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5212 Quail Street
4 t - Z cu M 'a Q 00 kn p QVC as n N u 'a rn O O 4r O > 3 p o > o o b z q3 cC Y ai 6 3 -�ct��.�� .i Q rn b p N >, e� y v M U M w CCS L) 'C O O ,fir O •'. unczCD ""' CCS CCS > Q 00cd 3 y 03 n U) En b on pq O O U U U O U ul O N o�Qn kn ZZ � s~ 4"� o 00 •� O Q ' (� O79 M + Q •� >, �, N �, N O 00 O c GO o y Ct U ¢ Sy ;:s ccz _ 0 ,En U Z N in. y ca N o M cd N >~ N a" •" N A cd N U In O 4 t - Z cu M 000 p QVC 00 N o v� n � y ^�vW > u 'a rn _ > o o b d U m Y ai 6 >> .i Q rn b p N e� y v M U �a�3o w December 20, 2018 Slaton Bros 9025 E Kenyon Ave Denver, CO RE: MSE Retaining Wall Conformance Quail Ridge Estates Wheat Ridge, CO SKWD Project Number 16068 To Whom It May Concern: -90l(VO 1� Q",, The following is in regard to the mechanically stabilized earth retaining walls constructed by Slaton Bros for the above-mentioned project. A summary of critical items observed in the Terracon reports is listed below. 1. The retaining wall leveling pad appeared to have been properly compacted to specifications. 2. All segmental retaining wall units used to construct the mechanically stabilized earth retaining walls were Allan Block AB Classic units. 3. Geogrid appeared to be installed correctly according to the plans. 4. The maximum constructed height appeared to be in conformance with the design. 5. Reinforced backfill and block unit -fill material appeared to be in conformance with the design. 6. CTL Thompson performed compaction testing. CTL Thompson's project number is DN47957.001-340. Compaction Test results appear to have met or exceeded 95% standard proctor The retaining walls appear to be in general conformance with the Retaining Wall Design prepared by this office. Should you or your staff have any further questions, please feel free to call. �D4PD0 t�6,F ", ..N J C-20.1 O 12 80%0 46681 A' Res ectfully S;.�� , Steve Kell , SK Wall Design, LLC SK Wall Design 1 2800 S Logan St, Englewood, CO 80113 1 303-900-8714 I °o 0 0 � OY7o0� m n ro770z a g y N h a CrJ CrJ xrx�z a C. 0 trM o m s yn = B ;s`C F'•�y n tea+ N ~rn0 z C'`°>O ON rr C"�ycrc�yy� n p a m H O O (D 0 (D m 0 ..r N N rn a ti O CD pi 03 TQ N N O -o s� �i n�t3r g�g O .� n 5 a'Ca rr QO °*ate c !l. N m am n�0 0 0. ytc7 R N 0 Fiji Fn+. .7 '.� N Z O � C�7 O O w "O O d E rt cr CZ rm r-ol W N O m " ! sm �y Ca a H fD 121w O 0 A p ti p 0 W~ ro fr 'O a rn �y H r "C 00 w C. r: p 0 91 t] m oca 517�R \ 1 rr O r W by N CJ O N o sJ UQ fD n o an tv E. n P. O E. a a PL A QFQ. yro. w C a op.. n n A p Gc a , 1 rr rr 0 f7 N fT 00eD O Op '3• y eD �-y �.J z 0 O fD o m zCDN 00 / INSPECTION RECORD Inspection online form: http://www.ci.wheatridge.co.uslinspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) k� to receive an inspection the following businesss dday PERMIT:� la ADDRESS:5ck'� C)G! I� -JOB CODE: M Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 201 Electrical / Cable/ Conduit 13 Footin P.E. Letter r $ 202 Sewer Underground Int. 10 undation 9etback Cert. 105 Stem Walls c 106 Foundation wall Insulation 204 Plumbing Underground Int. * Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. Y 204 Plumbing Underground Int. * ( Mgr fir-- __ '�l� b L 205 Plumbing Underground Ext. 2 206 Water Underground Do Not Cover Underground or Below / In -Slab Work Prior To Approval Of The Above Inspections Rough Inspection Date Inspector Initials Comments 301 Rough Framing 302 Wall Sheathing 303 Roof Sheathing 304 Sheer inopection + ( Mgr fir-- __ '�l� b L 305 lnsula:ion 2 306 Mir -Roof 307 Pletal / Lath / Stucco 30f9 Rough Electrical Residential -� 3J9 Rough Electrical Commercial 310 Electrical Meter Residential 311 Electrical Meter Commercial 312 Temp. Const. Meter 313 Rough Plumbing Residential 314 Rough Plumbing Commercial 315 Shower Pan SEE OVER FOR ADDITIONAL INSPECTIONS PERMIT:1)n KADDRESS: 59IJ allO �SJ JOB CODE: Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential s 317 Rough Mechanical Commercial - ( t- 318 Boiler / Furnace 319 Hot water tank 320 Drywall screw and Nail 321 Moisture board / shower walls l� 322 Rough Grading 323 Miscellaneous Final Inspections Date Inspector Initials Comments 402 Gas Meter Release s 403 Final Electrical Residential - ( t- 404 Final Electrical Commercial 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumoing Residential l� 408 Final Plumbing Commercial 409 Final Roof 410 Final Window/Door 411 Landscape/Park/Planning* Inspections from these entities shall be requested one week in advance. *For landscaping and parking inspections please call 303-235-2846 **For ROW and drainage inspections please call 303-235-2861 ***For fire inspections please contact the Fire Protection District for your project. 412 Row/Drainage/Public Works** _ y--/ 413 Flood plain Inspection" 414 Fire Insp. / Fire Protection*** 415 Public Works Final** 416 Storm Water Mgmt.** 417 Zoning Final Inspection* 418 Building Final Inspection Note: All items must be completed and approved by Planning, Public Works, Fire and Building before a Certificate of Occupancy is issued. Approval of the Final Building Inspection does not constitute authorization of occupancy. For Low Voltage permits please be sure that rough inspections are completed by the Fire District and Electrical low voltage by the Building Division. ac f law Consulting AD Testing & Repair, Inc. Phone: (303) 537-0126 www.backfiowconsulting.com info@backflowconsulting.com uw I �0��u Assembly Serial #: CB225828 Test Date/ Time: 8/17/2018 Tester Certification m 06-00615 Assembly Test Results ® Pass 9:03:01 AM ❑ *Fail Water Supplier: Denver Water District Meter #: Service Location: QUAIL RIDGE 0 a Facility Address: 5212 QUAIL ST City: ST: Zip: Contact Person: CESSNA, JIM Phone: (720) 380-3020 Owner/Mgmt Co/Contractor: REMINGTON HOMES °A Address/Suite 5740 OLDE WADSWORTH BLVD v City/State/Zip ARVADA CO 80002 p Primary Contact JIM CESSNA (720) 380-3020 Make: Wilkins Model: 720A Type Of Use Protection Orientation Inlet Outlet Type: ❑ RP ❑ DC ® PVB [IAir Gap El Containment El Horizontal ® I 2 -❑Domestic a Size: .75 Date Installed: ❑ Fire ❑ Containment by Isolation ® Vertical Up ❑' E °J ®New ❑Existing [IGlycol ❑Vertical Down ® Isolation El' < Previous Assembly #: ® Irrigation ❑ Recycled Location: OUTSIDE SOUTH SIDE OF HOUSE Feeds To: Line Initial Test Results Repairs Re -Test Results PSI: 60 Tightness Differential Tightness Differential Check Valve #1 [, Leak 2.4 ❑ Leak (RP, DC, PVB) Tight ❑ Tight Check Valve #2 ❑ Leak ❑ Leak (RP, DC) ❑, Tight ❑ Tight Relief Valve a (RP) c Buffer co (RP) Air Inlet 4.2 OPENED FULLY (PVB) F' Shutoff