submitted A4 A-2 and any errors or omissions contained herein shall not be G5 construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. It is the responsibility of the architect to install corrected sheets in the plans. The old sheets must stay with the G6 building department for comparison. Prior to CO or final, the GC shall provide as built in PDF. G7 Approved: Yes No Architectural Comments Item Number Sheet Number Description The 1 -car garage shall be separated from the Al A-2 residence by not less than %" gypsum board applied to the garage side. (IRC Table: R302.6) Approved: Yes No Clarify if bathroom is to be installed basement. Provide A2 A-1 keynote if just for rough in plumbing only. Approved numbers or address shall be provided in such a position as to be plainly visible and legible from the A3 A-4 street or road fronting the property. Address to be a min. of 4" in height. (R319.1 Please provide window and door schedule A4 A-2 Approved: Yes No Enerjv Comments Item Number Sheet Number Description Submit for review a project specific completed ResCheck EN1 or Energy Compliance Report from an energy rating company. Approved: Yes No F City 01 wheat Ridge _11?ciltry of W heat Ridge Wheat Ridge Community Development Building Plan Review Electrical Comments Item Number Sheet Number Description Pi A-2 All branch circuits that supply 120 -volt, single phase 15 P2 A-2 and 20 ampere branch circuits supplying outlets installed Approved: Yes No in dwelling kitchens unit family rooms, dining rooms, living rooms, parlors, libraries, dens, bedrooms sun E1 E-1 rooms, recreation rooms, closets, hallways, laundry areas or similar rooms or areas shall be protected by a listed arc -fault circuit interrupter, combination type, S3 S-1 installed to provide protection of the branch circuit. Please update note 12. E2 A-1 Provide and show smoke detector in basement. (R314.3) Approved: Yes No Plumbing Comments Item Number P1 Sheet Number Description Pi A-2 Show all cleanouts and venting in waste plumbing isometric (P3005.2, P3101) P2 A-2 Show water closets on waste plumbing isometric and fixture schedule. Approved: Yes No Structural Comments Item Number Sheet Number Description Provide copy of soils report as referenced in structural S1 S-2 drawings by CLI/Thompson , project N0. DN47, 957.001- 120. Provide applicable notes on plans per soils report in lieu of just by reference . S2 S-1 Submit design calculations for all steel beams A (10mil per soils summary) polyethylene or approved vapor retarder with joints lapped not less than 6" shall S3 S-1 be placed between the concrete slab and the base course or the prepared subgrade where no base course exists. (R506.2.3). S4 S-1 Specify slab reinforcement in basement floor Provide statement of required special inspections and S5 S-2 structural observations. (IBC 1701) S6 S-1 Provide detail for beam pocket support Approved: Yes No 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 City of Wheat Ridge M1ID MiTek' Re: 44074 715A 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 specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. r�V�`"'' sooty':sc UO Off•; PE -44018 o. `--� 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 tVheat Ridge Cl N 6ZHS = m� rl N 6ZHS I � GO X27 J CY I\ W N LL LL O ~co o N M W e p U cm T N N v a S U) 2 S N ❑ ❑ > I� W m U d 2 F r 2 o U 0_ mIn j aa Cl. a a a a co to fn to fnw(n S 7 S S S S 6ZHS = m� rl N 6ZHS I � N U ai 3 3 Z -4-Q 70 'RT N LL LL N E Z o V �I o J N 6ZHSW LL W m U S� N N � -Q 4 ro O� 01 N ma � F 0_ W Uo _I � ZsnH zsnH — N _. "- (C� Z3 (Z)Z (£ 4H zSnH S w, LL. LL �- nH _ mo 0 0 ZS ZsnH O 9 48 '1=1 Z-4-04 i 7-m 0 � OM � N U ai —ja ry, W 70 'RT N O m N E Z o V �I o 0 W G � O o r N' Z O • �--�_ V �I Z J � LL W m U S� N Z a;0w E0� 0_ W Uo _I c U-) 1 — N _. "- City City of vv, _=a Ridge, U D N' a%m • �--�_ BULL LYm deo Y O M m 0 E m Er 0 U M c O a Job TrussTruss Type Qty Ply 715,& 44074 Al Roof Special Supported Gable 1 1 n/a n/a 999 (Roof Snow=30.0) Job Reference (ootionah lupine Lumoer co., commerce cay,cu.8uu2z 22-3-10 e.uuu s Jan 1 b zine Mi I eK Industnes, Inc. wed Feb 24 10:11:11 2016 Pagel ID:CYHD1 gYxHPPz3CROFKMI DzztA2s-52iYCeWrLOORFRFGBDMWpVFDdo7tlzT5AwT51DzhyhU 5x6 = 17 18 19 9-4-14 15-3-8 Scale = 1:82.2 6 4x6 = 70 69 68 67 BB 85 64 63 62 61 60 59 58 57 56 55 54 53 52 51 50 49 48 4645 44 43 42 41 40 39 38 37 4x6 = 46 = 3x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (IGc) Udell L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BOLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.01 36 n/a n/a Brut inn Code IRC2012/TP12007 (Matrix ) PLATES GRIP MT20 197/144 Weight: 356 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 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 REACTIONS. All bearings 47-0-0. (lb)- MaxHorz 1=-189(LC11) 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) 07 Max Grav All reactions 250 Ib or less at joints) 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) City of 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. 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 ANSlfTPI 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) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 14-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 47 considers parallel to grain value using ANSI/TPI 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, 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 66, 67, 68, 69, 70, 53, 52, 51, 50, 49, 48. 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. LOAD CASE(S) Standard Wheat Ridge uilding n�PID o L 3.1.. ••Q .CJ O�•••• �O 7 • 1 Q'li 4018 : • -O • • Cr e 0,0 N AL February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 7 illus H.I.M. CA 95810 Job TrussTruss Type Qty Ply 715A 44074 A2 Roof Special 5 1 Structural wood sheathing directly applied or 4-8-2 oc pudins. BOT CHORD 2x4 SPF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 0 0•• so o • V • O 7-11: 2x4 HF Stud Job Reference (oolionah 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_rtLvDQ8tfO?z8V91XsuhlvYzhyhR r 7-7 14-11-9 22-3-10 27-0-1 1-8- 39-2-8 47-0-0 741 487 77-79 4-8- 7-9-87-4-1 7-6-0 5x6 = 5.00 12 Scale = 1:80.0 2x4 11 3x5 = oxo 5x8 = 11 10 4x6 = 4x6 11 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frP12007 CSI. TC 0.36 BC 0.83 WE 0.85 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl Lid -0.21 12-13 >999 360 -0.44 12-13 >876 240 0.10 12 n/a n/a 0.08 1-16 >999 240 PLATES GRIP MT20 185/144 Weight: 233 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 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc pudins. BOT CHORD 2x4 SPF 165OF 1.5E 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 0 0•• so o • V • O 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 7 2-16,4-15,8-10: 2x4 HF Stud recommends that Stabilizers and required cross bracing 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and [14:Te.1 betalledduring truss erection, in accordance with Stabilizer Q . LOAD CASE(S) Standard Inlation uide. 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 rBildinqDivison) 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; VuIt= 140Inph (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. �R(� O Ll 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 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 • • • cS '•. a fit between the bottom BCDL = IO.Opsf. 0 0•• so o • V • O will chord and any other members, with ; e 0 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) 7 1=221,9=106,12=325. 1 g 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1. Q . LOAD CASE(S) Standard �C •o o' �� fisS�01V M_ ANG February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei h s CA 95610 Job Truss Truss Type Qty Ply715A 44074 A3 Roof Special 2 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:15 2016 Page 1 I0:CYHD1gYxHPPz3CROFKM1DzzIA2s-_py22?ZMPdXtk3Z1Q3QSzLPgzPLSEdag5YRIR_zhyhQ 7-7-9 14-11-9 22-3-10 26-6-1 30-8-8 36-0-8 41-4-8 1 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 5x8 11 FnnF17- Scale= 1:80.0 2x4 II 6x6 = 5x8 = 11 5x8 = 4x6 = 4x6 II 2 LJ 0 7-7-9 7-4-1 7-4-1 8-3-14 0- -0 8-0-0 Plate Offsets (X Y)-- [1:0-0-8.0-0-121 [2:0-4-0.0-4-81, [7:0-4-0,0-4-81, [14:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.14 12-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.28 12-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.09 12 n/a n/a BCLL 0.0 ' BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.08 1-15 >999 240 Weight: 239 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc puffins. 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 ciuide. 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(LC 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, CBuilding 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. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �PQ Q LICE 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 Q •��...�a� ljj s<C� will fit between the bottom chord and any other members, with BCDL = 10.Opsf. • soo} •• 6) Refer to girder(s) for truss to truss connections. ��\ v ; O •• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 1=212,9=111,12=328. } 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 �FSs�oniAL E��\� February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. " Design valid for use only with MTekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A DEFL. 44074 Bi Common Supported Gable 1 1 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Job Reference (optional) Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:19 2016 Pa gge 1 ID:CYHD1 gYxHPPz3CROFKM 1 DzzIA2S-saBZuNcsSr1 JCgtofvV07BabdOffAbQGOAP WalzhyhM ,1-0-0 20-3-10 37-6-8 1-0-0 20-3-10 17-2-14 Scale: 3/16"=1' 5x6 = 17 18 19 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 = Plate Offsets (X,Y)-- (2:0-2-12,0-2-81. 16:0-4-O,Edgel. (50:0-2-10,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) 0.00 1 n/r 120 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 32 n/a n/a BCDL 10.0 Code IRC2012/TP12007 (Matrix) 00 0, ••.••�•••••••� 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 Weight: 292 Ib FT=20% LUMBER- BRACING - SOON TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SPF No.2 6-0-0 oc bracing: 61-62. WEBS 1 Row at midpt 18-46, 17-47, 16-48, 19-45, 20-43 iTek recommends that Stabilizers and required cross bracing einstalled during truss erection, in accordance with Stabilizer Fin stallation uide. REACTIONS. All bearings 37-6-8. (lb) - Max Hoa 62=131(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 62, 32, 48, 49, 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except city of 61=-141(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 62, 32, 46, 47, 48, 49, 51, 52, 55, 56, 57, 58, 59, 60, 61, 45, 43, 42, 41, 40, 39, 38, 37, 36, 35, 353, 4, 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. 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. Q LI 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1je•e••('` As 4) Unbalanced snow loads have been considered for this design. 0 .• FO SOON . V 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs . O non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. : 018 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. This truss 10.0 bottom live load live loads. .p 0 f1 •• 10) has been designed for a psf chord nonconcurrent with any other 00 0, ••.••�•••••••� 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 will fit between the bottom chord and any other members. SOON 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 62, 32, 48, 49, M- E� 51, 52, 53, 54, 55, 56, 57, 58, 59, 60, 43, 42, 41, 40, 39, 38, 37, 36, 35, 34, 33 except O=Ib) 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 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only With MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSIII -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 B1 Common Supported Gable 1 1 Job Reference (optional). Alpine Lumber Co., Commerce C8y,C0.80022 LOAD CASE(S) Standard 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:20 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2S-Lnlx5jdUD999ggR?DcOdgP7mNQDuv2gPEg836BzhyhL City of Wheat Ridge udding Divisor•, A WARNING - 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heitihis. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 B2 Common 7 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:212016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-pzJKl3e7_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 5-11-5 11 Scale: 3/16"=1' 6x6 = 5.00 12 13 �� .r 11 ,o ,. ,v 9 4x8 = 3x4 = 6x12 — 3x4 = 4x8 = i 9-6-6 20-3-10 9-6-6 10-9-4 i 28-0-2 37-6-8 7-8-6 9-6-6 Plate Offsets (X Y)— [2:0-3-14,0-0-01.14:0-4-0 0-4-81 [9:0-3-12,0-2-01, [11:0-4-12 Edgel DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) -0.41 11-12 >999 360 MT20 1851144 • will fit between the bottom chord and any other members, with BCDL = 10.Opsf. Lumber DOL 1.15 BC 0.98 Vert(TL) -0.89 11-12 >499 240 • TCDL 10.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.15 9 n/a n/a LOADCASE(S) Standard BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.10 11-12 >999 240 Weight: 200 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 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 recommends that Stabilizers and required cross bracing [MiTek benstalled during truss erection, in accordance with Stabilizer Inguide. REACTIONS. (Ib/size) 13=1954/0-5-8 (min. 0-3-3),9=1853/Mechanical Max Hoa 13=133(LC 7) Max Uplift 13=-283(LC 10), 9=-237(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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 rBuilding 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=-1 10/1020. 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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design.Q PO 0 Oce 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 \ J� . e e � , non -concurrent with other live loads. 5) This truss has been designed for 10.0 bottom live load live loads. •••� SOON .�• SCO ; a psf chord nonconcurrent with any other QO O . ) 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. X401 g 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. SCJ • � • i t4 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and f� . • 0X" referenced standard ANSlrrPI 1. • •��\\�� LOADCASE(S) Standard OVAL February 24,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 B3 Roof Special Girder 1 q 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 7-2-6 1!2-1.t 12-1-8 16-2-9 20-3-10 25-11-6 31-7-3 37-6-8 3-8-15 4-0-12 4-1-1 4-1-1 5-7-13 5-7-13 5-11-5 5x6 11 = as Scale = 1:68.3 17 16 15 14 [9 3V 13 31 12 11 10 10x10 MT20HS I I 8x12 = 3x6 II 10x14 = 10x10 = 4x6 = 5x6 = 4x6 11 0 �1 N 3-8-15 7-2-6 12-1-8 20-3-10 [ 25-11-6 31-7-3 37-6-8 3-8-15 3-5-7 4-11-2 8-2-2 5-7-13 5-7-13 5-11-5 Plate Offsets (X Y)— 11:0-3-12.0-2-121 [3:0-2-12.0-4-01,15:0-1-4.0-2-81, [13:0-5-0.0-6-01, [14:0-1-10.0-5-01, [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 TCDL 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 BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(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 195OF 1.7E except end verticals, and 2-0-0 oc purlins (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 DF 195OF 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 (Ib) 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, 013uilding 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=-1 101/10612, 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=1470/112864.2-16=-1698/2811, 3-16=-1090611220,3-14=-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 LICFi� NOTES- �Q,P90 1) 3 -ply truss to be connected together with IOd (0.131'x3") nails as follows: Top follows: 2x6 2 0-6-0 2x8 2 0-9-0 `•e•'S� O••e•• c$'� a chords connected as - rows staggered at oc, - rows staggered at oc. Bottom chords connected as follows: 1 1/2 x 7 1/4 - 2 rows staggered at 0-9-0 oc. V • •�{� O2 Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x10 - 3 rows staggered at 0-4-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ; ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. ; 018 ; 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 (% • •� �� '•••••.••� 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; C1=1.1 Sr" �\ 5) Unbalanced snow loads have been considered for this design. /0 N M_ 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 24,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 B3 Roof Special Girder 1 3 Job Reference o tional Alpine Lumber Co., Commerce City,CC ;0022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:25 2016 Page 2 ID: CYHD1 gYxH PPz3CROFKM 1 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) Provide 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 pudin 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 (Ib) Vert: 1=-1045 4=-7342(F) 20=-998 21=-998 22=-998 23=-899(F) 24=-899(F) City of Wheat Ridge Diviso ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1.7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 iT®kms 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 Solely Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply715A 44074 ci Roof Special 2 1Job Reference (or)tqQ Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:27 2016 Page 1 ID: CYHD1 gYxHPPz3C ROFKM 1 DzzIA2S-d7gbZ6ilaJ 1 AAvUL7aeGStvtCFTP25DRrQLxsHzhyhE 4-2-18-0-10 11-7-0 16-5-8 21-9-8 27.1-8 32-9-0 4-2-1 3-10-9 3-6-6 4-10-8 5x6 = 5.00 12 16 Scale = 1:64.9 ZX4 " 10 5x8 = 4x6 = 06 11 NOTES- 5-11-4 5-7-12 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; ''�••.�,•/ Plate Offsets (X Y)— [5:0-5-0.0-3-121.[11:0-4-0.0-2-121.[13:0-2-0.0-3-01 DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. 3) Unbalanced snow loads have been considered for this design. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 OO .••sF 500/1/* /1/ Vert(LL) -0.06 8-9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.63 4018 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 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide, REACTIONS. (Ib/size) 8=569/0-3-0 (min. 0-1-8), 11=2081/0-5-8 (min. 0-3-7),15=597/Mechanical Max Horz 15=-317(LC 11) Max Uplift8=-148(LC 11), 11=-285(LC 11), 15=-93(LC 10) 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. nWheatRidge 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 11; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. L le 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 PDQ Q. F will fit between the bottom chord and any other members. 6) Refer to for truss to truss connections. OO .••sF 500/1/* /1/ girder(s) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15 except (jt=1b) V . Q : O O 8=148,11=285. 1- 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and 8) referenced standard ANSI/TPI 1. 