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Home My WebLink About5276 Pierson Courti CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: JobAddress: Permit Number: ❑ No one available for inspection. Timdo k,7 S" (-_A_ I/PM Re -Inspection required: Yesf7 No When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Dater - Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: t'�" V �_.. Gam{ Job Address: 1�5 _2 7.7L 0 M M-2� Permit Number: ❑ No one available for inspection: Time _ P AM/PM Re -Inspection required: Yes k4sla ) When corrections have been mace; schedule for re -inspection online at: http✓/www.ci.wheatridge.co.uslinspe,,ction- DZ _ spector: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTIO,.NN NOTICE Inspection Type: Job Address: �i`17 ��, Permit Number: `7) �2 : 74tD ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: h ttp://www. cL wheatridge. co. usrinspection Date: Inspector: ®O NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection" Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: 5.-;3?'-) Permit Number: ❑ No one available for inspection: Time_.% P> -A IPM Re -Inspection required: Yes -No - When corrections have been made, schedule for re -inspection online at: h ttpYAvww. ci. whea tridge. co. usrnspection Date:_ /. ,_2v_)-- -)2lnspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type:�� Job Address: j2 scy`.i r Permit Number: ❑ No one available for inspection: Ti Re -Inspection required: YeCNo: *When corrections have been made, Dat at 303-2345933 V i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: � �^ �� VIL- � k �_ v Job Address: Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: Y� No When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Date:_'I Inspector: J': ' n DO NOT REMOVE THIS NOTICE City of Wheat Ridge Residential Basement Finish PERMIT - 202000050 PERMIT NO: 202000050 ISSUED: 01/21/2020 JOB ADDRESS: 5276 Pierson Ct EXPIRES: 01/15/2021 JOB DESCRIPTION: Partial basement finish to include bedroom, living room, rough in bathroom and wet bar: 100 amp electrical subpanel, recessed can lights and outlets, hvac - 1,250 scr ft total *** CONTACTS *** OWNER (720)412-0074 HARRISON KYLIE B GC (720)808-6099 STEVE LINDSEY 090296 LINCO ENTERPRISES SUB (303)378-1038 MARTIN O'LAUGHLIN 110059 OMNI CONSTRUCTION SERVICES SUB (303)594-1951 JEREMY BROWN 130009 LOGISTICS PLUMBING & HEATING SUB (720)244-0493 SHANE/BRANDON MCNITT 160036 MCNITT BROTHERS HEATING & AIR *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 41,025.00 FEES Total Valuation 0.00 Plan Review Fee 414.41 Use Tax 861.53 Permit Fee 637.55 ** TOTAL ** 1,913.49 *** COMMENTS *** *** CONDITIONS *** Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. NOT APPROVED AS AN INDEPENDENT DWELLING UNIT. > A 1( City of Wheat Ridge Residential Basement Finish PERMIT - 202000050 PERMIT NO: 202000050 ISSUED: 01/21/2020 JOB ADDRESS: 5276 Pierson Ct EXPIRES: 01/15/2021 JOB DESCRIPTION: Partial basement finish to include bedroom, living room, rough in bathroom and wet bar; 100 amp electrical subpanel, recessed can lights and outlets, hvac - 1,250 sq ft total I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I, 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 that I arnlegally authorized to include all entities named within this document as parties to the work to be performed an all w to pert9rr�ed dis sed in this document and/or its' accompanying approved plans and specifications. ( (--Z3 Zvzd Signature of r CONTRACTOR (Circle one) Date 1. This per ssued 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 changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The lgSTMnce orgranti of a permit shall not be construed to be a permit for, or an approval of, any violation of any provision of any apA:;or an rdinancorp or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. Citv of W hcat is%c Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 " Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(c)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: el n� Plan/Permit # }jonooqo Plan Review Fee:1� � 0 Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Sr�, 7 6 7) C_ (2_5 d ►j CT. Property Owner (please print): K y L c p k-2- A Sa r•> Phone: (,w- � l X- 00_7q Property Owner Email: Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: , State, Architect/Engineer: Architect/Engineer E-mail: Contractor Name: L i N C p E n k e a, y,9 -k 5 c-15 Phone: City of Wheat Ridge License #: Li t o 0 x `'l r L((4�, Phone: Contractor E-mail Address: - ,:'ku LL A2 T�, 5 C_ G in At L C.) ^-i For Plan Review Questions & Comments (please print): CONTACT NAME (please print)::5NM I L �Cv t, t y.CZ Phone: CONTACT EMAIL(p/ease print): M h,\ C Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: 0 en r.i + Plumbing: Lc�,st\ c S Mechanical: 1\Ac- T \'s rip, }'QRS W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # City of i Vv v v h6 at +91NC COWOM.M.UNn-y DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: J �\-7 (y (-T, Permit #: General Contractor: (_-.. i ry c) ty I 2- r � 5 C— > L C Electrical Sub -Contractor JY.n Company Name:Phone #:7 U +S State License #: �� Master #: Wheat RAge License #: 0 S (required field) Signature of Authorized Agent Date Plumbing Sub -Contractor Company Name: L,_ 0 ro 1.5 � C Phone #: –7- _J `' 7 -1 State License #: _ — � ester #: /36 d �� License Signature of Authorized Mechanical Contractor 0 1_(required field) Date 6 -Ao-�,o Company Name: M L )� ; y �L pit 2)Phone: � - 9 1-( - u L( 9 3 Whet id a icense #: /0 (required field) Signature of Authorized Agent Date []COMMERCIAL RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Q v 6,,t I nJ R1 12oa M \,.J Z T G 4Q . E L c e -r R -t C nk (- p v�) ed P la v k c 'Od-v- Sq. FULF -As O BTUs Lvr) N'A pkoEc- Rccs58 D (--' A,N s - 62G5_S 1JsSv� 'id o Gallons Amps _ Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 1 sov OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT 1 hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants., easements or restrictions of record; that all measurements shown and allegations made are accurate; that 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. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRA CTO or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) (t Signature (first and last name): DATE:l 6 /Z Printed Name: M tE r-, DEPARTMENT USE ONLY ZONING COMMMENTS: OCCUPANCY CLASSIFICATION: F� 61 Reviewer. aso ,� .3d . �V 14DI y Qr CONSTRUCTION TYPE: � j b bad+ a0v 5VN 0i oto BUILDING DEPARTMENT COMMENTS: '•��0�� Reviewer:,., PUBLIC WORKS COMMENTS: Reviewer: A L4 11 Q�� Building Division Valuation: V -0 a) = c Q .� o � � o o M c N 0 EL a) o � Qo c cU(n0) vi a)0) cn CU L cn w -0a) 0 CU 0cn .� E06 E ca 0 L lII �'0�} U •N L �' C U O > co U E A �.a)=3cu —� a,w�N ai a) cu ca CU m) 0) o CD og-m aoc/) E c Lomb a) �H � Oooccu LL a) QL a) g cu cn � i � - o a)��0 o :3ca) CJc�w� O a O U O c: cu O cn � U � ^L` Q E a) cn U) f= l4 O a) U O /✓ L 4� to a) a Wa) O U C U) a O O U UU �. o L N Qa) en L_ cvcu •� L W d O ca N 0 a) 0 c 0 a) 0 ca m cz C (L) Q a) Work shall comply with the following codes: 2012 IRC, 2012 IECC & 2017 NEC, Colorado Plumbing Code Sr*4v.t A�,or r• W � L1.. olp►�. -�R-C.- I 3 i�l I �I �I I Carbon monoxide detector(s) required within 15 ft of all sleeping areas. I I I I I I I I I I I I L -C of a pernnt or oPPravo(nJ Plops speclftcori--s a+d rom, ,il not be a Permit Jor, Of an aPProvol of, any violotlon ea any I'o al the D ""Q code or of any City Ordirpnte5. perm is e rhorItY to nolare of comet the provisions of the 810001; cadrs at ,?'he city shill nor be vaFd. I' I I I 2'-2n WET BAR 2 ' rough -in only 4040L5 J r 5tt 1•iL Fur Wt+\\S IF.n��`1 �Q ► 1-i w►qt 1 S`M4\\ T- kQAV '\e.- A tte.r G\dn t e— t-' A'� SOC^C,4 bft%,LMtnv a P 0 7 • I ��c tiPl1 �#'`r'S�.. as --�4a7 I Irf � I Ate 10sr<%cl Shy\\ ILuw^Q� I .S c N O �k 4^ Homeowner Information: Kyle Harrison 5276 Pierson ct Wheat Ridge, co NOT APPROVED AS AN INDEPENDENT DWELLING UNIT. Qbu�p�+n9 '`` J �sh�►1 l C uM P' R t. 0 601000A 1° µ0 Fw �Q L ► �.� w � \1 �'t q�� ' ;' S ��h pn� SA«.pt� ltei •! Ple+n �.♦ Culuiabo Fn�Crfit- I/ Contractor: The Basement Sanctuary 5171 Ward Rd Unit 1 Wheat Ridge, GO 50033 Phone:720-808-60g9 thebasementsanctuary.com as --�4a7 I Irf � I Ate 10sr<%cl Shy\\ ILuw^Q� I .S c N O �k 4^ Homeowner Information: Kyle Harrison 5276 Pierson ct Wheat Ridge, co NOT APPROVED AS AN INDEPENDENT DWELLING UNIT. Qbu�p�+n9 '`` J �sh�►1 l C uM P' R t. 0 601000A 1° µ0 Fw �Q L ► �.� w � \1 �'t q�� ' ;' S ��h pn� SA«.pt� ltei •! Ple+n �.♦ Culuiabo Fn�Crfit- I/ 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 4( City of Wheat Ridge J Single Family - New PERMIT - 201700400 a.Fq �i 201700400 ISSUED: 06/15/2017 PERMIT N0: EXPIRES: 06/15/2018 JOB ADDRESS: 5276 Pierson CT JOB DESCRIPTION: New ebedroome 4amily bath;dUnfinishedlth 2 car basement 1,673 sgont adt; Mainffloored1,807esgnft; 4 ft; Covered Patio 200 sq ft; Covered 2nd floor 1,744 sq ft; Garage 898 sq Front Porch 219 sq ft; 6,541 Total Sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN 019875 Lind-Brug Electric, Inc. SUB (303)882-3530 Sean Lind. 160075 Remington Homes of Colorado GC (303)420-2899 M. Sparks 019354 Millwood Plumbing & Heating SUB (303)421-4506 Ben Millwood 080256 Smith & Willis HVAC SUB (303)688-4487 Eugene Willis *** PARCEL INFO *** UA / Unassigned UA / Unassigned USE: ZONE CODE: 0 / SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 425,610.02 FEES Total Valuation 0.00 2,102.59 Plan Review Fee 7,660.98 Use Tax 3,234.75 Permit Fee 0.00 Engin. Review Fee 12,998.32 ** TOTAL ** *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red-line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback and Elevation Certification shall be submitted to the City for review. The certification form shall be fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to 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 m esurfacedmay be with co trete, asphalt contact Publc brick pavers or similar materials. A right-of-way permit Works Department at 303-235-2861. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. i al codes, policies and procedures, and that I am rribed and approved in conjunction with b m signature, do hereby attest that the work nic be performed shall comply with all accohat I Yin approvedppl owner o and specifications, applicable building codes, and all applicable mu p by, the legal owner of the property and am authorized to obtain this permit and perform the worm approved Tans and specifications. ithin this this ermrt. I further attest that I am le ally authorized to to ed in include document and/o e sWaccompanyocg apepr as dplan parties to the work to be perfoppj_��r-ed and that all work to b per ormed is d dAnn, I Date plans and specifications and is Signature f OWNER or CONTRACTOR (Circle one) ppe statutes, ordinances, regulations, policies and procedures. 1. This permit comwas pliance Issued witon the h those documents, and aleappli abl ermit application and accompanying J tension of no more.than 180 days made be granted at the discretion of the Chief Building This subject shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing an 2' received prior to the date of expiration. An e Official and may be subject to a fee equal to one. -half of the original permit fee. val of an new permit. Rpe-issuance or extension of expired permits is at the sole discretion of If this permit expires, a new permit may bereuired Y be obtained. Issuance of a new permit shall be subject to the standar 1 3' requirements, fees and rocedures for app the Chief Building Of and isnot guaranteed. of pprequired and Ins ection Services Division in accordanco the Building policy drInspection Services No work of any manner shall be performed that shall results in a change of the natural flkw of water without prior ands ee is approval. 5. The permit It shall notify the Building P. inspections and shall not proceed or conceal work without written approval of such work provision of any Division. any 6. The issuance or granting of a nice or regulation of this construed permit al of workr an subject roval tonfleld inspection. violation 9f any applicable code or any ordinance Signature of Chief Building Official uaie- SS DAY* REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS it only. Please email 1 request to insptime eqFOR INSPECTION THE FOLLOWING u st@ci.wheatridge.co.us Inspection time requests will be accepted by Y• :OOam, the morning of the inspection. Please put the address of the inspection in the subject line. between 7:30am and 8 City ®f Wheat i MMUNITi y DEVELOPMENT" Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 ®ate. 3I '�a/ Plan/Permit # (�) 101 N Plan Review Fee -N 1 01 PAID Building Permit Application r � °** Please complete all highlighted areas on both sides of this form. Incomplete applications may nod a pro s Property Address: Owner Property owner Emai Mailing Address: (if different than property address) Address:�� C1V State, Zip: Architect/Engineer: ' 1� Architect/Engineer E-mail: l <` ��i C.hone: Contractor: Contractors City License #: (Ui��1� Contractor E-mail Address. Sub Contractors: Electdcal:'L..,j fj[j 6t_t)) nu -f TC� W.R. City License # Other City Licensed Sub: City License # Phone: -itab Plumbing: m, W.R. City License# oi�►�-I `J Other City Licensed Sub: City License # Mechanical: S)q) kh of Qc� W.R. City License # %0D 5�0 Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE ® NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING ❑ COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) 1 cac- �\de,\Cad �� _ v n' u ' Q I �y 1�� ch�1 t1cn cx�r . . ,n w1)t ern t✓r�rYl �t n�s11�, � ` I �� ani. kKx 4 C011 Q Q.d ,,+, - oco -F Sq. Ft./LF Btu's Gallons Amps Squares Other Project Value: (Contract value or the cost of all materials and labor included in the entire project) I OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances prop f Wheat osed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City oeat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (AUTHORIZED REPRESENTATIVE oOWNER f ( ) (CONTRACTOR) h PRINT NAME: ` SIGNATURE: DATE: ZONING COMMMENTS: DEPARTMENT USE ONLY � , i Reviewer.,' OCCUPANCY CLASSIFICATION: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: i) `� �� cs� L Reviewer. 1 �`^�l �c5 �c in b (_4_k 5 �rl,L LcL vt UL✓ PROOF OF SUBMISSION FORMS C!- C ,,,k S l.— � .5 L Fire Department ❑ Receivedl l` ❑Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received Not Required0 ❑ q [Bu7ildingivision Valuation: $ 0 Rev. 04/17 Quail Ridge Estates — Plan Review Worksheet Address: 5 2- � , lamI c vs 0"1 C -Y- 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: �Y'sq. ft. (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): 3 q i sq. ft. (not including accessory structures) Total Proposed Building Coverage: 3 f 2Y sq. ft. 9,7--.3 % Accessory Building Coverage_ sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' Z Z 5 Interior Side 5' _ t Side on street 10' ri IOL Rear 20' Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2' r) Q_ Side (if under 8' tall) Rear (8'-15' tall) 5 VI 0 - Side (8'-15' tall) Side Building Height Maximum Provided Main Building 35' Accessory Structure 15' Is the structure within 2 feet of minimum setbacks? ,�— K/ b (If yes, add surveying condition FND.) Rev. 04/17 Landscaping Required Provided Total Coverage 25% 55� o 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 ❑ 00scii 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. FIELD WIRDATLL YIaLL ae TOR—TOeD ATM ererzM FIELD �T ALL LOCATIAtl PIROI¢ To McTalaTlaN >. oe1RRaTn r -a m. uNc -See xrnowe Ao ELEVATE]!e 4. twne WEEL 1EIfi11T l' TTP. WNG. -SEE :OTIC Y ELEvaTIO! roR urzwarz Heel Ner»rte ROOF PLS-="' 1/8" = 1'-0" LOOR 449 s.f. 74 s.f. 112 s.f. 106 s.f (46%) 157 s.f. (54%) I❑ ASPHALT SHINGLES OVER IBIDERLATMc?fT PER f OVER ROO SIEATNm PER ENGREER ON PRE-ElGMEERED ROOF TPLMES AT 24. OG. PROVIDE R-00 INSULATION TTP. ❑j ROOF VENTS Aso KFFR ATTIC VEMILATKRI MSTA1 PER MMIF. SM S G4vVW12Op FLASHRG AT ALL R06NWLL ❑ RrtEROERI AW,AW,ALL OtlEXTERO, ROOFROLF INTERSECTIONS AND R OPENINGS Q CRICKET AS REOLIRED © TAS• WARDDOARD 8OFFR © 6 SHINGLE STRIP ON N8 FASCIA BOARD ❑A GALV4NI=MAINTED GInTER ON M8 PASCI4 0 STNTlETICTISTOKEONS VENEER MSTA-L PER MAWF. d'ECFIU ❑9 PREFABRICATED STORE SILL/CAP PECE ® PREFABRICATED STONE HEADER © HORIZONTAL SIDING 8' REVEAL © HORIZONTAL SIPM 4• REVEAL © VERTICAL SIDMG WRH N2 NATTERS . , OL. 2 VORTICAL SIDMG W7H 1s2 BATTENS . 8. OG. ® k4 CORER TRIM ® FLAT PANEL SIDMG O STNTHEAIC STWCOO VEEER INSTALL PER MA - SPEC,IGATICN9 ❑N BTNTIETIC BRICK VENEER MBTALL PER MAN,. SPECFICATIONS ® WOW -C W/DOOR TRM ® OVERREAD GARAGE DOOR 21 DEOCORATIVE METAL ROOF A MG W/ BRACKETS © DECORATIVE FLAT FETAL AINMG ® PORCH RAIL- WOOD FR4ME WITH BARE MESH MEET ® G42 FRAMED COLu N ® na12 PRAMM COLIFN - STONE WRMPED ® SKS METAL PoST ®T W --O ROOF BRACE ® ROIYaH Saw WOOD BENMi ® DECORATIVE GABLE VENT ® CONCRETE PORCIWATIO WTH STEPS TO GRADE S1 LRE CF PROPOSED GRADE ®DECKiRAILRY. WI7N HAmRAIL. PROVIDE W1OOD RAILING WAN BALWSTEW MAX 4. OG. AND CONT. BOTTCH RAIL. ® 3- EXPC8ED RAFTER TML ® 4Q TRIM BAND ® VERTICAL 610M S• REVEAL ® DECORATIVE GABLE BRACKET MI IEI'F� PWITIOND q�iO BE R-AMLT �I81pLE A.DDLEGIBLE A PROM TFE OTREET - ROAD FRONTR. TWE P1�01°ERTI'. IEIGIR LEFT ELEVATION - NOR' iuN" SOUTH 1/8"= 1,_0" ROOF PL FRLn 1'QIDATIW YKL oR TO AFF'11DYED pwUO[ eroTVT RELD yETeA' ALL LGCATWM FTUCIt TD wTALUTION >. o.4RUM5 R -e• m. uNo. - eeE eernwe, AIo ELlVATIpY 1 /B" 1'-0' a TRMe HEEL KrArt l' m. uHn. - SEE aEcrIGK � ELEVATIOK Rat ALTBNaIE KEL KBMe •LOOK 449 s.f. 74 s.f. 112 s.f. 106 s.f. (46%) 157 s.f. (54%) R -E w -M TK. O AT 74. OC EDVE?f�f0 A�� OQFIT ATTIC VEW"T. MMIF. SPECFICATON p ANG AT ALL go,�MAyL ABovE ALL E)cTERIOR CTIONS AND Q CRICKET AS WXU ED 0 VY• OOiR © k0 S"W" STRIP ON k6 FASCIA BOARD O GALVMIU EDi ANTED WTTER ON ke FASCIA B❑ :42: TIC OTOS yENEER wTALL PER MWF. xEcrrATIDNe Q PREFABRICATED STOE OILLR.4P PECE ® PREFABRICATED STOKE HEADER ® HORITONTAL Sow. S• REVEAL ® LIORMONTAL IIID a 4• REVEAL ® VERTV•AL SONS WTH k] BATTENS • Y• OC. ® VERTICAL &PD WH W BATTENS • S• OD. ® k4 cORKR TRF, ® FLAT PAEtL SIDRG O :;ZT IC STUCCO VENEER WSTALL PER MW . OFECFICATIOIS O SPECOTNT:E�ATbNe BRIO[ MA MF POTALL PER MF. Q WOW —0—porn TRR4 ® OVERIEAD GARAGE Do. ]I DEOCORATIVE PETAL ROOF M W W eIRADICEre ® DECORATIVE FLAT FETAL AMW. ® FORGII RAILW. WOOD FRMff W WRE F,,W Se1ET ® GaD FRAED COLtM ® DFD FRMED Caum - STORE URAPPED ® 6" TSTA_ FDST WOOD ROOF BRACE ® ROr� SAi Ft "I= BEA ® DECORATIVE GABLE yENT ® CONCRETE PORCWPATIO UT,., STEPS TO GRADE OI LIE Op PROPOSED GRADE DEd4R.ALNG WTN NANDRALL. I°ROVIDE W70p ® RAWRG WTN BOTTOM RAIL. BALUSTERS MAX 4.OL AND CO4i. ® — EWCeM RAFTER TAIL ® kD TR BAND ® VERTICAL Sm WG e• pMW, ® DECORATIVE GABLE BRACKET nYeFI eue.s�. �— PODTT� NUI10ERe TO EIE PROVIDE W OUCH A RROIT THE STREET OR ROADT FRONITIY TIM W WW7 LEFT ELEVATION - NOR" jm SvUTH 1/8• = 1•-o^ A-4 CERTIFICATE OF OCCUPANCY Permit ##: 201700400 `„ City '• of Date12/22/2017 WheatRidge COMMUN7Ty DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 *Stipulations: New single family home - 6,541 total sa ft This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheatridge, and may be occupied for the use specified. OWNER: REMINGTON HOMES OF COLORADO IN ADDRESS: 5740 Olde Wadsworth BLVD, Arvada, CO 80002 CONTRACTOR/ADDRESS: M. Sparks 5740 Olde Wadsworth, Arvada, CO 80002 PROPERTY ADDRESS: 5276 Pierson CT, Wheat Ridge, CO 80033 PARCEL #: 39-162-13-030 OCCUPANCY: R-3 TYPE OF CONST: V-B OCC LOAD: N/A FOR THE FOLLOWING PURPOSE: Single Family - New Code Editions: No change shall be made in the Use of this building without Sprinklered: 2012 ICC Edit! 2014 NEc prior notice and a new CERTIFICATE OF OCCUPANCY No from the City of Wheat Ridge Certificate MUST be posted by front door of Chief Building Inspector commercial occupancies Zoning Administrator Q - V ao 00 00 I NSP CTION RECORD �J INSPECTION REQUEST LINE: (303) 234-5933 Occupancyr'f';me - Inspections will not be performed unless this card is posted on the project site. Inspector Comments Initials Call the inspection request line before 11:59 p.m. to receive an inspect1kon the following business d.,y.** f Inspector Must Sign ALL Spaces pertinent to this project Z��^% -- ---- Foundation Inspections Date I Inspector Comments _ _ Initials _ Pier Concrete Encased Ground (CEG) Foundation / P.E. Letter — b �h►—� '" _ _ J Do Not Pour Concrete Prior To Approval OP The Above Ihspections Undercground!Slab Inspections Date _ _ Inspector Comments Initials Electrical Sewer Service FAA l/ 11 u( A Plumbing .` d v d)-; Z��^% -- ---- no Nnt r.nvPr Underniei"nd or Below/In-Slab Work Prior To Atwoval Of The Above Inspections Rough Inspections Date tCDr�---- I tl it' _—_._ Co.rtrrtents — -- -- Wall Sheathing— - —- Mid -Roof Lath / Wali Tie�-�7 Rough Electric -- -- Rough Plumbing/Gas Line .-� �� 9, 1- i .-- ---- — +z; J. M� (. . YEWd, Rough Mechanical Rough FraniingJ__—._. Rough Grading — Insulation Drywall Screw /Nail — r "' I ,' i } g9' — ` C 26 f _. _-- J - � Final Inspectionss Date lhspector Initial, Comments 1 11 Landscaping & Parking / Planning F.-; °. ROW & Drainage / Public Works Dept i _00-11) + - Inspections fir, jm these entities should be requested one week in advance. For landscaping and parking inspections call 303-235-2846. For ROW arid drainage Floodplain Inspection (if applicable) _. inspections call 303-235-2861. For fire lnsper-adons contact the Fire Protection District for your p"oiect. rFire Inspection / Fire Protection Dist. Final Electrical Final Plumbing—___ --- Final Mechanical_—__ --_— Final Window/Doors Fina! Building A�MMOTE: All items must be completed aproved by Planning, Public works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building inspection does not constitute authorization of occupancy_ *For few voltage parmits - Please be sure that rough insp� ;tions are completed from the Fire District and olec.r+cai low voiV:ge by the R1'ildino Di04 For no'<f ation of your assigned inspeonca time window ;,teak email ins ztirn _quuest u ci_wheatridge.co_us Ly 8:00 A.M. the dr:y of the inspection with the property address in the subject line of the email. Time windows are assigned based on in ,rection routing. Occupancy Is Not Permitted Until A Certificate of Occupancy Is Issued Protect This Card From The Weather City of Wheat Ridge Single Family - Nv w PERMIT - 201700400 PERMIT NO: 201700400 ISSUED: 06/15/2017 JOB ADDRESS: 5276 Pierson CT EXPIRES: 06/15/201.8 JOB DESCRIPTION: New single family detached, with 2 car front load and unfinished basement; 4 bedroom, 4 bath; Unfinished basement 1,673 sq ft; Main floor 1,807 sq ft; 2nd floor 1,744 sq ft; Garage 898 sq ft; Covered Patio 200 sq ft; Covered Front Porch 219 sq ft; 6,541 Total Sq ft *** CONTACTS *** OWNER REMINGTON HOMES OF COLORADO IN SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. GC (303)420-2899 M. Sparks 160075 Remington Homes of Colorado SUR (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: 231.8 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY '"* ESTIMATED PROJECT VALUATION: 425,610.02 FEES Total Valuation 0.00 Plan Review Fee 2,102.59 Use Tax 7,660.98 Permit Fee 3,234.75 Engin. Review Fee 0.00 ** TOTAL ** 12,998.32 *** COMMENTS *** *** CONDITIONS -** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2014 NEC and all applicable City of Wheat Ridge Municipal Codes. Work subject to field inspections. As part of the foundation inspection and PRIOR to the placement of concrete and before proceeding with any further construction, a completed, signed and sealed, Foundation Setback ana Elevation Certification shall be submitted to the City for review. The certificati.,,n form shall be fully completed by a Profassiona.l Land Surveyor licensed in the state of Colorado, stating that the foundation was constructed in compliance with all applicable minimum setback and elevation requirements of the City. Prior to issuance of CO for individual homes, the following landscape improvements shall be installed in the front yard of each lot: one (1) 1.5" caliper deciduous or ornamental tree or one (1) 6-8' evergreen tree; eight (8) shrubs; 5' border of 1.25" river rock adjacent to the foundation; sod; and an automated irrigation system. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 30:3-235-2861 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% City of ige " City of'bVheat Ridge Municipal Building 7500 W. 29" Ave Wheat Ridge, CO 80033-800I P: 303?35.2846 P: 303.235?857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION This form, including the Exhibit on the reverse side, must oe 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: PERMIT# t �' ADDRESS: 7 P/F e ow L`o u j r LOT 3 , BLOCK 2— UAI L 1 lC� -s �' -_` UBDIVISION 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: FRONT: 7-2.5' REAR: SIDE: Si IDE: 7. 5 The MINIMUM ELEVATION has been determined to be: � � � � (NAVD88). 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Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com Assembly Serial #: T261454 Test Date / Time: 12/13/2017 2:47:13 PM Tester Certification #: 06-00615 Assembly Test Results Facility Address: 5276 PIERSON CT ® Pass ❑ *Fail Water Supplier: Arvada Water District Meter #: Service Location: QUAIL RIDGE 0 Facility Address: 5276 PIERSON CT City: WHEAT RI DG ST: CO Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES °A Address/Suite 5740 OLDE WADSWORTH BLVD a City/State/Zip ARVADA CO 80002 c 0 Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB ❑ Air Gap El Domestic El Containment El Horizontal ® I � n Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' E a) ® New ❑ Existing ❑ Glycol ® Isolation ❑ Vertical Down ❑' ® Irrigation Previous Assembly #: ❑ Recycled Location: OUTSIDE BY DRIVEWAY Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 70 Tightness Differential Tightness Differential Check Valve #1 ❑ Leak 2.1 ❑ Leak (RP, DC, PVB) ❑ Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑Tight ❑ Tight u. o Relief Valve a (RP) c Buffer (RP) Air Inlet 5.0 OPENED FULLY (PVB) ~ Shutoff Valve #1: XTi ht teaking ❑Re laced Shutoff Valve #2: XTi ht ❑Leakin ❑Re laced Back Pressure: Eyes ®No Test Procedure: ABPA: USC 10th Edition ❑ASSE: Comments: o Alarm Company/Fire Department: DFS Certification #: 17-B-04270 2 Contacted By: o 2 Turn Off Date/Time: Turn On Date/Time: 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 °J Tester Name: Nick Roman Phone: (303) 537-0126 v Signature: Certificate Expiration Date: 1/16/2019 Date: 12/18/2017 5276 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 3/2 Supervisor: Jim Cessna Climate Zone: 0 Subdivision: Quail Ridge Plan Name: 755 EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com PO Box N , Berthoud, CO 80513 nergyLogic analysis. insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcel Energy - Thank you for using EnergyLogic, Inc for your home inspections. Prepared for:�� ' DASH Remington Homes BUILDING SHELLMNSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Target Measured 2x4 Walls 2,654.75 1854 CFM@50 20121ECC 2x6 Walls CFM50 CFM50 CFM/Envelope 0.00 CFM/SF N/A ACH@50 3.00 ACH50 2.10 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 SHELLMNSULATION (Insulation installed to manufacturer's specs/Grade 1) Exterior Walls Insulation Type R- Value 2x4 Walls N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per 2x6 Walls inch 23 Insulated Sheathing N/A B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Common wall to garage inch 23 Party Wall N/A Framed Basement Walkout/Garden N/A Wall B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Knee Wall inch 23 Skylight Shaft Wall N/A Box Sill Closed Cell Foam R-6.5/in+ Batt 26 Rim Joist Closed Cell Foam R-6.5/in+ Batt 26 Floor Systems Insulation Type R- Value B2 - Blown Fiberglass - Wall/Floor - R-4.27 per Floor System Over Garage inch 50 Cantilever N/A Adiabatic N/A Crawl Ceiling N/A Ceiling Insulation Type R- Value Attic - Blown Fiberglass - Avg 2.7/Inch--Verify Blown Attic Card 50 Vaulted Ceiling B3 - FIBERGLASS BATT 50 Batted Ceiling B3 - FIBERGLASS BATT 50 Cathedralized Attic/Roof Deck N/A Foundation Insulation Type R- Value Unfinished Foundation Wall B4 - Fiberglass Blanket Vinyl 19 Framed Foundation Wall 1- Not Applicable to house N/A Conditioned Crawl Space Wall N/A Slab Edge N/A Under Slab IN/A Above Grade Windows Foundation Windows WHOLE HOUSE MECH VENTILATION Flow Volume SPOT VENTILATION Master Shower Jack and Jill Bathroom Front Right Bathroom ROOM AIR PRESSURE BALANCING Master Bedroom Front Right Bedroom Front Left Bedroom Back Left Bedroom Window Type 1- Dbl Vinyl Low -E 1- Dbl Vinyl Low -E MECHANICAL SYSTEM #1 Furnace - Conditioned Basement MECHANICAL SYSTEM #2 Furnace - 2nd floor - Duct in attic Furnace in closet Ducts Total System Leakage at Final (CFM@25) Final Leakage to Outside (LTO) Inspector: Mark Lane Inspection Date: 12/18/2017 INSPECTION RESULTS: U U i t l Ga %JFF 1\1 I,-I;i.:, I S l .II I IC."iii U Value SHGC 30 30 34 31 Target Measured 19,3 89 CFM to CFM CFM Measured 50 CFM 60 CFM 50 CFM Measured 0.1 Pa 2.2 Pa 2.0 Pa 1.6 Pa Target Measured N/A N/A 78 CFM 66 CFM Builder Sign -off Items Include: • Attic access panels/drop-down stairs gasketed with >/= R-10 insulated cover. If latches are used they are functional. a Conditioned Floor area used in HVAC design loads is between 0-300 square feet larger than home to be certified - Mech System #1 • Window area used in HVAC design loads is between 0-60 square feet larger than home to be certified - Mech System #1 PREPARED BY: Mark Lane - 719-243-5147 - mark.lane@nrglogic.com EnergyLogic, Inc - PO Box N Berthoud, CO 80513 • (970) 556-0839 - www.nrglogic.com Date: 12/18/2017 5276 Pierson Ct Wheat Ridge, CO 80033 Lot/Block: 3/2 Supervisor: Subdivision: Jim Cessna Quail Ridge Climate Zone: Plan Name: 0 755 Prepared by: nergyLOgic analysis. insight. answers. Inspection performed by: Mark Lane 719-243-5147 mark.lane@nrglogic.com Inspected for the following programs/codes: Xcel Energys INSPECTION RESULTS; Builder sign -off items must be corrected. See details on following pages for explanation of items requiring re -inspection. Categories Passed: Lighting/Appliances IECC and Energy Star Air Sealing V Insulation Inspection @ Final ao HVAC Inspections Ventilation Systems Water Heaters Mechanical Systems V Room by Room Air Pressure Balancing V 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 Prepared for: ASH Remington Homes„vyY 5276 Pierson Ct Wheat Ridge, CO 80033 Subdivision: Quail Ridge Lot/Block: 3/2 Inspection - -„ .. ..: ..;:. .. y.