Valve #1: X1 i ht F ]Leaking ❑Re laced Shutoff Valve #2: )(Tight ❑Leakin ❑Re laced Back Pressure: ❑Yes ®No Test Procedure: ®ABPA: USC 10th Edition ❑ASSE: Comments: C Alarm Company/Fire Department: DFS Certification #: 18-B-06300 w. Contacted By: o Z Turn Off Date/Time: Turn On Date/Time: S2 Test Kit Make: MidWest Model: 845 N Serial #: 07112151 Last Calibration Date: 1/30/2018 Tester certifies this assembly has been tested with the above listed procedure and verifies the isolation valves were returned to pre-test orientation. Testing Company: Backflow Consulting Testing & Repair, Inc °J v Tester Name: Nick Roman Phone: (303) 537-0126 Signature: Certificate Expiration Date: 1/16/2019 to 00 0 0 N Of 0 N P, ko m M >, 0) 5 o C: tQ M 9) cc cc LU E TO I O o X .0 tL IA Qj c "a X LU p LLUU V) c V) 0 ONro 0 CO 0 0 �y 0 o Mo 0 0 m 13 — M IA ci 0 (U (UM 0 u ry) O U < LU c cc 00 An wa;:� p • z fu 0 O)o 40%. (Y) > ori +, 0 C7 W C5 0 > ro F :i U. C, CL t m 42 .- t ff) m Ln Ln 4) cn 9 > Q) 00 2 m C Ccz >, LW z IM Ln CL z x 0 c c Co - ,a = V LU LU NIt c0 0: 0. Z m 2 0: I 2) w 00 LU RM O o X tL Qj c X LU p LLUU V) ONro 0 CO 0 0 �y 0 o Mo 0 r, a% M N V� A/) m 13 — M — — 1 0 v '19 Q) U < RI An wa;:� p • z T Qj tj Q, E rn 00 NIt LL ;7, < C� E - E (u NE 2 E E c n N c < 0 V) VIN0 -v mC C v= c v 0 0 0 7 6 —o 0 v 0 r Ch (V . 2 m L) 0 :L- -a -0 E :6 , E z E -m 0 uo Cl X 2) w 00 LU RM o X Builder Name: Remington Homes Rating Company: EnergyLogic Permit Date/Number: Rater ID (RTIN): 8664221 Home Address 5212 Quail St Rating Date: 2018-08-24 Wheat Ridge, CO 50033 Version: 3.0 es i is s • se se Thermal Enclosure System Water Management System A complete thermal enclosure system that includes 446., A comprehensive water management system to comprehensive air sealing, quality -installed insulation 11t protect roofs, walls, and foundations. and high -performing windows to deliver improved comfort and lower utility bills. Flashing, a drainage plane, and site grading to move water from the roof to the ground and then away Air Infiltration Test! 1638 CFM50 (1.91 ACH50) from the home, Primary Insulation Levels: Water-resistant marshals on below -grade walls and underneath stabs 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 Effjclency: U -Value; 0.30 SHGC: 0.31 Heating, Cooling, and Ventilation Energy Efficient Lighting and System Appliances A high -efficiency heating, cooling system, and Energy efficient products to help reduce utility bills, (P ventilation system that is designed and installed for while providing high-lqualify performance, optimal performance. ENERGY STAR Qualified Lighting, 100% Total Duct Leakage, Duct Leakage to Outdoors 242 CFM25 Post -Construction 13 CFM25 ENERGY STAR Qualified Appliances and Fans, Refrigerators: 0 Dishwashers; 0 Primary Heating (System Type - Fuel Type - Efficiency): Ceiling Fans: 0 Exhaust Fans: I Furnace - Natural Gas - 92.1 AFUE Primary Water Heater (System Type - Fuel Type - Efficiency): Primary Cooling (System Type - FueG Type - Efficiency): Water Heater - Natural Gas • 0.69 Energy Factor Air Conditioner - Electric - 13 SEER This certificate, 060Y405 a surnintify Of ins, major smiergy efficeinicy and other criftritructhon HERS'Inde)t features that contribute to this home earning the SNFAGY STAR, including As Horne