4018 LOAD CASE(S) Standard e • SSS/O N AL ��C& February 24,2016 AWARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 C2 Roof Special 7 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:28 2016 Page 1 I D:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-6J EzmS^c91 n23Xhl9V75S 1 LfsRnWjb444UPkzhyhD 4-2-1 8-0-10 11-7-0 18-8-8 25-10-0 29-1-12 32-9-0 3-9- 42-1 3-10-9 3-6-6 7-1-8 7-1-8 3-3-12 3-7-4 -0-0 3xE 5x6 11 5.00 12 19 sxa 11 Oxo — --- - 12 11 3x4 = 2x4 1l 3x4 = Scale = 1:65.5 0 Id J A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei his A 95610 5-11-4 5-7-12 7-1-6 7-0-B 0- -0 3-3-12 3-7-4 Plate Offsets (X Y)— [6:0-6-0.0-4-81, 113:0-4-8 0-3-41 116:0-3-4 Edgel 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 0.44 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 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(TL) 0.11 13 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 (Matrix) Wind(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 1650F 1.5E 'Except' except end verticals. 4-15: 2x4 SPF No.2, 7-12: 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. 14-16,5-13: 2x4 SPF No.2 WEBS 1 Row at midpl 5-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 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 Max Horz 18=-322(LC 11) Max Uplift9=-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, oBujldingn� 7-8=-28/493,1-18=-301/55 BOT CHORD 17-18=011220, 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. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 Q LIC 3) Unbalanced snow loads have been considered for this design. O P[} Q� F 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. 4� Soo/v%•$F CJ ; Q O • 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. : Q 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 will fit between the bottom chord and any other members. • �) 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, 9) This truss the 2012 International Residential Code R502.11.1 R802.10.2 � • • � : is designed in accordance with sections and and referenced standard ANSIITPI 1. • �� FSS�a�AL LOAD CASE(S) Standard February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �9 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei his A 95610 Job Truss Truss Type Qty Ply715A in 44074 C3 Roof Special 1 1Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:29 2016 Page 1 ID: CYH D1 gYxHPPz3CROFKM 1 DzzIA2S-aVoL_ok86wluPCdjF?gkXI?AF26S Wx9kJkg2xAzhyhC 4-2-1 8-0-10 11-7-0 18-3-8 25-3-8 4-2-1 3-10-9 3-6-6 6-8-8 7-0-o W 3x4 4x6 = 5.00 12 3 14 9 6 7 2x4 II 412 = 3x4 II Scale = 1:58.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.55 Vert(LL) -0.12 9 >999 360 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.72 Vert(TL) -0.31 11-12 >980 240 Rep Stress Incr YES WB 0.87 Horz(TL) 0.13 7 n/a n/a BCDL 0.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.08 9 >999 240 Weight: 127 Ib FT = 20% BCDL 10,0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud "Except' BOT CHORD 8-10: 2x4 SPF No.2 REACTIONS. (Ib/size) 7=1250/Mechanical, 12=1250/Mechanical Max Horz 12=-223(LC 6) Max Uplift 7=-198(LC 11), 12=-132(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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 Structural wood sheathing directly applied or 3-11-10 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for 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 Qt=lb) 7=198,12=132. 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. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard City of Wheat Ridge uilding Diviso LIC VOA ••O •S O Or V •• ��O 7 • Q 02 i • �• 4018 • • /** AL ON KX00 February 24,2016 AWARNING. VerHy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111614473 rev. 10/032015 BEFORE USE. Design valid for use only with Mneke connectors. This design is based only upon parameters shown, and is far an individual building component, not a thus system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply715A (loc) 44074 D1 Common Supported Gable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:32 2016 Page 1 ID:CYHD 1 gYxHPPz3C ROFKMI DzzIA2s-_4U Ucpm00rgSGgM Iw7ER9xco2GJ3jVnA?h2iYVzhyh9 1 -1-0-09-11-12 19-11-8 120-11-8 1-0 0 9-11-12 9-11-12 1-0-0 Scale = 1:35.3 d� 46 = 10 3x5 II 32 31 30 29 28 27 26 25 24 23 22 21 20 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 18 n/r 120 MT20 197/144 (Roof Snow=30.0) 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chard bearing. TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 18 n/r 120 �� ; 00 010 30, 31, 32, 25, 24, 23, 22, 21, 20. Rep Stress Incr YES B W 0.04 Horz(TL) 0.00 18 We n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 (Matrix) N AL 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. ity Of 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 at Ridge (Bu 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. Ing DIV ISOTI 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 chard bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O�P 90 LIC o• • • •• will fit between the bottom chord and any other members. •� s SOON •,• !�Q 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 18, 27, 28, 29, �� ; 00 010 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. 7 ; 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. • e , LOAD CASE(S) Standard o�Fss�O N AL February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MnekO connectorsThis design is based only upon parameters shown, and is for an Individual building component, not �A a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply715A LUMBER- BRACING - 44074 D2 Common 4 1 Job Reference (optional) 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:CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-SH 1 sg9ne99oJugxUUrigi89upg WHSuzKELoF4xzhyh8 -1-0-05-1-10 9-11-12 14-9-14 19-11-8 i20-11-8 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) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 February SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012fTP12007 CSI. TC 0.39 BC 0.60 WB 0.30 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.14 2-10 >999 360 Vert(TL) -0.37 2-10 >656 240 Horz(TL) 0.05 8 n/a We Wind(LL) 0.04 10 >999 240 PLATES GRIP MT20 185/144 Weight: 74 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-15 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 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-8-8, Right 2x4 HF Stud 2-8-8 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=1078/0-5-8 (min. 0-1-12),8=1078/0-4-8 (min. 0-1-12) Max Horz 2=71 (LC 10) Max Uplift 2=-156(LC 10), 8=-156(LC 11) 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, 0 6-7=-1606/270, 7-8=-17411248 cit BOTCHORD 2-10=-241/1/ 513,8-100/1513 fw _j, of WEBS 5-10=0/531, 6-10=-477/200, 4-10=-477/199 NOTES - OTES-1) 9� 1 )Wind: ASCE 7-10; Vu It=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; az enclosed; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 9 i)j" DOL=1.33 fs0� 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t00 lb uplift at joint(s) except (jt=1b)2=156,8=156. FO8) •. This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(rPI 1.LOAD P CASE(S) Standard ••\� -Al - February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M Tek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 03 Common 2 1 ionall Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:34 2016 Page 1 ID:CYHD1 gYxHPPz3CR0FKM1 DzzIA2s-wTbE1 VoGwSwAVzVVh2YGvEMi4t3stBLFTS7XpcNzhyh7 l 5-1-10 9-11-12 14-7-10 19-7-0 5-1-10 4-10-2 4-7-14 4-11-6 5xi Scale: 3/8"=1' 5x6 = 3x9 = _.._ .. LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 TCLL 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 0.37 BC 0.57 WB 0.30 (Matrix) DEFL. in (loc) I/deft Lid Vert(LL) -0.14 1-8 >999 360 Vert(TL) -0.38 1-8 >614 240 Horz(TL) 0.05 7 n/a n/a Wind(LL) 0.04 1-8 >999 240 PLATES GRIP MT20 185/144 Weight: 72 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-5-10 oc puffins. BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud recommends that Stabilizers and required cross bracing SLIDER Left 2x4 HF Stud 2-8-8, Right 2x6 SPF 1650F 1.5E 2-8-0 nstalled during truss erection, in accordance with Stabilizer [MiTek allation guide. REACTIONS. (Ib/size) 1=979/0-5-8 (min. 0-1-10),7=979/Mechanical Max Horz 1=70(LC 12) 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, City of 5-10=-1296/155, 5-6=-1560/253, 6-7=-1655/230 BOT CHORD 1-8=-244/1493, 7-8=-151/1400 Wheat WEBS 3-8=-474/202, 4-8=0/504, 5-8=-386/183 Ridge NOTES - Building 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; j)iVi90n 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. a C 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 1=133,7=130. OQ C fi 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and O\, •e•••••••e• V ; • 500/ ••• FQ referenced standard ANSI/TPI 1. 0� •e�QO LOAD CASE(S) Standard : 4018 ; -a • • cc oNM- February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/07/2015 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 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heialits. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 D4 Common Girder 1 2 Job Reference (optional Alpine Lumber Co., Commerce Cny,CU.8UU22 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:35 2016 Page 1 ID:CYHD 1 gYxHPPz3CROFKM i DzzIA2s-Of9cErovhm21775tbGn8nZEFWiADwgtdhfHM8gzhyh6 5-6-2 9-11-12 14-5-6 19-7-0 5-6-2 4-5-10 4-5-10 5-1-10 Scale = 1:31.4 412 = 3x12 II 10x10 = 3x12 II 4x12 -- LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012lrP12007 CSI. TC 0.38 BC 0.69 WB 0.79 (Matrix) DEFL, Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl 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 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud *Except* 2 ; 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3-7: 2x4 SPF No.2 5) Unbalanced snow loads have been considered for this design. WEDGE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Right: 2x4 HF Stud 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 FF e•' ••••••• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Max Horz 1=66(LC 27) 1=718,5=785. Max Uplift 1=718(LC 10), 5=-785(LC 11) referenced standard ANSUrPI 1. February 24,2016 CjtY Ort 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, 4-5=-12480/1291 Rldge BOT CHORD 1 -11= -1176/11084,11 -12=-1176/11084,12-13=-1176/11084,8-13=-1176/11084, W heat 8 -14= -1176/11084,14 -15=-1176/11084,7-15=-1176/11084,7-16=-1105/11220, 16-17=-1105/11220, 6-17=-1105/11220, 6-18=-1105/11220,18-19=-1 105111220, DiV`SOn 19-20=-1105/11220, 5-20=-1105/11220 guild�n9 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. 0 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 SPO LIC,, ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. �� ••••• • •• ••• ' /s 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; �� O so�fy ••• l�� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2 ; 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 • si ; 5) Unbalanced snow loads have been considered for this design. 4018 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �O'•• will fit between the bottom chord and any other members. •: �� '•, 8) Refer to girder(s) for truss to truss connections. FF e•' ••••••• 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) S�ONAL �N 1=718,5=785. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUrPI 1. February 24,2016 A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. ' Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty ply 715A 44074 04 Common Girder 1 �f 2 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:36 2016 Page 2 ID: CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-tsj_SBpXS4AulHg39zlNJnnQGlWSf76mwJOvhGzhyh5 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) l O A WARNING - Verity design parameters and READ NOTES ON THIS AND INCL UDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. t " 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" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSII -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 E7 Roof Special Supported Gable _ 2 1 Job Reference /optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 sJan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:38 2016 Page 1 I D: CYHD1 gYxHP Pz3C ROFKM 1 DzzIA2s-pErlttm_hQc_bpSHOLrPCsn?hK77AT3NdVO19zhyh3 -3-0-0 1 4-0-0 11-3-0 20-0-0 �1-0-0 3-0-1 4-0-0 7-3-0 8-9-0 0.1 0 4x6 = Scale = 1:51.9 3x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 19 n/r 180 MT20 197/144 (Roof Snow=30.0) 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. nn D 0 L' 6) All plates are 2x4 MT20 unless otherwise indicated. O�r 'IIs 7) Gable requires continuous bottom chord bearing. Off, ••••'�••• SOOyv �•• FQ Lumber DOL 1.15 BC 0.17 Vert(TL) -0.01 19 n/r 90 • • TCDL 10.0 Rep Stress Incr YES WE 0.22 Horz(TL) 0.00 20 n/a n/a LOAD CASE(S) Standard BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 19 n/r 120 Weight: 129 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 1-5: 2x6 SPF 165OF 1.5E except end verticals. BOT CHORD 2x4 SPF 165OF 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 installed during truss erection, in accordance with Stabilizer allatign guide. REACTIONS. All bearings 20-0-0. (lb) - Max Hoa 2=299(LC 9) 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 9), 2=-301(LC 6), 34=-104(LC 6), 35=-247(LC 14), 21=-236(LC 11) 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 except 2=740(LC 27), 34=278(LC 27) i✓�of FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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; U 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 ANSlrrPI 1. 3) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. nn D 0 L' 6) All plates are 2x4 MT20 unless otherwise indicated. O�r 'IIs 7) Gable requires continuous bottom chord bearing. Off, ••••'�••• SOOyv �•• FQ 8) Gable studs spaced at 14-0 oc. V 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' i Q Q 66 2 00 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 O' 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 joints) 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. • • Q 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and •� �0K_ referenced standard ANSI/TPI 1. :•• \�� LOAD CASE(S) Standard ��: FSS�0NAL February 24,2016 ,& WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. oonoo Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/71`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply715A 44074 E2 Roof Special 5 1Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:39 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-HQP74CrPl?YTclOeg5s4xPPr74c6sSuCcHFZHbzhyh2 i -3-0-0 l 3-0-0 4- l 11-3-0 552 , 4-6-4 0 010 7-3-0 4-2-1240- 6x6 O 2x4 II 3x9 = 5x6 = Scale = 1:51.2 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 `Except' TOP CHORD 11-3:24 SPF 1650E 1.5E BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD WEBS 2x4 HF Stud *Except* 3-9,4-9:2x4 SPF No.2 REACTIONS. (Ib/size) 2=1258/0-5-8 (min. 0-2-1),8=1054/0-5-8 (min. 0-1-12) Max Hoa 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 Structural wood sheathing directly applied or 4-4-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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. LOAD CASE(S) Standard City Of vlheat Ridge p1V1SO ,�\kD 0 L VSo�N ••• FO � .00 Oji : i 44018 '-'0 e e CC _Q_;; p •e�0 N AL �-��\� February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hfthts. CA 95610 4-0-0 7-3-0 8-9-0 Plate Offsets (X Y)- [2:0-0-0.0-0-121.[3:0-4-0 0-3-8j _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.09 8-9 >999 360 MT20 185/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.44 Vert(TL) -0.23 8-9 >999 240 Rep Stress Incr YES WB 0.91 Horz(TL) 0.04 8 n/a n/a BCLL 0.0 Code IRC2012ITP12007 (Matrix) Wind(LL) 0.05 9-10 >999 240 Weight: 96 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 `Except' TOP CHORD 11-3:24 SPF 1650E 1.5E BOT CHORD 2x4 SPF 1650F 1.5E BOT CHORD WEBS 2x4 HF Stud *Except* 3-9,4-9:2x4 SPF No.2 REACTIONS. (Ib/size) 2=1258/0-5-8 (min. 0-2-1),8=1054/0-5-8 (min. 0-1-12) Max Hoa 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 Structural wood sheathing directly applied or 4-4-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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. LOAD CASE(S) Standard City Of vlheat Ridge p1V1SO ,�\kD 0 L VSo�N ••• FO � .00 Oji : i 44018 '-'0 e e CC _Q_;; p •e�0 N AL �-��\� February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hfthts. CA 95610 Job Truss Truss Type Qty Ply715A DEFL. in (loc) 1/dell Ud 44074 G7 Common Supported Gable 1 1 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:41 2016 Paget ID:CYHD 1 gYxHPPz3C ROFKM 1 DzzIA2s-DpWtVutfHcoB2Y1 yWuYOgUK?uMeKYVW3bkgMTzhyhO 1-0-0 10-0-0 20-0-0 1-0- -0-0 10-0-0 10-0-0 4x8 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 2019 Scale = 1:57.1 3x4 = 20-0-0 20-0-0 3x4 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 18 n/r 120 MT20 197/144 TCDL10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) 0.00 17 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.14 HOrz(TL) 0.01 19 n/a n/a B DL 10.0 Code IRC2012/TP12007 (Matrix) Weight: 139 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 165OF 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 Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 20-0-0. (lb) - Max Hoa 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=-31 O(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 City of 34=305(LC 15), 19=338(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Wheat Ridge TOP CHORD 2-34=-281/173, 2-3=-255/230 BOT CHORD 33-34=-282/288 Building Divison 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 II; 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 a LIC non -concurrent with other live loads. O� r�n' �(\UU 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. O\ :..•SO•O••.••• S� V N 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 14-0 oc. 2 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 4018 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 Qt=1b) 34=168, 19=184, 33=167, 20=310. �O •'.• •: \�� 'fit` '•..•••..•• 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and �\ sS�ONAI- referenced standard ANSI/TPI 1. LOAD CASE(S) Standard February 24,2016 A WARNING - Verify design paremeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekt9 connectors. This design is based only upon parameters shown, and is for an individual building component, not, a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Cdteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 G2 Common ___ 2 1 Job Reference loolionalt Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:42 2016 Page 1 ID: CYH D1 gYxH PPz3C ROFKM 1 DzzIA2s-h?4GiEu 12ww2TC7DWEPnZ21 Solcs3urflFTEuwzhyh? 