« R is • 9 .:.�- 1 Attic access panels/drop-down stairs gasketed with >/= R-10 insulated IECC ALL cover. If latches are used they are functional. ESv3 - 4.10 RFC Result: lip Inspection Date Action Needed Photo r 12/18/2017 Complete Attic Hatch with gasket and attached insulation kk. Inspection Date Action Needed Photo 12/15/2017 Complete Attic Hatch with gasket and attached insulation i. Description Conditioned Floor area used in HVAC design loads is between 0-300 ESv3 - 4.2.3 RDRC square feet larger than home to be certified Result: 12/18/2017 Have HVAC Contractor fix listed items Mechanical System #1 ..Codes Window area used in HVAC design loads is between 0-60 square feet HVAC total 5597 sf larger than home to be certified EL total 5144 sf Inspection Date Action Needed Photo 12/15/2017 Have HVAC Contractor fix listed I items items ' EL total 845 sf HVAC total 754 sf Mechanical System #1 Inspection Date Action Needed Photo HVAC total 5597 sf Have HVAC Contractor fix listed EL total 5144 sf items ,Inspection ..Codes Window area used in HVAC design loads is between 0-60 square feet ESv3 -4.2.4 RDRC larger than home to be certified Result: Inspection. Needed Photo 12/18/2017 I Have HVAC Contractor fix listed I items Mechanical System #1 EL total 845 sf HVAC total 754 sf Inspection Date Action Needed Photo 12/15/2017 Have HVAC Contractor fix listed items Mechanical System #1 EL total 845 sf HVAC total 754 sf 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 M 00 r `n _ Ln o 00 m N v) Ln LnM L a � ro d x � � Z a 4 Ql C .`^ C ry d nR cc cc w 41 v cu V t71 4F+ Im 4-1 O Q W W W +r u) O c0 O O O M vO O M q p V v> yr 7 C C b H 0 " 'TO I`4 N �o '7' O M b CQ Id u f W ar w Z d O E c E m E o o, W v Ul N Er�_v c cli Q v C1 C O y L R Q <U M fu _ v Q N Q O ` > i Zu J Ln U' N \/ X W b� Q 0 N q O C� l7 _ O U.) o °' C1 J o >,00 00 J CG a, � u v 70 w w 7 � v° a CU T ti N O E= F c r C fl. 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T � f0 -C d U GJ °c ° ° 6 �_ J O z •= a V O 3 o b yy e a < v u m E c E .._ o Remington Homes EnergyLogic Builder Name: Rating Company: Permit Date/Number: Rater IID (RTIN): 8664221 Home Address 5276 Pierson Ct Rating Date: 12/15/2017 Wheat Ridge, CO Version: 3.0 1. 1 r f r l M • se ! i' f ! �f f' !' ! • !! se Thermal Enclosure System Water Management System A complete thermal enclosure system that includes A comprehensive water management system to comprehensive air sealing, quality -installed insulation protect roofs, walls, and foundations. and high -performing windows to deliver improved comfort and lower utility bills LM Flashing, a drainage plane, and site grading to move water from the root to the ground and then away Air Infiltration Test: 1854 CFM50 (2.1 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 Efflctency. U -Value: 0.30 SHGC:0.30 Pleating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, ventilation system that is designed and installed for while providing high-lquality performance. optimal performance. VV ENERGY STAR Qualified Lighting' 100% Total Duct Leakage Duct Leakage to Outdoors: 119 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 • 0.68 Energy Factor NIA t This certificate provides a. summary of the major energy erfidency and other construction HERS'Inu� e ' features that contribute to this home coming the ENERGY STAR, including its Home Energy Rating System (HERS) score, as determined through independent inspection and verification Zero Energy Reference Existing performed by a trained professional. The Home Energy Rating System is a nattonally,recognacid Home Home Homes r, uniform measurement of the energy efficiency of homes. Note that when a home contains multiple performance levels for a particular feature (e,g., window efficiency or insulation levols). the predominant value is shown. Also, homes may be ro a cortified to earn the ENERGY STAR using a sampling protocol, whereby one home is randomly toss $ g selected from a set of fwmes for representative inspections and testing. In such cases, the E -M J. Energy features found in each home within the set are intended to repot or si—d the valvas pres2ntad e� on this certificate. The actual values for your home may differ, but otter equivalent or better .�_ perfnmlance. This Certificate Was printed using Eliotrope- (V— Ion 2.2.0.1821), This Home omus ttsrrtr Learn more at www.energystar.govlhorrafeatures IECC 2412 Performance Compliance Property Organization Remington Homes EnergyLogic 5276 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 12/1512017 Rater ID (RTIN): 8664221 Template - Remington - 755 FB - EK Builder RESNET Confirmed 5276 Pierson Ct Remington Ekotrop+ Remington Homes Annual Energy Cost Design IECC 2012 Performance Heating $855 Cooling $223 Water Heating $158 SubTotal - Used to determine compliance $1,236 Lights & Appliances $1,058 Onsite generation $0 Total $2,293 QnergyLogic onollsls. inxlpkt, aniv.rf 405.3 402.4.1.2 402.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by8.1% ® SHGC 402.5 403.2.2 404 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor Mandatory Checklist M As Designed Design exceeds requirements for IECC 2012 Performance compliance by 8.1%. Name: Mark Lane Signature:--..... /Vi a-'4� A' e Organization: EnergyLogic Date: Dec 18, 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1821 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited IECC Rating Tool. $745 $233 $158 $1,135 $1,034 $0 $2,170 IECC 2009 Performance Compliance Property Organization Remington Homes EnergyLogic 5276 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 12115/2017 Rater ID (RTIN): 8664221 Template - Remington - 755 FB - EKE Builder RESNET Confirmed 5276 Pierson Ct Remington Ekotrope Remington Homes Annual Energy Cast Design IECC 2009 Performance Heating $1,161 Cooling $195 Water Heating $158 SubTotal - Used to determine compliance $1,514 Lights & Appliances $1,058 Onsite generation $0 Total $2,572 405.3 Performance-based compliance passes by 26.190 402.4.2.1 Air Leakage Testing QnergyLogic anm vsls En.sigfii enanrr� 402.5 Area -weighted average fenestration SHGC Q0 402.5 403.2.2 Mandatory Checklist Area -weighted average fenestration Duct Testing U -Factor As Designed Design exceeds requirements for IECC 2009 Performance compliance by 26,1%0. Name: Organization: Mark Lane EnergyLogic $755 $206 $158 $1,119 $1,034 $0 $2,153 Signature: L of'� Date: Dec 18, 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1821 IECC 2009 Performance compliance results calculated using Ekotrope"s energy algorithm, which is a RES NET Ar_credited IECC Rating Tool. O O G EU ry O a CL CL m C0 U 0 C) Ln LL _ U m CL U') N .r4 U- L) Q r O,f N 7 0 O O cn m Y t4 d J U m CL Ll) N U- C) 0 of r N zm m Y Ctf d J v ice+ ILI Q LO O O LL V d E LL O O = Cl C5 U U � Q N U) N p) Q O E L 2 o LL O Ln CO m O p (q =-0 M _ C N r CN N Qf n � N _ d Q E a� tm O y V CCD 7L� } 3(Dv 0) R N = •N � E C C O V .0 d (D 1a `m V) m o '^ a) O O CL C m N o s C E O o)roU N U C O..D Q) O- G N N Qv fU N O CL :E U Q._ d d � �+ iv L O m N N CL N O U (u m C N O V C is N ` E C d O_ C R R E) +�W O o as ca. N U C cD J Y m i, 0 6 co d U C.3 U u c c C) E 0 O U Q CV o �d c U `m n E `m o I- C a a z y N w U W Q'S S v N 0 a Y p 7 t uj m w Z5 .s 0 W y z m o a 4c W y C � N v V 0 fQ LL t7Y U 0 O O LL .O 2 LL Q z ['A C •O O U "C7 C 0 �o LL E C) a 0 0 f0 `o U f6 U- >1 T Oa aU C: W co Iq 0 U m O a� z OY G QJ z 0 M O /Ufa V T- U) an O 0 Qi O C U A U U v UE=C =01= ==eU 5276 Pierson Ct HERS�)Index Score: 5y -Building Envelope Specs Ceiling: R-50 Above Grade Walls: R'23 Foundation Walls: R-11 Exposed Floor: F-50 Slab: R-0 Infiltration: 1854CFyW50 (2.1 ACH50) Duct Insulation: R'0.5 Duct Leakage: 1 CFK825 Wimdmm& DomrSpeGS Window: U =0.3OO. SHGC=O.300 Door:R-7 Mechanical Equipment_ Heating: Furnace ^ Natural Gas ^Q21 AFUE Cooling: N/A Hot Water: Water Heater ^ Natural Gas `O.O8 Energy Factor Builder orK]e' n Professional Signature: _ UE== =009 Label 5276 Pierson Ct HERSOIndex Score: 3& Building Envelope Specs Ceiling: R-50 Above Grade Walls, R-23 Foundation Walls: R-11 Exposed Floor: R'50 Slab: R -O Infiltration: 1854 CFyN50 (2.1 ACH50) Duct Insulation: R'9.5 Duct Loakege�1CFK42G Window & Door Specs VVindow� U = 0.300. SHGC = 0.300 Door:R-7 UEquit Specs HeaUng:Fumaoo^Natural Gas ^g21AFUE Cooling: N/A Hot Water: Water Heater ^Natural Gam ^ 0.88 Energy Factor _ Builder erDesign Prmfeseimma| Bianatun»: 2005 EPAct Energy Efficient Horne Tax Credit (13-001) Property Organization Remington Homes EnergyLogic 5276 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 12/15/2017 Rater ID (RTIN): 8664221 Template - Remington - 755 FB - EKE Builder RESNET Confirmed 5276 Pierson Ct Remington Ekotropf Remington Homes RESNET Confirmed Rating. Normalized Modified End -Use Loads (MBtu 1 year) Category 2006 IECC 50% As Designed Target Heating 49.4 44.1 Cooling 6.6 10.5 Total 56.0 54.6 Ceiling U: 0.020 Wall U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 QnergyLogic Envelope Loads (MBtu / year) Category 2006 IECC As Designed 90% Target Heating 89.0 60.3 Cooling 11.9 12.2 Total 100.9 72.5 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 Date Ekotrope HERS Rating Tool - Version 2.2.0.1821 This information does not constitute a warranty or guarantee of home energy performance. Dec 18, 2017 Air Leakage Report Property Organization Remington Homes EnergyLogic 5276 Pierson Ct 719-243-5147 Inspection Status Wheat Ridge, CO 80033 Mark Lane 12/15/2017 Rater ID (RTIN): 8664221 Template - Remington - 755 FB - EKE Builder RESNET Confirmed 5276 Pierson Ct Remington Ekotrop( Remington Homes Air Leakage Measurement Unit CFM at 50 Pa Measured Infiltration 1854 ACH50 (Calculated) 2.1 ELA [sq. in.] (Calculated) 102 CFM50 (Calculated) 1854 Duct Leakage Number of Duct Systems 2 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] 119.0 Total Leakage [CFM25 / 100 s.f.] 3.7 Total Leakage [CFM25 / CFA] 0.037 Note: Ekotrope only shows numbers for the largest duct system. Mechanical Ventilation Rate [CFM] 93.0 Hours per day 24.0 Fan Watts 15,0 Recovery Efficiency % 0.0 Runs at least once every 3 hrs? true Average Rate [CFM] 93.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 88.9 nergyLogic anoly�i •. to rign�.. ensror�. RESNET HOME ENERGY QnergyLogic RATING standard Disclosure pn41yi1v °°' For home(s) located at: 5276 Pierson Ct , Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: Wi1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. in addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: ElA. The seller of this home or their agent B. The mortgagor for some portion of the financed payments on this home C. 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 Employer Rater Employer Rater Employer Rater DEmployer Rater Employer Rater Employer OR is in the business of Rater DEmployer Rater Employer Rater DEmployer Rater Employer Rater Employer Rater Employer 5. This home has been verified under the provisions of Chapter 6, Section 603 "Technical Requirements for Sampling" of the Mortgage Industry National Home Energy Rating Standard as set forth by the Residential Energy Services Network (RESNET). Rater Certification #: 8664221 Name: Mark Lane Organization: EnergyLogic Signature: Z41RVA L Date: Dec 18, 2017 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 Horne Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 City of Wheat�dge COMMUNITY DEVELOPMENT Escrow/Letter of Credit Transmittal Sheet An escrow agreement has been executed for the installation of front yard landscaping at 5215 Pierson Court and 5276 Pierson Court. The escrow is in the amount of Three thousand dollars and zero cents ($3000.00) for installation of site landscaping. The above amount is to be held in escrow for: ❑ Landscaping and parking under Planning & Development: ❑ Street Improvements under Public Works: ❑ Other: Escrow expires June 28, 2018 The escrow shall be held by the City as reimbursement to offset cost to City for completion of site work. Notes: /2--1-r,--rq- Name Date -1* 411 City of - Wheat l�j,dge COMMUNITY DEVELOPMENT Landscapinm Escrow Agreement This agreement made this 15th day of December 2017, 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 5276 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: Signature Lint Nameislk D69Z«\� ,J)n , C�-� c�� d5L?5Z �� Business Addres hone 1� l� �m�-� Lm�-Arn4LF Date Title City of Wheat Ridge, Colorado By: Title:�� Date: / Z -" / G- t� 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: �P/ lam r� Job Address: 76 1,�?mAl Permit Number: _;)0/7 Cly LlNo one available for inspection: Time !IPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /,�?'//f ,,/7 Inspector: DO NOT REMOVE THIS NOTICE =f1 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: ��'-/�c h ' r�� Job Address: s?� i g15C1\.1 f-" Permit Number: --?el - el � ❑ No one available for inspection: Time A'M Re -Inspection required: YesNo When corrections have been made, call for re inspection at 303-234-5933 Date: -/.2, AT, / Inspector: �.`-7,/(;�� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: X76 P_ esoAl C - - Permit Number: .61742e%&2 ❑ No one available for inspection: Time 6,WPM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: /,� -/f / 7 Inspector:/t— DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division �(303) (303) 234-5933 Inspection line 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address:--'S-,;?76 `/ //�� C Permit Number: r�O/7(_Q ❑ No one available for inspection: Time Re -Inspection required: Yes (` No, ) When corrections have been made, call for re -inspection at 303-234-5933 Date: ,/,),/F' % 7 Inspector: DO NOT REMOVE THIS NOTICE 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: t'I t .tr ®C7r-- Job Address: 51"Ll ' ej j!Jz, Permit Number: 1,01-100400 ❑ No one available for inspection: Time A %PM Re -Inspection required: Yes No When corrections have been made, call re -inspection at 303-234-5933 Date: V'L Inspector. n DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: '5�76 Permit Number:Q%%LL%� ❑ No one available for inspection: Time Re -Inspection required: Yes .,No,� When corrections have been made, call for re -inspection at 303 -234 - Date: 17,1 Inspector: DO NOT REMOVE THIS NOTICE CITY OFtWHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929Tax Inspection Type: Job Address: Permit Number: INSPECTION N `/ 6 ,(-L 20/7Oc C fl r v /i//l-r L ao ❑ No one available for inspection: TimeyL�'5 5-AM/PM Re -Inspection required: YeoNo When corrections have been made, call for re-inspec#An at 303-234-5933 1 A,Date: Inspector: DO NOT REMOVE THIS NOTICE 8 ♦ 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 LA., Job Address: S '7 (v f '. R 5-0 '3 Permit Number: �, p/ 7 p {� y C) U .- ❑ No one available for inspection: Time.--", ime AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: DO NOT REMOVE THIS NOTICE 7 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: _Inh Ari irncc• .� `% L T_s4 /L. CPtcl i-7— ❑ No one available for inspectio imeC/ / :> AM/PM Re -Inspection required: Yes N ` { When correctiop7s have been made, call for re-' sp �f" n at 303-234-5933 `%� , Date: / Inspector: i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 5 cJL A i /41 �4'� Job Address: 7 6 �=7 C 7`— Permit Number: 0/%00`m ❑ No one available for inspection: Time�Jx, 'AM/PM Re -Inspection required: Yes When corrections have been made, call for re-insp tio.u'at 303-234-5933 k,, V' ' / .. . Date: � � ! Inspector: DO NOT REMOVE THIS NOTICE vr f e4 �TyOF /30 'ia�n wh �3o3J23J 83 S 3pect ogTR,OC inspecti SSoffc3'�sp NOn /N o Aer41°b qa Ilk, pFC Y, J23 8929 e dre's/ mit Al, mBOO NOr/ 'o De � a�aiiab/e ct/0/? for re�t�OryreIN" e N eS s ham y b0en Time qM�p n� M 7 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: _Inh Ari irncc• .� `% L T_s4 /L. CPtcl i-7— ❑ No one available for inspectio imeC/ / :> AM/PM Re -Inspection required: Yes N ` { When correctiop7s have been made, call for re-' sp �f" n at 303-234-5933 `%� , Date: / Inspector: 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 T rLG C Inspection Type: Job Address: C -7 - Permit 7 - Permit Number: 20/ � 00 51C'0 VL/1; 117 S ;AI A ❑ No one available for inspection: -Time 6) AM/PM Re -Inspection required: YesNo When corrections have been made, call for re -inspection at 303-234-5933 Date: �/ Inspector: DO NOT REMOVE THIS NOTICE i CITY 6F WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: �'/C L h rti ��1c'Cc: Job Address �� /6 � r!=�� s�Er� �/ �j Permit Number:. ZC /iUt� �%� ,o ❑ No one available for inspection: Time-,}�!�AM/PM Re -Inspection required: Yes No When corrections have been made, call for re-inspegfion at 303-234-5933 Date: Inspector i DO NOT REMOVETHIS NOTICE 41 CITY OF WHEAT RIDGE Building I nspectio"n'Divi s ion (303) 234-5933 Inspection line 9�(303) 235-2855 Office o (303) 237-8929 Fax INSPECTION NOTICE Inspection Typ6: Job Address: S c-' Permit Number: J' 4 LJ No one available for inspection: Time f "AM/PM Re -inspection required: Yes /No When corrections have been made, call for re-inspOtion at 303-234-5933 Date:— Inspector: DO NOT REMOVE THIS NOTICE - i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax SPECTION NOTICE Inspection Type: A L S Job Address: AA SOP,) Permit Number: 2_ /i (? Q �%000 MMM� ❑ No one available for inspection: TimeoAM/PM Re -Inspection required: Yes Flo When corrections have been made, call for re -inspection -at 303-234-5933 f% Date: -9— r ' 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 Incncar_tinn Tuna- S /—j/^ ❑ No one available for inspection: Time �` "� SAM/PM required: Yes/r ::P— Re-Inspection ) *When corrections have been made, call for n Date: z S Inspector:, City of Wheatl<iJge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Dat e: Project Address: Name of Firm/ Individual submitting documents: t r, Project Type/ Description: _- n Signature of Firm Representative or Individual: Q40ian L, NOT WRITE ��`�/l� a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Water District oZCo solidat ed Mutual Water District alley Water District o Denver Water Agency Notes: o Wheat Ridge Sanitation District o Clear Creek Sanitation District o Fruitdale Sanitation District o Westridge Sanitation District o Other Signat urs & �L Date: (Agency Representative) WHEN RECORDED RETURN T0: 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 P 0 By: � Wew Name: Robert R. Short Title: President State of Colorado ) County of-'� EJ1 �' }ss) The foregoing instrument was acknowledged to before me this February,., 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. -4 Witness my hand and official seal.._ My commission expires: JANET S JACKSON NOTARY PUBLIC STATE OF COLORADO NOTARY 10 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 j Notary!'Public Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No. 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $61.00 DF $0.00 Electronically Recorded Jefferson County, CO Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Otten Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the `Effective Date"), between REMINGTON HOMES OF COLORADO, INC., a Colorado corporation ("Borrower"), whose address is c/o Matt Cavanaugh, 5740 Olde Wadsworth Boulevard, Arvada, Colorado 80002; and the Public Trustee of the County in which the Property (see § 1) is situated ("Trustee"); for the benefit of TOUCHSTONE HOLDINGS, INC., a Colorado corporation ("Lender"), whose address is 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403. Borrower and bender covenant and agree as follows: 1. Property in Trust. Borrower, in consideration of the indebtedness herein recited and the trust herein created, hereby grants and conveys to Trustee in trust, with power of sale, the following legally described property located in the County of Jefferson, State of Colorado: Quail Ridge Estates Resubdivision, according to the recorded plat in Jefferson County, Colorado, together with all its appurtenances (the "Property"). Borrower shall develop the Property into 25 residential lots (each, a "Lot" and together, the "Lots"). 2. Note: Other Obligations Secured. This Deed of Trust is given to secure to Lender: (a) the repayrnent of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; NCS- '1rAk0Y-0a 1FF4ssFxa (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the performance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment under the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 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 Tiust 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. S. 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) sums 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 IFIM13 xa 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. t6. 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, this Deed of Trust and the obligations secured hereby shall remain in full force and effect as though no Acceleration had occurred, and the foreclosure proceedings shall be discontinued. 18. Appointment of Receiver; Lender in Possession. Lender or the holder of the Trustee's certificate of purchase shall be entitled to a receiver for the Property after Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies), and shall also be so entitled during the time covered by foreclosure proceedings and the period of redemption, if any; and shall be entitled thereto as a matter of right without regard to the solvency or insolvency of Borrower or of the then owner of the Property, and without regard to the value thereof. Such receiver may be appointed by any Court of competent jurisdiction upon ex parte application and without notice; notice being hereby expressly waived. Upon Acceleration under § 16 (Acceleration; Foreclosure; Other Remedies) or abandonment of the Property, Lender, in person, by agent or by judicially -appointed receiver, shall be entitled to enter upon, take possession of and manage the Property and to collect the rents of the Property including those past due. All rents collected by Lender or the receiver shall be applied, first to payment of the costs of preservation and management of the Property, second to payments due upon prior liens, and then to the sums secured by this Deed of Trust. Lender and the receiver shall be liable to account only for those rents actually received. 19. Release. (a) Full Release. Upon payment of all sums secured by this Deed of Trust, Lender shall cause Trustee to release this Deed of Trust and shall produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/100 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. If the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal law presently existing or hereafter enacted. 21. Dry Utility Obligations. Lender agrees that if the actual cost incurred by Borrower in connection with providing dry utilities service to the Lots (electricity, gas, phone 6 1353913.2 and cable) including the costs of pen -nits, fees, demolition, relocation and installation ("Dry Utilitv Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "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 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. [Remainder ofpage intentionally left blank Signature page follows.] 1353913.2 EXECUTED BY BORROWER. REMINGTON HOMES OF COLORADO, INC., a Colorado c( I/ Name Title: STATE OF COLORADO § COUNTY Or __�� The for oing instrument was acknowledged before me this 26th day of February, 2016, by c-�s YY''l,as Prec� of REMINGTON HOMES OF COLORADO, C.; a Colorado corporation, on behalf of said corporation. -19 SHANNO O.VCCr�i AN Notary #ublk State of Colorado Notary 10 20054037048 My Commission Ex iies Sep 23, ]2017 1353913.2 Witness my hand and official seal. My commission expires: L1 Notary Public 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: 5276 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, Fonda Wilhelm Office Manager 4/3/2017 Plan 755 A 5276 Pierson CT. Remington Homes Please respond under each number with location on the plans. 1. Please provide gas line sizing to all appliances. 2. Please provide mechanical sheet. 3. Please provide plumbing sheet. 4. All TGI floor joist must be covered with drywall or have approved fire coating applied. This also includes the basement area. 5. On sheet A-2 please provide floor clean outs. 6. On sheet A-2, please show double clean out for the exterior of the home. 7. On sheet A-2 please show back flow preventer with third party inspection. 8. On sheet A-2, please show hot water tank pan and drain to exterior or floor drain detail. 9. Please show combustion air requirements. 10. Please provide one line electrical drawing with panel size and location. 11. Please provide door Schedule 12. Please provide window schedule 13. Please provide window well detail showing escape ladder if needed 14. We will need engineer report and inspection on foundation Sheet S-1 15. 6" address numbers will be required on the structure visible from the street. 16. Review is limited to the contents of the plans submitted and any errors or omissions contained herein shall not be construed as permission to allow any condition to exist in violation of the codes of the City of Wheat Ridge. 17. It is the responsibility of the architect to install corrected sheets in the plans. The old sheets must stay with the building department for comparison. 18. Prior to CO or final, the GC shall provide as built in PDF. 5 ex P --L O -A Tc t rn ct. t l (4-q 1-01 civ oe heat Ftid9e Brian Tardif From: Brian Tardif Sent: Tuesday, April 4, 2017 10:01 AM To: 'office@geistructural.com' Subject: Grading Sheets I missed this on the question list for 5276 Pierson CT. We will also need a grading and drainage sheet added to the plans. Brian Tardif Combination Inspector/ Plan Examiner 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2850 Fax: 303-237-8929 www.ci.wheatridge.co.us op Cil) ttf Wheat 1kdh-Te CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. I 4/18/2017 Plan 755 A 5276 Pierson CT. Remington Homes fT he gas line sizing for appliances are on sheet P-1.lhe mechanicals are on the Manual J, Manual S, and Manual D. �QovChe plumbing isometric is on sheet A-2 with a fixture schedule. 4� General Project Note 22 has been added for all TGI floor joists to be fire coated. °The floor clean outs are shown on sheet A-2 plumbing isometric. The double clean out is shown on sheet A-2 plumbing isometric. The backflow preventer is shown on sheet A-2 plumbing isometric. The hot water tank and floor drain are shown on sheet A-2 plumbing isometric Hot water tank and furnace are sealed combustion. -*—'— PRwtpF S' 1CICk VThe E-1 sheet has been updated and shows the panel size. All door sizes are labeled on the floor plans. 1 . All window sizes are labeled on the floor plans. *1 window well detail has been added to sheet D-3 to show the escape ladder. e will provide engineering letters from the structural engineer to the building �S�}GCGGr department. 156)6" address numbers will be used. S� �1(� 6. N/A 17. N/A 18. We will provide as built plans to the building department prior to CO. We have re -submitted 2 full sets of the architectural plans with this letter. Thank You, Megan Sparks Remington Homes F CnY of Wheat Rage MI[ MiTek' Re: 755A GR 755A 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: R48201602 thru R48201655 My license renewal date for the state of Colorado is October 31, 2017. Lumber design values are in accordance with ANSI/TPI I section 6.3 These truss designs rely on lumber values established by others. �o�p,D O Ll�F2s cam: So0N FO O So 02 PE -44018 mss • I � • N�� City c -,f W heat idge COMMUNITY DWELOMNENT APPROVED Reviewed for Code Com fiance Vnhd,ty ar pennn rh, r'.Sua^' C ,/ a r"—'r or u!'PN�Jr ,�; pler,t �,vv,fv aUnns o! "--t 11.l1 In, ,Wali nu[ be or . ..... r f-, or aP(�rnv,d uf, anv vn�lufron to any of the pruv,vonz of the building Code or or any ;:,ty ordrnonres. Permits presuming to give outhofo to violate of cancel the provisions of the Building Codes or other ordinances of the City shall not be valid. / August 22,2016 Ong, Choo Soon IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. 