Energy Rating System (HERS) score, as delentimed through independent "ispection and verritcation Zero Energy Reference Existing perfortbird by a trained professional The Home Energy Rating Systern is a nationitity recognized Home Home Homes AAA utirst"i measurement of the emitry ~ency of homes, 11 1 - --im Hole that �fwn a no") contains multiple perforinancis levels for a Particular feative (e 9" vArmw efficleocy of sitsuiation levels), the predominant value is shown- Nso, homes may be UF certified to earn the ENERGY STAR using a sampling protocol, whereby one home a randomly selected from a set of "niiii; for repfesentatwo rn%neclrons and testing, In such cases, the tranity Energy Maturiis found in tnetl) "rno within the set ar6olondeid to meet or exceed the, visluise, presented on Ulm cedifirate The actual values for your home may differ, but offer eclueneent or hatter performance. I his cesipficate was pfrntud using Esiotrope' Nei—, 2,23. 1 W91 This "me orae osier Learn more at www,enesilrystergoviiiomerestures IECC 2012 Performance Compliance (Dnergylliogic Property Organization 5212 Quail St EnergyLogic Wheat Ridge, CO 80033 719-243-5147 Inspection Status Mark Lane 2018-08-24 Report Rater ID (RTIN): 8664221 5212 Quail St Remington(l) Builder RESNET Registered (Confirmed) Remington Homes Annual Energy Cost Design IECC 2012 As Designed Performance Heating $903 $691 Cooling $203 $171 Water Heating $154 $154 SubTotal - Used to determine compliance $1,260 $1,016 Lights & Appliances $1.027 $1,004 Onsite generation $0 $0 Total $2,287 $2,019 402.6 406.3 402.41.2 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 19 4% SHGC 94 404 4016 403.2.2 Area -weighted average fenestration Duct Testing Lighting Equipment Efficiency U -Factor 0_0 Mandatory Checklist ME Design exceeds requirements for IECC 2012 Performance compliance by 19.4%. As a 3rd party extension of the code jurisdiction utilizing these reports, I certify that this energy code compliance document has been created in accordance with the requirements of Chapter 4 of the adopted International Energy Conservation Code based on Climate Zone 5 If rating is Projected, I certify that the building design described herein is consistent with the building plans, specifications, and other calculations submitted with the permit application. If rating is Confirmed, I certify that the address referenced above has been inspected/tesed and that the mandatory provisions of the IECC have been installed to meet orexceed the intenlofthe IECC orwill be verified as such by another party Name: Mark Lane Organization: EnergyLogic Signature: Digitally signed " L 8/29/18 at 4:14 PM Ekotrope RATER - Version 2.2.5.1999 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, w1iich, is a RESNETAccreclited HERS Ratinq Tool. a) C J 14 m IN AI ll N SJ 0 m cu E U- cr C: N0 CL V, w LLJ w 0) u. LU (0 O CV) CN Cl) m u mCL IWA cc: CL LO z u "o, a � LO ND N @ 2 Z 2 m 2 .0 M LL U- L) 7L - 10 M 0. 