1-0-0 5--12 10-0-0 14-10-4 20-0-0 1-0- -0-0 5-11 -12 4-10-4 4-10-4 5-1-12 1-0-0 of 4x6 = 4x8 = 3x9 = 4x8 = Scale = 1:56.8 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.31 BC 0.50 WE 0.58 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.11 8-9 >999 360 Vert(TL) -0.29 8-9 >814 240 Horz(TL) 0.03 8 n/a n/a Wind(LL) 0.02 9 >999 240 PLATES GRIP MT20 185/144 Weight: 100 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 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 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 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, City Of 6-8=-557/167 BOT CHORD 9-10=-136/807, 8-9=-27/717 ht?�t WEBS 4-9=-117/516, 5-9=-298/228, 3-9=-297/228, 3-10=-607/111, 5-8=-607/110 R;�r9� NOTES- B�lidi ng 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; pi�iS"n 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide a Ll will fit between the bottom chord and any other members. O i�d Q, F •'•••�� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 10=134,8=134. O\ ••.••• S C1 : Soo>U •. FQ 7) 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 ANSUTPI 1. • 2 1. ;U G; LOAD CASE(S) Standard 4018 • SCJ • • G� ONAI.E��\� February 24,2016 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for on individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 G3 Fiat Girder 1 �f 2 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:44 2016 Page 1 I D:CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-e0007wvYZXAm iWHcdfSFeT6n25DhXm WxlZyKyozhygz 1 5-0-14 10-0-0 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 = 3x5 II axlu = 2x4 it bxlu = 3x5 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.25 8 >940 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.46 8 >510 240 TCDL 10.0 Rep Stress Incr NO WB 0.76 Horz(TL) 0.08 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.17 8 >999 240 Weight: 179 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x4 SPF 165OF 1.5E BOT CHORD 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=282410-5-8 (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=-1119/3211, 3-9=-2249/479, 3-7=-1811/383,4-7=-1365/372, 5-7=-1320/6206 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 10=506,6=602. 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) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. I City of Wheat Ridge rP o S/V•F"�• s``O CO 0a 44018 e February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/012015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �T a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 G3 Flat Girder 1 �f 2JQb Reference(ootionall Alpine Lumber Co., Commerce C4y,C0.80022 B.Uuu s Jan 15 2016 MITek Industries, Inc. Wed Feb 24 10:11:44 2016 Page 2 ID:CYHD1 gYxHPPz3CROFKM 1 DulA2s-e0007wvYZXAmiWHcdfSFeT6n25DhXm WxlZyKyozhygz 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 to 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 to 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 wilding Divtso ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �A a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®ka is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply715A LUMBER- BRACING - 44074 H1 Common 3 1Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.000 5 Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:45 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-6amOLGwAKrJcKgsoBMzUBgfuEVf6Glv5 DiuUFzhygy rl-0-0� 4-6-4 l B-9-0 12-11-12 17-6-0 18-6-Oi �1-0-0 4-6-4 4-2-12 4-2-12 4-6-4 1-0.0 RI 4x6 = 10 9 8 5x6 = 3x9 = 5x6 = I9 Scale = 1:50.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 B 00 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.62 BC 0.40 WB 0.43 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.08 9-10 >999 360 Vert(TL) -0.19 9-10 >999 240 Horz(TL) 0.02 8 n/a n/a Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 87 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, 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 recommends that Stabilizers and required cross bracing FMTek installed during truss erection, in accordance with Stabilizer tallation guide. REACTIONS. (Ib/size) 10=952/0-5-8 (min. 0-1-9),8=952/0-5-8 (min. 0-1-9) Max Horz 10=291(LC 7) Max Uplift 10=-119(LC 8), 8=-119(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-441/112, 3-4=-739/189, 4-5=-739/189, 5-6=-441/112, 2-10=-478/146, City of 6-8=-477/146 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 Wheat Ridge NOTES- Building DiViSon 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; g enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. D 0 CI 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) oV' CFq, 10=119, 8=119. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and O� •''••"'• cr V ; '• SOON '•• FQ referenced standard ANSUTPI 1. LOAD CASEStandard • i GS) • 4018 0 8/0NA1- February 24,2016 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use onb with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply715A LUMBER- BRACING - 44074 H2 Common 2 1 3-8: 2x4 SPF No.2 recommends that Stabilizers and required cross bracing Alpine Lumber Co., Commerce CBy,CO.80022 3x6 11 oI 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:46 2016 Page 1 ID:CYHD1 gYxH PPz3CROFKM 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 +1-0.0' 4x6 = 9 8 7 5x6 = 3x9 = 5x6 = I9 Scale = 1:50.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.62 BC 0.40 WB 0.44 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.08 8-9 >999 360 Vert(TL) -0.19 8-9 >999 240 Horz(TL) 0.02 7 n/a n/a Wind(LL) 0.01 8 >999 240 PLATES GRIP MT20 185/144 Weight: 85 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 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 recommends that Stabilizers and required cross bracing [Mi�ek installed during truss erection, in accordance with Stabilizer stallation guide. 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. City a} y 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 Wheat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Building Divison enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 9 except (jt=lb) 7=119. 0 / 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 andO\ o�,N e••'••'••• (} •• SQO� ••. �Q referenced standard ANSI/TPI t. V ; • ; O 02 LOAD CASE(S) Standard 4018 s FFSSiO N A_ February 24,2016 AWARNING - Vedry design paremefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M111-7473 rev. 10/0312015 BEFORE USE. MF valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hetatits. CA 95610 Job SPACING- Truss Type Ory Ply 715A 44074 7zs Common 2 1 ference footional) Alpine Lumber Co., Commerce CBy,C0.80022 3x6 11 q1 a.0uu s Jan 15 2016 MITek Industries, Inc. Wed Feb 24 10:11:47 2016 Page 1 ID:CYHD1gYxHPPz3CR0FKM1DzzIA2s-2zu9myy0sSZKZz?Bln?yG5kEkJKZkB_OSXB?Z7zhygw 1 4-6-4 8-9-0 12-11-12 1 17-6-0 4-6-4 4-2-12 4-2-12 4x6 = 8 7 6 5x6 = 3x9 = 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.08 7-8 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.19 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.02 6 n/a n/a BC^L 0.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.01 7 >999 240 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 HF Stud *Except* BOT CHORD 3-7: 2x4 SPF No.2 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 Scale = 1:50.7 PLATES GRIP MT20 185/144 Weight: 84 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 joints) 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 ANSI/TPI 1. LOAD CASE(S) Standard of , YV hEat R°d9e February 24,2016 AWARNING . Verily design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE M11-7479 rev. 10/03/2015 BEFORE USE. Design valid for use only with MnekS, connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiritits. CA 95610 Job SPACING- 2-0-0 Truss Type Qty Ply 715A 44074 T."u Common Girder 1 q JJQb Rehereace (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MITek Industries, Inc. Wed Feb 24 10:11:49 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s- M?vAdzhO3p2pH9ZQC1QLWgaY6_?C?khvrg5dOzhygu 1 4-5-6 8-9-0 / 13-0-10 17.6-0 4-5-6 4-3-10 4-3-10 4-5-6 5.8 11 Bx12 11 8 1 b 8x12 II 3x12 II 8x8 = 3x12 II Scale = 1:50.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.06 1-8 >999 360 MT20 174/144 (Roof Snow=30.0) �� •,•O DOL=1.33 ; 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 2 ; 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • G) ; 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 4018 ; LumberDOL 1.15 BC 0.53 Vert(TL) -0.13 1-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.83 Horz(TL) 0.03 5 n/a n/a Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.04 1-8 >999 240 Weight: 368 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 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* ICC APPROVED FACE MOUNT HANGER (BY OTHERS) REQUIRED AT CONCENTRATED 3-7:2x4 SPF No.2 LOADS SHOWN IN NOTES BELOW. ALL NAIL HOLES MUST BE FILLED AS WEDGE PER HANGER MANUFACTURERS INSTALLATION PROCEDURE WITH A Left: 2x6 SPF 165OF 1.5E, Right: 2x6 SPF 165OF 1.5E MINIMUM OF 10d (.148" X 3") NAILS OR AS REQUIRED BY THE HANGER REACTIONS. (Ib/size) 1=12219/0-5-8 (min. 0-4-6),5=8471/0-5-8 (min. 0-3-0) MANUFACTURER. FAILURE TO COMPLY MAY REQUIRE ADDITIONAL Max Horz 1=-241(LC 19) CONSIDERATIONS TO DISTRIBUTE LOADS BETWEEN THE PLIES. Max Uplift 1=-1610(LC 8),5=-1 121(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. rVWVhe-alt 'City TOPCHORD 1-2=-12260/1631, 2-3=-7308/1080, 3-4=-7289/1078, 4-5=-10268/1381 BOTCHORD 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- �QR 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 00 LIC 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 V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; O�P gust) ,,•••••,, s Soo/v%, FQ enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �� •,•O DOL=1.33 ; 5) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 2 ; 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • G) ; 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 4018 ; will fit between the bottom chord and any other members. • 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 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 a �� ••,••� ••,.•`�� 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 0 N M_ 1-4-12, 4928 Ib down and 602 Ib up at 2-3-12, 1833 Ib down and 257 Ib up at 3-54, 1833 Ib down and 257 Ib up at 5-5-4, 1833 Ib A n,.,n a... 797 n. ,,.. at 7_5 d 1833!b `own and 257 dh „n at a_5 -d 18'37 IH rdnwn and 257 Ih u at 11-5-4 and 1 8.33 dh down and ........ ...... _.,. ,., ..,, ...... -., .............. _...._ -r _. - - ••--- •- --.... _..- --.._ _� _... - •--�- •--- - ---... _.._ 257 Ib up at 13-5-4, and 1833 Ib down and 257 Ib u February 24,2016 at 15-5-4 on bottom chord. The design/selection n/selection of such connection A WARNING - Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 44074 H4 Common Girder 1 ]Ql�b�Reference(Dotionall Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:49 2016 Page 2 ID:CYHD1gYxHPPz3CROFKM1D7zlA2s-_M?vAdzh03p2pH9ZQC1QLMaY6_?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(B) 12=-1833(B) 13=-1833(B) 14=-1833(B) 15=-1833(B) 16=-1833(B) 17=-1833(B) city of Wheat Ridge ,& WARNING • Ved/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. " Design valid for use only with Mllek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the buildng designer must verity the applicability of design parameters and properly incorporate this design into the overall Nil building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/111`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helatits. CA 95610 Job Truss Truss Type Qty Ply715A DEFL. 44074 J7 Common Supported Gable 1 1Job Reference (ontional) Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:50 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-SYZHOz_J9NxvQRkm vYfujMt3WS5xeGg8VPf9Szhygl -1-0-0 7-9-0 15-6-0 16.6-0 1-0 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) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) 0.00 15 n/r 120 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(TL) -0.00 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 16 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 77 Ib FT = 20 B DL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SPF No.2 recommends that Stabilizers and required cross bracing [M!Tek beinstalled during truss erection, in accordance with Stabilizer nstallation guide. REACTIONS. All bearings 15-6-0. (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. NOTES - 1) Wind: ASCE 7-10; Vu It=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per 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) 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. 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 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) 28, 16, 23, 24, 25, 26, 27, 21, 20, 19, 18, 17. 13) 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. LOAD CASE(S) Standard city of wheat Rfa9e O\'y,ND0 L/C V ;'gyp SOON FO ,170'o °2 4018 : e FSS�ONA5� February 24,2016 AWARN/NG - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/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 C1trusHeiqhts.CA 95610 Job Truss Truss Type Qty Ply 715,& 44074 J2 Common 2 1 Job Reference (ootionalt Alpine Lumber Co., Commerce Cdy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:51 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-wk7fbJ?xwh3m2bJyXd4uQxvyywi7gOFzM99Ciuzhygs i -1-0-0 4-0-4 7-9-0 11-5-12 15-6-016-6-0 01 0 4-0-4 3-8-12 3-8-12 4-0-4 1-0-0 4x6 = Scale = 1:30.7 :Sxe - 4x6 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012frPI2007 CSI. TC 0.47 BC 0.43 WB 0.38 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.05 9-10 >999 360 Vert(TL) -0.14 9-10 >999 240 Horz(TL) 0.02 8 n/a Tire Wind(LL) 0.01 9 >999 240 PLATES GRIP MT20 185/144 Weight: 68 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 10=852/0-5-8 (min. 0-1-8), 8=852/0-5-8 (min. 0-1-8) Max Horz 10=-59(LC 8) Max Uplift 10=-125(LC 10), 8=-125(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. City Of 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 Wheat Ridge 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; Building Divison enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Provide truss to bearing Capable 100 Ib uplift at joints) except Qt=lb) U Q L�� 7) mechanical connection (by others) of plate of withstanding a�i� sFO 10=125.8=125. 8) This truss is designed in the 2012 International Residential Code sections R502.11.1 and R802.10.2 and O�v ••••��'••• SdoN •• accordance with referenced standard ANSlfTPI 1. • �� LOAD CASE(S) Standard i s � 4018 � o��sSTONAL E** February 24,2016 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Crlteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 J3 Common Girder 1 2 Job Reference (opAionall Alpine Lumber Co., Commerce Cily,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:53 2016 Page 1 ID: CYHD1 gYxHPPz3CROFKMI DzzIA2S-17FQO?OBS IJ UHuTKf26M WM_GckNpBpKGgTeJmnzhygq -1-0-14-0-4 7-9-0 11-5-12 1 15-6-0 16-6-0 1-0-0 4-0-4 { 3-8-12 3-8-12 4-0-4 1-0.0 Scale = 1:29.6 6x6 = _N ob 4 10x14 II 3x9 II 8x8 = 3x9 II 10x14 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.59 BC 0.41 WB 0.79 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loo) I/deft L/d -0.07 11-12 >999 360 -0.13 11-12 >999 240 0.03 8 n/a n/a 0.04 11-12 >999 240 PLATES GRIP MT20 174/144 Weight: 214 Ib FT = 20 LUMBER- BRACING - 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 TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural woad 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 .••"'••. S SLIDER Left 2x8 SPF 195OF 1.7E 2-3-0, Right 2x8 SPF 1950F 1.7E 2-3-0 6) This truss has been designed for greater of min roof live load of psf or roof of psf on overhangs non -concurrent with other live loads. REACTIONS. (Ib/size) 2=5815/0-5-8 (min. 0-4-13), 8=6139/0-5-8 (min. 0-5-1) 4018 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 Max Horz 2=56(LC 10) will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Max Uplift 2=-904(LC 10), 8=-956(LC 11) �� %• FORCES. (lb) -Max. Comp./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, referenced standard ANSI/TPI 1. N At - 7-8=-7834/1191 fit BOT CHORD 2-13=-1054/6762,12-13=-1 054/6762, 12-14=-1054/6762, 11-14=-1054/6762, Y Of 11 -15= -1003/6785,15-16=-1003/6785,10-16=-1003/6785,10-17=-1003/6785, 17-18=-1003/6785,8-18=-1003/6785 Wheat Rid e WEBS 5-11=-632/4187, 6-11=-546/151, 6-10=-252/1788, 4-11=-517/145, 4-12=-252/1797 g NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Building i�iVlSbn 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 - 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. II; Exp C; enclosed; MWFRS (envelope); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip �a Ct O� P C DOL=1.33 4) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 .••"'••. S 5) Unbalanced snow loads have been considered for this design. 16.0 1.00 times flat load 30.0 6) This truss has been designed for greater of min roof live load of psf or roof of psf on overhangs non -concurrent with other live loads. S� ; 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4018 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 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 s•.•••••.... a referenced standard ANSI/TPI 1. N At - 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 17-L--—, ')A ')n I c Ib down and 241 Ib up at 10-0-12, and 1418 Ib down and 232 Ib up at 12-0-12, and 1418 Ib down and 232 Ib up at 14-0-12 on Y * �v A WARNING • Vadly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahis, CA 95610 Job Truss Type Qty Ply 715A 44074 J3 JTruss Common Girder 1 Alpine Lumber Co., Commerce CKy,CO.80022 o.uuu s uan i o zuso Mi i eK maussnes, mc. uvea reo z4 iu:11:ss zuib rage z ID: CYHD 1 gYxH PPz3C ROFKM 1 DzzIA2s-t7FQ0?OBS IJUHuTKf26M VvM_GckNpBpKGgTeJmnzhygq LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15 Uniform Loads (plf) 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 Rfd9e ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job SPACING- 2-0-0 Truss Type Qty Ply 715A 44074 T__SS Valley 1 1 Job Reference (ootionall Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:54 2016 Page 1 ID:CYHD1gYxHPPz3CR0FKM1DzzIA2s-LJpoEL1pDcRLv22XDldb2ZXXL7o2tRhQ36NslDzhygp 15-9-0 7-10-8 Scale = 1:24.9 5x6 = 8 7 6 3x4 2x4 II 2x4 II 2x4 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) n/a n/a 999 be installed during truss erection, in accordance with Stabilizer TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a All bearings 15-9-0. BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 41 Ib FT = 20 BCDL 10.0 referenced standard 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) LOAD CASE(S) Standard ••••••••••• V�1Q0 SOON LUMBER- BRACING - WEBS 3-7=-302/59, 2-8=-347/145, 4-6=-347/145 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing 4) Gable requires continuous bottom chord bearing. be installed during truss erection, in accordance with Stabilizer 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 Installation guide. REACTIONS. All bearings 15-9-0. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except (lb) - Max Horz 1=46(LC 10) Gt=1b) 8=105, 6=105. Max Uplift All uplift 100 Ib or less at joint(s) 1, 5, 7 except 8=-105(LC 10), 6=-105(LC 11) 0 UOF�S referenced standard 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)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; LWheat enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.332) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5, 7 except Gt=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 ANSI/TPI 1. 0 UOF�S referenced standard �o�Pp LOAD CASE(S) Standard ••••••••••• V�1Q0 SOON • 2• • s 4018 i 0,�ss�ONAL February 24,2016 A WARNING - Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`I1 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply in (loc) I/deft L/d 44074 v2 valley 1 �715A 1 Job Reference lootionall Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:55 2016 Page 1 ID:CYHD1 gYxHPPz3CROFKM1 DzzIA2s-pVNARh2R vZCXCdjmS8gbn3faX6JcukZHm7Qrfzhygo 5-10-8 11-9-0 5-10-8 5-10-8 Scale = 1:18.6 5x6 = 4 3x4 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 WEBS 2-4=-411/106 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 3) Unbalanced snow loads have been considered for this design. TC 0.43 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES ND Lir✓ F2is' WB 0.09 Horz(TL) 0.00 3 n/a n/a V400 50011Vo2FQ BCLL 0.0 Code IRC2012/TP12007 • G• • (Matrix) 4018% i Weight: 28 Ib FT = 20 B DL to.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud recommends that Stabilizers and required cross bracing FMi,,Tek installed during truss erection, in accordance with Stabilizer tallation 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. city of 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; N{lleat Rj 9e 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 Building 1) J Sort 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. "Semi-rigid including heels" Member fixity was used in the analysis and design of this truss. ND Lir✓ F2is' 9) pitchbreaks end model ,�, ` 0.000•••••• LOAD CASE(S) Standard V400 50011Vo2FQ • • • G• • 4018% i . 0 00 00 ONA� February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ��• a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1711 Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 CitrusHeiahts, CA 95610 Job Truss Truss Type Qty Ply715A 44074 V3 Valley 1 1 Alpine Lumber Co., Commerce Cdy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:56 2016 Page 1 ID: CYHD1gYxHPPz3CROFKM1DzzIA2s-HiwYel341Dh38MCvKAf37_csvixUgLMeiWQszN6zhygn 7-9-0 3-10-8 Scale = 1:14.2 4x6 = 2x4 2x4 11 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.00 DL 10 Code IRC2012/iP12007 (Matrix) Weight: 18 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 installed during truss erection, in accordance with Stabilizer stallation 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)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; C enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip city Of DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 VV,Jear 3) Unbalanced snow loads have been considered for this design. �i''C/9e 4) Gable requires continuous bottom chord bearing. aUl/d; 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. n9 0 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 I Nkat) 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 ANSUTPI 1. LOADCASE(S) Standard �'�,p,DO CIeF�s •eeeee.•• •• sopN Fa n: vG) 4018 ONA�E February 24,2016 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE NI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with M7ekm connectors. This design is based only upon parameters shown, and is for an individual building component, not ' a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 108 CftsHeiahts.CA 95610 Job Truss Truss Type Qty Ply715A DEFL. 44074 V4 Valley 1 1 Job Reference (ootionall Alpine Lumber Co., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:57 2016 Page 1 ID:CYHD 1 gYxH PPz3CROFKM 1 DzzIA2S-IuUxsM3iWXpvm Wm6ulBlgC918LgG4oZsl4cWvYzhygm 4-7-14 5x6 = Scale = 1:16.8 4 3x4 % 2x4 II 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.12 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012rrP12007 (Matrix) Weight: 22 Ib FT = 20 BCDL 100 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 [MiTek installed during truss erection, in accordance with Stabilizer stallation guide. 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 ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 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 ANSlrrPI 1. LOAD CASE(S) Standard City 01 Wheat Ridge �oQ,NDO Liefi�s •e.eeee ee G1� •• SON ,%. �O SOO p'G 018 -o • • c�- �SS�ONAL E��\ February 24,2016 ,& WARNING. Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Intormatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply, LUMBER- BRACING - 44074 V5 Valley 1 1 In,guide. Alpine Lumber Co., Commerce C8y,C0,80022 2-7-14 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:11:57 2016 Page 1 ID:CYHD t gYxHPPz3CROFKMI DzzIA2S-IuUxsM3iW)(pvm Wm6utBlgC931Lpl4pdsl4cWvYzhygm 3x4 = 2x4 2x4 Scale = 1:10.0 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 f SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.07 BC 0.16 WB 0.00 (Matrix) DEFL. in (loc) I/defl L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a PLATES GRIP MT20 197/144 Weight: 11 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-11 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 In,guide. 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. (Ib) - 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 Wheat CBuildingDivi 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. Standard LI�F�s LOADCASE(S) ��P90 g00ti ••SFO 4018 _/00A_ February 24,2016 A WARNING - VeMy design panametens and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Cdteda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply715A LUMBER- BRACING - 44074 V6 Valley 1 1 Job Reference lootional) Alpine Lumber Co., Commerce CRy,C0.80022 e.uuu s dan 10 2e1a om I ek inaustnes, Inc. wea t-eb 24 iu:11:0a 21116 rage t ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-D42J3i4KGgxmOgLISbiXDPhCFAepE1?zkL4R zhygl 8-0-7 16-0-14 B-0-7 8-0-7 4x6 = 3x4 8 9 7 10 B 3x4 2x4 11 2x4 I I 2x4 I Scale = 1:41.2 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 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/TPI2007 CSI. TC 0.21 BC 0.12 WB 0.18 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 55 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 HF Stud MiTek recommends that Stabilizers and required cross bracing Fbe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-0-14. (lb) - Max Horz 1=-197(LC 6) Max Uplift All uplift 100 Ib or less at joints) 1 except 8=-208(LC 8), 6=-208(LC 9) Max Grav 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 City of 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; W heat Ridge 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 t3uilding i0ivison 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. LIC LOADCASE(S) Standard P/ONA February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IMI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V7 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce Cfty,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. wed Feb 24 10:11:59 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-hHchH25yl83d?pwU?IDmIdENABW6Yhs9C05d_Rzhygk 7-0-7 14-0-14 7-0-7 7-0-7 4x6 = 3x4 // 8 7 6 3x4 2x4 11 2x4 11 2x4 11 Scale = 1:36.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Fbe installed during truss erection, in accordance with Stabilizer TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a All bearings 14-0-14. BCLL 0.0 Code IRC2012lrP12007 (Matrix) Weight: 47 Ib FT = 20 BCDL 10.0 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) 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 Fbe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-14. (lb) - Max Hoa 1=171(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-180(LC 8), 6=-180(LC 9) 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 LBuilding NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) 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 at=1b) 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. o�,p p 0 L ICF LOAD CASE(S) Standard .•'SOOti e OO O�• -44018 o��ss/ONA� �N�\ February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not^ at russ system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei Ms CA 95610 Job Truss Truss Type Qty Ply 715A 44074 VB Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:00 2016 Page 1 ID:CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-ATA3UO6aoSC UdzVhZOk7lgnYgYrGH9hlR2gB Wtzhygj 6-0-7 12-0-14 r 6-0-7 6-0-7 4x6 = 3x4 8 7 6 3x4 2x4 I I 2x4 I 2x4 11 Scale = 1:31.1 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.21 BC 0.10 WB 0.11 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d n/a n/a 999 n/a n/a 999 0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 38 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 Mirecommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation uide. REACTIONS. All bearings 12-0-14. (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=-165(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. 7Ct WEBS 2-8=-315/209, 4-6=-314/209 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; Cat. II; Exp C; Wheat Ridge 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 Building D1visOn 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 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. OQ,NOO LICF� LOAD CASE(S) Standard ��ti.,.•'SOOAI•'s�0 00 02L O. 4018 ONA�V February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. " Design valid for use only with 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 Nil building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citms Hei his CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V9 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. wed Feb 24 10:12:01 2015 Page 1 ID:CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-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) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(TL) n/a - n/a 999 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 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 3 n/a n/a grIn'L 0.0 nn Code IRC2012rrP12007 (Matrix) Weight: 30 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 [M;�ek recommends that Stabilizers and required cross bracing installed during truss erection, in accordance with Stabilizer tallation guide. 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 d=1tV of 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; left left and right exposed; Lumber DOL=1.33 'Wheat Ridoe enclosed; MWFRS (envelope); cantilever and right exposed ; end vertical plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 lost (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 E3uildiD 9 n!s/ISon 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, 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. LOAD CASE(S) Standard [//�, C.400 �SS�ONAL �� February 24,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/07/2015 BEFORE USE. Design valid for use any with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^ a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®'k• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V10 Valley 1 1 Job Reference (optional) Alpine 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 gYxHPPz3CROFKMI DzzIA2s-efkRik6CZIKLF74t7jFEg2JiOyBMOdoSgiak2Jzhygi 4-0-7 8-0-14 4-0-7 4-0-7 4x6 = 4 2x4 2x4 11 2x4 �� Scale = 1:22.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.11 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight: 23 lb FT=20% B 10 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. 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 FMiTek installed during truss erection, in accordance with Stabilizer tallation 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- airy 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; Of enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 arRj 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Zvi d 3) Gable requires continuous bottom chord bearing. iailj �� 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9oit,. 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 �SO� 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 ANSUTPI 1. LOADCASE(S) Standard 1{ic1t 0 64,NDO L1�F� o`': o'soo;� • o�F� .0 0: 44018 February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ILMI -7473 rev. 10/0312015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity 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 MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei is CA 95610 Job Truss Truss Type Qty Ply 15A 44074 V11 Valley 1 1 Iob Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:02 2016 Page 1 ID: CYHD1 gYxHPPz3CROFKM 1 DzzIA2S-6s Igv47gK3SCsHf3hRmTNFsvNMYR14MbuMJHalzhygh 3-0-7 6-0-14 r 3-0-7 3-0-7 Scale = 1:17.6 46 = 4 2x4 // 2x4 11 2x4 �� LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) reas where alive sf onlive 5) rectangle 3-6-0 tall b 2-0-0 wide has been designed fora lie l ad of 20.Othe bottom chord neall a 9 P 9 Y Lumber DOL 1.15 BC 0.06 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 17 Ib FT = 20 DL 100 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 [MiTek einstalled during truss erection, in accordance with Stabilizer stallation guide. 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 Hoa 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- r-114, 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; MWFRS left end left and right exposed; Lumber DOL=1.33 of enclosed; (envelope); cantilever and right exposed ; vertical plate grip at DOL=1.33 R%qr 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1919 eV/�di� 3) Gable requires continuous bottom chord bearing. his ss has been ed for chord with *This tlruss reas where alive sf onlive 5) rectangle 3-6-0 tall b 2-0-0 wide has been designed fora lie l ad of 20.Othe bottom chord neall a 9 P 9 Y 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. LOADCASE(S) Standard February 24,2016 A WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V12 Valley 1 1 Alpine Lumber Co., Commerce CBy,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:03 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-a2rC7Q8T5Na3UREFEBHivTP6YItvUX6k703r7Czhygg 2-0-7 4-0-14 2-0-7 2-0-7 3x4 = 2 2x4 'i 2x4 N' Scale = 1:11.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(TL) n/a - n/a 999 BCDL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012rrP12007 (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. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. 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- City Of 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip Wheat DOL=1.33 Ridge 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. BUllding D]visofl 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 Q�PD0 LreF� Q �N • .sFO 4018 ss/0 N AL E�' February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. w Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply115A I/deft 44074 V13 Valley 1 1Job Refemnce (optional) Alpine Lumber Co., Commerce City,C0.80022 n d 4 5-10-2 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Page 1 ID: CYHD 1 gYxHPPz3CROFKM 1 DzzIA2s-2E PaKm95sgiw6bpSorpxSgxEr9DDDznuMgoOfezhygf 46 = 3x4 8 7 6 3x4 2x4 11 2.4 11 2x4 11 11-8-5 11_N_S Scale = 1:30.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a •e••SOOq•e• c% 'a Q BCDL 00 Code IRC2012/TPI2007 (Matrix) Q O2i •� Weight: 37 Ib FT = 20 LUMBER- BRACING - WEBS 2-8=-318/212, 4-6=-318/212 TOP CHORD 2x4 SPF No.2 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF StudMiTek recommends that Stabilizers and required cross bracing 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 QUI/aln.4 be installed during truss erection, in accordance with Stabilizer Dj VISOn 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 11-8-5. will fit between the bottom chord and any other members. (lb)- Max Horz 1=-140(LC 4) 8=165.6=165. Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(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=316(LC 1), 8=374(LC 13), 6=374(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 ((b) or less except when shown. WEBS 2-8=-318/212, 4-6=-318/212 City Of 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 heat �/dge 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 QUI/aln.4 3) Gable requires continuous bottom chord bearing. Dj VISOn 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 ANSVTPI 1. 0 LIC�� LOAD CASE(S) Standard •e••SOOq•e• c% 'a Q �0� V Q O2i •� 4018 -a • • cr O�FSS�O N AL February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MMI -7473 rev. 1010312015 BEFORE USE. ' Design valid for use only With Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei hts CA 95610 AlpineLumberCo., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Page 1 ID:CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-2EPaKm95sgiw6bpSorpxSgxDa9C6Dz_uMgoOfezhygf 4-10-2 9-8-5 4-10-2 4-10-2 48 '� 3x5 �i 2x4 41 3x5 �� Scale = 1:26.5 LOADING (psi Truss Truss Type Qty Ply TCLL 30.0 Llob"t V14 Valley 1 1 [15A ob Reference (ootionall AlpineLumberCo., Commerce City,C0.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:04 2016 Page 1 ID:CYHD1 gYxHPPz3C ROFKM 1 DzzIA2s-2EPaKm95sgiw6bpSorpxSgxDa9C6Dz_uMgoOfezhygf 4-10-2 9-8-5 4-10-2 4-10-2 48 '� 3x5 �i 2x4 41 3x5 �� Scale = 1:26.5 LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.17 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight: 28 lb FT=20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [Mi,Tes1mends recomthat Stabilizers and required cross bracing intalledduring truss erection, in accordance with Stabilizer tallation uide. 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)=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) 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. LOAD CASE(S) Standard City of wheat Ridge O`4�NUO LI�F�s� V •G SoQN ••. O 4018 ��Q\�K;�;ONM_ February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. ' Design valid for use only with 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 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus He' hts CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V15 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:05 2016 Page 1 ID:CYH D1 gYxHPPz3C ROFKM 1 DzzIA2s-WRzyX5Ajd_gnjkOeMZKA?uUPtZZUyQt1 aKYyB4zhyge 3-10-2 7-8-5 3-10-2 3-10-2 4x6 = 4 2x4 2x4 II 2x4 �� Scale = 1:21.