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C LL U co T CD lA co N N xxxxs ss V r t E O O Q s� s� I* o x o Nm � I.L LL LL U U 1* 4T LO CO O O CA O N M w C CO m m x _o c� m U- L) U 0 CO CO le o x th o M T N d LL U w N O N ICT x O T a] C L r r WM X L � r X � r m E tD V tQ T (1) x C 0, p t G � (� O Z C LL U LL U M Q N N aj N T o � d c T U = CL C CC C� LL U LO O CO O CD NN LL Cl) x 0 tm d LL U LO CDI- N w 9 O J ..K 9O .M N E O O 'a co M le x 0 T Nm 1C1. C LL U co T CD lA co N N xxxxs ss V r t E O O Q s� s� I* o x o Nm � I.L LL LL U U 1* 4T LO CO O O CA O N M w C CO m m x _o c� m U- L) U 0 CO CO le o x th o M T N d LL U w N O N ICT x O T a] C L r r WM X L � r r � r m E 0 V tQ M LQ. M (1) a C 0, p t G � LO LO C N^ Y Job Truss 38-7-8 48-6-0 Qty Ply 755A848201602 Plate Offsets (X Y)-- [5:0-1-8,0-1-71, 17:0-0-15,0-1-81 [9:0-6-0,0-2-121, 112:0-2-14 0-2-01 f16:0 -2 -12,0-2-41,[20:0-2-0,0-2-81,[70:0-2-0,0-1-121,[78:0-2-0,0-0-41 S(�O •'•std V N •• Q 7Gusse SPACING- 2-0-0 CSI. DEFL. 755A_GR Al 1 1 TC 0.26 Vert(LL) -0.17 16-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:20 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-yZCkY1V4f5mEh3glrHlw2asZy3gURoVd5aCbKXyIKB9 -1-0-0 6-3-6 -3-4 8-3-2 24-3-0 30-2- 4 36-2-12 42-2-10 48-6-0 4 -6 1-o- 6-3-6 5-11-14 5-11-14 5-11-14 5-11-14 5-11-14 5-11-14 6-3-6 1-0- 3x4 6x10 = 4x6 = 30 29 28 27 26 24 23 22 21 1918 108 17 16 15 109 110 14 46 = 25 10620 107 46 =5x8 = 46 = 4x8 = 4x6 = 5x8 = 4x8 = Ib Scale= 1:97.7 NOTES - 18-3- 8 -8 30- - 38-7-8 48-6-0 Ll 9-10-8 6-4-10 0- -6 11-9-6 8-4-10 9-10-8 Plate Offsets (X Y)-- [5:0-1-8,0-1-71, 17:0-0-15,0-1-81 [9:0-6-0,0-2-121, 112:0-2-14 0-2-01 f16:0 -2 -12,0-2-41,[20:0-2-0,0-2-81,[70:0-2-0,0-1-121,[78:0-2-0,0-0-41 S(�O •'•std V N •• Q LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.17 16-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(TL) -0.33 16-18 >999 240 will fit between the bottom chord and any other members, with BCDL = 10.Opsf. TCDL 10.0 Rep Stress Incr YES WB 0.81 Horz(TL) 0.04 12 n/a n/a Ridge BCLL 0.0 Code IRC2012rTP12007 Matrix -R Wind(LL) 0.05 14-16 >999 240 Weight: 523 Ib FT = 20% BCDL 10.0 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component LUMBER- BRACING - Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purtins. BOT CHORD 2x6 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 SPF No.2 `Except` 10-0-0 oc bracing: 16-18,14-16,12-14. 7-16,7-18: 2x4 SPF 1650F 1.5E, 9-14,11-14,5-25,3-25: 2x4 HF Stud WEBS 1 Row at mtdpt 7-16, 8-16, 9-16, 6-18, 5-18 OTHERS 2x4 HF Stud `Except` 2 Rows at 1/3 pts 7-18 7-31,32-34,41-42,44-45,64-65,72-74,75-76: 2x4 SPF No.2 REACTIONS. All bearings 18-5-8 except (jt=length) 12=0-5-8. (lb) - Max Horz 2=212(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 2, 22, 29, 30 except 18=-254(LC 11), 25=-240(LC 10), 19=-590(LC 17), 12=-241 (LC 11) Max Grav All reactions 250 Ib or less at joint(s) 22, 23, 24, 26, 27, 28, 29, 30 except 2=355(LC 15), 18=2709(LC 2), 18=2618(LC 1), 25=571 (LC 15), 21=281(LC 17), 12=1535(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-299/139, 3-5=-107/437, 5-6=-45/655, 6-7=0/652, 7-8=-1382/415, 8-9=-1305/275, 9-11=-2106/355,11-12=-2458/404 BOT CHORD 24-25=-296/271,23-24=-296/271,22-23=-296/271,21-22=-296/271, 19-21=-296/271, 18-19=-296/271, 16-18=0/355, 14-16=-76/1615, 12-14=-260/2089 WEBS 7-16=-344/1645, 8-16=-715/241, 9-16=-807/269, 9-14=-46/481, 11-14=-405/220, 7-18=-1910/233, 6-18=-739/246, 5-18=-356/159, 3-25=-492/251 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; Ll enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip o�NDO •�•• ••�•• DOL=1.33O��•• 2) Truss designed for loads in the the truss For to to the face), see Standard Industry S(�O •'•std V N •• Q wind plane of only. studs exposed wind (normal Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. ; Q �� 0% 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 : 018 non -concurrent with other live loads. i 6) All plates are 2x4 MT20 unless otherwise indicated. �• •: LV 7) Gable studs spaced at 1-4-0 oc. 0 '•� �•'�� 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. (CS ••••••••' 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 S/ON AL EN will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 22, 29, 30 A C)gy of USt 22, 2016 except (jt=1b) 18=254, 25=240, 19=590, 12=241. AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Ridge Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ,iza_ 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 plV jspn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the r g fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component eenbackLaneSafety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Su.._ _ Job Truss Truss Type Qty Ply 755A TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at micipt 8-18, 9-17,6-18, 5-19 11-14,3-21: 2x4 HF Stud 848201603 755A—GR A2 Common 3 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4493/591, 3-5=-4236/608, 5-6=-3376/500, 6-7=-2743/482, 7-8=-2743/482, 8-9=-3376/500,9-11=-4236/609, 11-12=-4493/592 Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:21 2016 Page 1 I D: NQh2UcVWJcwzBggux_AVmUyILAq-Qm m6mN WjQPu5JDP UP?G9bnPkxT8sAGJnKEy9syIKBS -0- 6-6-4 1 -5- 18-4-1 24-3-0 30-1-15 36-0-14 41-11-12 1-0- 6-6-4 5-10-15 5-10-15 5-10-15 5-10-15 5-10-15 5-10-15-0- 6x6 = Scale = 1:88.8 012 = 21 24 Zb Zu 19 zo 18 zf 17 1a zo 1b za 14 4x12 = 4x6 = 5x6 = 4x6 = 5x8 = 46 = 5x6 = 6x6 = 4x6 = I% Plate Offsets (X Y)— [2:1-0-0,0-0-51, LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 [12:1-0-0,0-0-51 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.24 BC 0.50 WB 0.71 Matrix -R DEFL. in (loc) I/dell Lid Vert(LL) -0.25 19-21 >999 360 Vert(TL) -0.54 19-21 >999 240 Horz(TL) 0.19 12 n/a n/a Wind(LL) 0.15 19 >999 240 PLATES GRIP MT20 185/144 Weight: 290 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at micipt 8-18, 9-17,6-18, 5-19 11-14,3-21: 2x4 HF Stud REACTIONS. (Ib/size) 2=2500/0-5-8, 12=2500/0-5-8 Max Horz 2=-212(LC S) Max Uplift 2=-344(LC 10), 12=-344(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4493/591, 3-5=-4236/608, 5-6=-3376/500, 6-7=-2743/482, 7-8=-2743/482, 8-9=-3376/500,9-11=-4236/609, 11-12=-4493/592 BOT CHORD 2-21=-618/3841, 19-21=-468/3425, 18-19=-287/2921, 17-18=-168/2921, 14-17=-273/3425, 12-14=-423/3841 WEBS 7-18=-270/1852, 8-18=-1255/298, 8-17=-90/814, 9-17=-743/267, 9-14=-78/537, 11-14=-286/208, 6-18=-1255/298, 6-19=-90/813, 5-19=-743/267,5-21=-77/536, 3-21=-286/207 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs DO L I Ce non -concurrent with other live loads. truss been designed for 10.0 bottom live load with any other live loads. •...••• •. S� 5) This has a psf chord nonconcurrent . dL .•'•S©O ' /V �•• 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide ; Q will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) . 2=344,12=344. : 018 18 o�FSS/ONAL ,2016 ,,u A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. e 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 T Utidin building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M� 1 s D",'., 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 Greenba ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 755A 755A GR A3 Common 6 1 TC 0.65 Vert(LL) -0.25 17-19 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 Run: 8.010 s Jul 12016 Print: 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:37 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-IQudExaHp?wBOLvOns9FKMsdFor_Ldc3ZN9R4gylH2G - -0. 6-6-4 12-5-2 18-4-1 24-3-0 32-1-9 40-0-2 48-0-8 -0. 6-6-4 5-10-15 5-10-15 5-10-15 7-10-9 7-10-9 8-0.6 4 5x10 II F1I1FWw_ 21 4x12 = 19 22 23 18 17 24 16 25 15 14 13 12 6x8 = 06 = 5x6 = 46 = 5x8 = 46 = 2x4 11 4x6 = 5x8 = 8-5-14 18-4-1 24-3-0 32-1-9 40A-2 48-0-8 Scale = 1:88.1 N 4- 6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.65 Vert(LL) -0.25 17-19 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.60 Vert(TL) -0.53 17-19 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.19 11 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.15 17 >999 240 Weight: 279 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 SPF No.2 "Except' 3-19,10-12: 2x4 HF Stud WEDGE Right: 2x4 HF Stud BRACING. TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-16, 8-16, 10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=2487/0-5-8 (min. 0-4-2), 11=2386/Mechanical Max Horz 2=214(LC 7) Max Uplift 2=-343(LC 10), 11=-314(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4465/589, 34=-4209/590, 4-5=-4078/606, 5-20=-3346/483, 6-20=-3171/499, 6-7=-2718/476, 7-21=-2746/473, 8-21=-2771/431, 8-9=-3436/505, 9-10=-3579/467, 10-11=-4365/563 BOT CHORD 2-19=-621/3817, 19-22=472/3400, 22-23=-472/3400, 18-23=472/3400, 17-18=-472/3400, 17 -24=-291/2892,16-24=-291/2892,16-25=-194/3074,15-25=-194/3074, 14-15=-194/3074, 13-14=-382/3694, 12-13=-382/3694, 11-12=-382/3694 WEBS 3-19=-288/207, 5-19=-76/542, 5-17=-749/267, 6-17=-96/799, 6-16=-1227/299, 7 -16= -249/1754,8 -16=-1230/323,8-14=-20/558,10-14=-711/251,10-12=0/335 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 343 Ib uplift at joint 2 and 314 Ib uplift at joint 11. 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. rRDO CI�F� O 44018 • o�FSS�ONAL August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/092015 BEFORE USE. 1 Mrd j r` 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 Of building building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek n� n/Vrr 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 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 755A FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 9-5-0 6-11-10 7-4-14 Plate Offsets (X Y)— [1:0-0-0,0-0-91, [5:0-1-0,0-2-41, [16:0-4-0 0-2-01 [17:0-7-0,0-6-41 848201605 755A_GR A4 Common Girder 1 3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-q KSFOPZbiKGgAh8347gsDQ1BXg6vNeDDOCApTJylKB5 1 7-10-6 14-10-0 19-6-8 + 24-3-0 28-11-8 33-8-0 40-7-10 48-0.8 7-10-6 6-11-10 4-6-8 4-8-8 4-8-8 4-8-8 6-11-10 7-4-14 6x6 11 Scale = 1:87.2 6x10 = 21 22 23 18 24 25 26 17 27 28 16 29 15 14 13 12 5x8 = 3x12 II 12x14 = 5x8 = 6x10 = 48 = 3x6 II 6x10 = 7-10-6 14-10-0 24-3-0 33-8-0 1 40-7-10 48-0-8 7-10-6 6-11-10 9-5-0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 9-5-0 6-11-10 7-4-14 Plate Offsets (X Y)— [1:0-0-0,0-0-91, [5:0-1-0,0-2-41, [16:0-4-0 0-2-01 [17:0-7-0,0-6-41 BOT CHORD 1-18=-3140/19781, 17-18=-3140/19781, 16-17=-1651/11303,13-16=-1094/8435, LOADING (pst) SPACING- 2-0-0 WEBS 6-16=-1187/7449,7-16=-909/423,7-13=-324/1020, 8-13=-556/247, 10-13=-549/388, CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: TC 0.48 Vert(LL) -0.33 17-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 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 BC 0.67 Vert(TL) -0.65 17-18 >876 240 ��•••e•��fi� TCDL 10.0 Rep Stress Incr NO DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 WB 0.70 Horz(TL) 0.16 11 n/a n/a BCLL 0.0 Code IRC2012rrP12007 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 Matrix -R Wind(LL) 0.21 17-18 >999 240 Weight: 938 Ib FT = 20 BCDL 10.0 , �•' C� • �'•• • • • •• �� s`S/0NM-�� 1=1810,11=794. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 821 Ib down and 129 Ib up at LUMBER- 4i ini ict �� f11 R BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 'Except` 7-16,7-13,5-16,5-17: 2x4 SPF 1650F 1.5E, 10-12,2-18: 2x4 HF Stud REACTIONS. (Ib/size) 1=11844/0-5-8 (req. 0-6-8), 11=5348/Mechanical Max Horz 1=-206(LC 21) Max Uplift 1=-181O(LC 10), 11=-794(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-22459/3450, 2-4=-18459/2901, 4-5=-18378/3029, 5-6=-9111/1515, 6-7=-9107/1514, 7-8=-10002/1668,8-10=-10005/1532,10-11=-10472/1557 BOT CHORD 1-18=-3140/19781, 17-18=-3140/19781, 16-17=-1651/11303,13-16=-1094/8435, 12-13=-1262/9053, 11-12=-1262/9053 WEBS 6-16=-1187/7449,7-16=-909/423,7-13=-324/1020, 8-13=-556/247, 10-13=-549/388, 10-12=0/255, 5-16=-7570/1367, 5-17=-1994/11666, 4-17=-415/266,2-17=-39481722, 2-18=-436/3564 NOTES - 1) 3 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 4-17 2x4 - 2 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. Pd 0 Lice 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; ��•••e•��fi� enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip : • S00/1/ .s�O DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 Q 0 �•�� 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ; 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide : 4018 ; will fit between the bottom chord and any other members, with BCDL = 10.Opsf. -0 �• 8) WARNING: Required bearing size atjoint(s) 1 greater than input bearing size. f� •� �� %{ ' 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) , �•' C� • �'•• • • • •• �� s`S/0NM-�� 1=1810,11=794. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 821 Ib down and 129 Ib up at 2-0-12, 821 Ib down and 129 Ib up at 4-0-12, 821 Ib down and 129 Ib up at 6-0-12, 821 Ib down and 129 Ib up at 8-0-12, 821 Ib 4i ini ict �� f11 R down ana izv w up at i0-0-112, 821 ID down and 129ID up at T2-0-12, and 821 ID down and Ry ID up ai -i 3-6-12, and 6672 lD •"a""• '---- A WARNING - Verily 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 . Wheat Ri f( a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall uJ e building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT® is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the $L/ildiff fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenba Lane _q DiVISpt3 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 10 Job Truss Truss Type Qty Ply 755A 848201605 755A—GR A4 Common Girder 1 3 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 2 ID:NQh2UcVWJcwzBggux_AVmUylLAq-gKSFOPZbiKGgAh8347gsDQ1 BXg6vNeDDOCApTJyIKB5 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-11=-80, 1-11=-20 Concentrated Loads (lb) Vert: 17= -6672(F)18= -821(F) 21=-821(F) 22=-821(F) 23=-821(F) 24= -821(F)25= -821(F) 26=-821(F) City of WARNING - Venfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 10/032015 BEFORE USE. e g Neat 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 Mire UI'Cfi71p rl t is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1U(5{}r,: fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI building Component 7777 Greenbac ne Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. Job Truss Truss Type Qty Ply 755A = 2x4 SPF No.2 10x10 MT20HS = WEBS 2x4 SPF No.2 *Except' 848201606 755A GR A5 Common 2 1 ••e•e•• r�OO�•. REACTIONS. (Ib/size) 1=1647/Mechanical, 9=1647/Mechanical 7) Refer to girder(s) for truss to truss connections. truss to bearing 100 Ib ; O O O� 8.1-815-11-8 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 1 ID: NQh2 UcVvVJcwzBggux_AVmUylLAq-gKSFOPZbiKGgAh8347gsDQ 1 A2g3rNc6DOCApTJyIKB5 l 8-1-8 15-11-8 + 23-9-8 28-3-8 33-1-0 8-1-8 7-10-0 7-10-0 4-6-0 4-9-8 6x6 = 5.6 II 14 13 12 11 17 10 18 19 9 Scale= 1:77.6 LUMBER- 2x4 II 3x6 3x4 = 2x6 SPF 1650F 1.5E 4x8 = 2x4 SPF No.2 10x10 MT20HS = WEBS 2x4 SPF No.2 *Except' BOT CHORD 4) All plates are MT20 plates unless otherwise indicated. 3-14: 2x4 HF Stud 3x5 = SLIDER Left 2x4 HF Stud 4-6-0 ••e•e•• r�OO�•. REACTIONS. (Ib/size) 1=1647/Mechanical, 9=1647/Mechanical 7) Refer to girder(s) for truss to truss connections. truss to bearing 100 Ib ; O O O� 8.1-815-11-8 1=239,9=216. 23-9-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. 33-1-0 1-3=-2738/398, 3-5=-1988/347, 5-6=-1170/282, 6-7=-1081/311, 7-8=-267/180, 8-9=-286/135 8-1-8 BOT CHORD 7-10-0 7.10-0 WEBS 3-14=0/322, 3-12=-725/246, 5-12=-31/552, 5-10=-1124/334, 6-10=-76/468, 9-3-8 7-10=-77/748, 7-9=-1499/213 Plate Offsets (X Y)-- f9:Edge 0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.86 Vert(TL) -0.53 9-10 >749 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.11 9 n/a n/a BCLL 0.0 Code IRC2012/IPI2007 Matrix -R Wnd(LL) -0.08 9-10 >999 240 Weight: 193 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1.1 WEBS 2x4 SPF No.2 *Except' BOT CHORD 4) All plates are MT20 plates unless otherwise indicated. 3-14: 2x4 HF Stud WEBS SLIDER Left 2x4 HF Stud 4-6-0 ••e•e•• r�OO�•. REACTIONS. (Ib/size) 1=1647/Mechanical, 9=1647/Mechanical 7) Refer to girder(s) for truss to truss connections. truss to bearing 100 Ib ; O O O� Max Horz 1=458(LC 7) 1=239,9=216. Max Uplift 1=-239(LC 10), 9=-216(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2738/398, 3-5=-1988/347, 5-6=-1170/282, 6-7=-1081/311, 7-8=-267/180, 8-9=-286/135 BOT CHORD 1-14=-452/2289,12-14=-452/2289,10-12=-271/1663,9-10=-123/642 WEBS 3-14=0/322, 3-12=-725/246, 5-12=-31/552, 5-10=-1124/334, 6-10=-76/468, 7-10=-77/748, 7-9=-1499/213 Structural wood sheathing directly applied or 5-7-13 cc purlins, except end verticals. Rigid ceiling directly applied or B-7-8 cc bracing. 1 Row at midpt 3-12, 5-10, 8-9, 7-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; C1=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads.O PD 0 LIC 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. ••e•e•• r�OO�•. 0� .• • V 7) Refer to girder(s) for truss to truss connections. truss to bearing 100 Ib ; O O O� 8) Provide mechanical connection (by others) of plate capable of withstanding uplift at joint(s) except Qt=1b) 1=239,9=216. G) � 4018 o • : �c AUgUST Y2, AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 10/032015 BEFORE USE. ... ~ ., Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall 7 111d �IvlsOn building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing In M'T' 9 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 Greenb ane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. We Job Truss Truss Type Qty Ply755A DEFL. 755A GR A6 Common Structural Gable 1 1 TC 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce CBy,C0.80022 Run: 8.010 s Jul 12016 Print: 8.010 5 Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:54 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-IhQ2olnypD3mZyifHwyFWx3ZCfcCgLNZTXnrBLyIH2? i 8-1-8 15-11-8 23-9-8 28-3-8 33-1-0 ' 8-1-8 7-10-0 7-10-0 46-0 4 4x 6x6 = 6.00 12 3x5 = 3x9 = 10x10 MT20HS - 5x6 = Scale = 1:79.3 Plate Offsets (X Y)— [1:0-4-2.0-0-11, 0:0-0-0,04-101, (9:Edge 0-3-81 [11:0-3-0.0-3-01, [53:0-3-14,1-4-121 Lic 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 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.50 9-10 >549 240 MT20HS 148/108 TCDL 10.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.03 9 n/a n/a BCLL 0.0 Code IRC2012lTP12007 Matrix -R Wind(LL) -0.08 9-10 >999 240 Weight: 367 Ib FT = 20 BCDL 10.0 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan LUMBER- BRACING - 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` except end verticals. 1-11: 2x4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except` WEBS 1 Row at midpt 5-12, 5-10, 8-9, 7-9 3-15: 2x4 HF Stud MiTek recommends that Stabilizers and required crass bracing OTHERS 2x4 HF Stud *Except* be installed during truss erection, in accordance with Stabilizer 21-23,24-26,55-57,62-63,65-66: 2x4 SPF No.2 Installation guide. SLIDER Left 2x4 HF Stud 4-6-0 REACTIONS. All bearings 10-0-0 except (jt=length) 9=Mechanical, 13=0-3-8. (lb) - Max Horz 1=458(LC 7) Max Uplift All uplift 100 lb or less at joint(s) 1, 19, 20 except 15=-304(LC 10), 9=-160(LC 10), 14=-184(LC 5) Max Grav All reactions 250 Ib or less at joint(s) 16, 17, 18, 19, 20 except 15=1382(LC 1), 1=381(LC 14), 9=1312(LC 15), 13=314(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-547/136, 2-3=-410/170, 3-4=-1135/187, 4-5=-908/225, 5-73=-857/215, 6-73=-731/236,6-7=-767/265,8-74=-265/158, B-9=-282/136 BOT CHORD 1-20=-225/280,19-20=-225/280, 18-19=-225/280,17-18=-225/280,16-17=-225/280. 15-16=-225/280, 14-15=-225/280, 13-14=-225/280,12-13=-225/280, 11-12=-214/921, 11 -75= -214/921,10 -75=-214/921,10-76=-110/487,76-77=-110/487,9-77=-110/487 WEBS 3-15=-1331/325, 3-12=-9/743, 5-10=-414/230, 7-10=-48/488, 7-9=-1134/190 NOTES - Lic 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 Lumber DOL=1.33 ��P�0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical and right exposed; plate grip �•••••�•••� s DOL=1.33V� 'O 500/x/ 9 tCQ 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 ; Q 0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • 2 00 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 ; 4) Unbalanced snow loads have been considered for this design. 4018 5) All plates are MT20 plates unless otherwise indicated. e • • 6) All plates are 2x4 MT20 unless otherwise indicated. �•�� 7) Gable studs spaced at 1-4-0 oc. Q •• : \� �•••• 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ••• �\ �� 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide LS'S'��NAL 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) 1, 19, 20 except .`� A40,1�_t 22 C (jt=1b) 15=304, 9=160,14=184. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE..�Q✓`�� Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not ^Cy a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTek` fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lan Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 _ - - We Job Truss Truss Type Qty Ply 755A 755A GR A6 Common Structural Gable 1 7 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 Run: 8.010 s Jul 1 2016 Print: 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:55 2016 Page 2 I D: NQh2UcVVVJcwzBggux_AVm UylLAq-DtzQO5naaXBdA6HsgeTU29cky3yRZodjiAXOjnyIH2_ NOTES - 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. City of Wheat Ridge A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 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 755,& I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201608 755A—GR B1 Common Supported Gable 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 Job Reference (optional) Alpine Lumber Go., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:312016 Page 1 ID:NQh2UcVVVJcwzBggux_AVmUylLAq-7hNusoe 3T9gWmAP?5SV?upU3VfJWNDFdoNhDPyIKB_ 1-0-0 15-3-0 30-6-0 31-6-0 1 00 15-3-0 15-3-0 1 0 0, i 4x6 = 14 Scale = 1:53.1 3x4 = 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 3x4 = 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 26 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 26 n/r 120 BCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 26 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 196 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud *Except* 14-39: 2x4 SPF No.2 REACTIONS. All bearings 30-6-0. (lb) - Max Horz 2=137(LC 9) Max Uplift All uplift 1001b or less at joint(s) 2, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 Max Grav All reactions 250 Ib or less at joint(s) 2, 39, 40, 41, 42, 43, 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 40, 411;2,4 � 44, 45, 46, 47, 48, 49, 37, 36, 35, 34, 33, 32, 31, 30, 29, 28, 26. i �Q`PD O C/� O O2 • AtZ44018 OW_ August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 101032015 BEFORE USE. Design valid for use only with Mil ekO connectors. This design is based only upon parameters shown, and is for 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 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/T911 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109. - Job Truss Truss Type Qty Ply 755A Plate Offsets KY)- [3:0-4-0.0-5-01, [5:0-4-0.0-5-01. 19:0-4-0.0-3-01 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 848201609 755A B2 Common 2 1 TC 0.29 -GR -0.10 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:32 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-btxG38fcgnHX8vlbYozkX6McNvgDFLNOsS6EkryIKAz Fl -11-0-0 7-9-4 15-3-0 22-8-12 30-6-01-6-Oi -0-0 7-9-4 7-5-12 7-5-12 7-9-4 1-0-0 11 6x6 = 6.0o Scale = 1:52.2 5x6 = 10 9 6 5x6 = 2x4 II 5x8 = 2.4 II ]a 7-9-4 15-3-0 22-8-12 30-6-0 r 7-9-4 7-5-12 enclosed; MWFRS (envelope); cantilever left and Fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 7-5-12 7-9-4 Plate Offsets KY)- [3:0-4-0.0-5-01, [5:0-4-0.0-5-01. 19:0-4-0.0-3-01 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.10 9 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.70 Vert(TL) -0.26 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 6 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.07 2-10 >999 240 Weight: 137 Ib FT = 20 BCDL 10.0 Building Divison LUMBER- BRACING - August 22,2016 TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpl 5-9,3-9 5-8.3-10: 2x4 HF Stud MiTek' REACTIONS. (Ib/size) 2=1600/0-5-8, 6=1600/0-5-8 Max Horz 2=137(LC 9) 7777 Greenback Lane Max Uplift 2=-224(LC 10), 6=-224(LC 11) Suite 109 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2544/325, 3-4=-1789/289, 4-5=-1789/289, 5-6=-2544/325 BOT CHORD 2-10=-302/2145, 9-10=-303/2143, 8-9=-178/2143, 6-8=-177/2145 WEBS 4-9=-70/891, 5-9=-876/259, 5-8=0/309, 3-9=-8761258, 3-10=0/309 NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and Fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Pg 0 L i(✓ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) ••••••• �/(//s 2=224,6=224. �Q� •0 0 Soo/v%•FO VO• • 0.0i • • • 4018 City of %•.�� Wheat Ridgc o��sS�ONALE"'�\� Building Divison August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MTekm connectors. This design is based only upon parameters shown, and is for an individual building component, note a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 848201610 755A_GR B3 Roof Special Structural Gable 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:35 2016 Page 1 ID:NQh2UcVVVJLwzBggux AVmUylLAq-OScPi9hV7if6?NUAExWR9k_5F6sdSeLgYQLuLAyIKAw 1 7.9-4 15-3-0 22-6-0 26-10-4 31-6-0 322.6 -Qi 1-0-0 7-9-4 7-5-12 7-3-0 4-4-4 4-7-12 1-0-0 5x8 = 6.00 F12 Scale = 1:57.6 5x6 = 15 13 '- 11 4x6 = 3x5 =3x9 = 3x5 = 3x4 = 10 9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) -0.13 11-13 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.72 Vert(TL) -0.30 11-13 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.13 9 n/a n/a BOLL 0.0 print inn Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 11-13 >999 240 Weight: 241 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 3-13,4-13,5-13: 2x4 SPF No.2 WEBS OTHERS 2x4 HF Stud Structural wood sheathing directly applied or 5-0-6 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-13, 5-13, 6-9 REACTIONS. All bearings 0-3-8 except Qt=Length) 2=0-5-8, 9=1-5-8. (lb) - Max Horz 2=-138(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 2=-232(LC 10), 9=-327(LC 11) Max Grav All reactions 250 Ib or less at joint(s) except 2=1644(LC 1), 9=1405(LC 1), 10=395(LC 5), 10=253(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2632/340,3-4=-1885/313, 4-5=-1871/305. 5-6=-2464/379, 7-9=-374/139 BOT CHORD 2-15=-318/2222, 13-15=-319/2220, 11-13=-266/2307, 10-11=-308/1941, 9-10=-308/1941 WEBS 3-15=0/311, 3-13=-878/254, 4-13=-80/952, 5-13=-984/264, 6-11=0/568, 6-9=-2241/318 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 ANSIfTPI 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 studs spaced at 111-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 2 and 327/uplift uplift city 01 at joint 9. Wheat Rid lldirig Dlvl`•c'n A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED Ill REFERENCE PAGE Wp7473 rev. 10/0312015 BEFORE USE. Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Wit building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing �T®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 August 22,2016 Job Truss Truss Type Qty Ply 755,& PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.13 9-10 >999 360 848201611 755A_GR B4 Roof Special 2 1 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:36 2016 Page 1 ID:N Qh2UcW VJcwzBggux_AVmUylLAq-UeAnvVi7uOnzcX2Mne1 giyXAZWB WB67_n44StcylKAv 1-0.0 7-9-4 15-3-0 22-6-0 26-10-4 1 31-6-0 32-6-qi 1-0.0 7-9-4 7-5-12 7-3-0 4-4-4 4-7-12 1-0-0 0 ab 4 �1 5x8 = 6.o0 12 Scale= 1:57.6 5x6 = 14 1. 12 10 9 2x4 3x5 =3xg = 3x6 = 3x4 = 10x10 MT20HS = 14 Plate Offsets (X Y)-- [3:0-4-0,0-5-01, [5:0-8-12,0-3-01, [7:0-4-0,0-1-121, f9:Edge 0-3-81 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 0.79 Vert(LL) -0.13 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 SC 0.75 Vert(TL) -0.37 9-10 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.08 10-12 >999 240 Weight: 152 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc pur ins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud `Except' BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. 3-12,4-12,5-12: 2x4 SPF No.2 WEBS 1 Row at midpt 3-12, 5-12, 6-9 REACTIONS. (Ib/size) 2=1655/0-5-8,9=1648/0-5-8 Max Horz 2=-138(LC 8) Max Uplift 2=-228(LC 10), 9=-236(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2655/332, 3-4=-1906/305, 4-5=-1892/297, 5-6=-2529/354, 6-7=-352/3, 7-9=-449/107 O 8J BOT CHORD 2-14=-311/2242, 12-14=-312/2240, 10-12=-243/2370, 9-10=-277/2023 WEBS 3-14=0/314, 3-12=-879/254, 4-12=-72/971, 5-12=-1033/244, 6-10=0/546, 6-9=-2101/370 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 va DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 �J 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 LIC�ns 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 •• • •• U will fit between the bottom chord and any other members.SDON �O�Pd 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 2 and 236 Ib uplift at ;•.•'• Com; Q O joint 9. • • G• • 44018 9 •.• •: �� o�Fss�O00'NA0 August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE IWI.7473 rev. 1010312015 BEFORE USE. wt Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M 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/TFI1 quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heiahts. CA 95610 Job Truss Truss Type Qty Ply 155A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.13 9-10 >999 360 848201612 755A GR 85 Roof Special 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:36 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUyllAq-UeAnvVi7uOnzcX2MnelgiyXAZWBWB67_n44StcylKAv 1-0- 7-9-4 15-3-0 2-6-0 6-10-4 31-6-0 2�- 1-0-0 7-9-4 7-5-12 7-3-0 4-4-4 4-7 5x8 = 6.00 12 Scale= 1:57.6 5x6 = 14 .- 12 .1 10 9 2x4 I 3x5 =3x9 = 3x6 = 3x4 = 10x10 MT20HS = 14 Plate Offsets (X Y)-- [3:0-4-0,0-5-01, [5:0-8-12,0-3-01, [7:0-4-0,0-1-121, f9:Edge 0-3-81 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 0.79 Vert(LL) -0.13 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.75 Vert(TL) -0.37 9-10 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCLL 0.0 Code IRC2012rrP12007 Matrix -R Wind(LL) 0.08 10-12 >999 240 Weight: 152 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-12,4-12,5-12: 2x4 SPF No.2 WEBS 1 Row at midpt 3-12, 5-12, 6-9 REACTIONS. (Ib/size) 2=1655/0-5-8,9=164810-5-8 Max Horz 2=-138(LC 8) Max Uplift 2=-228(LC 10), 9=-236(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2655/332, 3-4=-1906/305, 4-5=-1892/297, 5-6=-2529/354, 6-7=-352/3, 7-9=-449/107 9-10=-277/2023 �q; BOT CHORD 2-14=-311/2242, 12-14=-312/2240, 10-12=-243/2370, WEBS 3-14=0/314, 3-12=-879/254, 4-12=-72/971, 5-12=-1033/244, 6-10=0/546,6-9=-2101/370 �`� ��Zg he C 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; Qj enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip t> 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) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. DO LICF�s 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide • • •. e•'•• will fit between the bottom chord and any other members.•.•''• SOON VOA 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 Ib uplift at joint 2 and 236 Ib uplift at Q Q �.L'• joint 9. : • • die • 44018 z -v ; �cc SS�ONM_ August 22,2016 AWARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev, 101032015 BEFORE USE. Design valid for use only with 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 SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply 755A TCLL 30.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) 848201613 755A_GR C1 Common Supported Gable 1 1 -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:38 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-Q1 IYKBjNPdl hsgClv348nNccPK_Gf6iHEOZYyVylKAt 19-3-0 23-6-8 -0-0 19-3-0 4-3-8 �1 46 = 18 19 3x5 11 39 38 37 36 35 34 33 32 31 30 29 2827 26 25 24 23 22 3x4 = 4x6 11 23-6-8 23-6-8 Plate Offsets (X Y)— [2:0-2-5,0-1-91, 122:Edge 0-3-81 Scale = 160.2 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 0.32 Vert(LL) 0.00 1 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.00 1 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 22 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 176 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud 'Except' WEBS 1 Row at midpt 21-22, 18-25, 17-26, 16-27, 19-24, 20-23 18-25,17-26,16-27,15-29,14-30,19-24,20-23: 2x4 SPF No.2 SLIDER Left 2x4 HF Stud 1-6-7 REACTIONS. All bearings 23-6-8. (lb) - Max Hoa 2=423(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 22, 2, 25, 26, 27, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 24, 23 except 39=-110(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 22, 25, 26, 27, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39, 24, 23 except 2=269(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-399/127, 4-5=-330/110, 5-6=-313/109, 6-8=-289/106, 8-9=-267/103, 9-10=-253/104 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11 1mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; C1=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 22, 2, 25, 26, 27 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 24, 23 except Qt=1b) 39=110. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. City of Wheat Ridge uilding Diviso 6�'PO 0 L V SOO ;'•p N ;FO O 0% 4018 ? 0.NAL EAG August 22,2016 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:38 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylL.Aq-Q 1 IYKBjNPdl hsgClv348nNcZOKsTf2yHEOZYyVylKAt 1-0-0 6-7-5 12-11-3 19-3-0 23�-8 11-0-0 6-7-5 6-3-13 6-3-13 4-3-8 46 = 4x12 = 9 8 3x4 = 3x6 = 4x6 II 4x8 = Scale= 1:60.1 LOADING (psf) Truss Truss Type Qty Ply 755A LJob �C2 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201614 755A -0.27 Common 5 1 MT20 185/144 _GR Lumber DOL 1.15 BC 0.78 Vert(TL) -0.50 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:38 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylL.Aq-Q 1 IYKBjNPdl hsgClv348nNcZOKsTf2yHEOZYyVylKAt 1-0-0 6-7-5 12-11-3 19-3-0 23�-8 11-0-0 6-7-5 6-3-13 6-3-13 4-3-8 46 = 4x12 = 9 8 3x4 = 3x6 = 4x6 II 4x8 = Scale= 1:60.1 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 0.54 Vert(LL) -0.27 9-11 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.78 Vert(TL) -0.50 9-11 >559 240 TCDL 10.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.05 8 n/a n/a BOLL 0.0 RCL 10 n Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.06 2-11 >999 240 Weight: 116 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 `Except' BOT CHORD 4-11: 2x4 HF Stud WEBS SLIDER Left 2x4 HF Stud 3-7-11 REACTIONS. (Ib/size) 2=1252/0-5-8,8=1168/Mechanical Max Horz 2=423(LC 7) Max Uplift 2=-190(LC 10), 8=-191(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1864/292,4-5=-1528/266,5-6=-604/171, 6-7=-547/205.7-8=-1 148/223 BOT CHORD 2-11=-344/1556, 9-11=-237/1024 WEBS 4-11=-433/232, 5-11=-59/615, 5-9=-8801294,7-9=-122/916 Structural wood sheathing directly applied or 4-2-14 oc pur ins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 5-9, 6-9, 7-8 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=190.8=191. City of Wheat Ridge iiding Divlso r�� tje'7 N' ;' 0 0% -44018 August 22,2016 eenee A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. wt 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 Qualify Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N, Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201615 755A_GR D1 Common Supported Gable 1 1 DOL 1.15 BC 0.04 Vert(TL) 0.00 12 n/r 120 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:39 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUyILAq-uDswXXk7Ax9YT_nxTmbNJa9r3jOGOZZQT2J6UxylKAs -1-0-0 6-6-0 13-0-0 14-0-0 r1-0-0 6-6-0 6-6-0 46 = 3x9 II 22 21 20 19 18 17 16 15 14 3x9 I 2x4 11 2.4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 Scale = 140.3 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 12 n/r 120 MT20 185/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 12 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 12 n/a n/a BCLL 0.0 ' Code IRC2012/TPI2007 Matrix -R Weight: 79 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x6 SPF 165OF 1.5E 1-6-8, Right 2x6 SPF 165OF 1.5E 1-6-8 REACTIONS. All bearings 13-0-0. (lb) - Max Horz 2=-194(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 2, 12, 19, 20, 21, 17, 16, 15 except 22=-134(LC 8), 14=-122(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 2, 12, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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 non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 12, 19, 20, 21, 17, 16, 15 except Qt=1b) 22=134, 14=122. City of ft(_'E', �o'6Q,Ng 0 L 1CFi��, 0 500/ •'. Q 0 0a .44018 ON A� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 848201616 755A—GR D2 GABLE 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:40 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-MPPIItldxEH058M8OU6csohzw7gV7_eahh2fONylKAr ,� 4-9-4 9-3-0 I 18-6-0 96 1 -Q 4-5-12 4-5-12 4-9-4 1-0.0 3xE 5x6 II 3x4 = 3x12 II 91d 3x4 = 3x4 = 3x9 3x4 = 14 13 12 11 10 Scale= 1:57.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.05 14-15 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(TL) -0.08 14-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wmd(LL) 0.01 2-15 >999 240 Weight: 156 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 'Except' 4-15,6-14: 2x4 HF Stud OTHERS 2x4 HF Stud *Except* 5-16: 2x4 SPF No.2 SLIDER Left 2x8 SPF 195OF 1.7E 3-2-14, Right 2x6 SPF 165OF 1.5E 3-2-13 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-14 REACTIONS. All bearings 5-11-8 except Qt=length) 2=0-5-8. (lb) - Max Horz 2=-264(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) 8, 10 except 2=-115(LC 8), 13=-287(LC 13) Max Grav All reactions 250 Ib or less at joint(s) 12, 10 except 2=753(LC 1), 14=942(LC 14), 14=820(LC 1), 8=373(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-735/147, 4-5=-591/243, 5-6=-241/251, 6-8=-379/128 BOT CHORD 2-15=-148/578, 14-15=-59/307 WEBS 4-15=-318/237, 5-15=-160/503, 5-14=-460/50, 6-14=-345/242 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 2x4 MT20 unless otherwise indicated. 6) Gable studs spaced at 1-4-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 8, 10 except (jt=1b) 2=115, 13=287. r city of ,W�e�t Ride �o� ND0 Lizf,s & SOON• FO 00 0: G) 4018 i FSs�oNA�� August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 Mire k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A (loc) I/defl L/d PLATES GRIP TCLL 30.0 848201617 755A GR D3 Common 3 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:41 2016 Page 1 I D: NQh2UcWVJuwzBggux_AVmUylLAq-rczgyDm FiYPFjlxKaBdrP?E85XxGsRUjwLoDYpyIKAq -4 9-3-0 13.8-12 18.8-019-6-Q �1-0-0 4-9-4 4-5-12W12 49-4 1-0-0' �1 46 = 412 II 10 4x12 II 5x10 = 914 Scale= 152.2 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 0.29 Vert(LL) -0.10 2-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.58 Vert(TL) -0.25 2-10 >889 240 TCDL 10.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.03 8 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.02 2-10 >999 240 Weight: 91 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* 5-10: 2x4 SPF No.2 SLIDER Left 2x8 SPF 1950F 1.7E 3-2-15, Right 2x8 SPF 1950F 1.7E 3-2-15 REACTIONS. (Ib/size) 2=1005/0-5-8,8=1005/0-5-8 Max Horz 2=264(LC 7) Max Uplift 2=-124(LC 8), 8=-124(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-1064/174, 4-5=-813/200, 5-6=-813/200, 6-8=-1063/174 BOT CHORD 2-10=-122/772, 8-10=-38/704 WEBS 5-10=-109/504, 6-10=-290/214, 4-10=-289/213 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 nonconcurrenl with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=124, 8=124. o`b,�,PIDO r •! SaaNC�s G •' FD a r•• C) � 0.. r �• 4018 • r per, •, '��C. fiss�ON A * August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ' Design valid for use only with MiTekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 Elelahts CA 95610 Job Truss Truss Type Qty Ply 755A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201618 755A—GR D4 COMMON GIRDER 1 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.14 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-JoX2AZmuTsX6KS W W8v84xDnHfxKabj9s9?Xm5GyIKAp rt -0-0 5-2-4 9-3-0 13-3-12 18-6-0 ri-0-0 5-2-4 4-0-12 4-0-12 5-2-4 TI1 5x8 11 6x10 moi- 10 '_ 9 .. ._ _ 7._ .. ._ 4x12 11 10x10 = 6x10 = 6x10 �� 4x12 II I�d 5-2-4 0 8-6-0 5-2-4 02 112 Plate Offsets (X,Y)– [2:0-1-10,0-1-131,[3:0-1-0,0-2-01,[5:0-1-0,0-2-O1,f6:0-1-10,0-1-13),[7:0-6-4,0-2-0),[9:0-5-0,0-6-41,_20-6-4 0-2-01 _ Scale = 1:54.4 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 0.43 Vert(LL) -0.07 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 Vert(TL) -0.14 9-10 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.04 6 n/a n/a BCLL 0.0 Code IRC2012lrP12007 Matrix -R Wind(LL) 0.05 9-10 >999 240 Weight: 507 Ib FT = 20 BCDL 10.0 LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x8 SPF 195OF 1.7E WEBS 2x4 HF Stud `Except' 4-9: 2x4 SPF No.2 WEDGE Left: 2x8 SP No.2, Right: 2x8 SP No.2 REACTIONS. (Ib/size) 6=12087/0-5-8,2=12595/0-5-8 Max Horz 2=260(LC 21) Max Uplift 6=-1668(LC 9), 2=-1820(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-15835/2287, 3-4=-10108/1536, 4-5=-10124/1537, 5-6=-13945/1956 BOT CHORD 2-10=-1655/11399, 9-10=-1655/11401, 7-9=-1345/10060, 6-7=-1345/10059 WEBS 4-9=-1 816/12257, 5-9=-3479/630, 5-7=-711/5472, 3-9=-5534/986, 3-10=-1212/8389 NOTES - 1) 4 -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: 2x8 - 4 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-5-0 oc, Except member 9-5 2x4 - 1 row at 0-9-0 oc, member 5-7 2x4 - 2 rows staggered at 0-6-0 oc, member 9-3 2x4 - 1 row at 0-9-0 oc, member 3-10 2x4 - 2 rows staggered at 0-4-0 oc. Attach BC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) 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) 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) 6=1668,2=1B20. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1627 Ib down and 259 Ib up at 2-0-12, 1627 Ib down and 259 Ib up at 4-0-12, 5328 Ib down and 814 Ib up at 5-2-4, 2366 Ib down and 334 Ib up at 6-11-4, 2366 Ib down and 334 Ib up at 8-11-4, 2366 Ib down and 334 Ib up at 10-11-4, 2366 Ib down and 334 Ib up at 12-11-4, and 2366 Ib down and 334 Ib up at 14-11-4, and 2366 Ib down and 3341b up at 16-11-4 on bottom chord. The design/selection of such connection y00 C ICF��' V� •• Soo/U ••• FO O0 �Z 4018 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0312015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®kA is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 August 22,2016 Job Truss Truss Type Qty Ply 755A 848201618 755A_GR D4 COMMON GIRDER 1 A 4 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 2 ID:NQh2UcWVJcwzBggux_AVmUylLAq-JoX2AZmuTsX6KS W W8v84xDnHfxKabj9s9?Xm5GyIKAp LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-6=-80, 2-6=-20 Concentrated Loads (lb) Vert: 10= -5328(B)11= -1627(8)12= -1627(8)13= -2366(8)14= -2366(B)15= -2366(B)16= -2366(B)17= -2366(6)18=-2366(B) o1v of witeat R�0�r-le -..aAin(l A WARNING - verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 755A 6.00 12 10 2x4 II 6 2x4 25 848201619 755A_GR E1 Scissor Supported Gable 1 1 20 12 h 21 3x4 % 2x4 I 5x6 = 19 2x4 11 3x4 3 22 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:43 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-n_5RNunWE9gzyc5iicgJ UQJXuKIxK0000fHJdiylKAo -1-0-0 8-6-0 17-0-0 1818 0 r 1-0-0 8-6.0 8-6-0 1-0-0 Scale= 1:31.2 4x6 = 2x4 I 2x4 7 9 2x4 11 2x4 11 6.00 12 10 2x4 II 6 2x4 25 26 11 5 0 2x4 2x4 _ 4 20 12 h 21 3x4 % 2x4 I 5x6 = 19 2x4 11 3x4 3 22 18 13 2x4 II 2x4 II 23 17 N 2x4 II 2x4 11 14 2 24 2x4 16 15 lob 2x4 dl d 3x6 3x6 8-6-0 17-0-0 8-6-0 8-6-0 Plate Offsets (X Y)-- [2:0-2-4,0-3-91, [14:0-2-4,0-3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 14 n/r 120 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 62Ito FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud SLIDER Left 2x4 HF Stud 1-9-4, Right 2x4 HF Stud 1-9-4 REACTIONS. All bearings 17-0-0. (lb) - Max Horz 2=-80(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except 24=-101 (LC 10) Max Grav All reactions 250 Ib or less at joint(s) 20, 21, 22, 23, 19, 18, 17 except 2=257(LC 1), 14=257(LC 1), 24=259(LC 15), 16=259(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL'ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 14, 21, 22, 23, 19, 18, 17, 16 except (jt=1b) 24=101. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 20, 21, 22, 23, 24, 19, 18, 17, 16. August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 a truss system. Before use, the building designer must 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 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 h s CA 95610 Job Truss Truss Type Qty Ply 755,& 4-4-12 Plate Offsets (X Y)-- [2:0-2-10,0-1-91, [8:0-2-10,0-1-91, [11:0-4-0.0-2-121 848201620 755A_GR E2 Scissor 2 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.18 11-12 >999 360 MT20 185/144 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 ID: NQh2UcVWJcwzBggux_AVm UylL.Aq-FBfpbEo8?TogalgvFKBYOesYhkvT3iR9cJOt98yIKAn -1-0-0 4-4-12 8-6-0 } 12-7-4 17-0-0 18-0-0 1 1-0-0 4-4-12 4-1-4 4-1-4 4-4-12 1-0-0 Scale= 1:31.0 5x6 = 5x6 11 5x6 I I 4-4-12 8-6-0 12-7-4 17-0-0 4-4-12 4-1-414'' 4-4-12 Plate Offsets (X Y)-- [2:0-2-10,0-1-91, [8:0-2-10,0-1-91, [11:0-4-0.0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.18 11-12 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -0.37 10-11 >546 240 TCDL 10.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.32 8 n/a TIM BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wnd(LL) 0.10 11-12 >999 240 Weight: 64 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-5-8, Right 2x4 HF Stud 2-5-8 REACTIONS. (Ib/size) 2=928/0-5-8, 8=928/0-5-8 Max Horz 2=-80(LC 8) Max Uplift 2=-133(LC 10), 8=-133(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-2434/330, 4-5=-2200/208, 5-6=-2200/223, 6-8=-2434/244 BOT CHORD 2-12=-303/2092, 11-12=-304/2119, 10-11=-150/2119, 8-10=-149/2092 WEBS 5-11=-81/1466 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=133,8=133. heat �6�,NDO LlcF'�s �a soo/ • •• Fo .°s0 ca. 4018 e o�fisS�O N AL �W August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03,1015 BEFORE USE. Design valid for use only with MiTek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 Ply 755A WEBS 4-9=-86/1491 4-1-4 4-4-12 Plate Offsets (X Y)-- [1:0-1-0,0-1-51, f7:0-2-12,0-1-51, [9:0-4-0,0-2-121 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; 848201621 755A GR E3 Scissor 8 1 in (loc) I/clef! Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 I D: N Qh2 UCWV J cwzBggux_AVm Uy I LAq-FBfpbEoB?Toga IgvFKBYOesYukvf3i H 9cJOt98yl KAn 4-4-12 8-6-0 12-7-4 1 17-0-0 4-4-12 4-1-4 4-1-4 4-4-12 5x6 = Scale= 1:29.6 6x6 11 6x6 11 4-4-12 8-6-0 TOP CHORD 1-3=-2478/340, 3-4=-2227/214, 4-5=-2227/228, 5-7=-2478/255 12-7-4 17-0-0 4-4-12 4-1-4 WEBS 4-9=-86/1491 4-1-4 4-4-12 Plate Offsets (X Y)-- [1:0-1-0,0-1-51, f7:0-2-12,0-1-51, [9:0-4-0,0-2-121 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; LOADING (psf) SPACING- 2-0-0 DOL=1.33 CSI. DEFL. in (loc) I/clef! Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify BC 0.79 Vert(TL) -0.37 9-10 >542 240 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) TCDL 10.0 Rep Stress Incr YES V•• O� O •• WB 0.56 Horz(TL) 0.32 7 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.10 9-10 >999 240 Weight: 62 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud SLIDER Left 2x4 HF Stud 2-5-8, Right 2x4 HF Stud 2-5-8 REACTIONS. (Ib/size) 1=841/0-5-8, 7=841 /Mechanical Max Horz 1=79(LC 9) Max Uplift 1=-109(LC 10), 7=-109(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-3=-2478/340, 3-4=-2227/214, 4-5=-2227/228, 5-7=-2478/255 BOT CHORD 1-10=-314/2138, 9-10=-316/2163, 8-9=-162/2163, 7-8=-162/2138 WEBS 4-9=-86/1491 L NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load non concurrent 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify 0 LICF capacity of bearing surface.••••.••0. �Pp 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) Qom•.• SOOiy'..s�O 1=109, 7=109. V•• O� O •• 'L • 44018 0,�SS�ONAL August 22,2016 A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must 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, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 848201622 755A_GR E4 Flat Girder 1 2 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:45 2016 Page 1 ID:NQh2UcVWJcwzBggux_AVmUylLAq-jNDBoapmmnwhBvF5p1 inZrPig6Mbo5pJrzmQhbylKAm i 5-8-9 11-3-7 I 17-0-0 5-8-9 5-6-13 5-8-9 5x6 = 2x4 11 4x6 = 5x8 = ?511 f-1711 r5ZI g�3 3 11 12 13 _ 14 15 16 8 17 18 19 10 ' 1 10x10 MT20HS II 10x10 = 6x10 = 3x12 11 3x5 II 6 6x6 = Scale = 147.2 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 0.82 Vert(LL) -0.07 6-7 >999 360 MT20 174/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.14 6-7 >999 240 MT20HS 139/108 TCDL 10.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.01 6 n/a n/a BCL2 0.0 pcnl inn Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.04 6-7 >999 240 Weight: 272 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x8 SPF 196OF 1.7E *Except* BOT CHORD 6-8:1-1/2" x 7-1/4" VERSA -LAM® 2.0 2800 OF WEBS WEBS 2x4 HF Stud `Except* 1-9,4-9,4-6: 2x4 SPF No.2 REACTIONS. (lb/size) 10=5267/0-5-8, 6=6692/Mechanical Max Hoa 10=-337(LC 4) Max Uplift 10=-980(LC 4),6=-1 1 13(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-43571833,1-2=-3115/574,2-4=-3115/574 BOT CHORD 9-10=-307/277, 7-9=-653/3247, 6-7=-653/3247 WEBS 1-9=-965/5149, 2-9=-441/220, 4-9=-307/93, 4-7=-559/4031, 4-6=-5356/961 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-10,41-6 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=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 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 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, with BCDL = 10.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=980, 6=1113. 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1148 Ib down and 211 Ib up at 2-0-12, 1148 Ib down and 211 Ib up at 4-0-12, 1148 Ib down and 211 Ib up at 6-0-12, 1148 Ib down and 211 Ib up at 8-0-12, 1148 Ib down and 211 Ib up at 10-0-12, 1292 Ib down and 180 Ib up at 12-0-12, and 1627 Ib down and 236 Ib up at 14-0-12, and 1629 Ib down and 234 Ib up at 16-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard A& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI14473 rev. 10/0312015 BEFORE USE. OF Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 August 22,2016 Job Truss Truss Type Qty Ply 755,& 848201622 755A—GR E4 Flat Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 2U 2018 MI I ek Industries, Inc. Mon Aug 22 1U:2U:4b 2U1b Yage 2 ID: NQh2UcWVJcwzBggux AVmUylLAq-jNDBoapmmnwhBvF5p1inZrPig8Mbo5pJrzmQhbylKAm 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: 8=-1148(F) 11=-1148(F) 13=-1148(F) 14=-1148(F) 15=-1148(F) 17=A292(F) 18=-1627(F) 19=-1629(F) City Of Wheat Rid., ,& WARNING - Ve&y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 10/072015 BEFORE USE. ' Design valid for use only with Wek® 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite log Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201623 755A -GR G1 Half Hip Girder 1 360 MT20 185/144 w (Roof Sno=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:46 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-BZnZ?wgOX42Yp3pH NID063x_OYkDXg?S4dV_E 1 ylKAI -1-0-0 I 6-0.0 8-10-4 12-0-0 r 1-0-0 6-0-0 2-10-4 3-1-12 Scale = 1:22.1 4�d 4x6 = 3x5 = 3x4 = 3x6 7 3x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.03 8 >999 360 MT20 185/144 w (Roof Sno=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) -0.05 7-8 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.29 Horz(TL) 0.01 7 n/a n/a BOLL 0.0 annl inn Code IRC20121TP12007 Matrix -R Wind(LL) 0.02 8 >999 240 Weight: 100 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 HF Stud BOT CHORD REACTIONS. (Ib/size) 2=1199/0-3-8,7=1739/0-5-8 Max Horz 2=106(LC 40) Max Uplift 2=-295(LC 6), 7=-403(LC 7) Max Grav 2=1323(LC 24), 7=1821(LC 23) FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2595/550, 3-4=-2295/544, 5-6=-340/75 BOT CHORD 2-8=-504/2327, 7-8=-262/1125 WEBS 3-8=-193/636.4-8=-324/1548.4-7=-1478/345,5-7=-165/301 Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) 2 -ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) 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 tail by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=295,7=403. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1040 Ib down and 279 Ib up at 6-0-0, and 318 Ib down and 801b up at 8-0-12, and 317 Ib down and 83 Ib up at 10-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard City Of Wheat Rfd9e tdin9 Divisors _a R90 LIC C>�\ `0 S00>y sF0 .� .0 OZ 4018 -O • • ti' OTVA A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 August 22,2016 Job Truss Truss Type Qty Ply 755A 848201623 755A—GR G1 Half Hip Girder 1 2 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 a.ul u s Apr zu zu to ml i en moustrles, Inc. mon Hug zz i u:zscvo zu i o rage z ID:NQh2UcWVJcwzBggux_AVmUyILAq-BZnZ?wgOX42Yp3pHNID063x_OYkDXg?S4dV_E1ylKAl LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=l Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 8=-1040(F) 11=-31B(F)12=-317(F) City of Wheat Ridge A WARNING - Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101032015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 1 og Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201624 755A_GR G2 Half Hip 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.21 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 -1-0-0 I 4-0-5 1-0-0 4-0-5 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:47 2016 Page 1 I D: NQh2UcWVJcwzBggux_AVmUylLAq-fm LxDGg010APRDOUxSkFeGU9Cy11 G7lcJ HFXmTylKAk 6x6 = 4-0-0 Scale = 122.2 5x6 = oay — II 4x6 = 7 3x4 = — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.08 2-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.21 2-8 >614 240 TCDL 10.0 * Rep Stress Incr YES WB 0.26 Horz(TL) 0.02 7 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Wind(LL) 0.02 2-8 >999 240 Weight: 49 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=620/0-3-8, 7=643/0-5-8 Max Horz 2=141(LC 9) Max Uplift 2=-149(LC 6), 7=-138(LC 7) Max Grav 2=794(LC 24), 7=643(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1148/191, 3-4=-579/87 BOT CHORD 2-8=-182/1012, 7-8=-73/464 WEBS 3-8=-568/171, 4-8=0/342, 4-7=-705/104, 5-7=-270/69 Structural wood sheathing directly applied or 5-2-10 oc purlins, except end verticals, and 2-0-0 oc purlins (10-0-0 max.): 4-5. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=149,7=138. 9) Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Ctcy Of Wheat �tid9e �4Ng 0 LIr�s �XSOO/V.'�� j r0 O2 i ''018 4� %��NNACE a. �V August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/0312015 BEFORE USE. ° Design valid for use only with MifekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201625 755A_GR G3 Half Hip 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.66 - Vert(TL) -0.45 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:48 2016 Page 1 ID: N Qh2UcVWJcwzBggux_AVmUylLAq-7yuKQcre3i IG2NzgU9FUBUOIZLJi?XZIXx_41wylKAj •i•0-0 5-0-5 10-0-0 12.0.0 1-0-0 5-0-5 4-11-11 2-0-0 6x6 = 3x4 = 5x6 = 3x5 = 7 2x4 11 3x4 = 0735 10-9-7 0-8-12 H 12-0-0 0-8-12 1-2-9 Scale= 1:25.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 2-8 >735 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.66 - Vert(TL) -0.45 2-8 >283 240 TCDL 10.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 7 n/a n/a BOLL 0.0 BCLnPrinn Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 2-8 >999 240 Weight: 52 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=623/0-3-8, 7=639/0-5-8 Max Horz 2=174(LC 7) Max Uplift 2=-147(LC 6), 7=-128(LC 7) Max Grav 2=822(LC 24), 7=697(LC 24) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1140/189, 3-4=-345/34 BOT CHORD 2-8=-191/1004 WEBS 3-8=-815/234, 4-8=0/651, 4-7=-902/17 Structural wood sheathing directly applied or 4-11-5 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=147,7=128. 9) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Wheat Ridge .. -_" D1VISon •tee•••••• O •' SOON'•. F� O • O 4O[� 44018 see August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/0312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality CrBeda, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty in (loc) Udefl L/d PLATES GRIP TCLL 30.0 [ly1755A848201626 TC 0.86 755AGR G4 Monopitch 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.10 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek industries, Inc. Mon Aug 22 10:20:48 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-7yuKQcre3ilG2NzgU9FUBUOCRLNh7VzlXx_41wy1KAj -1-0-05-10-9 12-0-0 1-0-0 5-10-9 6-1-7 6x6 = Scale = 1:27.0 4 4x6 = 2x4 11 6 3x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.40 Vert(TL) -0.10 2-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 48 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=620/0-3-8,6=643/0-5-8 Max Horz 2=212(LC 7) Max Uplift 2=-142(LC 6), 6=-132(LC 10) Max Grav 2=645(LC 15), 6=774(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-954/123 BOT CHORD 2-7=-138/824, 6-7=-138/824 WEBS 3-6=-942/211,4-6=-368/145 Structural wood sheathing directly applied or 5-4-8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=142.6=132. C,tY 01 W,�eat Ridge August 22,2016 AWARNING - verify design parameter and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. OF Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5-10-9 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 limes flat roof load of 30.0 psf on overhangs 848201627 755A GR G5 Monopitch 3 1 LOADING (psf) will fit between the bottom chord and any other members. SPACING- 2-0-0 7) Refer to girder(s) for truss to truss connections. CSI. DEFL. Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-c8SieysHq?Q7gXYs2tmjjhZTvliXk?vumbkegMylKAi -1-0-0 I 5-10-9 12-0-0 1-0-0 5-10-9 6-1-7 Scale = 1:27.3 5x10 % 43x4 = 48 = 3x4 II REACTIONS. (Ib/size) 2=685/0-3-8, 8=548/Mechanical Max Horz 2=162(LC 10) Max Uplift 2=-137(LC 6), 8=-129(LC 10) Max Grav 2=727(LC 15), 8=661(LC 15) cm of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1159/107, 3-4=-1166/201 BOTCHORD 0 3-6=-516/210,0 WEBS4-6=-236/1085 NOTES- V(IRC2012)=11lmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; 5-10-9 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip - DOL=1.33 12-0-0 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 5-10-9 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 limes flat roof load of 30.0 psf on overhangs 6-1-7 Plate Offsets (X Y)-- (2.0-3-5 Edgel [2:0-0-0,0-1-141, [4:0-3-12,0-3-01 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide LOADING (psf) will fit between the bottom chord and any other members. SPACING- 2-0-0 7) Refer to girder(s) for truss to truss connections. CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 o• •�r 90•,x• Plate Grip DOL 1.15 �FSSJa TC 0.50 Vert(LL) -0.05 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.12 2-6 >999 240 TCDL10.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 8 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.04 2-6 >999 240 Weight: 49 Ib FT=20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=685/0-3-8, 8=548/Mechanical Max Horz 2=162(LC 10) Max Uplift 2=-137(LC 6), 8=-129(LC 10) Max Grav 2=727(LC 15), 8=661(LC 15) cm of FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1159/107, 3-4=-1166/201 BOTCHORD 0 3-6=-516/210,0 WEBS4-6=-236/1085 NOTES- V(IRC2012)=11lmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; gulldin urs - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip - DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� ; •' c 0OAI*'-. Q V will fit between the bottom chord and any other members. ; 0 , 0 O1- 7) Refer to girder(s) for truss to truss connections. 1. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) U 4) *. 2=137,8=129. 