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDBCDL 10.0 Code IRC2012frP12007 (Matrix) 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 [MiTelrecommends that Stabilizers and required cross bracing installedduring truss erection, in accordance with Stabilizer tallation uide. REACTIONS. (Ib/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. NOTES- ou 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 Ridge 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 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard r;:. o� S ON •. F� ,-7; © 02 G). 4018 Oma' •,•. .•; �� February 24,2016 A WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus -Heights; CA 95610._ Job Truss Truss Type Qty Ply715A PLATES GRIP 44074 V16 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:06 2016 Page 1 I D: CYHD1 gYxHPPz3CROFKM 1 DzzIA2s-_dXKIRAL0IyeLuygwGrPX51 chzsKhtsBp_HVjXzhygd 5-8-5 2-10-2 Scale = 1:16.8 3x4 = 2x4 -i 2x4 '� 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 0.12 Vert(LL) n/a n/a 999 MT20 197/144 BCDL 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 guide. REACTIONS. (Ib/size) 1=244/5-8-5 (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- City Of , 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 Wheat Rid 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 Ridge 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. Building DIV 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 e. /SO% 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 ANSUTPI 1. LOAD CASE(S) Standard Np0•Lr�F� so°ti • :s�o ' Oo �Z- 4018 •. •i (,V �FSSIoNA� EN�� February 24,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei tis CA 95610 Job Truss Truss Type Qty Ply 715A 44074 V17 Valley i 1 Alpine Lumber Co., Commerce CBy,C0.80022 1-10-2 8.000 s Jan 15 2016 MiTek Industries, Inc. Wed Feb 24 10:12:07 2016 Page 1 ID:CYHD1gYxHPPz3CROFKM1DzzIA2s-Sp5jynBz9b4Vz2X1T_Me4JZojNEFQK6K2el2Gzzhygc 3x4 = 2x4 "/ 2x4 O Scale= 1:10.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Weight: 9lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-5 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 enstalled during truss erection, in accordance with Stabilizer allation guide. 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. NOTES- City Of 1) Wind: ASCE 7-10; Vuit=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 Wheat F,ld DOL=1.33 ge 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. Building Divisor) 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 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. 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. LOADCASE(S) Standard �'�,PDQ L1CF�s �eeeeeee O SOON `'• �O O O� -44018 0 O"^esO N A� February 24,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE UP7473 rev. 10/032015 BEFORE USE. Design valid for use any with MiTekm connectors. This design is based only upon parameters shown, and is far an individual building component, not �v a truss system. Before use, the buildng designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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/111`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety IntormaBon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Vv nza m<� - > y �z aoo H z 0 m o w- nO Vr D ~ °j (5 ( z art z N ��onQoo 3�cD�3 �06� 47 3p�3 mfl ' Qao a, QDgon D Cc) oz, x_3°_-0° Q��a p (D Q.0 �N 3�- ��A Q°03�� zv �Q O -p O n(O N 0 0 0 0 O C _�O ci N° �H< N �� (D <D X C�< D� (D p 3, QQ� 7� N 7 Q y (3D Q �a O °-6 O o0 Cl,Q ID n O N QO c m °Q�000� f��°Q o �� z �oQm m °�5' N�(D 3�Q5m z n'Qp� �(DO'2 O 6� Q �(D� S. °n0; O Q (6D0(DQ° - Qo o -0 3 Q QQo o'Q 3 � Clp 5•Q?• m (D Co) ^Qo�c� °Qac 650 °° o °-, � (^ 07 n 'n o 3 O (° O (D p ^' m O W N N 3=- .Q z 5 Q p p n O6 v1C (O O? (D 3' (D 0 N(D(D N 0 3 O. 0 3 Q= C O S (p < O (Q ° • 7 O O °n (D N 0 (D X 7 Q 957 O c0 O�O6Q °a �cN O 7 (D O( x 7 -O•t 3 C 7 = Q C 3 '< O• �� JO N H (D u° c c m N n = m A `O TOP CHORD (n a �_ 3 w A n O w 0 T Ou z 0D c -s :3 (D C (D O W (mi> m p Z (n (D (D m J (D N z p. 0- (n (n (D A N n 0 m n A (D C Q N A 0 O m m m N -� ° (n < (D aw m "W N� w w cr (D (D v m (Q N N D N D O n C (CD (D N m -um D -< V W2-7 O N M 3 (n (71 (D Q' �� O O -z K a �• (D O° Q° �� w o < Z �� n m ■ (D o - co S wn r� s o �. �. a°°o A O o. (D ' N (D m m m � N o = o '� w m rn v �� O' 3 >r < CL0 Co° °D z z A ° y w > to y ° 0 N z 2 O VC4-5-t� W Q' O 3 v x O .Z7 < D (D O °(D Z C(CD �L" ° <c N Q. TOP CHORD >o �0m -o me N op n ow .6o v5'c �� °mn cc �c So o`_o'M n gQv �z a3f� o> Q 11 �� oa<. 3.<CD o a> > N° oo m°3 a° 3�° mN °N m� oho oNo Q� 0� c- 10Q yo am foo = oo o' 4.n 0=Q of� Q°p f.R � � �° ° m 3 s(° a �SR 5 �� o _ Q � c fl 3 m a a 2 s (a 0' a 2-0 c mp- m N. � a o °- 3 _. m n n (° c N p p Q (Q Dc m aa �cr ' oo o a o� ° mN ° `° mN n m 3c �3 ° ((D mm -0 �.� �m�� o CD O //V�• 0m 3Qa; m°o o. �° m, oc m moo (D �� mm� =� oa a6�3 06 O- O �M T� < m� ° � m m n g 30 0 ? °� °-m (°am a mo o O s o-0 3 0� 6mm m .o (on av c- ?.�. N� ao -� �2 c ° ° Q> >m m -(° °7 Q n° mo m°° g- o tic om go 3m o-2 °m �° o °c° o Oce 5a n(o •(D �o N �.o 52 `^N m -m noa ° mom �m Qm °O 3° °Qoc� °a n °><� ?m' a" ?o °a o° �O °° m c z 73 ° on mo o -00 °N 3 oi, 0- mo s mZN �° a°a� ID m 3 m o0 om mm °.o m°0o ma m° Cll >�o °c o$ (D CL o Q OC Q CD m° °=° m m c� o �m (°o- =t o °m s� HaN °° °� za °ooa Q ° y ° �'a oo a $ D 4 ° N' _Qo mm CN °Q° zo �i -l°o ° Q° m6 2 C. °o c'< n o o �� ° c,° ° ° ti� -oo w mo os°° I� c n o -°3 m-° o S o o(° N �° m mo mo n' =` �(D m s no oQ° �.N_ Q sa 3� °� o °.� va o ° ° o m a� -°� am C ° m o £ m o o N �_° °❑ a°o o Jo s Q N° O 3 O 0 m m n° s s m x a m m wa o c n y s m a a 3m m f ° f CD °° m ° ° m ° n m, ° 3 m m ° D 117 " 00 �n ° o° a ° m °o o a °o m 3w ° a c m o 0 o a o _.s m a <� n m ° �' m L N m m m o m m o '='tl° Of Z io o CD a� o �0 3 < O m sm a K 0 t Ridge $uildrr)g Drvrsoj N August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 4, Block 2 Wheat Ridge, Colorado Project No. DN47,957.001-120 IuI I 0.- O R P O R A 7 E 0 I\ HOME BUYER ADVISORY Expansive soils are present at this subdivision; this results in a geologic hazard. This letter describes the soil condi- tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 25 lots within Quail Ridge Estates (Project No. DN47,957.001-120; report dated August 18, 2016). This letter presents a summary of our findings and recommen- dations for the subject lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and compara- tively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils swell as they increase in mois- ture and are referred to as expansive soils. Other soils can settle significantly upon wetting and are identified as collapsing soils. Most of the land available for devel- opment east of the Front Range is underlain by expansive clay or claystone bed- rock near the surface. The soils that exhibit collapse are more typical west of the Continental Divide; however, both types of soils occur throughout the state. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irrigation and changing drainage patterns, leads to an increase in subsur- face moisture conditions. As a result, some soil movement is inevitable. It is critical that all recommendations in the referenced report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, home owners must assume responsibility for maintaining the struc- tures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 9.5 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 18.4 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 paragrap�. City of Wheat Ridge Diviso 1971 West 1211 Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 N 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. A sample from this lot did not swell when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calcula- tions indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will oc- cur. 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 4, BLOCK 2 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 is taken. CTL THOMPSON, IN City Of Wheat Ridge REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 4, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk 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. city of Wheat Ridge 4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", C81orado Assi tion of Geotechnical Engineers, December 1996. Building 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 Exhibit A-1 CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\Rt\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. c'ry of wheat Rid9e REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTSW7900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL I Thompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL 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 Ri dg e REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS447900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc S I RUCTURAL ENGINEERS nc. BY 'm CHECKED DATE DATE SUBJECT- I�"Tr3� SHEET NO lz; --,AA 71� �� JOB NO. _ OF 17na72 S I RUC TURA L ENGINEERS nc. Manual S Remington Homes Quail Ridge 5266 Pierson Ct NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: Furnace = Carrier Model 59SC2C080S21--20 (80,000 BTU) 92.1% AFE Air Conditioner = Carrier Model CA13NA036****(A,B) (3 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*4221AL*+TDR (3.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velociy. 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 supplymain trunk include any device pressure losses entered, and the cumulative mayalso include the total static pressure loss of the return side. Summar Number of active trunks: 24 Number of active runouts: 23 Total runout outlet airflow: Main trunk airflow: 1,351 1,262 Largest trunk diameter: 22.4 SMT -100 Largest runoutdiameter 7 SR -290 Smallest trun k diameter: 12.9 ST -310 Smallest runout diameter: 4 SR -180 SuPPiyfan ekernal static pressure: Supply fandevice pressure losses; Supply(anstat�c pressure available: Runout ma,xfnum cumulative static pressure loss: -Return loss added to supply. - Total effective lengt�h� of return {1t.), .Total effective length of supply (Nt iction rate per 1( H00- 1300. 0.360. — 0.500 0.457 SR -260 0,099 199-1" Crawl -RA 2487 SR 260 447.8 Crawl RA to SR -260 0.11'2 (Available SPx100lTEL) Systemduct surface area (No Scenario): 962.5 City of Total system duct surface area: 962.5 Wheat Ridge Heat Rise Used on the Program- 58° F HoatIng, . 'p tyand Efficiency Wire Lead Color 040-10 1 040-12 060-12 1 060�116 1 0,90-16 080ml!0 100.16 too. 0-20 Input High Heat (STUN) 40,000 40,000 60,000 60,00 860-7U5- 80=0100,000 1580 100,000 120,000 Output Iflign Heat (BTUH) 37,000 37,000 56,000 56,000 75,000 75,000 1 93,000 93,000 112,000 Ce 7rif-te-873 rn pe ratu re Rise Range IF (*C) 1195 High Heal 40-70 (22-39) 35-65 (19-36) 40-70 (22-39) -3-57-757- (19 - 36) J* - b* (19 - 36) 35 - 65 19-36) 40 - 70 (22-39) 4U - It) (22-39) C) - 75 (25 - 42' Fan Performance AIR DELIVERY - CF1M (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM I Ton Test Airflow Delivery @ Various External Sitatic. 01 1 0.2 0.3 0-4 0.5 0.6 0-7 P 0.8 essures 0,9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860-7U5- 1580 6115 Blue 20 413 970 940 905 870 825 775 730 675 570 505 Yellow 20 385 910 880 845 610 770 725 675 600 535 475 Red 1-5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 1 30 385 1215 1205 1205 1195 1155 1100 1045 975 910 8051 T1u_ _@ 1 2.5 370 980 985 980 955, 925, 880 6351 780 695 780 585 695 Yellow 2-0 425 9101 920 905 880 850 815 765 695 630 545 Red I 11.5 430 750 7:30 705 680 645 605 555 D40-12 SIDE/BOTTOM Black 3.0 380 1365 1310 1255_ 12-00 1-14-0 1080 1015 950 950 860 795 Yellow 2-5 418 1245 1200 1150 1100 1045 990 930 8,55 790 a'50 730 76 Orange 2.5 366 1050 1025 985 9,50 915 870 820 760 705 655 Blue 2-0 435 980 955 935, 905 870 830, 780 725 675, 725 E 625 5 Red 1.5 437 720 705 690 675 655 625 5,90 555 525 485 0,60-16 SIDE/BOTTOM Black 40 376 16001 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340, 1335 1330 1320 1285 1225 1155 108 1000 Blue 3 3.0 387 1190 1185 1195 1195 1160 1125 1075 1015 Red 2-5 394 10310 1025 1030 1010 080-16 SIDE/BOTTOM Black 4.0 389 1650 16201 1640 160-51 1555 1495 1425 1345 1255 11651 Yellow 3-5 381 1420 1425 11400 1370 1335 1290, 1230 1170, 1095 1015 Orange 30 383 1205 1205 1185 1165 1150 1100 1055 1000 935 EITO Blue 25 384 1435 1020 1005 985 960 30 595 645 795 735 Red 2.0 380 850 825 805 785 760 725 69!5 655 600 545 BOTTOM or TWO -SIDES 4.5 SIDE/BOTTOM Black 5.0 377 2225 216G 2070 1980 1885 1790 1690 1575 1460 1345 080-20 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3.5 397 1485 1470 1455 1430, 1390, 1340 1280 1205 1120 10351 - Blu'e-3— 2-5 426 1120 111G 1100 1090 1065 1035 Red 7_ 2.0 433 Black 4-0 373 1715 1660 1610 1555 1490 1420 1340 1 1150 1095' 100-16 Yellow3.5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 Blue .1 1 3.0 367 1300. 1255 1206 1160 1100 1035 Red 1 Black 1 2-0 5.0 445 394 1110 2270 1055 22051 1005 21301 2055 19701 law 17801, 1670, 1555 1425 100-20 BOTTOM or TWO -SIDES 4.5 Yellow 5-0 367 2096 2040 1980 1910 1835 1755 16701 15701 1460 1340 -Blue 4-0 416 1850 1815 1775 1725 1665 1600 1525 1435 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4.5 Black 5.0 410 23135 2310 "-30 2150 2050 1920 17150 1650 1540 1415 Yellow 50 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 1 4.0 416 1875 1840 1795 1735 1665 1580 1495 141T-1310 1205 Red 16101 15851 15551 lSl51 14501 13§�; _f3_25 --i-250 I 3-S 414 1 NOTE: 1. A fitter is required for each return -air inlet. Airflow Performance includes a 3j4 -in. (19 mm) washable filter media such as contained in a factory-author- med accessory filter rack. See accecoory Mat. To determine airliow performance without this filter, assume an additional CjJ in. W.G. available extemai static pressure. 2. ADJUST THE BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION. 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, two -aide return, or bottom and aide return. Aminirnumfdtereizeaf2D"x25'f5D8x6a5rgielelo,*.'I 5. For upflow applications, air entering from one side into both the side of the furnace and a return air base counts as a ade and bottom refire. 6. All airflows that are shown in BOLD exceed 0-58 watle per CFM at the given external static pressure. F Wheat Ridge uilding Diviso Evaporator Coil Static Pressure PERFORNMANCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 500 1600 1 700 1 800 1 900 1 1000 1 1100 1 1200 L200 1400 1 1500 1 1600 1 1700 1800 1900 2000 1 2100 2200 0.079 10.114 10.156 10.198 10.253 I I I I I I I 1814 Wet 0.096 10.138 10.183 10.213 10.277 1 1 1 1 1 1 Dry 0.070 10.103 10.142 10.192 10.233 10.290 10-354 1 1 F I I I 2414 Wet 0,089 0.128 10.171 10.214 10.269 10-2136 10.413 1 Dry 0.048 10.069 10-090 10.112 10.140 10.170 10.203 1 1 1 I 2417 Wet 0.064 1 0Z91 10.122 10.150 10.188 10224 1 0,2453 I I I Dry 0.065 10-097 10.135 15.173 10.223 1 0278 1 0.339 10.405 10.478 1 I 3014 Wet 0,078 10.114 10.160 10.206 10.260 10.321 10,398 10.951 10.540 1 1 Dry 0.042 1 0.060 10-080 10-102 10.128 10-157 10199 1 0.2221 0,259 F I I I 3017 Wel 0.055 [0,076 1 0.104 10.127 10.158 10-190 10,225 10266 1 0.309 1 1 1 1 My 3617 T,0 -43 -F0 -0-6-1[0-G-82 10.102 10.12810,157TO-�0,221 1 0.259 1 0.299 10.341 1 T3617 Wel 0.056 J0L79 J0A07 10.133 10.166 10.200 10226 10.276 10.315 10.361 10.413 1 1 1 1 Dry 0035 10.048 JO.M2 10.076 1 0.0-K 10111 1 0-1��0-15a 10,177 10201 10.228 3621 Wet 0.049 10.066 10.085 1 0.100 0.122 10.144 10.171 10.192 1 6.217j 0.245 10.276 1 1 1 1 1 ' -'y ' 4221 lb.054 10.0% 10.082 10-099 10 119 10.137 10.158 P� 0.205 10-231 10-259 1 1 1 1 1 T4221 -0.043 10.059 10.078 10.101 10.126 10.15.3 10,161 10.207 10.234 10.260 10288 10.319 1 0:354 1 1 Dry 4821 1 10.047 10.060 10-076 10-092 10-110 10.130 1 0.152 0.176 0.204 10.230 10,256 10.284 10.318 1 1 1 1 T021 Wet 1 10.053 10.067 10.695 10-104 1 UTZ �01 47 10.172 10.200 10.228 10.259 10,292 10.327 10.365 1 1 1 1 Dry 1 10.015 10.046 10.067 10,069 1 OM -1 10.019 10,119 FO, 124 10.140 10.158 10.175 10.195 10.214 1 1 1 4824 Wet 1_ 10.0a215-0�WO,066 10.081 10.097 10.114 10.131 10.150 1 0.1-59-T 0.1-90 10211 10.233 10.257 1 1 1 Dry 6024 J0.062 10.073 13 -0 -8 -4T -0 -0 -9 -7 -FO 1-11 10 126 10.138 1 0.154 10,172 10.190 10.210 1 0.228 1 0.251 10,273 0,293 TW24 Wet 10.()82 1 0.096 10.112 10,129 10,145 F 0.163 10.171 10.191 10212 10.235 10.258 10.283 10.310 1 0M6 10.366 tarty Of Wheat Ridge Divisc,n Detailed cooling capacity Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 25,397 BTUs 25,397/29,490 = .86 or 14% over Note: the CA13NA030 (2.5Ton) has a Usable Capacity 24,293 BTUs City of Wheat Ridge luilding Divi,,.,,, CONDENSER ENTERING At EVAPORATOR AiR 75(23.9) 85(29.4) 96(35) CFM Ewa F r C) Capacity MOUM Tow F Sen -s# Total System KV"- capacity metun TotaN Sens-, Total System K%- Capacity Matuh Total Sens* Total system KWk* 72 (22.2) 48.49 25.49 329 48.39 24.09 3-73 44-18 2155 4-11 67 (19.4) 44.47 31.36 3.33 42.52 30-54 397 40.4e 29 67 4,05 1225 83(1 .2) 41.63 30.43 3.29 39.89 29.59 3-63 37.74 28-72 4-01 e2 (16.7) 40,83 37.19 3..28 39.07 30.35 3.e3 37.22 3545 4.00 57(13.9) 39.73 39.73 3.217 38.29 38.29 3-e2 38,78 38-78 4.04 72 ('-> 2.21 39.21 1 20,82 3.47 47.02 25.80 3-81 44-73 24.95 4-19 87(19.4) 45.18 33.20 3421 43.14 32.37 378 41.00 31.49 4A3 1400 83(17.2) 42.22 32.16 3.38 40.31 31.31 3,72 33.28 30.42 4-09 e2 (1 .7) 41.89 39.75 3.37 39.91 38.85 3-71 38.02 38,02 4-09 57(13.9) 41.25 41.25 3.37 39.72 39.72 3.71 38.08 38,05 4-09 72(--2.2) 49.75 27.70 3.58 47.50 26.88 3.90 4514 215'.02 427 87(19.4) 45.e9 34.99 3,50 43.01 34.15 3.54 41.42 33.28 422 1575 83 {1 7.2) 42.75 33.55 3.48 40.79 33.00 3-80 38.72 32.11 417 82(16.7) 42.52 42.08 3-46 40.87 40-87 3-60 39.14 39-14 4.18 S7(13.9) 42,49 42.49 346 40.87 40-87 380 39.15 3015 418 Per Carrier/Bryant Engineers the Capacity of the CA13NA036 (3 Ton) is 29,490 BTU's Sensible Gain from Manual J = 25,397 BTUs 25,397/29,490 = .86 or 14% over Note: the CA13NA030 (2.5Ton) has a Usable Capacity 24,293 BTUs City of Wheat Ridge luilding Divi,,.,,, AHRI Used Item Value Standard Air Conditioner Model Number (Combined) CAI 3NA036" (A,B)+CNPV�422IAL1+TDR Outdoor Model Number CA13NA036(A.,6) Indoor Model Number CNPV*4221AL*+TDR Tradename 13 SEER PURON AC Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 33ODD Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed SEER Low Speed D EER EER High Speed EER Low Speed 0 Sound 0 AHRI Reference Number 6395468 Qualifying Tier Sensible Capacity 3300 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty City of , wheat Ridge �LWJ (U Vf a7 `n c w O D Gi E 0 a Z c .� 2 w cc m ++ in d- N z O O N N 00 %D N in in O O in A/'� O 1 V an an r R to V! c c Q d N � o � �` 3a,aornN o 00 H > �Ln N O � � r W "s O d € W a) T Co m E 2 w N iO W 4w y N wx 0 U > X01 £ M _ �� c N fl u '� O 3 O o N O O 0 •0 v p Su1: 71Ln0 H f6 ra L V � N � V• W L OO m U Ea -ps � u M 3 C N -oo 00 J dl Z c�, �9 M T 00 O 00 a0 N U D G O cu wu E 0 In E CO� CO �O > > *' Oai.m -1-- 0', .p:rn E O m c :.i �+ fl i m m co foo0 M � v 0o O.