4018 o• •�r 90•,x• �FSSJa N Al- August 22,2016 eenee 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/TPII Quality Criteria, OSB -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Alpine Lumber Co., Commerce Cily,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-c8SieysHq?Q7gXYs2tmjjhZTZIZWkzpumbkegMylKAi 4-1-0 8-5-1 1-5-0 4-1-0 4-4-1 Scale= 1:18.1 2x4 11 4x6 = Truss Type Qty Ply 755A LJob �Truss Plate Offsets MY)- (2:0-0-0 0-1-151 (2:0-3-6 Edgel 848201628 755A -GR J1 Diagonal Hip Girder 1 1 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-c8SieysHq?Q7gXYs2tmjjhZTZIZWkzpumbkegMylKAi 4-1-0 8-5-1 1-5-0 4-1-0 4-4-1 Scale= 1:18.1 2x4 11 4x6 = NOTES - 4-1-0 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; 8-5-1 enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip 4-1-0 4-4-1 Plate Offsets MY)- (2:0-0-0 0-1-151 (2:0-3-6 Edgel 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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 0.46 Vert(LL) -0.08 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 1.00 Vert(TL) -0.14 7-8 >684 240 chord. The design/selection of such connection device(s) is the responsibility of others. TCDL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 7 n/a n/a Uniform Loads (plf) BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.05 7-8 >999 240 Weight: 31 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 7=680/Mechanical, 2=732/0-8-6 Max Horz 2=108(LC 24) Max Uplift 7=-171(LC 10), 2=-242(LC 6) Max Grav 7=750(LC 15), 2=764(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. city 01 TOP CHORD 2-3=-1435/332 BOT CHORD 2-8=-328/1314, 7-8=-328/1314 WEBS 3-8=-81/462, 3-7=-1374/369 Wr,eat Ridge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; li,dln9 pivlson enclosed; MWFRS (envelope); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times Flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Pd O LIC 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide O •••• C' will fit between the bottom chord and any other members./Vo ••S�Q 7) Refer to girder(s) for truss to truss connections. •••••SOO V • Qe • Q2; 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7=171, 2=242. • i 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 Ib down and 35 Ib up at 40 2-9-8, 50 Ib down and 35 lb up at 2-9-8, and 1 B2 Ib down and 67 Ib up at 5-7-7, and 182 Ib down and 67 Ib up at 5-7-7 on bottom . i chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). :• O� ••• LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase= 1.15 e••�� Cc •••eee• 08/0NAL EN Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev, 10/03/2015 BEFORE USE. ' Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qly Ply 155A 848201628 755A GR J1 Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 l U:"2U:49 2U1b Page 2 ID:NQh2UcWVJcwzBggux AVmUylLAq-c8SieysHq?Q7gXYs2tmphZTZIZV*zpumbkegMylKAi LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-100(F=-50, B=-50) 11=-363(F=-182, B=-182) City of Wheat Ridge uilding A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/092015 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 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply 755A TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 848201629 755A GR J2 Jack -Closed 2 1 Max Horz 2=112(LC 7) Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=338(LC 15), 2=393(LC 15) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:50 2016 Page 1 I D: NQh2UcWVJcwzBggux_AVmUylLAq-4LO4rltvbJY_Ih73calyGv6a793vTYX27FTBNoyIKAh 6-0-0 6-0-0 2x4 11 Scale= 1:16.8 3x4 = 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCDL 10.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.72 BC 0.35 WB 0.00 Matrix -R DEFL. in (loc) I/defl Ud Vert(LL) -0.06 2-6 >999 360 Vert(TL) -0.14 2-6 >462 240 Horz(TL) -0.00 6 n/a n/a Wind(LL) 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=298/Mechanical, 2=380/0-3-8 Max Horz 2=112(LC 7) Max Uplift 6=-60(LC 10), 2=-106(LC 6) Max Grav 6=338(LC 15), 2=393(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-6=-277/97 oBuildingDivison NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 0 Lle 7) Refer to girder(s) for truss to truss connections. Q �Pp •�••��• /j/ 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=1b) Q�•••• SQOti • 2=106. . 0. %i • • 44018 ONAL August 22,2016 A WARNING - Ventry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1181.7473 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 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 755A I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201630 755A GR J3 Jack -Closed 1 1 MT20 185/144 (Roof Sno=30.0) w Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 o�d 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:50 2016 Page 1 I D: NQh2UcVWJcwzBggux_AVmUylLAqAL04rltvbJY_Ih73calyGv6as93xTYX2?FTBNcylKAh 2x4 11 2 3 3x4 = 2x4 11 Scale= 1 16.6 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 0.74 Vert(LL) -0.06 1-5 >999 360 MT20 185/144 (Roof Sno=30.0) w Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 1-5 >462 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 1 "" 240 Weight: 17 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 5=307/Mechanical, 1=279/0-3-8 Max Horz 1=111(LC 7) Max Uplift 5=-63(LC 10), 1=-43(LC 6) Max Grav 5=337(LC 14), 1=286(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-275/99 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11 1mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5, 1. City of Wheat Ridge uilding Diviso o�,PD 0 CICF�s O ••0 SOON •• � �, • 0 0 *0 : 0. 4018 10, SS�ONAL E��\ August 22,2016 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 Mnekra 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 223 t 4. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201631 755A GR J4 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:512016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-YXaS3etXLcgrvgiFAlpBp6etZZRHC?nBDvDkvEyIKAg -1 3-11-11 1-0-0 3-11-11 Scale = 1:12.3 3x4 = 2x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.23 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Rnnl 1 n n Code IRC2012rI PI2007 Matrix Wind(LL) 0.00 2 -- 240 Weight: 13 ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=191/Mechanical, 2=283/0-3-8 Max Horz 2=79(LC 7) Max Uplift 6=-38(LC 10), 2=-92(LC 6) Max Grav 6=210(LC 15), 2=289(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. City Of Wheat R;dge uildiny Dw y NID0 LICF�S OSOpN ••. FO �? O OZ: -44018 August 22,2016 seres A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. wt 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 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citru Heights. CA 95610 Job Truss Truss Type Qty Ply 155A I/defl L/d PLATES GRIP TCLL 30.0 plate Grip DOL 1.15 848201632 755A GR J5 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:512016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-YXaS3etXLcgrvgiFAlpBp6ev?ZTLC?nBDvDkvEyIKAg 1-0-0 1-11-11 2X4 3 3x4 = Scale= 1:9.0 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 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BOLL 0.0 o r•ni inn Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 >999 240 Weight: 8 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 20 HF Stud REACTIONS. (Ib/size) 2=201/0-3-8, 5=76/Mechanical Max Horz 2=46(LC 7) Max Uplift 2=-78(LC 6), 5=-15(LC 10) Max Grav 2=201(LC 15), 5=78(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=11lmph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. City of Wheat Ric OO uilding D ,DO LIQ SOO/IV •.� FO O' 2 X44018 :ell 0NAI �N August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 ANSUTPl1 quality Criteria, DSB-89 and SCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:ZO:bZ 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Oj8gGzu96woiX HRj?KQLKB?vzbpxMmLSZylRhylKAf 3-8-12 7-8-9 1-5-0 3-8-12 3-11-13 Scale = 1:16.9 2X4 11 4 5 4x6 = Plate Offsets (X Y)— [2:0-0-0,0-1-151, 12:0-3-6 Edgei Truss Truss Type Qty Ply 755,& PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 7-8 >999 360 848201633 LJob 755A GR K1 Diagonal Hip Girder 1 1 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:ZO:bZ 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Oj8gGzu96woiX HRj?KQLKB?vzbpxMmLSZylRhylKAf 3-8-12 7-8-9 1-5-0 3-8-12 3-11-13 Scale = 1:16.9 2X4 11 4 5 4x6 = Plate Offsets (X Y)— [2:0-0-0,0-1-151, 12:0-3-6 Edgei LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 7-8 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.97 Vert(TL) -0.11 7-8 >787 240 TCDL 10.0 BCLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.04 7-8 >999 240 Weight: 28 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 7=661 /Mechanical, 2=663/0-7-6 Max Hoa 2=100(LC 7) Max Uplift 7=-171(LC 10), 2=-225(LC 6) Max Grav 7=723(LC 15), 2=692(LC 15) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1229/290 BOT CHORD 2-8=-285/1116, 7-8=-285/1116 WEBS 3-8=-72/397, 3-7=-1170/324 P\WfftileatRidge NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0 L IC, 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 OPD will fit between the bottom chord and any other members. �� •soo/�* • .s�(Q 7) Refer to girder(s) for truss to truss connections. O O O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) _ 7=171,2=225. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 48 Ib down and 34 Ib up at 2-9-8, 48 Ib down and 34 Ib up at 2-9-8, and 175 Ib down and 65 lb up at 5-7-7, and 175 Ib down and 65 Ib up at 5-7-7 on bottom 4018 chord. The design/selection of such connection device(s) is the responsibility of others. p 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). fO �'•• •; �� LOADCASE(S) Standard F '•••"'•••�j�� SS�ONAI EN 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/032015 BEFORE USE. ff 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 Hei ht CA 95610 Job Truss Truss Type Qty Ply 755A R48201633 755A GR Kt Diagonal Hip Girder 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 a.u1u s Apr zu zuia MI I eK mauslnes, Inc. mon Aug zz iu:zuloz zu io rage z ID:NQh2UcWVJcwzBggux_AVmUylLAq-OjBgGzu96woiX HRj?KQLKB?vzbpxMmLSZylRhylKAf LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=-96(F=-48, B=-48) 11=-349(F=-175, B=-175) City of Wheat Ridge ing A WARNING - Vedl y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE11111-7473 rev. 10/032015 BEFORE USE. Design valid for use only with M Tek® connectors. This design is based only upon parameters shown, and is for an individual building component, not , a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201634 755A—GR K2 Monopitch 5 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 1-0.0 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:52 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Oj8gGzu96woiX_HRj?KQLKB29znGxSILSZylRhylKAf 3x4 = 2x4 II Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 2-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 acne inn Code IRC2012lTP12007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 131b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=165/Mechanical, 2=296/0-5-8 Max Herz 2=79(LC 9) Max Uplift 4=-35(LC 10), 2=-100(LC 6) Max Grav 4=181(LC 15), 2=303(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. city 01 Wheat Ridge ilding o�NDO LlcF\ 0 •••SOpN •'• FO O O•2 • O• • 44018 ON AL EAG August 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not 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 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 Ply755A (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201635 755A_GR K3 Roof Special 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:53 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-UwiDTJvntEwY98sdHjrfuXkCvM7VgvHUhDirz7yIKAe -1-0-0 4-0-0 1-0-0 4-0-0 Scale= 1:12.4 3x4 = 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 2-4 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BOLL 0.0 ar.nl inn Code IRC2012/rP12007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=501/Mechaniral, 2=296/0-5-8 Max Horz 2=79(LC 7) Max Uplift 4=-124(LC 10), 2=-100(LC 6) Max Grav 4=517(LC 15), 2=303(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) 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 nonconcurrenl with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2 except Qt=1b) 4=124. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 336 Ib down and 94 Ib up at 3-10-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 2-4=-20 Concentrated Loads (lb) Vert: 4=-336(B) City of \Nheat Ridge, uddmg �o\a90 cicF�s SOON % O 02 4018 .•• S ONA�EN August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 101032015 BEFORE USE. " Design valid for use only with Milekm connectors. This design is based any upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heinhts. CA 95610 Job Truss Truss Type Qty Ply 755,& I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201636 755A_GR K4 Diagonal Hip Girder 1 1 MT20 185/144 (Roof Snow= 30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.13 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:53 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-UwiDTJvntEwY98sdHjrfuXk6ZM2cgvHUhDirz7yIKAe -1-5-0 5-7-2 I 1-5-0 5-7-2 2x4 11 Scale = 1:13.4 3x4 = 2x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) -0.06 2-6 >977 360 MT20 185/144 (Roof Snow= 30.0) Lumber DOL 1.15 BC 0.55 Vert(TL) -0.13 2-6 >457 240 TCDL 10.0 Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.05 2-6 >999 240 Weight: 18 Ib FT = 20% BCDL 10.0 - LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=313/Mechanical, 2=470/0-7-6 Max Horz 2=76(LC 7) Max Uplift 6=-81 (LC 10), 2=-177(LC 6) Max Grav 6=349(LC 15), 2=489(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-7-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except (jt=lb) 2=177. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 69 Ib down and 44 Ib up at 2-9-8, and 48 Ib down and 34 Ib up at 2-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-4=-80, 2-5=-20 Concentrated Loads (lb) Vert: 8=-117(F=-48, B=-69) City of Wheat Ridge o'6�,NUo N L 1 CF�s V iQ S O•`e fiQ • Q Q � 44018 8 ON AL E��\ August 22,2016 ,& 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 MiTekr9 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 ei hts r.A 95610 Job Truss Truss Type Qty Ply 755A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201637 755A GR KS Roof Special 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 Job Reference o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 5 Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 1U:YU:S4 zulb rage T ID:NQh2UcWVJcwzBggux AVmUylLAq-y6GbhfwPeX2PmlRgrQMuQkGHEmR9PMWdwtSPWZyIKAd 5-6-0 5-6-0 2x4 11 Scale= 1:15.3 3x4 = 2x4 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 0.59 Vert(LL) -0.04 2-4 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 2-4 >595 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 — 240 Weight: 17 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=955/Mechanical, 2=366/0-5-8 Max Hoa 2=104(LC 7) Max Uplift 4=-230(LC 10), 2=-109(LC 6) Max Grav 4=986(LC 15), 2=379(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 5-6-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 4=230,2=109. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 710 Ib down and 184 Ib up at 5-4-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 2-4=-20 Concentrated Loads (lb) Vert: 4=-710(B) August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not �i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and 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 755,& I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201638 755A GR K6 Jack -Closed 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:54 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-y6GbhfwPeX2PmlRgrQMuQkGN8mTwPMWdwtSPWZylKAd -t-0-0 j 3-11-11 1-0.0 3-11-11 Scale = 1:12.3 3x4 = 2x4 11 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 0.21 Vert(LL) 0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 TCDL 10.0 t Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL n nr.nl inn Code IRC2012/TP12007 x Matri -R Wind(LL) 0.00 2 "`"" 240 Weight: 13 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 6=184/Mechanical, 2=288/0-5-8 Max Horz 2=79(LC 7) Max Uplift 6=-37(LC 10), 2=-97(LC 6) Max Grav 6=203(LC 15), 2=294(LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. City of Wheat Ri d,, o�� D0 Llc •0 0 • 44018 O�SS�ONA�E�� August 22,2016 ,& WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 755,& I/dell L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 848201639 755A GR K7 Jack -Closed 3 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug Z2 l U:ZU:bb ZU16 rage 1 I D: NQh2UcVWJLwzBggux_AVm UylLAq-Q Ipzu?x 1 PrAGOS?OP8t7zypazAgG8pmn8XBy2OylKAc 1-0-0 1-11-11 2x4 3 3x4 = Scale = 1:9.0 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 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 2-6 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a " Code IRC2012frPI2007 Matrix -R Wind(LL) 0.00 2 >999 240 Weight: 8lb FT=20% BCLL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 2=202/0-5-8, 5=74/Mechanical Max Horz 2=46(LC 9) Max Uplift 2=-80(LC 6), 5=-14(LC 10) Max Grav 2=203(LC 15), 5=76(LC 15) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. r City 01 Wheat od9e Q�NDO LIC •0 0.0 4018 i -o � • cc o�FSS�O N A� August 22,2016 ,& 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 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 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/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Suite 109 Citrus Hei h s CA 95610 Job ssTruss Type Qty Ply 755A848201640 I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) T Jack -Closed 1 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:55 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-Qlpzu?x1PrAGOS?OP8t7zypbOArs8pmn8XBy2OylKAc 1-11-11 1-11-11 2x4 4.00 12 2 3x4 = Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 1-5 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCL'L 0.0 ' . Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 1 >999 240 Weight: 6 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=97/Mechanical, 1=96/0-5-8 Max Horz 1=44(LC 7) Max Uplift 4=-21 (LC 10), 1=-13(LC 6) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 4, 1. { 6"0 0 Qi OQ ND L1CFiU O�.•'�•S©O/V ... • O •O O• 4018 O,�Fssi©NAS EN�\� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/0712015 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus ei ht CA 95610 Job Truss Truss Type Qty Ply 755A L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 848201641 755A GR V1 GABLE 1 1 Lumber DOL 1.15 BC 0.21 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Go., commerce Gity,G0.80oZZ a.ulu 5 Apr zu zvio MI I eK mausines, Inc. Mon Aug LL lu:zu:aa GUIs rage I ID: NQh2UcVVVJcwzBggux_AVmUylLAq-uUNL6LxgA9170caCyrOM W9MgHa8WtFDwN BxVaSylKAb 3x6 9.4 11 11 3x4 % 21 20 19 18 17 16 15 14 13 12 2x4 11 2x4 11 2.4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 4.6 Scale = 1:41.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 185/144 w (Roof Sno=30.0) Lumber DOL 1.15 BC 0.21 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 12 n/a n/a BCLL 0.0 Code IRC20121TP12007 Matrix -R Weight: 78 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. All bearings 14-6-0. (lb) - Max Horz 1=335(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 Max Grav All reactions 250 Ib or less at joint(s) 1, 12, 21, 20, 19, 18, 17, 16, 15, 14, 13 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-290/78, 2-3=-258/62 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 21, 20, 19, 18, 17, 16, 15, 14, 13. ti6�\RD 0 Uso 0 /IV C�'ys 001 2. G). 4018 : 4w o�FSS�ONA� ti��\� August 22,2016 AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/032015 BEFORE USE. Design valid for use only with 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BC51 Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755,& WB 0.15 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 848201642 755A GR V2 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 Mil ek Industries, Inc. Mon Aug 22 1 u:21:uu 2016 Paget ID: NQh2UcVVVJcwzBggux_AVmUylLAq-nGdsxi_AENpZU Du_BhTlg? WNuBXUp2jWlpvhDylKAX 3x5 3x4 i 7 2x4 I LOADING (psf) SPACING- 2-0-0 TCLL 30.0 BC 0.15 Vert(TL) n/a n/a 999 WB 0.15 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 Code IRC2012/TP12007 2x4 11 CSI. DEFL. in (loc) I/deft L/d TC 0.32 Vert(LL) n/a n/a 999 BC 0.15 Vert(TL) n/a n/a 999 WB 0.15 Horz(TL) -0.00 5 n/a n/a Matrix -R LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. All bearings 12-6-0. (lb) - Max Horz 1=286(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 6=-115(LC 10), 7=-126(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 6=486(LC 14), 7=442(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-416/151, 2-7=-335/170 53x4 II PLATES MT20 GRIP 185/144 Scale = 1:36.0 Weight: 42 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 6=115,7=126. August 22,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Helahts. CA 95610 Job Truss Truss Type Qty Ply 755A L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 R48201643 755A_GR V3 Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Job Reference 1—ti Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MITek Industries, Inc. Mon Aug 22 10:21:0020i6 rage 1 ID:NQh2UcWVJLwzBggux AVmUylLAq-nGdsxi_AENpZUDu_BhTlg?WOUBY8p3PWlpvjjDyIKAX 10-6-0 10-6-0 3x4 11 4 2x4 i 7 6 5 2x4 11 2x4 11 2x4 11 Scale= 1:30.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 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 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 34 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF ND.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. All bearings 10-6-0. (lb) - Max Horz 1=237(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5, 7 except 6=-122(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 6=485(LC 14), 7=334(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-406/163, 2-7=-266/140 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1)Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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) 5, 7 except (jt=1b) 6=122. r�e.So°ti •• 0ate. 4018 'o • • c o�FsslO N Al- �'V August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mr1.7473 rev. 1010312015 BEFORE USE. �P Design valid for use only with Mfrekm 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 requited for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citms Height- CA 95610 Job Truss Truss Type Qty Ply 755A �I Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201644 755A—GR V4 Valley 1 1 WB 0.09 Horz(TL) -0.00 4 n/a n/a BCL 10.0 Rr.ni Code IRC2012/TPI2007 Matrix -R Job Reference (optional)i Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:012016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-FSBE92?o?hxO6NTA10_XDD3Zgbu2YWsfXTeGGfyIKAW 8-6-0 8-6-0 2x4 II 2x4 % 5 2x 2x4 I 4 Scale = 1:25.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.13 Vert(TL) rife n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 4 n/a n/a BCL 10.0 Rr.ni Code IRC2012/TPI2007 Matrix -R Weight: 26 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=146/8-6-0,4=144/8-6-0,5=483/8-6-0 Max Horz 1=188(LC 7) Max Uplift 4=-38(LC 7), 5=-138(LC 10) Max Grav 1=151(LC 18), 4=181(LC 14), 5=518(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-5=-421/196 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=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) 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) 4 except Qt=lb) 5=138. 4 ;'nA �o�,Pao c�cF�s SOON% '•• Fo �' • 0 0 -44018 ONA� ��Q5 August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev- 10/032015 BEFORE USE. aenee ��' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing T ekA is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M i I fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201645 755A GR V5 Valley 1 1 WB 0.07 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 R(tnl 1n 0 Code IRC2012lfP12007 Matrix -R Job Reference (tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:01 2016 Page 1 ID: NQh2UcVWJcwzBggux AVmUylLAq-FSBE92?o?hxQ6NTAl0_XDD3awbuTYWDfXTeGGfylKAW 6-6-0 6-6-0 2x4 11 3 5 4 2x4 % 2x4 II 2x4 II Scale = 1:19.7 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 0.24 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 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 R(tnl 1n 0 Code IRC2012lfP12007 Matrix -R Weight: 19 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=20/6-6-0,4=157/6-6-0,5=396/6-6-0 Max Horz 1=140(LC 9) Max Uplift 1=-3(LC 8), 4=-35(LC 7), 5=-113(LC 10) Max Grav 1=54(LC 7), 4=179(LC 14), 5=415(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-336/161 Structural wood sheathing directly applied or 6-0-0 oc pur ins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 4 except Qt=1b) 5=113. 01 . P0' ��o�PaO cicF�s .a 4018 -o • • rt- 0 August 22,2016 A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. " Design valid for use only with Mirekm connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Suite 109 Citru H h CA 95810 Job Truss Truss Type Qty Ply 155A Plate Grip DOL 1.15 TC 0.26 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 846201646 755A_GR V6 Valley 1 1 WB 0.08 Horz(TL) -0.00 4 n/a n/a Agin .0 Code IRC2012ITPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:02 2016 Page 1 ID:NQh2UcW VJcwzBggux_AVmUylLAq-jelcM OOQm?3HkX2MJ6VmlQcIP?DeHyJpl70go6ylKAV 7-7-8 7-7-8 2x4 11 2x4 % 2x4 11 4 2x4 11 Scale = 1:23.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.26 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 Rep Stress Incr YES WB 0.08 Horz(TL) -0.00 4 n/a n/a Agin .0 Code IRC2012ITPI2007 Matrix -R Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=9917-7-8,4=15317-7-8,5=434/7-7-8 Max Horz 1=167(LC 7) Max Uplift 4=-37(LC 7), 5=-124(LC 10) Max Grav 1=112(LC 18), 4=183(LC 14), 5=461(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-5=-374/176 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 5=124. ORPDO LIC�r� c1�;�SOO o ti':s`�� 4018 Q;;0- August 22,2016 A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MnekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIT Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201647 755A—GR V7 Valley 1 1 WB 0.10 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ornr 4n n Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:21:02 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-jelcMOOQm?3HkX2MJ6VmlQcj5?BDHytpl7Ogo6yIKAV 9-7-8 9-7-8 3x4 II % 5 4 3x5 2x4 11 2x4 Scale = 1:28.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 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 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCLL 0.0 ornr 4n n Code IRC2012/TPI2007 Matrix -R Weight: 30 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=205/9-7-8, 4=134/9-7-8, 5=547/9-7-8 Max Horz 1=216(LC 7) Max Uplift 4=-40(LC 7), 5=-156(LC 10) Max Grav 1=205(LC 1), 4=182(LC 14), 5=585(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=-456/193 Structural wood sheathing directly applied or 6-0-0 oc puliins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 5=156. 0. 46 o,PD 0 L ICFs C) Soo •. Fa ; 0 02 o: 4018 FSSIONA� ��G August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mi -7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety lnfOFMGften 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 755,& Vert(LL) Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 848201648 755A—GR V8 Valley 1 1 -0.00 5 n/a n/a Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:21:03 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-Brl_akl 3X1 BBMgdYtpO?le8vhOYPOPgy_m7N KYylKAU 11-7-8 11-7-8 3x4 11 4 3x4 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 L/d TC 0.29 Vert(LL) Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YESES BCLL 0.0 _ Code IRC2012rrPI2007 7 2x4 11 6 8 2x4 11 CSI. DEFL. in (loc) I/deft L/d TC 0.29 Vert(LL) n/a n/a 999 BC 0.13 Vert(TL) n/a n/a 999 WB 0.12 Horz(TL) -0.00 5 n/a n/a Matrix -R LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD OTHERS 2x4 HF Stud REACTIONS. All bearings 11-7-8. (lb) - Max Horz 1=265(LC 9) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 6=-120(LC 10), 7=-11 O(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 6=483(LC 14), 7=385(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-407/158, 2-7=-297/152 5 3x4 11 Scale = 1:33.6 PLATES GRIP MT20 185/144 Weight: 39 Ib FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = t O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except Qt=1b) 6=120, 7=110. o?,pDO LieF�s O � ••' SOON •.F� O. 44018 0NAL E August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7477 rev. 101072015 BEFORE USE. Oil' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201649 755A GR V9 Valley 1 1 WB 0.18 Horz(TL) -0.00 5 n/a n/a Max Hoa 1=313(LC 7) Rcni lap Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:03 2016 Page 1 ID: NQh2UcWJJcwzBggux_AVmUylLAq-Brl_ak13XIBBMgdYtpO?le8uHOXJ00wy_m7 N KYyIKAU 13-7-8 13-7-8 3x5 11 4 3x5 i 7 6 53x4 II 2x4 11 2x4 11 Scale = 1:39.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) LumberDOL 1.15 BC 0.20 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.18 Horz(TL) -0.00 5 n/a n/a Max Hoa 1=313(LC 7) Rcni lap Code IRC2012/TPI2007 Matrix -R Weight: 471b 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. OTHERS 2x4 HF Stud REACTIONS. All bearings 13-7-8. (lb) - Max Hoa 1=313(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 5 except 6=-107(LC 10), 7=-151 (LC 10) Max Grav All reactions 250 Ib or less at joint(s) 1 except 5=252(LC 3), 6=472(LC 14), 7=528(LC 1) ' FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-252/107 WEBS 3-6=-413/139, 2-7=-395/198 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 5 except (jt=1b) 6=107.7=151. e�•'SOON '•e " 00 0: 44018 August 22,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NI -7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 SuiteCitrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755,& WB 0.19 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 848201650 755A GR V10 Valley 1 1 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:57 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-NhxjJhylxSQ_d19PWYwb2Nuu7_VkcgF4crg37uylKAa 8-3-14 16-7-13 8-3-14 8-3-14 4x6 = Scale = 1:45.1 3x4 9 10 6 117 6 3x4 2x4 II 2x4 II 3x4 = 2x4 I LOADING (psf) SPACING- 2-0-0 TCLL 30.0 BC 0.15 Vert(TL) n/a - WB 0.19 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YESES BCLL 0.0 ' Code IRC2012/TP12007 CSI.DEFL. in (loc) TC 0.23 Vert(LL) n/a BC 0.15 Vert(TL) n/a - WB 0.19 Horz(TL) 0.00 5 Matrix -R I/defl L/d PLATES GRIP n/a 999 MT20 185/144 n/a 999 n/a n/a Weight: 57 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 REACTIONS. All bearings 16-7-13. (lb) - Max Horz 1=-204(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 9=-218(LC 8), 6=-217(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 8=402(LC 13), 9=536(LC 13), 6=536(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-9=-386/251, 4-6=-386/251 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 II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1 except Qt=lb) 9=218. 