� n n :' pt � o �z b omo az"o .r T T C C_ A W O1 X vLni O1 X v`ni 's ,� c c o m c u., +0 0 o mo 0 F— V w w N w ct = a �' = a ++ in d- N z O O N N 00 %D N in in O O in A/'� O 1 V an an r R to V! c c Q d N `o V �` 3a,aornN o 00 T mry) ON O �Ln N O � � r W "s UJled d € W [[ C W m E 2 w N iO W 00 u xx y N wx 0 N Cj X01 £ M _ �� c N fl u '� O 3 O o N O O 0 •0 v p Su1: 71Ln0 H C: `o V T LL r W "s _2) N € W [[ C W 2 w � 00 u xx y N wx LL t/� Cj � w N M O 0 f6 L V � N � V• W v m Z vi 3 C N Ci Z o _ �9 M p o N U D G N O N t N T ¢ U .On R N O a° N E v v ✓ N U/ V O O 0 o 0 o m v +0 R c `v v°? O u> > m z N E 6 E C J v ° U M- O a` EL C- o 2 C: 5 r W "s € I 00 u xx y N wx T W ci w � w N ENERGY STAR V3 Home Report Property Remington Homes 5266 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 ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 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. QnergyLogic 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 11 for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= 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) - tons/yr 5.3 Cooling 75 Water Heating 41 Lights & Applicances 283 Generation Savings 0 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 5266 Pierson Ct Wheat Ridge, CO 80033 Template - Remington - 715 FB Cust Template - Remington - 715 FB Cust Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Insp'kaion St — Results are projected Annual Energy Cost IECC 2012 Performance $686 $134 $148 $967 $936 $0 $1,903 QnergyLol analysis snsig nl anirest 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration --t by Q 7R,6 SHGC 402.5 Area -weighted average fenestration U -Factor Mandatory Checklist 403.2.2 404 Duct Testing Lighting Equipment Efficiency As Designed Design exceeds requirements for IECC 2012 Performance compliance by 9.7%. Name: Peter Oberhammer Organization: EnergyLogic $594 $132 $148 $874 $919 $0 $1,793 Signature: f`'� Date: May 04. 2017 Ekotrope HERS Rating Tool - Version 2.1.0.1682 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm. whicn is a RESNET Accredited IECC Rating Tool_ Building Summary Property Organization Remington Homes EnergyLogic 5266 Pierson Ct Peter Oberhammer Wheat Ridge . CO 80033 Yes Conditioned Volume [cu. ft.] Builder Template - Remington - 715 FB Custom Wheat Rldc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Single family detached General Building Information 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 Inspection Status Results are projected QnergyLogic YnO�Ytlr ins•gnl On�n�rf Basement Wall Name Library Type Height Above Grade Depth Below Grade Perimeter Location Interior Shell Location Bsmt/Garage Un R-19 Draped, Full 1 7 46.2 Exposed Exterior Conditioned Space BsmVGround Unnnis R-19 Draped, Full 1 7 1752 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation Feet From Wall Top To Insulation Is Fully Insulated R Top Bottom R-19 Draped. Full WA N/A Yes 19 Slab Name Library Type Perimeter Floor Grade Carpet R Exposed Surface Area Location Interior Shell Masonry Area Location Bsmt Uninsulated 221 Below Grade 123 0 2,145.0 sq tt. Exposed Exterior Conditioned Space Slab Library List Name Wall Construction Slab Completely Underslab Insulation Perimeter Insulation Perimeter Insulation R R Type Insulated. Width [ft] Depth [ft] Value Uninsulated Wood Frame / Other No 0 0 0 0 Framed Floor Name Library type Carpet R Floor Grade Surface Area Location Interior Shell Location Wali Name Library Type N c Solar Surface Color Surface Area � H Area Z7 Absorptance O � � 2x6 R23 16" OC Building Summary 09 0.75 Medium 587.8 sq. it Exposed Exterior Conditioned Blown Fiberglass OnergyLogic Property Organization 7 m anolr.i.. +n.igpf an.w+ Remington Homes EnergyLogic 2x6 R23 16" OC 0 0.9 5266 Pierson Ct Peter Oberhammer Inspection Status Exposed Exterior Conditioned Wheat Ridge , CO 80033 Blown Fiberglass Results are projected Builder Space Template - Remington - 715 FB Custom Wheat Ridc Remington Homes 0 0.9 0.75 Template - Remington - 715 FB Custom Wheat Ridc 471.8 sq. ft Unconditioned, Conditioned Framed Floor Library List Name R Space Kneewall 2x6 2x6 R23 16" OC 12" R50 16"OC BF G1 46.08006 0.75 Medium 312.8 sq. R Exterior cant Conditioned Blown Fiberglass Rim Joist Name Library Type Surface Area Location Interior Shell Location Ambient R 23.0 176.2 sq ft. Exposed Exterior Conditioned Space Garage Blown Fiberglass R 23.0 47.2 sq ft Unconditioned, attached garage Conditioned Space Space Right 2x6 Rim Joist Library List 0 09 075 Medium Name R Conditioned Blown Fiberglass R 23 0 23 Wali Name Library Type Common Wall Emittance Solar Surface Color Surface Area Location Interior Shell Area Absorptance Location Back 2x6 2x6 R23 16" OC 0 09 0.75 Medium 587.8 sq. it Exposed Exterior Conditioned Blown Fiberglass Space Front 2x6 2x6 R23 16" OC 0 0.9 0.75 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. R Attic Conditioned Blown Fiberglass Space Left2x6 2x6 P23 16" OC 0 0.9 0.75 Medium 616.0 sq. ft. Exposed Exterior Conditioned Blown Fiberglass Space Right 2x6 2x6 R23 16" OC 0 09 075 Medium 5252 sq ft Exposed Exterior Conditioned Blown Fiberglass Space Wali Library List Name R Building Summary QnergyLogic Property Organization Remington Homes EnergyLogic 5266 Pierson Ct Peter Oberhammer Inspection Status Wheat Ridge , CO 80033 Results are projected Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Interior Glazing Name Library Wall Basemen'OverhancOverhancOverhanc Interior Interior Adjacent Adjacent Orientatic Surface Location Interior Type Assignme Wall Depth Ft To Top Ft Tu Winter Summer Winter Summer Area Shell Assignme Bottom Shading Shading Shading Shading Location Back 2x6 Low E .30 Back 2x6 0 0 0 085 07 1 1 West 232-0 sq. Exposed Conditione /30 It Exterior Space Back bsmt Low E .30 BsmdGrou 0 0 0 085 0.7 0 7 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 Lefl 2x6 0 0 0 085 07 1 1 South 90.0 sq. Exposed Conditione 130 M Exterior Space Left bsmt Low E .30 Bsmt/Grou 0 0 0 085 07 07 0.7 South 40.0 sq. Exposed Conditione /30 Unfinis ft Exterior Space Right 2x6 Low E .30 Right 2x6 0 0 0 085 0.7 1 1 North 38 0 sq Exposed Conditione 130 It Exterior Space Right bsmt Low E .30 Bsmt/Grou 0 0 0 085 0.7 07 0.7 North 20 0 sq Exposed Conditione /30 Unfinis ft. Exterior Space Glazing Library List Name Shgc R Low E .30 / 30 03 3.33333 Skylight None Present Skylight Library List None Present Opaque Door Name Library Type Wall 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 Location Interior Shell Location Exposed Conditioned Exterior Space Garage R 5 Garage Garage 2x6 0.9 0.75 Medium 20.0 sq. ft Exposed Conditioned Entry Exterior Space Building Summary QnergyLogic Property OrganizationRemington Homes EnergyLogk5266 Upt. Pierson Ct Peter Oberhammer Wheat Ridge CO 80033 InsBuilder Re Template - Remington - 715 FB Custom Wheat Rkt( Remington Homes Template - Remington - 715 FB Custom Wheat Rid( Opaque Door Library List Name R R 5 Garage Entry 5 R66nostorm 66 Roof Insulation Name Library Type Root -Deck ClayY or Emittance Solar Surface Color Surface Area Location Interior Shell Area [sq. tt.] Concrete Roof Absorptance Location Tiles flat R-50 BF 2411oc 2,156 No 0.9 0-9 Dark 2,156 0 sq. R Attic Conditioned Space Roof Insulation Library List Name Has Radiant Barrier R R-50 BF 24"oc h,o 50 68123 Conditioning Equipment Name Library Type Heating Percent Load Cooling Percent Load Hot Water Percent Load ------------------ Air conditioner (3) 13SEER/86BTU 3ton 0 % 100% 0% Fuel -fired air 92.1 AFUE 180K 100% 0% 0% distribution (1) Water Heating (2) 62 EF 176 RE 150g 0% 0% 100% Equipment 'type: 13SEER/36BTU 3ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtWhj 36 Building Summary Property Organization Remington Homes EnergyLogic 5266 Pierson Ct Peter Oberhammer Wheat Ridge , CO 80033 Inspection Status Builder Results are projected Template - Remington - 715 FB Custom Wheat Rldc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Equipment Type: 62 EF / 76 RE / 50g Fue, Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 50 Hot Water Capacity [kBtu/h] 40 Recovery Efficiency 0.76 Equipment Type: 92.1 AFUE / 80K Fuel Type Natural Gas Distribution Type Forced Air Motor Type Single Speed (PSC) Heating Efficiency 92 1 AFUE Heating Capacity [kBtu/h] 74 Use default FAF Yes EAE [kWh] 692 Whole House Infiltration Infiltration Measurement Type Shelter Class 3 ACH at 50 Pa Blower -door tested Mechanical Ventilation Ventilation Type Ventilation Rate [Cubic Operational hours per day Feet! Minute] Exhaust Only 73 24 Lighting Interior Efficient Lighting ■ 100 Onsite Generation % Exterior Efficient Lighting 0 None Present nergyLogic ...1Yfl,. t..19hl Fan Watts Runs once every three Energy Recovery Percent hours Yes 0 % Garage Efficient Lighting Building Summary Property Organization Remington Homes EnergyLogic 5266 Pierson Ct Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc t' Onsite Generation Library List None Present . Solar Generation None Present Solar Generation Library List None Present Distribution System Distribution Type Heating Equipment Cooling Equipment Sq. Feet Served 9 Return Grilles Supply Duct R Value Return Duct R Value Supply Duct Area [sq ft ] Return Duct Area [sq. ft.] Duct Leakage to Outdoors (CFM25) Total Leakage [CFM @ 25Pa] Total Leakage Duct Test Conditions Use Default Flow Rate Duct 1 Duct Location Percent Supply Area Percent Return Area Duct 2 Duct Location Percent Supply Area Percent Return Area Duct 3 Duct Location Percent Supply Area Percent Return Area Duct 4 Duct Location Percent Supply Area Percent Return Area Duct 5 Duct Location Percent Supply Area Percent Return Area Duct 6 n.".1 ,.f:.... Forced Air Fuel -fired air distribution (1) Air conditioner (3) 4302 4 0 0 116154 860.4 1 1 Post -Construction Yes Conditioned Space 100 100 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 Conditioned Space 0 0 o a H o � y c ;tion Stj&s ire pr ted mj QnergyLogic Building Summary Property Organization Remington Homes EnergyLogic 5266 Pierson Ct Peter Oberhammer Wheat Ridge CO 80033 No Hot Water Recirculation System? Builder Template - Remington - 715 FB Custom Wheat Ridc Remington Homes Template - Remington - 715 FB Custom Wheat Ridc Ceiling Fan Has Ceiling Fan No Cfm Per Watt 100 Water Distribution Water Fixture Type Low -flow Use Default Hot Water Pipe Length No Hot Water Pipe Length [ft] 60 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery No F Clothes Dryer Fuel Type Electric Efficiency Factor 3.01 Field Utilization Timer Controls Clothes Washer Label Energy Rating 487 kWh/Year Electric Rate $0.08/kWh Annual Gas Cost $23-00 Gas Rate $0.69/Therm Capacity 3.2 Modified Energy Factor 1.27 Kitchen Appliances Dishwasher Size Standard Dishwasher Energy Factor 0.67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWh/Year Inspection Status Results are projected QnergyLogic M:t ...1Hemington Ho ... erson L;t.rhv Monday, December 05, 2016, 10:24 AM Rhvec- Residential S Light Commercial HVAC Load. Smith & Willis HVAC LLC Elite Software Development, Inc. Littleton CC so125 ® Remington Homes •quail Ridge-Plan 775 - 5266 Pierson Ct Ra e t Pro'ect Re ort Ger ie rat?roject,Information Project Title. Remington Homes - Quad Ridge - Plan 715 - 5266 Pierson Ct Designed By: McKennon Piil Project Date: Monday, December 05, 2016 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@smithandwiliis.com =.4ata Reference City: Arvada, Colorado Building Orientation: Front door faces West Daily Temperature Range: High Latitude: 40 Degrees Elevation: 6103 ft. Altitude Factor: 0.798 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -44 ,gure's I Total Building Supply CFM: 1,270 CFM Per Square ft.: 0.296 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,296 Volume (ft3) of Cond. Space: 41,488 Total Heating Regmred Includmg Ventdahon A 51,300 Btuh 51.300 MBH Total Sensible Gain: 25,397 Btuh 100 Total Latent Gain: -2,948 Btuh 0 Total Cooling Required Including Ventilation Air: 25,397 Btuh 2.12 Tons (Based On Sensible + Latent) mjawwr 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. c Wheat Ridge wilding Drown M:t ...1Hemington Ho ... erson L;t.rhv Monday, December 05, 2016, 10:24 AM Rhvac - Residential & tight CommercialHVAC' Loads Elite Software Development, Inc: Smith & Willis HVAC LLC Remington Homes ® • Quail Ridge- Plan 715. 5266 Pierson Cr Littleton CO 80125 Pace 2 Miscellaneous Report System 1 Whole House System Outdoor Outdoor Outdoor Indoor Indoor Grains Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum. Dry Bulb Difference Winter: 1 0.21 81% 50% 70 62.60 Summer: 94 59 13% 50% 75 -43.51 Duct Sizing Inputs Main Trunk 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. Outstde Air Data 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) City Of Wheat Ridge Building Divison M:\ ...\Remington Ho ... erson Ct.rhv Monday, December 05, 2016,10:24 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson Ct Littleton CO 80125 Palle 3 Load Preview Report Scope Net Ton il.' Sen Lal Net Sen Hg Cg Acl Ducl -_- ---- _�----��__- /Ton Area Gain Gain Gan Loss CFM CFM CFM S¢e Building - 2.12 2296 4,295 25,397 -2,948 25,397 51,300 1,007 1270 1,270 System 1 2.12 2296 4,295 25,397 -2,948 25,397 51,300 1,007 1270 1,270 2507 Humidification 5,245 Zone 1 4,295 25,397 -2,948 25.397 46.055 1,00 1270 1270 12x17 1 -laundry 75 1,118 -174 1,118 1,485 32 56 56 5 2 -Foyer 177 1,288 -96 1,288 1,462 32 64 64 6 3 -Study 168 1,168 -92 1,168 2,737 60 58 60 5,5 48ath 73 507 .191 507 1,550 34 25 34 4 &Bedroom 3/0pt Study 160 890 82 972 1527 33 45 45 55 64GCheryDining 418 4,923 -433 4,923 5203 114 246 246 7,7,7 7 -Mud Room 76 322 -111 322 1,041 23 16 23 4 &Gaal Room 513 5,917 -487 5,917 7,082 155 296 296 7,7,7,7 9 -Master Bedroom 264 2,668 -178 2,868 3,851 84 143 143 7,7 10 -Master Bath 111 419 -67 419 810 18 21 21 4 11 -WC 20 255 -63 255 591 13 13 13 4 12-Ms1r WIC 99 429 -211 429 1,604 35 21 35 5 13 -Unfinished Basement 1,576 5,155 -827 5,155 14,475 316 258 316 7,7,7 14-CraM Space 565 138 -100 138 2,637 58 7 58 Not MDD: 1-4 Sum of mom airflows may be greater than system airflow because system mom airflow option uses the greater of heating or cooling. City of Wheat Ridge Building Divison M:\ ...\Remington Ho ... erson Ct.rhv Monday, December 05, 2016, 10:24 AM Rhvac - Residentief I Light Commercial HVAC Loads Elite Software Development, Inc. SmHh &Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson Ct ❑ttlelon CO 60125 Paas 4 Manual D Ductsize Data - Duct System 1 - Supply •--Dud Name, etc. Trunk 0.0003 Up: ST -110 55 Type Roughness Diameter Velocity SPL. Duct Upstream Temperature Width Loss/100 SPL Fit' Shape Length Height Fit. Eq. Le n SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul -Duct Name: ST -330, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 Up: ST -110 55 Rect 0.7 Presize 655 -Duct Name: ST -320, Feeds Into: Unfinished Basement, Effective Length: 3.2 Trunk 0.0003 Up: ST -190 55 Rect 3.2 Presize 301 -Duct Name: ST -310, Feeds Into: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 Up: ST -150 55 Rect 1.2 Presize 127 -Duct Name: ST -300, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 Up: ST -260 55 Rect 1.0 Presize 373 -Duct Name: ST -250, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 Up: ST -240 55 Rect 1.0 Presize ... 104 -Duct Name: ST -240, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 Up: ST -280 55 Recl 1.0 Presize 126 -Duct Name: ST -230, Feeds Into: Unfinished Basement, Effective Length: 2.2 Trunk 0.0003 Up: ST -220 55 Recl 2.2 Presize 237 -Duct Name: ST -220, Feeds Into: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 Up: ST -300 55 Rect 1.5 Presize 266 -Duct Name: ST -210, Feeds Into: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 Up: ST -330 55 Recl 3.5 Presize 517 -Duct Name: ST -200, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 Up: ST -290 55 Recl 4.0 Presize 461 -Duct Name: ST -190, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 Up: ST -200 55 Rect 0.7 Presize 387 --Duct Name: ST -180, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 Up: ST -320 55 Rect 4.0 Presize 213 15.2 472 0.000 20 0.023 0.000 10 0.0 0.000 3.3 0.378 0.422 15.2 217 0.000 20 0.006 0.000 10 0.0 0.000 15.8 0.376 0.424 12.9 131 0.000 14 0.003 0.000 10 0.0 0.000 4.7 0.376 0.424 15.2 269 0.000 20 0.008 0.000 10 0.0 0.000 5 0.378 0.422 12.9 107 0.000 14 0.002 0.000 10 0.0 0.000 4 0.378 0.422 12.9 130 0.000 14 0.003 0.000 10 0.0 0.000 4 0.378 0.422 15.2 171 0.000 20 0.004 0.000 10 0.0 0.000 10.8 0.378 0.422 15.2 192 0.000 20 0.005 0.000 10 0.0 0.000 7.5 0.378 0.422 15.2 372 0.001 20 0.015 0.000 10 0.0 0.001 17.5 0.378 0.422 15.2 332 0.000 20 0.012 0.000 10 0.0 0.000 20 0.377 0.423 15.2 20 10 3.3 15.2 20 10 20 -Duct Name: ST -170, Feeds Into: Unfinished Basement, Effective Length: 2.5 0.000 Trunk 0.0003 12.9 Up: ST -270 55 14 Rect 2.5 10 Presize 85 10 279 0.000 0.009 0.000 0.0 0.000 0.376 0.424 153 0.000 0.003 0.000 0.0 0.000 0.376 0.424 -Duct Name: ST -160, Feeds Into: Unfinished Basement, Effective Length: 1.3 Trunk 0.0003 12.9 Up: ST -170 55 14 Rect 1.3 10 Presize 13 5.3 -Duct Name: SMT -100, Feeds Into: Unfinished Basement, Fitting: 1-01, Effective Length: 189.4 Trunk 0.0003 22.4 Up: Fan 55 25 Recl 0.8 17 Presize 1,262 5.8 87 0.001 0.0 0.376 13 0.000 0.0 0.376 428 0.011 188.6 0.379 0.000 0.000 0.000 0.424 0.421 M:\ ...\Remington Ho ... erson Ct.rhv Monday, December 05, 2016,10:24 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge- Plan 715. 