6=217. y,ND 0 L i _? I C •o s o/y•..Fo O 02 0. 4018 -o • • cz 9� '1 o��ss�ONAL � August 22,2016 ,& WARNING - Vw- fy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01.7473 rev. 10/032015 BEFORE USE. ° Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 848201651 755A GR V11 Valley 1 1 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCLI_ 0.0 Code IRC2012/TPI2007 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:57 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-NhxjJhylxSQ_dl9PWYwb2NuuV_WWchx4crg37uyIKAa 7-1-8 14-3-0 7-1-8 7-1-8 06 = 3.4 8 7 6 3x4 2x4 I 2x4 I 2.4 I I Scale = 1:37.0 14-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 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 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCLI_ 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 47 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 14-3-0. (lb) - Max Horz 1=173(LC 5) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-182(LC 8), 6=-182(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=309(LC 1), 8=416(LC 13), 6=416(LC 14) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-334/218, 4-6=-333/218 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (#=1b) 8=182,6=182. r�� NDO LICF�s '•' 'SOON '•. FO 00 0: 0. 4018 QS;ONA� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/0311015 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 Hei h s CA 95810 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201652 755A_GR V12 Valley 1 1 WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 t5.U1 U S Apr ZU ZUIb MI I eK Industries, Inc. Man Aug ZZ lU2U:b02Ulb rage T ID: NQh2UcWVJcwzBggux_AVmUylLAq-rtV6X1 zwimYrFvkb4GRgbaR39NshL9uDgVQcfKyIKAZ 5-11-2 5-11-2 4X8 — 3x4 8 7 6 3x4 2x4 11 2x4 11 2x4 11 Scale = 1:30.7 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 3) Gable requires continuous bottom chord bearing. TCDL 10.0 Rep Stress lncr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Weight: 37 Ib FT = 20 BCDL 10.0 - LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 11-10-3. (lb) - Max Horz 1=-142(LC 4) Max Uplift All uplift 100 Ib or less at joint(s) 1, 5 except 8=-165(LC 8), 6=-165(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 1, 5 except 7=316(LC 1), 8=374(LC 13), 6=373(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-8=-316/211,4-6=-316/211 `` NOTES-�a� -111 Cat. Il; Ex C; 1 Wind: ASCE 7-10; Vult=140m h 3 -second gust) V IRC2012 mph; TCDL=6.0 sf; BCDL=6.0 sf; h=25ft; P( 9 )( )- P P P P Lumber DOL=1.33 rZ enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; plate grip DNJ DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 VtJ� d�C� 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. FDO LI SOON 0•',F4 20. O: 44018 S �0NA�EN August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 1010312015 BEFORE USE. Design valid for use only with 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 7777Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) 848201653 755A GR V13 Valley 1 1 WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce CIty,00.80022 8.0 10 s Api cu cu io rvn r en rnuusu ies, wiu. Ivion, „ug cc 1 u. .w N w rage ID:NQh2UcWVJcwzBggux AVmUylLAq-rtV6XlzwimYrFvkb4GRgbaR27NrkL9EDgVQcfKyIKAZ 4-8-11 9-5-6 4-8-11 4-8-11 48 Scale = 1:26.1 2 3x5 2x4 4 3x5 �� LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012frP12007 Matrix -R Weight: 28 Ib FT = 20% BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=225/9-5-6, 3=225/9-5-6, 4=415/9-5-6 Max Hoa 1=112(LC 7) Max Uplift 1=-33(LC 8), 3=-44(LC 9), 4=-33(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-267/64 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 11; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. ZT* 0 SOON FON 00 02; O2 4018 s a. lcl*�*-;ONZ�_V �Q August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO 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`111 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314, Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 n/a TC 0.20 (Roof Snow=30.0) Lumber DOL 1.15 848201654 755A GR V14 Valley 1 1 WB 0.04 BCLL 0.0 Code IRC2012rrP12007 Matrix -R Jab Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr ZU 2016 MI I eK Industries, Inc. Mon Aug ZZ lu:zu:Da zula rage i ID:NQh2UcWVJcwzBggux AVmUylLAq-J33UkN_YT4hit3Jnezy37o_EynCE4d8N399ABnylKAY 3-6-5 7-0-10 3-6-5 3-6-5 Scale = 1:20.1 46 = 4 2x4i � 2x4 II 2x4 � LOADING (psf) SPACING- 2-0-0 I/deft CSI. TCLL 30.0 Plate Grip DOL 1.15 n/a TC 0.20 (Roof Snow=30.0) Lumber DOL 1.15 n/a BC 0.08 TCDL 10.0 Rep Stress Incr YES 0.00 3 WB 0.04 BCLL 0.0 Code IRC2012rrP12007 Matrix -R BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=185/7-0-10,3=185/7-0-10,4=254/7-0-10 Max Horz 1=-81(LC 4) Max Uplift 1=-39(LC 8), 3=-47(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) n/a n/a 999 MT20 185/144 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Weight: 20 Ib FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. o cIcF�s :0 p: �t • 2 G)t 44018 0.NA� August 22,2016 A WARNING - Var11y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/032015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and 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 CrBeria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Alpine Lumber Co., Commerce City,C0.80022 2-3-14 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:59 2016 Nage 1 ID: NQh2UcVWJcwzBggux_AVmUylLAq-J33UkN_YT4hit3Jnezy37o G1nB94dmN399ABnyIKAY 2 3x4 = 2x4 '�' 2x4 '� Scale = 1:12.4 LOADING (psf) Truss Truss Type Qty Ply 755,&848201655 TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 LGR V15 Valley 1 1 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 2-3-14 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:59 2016 Nage 1 ID: NQh2UcVWJcwzBggux_AVmUylLAq-J33UkN_YT4hit3Jnezy37o G1nB94dmN399ABnyIKAY 2 3x4 = 2x4 '�' 2x4 '� Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 TCDL10.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Weight: 11 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc pur ins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=192/4-7-13, 3=192/4-7-13 Max Horz 1=-50(LC 6) Max Uplift 1=-22(LC 8), 3=-22(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3. ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I-7473 rev. 1010312015 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/w chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ��Q ND 0 LIC •/; 018 MR MiTek" 7777 Greenback Lane August 22,2016 Vv n z a o D (A iC o- -y. r N (D A I I O m 0 p w (� T VT ON-Cw v z 7 c,�oQ G D c a '� 0_ 0 O_ Q: CQ' o O d O a O O 'D �'o� no H z ' ID z N 6 OnN�p3:cDN 5 2 a O Sof � 16 o(D ID a_ oaoon D �p 0-3p Q n(° N•W O O o n k O o o_(D A �•� (D (D X QN 0 o n a p Q (D N N 4 C '• Q y (Q N 3 Q O Q 0- O a O Q a 0:�3 0 �i m ID 0 6 �o mQ3m °,°Q:°gym °cD�On ° ao (D -'<y O -° ( 3 m am �° 3`D nQfl° 7(Dp� Q p Q� Q 7(�3 3 ; N O Q (DO(Dn'O D mQ°(�nQo' X03,0' _Q3 Qaao. �o'Q �Q0�3C� o'. 79O 2-9-03 3 p� °° ° Q° Q - IP Yi1 03 n O� n (p o (D H' x N N W L.. 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H � Q if �.° m -° o �a 3= °5 °o 6•? pO g° ° ° m ° CD j - am cCn o C o N (D a U m o m a a N O O n 7 CD n ,nc 3 o f, �o o �� 3 0o a� ma c� N3' mm �f/ CD no S S 0 m x C ° N 7 n'� O� Q 3 m + S ° 3 CD m m CD (0 00 �(n o n� a a m °°- o' °- D o° < 3- n O C CD co 3 < N Z 3- m 3 K N August 23, 2016 Remington Homes 5740 Olde Wadsworth Boulevard Arvada, Colorado 80002 Subject: Soils and Foundation Summary Letter Quail Ridge Estates Lot 3, Block 2 Wheat Ridge, Colorado Project No. DN47,957.001-120 USIL, li&w O R P O R A 4TE41� A 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 feet of interlayered clay and sand underlain by sandy gravel to the maximum depth explored of 20 feet. Groundwater was encountered at a depth of 18.3 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 paragrapKCity of Wheat Ridge 1971 West 12th Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 43' was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot swelled 0.6 percent when wetted. Based upon results of la- boratory tests and other factors, we judge basement slab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed cal- culations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investi- gation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and 0.5 inch at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally sup- ported floor will be constructed or request that a structurally supported floor be in- stalled. 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. 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 3, BLOCK 2 CTL I T PROJECT NO. DN47,957.001-120 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- 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 istaken. CTL I THOMPSON, I fI + , Cefy of y REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOT 3, 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 Engineers4 (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 `a flatwork. of 4"Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado'Assocliaton tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.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. City of Wheat Ridge Diviso REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL IThompson, Inc. recommends the following precautions. The home buyer should maintain surface drainage and, if an irrigation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation excavations should be avoided. 2. Excessive wetting of foundation soils before, during and after construction can cause heave or softening of foundation soils and result in foundation and slab movements. Proper surface drainage around the residence and between lots is critical to control wetting. 3. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. We recommend a minimum con- structed slope of at least 12 inches in the first 10 feet (10 percent) in landscaped areas around each residence, where practical. The recommended slope is for the soil surface slope, not surface of landscaping rock. 4. We do not view the recommendation to provide a 10 percent slope away from the foundation as an absolute. It is desirable to create this slope where practical, be- cause we know that backfill will likely settle to some degree. By starting with suf- ficient slope, positive drainage can be maintained for most settlement conditions. There are many situations around a residence where a 10 percent slope cannot be achieved practically, such as around patios, at inside foundation corners, and between a house and nearby sidewalk. In these areas, we believe it is desirable to establish as much slope as practical and to avoid irrigation. We believe it is acceptable to use a slope on the order of 5 percent perpendicular to the founda- tion in these limited areas. 5. For lots graded to direct drainage from the rear yard to the front, it is difficult to achieve 10 percent slope at the high point behind the house. We believe it is ac- ceptable to use a slope of about 6 inches in the first 10 feet (5 percent) at this lo- cation. 6. Between houses that are separated by a distance of less than 20 feet, the con- structed slope should generally be at least 10 percent to the swale used to con- vey water out of this area. For lots that are graded to drain to the front and back, we believe it is acceptable to install a slope of 5 to 8 percent at the high point (aka "break point') between houses. REMINGTON HOMES Exhibit B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc 7. Construction of retaining walls and decks adjacent to the residence should not al- ter the recommended slopes and surface drainage around the residence. Ground surface under the deck should be compacted and slope away from the resi- dence. A 10 -mil plastic sheeting and landscaping rock is recommended above the ground under the decks to reduce water dripping from the deck causing soil erosion and/or forming depressions under the deck. The plastic sheeting should direct water away from the residence. Retaining walls should not flatten the sur- face drainage around the residence and block or impede the surface runoff. 8. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Fence posts, trees, and retaining walls should not impede the runoff in the swale. 9. Backfill around the foundation walls should be moistened and compacted. 10. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfill. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. 11. The importance of proper home owner irrigation practices cannot be over- emphasized. Irrigation should be limited to the minimum amount sufficient to maintain vegetation; application of more water will increase likelihood of slab and foundation movements. Landscaping should be carefully designed and main- tained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be lo- cated within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. 12. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. 13. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurface drainage, landscaping irrigation, backfill compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. Wvieat R'd`ae REMINGTON HOMES Exhibit B-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Pae 1 Project Report General Project Information Project Title: Remington -Quail Ridge -5276 Pierson Ct-755 Designed By: Andy O'Leary Project Date: Thursday, December 01, 2016 Client Name: Remington Homes Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Client Comment: Company Name: Smith And Willis Heating And Air LLC Company Representative: Andy O'Leary Company Address: 8450 Rosemary St Company City: Commerce City, CO. 80022 Company Phone: (303)688-4487 Company E -Mail Address: aoleary@smithandwillis.com i Reference City: Wheatridge, Colorado Building Orientation: Front door faces West Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 91 59 15% 50% 75 -39 FCheck Figures Total Building Supply CFM: 1,740 CFM Per Square ft.: 0.313 Square ft. of Room Area: 5,565 Square ft. Per Ton: 2,189 Volume (ft') of Cond. Space: 54,516 Building Loads j Total Heating Required Including Ventilation Air: 67,286 Btuh 67.286 MBH Total Sensible Gain: 33,798 Btuh 100 % Total Latent Gain: -3,295 Btuh 0 % Total Cooling Required Including Ventilation Air: 33,798 Btuh 2.82 Tons (Based On Sensible + Latent) LNotes 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. O 011 i �J M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington-Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 2 Miscellaneous Report Outdoor Indoor Indoor Grai Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Bulb Bulb Differenc Winter: 1 0.21 80% n/a 70 F System 1 System 1 Outdoor Outdoor Outdoor- Indoor Indoor Grains' Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Dry Bulb Difference Winter: 1 0.21 80% 30% 70 33.92 Summer: 91 59 15% 50% 75 -39.13 rSystem 2 System 2 Outdoor Outdoor Outdoor Indoor Indoor Grai Input Data Dry Bulb Wet Bulb Rel.Hum Rel.Hum Bulb Bulb Differenc Winter: 1 0.21 80% n/a 70 n/a Summer: 91 59 15% 50% 75 -39.13 Duct Sizing Inputs 1 Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.270 AC/hr 0.250 AC/hr 175 CFM 162 CFM Infiltration Actual: 0.304 AC/hr 0.286 AC/hr Above Grade Volume: X 38,798 Cu.ft. X 38,798 Cu.ft. j 11,794 Cu.ft./hr 11,077 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 197 CFM 185 CFM Total Building Ventilation: 0 CFM 0 CFM ---System 1 --- Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1.10 X 0.823 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -21.90 = (0.68 X 0.823 X -39.13 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (96 CFM) Summer Infiltration Specified: 0.250 AC/hr (96 CFM) ---System 2 --- Infiltration & Ventilation Sensible Gain Multiplier: 14.49 = (1.10 X 0.823 X 16.00 Summer Temp. Difference) Infiltration & Ventilation Latent Gain Multiplier: -21.90 = (0.68 X 0.823 X -39.13 Grains Difference) Infiltration & Ventilation Sensible Loss Multiplier: 62.49 = (1.10 X 0.823 X 69.00 Winter Temp. Difference) Winter Infiltration Specified: 0.250 AC/hr (66 CFM) Summer Infiltration Specified: 0.250 AC/hr (66 CFM) � Duces t Load Factor Scenarios for System 2 Attic Duct Duct Surface From No. Type Description Location Ceiling Leakage Insulation Area MDD 1 Supply Attic Attic 16B 0.06 8 613.8 Yes 1 Return Attic Attic 16B 0.06 8 150.8 Yes C'M u" F\1111 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 3 Load Preview Report Sys Sys Sys Net ft.' Sen Lt Net Sen Htg Clg Act Duct Scope Ton /Ton Area Gain Gain Gain Loss CFM CFM CFM Size Building 2.82 2,189 5,565 33,798 -3,295 33,798 67,286 1,042 1,740 1,740 System 1 1.43 2,879 3,610 17,156 -2,110 17,156 38,070 582 840 840 25x10 Humidification 2,065 Zone 1 3,610 17.156 -2,110 17,156 36,005 582 840 840 10x15 1 -Basement 1,816 1,850 -247 1,850 12,423 201 91 201 6,6,6 2 -Foyer 353 529 -330 529 2,751 44 26 44 6 3 -Study 172 2,266 -224 2,266 3,012 49 111 111 6,6 4 -Pantry 41 198 -48 198 513 8 10 10 3 5-KitcherVdining 432 4,868 -450 4,868 5,584 90 238 238 7,7,7 6 -Great Room 361 5,161 -262 5,161 6,165 100 253 253 7,7,7 7-Pwdr 57 111 -77 111 613 10 5 10 3 8 -Mud Room 87 228 -107 228 1,039 17 11 17 5 9-M Wic 56 297 -137 297 1,256 20 15 20 5 21 -Study 235 1,648 -228 1,648 2,649 43 81 81 5,5 System 2 1.39 1,518 1,955 16,642 -1,185 16,642 29,215 460 900 900 20x10 Duct Latent -251 0 Zone 1 1,955 16,642 -934 16,642 29,215 460 900 900 10x16 10 -Bedroom 4 230 2,512 -52 2,512 4,231 67 136 136 6,6 11 -Bath 2 33 483 -105 483 1,377 22 26 26 5 12 -Laundry 59 847 -62 847 1,226 19 46 46 5 13 -Bedroom 3 205 1,989 -44 1,989 4,105 65 108 108 6,6 14 -Bath 3 72 328 -56 328 1,100 17 18 18 5 15 -Bedroom 2 211 2,416 -29 2,416 3,603 57 131 131 6,6 16 -Loft 509 1,185 -57 1,185 2,263 36 64 64 6 17 -Master Bedroom 328 4,667 -184 4,667 6,395 101 252 252 8,8 18 -Master Bath 162 868 -112 868 1,884 30 47 47 6 19-W/C 21 264 -30 264 529 8 14 14 5 20-Wic 125 1,083 -203 1,083 2,503 39 59 59 6 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. OX C'\M M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---Duct Name, etc. 0.0003 7 314 Up: ST -250 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 82.1 Runout 0.0003 7 314 Up: ST -110 55 5.4 0.025 Rnd 18.8 7.7 63.4 Presize 84 34.4 0.382 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 86.1 Runout 0.0003 7 314 Up: ST -250 55 5.4 0.025 Rnd 18.8 7.7 67.2 Presize 84 34.5 0.378 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 82.1 Runout 0.0003 7 314 Up: ST -230 55 5.4 0.025 Rnd 18.8 7.7 63.4 Presize 84 34.4 0.378 ---Duct Name: SR -160, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, Effective Length: 92.9 Runout 0.0003 7 296 Up: ST -170 55 5.4 0.023 Rnd 24.7 7.7 68.2 Presize 79 45.2 0.375 ---Duct Name: SR -170, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, 8-A2, Effective Length: 81.9 Runout 0.0003 7 296 Up: ST -150 55 5.4 0.023 Rnd 19.4 7.7 62.5 Presize 79 35.6 0.377 ---Duct Name: SR -180, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, Effective Length: 73.3 Runout 0.0003 7 296 Up: ST -140 55 5.4 0.023 Rnd 1.3 7.7 72.0 Presize 79 2.4 0.379 ---Duct Name: SR -190, Supplies: Pantry, Fittings: 2-I, 4-G, Effective Length: 22.1 Runout 0.0003 3 Up: ST -210 55 2.4 Rnd 1.6 3.3 Presize 10 1.2 204 0.035 20.5 0.388 ---Duct Name: SR -200, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 62.9 Runout 0.0003 6 280 Up: ST -150 55 4.7 0.025 Rnd 18.3 6.6 44.6 Presize 55 28.7 0.380 ---Duct Name: SR -210, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 62.9 Runout 0.0003 6 280 Up: ST -190 55 4.7 0.025 Rnd 18.3 6.6 44.6 Presize 55 28.7 0.382 0.005 0.016 0.021 0.418 0.005 0.017 0.022 0.422 0.005 0.016 0.021 0.422 0.006 0.016 0.021 0.425 0.004 0.014 0.019 0.423 0.000 0.016 0.017 0.421 0.001 0.007 0.008 0.412 0.005 0.011 0.016 0.420 0.005 0.011 0.016 0.418 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 _ Page 5 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) ---Duct Name, etc. 0.0003 5 125 Up: ST -240 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 64.9 Runout 0.0003 6 224 Up: ST -220 140 4.7 0.015 Rnd 24.1 6.6 40.9 Presize 44 37.8 0.388 ---Duct Name: SR -230, Supplies: Pwdr, Fittings: 2-I, 4-H, Effective Length: 19.2 Runout 0.0003 3 204 Up: ST -260 140 2.4 0.031 Rnd 4.2 3.3 15.1 Presize 10 3.3 0.396 ---Duct Name: SR -240, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 35.4 Runout 0.0003 5 125 Up: ST -240 140 3.9 0.007 Rnd 1.0 5.5 34.4 Presize 17 1.3 0.400 ---Duct Name: SR -250, Supplies: M Wic, Fittings: 2-I, 4-G, 8-A2, Effective Length: 39.5 Runout 0.0003 5 147 Up: ST -420 140 3.9 0.009 Rnd 1.2 5.5 38.3 Presize 20 1.5 0.387 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 3.1 0.0003 Trunk 0.0003 16.9 355 Up: ST -240 55 25 0.013 Rect 3.1 10 0.0 Presize 616 18 0.402 ---Duct Name: ST -250, Feeds Into: Basement, Fitting: 12-01, Effective Length: 12.9 Trunk 0.0003 15.2 440 Up: ST -260 55 20 0.021 Rect 3.7 10 9.2 Presize 611 18.3 0.400 ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 16.9 Up: ST -110 55 25 Rect 0.7 10 Presize 627 3.9 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 6.8 Trunk 0.0003 15.2 Up: ST -250 55 20 Rect 6.8 10 Presize 527 34.2 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 7.1 Trunk 0.0003 15.2 Up: ST -230 55 20 Rect 7.1 10 Presize 443 35.4 361 0.013 0.0 0.403 0.004 0.006 0.010 0.412 0.001 0.005 0.006 0.404 0.000 0.002 0.002 0.400 0.000 0.004 0.004 0.413 0.000 0.000 0.000 0.398 0.001 0.002 0.003 0.400 0.000 0.000 0.000 0.397 379cra" "0.001 0.0160.000 0.00.001 0.398' 0.402 319 0.001 0.012 0.000 0.0 0.001 0.398 0.402 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM rtnvac - Kesiaenuai at �ignt Uommerciai nvAU �oaas Lute software Development, Inc. Smith &Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Pa e 6 Manual D Ductsize Data - Duct System 1 - Supply (cont`d) ---Duct Name, etc. Trunk 0.0003 16.9 482 Trunk 0.0003 12.9 179 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizin CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 5.4 Trunk 0.0003 16.9 482 Trunk 0.0003 12.9 179 0.000 Up: ST -170 55 14 0.005 0.000 Rect 5.4 10 0.0 0.000 Presize 174 21.7 0.395 0.405 ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 2.4 p� Trunk 0.0003 15.2 300 0.000 Up: ST -220 55 20 0.010 0.000 Rect 2.4 10 0.0 0.000 Presize 417 12.1 0.397 0.403 ---Duct Name: ST -180, Feeds Into: Basement, Fitting: 12-01, Effective Length: 8.3 Trunk 0.0003 12.9 372 0.000 Up: ST -190 55 14 0.018 0.001 Rect 0.8 10 7.6 0.002 Presize 362 3 0.396 0.404 ---Duct Name: ST -170, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 16.9 482 Trunk 0.0003 12.9 260 0.000 Up: ST -140 55 14 0.010 0.000 Rect 0.8 10 0.0 0.000 Presize 253 3 0.396 0.404 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 16.9 482 Trunk 0.0003 12.9 169 0.000 Up: ST -210 55 14 0.004 0.000 Rect 0.3 10 0.0 0.000 Presize 164 1 0.395 0.405 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-01, Effective Length: 123.7 Trunk 0.0003 16.9 482 0.000 Up: Fan 55 25 0.022 0.027 Rect 1.0 10 122.7 0.277 Presize 836 5.7 0.403 0.397 ---Duct Name: STA 10, Feeds Into: Basement, Effective Length: 1.6 Trunk 0.0003 16.9 410 0.000 Up: SMT -100 55 25 0.017 0.000 Rect 1.6 10 0.0 0.000 Presize 711 9.2 0.403 0.397 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 1.9 p� Trunk 0.0003 16.9 74,tyofCi1yk,0.000 Up: SMT -100 140 25 0.001 0.000 Rect 1.9 10 0.0 Wh a fl �£r 0.000 Presize 129 11.2 0.403 0.397 ---Duct Name: SR -110, Supplies: Basement, Fittings: 2-I, 4 -AD, Effective Length: 79.3 Runout 0.0003 6 341 0.006 Up: ST -140 140 4.7 0.032 0.020 Rnd 17.7 6.6 61.6 0.025 Presize 67 27.8 0.371 0.429 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM r.nvaa. - .caivauuaa yna nvma wcluzp CMe Junware U@vupmenL, mc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Pa5 e 7 Manual D Ductsize Data - Duct System 9 - Supply (cont'd) ---Duct Name, etc. Trunk 0.0003 12.9 372 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 -140, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 372 0.000 Up: ST -180 55 14 0.018 0.000 Rect 0.3 10 0.0 0.000 Presize 362 1.3 0.396 0.404 ---Duct Name: SR -120, Supplies: Basement, Fittings: 2-1, 4 -AD, Effective Length: 73.2 Nearest Inch 108 5.4 Runout 0.0003 6 341 0.007 Up: ST -160 140 4.7 0.032 0.017 Rnd 20.7 6.6 52.5 0.023 Presize 67 32.5 0.372 0.428 ---Duct Name: ST -150, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 138 0.000 Up: ST -160 55 14 0.003 0.000 Rect 0.7 10 0.0 0.000 Presize 134 2.7 0.395 0.405 ---Duct Name: ST -400, Feeds Into: Basement, Effective Length: 2.6 Trunk 0.0003 5.3 774 0.005 Up: ST -120 140 4 0.181 0.000 Rect 2.6 6 0.0 0.005 Nearest Inch 129 4.3 0.398 0.402 ---Duct Name: ST -410, Feeds Into: Basement, Effective Length: 1.8 Trunk 0.0003 4.2 845 0.005 Up: ST -420 140 3 0.289 0.000 Rect 1.8 5 0.0 0.005 Nearest Inch 88 2.3 0.386 0.414 ---Duct Name: SR -410, Supplies: Study, Fitting: 4-H, Effective Length: 31.4 Runout 0.0003 5 293 0.007 Up: ST -430 55 3.9 0.034 0.004 Rnd 19.1 5.5 12.3 0.011 Presize 40 25 0.371 0.429 ---Duct Name: SR -420, Supplies: Study, Fitting: 4-H, Effective Length: 31.3 Runout 0.0003 5 293 0.007 Up: ST -400 55 3.9 0.034 0.004 Rnd 19.0 5.5 12.3 0.011 Presize 40 24.9 0.387 0.413 ---Duct Name: ST -420, Feeds Into: Basement, Effective Length: 3.6 Trunk 0.0003 4.9 778Cdin 0.007 Up: ST -400 140 4 0.201 0.000 Rect 3.6 5 0.00.007 Nearest Inch 108 5.4 0.391 0.409 ---Duct Name: SR -430, Supplies: Basement, Fitting: 4-H, Effective Length: 29.7 Runout 0.0003 6 3410.004 Up: ST -410 140 4.7 0.032 0.006 Rnd 11.6 6.6 18.1 0.009 Presize 67 18.2 0.377 0.423 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1115 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Smith &Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 8 Manual D Ductsize Data - Duct System 1 Supply (cont'd) ---Duct Name, etc. 16.9 ST -260 Largest runout diameter: 7 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizin _ CFM Area SP.Avail SPL.Cumul ---Duct Name: ST -430, Feeds Into: Basement, Effective Length: 1.0 Trunk 0.0003 3 720 0.004 Up: ST -410 55 2 0.378 0.000 Rect 1.0 4 0.0 0.004 Nearest Inch 40 1 0.382 0.418 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. hSummary Number of active trunks: 19 Number of active runouts: 18 Total runout outlet airflow: Main trunk airflow: 981 836 Largest trunk diameter: 16.9 ST -260 Largest runout diameter: 7 SR -130 Smallest trunk diameter: 3 ST -430 Smallest runout diameter: 3 SR -190 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.249 Supply fan static pressure available: 0.551 Runout maximum cumulative static pressure loss: 0.429 SR -110 Return loss added to supply: 0.120 Total effective length of return ( ft.): 424.5 high/low Total effective length of supply ( ft.): 246.1 SR -110 Overall total effective length ( ft.): 670.6 high/low to SR -110 Design overall friction rate per 100 ft.: 0.082 (Available SP x 100 / TEL) System duct surface area (Scenario 1): Total system duct surface area: 610.9 Main (Linked to duct load) 610.9 City ut Wheat Ridge uiidin g Divisor M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM itnvac - Kesiaenuai & ugnt uommerciai nvA4 Loaas tune software ueveiopment, inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 9 i Manual D Ductsize Data - Duct System 2 - Supply ---Duct Name, etc. Runout Trunk 0.0003 15.2 648 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SMT -270, Feeds Into: Loft, Fitting: 1-1-11, Effective Length: 120.0 Runout Trunk 0.0003 15.2 648 0.000 Up: Fan 55 20 0.042 0.050 Rect 0.8 10 119.2 0.298 Presize 900 4.2 0.371 0.429 ---Duct Name: ST -290, Feeds Into: Loft, Effective Length: 0.7 Runout 0.01 Trunk 0.0003 15.2 648 0.000 Up: SMT -270 55 20 0.042 0.000 Rect 0.7 10 0.0 0.000 Presize 900 3.3 0.370 0.430 ---Duct Name: SR -290, Supplies: Bedroom 3, Fittings: 2-I, 4 -AD, Effective Length: 42.5 Runout 0.01 6 275 0.008 Up: ST -390 55 4.7 0.041 0.009 Rnd 19.9 6.6 22.6 0.018 Presize 54 31.2 0.352 0.448 ---Duct Name: SR -300, Supplies: Bedroom 3, Fittings: 2-1, 4 -AD, Effective Length: 47.8 44.3 0.332 Runout 0.01 6 275 0.009 Up: ST -380 55 4.7 0.041 0.011 Rnd 21.6 6.6 26.3 0.020 Presize 54 33.9 0.350 0.450 ---Duct Name: SR -310, Supplies: Laundry, Fittings: 2-I, 4 -AD, Effective Length: 27.5 0.047 Runout 0.01 5 337 0.008 Up: ST -390 55 3.9 0.079 0.014 Rnd 9.8 5.5 17.7 0.022 Presize 46 12.8 0.348 0.452 ---Duct Name: SR -320, Supplies: Bath 2, Fittings: 2-I, 4 -AD, Effective Length: 36.6 Runout 0.01 5 191 0.005 Up: ST -390 55 3.9 0.026 0.004 Rnd 19.5 5.5 17.1 0.010 Presize 26 25.5 0.360 0.440 ---Duct Name: SR -330, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 57.6 Runout 0.01 6 346 0.019 Up: ST -370 55 4.7 0.065 0.018 Rnd 29.2 6.6 28.4 0.037 Presize 68 45.9 0.332 0.468 ---Duct Name: SR -340, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 57.5 Runout 0.01 6 346 0.018 Up: ST -360 55 4.7 0.065 0.019 Rnd 28.2 6.6 29.3j� 0.037 Presize 68 44.3 0.332 gat 0.468 ---Duct Name: SR -350, Supplies: Master Bedroom, Fittings: 2-I, 4 -AD, Effective Length: 79.4 Sao, Runout 0.01 8 361 �'` . 0.016 Up: ST -290 55 6.2 0.047 0.022 Rnd 33.1 8.7 46.3 0.038 Presize 126 69.3 0.333 0.467 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM �h,j -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. mith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 tteton, CO 80125 _Page 10 Manual D Ductsize Data - Duct System 2 - Supply (cont'd) ---Duct Name, etc. Runout 0.01 6 Type Roughness Diameter Velocity Upstream Temperature Width Loss/100 Shape Length Height Fit.Eq.Len Sizing CFM Area SP.Avail ---Duct Name: SR -360, Supplies: Master Bedroom, Fittings: 2-I, 4 -AD, Effective Length: 89.2 Runout 0.01 8 361 Up: ST -300 55 6.2 0.047 Rnd 42.9 8.7 46.3 Presize 126 89.8 0.328 ---Duct Name: SR -370, Supplies: Master Bath, Fittings: 2-I, 4 -AD, Effective Length: 53.1 Runout 0.01 6 239 Up: ST -320 55 4.7 0.032 Rnd 22.6 6.6 30.5 Presize 47 35.5 0.353 ---Duct Name: SR -380, Supplies: W/C, Fittings: 2-I, 4 -AD, Effective Length: 48.1 0.430 Runout 0.01 5 103 Up: ST -340 55 3.9 0.008 Rnd 26.1 5.5 22.0 Presize 14 34.2 0.366 ---Duct Name: SR -390, Supplies: Wic, Fittings: 2-I, 4 -AD, Effective Length: 57.2 5.4 Runout 0.01 6 301 Up: ST -350 55 4.7 0.049 Rnd 26.3 6.6 30.9 Presize 59 41.3 0.341 ---Duct Name: SR -400, Supplies: Loft, Fittings: 2-I, 4 -AD, Effective Length: 50.1 Runout 0.01 6 326 Up: ST -330 55 4.7 0.057 Rnd 19.0 6.6 31.1 Presize 64 29.9 0.341 SPL.Duct SPL.Fit SPL.Tot SPL.Cumul 0.020 0.022 0.042 0.472 0.007 0.010 0.017 0.447 0.002 0.002 0.004 0.434 0.013 0.015 0.028 0.459 0.011 0.018 0.029 0.459 ---Duct Name: ST -300, Feeds Into: Loft, Effective Length: 0.6 Trunk 0.0003 15.2 511 0.000 Up: ST -290 55 20 0.027 0.000 Rect 0.6 10 0.0 0.000 Presize 709 2.9 0.370 0.430 ---Duct Name: ST -310, Feeds Into: Loft, Effective Length: 1.9 Trunk 0.0003 15.2 373 0.000 Up: ST -300 55 20 0.015 0.000 Rect 1.9 10 0.0 0.000 Presize 518 9.6 0.370 0.430 ---Duct Name: ST -320, Feeds Into: Loft, Effective Length: 1.7 Trunk 0.0003 15.2 360 0.000 Up: ST -310 55 20 0.014 0.000 Rect 1.7 10 0.0 0.000 Presize 500 8.3 0.370 0.430 ---Duct Name: ST -330, Feeds Into: Loft, Effective Length: 1.1 Trunk 0.0003 15.2 326 0.000 Up: ST -320 55 20 0.012 0.000 Rect 1.1 10 0.0 0.000 Presize 453 5.4 0.370 0.430 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington-Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 _ Page 11 Manual D Ductsize Data - Duct System 2 - Supply (cont'd) i ---Duct Name, etc, Runout Runout 0.01 5 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 -340, Feeds Into: Loft, Effective Length: 1.3 Runout Runout 0.01 5 Trunk 0.0003 15.2 280 0.000 Up: ST -330 55 20 0.009 0.000 Rect 1.3 10 0.0 0.000 Presize 389 6.2 0.370 0.430 ---Duct Name: ST -350, Feeds Into: Loft, Effective Length: 0.8 Runout Runout 0.01 5 Trunk 0.0003 15.2 270 0.000 Up: ST -340 55 20 0.009 0.000 Rect 0.8 10 0.0 0.000 Presize 375 3.8 0.369 0.431 ---Duct Name: ST -360, Feeds Into: Loft, Effective Length: 0.5 0.458 Wheat f ---Duct Name: SR -260, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 40.7 Trunk 0.0003 15.2 228 0.000 Up: ST -350 55 20 0.006 0.000 Rect 0.5 10 0.0 0.000 Presize 316 2.5 0.369 0.431 ---Duct Name: ST -370, Feeds Into: Loft, Effective Length: 0.8 Runout Runout 0.01 5 Trunk 0.0003 15.2 179 0.000 Up: ST -360 55 20 0.004 0.000 Rect 0.8 10 0.0 0.000 Presize 248 4.2 0.369 0.431 ---Duct Name: ST -380, Feeds Into: Loft, Effective Length: 0.7 0.458 Wheat f ---Duct Name: SR -260, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 40.7 Trunk 0.0003 15.2 130 0.000 Up: ST -370 55 20 0.002 0.000 Rect 0.7 10 0.0 0.000 Presize 180 3.3 0.369 0.431 I ---Duct Name: ST -390, Feeds Into: Loft, Effective Length: 1.0 65 15.1 0.346 Trunk 0.0003 15.2 91 0.000 Up: ST -380 55 20 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 126 5 0.369 0.431 ---Duct Name: SR -280, Supplies: Bath 3, Fittings: 2-I, 4 -AD, Effective Length: 38.2 Runout Runout 0.01 5 132 0.002 Up: ST -310 55 3.9 0.013 0.003 Rnd 15.7 5.5 22.6 0.005 Presize 18 20.5 0.365 0.435 ---Duct Name: SR -270, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 47.5 Runout 0.01 6 331 0.010 Up: ST -300 55 4.7 0.059 0.018 Rnd 16.4 6.6 31.1 ` !t4' 0.028 Presize 65 25.8 0.342 0.458 Wheat f ---Duct Name: SR -260, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 40.7 Runout 0.01 6 331 Building,. 0.006 Up: ST -290 55 4.7 0.059 0.018 Rnd 9.6 6.6 31.1 0.024 Presize 65 15.1 0.346 0.454 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 12 Manual D Ductsize Data - Duct System 2 - Supply (cont'd) ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq,Len SPL.Tot -Sizing--- _ CFM Area SP.Avail SPL.Cumul Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 12 Number of active runouts: 15 Total runout outlet airflow: Main trunk airflow: Largest trunk diameter: 15.2 SMT -270 Largest runout diameter: 8 SR -350 Smallest trunk diameter: 15.2 SMT -270 Smallest runout diameter: 5 SR -310 Supply fan external static pressure: 0.800 Supply fan device pressure losses: 0.248 Supply fan static pressure available: 0.552 Runout maximum cumulative static pressure loss: 0.472 SR -360 Return loss added to supply: 0.131 Total effective length of return ( ft.): 321.0 Mstr Ceiling Total effective length of supply ( ft.): 210.5 SR -360 Overall total effective length ( ft.): 531.4 Mstr Ceiling to SR -360 Design overall friction rate per 100 ft.: 0.104 (Available SP x 100 / TEL) System duct surface area (Scenario 1): 613.8 Attic (Linked to duct load) Total system duct surface area: 613.8 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM mnvac - rceswenciai a ugnt wmmeruiai SVA%, coags tune soncware ueveiopment, inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 M Page 13 Manual D Ductsize Data - Duct System 1 - Return ---Duct Name, etc. Runout 0.0003 12.9 483 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: high/low, Returns From: Study, Fittings: 6-B, 6-F, 6-H, Effective Length: 204.3 Runout 0.0003 12.9 483 0.000 Up: RT -120 75 14 0.028 0.057 Rect 0.6 10 203.7 0.057 Presize 470 2.4 0.000 0.057 ---Duct Name: GR High, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 Runout 0.0003 7 299 0.001 Up: RT -110 75 5.4 0.023 0.008 Rnd 4.0 7.7 34.4 0.009 Presize 80 7.3 -0.058 0.009 ---Duct Name: GR High 2, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 Runout 0.0003 7 299 0.001 Up: RT -170 75 5.4 0.023 0.008 Rnd 4.0 7.7 34.4 0.009 Presize 80 7.3 -0.058 0.009 ---Duct Name: H Low 2, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.3 0.0 Runout 0.0003 7 299 0.001 Up: RT -160 75 5.4 0.023 0.008 Rnd 3.9 7.7 34.4 0.009 Presize 80 7.2 -0.057 0.009 ---Duct Name: H Low, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 3800.000 Runout 0.0003 7 299 0.001 Up: RT -150 75 5.4 0.023 0.008 Rnd 4.0 7.7 34.4 0.009 Presize 80 7.3 -0.057 0.009 ---Duct Name: RT -170, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 518 0.000 Up: RT -110 75 25 0.025 0.000 Rect 1.0 10 0.0 0.000 Presize 900 5.8 -0.066 0.119 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 472 0.000 Up: RT -170 75 25 0.021 0.000 Rect 1.0 10 0.0 0.000 Presize 820 5.8 -0.066 0.118 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 426 0.000 Up: RT -160 75 25 0.017 0.000 Rect 1.0 10 0.0 0.000 Presize 740 5.8 -0.0660.118 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 2.0 LId Trunk 0.0003 16.9 3800.000 Up: RT -150 75 25 0.014 r 0.000 Rect 2.0 10 0.00.000 Presize 660 11.7 -0.066 0.118 MA ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM MA ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC 10 Remington-Quail Ridge-5276 Pierson Ct-7666 Littleton, CO 80125 Page 14' Manual D Ductsize Data - Duct System 1 - Return (cont'd) --Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RMT-100, Feeds From: Basement, Fittings: 5-H1, 5-N, Effective Length: 180.1 Trunk 0.0003 16.9 565 0.000 Up: Fan 75 25 0.029 0.052 Rect 0.4 10 179.7 0.052 Presize 980 2.4 -0.068 0.120 ---Duct Name: RT-110, Feeds From: Basement, Effective Length: 5.6 Trunk 0.0003 16.9 565 0.002 Up: RMT-100 75 25 0.029 0.000 Rect 5.6 10 0.0 0.002 Presize 980 32.6 -0.067 0.119 ---Duct Name: RT-120, Feeds From: Basement, Effective Length: 11.1 Trunk 0.0003 12.9 483 0.003 Up: RT-180 75 14 0.028 0.000 Rect 11.1 10 0.0 0.003 Presize 470 44.3 -0.057 0.110 ---Duct Name: RT-180, Feeds From: Basement, Fitting: 12-F1, Effective Length: 18.4 I Trunk 0.0003 12.9 483 0.001 Up: RT-140 75 14 0.028 0.005 Rect 2.0 10 16.4 0.005 Presize 470 8 -0.061 0.113 ---Duct Name: bsmt, Returns From: Basement, Fittings: 6-C, 6-M, Effective Length: 35.1 Runout 0.0003 8 544 0.005 Up: RT-140 75 6.2 0.056 0.015 Rnd 9.0 8.7 26.1 0.020 Presize 190 18.8 -0.046 0.020 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 8 Number of active runouts: 6 Total runout outlet airflow: 980 Main trunk airflow: 980 Largest trunk diameter: 16.9 RT-170 Largest runout diameter: 12.9 high/low Smallest trunk diameter: 12.9 RT-120 Smallest runout diameter: 7 GR High Runout maximum cumulative static pressure loss: 0.057 high/low Return loss added to supply: 0.120 Total effective length of return ( ft.): 424.5 high/low MA ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington-Quail Ridge -5276 Pierson Ct-755 Littleton CO 80125 _ Page 15 Manual D Ductsize Data - Duct System 9 - Return (cont'd) Summary System duct surface area (Scenario 1): 166.9 Main (Linked to duct load) Total system duct surface area: 166.9 M:\ ..ARemington-Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 E Page 16 Manual D Ductsize Data - Duct System 2 - Return ---Duct Name, etc. 15.2 Trunk 0.0003 15.2 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: RMT -190, Feeds From: Loft, Fittings: 5-1-11, 5-N, 11-A, Effective Length: 262.2 15.2 Trunk 0.0003 15.2 648 0.000 Up: Fan 75 20 0.040 0.106 Rect 0.7 10 261.6 0.106 Presize 900 3.3 -0.025 0.131 ---Duct Name: Mstr Ceiling, Returns From: Master Bedroom, Fittings: 6-C, 6-M, Effective Length: 58.8 System duct surface area (Scenario 1): Runout 0.01 12 461 0.008 Up: RMT -190 75 9.3 0.043 0.017 Rnd 18.0 13.1 40.8 0.025 Presize 362 56.4 0.000 0.025 ---Duct Name: Ceiling 2, Returns From: Loft, Fittings: 6-C, 6-M, Effective Length: 44.6 Runout 0.01 12 343 0.005 Up: RMT -190 75 9.3 0.024 0.006 Rnd 20.4 13.1 24.2 0.011 Presize 269 64.1 -0.014 0.011 ---Duct Name: Ceiling, Returns From: Loft, Fittings: 6-C, 6-M, Effective Length: 32.8 Runout 0.01 12 343 0.002 Up: RMT -190 75 9.3 0.024 0.006 Rnd 8.6 13.1 24.2 0.008 Presize 269 27 -0.017 0.008 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 1 Number of active runouts: 3 Total runout outlet airflow: Main trunk airflow: Largest trunk diameter: 15.2 RMT -190 Largest runout diameter: 12 Mstr Ceiling Smallest trunk diameter: 15.2 RMT -190 Smallest runout diameter: 12 Mstr Ceiling _ Runout maximum cumulative static pressure loss: 0.025 Mstr Ceiling Return loss added to supply: 0.131 Total effective length of return ( ft.): 321.0 Mstr Ceiling System duct surface area (Scenario 1): 150.8 Attic (Linked to duct load) Total system duct surface area: 150.8 Nates - 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. M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 M Page 17 Manual D Ductsize Data - Duct S stem 2 - Return (cont'd) Notes .. . 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. ;-ity tit ;eat r" yrr n ' �9.cige M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 18 Total Building Summary Loads Component Area Sen Lat Sen Total I j Description Quan Loss Gain Gain Gain Remington: Glazing- 729.5 15,110 0 19,121 _j 19,121 R6.6 Door: Door- 20 208 0 66 66 R5 Door: Door- 20 276 0 88 88 Bsmt R11-9: Wall- 1633.2 6,170 0 93 93 Bsmt R11-7: Wall- 310 1,306 0 48 48 Exterior R23: Wall- 3117.2 13,547 0 2,216 2,216 1613-50: Roof/Ceiling-Under Attic with Insulation on Attic 2317.1 3,200 0 2,133 2,133 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A-32-c: Floor-Basement, Concrete slab, any thickness, 1816.3 2,507 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide Floor R50.4-c: Floor- 751.4 1,555 0 136 136 Subtotals for structure: 43,879 0 23,901 23,901 People: 5 1,000 1,150 2,150 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 9,058 -251 4,870 4,619 Infiltration: Winter CFM: 197, Summer CFM: 185 12,283 -4,044 2,677 -1,367 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.63 gal/day : 2,065 0 0 0 Total Building Load Totals: 67,286 -3,295 33,798 30,503 Check Figures Total Building Supply CFM: 1,740 CFM Per Square ft.: 0.313 Square ft. of Room Area: 5,565 Square ft. Per Ton: 2,189 Volume (ft3) of Cond. Space: 54,516 Building Loads Total Heating Required Including Ventilation Air: 67,286 Btuh 67.286 MBH Total Sensible Gain: 33,798 Btuh 100 % Total Latent Gain: -3,295 Btuh 0 % Total Cooling Required Including Ventilation Air: 33,798 Btuh 2.82 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. wp? B M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 _ Pae 19 System 1 System � Summary Loads Component Area Sen Lat Sen Total Desai tion Quan Loss Gain Gain Gain Remington: Glazing- 467 9,671 0 12,253 12,253 R6.6 Door: Door- 20 208 0 66 66 1 R5 Door: Door- 20 276 0 88 88 Bsmt R11-9: Wall- 1633.2 6,170 0 93 93 Bsmt R11-7: Wall- 310 1,306 0 48 48 Exterior R23: Wall- 1848.3 8,034 0 1,316 1,316 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 361.5 499 0 333 333 Floor (also use for Knee Walls and Partition Ceilings), Vented Attic, No Radiant Barrier, Dark Asphalt Shingles or Dark Metal, Tar and Gravel or Membrane, R-50 insulation 21A -32-c: Floor -Basement, Concrete slab, any thickness, 1816.3 2,507 0 0 0 2 or more feet below grade, no insulation below floor, carpet covering, shortest side of floor slab is 32' wide Subtotals for structure: 28,671 0 14,197 14,197 People: 1 200 230 430 Equipment: 0 1,200 1,200 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 117, Summer CFM: 105 7,334 -2,310 1,529 -781 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.63 gal/day : 2,065 0 0 0 System 1 System 1 Load Totals: 38,070 -2,110 17,156 15,046 i Check Figures Supply CFM: 840 CFM Per Square ft.: 0.233 Square ft. of Room Area: 3,610 Square ft. Per Ton: 2,879 Volume (ft') of Cond. Space: 38,708 System Loads Total Heating Required Including Ventilation Air: 38,070 Btuh 38.070 MBH Total Sensible Gain: 17,156 Btuh 100 % Total Latent Gain: -2,110 Btuh 0 % Total Cooling Required Including Ventilation Air: 17,156 Btuh 1.43 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. I I i rj_at of R;dge '3u!!d�nc� f)i�ison M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 20 System 2 System 2 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing- 262.5 5,439 0 6,868 6,868 Exterior R23: Wall- 1268.9 5,513 0 900 900 166-50: Roof/Ceiling-Under Attic with Insulation on Attic 1955.6 2,701 0 1,800 1,800 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 Floor R50.4 -c: Floor- 751.4 1,555 0 136 136 Subtotals for structure: 15,208 0 9,704 9,704 People: 4 800 920 1,720 Equipment: 0 0 0 Lighting: 0 0 0 Ductwork: 9,058 -251 4,870 4,619 Infiltration: Winter CFM: 79, Summer CFM: 79 4,949 -1,734 1,148 -586 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 System 2 System 2 Load Totals: 29,215 -1,185 16,642 15,457 Check Figures Supply CFM: 900 CFM Per Square ft.: 0.460 Square ft. of Room Area: 1,955 Square ft. Per Ton: 1,518 Volume (ft') of Cond. Space: 15,808 System Loads Total Heating Required Including Ventilation Air: 29,215 Btuh 29.215 MBH Total Sensible Gain: 16,642 Btuh 100 % Total Latent Gain: -1,185 Btuh 0 % Total Cooling Required Including Ventilation Air: 16,642 Btuh 1.39 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. CA M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 21 Equipment Data - System 1 - System 1 Cooling System Type: Outdoor Model: Indoor Model: Tradename: Outdoor Manufacturer: AHRI Reference No.: Nominal Capacity: Efficiency: Heating System Type Model: Tradename: Manufacturer Description: Capacity: Efficiency: Standard Air Conditioner CA13NA024****D CNPV*3017AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6540241 23200 13 SEER Natural Gas Furnace 59SC2C060S17--16 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 56000 92.1 AFUE M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC ERemington-Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 — Page 22 Equipment Data - System 2 - System 2 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 CA13NA024****D CNPV*3017AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6540241 23200 13 SEER Natural Gas Furnace 59SC2C040S17--12 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 37000 92.1 AFUE (;ity of Wheat Ridge Diviso M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & LightCommercial HVAC Loads® Elite Software Development, Inc. Smith & Willis HVAC LLC Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 23 Detailed Room Loads - Room -Basement (Average Load Procedure) 76e Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,816.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,816.0 sq.ft. Supply Air: 201 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 0.7 AC/hr Volume: 18,163.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 13 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Bsmt R11-9 33 X 10 330 0.051 3.9 1,271 0.1 0 24 N -Wall-Bsmt R11-9 6 X 10 60 0.051 3.9 231 0.1 0 4 E -Wall-Bsmt R11-7 16.9 X 10 149.2 0.051 4.2 627 0.2 0 23 S -Wall-Bsmt R11-9 44.5 X 10 405 0.051 3.6 1,440 0.0 0 3 W -Wall-Bsmt R11-9 12 X 10 120 0.051 3.9 462 0.1 0 9 S -Wall-Bsmt R11-9 6.8 X 10 67.5 0.051 3.9 260 0.1 0 5 W -Wall-Bsmt R11-9 13.5 X 10 134.8 0.051 3.9 519 0.1 0 10 N -Wall-Bsmt R11-9 16.6 X 10 165.8 0.051 3.9 638 0.1 0 12 W -Wall-Bsmt R11-9 5.2 X 10 52.1 0.051 3.9 201 0.1 0 4 N -Wall-Bsmt R11-9 3 X 10 30 0.051 3.9 116 0.1 0 2 W -Wall-Bsmt R11-9 19.2 X 10 192.2 0.051 3.9 740 0.1 0 14 N -Wall-Bsmt R11-9 7.6 X 10 75.8 0.051 3.9 292 0.1 0 6 N -Wall-Bsmt R11-7 18.1 X 10 160.8 0.051 4.2 679 0.2 0 25 E -GIs-Remington shgc-0.3 0%S S -GIs-Remington shgc-0.3 0%S 20 20 0.300 0.300 20.7 414 20.7 414 33.2 16.8 0 0 663 335 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 16.8 0 335 N -GIs-Remington shgc-0.3 100%S 20 0.300 20.7 414 10.7 0 213 Floor-21A-32 1 X 1816.3 1816.3 0.020 1.4 2,507 0.0 0 0 Subtotals for Structure: 11,639 0 1,687 Infil.: Win.: 12.5, Sum.: 11.3 272 2.879 784 0.599 -247 163 Room Totals: 12,423 -247 1,850 i city 01 Nn M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM --Residential Rhvac & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 24 Detailed Room Loads - Room 2 - Foyer (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 353.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 353.0 sq.ft. Supply Air: 44 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.7 AC/hr Volume: 3,563.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 17 CFM Actual Summer Infil.: 15 CFM item Area -U- Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 6.5 X 10.1 45.3 0.063 4.3 197 0.7 0 32 W -Wall-Exterior R23 13.2 X 10.1 132.8 0.063 4.3 577 0.7 0 95 N -Wall-Exterior R23 16.5 X 10.1 165.9 0.063 4.3 721 0.7 0 118 S -Door-R6.6 Door 3 X 6.7 20 0.151 10.4 208 3.3 0 66 Subtotals for Structure: 1,703 0 311 Infil.: Win.: 16.8, Sum.: 15.1 364 2.879 1,048 0.599 -330 218 Room Totals: 2,751 -330 529 �.1�7 ilt gualdtn9 QNiso�t M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 E Littleton, CO 80125 Page 25 Detailed Room Loads - Room 3 - Study (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 171.9 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 172.0 sq.ft. Supply Air: 111 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.8 AC/hr Volume: 1,733.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 11 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 12.5 X 10.1 96 0.063 4.3 417 0.7 0 68 W -Wall-Exterior R23 12 X 10.1 76 0.063 4.3 330 0.7 0 54 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 16.7 0 502 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 Subtotals for Structure: 2,301 0 2,118 Infil.: Win.: 11.4, Sum.: 10.2 247 2.879 711 0.599 -224 148 Room Totals: 3,012 -224 2,266 ow of Ride R«ildinq pIVison M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 26 Detailed Room Loads - Room 4 - Pant (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.8 ft. System Number: 1 Room Width: 5.3 ft. Zone Number: 1 Area: 41.0 sq.ft. Supply Air: 10 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.4 AC/hr Volume: 415.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 2 CFM Actual Summer Infil.: 2 CFM Item Area -U- Htg Sen Clg Laf Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 5.2 X 10.1 44.9 0.063 4.3 195 0.7 0 32 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 16.8 0 134 Subtotals for Structure: 361 0 166 Infil.: Win.: 2.4, Sum.: 2.2 53 2.872 152 0.605 -48 32 Room Totals: 513 -48 198 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 0 Littleton, CO 80125 Page 27 Detailed Room Loads - Room 5 - Kitchen/dining (Average Load Procedure) Genera} Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 431.6 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 432.0 sq.ft. Supply Air: 238 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.3 AC/hr Volume: 4,352.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 23 CFM Actual Summer Infil.: 21 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain' E -Wall-Exterior R23 16.8 X 10.1 96.8 0.063 4.3 421 0.7 0 69 S -Wall-Exterior R23 26.5 X 10.1 237.1 0.063 4.3 1,031 0.7 0 169 N -Wall-Exterior R23 6 X 10.1 40.5 0.063 4.3 176 0.7 0 29 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 E -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 33.2 0 597 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 16.7 0 502 N -GIs-Remington sh9c-0.3 100%S 20 0.300 20.7 414 10.6 0 213 Subtotals for Structure: 4,155 0 3,370 Infil.: Win.: 22.9, Sum.: 20.5 496 2.878 1,429 0.600 -450 298 Equipment: 0 1,200 Room Totals: 5,584 -450 4,868 rNt��a° �►a�z . Q;, tlldiri�3 piv ��or;' M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 28 Detailed Room Loads - Room 6 - Great Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 20.1 ft. System Number: 1 Room Width: 18.0 ft. Zone Number: 1 Area: 361.0 sq.ft. Supply Air: 253 CFM Ceiling Height: 18.2 ft. Supply Air Changes: 2.3 AC/hr Volume: 6,566.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 3 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 24 CFM Actual Summer Infil.: 21 CFM Item Area -U- Htg Sen Clg Lat Sen'. Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 20.1 X 18.2 243.9 0.063 4.3 1,060 0.7 0 174 N -Wall-Exterior R23 18 X 8.1 145.4 0.063 4.3 632 0.7 0 104 E -GIs-Remington shgc-0.3 0%S 33 0.300 20.7 683 33.2 0 1,095 E -GIs-Remington shgc-0.3 0%S 33 0.300 20.7 683 33.2 0 1,095 E -GIs-Remington shgc-0.3 0%S 55 0.300 20.7 1,139 33.2 0 1,824 UP-Ceil-1613-50 361.5 X 1 361.5 0.020 1.4 499 0.9 0 333 Subtotals for Structure: 4,696 0 4,625 Infil.: Win.: 23.5, Sum.: 21.1 510 2.879 1,469 0.600 -462 306 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 6,165 -262 5,161 Lat M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 E Littleton, CO 80125 Page 29 Detailed Room Loads - Room 7 - Pwdr (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 56.8 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 57.0 sq.ft. Supply Air: 10 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.0 AC/hr Volume: 573.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 4 CFM Actual Summer Infil.: 4 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 5.5 X 10.1 55.4 0.063 4.3 241 0.7 0 39 N -Wall-Exterior R23 2.9 X 10.1 29.3 0.063 4.3 128 0.7 0 21 Subtotals for Structure: 369 0 60 Infil.: Win.: 3.9, Sum.: 3.5 85 2.878 244 0.602 -77 51 Room Totals: 613 -77 111 B B M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM --Residential Rhvac & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 E Littleton, CO 80125 Page 30 Detailed Room Loads - Room 8 - Mud Room (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 86.5 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 87.0 sq.ft. Supply Air: 17 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 1.2 AC/hr Volume: 873.0 cu.ft. Req. Vent. Cig: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 11.7 X 10.1 97.6 0.063 4.3 424 0.7 0 69 W -Door-R5 Door 3 X 6.7 20 0.200 13.8 276 4.4 0 88 Subtotals for Structure: 700 0 157 Infil.: Win.: 5.4, Sum.: 4.9 118 2.882 339 0.604 -107 71 Room Totals: 1,039 -107 228 city of Wheat Ridge Building Divisor M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc.' Smith & Willis HVAC LLC Remington-Quail Ridge-5276 Pierson Ct-755 E Littleton, CO 80125 Page 31 _ Detailed Room Loads - Room 9 - M Wic (Average Load Procedure) - General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 7.6 ft. System Number: 1 Room Width: 7.4 ft. Zone Number: 1 Area: 56.0 sq.ft. Supply Air: 20 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.1 AC/hr Volume: 567.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 7 CFM Actual Summer Infil.: 6 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 7.6 X 10.1 76.4 0.063 4.3 332 0.7 0 54 N -Wall-Exterior R23 7.4 X 10.1 64.8 0.063 4.3 282 0.7 0 46 N -GIs-Remington shgc-0.3 100%S 10 0.300 20.7 207 10.6 0 106 Subtotals for Structure: 821 0 206 Infil.: Win.: 7.0, Sum.: 6.3 151 2.877 435 0.602 -137 91 Room Totals: i 1,256 -137 297 �' City of Wheat Ridge 8 iiding Divison M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\...\Remington-Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington-Quail Ridge-5276 N Pierson Ct-755 Littleton, CO 80125 Page 32 [Detailed Room Loads - Room 21 - Study (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 13.1 ft. System Number: 1 Room Width: 18.0 ft. Zone Number: 1 Area: 235.0 sq.ft. Supply Air: 81 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.5 AC/hr Volume: 1,903.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 10 CFM Item Area -U- Htg Sen Clg Lat Sen j Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 13.1 X 8.1 69.7 0.063 4.3 303 0.7 0 50 N -Wall-Exterior R23 18 X 8.1 130.4 0.063 4.3 567 0.7 0 93 E -GIs-Remington shgc-0.3 0%S 36 0.300 20.7 745 33.2 0 1,194 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 10.7 0 160 Subtotals for Structure: 1,926 0 1,497 Infil.: Win.: 11.6, Sum.: 10.4 251 2.879 723 0.601 -228 151 Room Totals: 2,649 -228 1,648 CC-ityge son M:\...\Remington-Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLCRemington-Quail 9 Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 33 FDetailed Room Loads - Room 10 - Bedroom 4 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 230.2 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 230.0 sq.ft. Supply Air: 136 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.4 AC/hr Volume: 1,860.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 12 CFM Actual Summer Infil.: 12 CFM item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain j S -Wall-Exterior R23 12.2 X 8.1 99 0.063 4.3 430 0.7 0 70 W -Wall-Exterior R23 12.8 X 8.1 73.7 0.063 4.3 320 0.7 0 52 N -Wall-Exterior R23 2 X 8.1 16.1 0.063 4.3 70 0.7 0 11 N -Wall-Exterior R23 0.5 X 8.1 3.7 0.063 4.3 16 0.7 0 3 W -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 33.2 0 995 UP-Ceil-1613-50 230.2 X 1 230.2 0.020 1.4 318 0.9 0 212 Floor -Floor R50.4 1 X 205.1 205.1 0.030 2.1 425 0.2 0 37 Subtotals for Structure: 2,200 0 1,380 Infil.: Win.: 11.5, Sum.: 11.5 222 3.232 719 0.751 -252 167 Ductwork: 1,312 735 People: 200 ]at/per, 230 sen/per: 1 200 230 Room Totals: 4,231 -52 2,512 v M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM --Residential Rhvac & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington-Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 34 Detailed Room Loads - Room 19 - Bath 2 (Average Load Procedure) General ,. .. Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 5.6 ft. System Number: 2 Room Width: 5.9 ft. Zone Number: 1 Area: 33.0 sq.ft. Supply Air: 26 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.9 AC/hr Volume: 267.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item Area -U- Htg Sen Cig Lat Sen' Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 5.6 X 8.1 41.1 0.063 4.3 179 0.7 0 29 N -Wall-Exterior R23 5.9 X 8.1 43.8 0.063 4.3 191 0.7 0 31 W -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 10.8 0 43 UP-Ceil-166-50 33 X 1 33 0.020 1.4 46 0.9 0 30 Floor -Floor R50.4 1 X 33 33 0.030 2.1 68 0.2 0 6 Subtotals for Structure: 650 0 272 Infil.: Win.: 4.8, Sum.: 4.8 93 3.229 300 0.753 -105 70 Ductwork: 427 141 Room Totals: 1,377 -105 483 0\NVie3tR"d%3e M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM --Residential Rhvac & Light Commercial HVAC Loads Elite Software development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 35 Detailed Room Loads - Room 12 - Laundry (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.8 ft. System Number: 2 Room Width: 8.8 ft. Zone Number: 1 Area: 59.0 sq.ft. Supply Air: 46 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.8 AC/hr Volume: 477.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 6.8 X 8.1 40.5 0.063 4.3 176 0.7 0 29 W -GIs-Remington shgc-0.3 0%S 14 0.300 20.7 290 33.1 0 464 UP-Ceil-16B-50 59.1 X 1 59.1 0.020 1.4 82 0.9 0 54 Floor -Floor R50.4 1 X 59.1 59.1 0.030 2.1 122 0.2 0 11 Subtotals for Structure: 670 0 558 Infil.: Win.: 2.8, Sum.: 2.8 55 3.227 176 0.752 -62 41 Ductwork: 380 248 Room Totals: 1,226 -62 847 o� M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 36 Detailed Room Loads - Room 13 - Bedroom 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 204.9 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 205.0 sq.ft. Supply Air: 108 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.9 AC/hr Volume: 1,657.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 11 CFM Actual Summer Infil.: 11 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 1.2 X 8.1 9.5 0.063 4.3 41 0.7 0 7 S -Wall-Exterior R23 0.9 X 8.1 7.4 0.063 4.3 32 0.7 0 5 W -Wall-Exterior R23 6.6 X 8.1 38.2 0.063 4.3 166 0.7 0 27 N -Wall-Exterior R23 0.9 X 8.1 7.4 0.063 4.3 32 0.7 0 5 W -Wall-Exterior R23 4.9 X 8.1 39.8 0.063 4.3 173 0.7 0 28 N -Wall-Exterior R23 12.2 X 8.1 83.3 0.063 4.3 362 0.7 0 59 W -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 10.7 0 160 UP-Ceii-16B-50 204.9 X 1 204.9 0.020 1.4 283 0.9 0 189 Floor -Floor R50.4 1 X 204.9 204.9 0.030 2.1 424 0.2 0 37 Subtotals for Structure: 2,135 0 1,015 Infil.: Win.: 11.2, Sum.: 11.2 216 3.233 697 0.751 -244 162 Ductwork: 1,273 582 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 4,105 -44 1,989 city °� M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 37 Detailed Room Loads - Room 14 - Bath 3 (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 11.8 ft. System Number: 2 Room Width: 6.2 ft. Zone Number: 1 Area: 72.0 sq.ft. Supply Air: 18 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.8 AC/hr Volume: 586.