5266. Pierson Ct Littleton, CO 80125 _ Pae 5 Manual D Ductsize Data Duct System 1 Supply (cont'd) ---Duct Name, etc, Trunk 0.0003 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq.Len SPL.Tot' Sizing _ CFM Area SP.Avail SPL.Cumul -Duct Name: ST -110, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 525 0.001 Up: SMT -100 55 20 0.028 0.000 Rect 2.3 10 0.0 0.001 Presize 729 11.7 0.378 0.422 -Duct Name: ST -120, Feeds Into: Unfinished Basement, Effective Length: 2.7 Trunk 0.0003 16.9 307 0.000 Up: SMT -100 55 25 0.010 0.000 Rect 2.7 10 0.0 0.000 Presize 533 15.6 0.379 0.421 --Duct Name: ST -130, Feeds Into: Unfinished Basement, Effective Length: 2.3 Trunk 0.0003 15.2 331 0.000 Up: ST -120 55 20 0.012 0.000 Rect 2.3 10 0.0 0.000 Presize 459 11.7 0.378 0.422 ---Duct Name: ST -140, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 244 0.000 Up: ST -230 55 14 0.008 0.000 Rect 1.8 10 0.0 0.000 Presize 237 7.3 0.378 0.422 -Duct Name: ST -150, Feeds Into: Unfinished Basement, Effective Length: 0.7 Trunk 0.0003 12.9 219 0.000 Up: ST -180 55 14 0.007 0.000 Rect 0.7 10 0.0 0.000 Presize 213 2.7 0.376 0.424 -Duct Name: SR -290, Supplies: Unfinished Basement, Fittings: 2-I, 4 -AD, Effective Length: 80.8 Runout 0.0003 7 393 0.008 Up: ST -130 128 5.4 0.033 0.019 Rnd 23.5 7.7 57.3 0.027 Presize 105 43.1 0.352 0.448 --Duct Name: ST -260, Feeds Into: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 269 0.000 Up: ST -130 55 20 0.008 0.000 Rect 1.0 10 0.0 0.000 Presize 373 5 0.378 0.422 --Duct Name: SR -300, Supplies: Unfinished Basement, Fittings: 4 -AD, 2-1, Effective Length: 88.3 Runout 0.0003 7 393 0.010 Up: ST -150 128 5.4 0.033 0.019 Rnd 31.0 7.7 57.3 0.029 Presize 105 56.8 0.347 0.453 -Duct Name: ST -270, Feeds Into: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 12.9 131 0.000 Up: ST -310 55 14 0.003 0.000 Rect 1.8 10 0.0 0.000 Presize 127 7.3 0.376 0.424 -Duct Name: ST -280, Feeds Into: Unfinished Basement, Effective Length: 3.8 Trunk 0.0003 12.9 244 0.000 Up: ST -140 55 14 0.008 0.000 Rect 3.8 10 0.0 0.000 Presize 237 15.3 0.378 0.422 --Duct Name: ST -290, Feeds Into: Unfinished Basement, Effective Length: 4.0 Trunk 0.0003 15.2 372 0.001 Up: ST -210 55 20 0.015 0.000 Rect 4.0 10 0.0 0.001 Presize 517 20 0.377 0.423 -Duct Name: SR -330, Supplies: Unfinished Basement, Fitting: 2-1, Effective Length: 44.1 Runout 0.0003 7 393 0.002 Up: ST -190 128 5.4 0.033 0.013 Rnd 5.2 7.7 39.0 0.015 Presize 105 9.5 0.362 0.438 -Duct Name: SR -100, Supplies: Kitchen/Dining, Fittings: 2-I, 4-H, Effective Length: 63.7 Runout 0.0003 7 307 0.004 Up: ST -250 55 5.4 0.024 0.011 Rnd 18.7 7.7 45.0 Presize 82 34.2 0.362 -Duct Name: SR -110, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 93.3 Runout 0.0003 7 307 Up: ST -280 55 5.4 0.024 Rnd 24.8 7.7 68.5 CWheER4155'ii Presize 82 45.5 0.355 -Duct Name: SR -120, Supplies: Kitchen/Dining, Fittings: 2-I, 4-G, Effective Length: 85.5 Runout 0.0003 7 307 Up: ST -300 55 5.4 0.024 Rnd 24.8 7.7 60.7 Presize 82 45.5 0.358 0.442 M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016,10:24 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson Ct Uttielon CO 60125 M Page 6 Manual D Ductsize Data - Duct System 1 -_Supply (cont'd) ---Duct Name, etc. Runout 0.0003 7 277 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL. Fit Shape Length Height Fit, Eq.Len SPL.Tot %z'tri0,_: ,....... , . ........,. CFM Area SP.Avall SPL.Cumu1. -Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 92.5 Runout 0.0003 7 277 0.006 Up: ST -200 55 5.4 0.020 0.012 Rnd 29.5 7.7 63.0 0.018 Presize 74 54.1 0.358 0.442 -Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-I, Effective Length: 83.6 Runout 0.0003 7 277 0.006 Up: ST -330 55 5.4 0.020 0.010 Rnd 32.0 7.7 51.6 0.017 Presize 74 58.6 0.362 0.438 -Duct Name: SR -150, Supplies: Great Room, Fittings: 2-1,4-G, Effective Length: 82.1 Runout 0.0003 7 277 0.005 Up: ST -120 55 5.4 0.020 0.011 Rnd 26.7 7.7 55.4 0.016 Presize 74 48.9 0.362 0.438 -Duct Name: SR -160, Supplies: Master Bedroom, Fittings: 2-I, 4-G, Effective Length: 86.0 Runout 0.0003 7 269 0.006 Up: ST -320 55 5.4 0.019 0.010 Rnd 31.0 7.7 55.0 0.016 Presize 72 56.8 0.360 0.440 -Duct Name: SR -170, Supplies: Master Bedroom, Fitting: 2-1, Effective Length: 59.5 Runout 0.0003 7 269 0.006 Up: ST -170 55 5.4 0.019 0.005 Rnd 31.0 7.7 28.5 0.011 Presize 72 56.8 0.365 0.435 -Duct Name: SR -180, Supplies: Master Bath, Fittings: 4-G, 2-I, Effective Length: 45.0 Runout 0.0003 4 241 0.005 Up: ST -270 55 3.1 0.032 0.009 Rnd 15.0 4.4 30.0 0.014 Presize 21 15.7 0.362 0.438 --Duct Name: SR -190, Supplies: WC, Fittings: 4-G, 2-1, Effective Length: 30.8 Runout 0.0003 4 149 0.001 Up: ST -160 55 3.1 0.014 0.003 Rnd 7.7 4.4 23.2 0.004 Presize 13 8 0.372 0.428 --Duct Name: SR -200, Supplies: Laundry, Fittings: 2-1, 4-H, Effective Length: 48.5 Runout 0.0003 5 411 0.005 Up: ST -290 55 3.9 0.061 0.025 Rnd 7.5 5.5 41.0 0.030 Presize 56 9.8 0.347 0.453 -Duct Name: SR -210, Supplies: Bedroom 3/Opt Study, Fittings: 2-1, 4-G, Effective Length: 35.3 Runout 0.0003 5 161 0.000 Up: ST -250 55 3.9 0.012 0.004 Rnd 3.7 5.5 31.6 0.004 Presize 22 4.8 0.373 0.427 -Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 49.7 Runout 0.0003 6 326 0.004 Up: ST -330 55 4.7 0.032 0.012 Rnd 12.2 6.6 37.6 0.016 Presize 64 19.1 0.362 0.438 -Duct Name: SR -230, Supplies: Study, Fittings: 2-I, 8 -A2,8 -A2, 8-A2, 4-I, Effective Length: 68.0 Runout 0.0003 5 220 0.005 Up: ST -280 128 3.9 0.018 0.008 Rnd 25.0 5.5 43.0 0.012 Presize 30 32.7 0.365 0.435 --Duct Name: SR -240, Supplies: Bedroom 3/Opt Study, Fittings: 2-I, 8-A2, 8-A2, 8-A2, 4-1, Effective Length: 44.6 Runout 0.0003 5 161 0.001 Up: ST -240 55 3.9 0.012 0.004 Rnd 10.8 5.5 33.8 0.005 Presize 22 14.2 0.372 0.428 -Duct Name: SR -250, Supplies: Study, Flttings: 2-I, 4-H, Effective Length: 56.8 Runout 0.0003 5 220 0.005 Up: ST -220 128 3.9 0.018 0.006 Rnd 26.8 5.5 30.0 Presize 30 35.1 0.368 .432 C -Duct Name: SR -260, Supplies: Bath, Fittings: 2-I, 4-H, Effective Length: 52.3 Runout 0.0003 4 390 Up: ST -300 128 3.1 0.067 VU1�6 �rllQdi�d a Rnd 24.2 4.4 28.1 0.035 Presize 34 25.3 0.343 BU .457 ldin -Duct Name: SR -270, Supplies: Mstr WIC, Fittings: 4-G, 2-I, Effective Length: 47.4 PP g Runout 0.0003 5 257 01 Up: ST -270 128 3.9 0.024 0.0 Rnd 2.7 5.5 44.8 0.011 Presize 35 3.5 0.365 0.435 M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016,10:24 AM of Ridge M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016, 10:24 AM ty of F "id ye Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Homes - Quell Ridge - Plan 715. 5266 Pierson Cl Littleton, CO 80125 Page 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.Le n SPL.Tot' Sizing CFM Area SP.Avail SPL.Cumul —Duct Name: SR -280, Supplies: Mud Room, Fittings: 2-I, 4-H, Effective Length: 25.1 Runout 0.0003 4 264 0.001 Up: ST -320 128 3.1 0.033 0.008 Find 1.5 4.4 23.6 0.008 Presize 23 1.6 0.368 0.432 —Duct Name: SR -340, Supplies: Great Room, Fitting: 2-I, Effective Length: 59.3 Runout 0.0003 7 277 0.005 Up: ST -110 55 5.4 0.020 0.006 Rnd 26.8 7.7 32.5 0.012 Presize 74 49.2 0.367 0.433 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: 23 Total runout outlet airflow: 1,351 Main trunk airflow: 1,262 Largest trunk diameter: 22.4 SMT -100 Largest runout diameter: 7 SR -290 Smallest trunk diameter: 12.9 ST -310 Smallest runout diameter: 4 SR -180 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: 0.457 SR -260 Return loss added to supply: 0.099 Total effective length of return ( ft.): 199.1 Crawl RA Total effective length of supply ( ft.): 248.7 SR -260 Overall total effective length ( ft.): 447.8 Crawl RA to SR -260 Design overall friction rate per 100 ft.: 0.112 (Available SP x 100 / TEL) System duct surface area (No Scenario): 962.5 Total system duct surface area: 962.5 I why eui/ding t M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016, 10:24 AM ty of F "id ye Rhvac - Residential & Light Commercial HVAC loads ® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715.5266 Pierson Ci Littleton CO 80125 Page 8 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. 12.9 384 B 111 Up: RT -120 75 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 -230, Feeds From: Unfinished Basement, Effective Length: 1.0 12.9 384 B 111 Up: RT -120 75 Trunk 0.0003 16.9 275 0.000 10 Up: RT -220 75 25 0.008 0.000 -0.042 Rect 1.0 10 0.0 0.000 Presize 477 5.8 -0.042 0.009 -Duct Name: RT -220, Feeds From: Unfinished Basement, Effective Length: 0.8 Trunk 0.0003 16.9 308 0.000 Up: RT -180 75 25 0.010 0.000 Rect 0.8 10 0.0 0.000 Presize 535 4.9 -0.042 0.098 -Duct Name: RT -180, Feeds From: Unfinished Basement, Effective Length: 3.5 Trunk 0.0003 16.9 308 0.000 Up: RT -170 75 25 0.010 0.000 Rect 3.5 10 0.0 0.000 Presize 535 20.4 -0.042 0.098 -Duct Name: RT -170, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 16.9 308 0.000 Up: RT -120 75 25 0.010 0.000 Rect 1.8 10 0.0 0.000 Presize 535 10.7 -0.042 0.099 --Duct Name: RT -160, Feeds From: Unfinished Basement, Effective Length: 1.2 Trunk 0.0003 15.2 204 0.000 Up: RT -200 75 20 0.005 0.000 Rect 1.2 10 0.0 0.000 Presize 283 5.8 -0.042 0.022 --Duct Name: RT -150, Feeds From: Unfinished Basement, Effective Length: 1.8 Trunk 0.0003 15.2 153 0.000 Up: RT -160 75 20 0.003 0.000 Rect 1.8 10 0.0 0.000 Presize 213 9.2 -0.041 0.022 -Duct Name: RT -140, Feeds From: Unfinished Basement, Effective Length: 1.5 Trunk 0.0003 15.2 102 0.000 Up: RT -150 75 20 0.001 0.000 Rect 1.5 10 0.0 0.000 Presize 142 7.5 -0.041 0.022 -Duct Name: RT -130, Feeds From: Unfinished Basement, Effective Length: 6.7 Trunk 0.0003 15.2 51 0.000 Up: RT -140 75 20 0.000 0.000 Rect 6.7 10 0.0 0.000 Presize 71 33.3 -0.041 0.022 -Duct Name: RMT -100, Feeds From: Unfinished Basement, Fitting: 5-L, Effective Length: 168.0 Trunk 0.0003 18.6 677 0.000 Up: Fan 75 25 0.034 0.056 Rect 1.0 12 167.0 0.057 Presize 1,411 6.2 -0.043 0.099 -Duct Name: RT -110, Feeds From: Unfinished Basement, Effective Length: 1.0 Trunk 0.0003 15.2 362 0.000 Up: RMT -100 75 20 0.014 0.000 Rect 1.0 10 0.0 0.000 Presize 503 5 -0.043 0.023 -Duct Name: RT -120, Feeds From: Unfinished Basement, Effective Length: 2.5 Trunk 0.0003 16.9 523 0.001 Up: RMT -100 75 25 0.025 0.000 Rect 2.5 10 0.0 0.001 Presize 908 14.6 -0.042 0.099 -Duct Name: RT -190, Feeds From: Unfinished Basement, Effective Length: 7.3 Trunk 0.0003 12.2 420 0.002 Up: RT -230 75 16 0.024 0.000 Rect 7.3 8 0.0 0.002 Presize 373 29.3 -0.040 0.007 -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 -0.031 -Duct Name: RT -200, Feeds From: Unfinished Basement, Effective Length: 15.0 Cf y Of Trunk 0.0003 15.2 254 0.001 Up: RT -110 75 20 0.007 0.000 Rect 15.0 Presize 10 0.0 pp 0 Ridge 353 75 0.042 05� -Duct Name: RT -210, Feeds From: Unfinished Basement, Effective Length: 1.7 Trunk 0.0003 12.9 384 B 111 Up: RT -120 75 14 0.018 N4.000 Rect 1.7 10 0.0 Presize 373 6.7 -0.042 0.006 M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016, 10:24 AM Rhvac - Residential'& Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC Remington Homes- Quail Ridge- Plan 715 - 5266 Pierson Ct> Littleton, CO 60125 Pae 9 Manual D Ductsize Data - Duct System 1 - Return (cont d) ---Duct Name. etc. Type Roughness Diameter Velocity SPLDuct Upstream Temperature Width Loss/100 SPL Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul. --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 Rnd 14.7 4.4 7.8 0.042 Presize 58 15.4 0.000 0.042 -Duct Name: Kitchen Low, Returns From: Kitchen/Dining, Fitting: 6-F, Effective Length: 30.7 Runout 0.0003 12.2 420 0.000 Up: RT-190 75 16 0.024 0.007 Rect 0.5 8 30.2 0.007 Presize 373 2 -0.032 0.007 -Duct Name: BR 3 High, Returns From: Bedroom 3/Opt Study, Fitting: 6-F, Effective Length: 27.5 Runout 0.0003 6 224 0.002 Up: RT-230 75 4.7 0.016 0.002 Rnd 14.8 6.6 12.7 0.004 Presize 44 23.3 -0.037 0.004 -Duct Name: Study High, Returns From: Study, Fitting: 6-F, Effective Length: 32.0 Runout 0.0003 6 306 0.005 Up: RT-230 75 4.7 0.028 0.004 Rnd 18.3 6.6 13.7 0.009 Presize 60 28.8 -0.033 0.009 -Duct Name: Great Room High B, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 47.3 Runout 0.0003 7 262 0.002 Up: RT-160 75 5.4 0.017 0.007 Rnd 10.0 7.7 37.3 0.008 Presize 70 18.3 -0.033 0.008 --Duct Name: Great Room High A, Returns From: Great Room, Fittings: 12-S, 6-G, 6-C, Effective Length: 47.3 Runout 0.0003 7 262 0.002 Up: RT-200 75 5.4 0.017 0.007 Rnd 10.0 7.7 37.3 0.008 Presize 70 18.3 -0.033 0.008 --Duct Name: Mstr Low B, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 122.2 Runout 0.0003 7 266 0.003 Up: RT-130 75 5.4 0.018 0.019 Rnd 17.2 7.7 105.0 0.022 Presize 71 31.5 -0.020 0.022 --Duct Name: Mstr Low, Returns From: Master Bath, Fittings: 2-I, 12-S, 6-G, 6-C, Effective Length: 96.9 Runout 0.0003 7 266 0.003 Up: RT-140 75 5.4 0.018 0.014 Rnd 17.3 7.7 79.5 0.017 Presize 71 31.8 -0.024 0.017 -Duct Name: Mstr High A, Returns From: Master Bath, Fittings: 12-S, 6-G, 6-C, Effective Length: 52.9 Runout 0.0003 7 266 0.003 Up: RT-150 75 5.4 0.018 0.007 Rnd 15.5 7.7 37.4 0.009 Presize 71 28.4 -0.032 0.009 -Duct Name: Foyer High, Returns From: Foyer, Fitting: 6-F, Effective Length: 33.8 Runout 0.0003 12.9 384 0.000 Up: RT-210 75 14 0.018 0.006 Fact 0.7 10 33.2 0.006 Presize 373 2.7 -0.036 0.006 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. $Ulttmary. _. _ ... Number of active trunks: 14 Number of active runouts: 11 Total runout outlet airflow: 1,411 Main trunk airflow: 1,411 Largest trunk diameter: 18.6 RMT-100 Largest runout diameter: 12.9 Foyer High Smallest trunk diameter: 12.2 RT-190 Smallest runout diameter: 4 Crawl RA Runout maximum cumulative static pressure loss: 0.042 Crawl RA Return loss added to supply: 0.099 Total effective length of return ( ft.): 199.1 Crawl RA /0000 Cit System duct surface area (No Scenario): 459.9 , Total system duct surface area: 459.9 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. Building Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016, 10:24 AM of Ridge )ivison Rtivac-•'Raisidehtial & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson Ct Littleton CO 80125 Pae 10 Total Building Summary Loads Component Area Sen Let Sen Total Desai tion _ Quart Loss Gain Gain Gala Remington: Glazing -Remington Windows, u -value 0.3, 527.3 10,920 0 14,526 14,526 SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2955.3 12,641 0 2,621 2,621 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 1613-50: 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 21 A -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, carpel 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: 35,733 0 19,429 19,429 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 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) 14.30gal/day: 5,245 0 0 0 Total Building Load Totals: 51,300 -2,948 25,397 22,449 "Check Figures Total Building Supply CFM: 1,270 CFM Per Square It.: 0.296 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,296 Volume (W) of Cond. Space: 41,488 Building Loads Total Heating Required Including Ventilation Air: 51,300 Btuh 51.300 MBH Total Sensible Gain: 25,397 Btuh 100 Total Latent Gain: -2,948 Btuh 0 Total Cooling Required Including Ventilation Air: 25,397 Btuh 2.12 Tons (Based On Sensible + Latent) tes . 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. e M:\ ...\Remington He ... erson Ct.rhv Monday, December 05, 2016, 10:24 AM Rhvac - Residential & Light Commercial HVAC Loads * Elite Software Development, Inc., Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson Ct. Littleton CO 60125 ell FS - stem 1 Whole House System Summary Loads Component Area Sen Let Sen Totel Description Quan Loss Gain Gain Gain, Remington: Glazing -Remington Windows, u -value 0.3, 527.3 10,920 0 14,526 14,526 SHGC 0.3 Remington Door: Door -U=0.2 17.8 246 0 89 89 R23: Wall -Frame, Custom, 2x6" Exterior Wall R23 2955.3 12,641 0 2,621 2,621 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 R71 Draped -4: Wall -Basement, Custom, R11 Draped 419.6 1,583 0 67 67 1613-50: 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 T 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: 35,733 0 19,429 19,429 People: 4 800 920 1,720 Equipment: 0 2,400 2,400 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 System 1 Whole House System Load Totals: 51,300 -2,948 25,397 22,449 Check Figures Supply CFM: 1,270 CFM Per Square ft.: 0.296 Square ft. of Room Area: 4,295 Square ft. Per Ton: 2,296 Volume (W) of Cond. Space: 41,488 System Loads Total Heating Required Including Ventilation Air: 51,300 Btuh 51.300 MBH Total Sensible Gain: 25,397 Btuh 100 Total Latent Gain: -2,948 Btuh 0 Total Cooling Required Including Ventilation Air: 25,397 Btuh 2.12 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 Wheat Building M:\ ...\Remington He ... arson Ct.rhv Monday, December 05, 2016,10:24 AM If ridge ivison Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson CPl Littleton C080125 In Pae 12'. Equipment Data - System 1 - Whole House System Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type: Model: Tradename: Manufacturer: Description: Capacity: Efficiency: Standard Air Conditioner CA13NA036""(A,B) CNPV'4221AL'+TDR 13 SEER PURON AC CARRIER AIR CONDITIONING 6395468 33000 13 SEER Natural Gas Furnace 59SC2C080S21--20 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 75000 92.1 AFUE Of Wheat M:\ ...\Remington Ho ... erson Ct.rhv Monday, December 05, 2016,10:24 AM Rhvae - Residential & Light Commercial HVACloads Elite Software Development, Inc, Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson CG Littleton CO 80125 System i Room Load Summar Htg Min Run Run Clg Clg Min Ad: Room Area Sens Htg Duct Duct Sens Let Cig Sys':" No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 1 Laundry 75 1,485 32 5 1,118 -174 64 56 2 Foyer 177 1,462 32 6 1,288 -96 73 64 3 Study 168 2,737 60 5,5 1,168 -92 67 60 4 Bath 73 1,550 34 4 507 -191 29 34 5 Bedroom 3/Opt Study 160 1,527 33 5,5 890 82 51 45 6 Kitchen/Dining 418 5,203 114 7,7,7 4,923 -433 280 246 7 Mud Room 76 1,041 23 4 322 -111 18 23 8 Great Room 513 7,082 155 7,7,7,7 5,917 -487 337 296 9 Master Bedroom 264 3,851 84 7,7 2,868 -178 163 143 10 Master Bath 111 810 18 4 419 -67 24 21 11 WC 20 591 13 4 255 -63 15 13 12 Mstr WIC 99 1,604 35 5 429 -211 24 35 13 Unfinished Basement 1,576 14,475 317 7,7,7 5,155 -827 294 316 14 Crawl Space 565 2,637 58 11-4 661 138 -100 8 58 Humidification5,245 _System t.total 4,295 51,300 1,007 _ 25,397 2,948 1,446 1,270 System 1 Main Trunk Size: 25x17 in. Velocity: 428 ft./min Loss per 100 ft.: 0.011 in.wg Duct size results above are from Manual D Ductsize except where indicated otherwise. Runout duct velocities are not printed with duct size results from Manual D Ductsize since they can vary within the room. See the Manual D Ductsize report for duct velocities and other data. Indicates duct sized with Rhvac's built-in duct sizing rather than with Manual D Ductsize. Cooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btul ' Net Required: 2.12 113%/-13% 25,397 -2,948 25,397 Actual 2.75 100%/0% 33,000 0 33,000 Equipment Data Healing System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2CO8OS21--20 CA13NA036""(A,B) Indoor Model: CNPV'4221AL'+TDR Brand: Carrier 13 SEER PURON AC Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 75000 33000 Sensible Capacity: n/a 33,000 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6395468 Cjry yV"eat h'. BUi/di Divi M:\ ...\Remington Ho ... arson Ct.rhv Monday, December 05, 2016,10:24 AM �f I9e Oq Rhvac- Residential & Light Commercial HVAC toads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington Homes - Quail Ridge - Plan 715 - 5266 Pierson Ct Uttleton CO 80125 Pae 14. Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. Building orientation as entered (zero degrees rotation): Front door faces West Intlividtlal"R" e- 0° 45° 90° 1351 180° 2251 270° 315° High Rm. Room Rot. Rot. Rot. Rot. Rot. Rot. Rot. Rot. Duct No, Name CFM CFM CFM CFM CFM CFM CFM CFM Sizr System 1: Zone 1: 1 Laundry 56 50 48 50 55 55 57 56 5 2 Foyer 64 58 51 55 60 64 65 '68 6 3 Study 60 77 103 84 67 89 '112 82 5,5 4 Bath 34 34 35 34 34 34 39 34 4 5 Bedroom 3/Opt 45 63 87 70 54 74 95 67 5,5 Study 6 Kitchen/Dining 246 247 249 252 253 249 244 243 7,7,7 7 Mud Room 23 23 23 23 23 23 23 23 4 8 Great Room 296 270 240 268 292 257 222 260 7,7,7,7 9 Master Bedroom '143 130 112 128 142 122 100 123 7,7 10 Master Bath 21 28 34 24 18 26 '37 29 4 11 WC 13 17 21 15 13 16 '23 18 4 12 Mstr WIC '35 35 35 35 35 35 35 35 5 13 Unfinished '316 316 316 316 316 316 316 316 7,7,7 Basement 14 Crawl Space 58 58 58 58 58 58 58 58 1--4 Indicates highest CFM of all rotations. WORSOilding Rotation Front door Supply Sensible Latent Net: Degrees Fac s CFM Gain Gain . Tons; 0° West -1,270 25,397 --2,948 2.12 451 Northwest 1,270 25,620 -2,948 2.14 90° North 1,270 22,833 -2,948 1.90 135° Northeast 1,270 28,147 -2,948 2.35 1801 East 1,270 '29,790 -2,948 '2.48 225° Southeast 1,270 27,677 -2,948 2.31 2701 South 1,270 20,942 -2,948 1.75 315° Southwest 1,270 24,167 -2,948 2.01 Indicates highest value of all rotations. Building Rotation Tonnage 2.4................................................................. ... ................................................... 2.3............................................................................................ .......................................... 2.2..................................................... ......................................... ....................................... c 0 8 V 2.0.................................. .......... ....................................................... ....... .. 1.9......................................... ............................................................................. .............. 1.8........................................................................................................... ..... ..................... 1.7 West Northwest North Northeast East Southeast South Southwest Direction Front door Faces - Buildinq Net Tonnaqe O-k r� m M:\ ...\Remington He ... erson Ct.rhv Monday, December 05, 2016,10:24 AM mit & WilCOlis80725 HVAC LLC Remington Homes- Quail Ridge -Plan 715-- 5266 Pierson Ct Littleton _. _ ___...._. Pace 15.. 37,000 36,000 31,000 30,000 27,000 2 D 26,000 i F 95 j 25,000 24,000 23,000 19,000 16,000 "" y,r{ 17,000 .. .... .. .... ...l; ...... fi 16,000 .... '............. . Building Rotation Hourly Net Gain Sam 9 a 10 am 11 am 12 pm 1 P 2 p 3pm 4pm 5 p bpm 7pm Time of Day —�— Front door faces West —*-'- Front door faces Northwest —h Front door faces North —t— Front door faces Northeast — Front door faces East —✓� Front door faces Southeast -'°-a— Front door faces South �r Front door faces Southwest M:\ ...\Remington Ho ... erson Ct.rhv Wheat Monday, December 05, 2016, 10:24 AM TT x _O m LL U Fn _O o \ M \ c \ En N x N_ �m V 2 LL U 0 r 00 c U C N E cn w m I li cn ccMcn OU- 0 W m W 0 W F ww a O a a W( w W (n 0 U ow w z N Z O in :3 p W Q r 7 ? U On J WZ w a F- JO Z W cc m Lu W Q W Ct Cl) x f F- O O Z W X W - m W L- li cn ccMcn OU- W W m M w mm 0 W F ww J O a W( W N a }� Q w U z Z p W x m fn F- F- w 0 p W Q r 7 ? >Z aLLW.a WZ J _ a LL. Ug Z O� 0W2 �a� OW U -z _ o Z J U Q W Z N Cl) ' IL o ��wazo a 2 oCL LL 0 Z LL. Z O Q m w w Z 0 U w Ow (F" W W J Q U .-. x 0 Z (n >i Z= m Z W O0 Z d j! J N m WOU 1Z~ an �0 O Oz W o- C7 3: W ON N7m mwo W F-¢ >xN ¢ W z¢ U) a(n Z -j m¢ aza zmmz �(~-� Ul 0 W CC a 2 r }O a Z � LU W z N ?� 3N �� pOo m=a'U. wo � mm N U. a2z aQmo oQ z Q ZO OUO W�`O =0 UZ o ¢O m ¢(n WwV �� a¢ J W =) cc: W W x W ~O za U W W LU OL FO- CC rr O a[? aFZ oW(L F -W LU J Zw mp0F—= Fm _¢ T 0 W 0 '0 U 2 O W cr F - z W J y J N w 0 F-Q W < Q z m- Z�a C)LLlm UZ ¢ F- LLo }0m zF 0 W x J m wa m0 mC7� N¢ O U a U W Z Z 0 J LU LL (n na "'( J J W O z ~ z (n O a Qa Om OU j0 CC CC LL LL. (n J J o F- a a U T ca U U) 0 0 .n U) Q) Q U) 0 cn E m cm _ _ cn _ 0 z E 0 z C A0 W N M� W LO U E m c =a C i 0cm.a) c, . a to C '� o oc :3 C3 0 Qi m 2 CD x O x Cm U N U U N ^ c r ~ Q s CD r ^ v rn r x lC / O LL T T U CD x r ami N_ x d LL m \ •� U 3 \ / C14 J \ - L \ LL f y " \ LL x d x ti r _� \ U _ � O U) 0 0 Qi m 2 xcli p It U) x O x O Cm U U. U T U U N ^ c r ~ Q s CD r ^ v rn r Ln in N lC / ZD O Nf T /cnL T 4. oz x OC m 040 0 / N - Ct or /� " i LL x d LL U X x N U o � W " r � to �? U m O Qi t � _0) = ZA cc Cl) r LL ' x x U a o CE U c_ 00 -- cc 3 N U c = x E O O 0 Icl;T A M r LL7: U d� N � ti Ix -X*x ti LL o ` 0 M d � cn i• O LO LL U x v r CC U) 04 co T Qin — � O _N CE LL x / U cn r�-, xcli p T N x O x O Cm U U. U T U U N ^ c r ~ Q s CD r ^ v rn r Ln in N lC / ZD O Nf CE /cnL T 4. oz x _U / M L L N M / CD CA [t o x cc N CO N_ c N LL c a lC / ZD O Nf T O d T /m i x OC N 040 0 / N Ct N /� LLU i LL x d a / N U o � W " LL to �? U m O `q t � _0) = ZA cc Cl) Z LL U a o CC t 00 °' cc 3 U = x E O O 0 r L 0 0 CC CA [t o G LU cc N CO / c N LL c a lC / ZD O Nf T O d T /m C'3 LL U OC N x 0 / N Ct T /� / i LL x d a / N U c / W ^ cCD oL to �? LO O & `q N N _0) = cc cc Cl) Cf) LL U N o CC U 0 'a 0 =o c 3 V M CA a� / M x co o x /LL UD U � 3 c / 0 cm J � o T N t co U T Y fcn n 0 0 N LL ch G LU cc N CO C-1 cn O N LL c a O ZD O Nf T O d T /m CD o N x 0 cD \ 'IT /� U i U / U a / N W N / ^ N CD x N T 9' CD \ x \ N LL a� T O O U r T o a) CD 0 cD \ 'IT LL U " U U a 04 N W N ^ N i.o �? LO Z O & L) U N N _0) = cc m Cl) Cf) U) cc m CD x N T 9' x O LL a� a� U \ o LL o cD U \ 'IT x " o T O W �g N / L) U 0 = Cl) LOo CC cc 3 U CD x N T A N 0 O Q Q. m ^ L O L Q m a cm C C m .G m N C _O 0 Z L- 0 O _O LL cc 5C LO E _ (U O m O =a O C � i O M /a a li .E N LL o U \ o o cD \ �g LL U = CC ^ 3 O M N cc U) A N 0 O Q Q. m ^ L O L Q m a cm C C m .G m N C _O 0 Z L- 0 O _O LL cc 5C LO E _ (U O m O =a O C � i O M /a a li .E N II I I I I II Y Iwoar m ❑ I J 'I III i� II I , ii --- -T - = = I I II ❑ I, II I A ROOF PLAN 1/8" = T'-0" R4KIF FLAT re -rX. _ru M MORt ALL KYDAW41.L At TO APPRDrID DRAN.Y DY6TB'1 FEID KRFT ALL LOLATK+ID 1'RNIt TO MTALLATKM >. oewwn rr m. wIn - e4x xcnne Aw [uv�Tlaw /. 1RlY MB!L KkLrt l• M IIN�. • 6B! YLTICl6 BNATIpb FDR l4RIMATE HR1 NlGHTA LEFT ELEVATION - NORTH 1/8" = 1•-0" REAR ELEVATION - EAST 1/8" = 1.-0" FRONT ELEVATION - WEST 1/4. = 1._0" BUILDING MATERIALS FIRST FLOOR TOTAL MATERIALS - 720 s.f. WINDOWS 42 s.f. GARAGE DOOR- 112 s.f. FRONT DOOR - I I s.f. METAL ROOF - 25 s.f. WOOD SIDING - 242 s.f. (50%) MASONRY- 242 s.f. (50%) Elevation Legend O OVER ROOF SIEATOM PER ENGFEER ON PER PIE-ENGMEERED 16CGF TRI06E6 AT 24' OL. PTXNIDE R-60 M6I4LATIO14 TMP. ❑Z ROOF VENTS AND SOFFIT ATTIC VECILATICK M6TALL PER MANF. SPECRI TIOK GALVANIZED H_ MG AT ALL ROfFAL1ALL ❑D MTER6ECTION6, ROOFABCOF MIERDECTIGM6 AND ABOVE ALL EXTERIOR OPENM Q CRICKET AS REMIRED 1A6' NARDBOARD 60FFIT © b 6NMGLE STRIP ON ND FASCIA COARD ❑T GALVANIZMA-AMTED GUTTER 014 b FASCIA O SYNTHETIC DTGTE VENEER MTALL PER MASF. SPECFCATIONO ❑6 PREFABRICATED 6TONE DLLL/GAP PIECE ® PREFABRICATED 6TOW IEA.DER II HORIZOJfAL 8106 6' REVEAL ® HORIZONTAL 6IDMG 4' REVEAL Q VERTICAL 607 UTH NZ BATTENS • W' OC. VERTICAL 61PD WTN N BATTENS • S- OL. ❑B d4 GOITER TRT1 ® FLAT PAWL 6IDMG ❑IT STNTNETIC 6TLK:CO VIIEER M6TALL PER MANF. 6PECFICATIO4 ❑W STNTIETIC MR VENEER PBTALL PER MANF. OMCFICATIONS ® WOOD UNDOWIDOOR TRPl ® OVERHEAD G4RAfE DOOR 71 DEOCORATIVE METAL ROOF AINMG. BRACKETS ❑n DECORATIVE RAT METAL A Mb ® PORCH RAILR 0000 FRAME UTN URE MESW MEET ® GxG FRAMED COLLMN ® uxn FRAMED COLIPM - STOW URAPPED ® 6x6 METAL FORT 1l UOOD RXF BRACE ® ROIY.H 6ALM WOOD BEAM ® DECORATIVE GABLE VENT ® CONCRETE PORfJLPATIO UTH 6TEPS TO GRADE 61 LME OF PROPOSED GRADE DECKARALLDY UTN NAICRAIL. PROVIDE WOOD © RAILMG UTN BALUSTERS MAX A- OD. A4 CONT, BOTTOM RAIL ® 3x6 EXPOSED RAFZER TAIL ® h0 TRIM BAND ® VERTICAL 61DMG 6' REVEAL ® DECORATIVE G E BRACKET NOMW IADDRES6 NLMBERS TO BE PROVIDE M SUCH A 9 B P061TION A TO BE PLAMLY VISIBLE AND LEGIBLE F T 6TREET OR ROAD FRCWTYW PROPERTY. ADDRESS TO BE A MM OF 4' M FEIfr4i RIGHT ELEVATION - SOUTH 1/8"= 1•-0" I�====JT-- ❑-- II II II II � A II II I I II I q II II II ' II F�..RIT II II ❑ � II ❑ ❑II �m �I II II I I 'I II II \ � _ ❑ I ° II •° II I -ALA.. _ ue rs aunel I` — — — — Fwueen mNsan mri r -B• 100E BYiLE Fp•I FOUpAT10N RUI.L at ro AFFROYm OIUNAR! s»lm _ = HLD `LVY ALL LOL�TKID FIBg1 TO bTALLATION L - A O„ER1.18 fb TTP. WIC. • .B: KCTIQR A10 EYVATI�R �. 1RJlS NB1 KIAII! l• TIT. YNO.. RQ .lt.TIO! 16EVATL?p rOR ALTBw.TI IREL N[tlM. ROOF PLAN 1/8"= V-0" LEFT ELEVATION - NORTH 1/8" = V-0" REAR ELEVATION - EAST 1/8" = 1•-0" FRONT ELEVATION - WEST 1/4" = 1•-0" SUILOINO MATERIALS FIRST FLOOR TOTAL MATERIALS - 720 s.f. WINDOWS 42 s.f. GARAGE DOOR- 112 s.f. FRONT DOOR - 11 s.f. METAL ROOF- 25 s.f. WOOD SIDING - 242 s.f (50%) MASONRY- 242 s.f. (50%) Elevation Legend Q AM -"LT ONNGLES OVER MMOLAYMENT PER OVER RL OF NEATMIG PER EKY IEHR CN PRE-ENOd ERRED ROCF TMJWS AT 14' OC. PRDVOE R -SO NSULATIGN TTP. ROM VENTS NO SOPFR ATTIC VEMO.ATICM MTALL PER MAPF. SPECFICATkX GALVANIZED FLA64M AT ALL ROCFNY.LL MERIECTI" RCOFARDCF INTERIM K*4 A10 ABOVE ALL EXTERIOR OPENPY! ❑Q RwC-mT AR RERARED © IW MARDBOAND SOTFA © bu' SNNGLE 6TRP ON T FASCIA BOND ❑T GAL VmmDTAMEO GAITTER oM bo FASCIA. SPECFICm.ATSIOIME vUwiim NSTALL PER TINAF. Q PREFABRICATED STONE SILL.\.AP PEKE ® PREFABRICATED ETRE WADER ❑n WCRtl ONTAL 60n1G S• REVEAL ® NORMOMIAL SDR. A• REVEAL VETiT ODNG nITII So BATTE,* . w- oG © VERTKAL SDN& W TN W BATTENS . S• oG ® "CORER TRYI ® FLAT PA/EL SDK. ❑n STMIETIC STUCCO VENEER NSTALL PER MATAF. SPEGFICATI ❑b STNTNETIC BRICK VENEER HSTALL PER FWSF. &MCFKATIRIS ® WOOD .000YVDOOR TRPt ® OvER EAD GARAGE DOOR 71DFOCORATIVE FETAL ROOF AUNRG RY BRACKETS ® DECORATM FLAT FETAL AUNW. ® FRRLN RAILM WOI•O FRAME UTN URE MESH WET ® OaD FRAFED COL" ® OatD FRAYED COLItN - STOE UUR ED ® .- FETAL POST ® RDoo Rom BRACE ® R7USN SNUI WOOD BEAM ® DECORATPA GABLE V ® CONCRETE POIG1lTAT. WIN STETS TO GRADE SI LRE M PROPOSED GRADE DROURAILW- URTN PIANDRAIL, PROVDE WOOD ® RAILNG UTTI BALUSTERS MA% I. = AND CRR. BOTTRI RAR- ® %r EMNOSED RAFTER TAIL ® SO TRIM BAND ® VERTICAL SDNG S' REVEAL ® DECORATIVE GABLE BRACKET MOPE ADOW00 NU•IBEM TO EE PROVIDE N SUCH A PCSITK)N A TO BE PLAINLY VISIBLE AND LErau c FROM INE STREET OR ROAD FMCNT G INE PROPERTY. ADDRESS TO BE A MN M A• N WROWT RIGHT ELEVATION - SOUTH 1/8• = 1•-0" O C) I oo00 _(n O _W m(n u d W QOf Ipof w LL -0 N N O a W UJ Ld (n W Q Z 0W O Q ^ _J Z Io.L C'41Q O 0 O A LLJ Z Y " OOzo O J NO Cr) _ � 5 oz --tIm= ^' f t' O V LTJ U o 0 V Z ZW � Z Z wZ CMZ � W -H aooao 00 n O } �o(D�of O O Q dood0-1 O o Z cr Z N N d Ld F- H< F - WZ N W p Z O Z fi Z LLI Y O Q Z �LLV) Y LL. U O J m a N L Y 00 0° WRl31N1 lb i11N1 lb'I11N1 ool I �06nd,o « dS I v �o • In v �i ..f v LOX \ O \ l I 1 In , I t N I l8 03(18003 1 1N3W3SON NOIld33:]H 1N3Wf10017 31V2Wd]S .t/3 HIM3S .lJViINVS C I I t\ L— — — — — — — — IV41831NI/� 3ST-7TIF— o ,l'S£ ' n0, ,6'tZ 'LS 1 Ln 7 of Qo Q o � c�h O p I � N U' , Z`�' ~NMQuj I ii W tib I 0 (SID M N I O 00 V��SC9 � • N ,`� •, L� o J r N M . 7 z� � I /I Q a Ea- imais who ��i no So 0 It L— — — — — — — — IV41831NI/� 3ST-7TIF— lanO3 NOSa31d ,l'S£ ' n0, ,6'tZ 'LS Z !- O OU 3 7 of Qo Q o NI c�h O N f 0 ¢ 4 Z`�' ~NMQuj 1111— SZl 1 I Lo < 11 Lo>�wV) m tib I Fp-liw da M. (V O 18. n � no,9'-V9 m SII IV41831NI/� 3ST-7TIF— lanO3 NOSa31d fy-w0) _- 1bilM Z !- O OU 3 O a W Z W o¢J � � O c�h O C V > CO p 1 1 1 II I — — 001 --t- f5 --vt— .0 lb I11N1 N � Y 00 m WNI 803 z Z LLJ > 2 � Lli F- O my Z Z v)- cn O In Z Of n a0 W I d S OZ. ¢ EE 1 In W Z 803 J J ¢ U F dNl3, z NI U m w OI to N m 2 z Z O a V) r S li n=10 In N CL V) m p M Z no ra >05 IL: d �y a IJ O r W U I W W = o En Ix m m r r r o a a In m 0 0 0 C7 C7 m m J J 2 :SNOLLVOIJ103dS O O N N C O O II N N u _ II II Lo �zujL,o a�«r WN r r w m O II O OO O W W< Do L,�u-LnFnInQ :SN01SN31N1a ADVe 3S U Z ZW Z n W U o W w m ,?J O > U O N \ ! O < C�f to Z Z - {- I W J X20 D N ISM 0 Z O L" O ov uj in - 3 lanO3 NOSa31d Z � O a a c�h O o p 0 a ,GO ��.,r�''� N zz g M N N O 00 V��SC9 � • N ,`� •, L� o J r N M . 7 z� ,_J Q a Ea- imais who ��i NI U m w OI to N m 2 z Z O a V) r S li n=10 In N CL V) m p M Z no ra >05 IL: d �y a IJ O r W U I W W = o En Ix m m r r r o a a In m 0 0 0 C7 C7 m m J J 2 :SNOLLVOIJ103dS O O N N C O O II N N u _ II II Lo �zujL,o a�«r WN r r w m O II O OO O W W< Do L,�u-LnFnInQ :SN01SN31N1a ADVe 3S U Z ZW Z n W U o W w m ,?J O > U O N \ ! O < C�f to Z Z - {- I W J X20 D N ISM 0 Z O L" O ov uj in - 3 Z Sltttttg/t#JJt,11,II p 0 a ,GO ��.,r�''� N zz �••.••• ♦ N O 00 V��SC9 � • N ,`� •, L� o J r J��` .-�.- M . 7 z� ,_J Q a Ea- ��i no So 0 It o sv : O2 0 to a o 00 a Ci ogi ci CL U O 0 �1.1WJ O� W H � )Ali ZNZ<a Ww aZ toOOO 2 Z w Z a Z ][ 0 o Z �m w a lz-< Z O N o= W w I N m < a U W Q U W Z O W U m m < N Z Z rn W o< w YY J4' z3o DJ < O C OIOj Q W V J Y 0a WW oa C�jJ3r W oz Q o z< so �xmzo�oa WZ Y U Z za a �'� z � �' 0 aaa 03-00 00 0 m ay a= - 00 g w o �� i a� o �o a a3 j II L) I� m II 3 I m (n 4 a Z 1- J Q m Z to Oo O mm II (LJ m h- laJ H l� 2 < O :GN3031 F W w H m O wJ Ois) J V) O N Q N j Qz to 0 10,1 m m J 0 N Z(n 0 K IT ^ z Z 0 0 wa z a< N 2 I' N 4 U W 0 r a F id O Z < zo W Q O U J m Z aZ W Y z O O K W .0 Q O 4 LI r` W W m U W U Q z py�Crjjp <i a zF; ¢< r C7 O m o < ? X V > U m j Z ZQQ m= N W U Q U Z W O 1J U Z W z K N 4 O Q J Z J OW a 3 ZO < OU LJ J = m Q x 0 N N O 110 O Z J 3 w Z N O O cl,O C) N p �z �o �pW1y zW o - Q Q = o o v, Z 0 N_ W W Z J Z O N 2< O 0 ] Z F0 O Z O Q w 0 0 zoo < W W Q IY O N U C O W N J U� w< ZO m <p 1 O OZ sz moo= W IY Oa -_ -o tvFt s w W Z N Q 3 w N Z J m U j0 S O y0jm 00 U K w OOUJ to :-2 <W f.f w Z U S U U 7 Z O Q z Wm N 0fr 0 m IOjf JWZ Z JN YOJ U m -Z w0 p Q a m W ocm N Q w < 4 m JKVIroFoa rf SFm1<- o< d 4 O< W 0 Y M Q Z F W 0 a 17 N O W m Cl O F- Z 0 w m o w N W w Z< a w J Q J JO O K O t10 0 X W Z w W -jmK Vf z Z O� 1" �.pf F -J F W W F w U < 3 ¢< VI {{..�� 0 Vf J O O J < z < < m N= J J O z N �oowaaNE Q Z a o N wOm�zlNzuf�zz N_ O N S ^ _ w W U s z U w JJ N W m d Q <_ m a Z p m 4 S z Q O- W O< Q fn Z Q W O 1J 0 J f O O 0 W Z O w r n n w N N m N J Z fY 1 Qf -.<I W m W< U J U g,:J O O li w O O N U U O J x U N W n} O F J �+1 0 Q wa' 7 li/ Q Z 0 Q N IY m U Q 0 mw m Q Z O < N j" S ¢ mo w Cw Z w a W p� adv _< ? R= ZO O Wa w j tmy < cO.fZgg"y 07 D mZ a aa ao� TY W Z¢}Fg } m1~/10 ¢} 00Q} O m Z N J F O K Q zo a O < m Z Z m O 0 1 1 ZZ �i-1 N Z�0 00 NO NO Q Wa QV O Z0 0 W OO F� (3 N z a a w o W W J 0 U n' w U F O 2 w 7 0 0 0 Z W W 0 U 0 0 Wm m U 0 N 0 I Z O U 11� Dm NNpN U0� Q F a �w��m ¢ ¢Iz O �p �FK� zQJm K 000 'w �^ :QN303 1iw Z Z m a Q � UN m ,-o O<li, n O m- rno -- - - - dW94 NI U m w OI to N m 2 z Z O a V) r S li n=10 In N CL V) m p M Z no ra >05 IL: d �y a IJ O r W U I W W = o En Ix m m r r r o a a In m 0 0 0 C7 C7 m m J J 2 :SNOLLVOIJ103dS O O N N C O O II N N u _ II II Lo �zujL,o a�«r WN r r w m O II O OO O W W< Do L,�u-LnFnInQ :SN01SN31N1a ADVe 3S U Z ZW Z n W U o W w m ,?J O > U O N \ ! O < C�f to Z Z - {- I W J X20 D N ISM 0 Z O L" O ov uj in - 3 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: / '�r�s1� /�,00 Job Address: �7 �L��='L S a `il C I Permit Number: M ❑ No one available for inspection: Tim6-'v-' ' AM/PM Re -Inspection required: Yes CN When corrections have been made, call for re-inspectiot,f f 303-234-59� Date/0__6/ /L/ Inspector: ----- 4X DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office - (303) 237-8929 Fax \ INSPECTION NOTICE Inspection Type: /�/l K7`r� it r -'.i S ` v cc_ L Job Addres s 6 so,,,) c � Permit Number: 2 G)) G O /-/G Z_ r Re -Inspection required: Yes No When corrections have been made, call for re-insp`p'j}#i at� -234-5933 Date: / `- i i Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 9r\'(303) Building Inspection Division _:�(303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: A4 L Job Address: S-1 6 �,- a Permit Number: ZD ! 2 2020 2__ Re -Inspection required: Yes ` No,-) When corrections have been made, call for re -inspection at`303-234-5933 Date: Inspector: 011 ! �,. IV � A s_ CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE ❑ No one available for inspection: Time -- ` ` AM/PM Re -Inspection required: Yes &0) When corrections have been made, call for re-inspec;ion,at 303-234-5933 j f .` f• Date: `- �- Inspector: t .AJ 'l? 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 Type: Job Address: Permit Number: INSPECTION NOTICE l l (,, ITL .7/Z r' T ❑ No one available for inspection: Time O SAM/PM Re -Inspection required: Yes No, When corrections have been made, call for re-inspgptio� at 303-234-5933 !iz ®'' Date: Inspector:',�� DO NOT REMOVE "PHIS NOTICE r�r a A i CITY OF WHEAT RIDGE - _:�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: U & Job Address: (7r F k( 0 Permit Number: G 17 D c '-fy X ❑ No one available for inspection: Time AM/PM Re -Inspection required:0mator o When corrections have been re -inspection at 303-234-5933 Datel- /d -/_7 Inspector: DO NOT REMOVE THIS NOTICE City of Whleatf�� City of Wheat Ridge Municipal Building 7500 W. 29tti Ave, W1r ar :Ridge, 0 80033-8001 P-303,235,2846 F:3012352857 March 1, 2016 OFFICIAL ADDRESS NOTIFICXrION NOTIFICATION 1` is hereby given that the following address has been assigned to the property/properties as indicates below: PROPERTY OWNER(S): To Be Determined NEW ADDRESS. Block 1, Lot 9, Parcel #; 39-162-14-019-5292 trail St. 'heat Il.id e C080033 80033 Block 1 Lot 8, Parcel #: 9-162-14-020 - 5282 trail St. eat Pid"e CSC? Ci Block 1, Lot 7,.Parcel #: 39-162-14-021 5272 rr it St. Wh '`t ICid � C�C3 X0033 Block 1 Lot 6, Parcel #: 39-162-14-022 -_ 5262trail S . eat ___RidgeC.0 80033' Block 1, Lot 5, Parcel #. 39-162-14-023 _... 5252 trail St. Wheat did e CO 80033 Block 1, last 4, Parcel #: 394162.-14-024 - 5242 trail St. eat ICi e C C 80033 Block 1, Lot 3, Parcel #: 39-163-11-011 -_ 5232 trail Si. eat Ridge, -CO 80033 Block 1 Lot 2, Parcel #: 39-163-11-010 - 5222 trail St Wheat Ride CO 80033 Block 1, Lot 1, Parcel #: 39-163-11-009 _- 5212 trail St. Wheat Ride CQ`8003 Block 1, Lot 10, Parcel #: 39-1612-14-018 w 5295 'ierson �t. "Teat Ri e `C3 8010133 Block 1, Lot 11, Parcel #. 39-162-14-017 5285 Pierson Ct.. Wheat ICid C C) 803033 Block 1, Lot 12, Parcel #; 39-162-14-016 ..... -5275-Pierson "i. 'heat 1kid Ye CO 80033 Block 1, Lot 13, Parcel #: 39-162.-14-015 ..... 5:265 Piers rr C t. �h t laid e C� BilCl33 Block 1, Lot 14, Parcel #. 39-162-14-014 5255 Pierson Ct Wheat In 3 Block 1, Lot 15, Parcel : 39-162-14-013,-- 5245 Pier trrr Ct., Wheat Rid -,e CQ 8003-1 Block 1, Lot 16, Parcel #; :39-163-11-012 - 5235 mists ri Q. Wheat Ride C.0 80033 Block 1, Lot 17, Parcel # 39-163-11-013 5225 Pierson Ct. Wheat Itid 80033 Merck 1, I.,ot 18, Parcel #: 39-163-11-014.,._ 5215 Pierson Cit, Wheat Rid e, CO 80033 Block 2, Lot 1„ Parcel #: 9-162-13-028 5296 Pierson Ct. Wheat ICid xe C C3 80033 Block 2, Lot 2, Parcel #: 39-162-13-029 m_ 5286 Pierson Ct Wheat. I .id >e C"C) 80033 Block 2, Lot 3, Parcel #: 39-162-13-030 - 5276 Pierson Ct. Wheat Rid 3 Block 2, Lot 4, Parcel #; 9-162-13-031 --- 5266 Pierson r't Wheat Rid 3 Block 2, Lot 5, Parcel #: 39-162-13-032 -- 5256 Pierson Ct, W"lieat P 3 Block 2, Lot 6, Parcel #; 9-162-13033 _. 5246 Pierson C .t. Wh t Rid e C o 80033 Block 2, Lot 7, Parcel #: 39-163-10-003.--,5236 Person Ct. Wheat P d c C C. 80033 SUBDIVISION: -Quail idestates SECTION: �16 SW & NW Jefferson C o t ece rt €r Number for Plat: 20150198618 NOTES: This is a courtesy notification, AUTHORIZED I a DATE: kimmumEy