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 6.2 X 8.1 41.9 0.063 4.3 182 0.7 0 30 N -GIs-Remington shgc-0.3 100%S 8 0.300 20.7 166 10.6 0 85 UP-Ceil-1613-50 72.5 X 1 72.5 0.020 1.4 100 0.9 0 67 Floor -Floor R50.4 1 X 72.5 72.5 0.030 2.1 150 0.2 0 13 Subtotals for Structure: 598 0 195 Infil.: Win.: 2.6, Sum.: 2.6 50 3.229 161 0.742 -56 37 Ductwork: 341 96 Room Totals. 1,100 -56 328 "tj 0� 14'oeat RWge 13 uitdl"9 QNFson M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail 0 Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 38 Detailed Room Loads - Room 15 - Bedroom 2 (Average Load Procedure) Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 210.9 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 211.0 sq.ft. Supply Air: 131 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.6 AC/hr Volume: 1,705.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 10 CFM Actual Summer Infil.: 10 CFM ltem Area -U- Htg Sen Clg Lat Sen Desai tion Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 12.9 X 8.1 74.2 0.063 4.3 322 0.7 0 53 N -Wall-Exterior R23 12.2 X 8.1 98.3 0.063 4.3 427 0.7 0 70 E -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 33.2 0 995 UP-Ceil-166-50 210.9 X 1 210.9 0.020 1.4 291 0.9 0 194 Floor -Floor R50.4 1 X 82.4 82.4 0.030 2.1 171 0.2 0 15 Subtotals for Structure: 1,832 0 1,327 Infil.: Win.: 10.5, Sum.: 10.5 202 3.230 654 0.751 -229 152 Ductwork: 1,117 707 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 3,603 -29 2,416 13 ¢ l 6r" low15�� M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM ---- -- -- - Rhvac - Residential & Light— Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Pae 39 Detailed Room Loads - Room 16 - Loft (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 508.6 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 509.0 sq.ft. Supply Air: 64 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 0.9 AC/hr Volume: 4,111.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 3 CFM Actual Summer Infil.: 3 CFM item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 6.2 X 8.1 32.4 0.063 4.3 141 0.7 0 23 S -GIs-Remington shgc-0.3 0%S 17.5 0.300 20.7 362 16.7 0 293 UP-Ceil-1613-50 508.6 X 1 508.6 0.020 1.4 702 0.9 0 468 Floor -Floor R50.4 1 X 94.4 94.4 0.030 2.1 195 0.2 0 17 Subtotals for Structure: 1,400 0 801 Infil.: Win.: 2.6, Sum.: 2.6 50 3.224 161 0.741 -57 37 Ductwork: 702 347 Room Totals: 2,263 -57 1,185 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM --Residential Rhvac & Light Commercial Smith & Willis HVAC LLC HVAC Loads Elite Software Development, Inc. Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 40 Detailed Room Loads -Room 77 -Master Bedroom (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 328.0 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 328.0 sq.ft. Supply Air: 252 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.7 AC/hr Volume: 2,651.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 2 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 18 CFM Actual Summer Infil.: 18 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 16.9 X 8.1 76.7 0.063 4.3 333 0.7 0 55 S -Wall-Exterior R23 18.8 X 8.1 139 0.063 4.3 604 0.7 0 99 N -Wall-Exterior R23 6.2 X 8.1 38 0.063 4.3 165 0.7 0 27 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 S -GIs-Remington shgc-0.3 0%S 12.5 0.300 20.7 259 16.7 0 209 N -GIs-Remington shgc-0.3 100%S 12.5 0.300 20.7 259 10.6 0 133 UP-Ceil-166-50 328 X 1 328 0.020 1.4 453 0.9 0 302 Subtotals for Structure: 3,317 0 2,817 Infil.: Win.: 17.5, Sum.: 17.5 339 3.233 1,095 0.750 -384 254 Ductwork: 1,983 1,366 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 6,395 -184 4,667 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 E Littleton, CO 80125 Page 41 Detailed Room Loads - Room 18 - Master Bath (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 161.7 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 162.0 sq.ft. Supply Air: 47 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.2 AC/hr Volume: 1,307.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 5 CFM Actual Summer Infil.: 5 CFM Item j Description Area Quantity -U- Htg Sen Value HTM Loss Clg Lat Sen HTM Gain Gain S -Wall-Exterior R23 12.2 X 8.1 79 0.063 4.3 343 0.7 0 56 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 16.8 0 335 UP-Ceil-1613-50 161.7 X 1 161.7 0.020 1.4 223 0.9 0 149 Subtotals for Structure: 980 0 540 Infil.: Win.: 5.1, Sum.: 5.1 99 3.233 320 0.748 -112 74 Ductwork: 584 254 Room Totals: 1,884 -112 868 e »arty iJ�i NNl"yeai Ride B.,lding DNiso z M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM -.Residential Rhvac & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 M Littleton, CO 80125 Page 42' Detailed Room Loads - Room 19 - WIC (Average Load Procedure) General Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 6.4 ft. System Number: 2 Room Width: 3.3 ft. Zone Number: 1 Area: 21.0 sq.ft. Supply Air: 14 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.0 AC/hr Volume: 173.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 1 CFM Actual Summer Infil.: 1 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 3.3 X 8.1 18.9 0.063 4.3 82 0.7 0 13 S -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 16.8 0 134 UP-Ceil-1613-50 21.4 X 1 21.4 0.020 1.4 30 0.9 0 20 Subtotals for Structure: 278 0 167 Infil.: Win.: 1.4, Sum.: 1.4 27 3.233 87 0.743 -30 20 Ductwork: 164 77 Room Totals: 529 -30 264 � ty01 WLr� eat Suildmg Qnnsa!; M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 43 Detailed Room Loads - Room 20 - Wic (Average Load Procedure) Genera( -- Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 125.4 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 125.0 sq.ft. Supply Air: 59 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 AC/hr Volume: 1,014.0 cu.ft. Req. Vent. Clg: 0 CFM Number of Registers: 1 Actual Winter Vent.: 0 CFM Percent of Supply.: 0 % Actual Summer Vent.: 0 CFM Percent of Supply: 0 % Actual Winter Infil.: 9 CFM Actual Summer Infil.: 9 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 10.2 X 8.1 82.2 0.063 4.3 357 0.7 0 58 W -Wall-Exterior R23 12 X 8.1 84.9 0.063 4.3 369 0.7 0 60 W -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 W -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 W -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 UP-Ceil-16B-50 125.4 X 1 125.4 0.020 1.4 173 0.9 0 115 Subtotals for Structure: 1,148 0 632 Infil.: Win.: 9.3, Sum.: 9.3 179 3.234 579 0.748 -203 134 Ductwork: 776 317 Room Totals: 2,503 -203 1,083 City of VVheat Ridge Building Divisor, M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM --Residential Rhvac & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Pa e 44 System 1 Room Load Summary Htg Min Run Run Cig Clg Min Act' Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM' ---Zone 1--- 1 Basement 1,816 12,423 207 6,6,6 - 1,850 -247 102 201 2 Foyer 353 2,751 46 6 - 529 -330 29 44 3 Study 172 3,012 50 6,6 - 2,266 -224 125 111 4 Pantry 41 513 9 3 - 198 -48 11 10 5 Kitchen/dining 432 5,584 93 7,7,7 - 4,868 -450 269 238 6 Great Room 361 6,165 103 7,7,7 - 5,161 -262 285 253 7 Pwdr 57 613 10 3 - 111 -77 6 10 8 Mud Room 87 1,039 17 5 - 228 -107 13 17 9 M Wic 56 1,256 21 5 - 297 -137 16 20 21 Study 235 2,649 44 5,5 - 1,648 -228 91 81 Humidification 2,065 System 1 total 3,610 38,070 601 17,156 -2,110 947 840 System 1 Main Trunk Size: 25x10 in. Velocity: 482 ft./min Loss per 100 ft.: 0.022 in.wg Duct size results above are from Manual D Ductsize. 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. System Summary �] ffLCooling Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.43 114%/-14% 17,156 -2,110 17,156 Actual: 1.93 100%/0% 23,200 0 23,200 [Equipment Data Heating System Cooling Svstem Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C060S17--16 CA13NA024****D Indoor Model: CNPV*3017AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 56000 23200 Sensible Capacity: n/a 23,200 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6540241 N M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington-Quail Ridge-5276 Pierson Ct-755 Littleton, CO 80125 Page 45 System 2 Room Load Summary Htg Min Run Run Clg Cig Min Act Room Area Sens Htg Duct Duct Sens Lat Clg Sys No Name SF Btuh CFM Size Vel Btuh Btuh CFM CFM ---Zone 1--- 10 Bedroom 4 230 4,231 67 6,6 - 2,512 -52 139 136 11 Bath 2 33 1,377 22 5 - 483 -105 27 26 12 Laundry 59 1,226 19 5 - 847 -62 47 46 13 Bedroom 3 205 4,105 65 6,6 - 1,989 -44 110 108 14 Bath 3 72 1,100 17 5 - 328 -56 18 18 15 Bedroom 2 211 3,603 57 6,6 - 2,416 -29 133 131 16 Loft 509 2,263 36 6 - 1,185 -57 65 64 17 Master Bedroom 328 6,395 101 8,8 - 4,667 -184 258 252 18 Master Bath 162 1,884 30 6 - 868 -112 48 47 19 W/C 21 529 8 5 - 264 -30 15 14 20 Wic 125 2,503 39 6 - 1,083 -203 60 59 Duct Latent -251 System 2 total 1,955 29,215 461 16,642 -1,185 919 900 System 2 Main Trunk Size: 20x10 in. Velocity: 648 ft./min Loss per 100 ft.: 0.042 in.wg Duct size results above are from Manual D Ductsize. 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. Cooling System Summary F_ Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.39 108%/-8% 16,642 -1,185 16,642 Actual: 1.93 100%/0% 23,200 0 23,200 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C040S17--12 CA13NA024****D Indoor Model: CNPV*3017AL*+TDR Brand: Carrier CARRIER AIR CONDITIONING Description: Natural Gas or Propane Furnace Efficiency: 92.1 AFUE 13 SEER Sound: Capacity: 37000 23200 Sensible Capacity: n/a 23,200 Btuh Latent Capacity: n/a 0 Btuh AHRI Reference No.: n/a 6540241 :.Aty vi wheat i�{Ciy� d Fc :ding C m, . M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Remington Elite Software Development, Inc. -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 46 Buildin 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 Individual Rooms�� 0° 45° 900 1350 180° 225° 270° 315° High Rm. Room Rot, Rot. Rot, Rot. Rot. Rot. Rot. Rot. Duct No. Name CFM CFM CFM CFM CFM CFM CFM CFM Size System 1: Zone 1: 1 Basement `201 201 201 201 201 201 201 201 6,6,6 2 Foyer *44 44 44 44 44 44 44 44 6 3 Study 111 104 96 98 104 115 121 *121 6,6 4 Pantry 10 14 18 12 8 13 *20 15 3 5 Kitchen/dining 238 245 *254 245 239 242 251 242 7,7,7 6 Great Room 253 218 174 221 *257 204 146 202 7,7,7 7 Pwdr *10 10 10 10 10 10 10 10 3 8 Mud Room *17 17 17 17 17 17 17 17 5 9 M Wic 20 20 29 23 20 24 *31 22 5 21 Study 81 79 77 84 *86 80 70 76 5,5 System 2: Zone 1: 10 Bedroom 4 136 114 95 115 *137 126 112 125 6,6 11 Bath 2 26 27 29 29 28 30 *32 29 5 12 Laundry 46 35 24 36 *46 41 32 41 5 13 Bedroom 3 108 111 121 117 116 124 *130 117 6,6 14 Bath 3 18 26 36 29 22 29 *36 26 5 15 Bedroom 2 131 119 105 120 *132 110 90 109 6,6 16 Loft 64 79 97 74 56 74 *98 80 6 17 Master Bedroom 252 253 241 255 *255 234 212 233 8,8 18 Master Bath 47 64 81 58 38 58 *82 65 6 19 W/C 14 21 27 19 11 19 *28 21 5 20 Wic 59 50 43 50 *59 55 49 54 6 * Indicates highest CFM of all rotations. Whole Building Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 0° West *1,740 33,798 *-3,295 2.82 45° Northwest 1,740 34,197 -3,294 2.85 90° North 1,740 30,667 -3,294 2.56 135° Northeast 1,740 36,223 -3,269 3.02 180° East 1,740 *36,363 -3,296 *3.03 225° Southeast 1,740 34,339 -3,292 2.86 270° South 1,740 29,259 -3,297 2.44 315° Southwest 1,740 33,165 -3,294 2.76 * Indicates highest value of all rotations. System 1 f Rotation Front door Supply Sensible Latent i"Net Degrees Faces CFM Gain Gain s Tons' 0° West *840 17,156 *-2,110 1.43 45° Northwest 840 17,572 -2,110 1.46 90° North 840 15,410 -2,110 1.28 135° Northeast 840 19,785 -2,110 1.65 180° East 840 *19,821 -2,110 *1.65 225° Southeast 840 17,910 -2,110 1.49 M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 115 PM * Indicates highest value of all rotations Building Rotation Tonnage West Northwest North Northeast East Southeast South Southwest Direction Front door Faces �— Buildinq Net Tonnaqe M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM RideRhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 47 [Building Rotation Report (cont'd) _ - _ Rotation Front door Supply Sensible Latent Net Degrees_ _ Faces CFM Gain Gain Tons 270° South 840 1046 -2,110 1.17 315° Southwest 840 16,617 -2,110 1.38 Indicates highest value of all rotations. S stem 2 Rotation Front door Supply Sensible Latent Net De rees Faces CFM Gain Gain Tons 0° West *900 *16,642 *-1,185 *1.39 45° Northwest 900 16,625 -1,184 1.39 90° North 900 15,257 -1,184 1.27 135° Northeast 900 16,437 -1,159 1.37 180° East 900 16,542 -1,186 1.38 225° Southeast 900 16,428 -1,182 1.37 270° South 900 15,213 -1,187 1.27 315° Southwest 900 16,548 -1,184 1.38 * Indicates highest value of all rotations Building Rotation Tonnage West Northwest North Northeast East Southeast South Southwest Direction Front door Faces �— Buildinq Net Tonnaqe M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington -Quail Ridge -5276 Pierson Ct-755 Littleton, CO 80125 Page 48 Building Rotation Report (cont'd) �i Building Rotation Hourly Net Gain 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day —�— Front door faces West 01 CAN Front door faces Northwest Front door faces North ,.,. Front door faces Northeast [ R Front door faces East —� ■ Front door faces Southeast Front door faces South nw�so — s Front door faces Southwest M:\ ...\Remington -Quail Ridge -5276 Pierson Ct-755.rhv Thursday, December 01, 2016, 1:15 PM Manual S Remington -Quail Ridge 5276 Pierson Ct-755 NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: System 1 Furnace = Carrier Model 59SC2C060S17--16 (60,000 BTU) 92.1% AFUE Evaporator Coil = Carrier Model CNPV*3017AL*+TDR (2.5 Ton) Air Conditioner = Carrier Model CA13NA024****(A,B) (2 Ton) 13 Seer Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in wg, Duct lengths feet, Duct sizes. inch, Airflow: CFM, Velocity: ft./min. Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct For supply, they are at the e)ot. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 15 Number of active runouts: 16 Total runout outlet airflow: 983 Main trunk airflow: 841 Largest trunk diameter: 16.9 ST -260 Largest run out diamete r: 7 SR -130 Smallest trunk diameter 12.9 ST -210 Smallest runout diameter- 3 SR -190 Supplyfan external static pressure: 0.800 Su poly fan device pressure losses: 0-249 Supplyfan static pressure available: 0,551 Runout rnaximum cumulative static pressure loss: 0:459 SR -1.10 Return loss added to supply: 0.120 Total effective length of return ( ft): 424 5 high/love Total effective lengthof supply(ft,): 238 0 SR -110 Overall total effective length ( ft:): 6,62.5 high/low to SR -110 Design overall friction rate per 100 ft.: 0.083 (Available SP x 100 / TEL) System duct surface area (Scenario 1): 530,7 Main (Linked to duct load) Total system duct surface area: 530.7 Beat Rise Used on the Program- 58° F Fan Performance AIR DELIN"ERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM,l Ton Test Airflow Delivery @ Various External Static Pressures 0-1 0.2 0:3 0.4 0.5 0.6 0-7 0.8 i : 0.9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 BW 785 080 615 Blue 2.0 413 970 940 906 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 1 30 385 1215 1206 1206 1195 1155 1100 1045. 975 910 8051 We 1 2.5 370 980 9851 980 955, 925 880 835 780 695 585 Yellow 2.0 426 910 920 906 880 850 815 765 695 6530 545 Red I 1.5 430 750 730 705 680 645 605 555 040-12 SIDE/BOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 2.5 416 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 7601 705 655 Blue 2-0 4351 98D 955 935 905 870 830 780 725 675 625, Red 1.5 437 720 705, 690 675, 655, 625 590 555 525 485 060-16 SIDE/BOTTOM Black 4.0 376 160D 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 12155 1225 1155 1085 1000 Blue 3.0 387 1190 1185 1195 1195 1160 '125 1075 1 C15 950 885 Red -"'- 2.5 394 1030 1025 1030 1010 985 940 905 855 805 735 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 149. 14225 1345 1 5 1'-,S Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 10951 1015, Orange 3.0 383 12051 112051 1185 11651 11501 1100 1055 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 825 805 785 760 725 695 655 600 545 D80-20 BOTTOM or TWO -SIDES 4, 5 Black 5.0 377 2225 2160 2070 1980 1885 1790, 1690, 1575 1460 1345 Yellow 4-0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 3-5 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 Blue 2.5 426, 1120 1110 1100 1030 -1065 1035 990 935 , 870 805, Red 3 ZO 433 rM40 920 910, 890 866 830 790 745 690 625 100-16 SIDE/BOTTOM Black 4.0 373 1715 1660 1610 1555 1490 1420 1340 1245 11550 1065 Yellow 35 379 1535 1480 1435 1380 1325, 1260 1180 1095 10!0 910 Blue 3.0 367 1300 1255 1205 1160 1100 1035 .x970 9-05 810 730 Red 'T-- 2.0 445 1110 1055 1 065 555 6-90 _835 7-70 690 610 535 100-20 I BOTTOM or TWO-SIDES4.5 Black 5-0 394 2270 2205 2130 2055 1970 18130 1780 1670 1555 1425 Yellow 5.0 367, 2090 2040, 1980 1910 1835 1755 16701 1S70I 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 2385 2310 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5-0 369 2130 2070 2010 1940 1645 1740 1630 1525 1420 1305 -ffk-je 4-0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1 1205 Red 3.5 414 1610 1585 1555 1515 1450 1395, 1325 12E I 0 -116-0 -1 6W NOTE: 1. A fitter is required for each return, air inlet Airflow performance includes a 3+4 -in. (19 mm) washable filter media such an contained in a factory -author. 'sed accessory filter rack. See accessory hat. To determine airflow performance without this fitter, assume an additional 0-1 in. WC. available external 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 side return, AminirnLimfiftrei--eofO-O'x��5'(508 Md1rn)is0"r44 D 5. For upflow applications, air entering from one aide into both the aide of the furnace and a return air base counts as aside and bottom rm. 6. All airflows that are shown n BOLD exceed 0.58 watte per CFM at the given external static pressure. f {},0(913 Evaporator Coil Static Pressure PERFORNL-kNCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURON® AND R-22 REFRIGER-kNTS CAVY of Great R�d9e Dry3017 0.042 10.060 10.080 10.102 10.128 10 157 O 1 B�A 0.222 10,259 '.Vet 0.055 10.076 10.104 10.127 10.158 10190 10.225 0.260 10.309 CAVY of Great R�d9e Detailed cooling capacity EVAPORATOR AIR CONDENSER ENTERING Ali 75 23.9 85 29.4 95 35 CFM F: F('C) 72 (22.2) Capacity WWII Total Senst 27.09 13.27 Total System KW+* 1.65 Capacity MBtuh Total Sens# 25.82 12.82 Total System KW.+ i 1.85 Capacity MBtuh Total Seas# 24.63 12.41 Tota[ System KW** 2.06 67 19.4 24.89 16.41 1.65 23.83 15.99 1.84 2271 1556 2.05 700 63 (17.2)tt 23.39 15.98 1.64 22.38 15.55 1.84 21_29 15.11 2.05 62(16-7) 23.01 19.56 1.64 22.Od 19.14 1.84 20-99 18.67 2.05 57 (13.9) 22.46 22.46 1.64 21.66 21.66 1.83 20.79 2079 205 72 222 27.52 13.92 1.69 1 26.15 13.46 1.88 24.91 13.04 1 2.10 67 (19.4) 2525 17.44 1.68 24.16 17.03 1.88 23.00 16.60 2.09 800 63 (17.2)tt 23.76 16.95 1.68 22.72 16.53 187 2160 16.08 2.09 62 (16.7) 23.47 20.99 1.68 22.49 20.52 1.87 21.52 21.52 2.09 57 (13.9) 23.30 23.30 1.68 2.2.44 22.44 1.87 21.53 21.53 2.09 72(22-2) 27.79 14.53 1.73 25.41 14.07 1.92 25.10 13.63 2.13 67 (19.4) 25.51 18.45 1.72 24.38 18.03 1.91 2321 17.59 2.13 900 63 (17.2)tt 24.03 17.89 1.72 22.961 7.47 1.91 21.82 17.01 2.12 62 (16.7) 23.97 23.97 1.72 23.07 23.071.91 22.11 22.11 2.12 57 (13.9) 23.96 23.96 1.72 23.07 23.07 1.91 22.11 22.11 212 Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 16440 BTUs 16440/20231 =.81 or 19% over Cott' OA ,Vbez, R+die AHRI Used Item Value Model Type Standard Air Conditioner i Model Humber (Combined) CA13CiA024—*D+CNPVi3G1'.7AL'+TDR Outdoor Model Number CA13NA024—ID Indoor Model Number a Tradename CARRIER AIR CONDITIONING i Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 23200 Nominal Capacily High Speed 0 Nominal Capacity Low Speed 0', SEER 13 SEER High Speed i 0 SEER Low Speed 0 EER 11 I EER High Speed 0 EER Low Speed 0'; Sound 0 AHRI Reference Number r3W241 Qualifying Tier Sensible Capacity 2320°0 Latent Capacity 0 Compressor Warranty 5years Coil Warranty 5 years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty 0" of Equipment: System 2 Furnace = Carrier Model 59SC2C040S17--12 (40,000 BTU) 92.1 % AFUE Evaporator Coil = Carrier Model CNPV*3017AL*+TDR (2.5 Ton) Air Conditioner = Carrier Model CA13NA024****D (2 Ton) 13 Seer Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg. Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature Motes: 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 _ Su mmar NLImber of active trunks: 12 Number of active wnouts: 15 Total runout outlet airflow-- Main irflow:Main trunk airflow: 900 900 Largest trunk diameter Largest runout diameter: Smallest trunkdiameter- Smallest runout diameter: 15.2 8 15.2 5 SMT -270 SR -350 SMT -270 SR -310 Supplyfan external static pressure. 0.800 Supplyfan device pressure losses: 02'48 Supplyfan static pressure available: 0:552 Runout maximum cumulative static pressure loss: 0.472 SR -360 Return loss added to supply 0 131 Total effective` length of return (ft,): 321 0 Mstr Ceiling Total effective length of supply( ft.): 210.5 SR -360 Overall total effective 'length ( ft_): 531.4 Mstr Ceiling to SR -360 Design overall friction rate per 100 ft.: 0 104 (Available SP x 1001 TEL) System duct surface area (Scenario 1): 613.8 Attic (Linked to duct load) Total system duct surface area: 613.8 city of heat Ridge Heat Rise Used on the Program- 580 F H2ZJtlnQ['Galp =I?y.art d EffAMMOV G40,11 0 06D'12 (:60,15 000-16 1 DSD' 'a 1 100, I Uri 7XW'_ -79 L 80[19 9-175:L -1- 0 1 �' M r Pleasures 0.8 0.9 1 _3T M,aW 1 75,111)(1 1 9ajWD uermw tempera" Hop, HW Rise PaVe T- 16C) t 437W- Li 122 - ' 19) 4 tp 3D b0 I 4a -;U 4U - u 40 - ('1'9 - %) NJ (22 - 30) (26 - 42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM f Ton Test Airflow Delivery @ Various External Static 0-1 0.2 0.3 0.4 0.5 0,6 0,7 Pleasures 0.8 0.9 1 040-10 SIDEIBOTTOM Black 2.5 368 1145 1100 1060 1015 970 920 860 785 680 615 Blue 2-D 413 970 940 905 670 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 11.5 397 725 695 665 635 595 555 510 460 390 340 D60-12 SIDE/BOTTOM Btack 1 3.0 386 1215 1205 1205 1195 1155 1100 1045, 975, 910 805, Blue 25 370 980 9651 980 9551 9251 880 835 780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1 15 430 750 730 705 680 645 605 555 4-90 � I D40-12:' SIDEIBOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 a60 795 Yellow 2-5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2-5 366 1050 1025 985 950 915 8701 820 760 7051 655 Blue 2D 435 980 955 935 905 870 830 780 7251 675 625 Red 1.5 437, 720 705, 690 675, 6555 625 59D 555 525 485 060 16 SIDE/BOTTOM Black 4.0 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 1 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1050 Blue .1 1 3.0 387 1190 1185 1195 1195 116C 11125 1075 1015 950 M Red 1 1 2-5 394 1030 1025 1030 1010 985 940 905 855 805 "M 080- 16 SIDE/BOTTOM Black 4.0 3,89 1650 1620 1640 1605 1555 '495 1425 1345 1255 1165, Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3.0 3831 1205 1205I 1185 11651 11501 1100 10551 1000 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 025 805 785 760 725 695 655 600 545 08G-20 BOTTOM or TWO -SIDES 4,5 Black 5.0 377 2225 2160 2070 1980 1685 1790 1690 1575 1460 1345 Yellow CO 386 1690 1665 1640 1595 1545 11486 1410 1330 1235 1135 01111 3-5 397 1485 1470 1455 1430 1390 1340 1280 12051 1120 10351 B ue 1 2-5 426 112 _', 1 ` 10 '1 D',- 1090 1065 105 900 935 870 8051 Red J 1 2-0 4331 940 9201 910 8901 865, e341 790 745 690 625 100-16 SIDE/BOTTOM Black CO 373 1715 1,60 :6';; 155- 1 49 1420 13410 1-45 11 1011.� Yellow 3-5 379 1535 1480 1435 1380 1325 1260 11 W 1095 10'r 910 Blue 8.0 367 1300 1255 1205 1160 1100 1035 970 905 810 730 Red 7-- 2-0 445 1110 1055 1005 955 890 835 770 M 610 535 100-20 BOTTOM or TWO -SIDES 4.5 Black 5-0 394 2270 2205 2130 2055 1970 1680 17801 1670 1555 1425 Yellow 5-0 367 2090 2040 1980 1910 1835 1755 1670 1570 1460 13401 Blue 1 CO 4161 1850 1815 1775 1725, 1665, 1600 1525 1435 1335 1225 2 Red 3-5 !E1 1580 15550 154-0 1 1 1475 1420 1355 1200 1190 11100 120-20 BOTTOM or TWO-SIDES4.5 Black 5�0 0 410 415 85 2385 2230 2150 2G501 1920 1780 1650 1540 1415 1310 Yellow 50 369 2130 070 2010 1940 _1845 1740 1630 1525 1420 a14 1305 TIUL. C0 416 1875 1840 1795 —1 —7a5 _1666- �1580 1495 1410 1310 1205 T 3,5 4 1610 15V 1515 14501 1395 Red 86 1555 r 1325 1250 1'!60 10$0 NOTE 1. A fitter is required for each return -air inlet. Airflow performance includes a 3,14 -in- (19 mm) washable filter media such as contained in a factory -author- ized accessory filter rack. See accessory Not. To determine airflow, performance without this filter, assume an additional 0.1 in. W.C. available external slabs pressure. 2. ADJUSTTHE BLOWER SPEED TAPS AS NECESSARY FOP THE PROPER AIR TEMPERATURE RISE FOR EACH INSTALLATION_ 3. Shaded areas indicate that Mitt airtlow, range in BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows, over 1860 CFM require botforn return, two -aide return, or bottom and side return- A minimum filter sue of 20' x 25' (508 x 835 mm) is required. 5. For upflow applications, air entering from one aide into both the aide of the furnace and a return air base counts as a side and bcdom reIu:;,0,.- 0. All airflowa that are shown in SOLD exceed 0.58 watts per CFM at the given external static pressure. City of Wheat Ridg,, Divisor; Evaporator Coil Static Pressure PERFORMANCE DATA (cont) COIL STATIC PRESSURE DROP (in isc,) PURON0 AND R-22 REFRIGERANTS UNIT Standard CPM SIZE 400 300 600 700 1 800 1 900 1000 1100 1 1200 1 1300 11400 1 1500 1 1600 1 1700 1 1800 1 1900 12000 12100 2200 Dry 1814 0.078 0.114 0.156 0.1518 0.253 Wet 0.096 0.138 10.183 10.213 10.277 Dry 2414 0.070 10103 10.143 10.122 10.M 0.280 1 0.354 Wet 0.089 0.128 10.171 10.214 10.269 1 0.336 0.413 Dry 2417 0.048 10.068 10.090 10.112 10.140 10170 1 0203 Wet 0.064 10.091 10.122 10.150 0.188 0.224 1 0263 Dry 3014 0.065 10.097 10.135 10.1n 10M 10278 10.339 10.405 10,478 Wet 0.078 0.114 0.160 0.206 0.260 0.321 0.388 0.461 A.540 Dry 3017 0.042 0.060 0.080 0.1 u2 0.128 0.157 0.188 0222 0.259 Wet 0.055 10.076 10.104 10.127 10.158 0.190 1 0225 10.266 10,309 Dry 3617 0.043 10.061 10.082 10.1W 10.128 0.157 10199 10.221 10.259 10.299 1 0.341 Tn617 Wet 0.056 10.079 0.107 10.122 0.166 10200 10236 10.276 10.315 0.361 0.413 Dry 3621 0'035 0.048 0.062 lb.076 10MG 0.111 10.1320.153 10.177 10.201 10.228 Wet 0.049 10.066 10.W 10.100 10.122 JOA44 10.171 10.192 10.217 r 0245 10.276 Dry 4221 0.030 10,041 0.054 0.066 10.092 10.099 0.118 0.137 0.158 10,180 10.205 10.231 10.259 14221 Wet 0.043 10.059 10.079 10.101 10.126 0.153 10.181 10207 10.234 10.260 10.288 10.319 1 0.354 Dry 4821 1 10.047 10.060 10.075 1 0.092 1 0.110 0.130 A.152 10.176 10.204 10.230 0256 10.294 10.318 14821 Wet 0.053 10.067 1O.W5 10,104 0.125 10.147 10.172 10,200 10.228 10.259 10292 1 0.327 10.365 Dry 4824 0.015 10.046 10.067 0.069 1 0.094 0.019 10.119 10.124 0.140 10.158 10175 10,195 10.214 Wet 0.032 0.050 0.066 0.081 0.097 0.114 0.131 0.150 0.169 0.190 0.211 0.233 0.257 Dry 6024 1 1 1 10.062 0.073 I 0.084 0.097 0.111 10.126 10.138 10.154 10172 10.190 10.210 0228 10.251 10.273 10293 16024 Wet 0.082 10M6 10.112 10.129 10,145 10.163 10171 10.191 1 0.212 10.235 10.258 0.283 10210 1 0.336 0.366 Detailed cooling capacity EVAPORATOR CONDENSER ENTERING AIF AIR 75(23.9) 85 29.4 95 35 CFM EWB °F CC) 72(22.2) Capacity MBtuh Total Senst 27.09 13.27 Total System KVO*+ 1.6.5 Capacity MBtuh Total Senst 25.82 12.82 Total System KW*- CAI 3NA024****A 1.85 Capacity MBtuh Total Sens# Outdoor 24.63 12.41 Total System Kyy*+n 1124- 2.06 67 19.4 24.89 16.41 1.65 23.83 15.99 1.84 22.71 15.56 205 700 63 (17.2)1t 23.39 15.98 1.64 22.38 15.55 1.84 2129 15.11 2.05 62(16.7) 23.01 19.56 1.64 22.03 19.14 1.84 20.99 18.67 205 57 (13.9) 22.46 22.46 1.64 2166 21.66 1.83 2079. 20.79 205 72 22.2 27.52 13.92 1.69 26.15 13.46 1.88 24.91 1 13.04 2.10 67 (194) 25.25 17.44 1.68 24.16 17.03 1.88 23.00 16.60 2.09 800 63 ( 17.2)tt 23.76 16.95 1.68 22.72 16.53 1.87 21 60 16.08 209 62 (16.7) 23.47 20.99 1.68 22.49 20.52 1.87 21.52 21.52 2,09 57(13-9) 23.30 23.30 1.68 22.44 22.44 1.87 21.53 21.53 2.09 72 (22.2) 27.79 14.53 1.73 26.41 14.07 1.92 25.10 13.63 213 67(19-4) 25.51 18.45 1.72 24.38 18.03 1.91 1 23.21 17.59 2.13 900 63 (17.2)tt 24.03 17.89 1.72 22.96 17.47 1.91 21.82 17,01 2.12 62(16-7) 23.97 23.97 1.72 23.07 23.07 1.91 22.11 1 22.11 2.12 57(13-9) 23.96 23.96 1,72 23.07 23.07 1.91 2211 1 22.11 2.12 Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 16680 BTUs 16680/20231 =.82 or 18% over (1.5 Ton too small with capacity of 15363 -went to next nominal) :,ty ui Wheat Ride uitding AHRI Used Item Model Type Model Number (Combined: Outdoor Model Number Indoor Model Number Tradename Outdoor Manufacturer indoor Manufacturer Description Comment Nominal Capacity Nominal Capacity High Speed Nominal Capacity Low Speed SEER SEER High Speed SEER Low Speed EER EER High Speed EER Low Speed Sound AHRI Reference Number Qualifying Tier Sensible Capacity Latent Capacity Compressor Warranty Coil Warranty Parts Warranty Labor Warranty Microprocessor Warranty Value Standard Air Conditioner CA13NA024-*—D CNPV'3017ALI+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 5 years 5 years 5 years 5 years 23200 0 0 13 0 0 0 6540241 23200 0 Ok - 6v ,vxlo- ." C d E o LL U f0 nc d rn m cv PATIO COVER IS RAFTER BY OTHERS N N � N �t N w �o O zo U �L. M I` wE \ rO♦ U o m CO C � Z > m > 0 O �3 m d N C m O1� d m ° L O! OI II E � U L C w � O V A 3) 3(6) H a U V n b N W � N r U O l0 O m C OI C � � N c (5) g °m O 2(2) 4(2) ` —2. co Q 2 o `' V m In t o Z J A5(2 0 0 o C G x y m E W �- V15 a-=- Em � U V -- o °°-` mo L z W m a�a O U) 8-1-2 F.2ND 8-1-2 V t m °C� CD V "a N d a � U rn Lo L G4 I V a c 'm m E m D4p5r 2 F.F. E m dcn8-7-2 ^,Zo` Wm J4 dmdj��LOWER WINDOW TO 2OACCOMODATE HEADER BY OTHERS K6 J5 Ol City n 8 °RAFTERS �� Ey' Y 5) Wheat Ridge 0 wK7 s Eo0 piviso� guildin9 a ° °om m bY ° r` m Y 9-1-2 F.F. Asa ¢~rn L m� Lac = t o 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