0 L) 0- :0 C� cn -.tt E m 5 o co v v G1 m C 15 t� 0 0 E (UD qE) 4-0 tm U as 0 8,-v U (1) U aas LL N R: 0 — C C: C) LO r ce) Eo 0 0 IV O'D C, � -Lu E C) Ln C) M o U InN LLY CM C` CL () 3 C) N LO CD m o 0,6 w 0 m o o 15 0 CL = te 191, C- 0 E 21 LL. Po - 0 0IS, w LL mm i a) C J 14 m IN AI ll U~CC 2012 Label 5212 Quail St HERS(_R�,Index Score: 56 Building 'Envelope Specs Ceiling: R-50 R-50 Above Grade Walls: R-23 Foundation Walls: R-19 Exposed Floor: R-50 Slab: R-0 Infiltration: 1638CFK450(1.91 ACH50) Duct Insulation: R'0.5 Duct Leakage: 13CFKX25 ������ �� Efficient �� ����~ Credit (13-001) �=�w��_�����_�����yo^����� x��~���=��~�n�-��x/ Property Organization 5212 Quail St EnergyLogic Wheat Ridge, OO80O33 719'243'5147 Inspection Status Mark Lane 2018'08'24 Report Rater 0(RT|N):8S04221 5212Quail StRemingtnn(1) Bui|dwr RESNETRegistered (Cumfinned) Remington Homes U�����|���l� ������������ ����'��� ^ ~~~~~`~~- ^ Confirmed ~~ ^ ^ -^ om Normalized Modified End -Use Loads UNBtu/ 2006|ECC year) Category 2006|ECC509& As Designed 86.1 Target Cooling Heating 47.8 41.9 Cooling 02 76 Total 54.1 49.5 Ceiling U: 0.020 VVe|| U: 0.054 Framed Floor U: 0.022 Slab R: 0.0 Window U: 0.300 Envelope Loads (MBtu / year) Category 2006|ECC AmDesigned 90% Target Heating 86.1 524 Cooling 11.2 10.6 Total 97.3 63.0 Building Features Window CombinedSHGC: 02 Heating System: AFUE=A21% Cooling System: SEER =13 Duct Leakage toOutside: 13.0CFyW25 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 J017. The undersigned certifier verifies that: (1) The dwelling unit has a projected level of annual heating and cooling energy consumption that is at least 50 percent below the annual level of heating and cooling energy consumption of a reference dwelling unit in the same climate zone; (2) Building envelope component improvements alone account for a level of annual heating and cooling consumption that iaatleast 10percent below the annual level ofheating and cooling energy consumption ofareference dwelling unit inthe same climate zone; and (3) Heating and cooling energy consumption have been calculated in the manner prescribed in section 2.03 of this notice- (4)Fieldinspeoionsufthadwel|ingunit (or of other dwelling units under the ENERGY ST}RO for Homes Sampling Protocol Guidelines) performed by the eligible certifier during and after the completion of construction have confirmed that all features cf the home affecting such heating and cooling energy consumption comply with the design specifications provided mthe eligible certifier. "Under penalties ufperjury, I declare that I have examined this certification, including accompanying documents, and to the best of my knowledge and belief, the facts presented in support of this certification are true, correct, and complete." Name Organization - Mark Lane Digitally signed: 8/29/18 a&414PM EkotropeRATER -Version l2.5.1S83 Property 5212 Quail Et Wheat Ridge, GO 80033 Report 5212 Quail St Remington(l) -*--*,ne rgyLo g.c Organization ~~°^ ^~w^ ~~~~^ EnergyLogic 719-243-5147 Inspection Status Mark Lane 2018'08'24 Rater |D(RT|N):8084221 BuUder RESNETRegistered (Cmnfirmed) Remington Homes General Information Conditioned Floor Area [sq. ft.] 5,144 Infiltration Volume [cu. ft.] 51,506 Number of Bedrooms 4 Air Leakage Measured Infiltration 1638 CFM50 (1 91 ACH50) ACH50 (Calculated) 1.91 ELA [sq. in.] (Calculated) 90.1 ELA per 100 s.f. Shell Area (Calculated) 0.873 CFM50 (Calculated) 1638 Duct Leakage Mechanical Ventilation Rate [CFM] System 1 System 2 Leakage to Outdoors [CFM @ 25 Pa] 13.0 70.0 Recovery Efficiency % 0.0 Runs at I east once every 3 hrs? Leakage to Outdoors [CFM25 / CFA] 0.004 0.036 Total Leakage Test Type Post -Construction Rough -In, with Air Handler Total Leakage [CFM a 25 Pa] 242.0 70O Total Leakage [CFM25 / 100 s.f] 7.6 3.6 Total Leakage [CFM25 / CFAI 0.076 0.036 Mechanical Ventilation Rate [CFM] 71,0 Hours per day 24.0 Fan Watts 15.0 Recovery Efficiency % 0.0 Runs at I east once every 3 hrs? false Average Rate [CFM] 71.0 2010 ASHRAE 62.2 Req. Cont. Ventilation 88.9 2013 AS HRAE 62.2 Req. Cont. Ventilation 122.9 Ekotrope RATER -Version 2.2.5. 1999 RESNET HOME ENERGY nergyLogic RATING Standard Disclosure annlVds flhl o n. For home(s) located at: 5212 Quail St, Wheat Ridge, CO Check the applicable disclosure(s) in accordance with the instructions on the reverse of this page: 1. The Rater or the Rater's employer is receiving a fee for providing the rating on this home. 2. In addition to the rating, the Rater of Rater's employer has also provided the following consulting services for this home: A. Mechanical system design B. Moisture control or indoor air quality consulting C. Performance testing and/or commissioning other than required for the rating itself D. Training for sales or construction personnel E. Other(specify) 3. The Rater of the Rater's employee is: L A. The seller of this home or their agent 0 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 E]4. The Rater or Rater's employer is a supplier or installer of products, which may include: Products HVAC systems Thermal insulation systems Air sealing of envelope or duct systems Energy efficient appliances Construction (builder, developer, construction contractor, etc) Other (specify): I I Installed in this home by [jRater F]Empioyer 11 Rater UEmployer Rater DEmployer Rater DEmployer DRater Employer Rater Employer OR is in the business of Rater F— j Errnployer Rater Employer Rater Employer []Rater MErnployer Rater Employer Rater _jEmployer L15. 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: /tjR,4 e L 410.,4— Digitally signed: 8/29/18 at 4:14 PM I attest that the above information is true and correct to the best of my knowledge. As a Rater or Rating Provider I abide by the rating quality control provisions of the Mortgage Industry NationalHome Energy Rating Standard as set forth by the Residential Energy Services Network(RESNET). The national rating quality control provisions of the rating standard are contained inChapter One 4.C.8. of the standard and are posted at http://resnet.us/standards/RESNET_ Mortgage_Industry_National_HERS _Standards.pdf The Home Energy Rating Standard Disclosure for this home is available from the rating provider. RESNET Form 03001-2 - Amended April 24, 2007 L Lange IMPROVEMENT LOCATION CERTIFICATE L Lan d o S Surveys GRADING CERTIFICATE 5511 WEST 56TH AVENUE, SUITE 240 1.5' ARVADA, CO 80002 P:(720) 242-9732 F:(720) 242-9654 LEGEND 51.0 (5 ,6 =PROPERTY LINE x rn 1 J- BOW=BACK OF WALK X •52.2TW TBC=TOP BACK OF CURB x52.2TW 53.5 EW FL=FLOW LINE 51.26W EOA=EDGE OF ASPHALT TGB=TOP OF GRADE BEAM FF=FINISHED FLOOR N0O'15'16"W 60.00' 47.2 k 46.7 GF=GARAGE FLOOR 1.51,1 © © ❑D X HP=HIGH POINT TW=TOP OF WALL 10' UE&DE BW=BOTTOM OF WALL EW=END OF WALL UE=UTILITY EASEMENT DE=DRAINAGE EASEMENT d N TBM=TEMPORARY C I BENCHMARK Q =CONCRETE L'i CN I =FOUND #5 REBAR 48.5 WITH PLASTIC CAP • a yyti ��° 10 PLS NO. 36561 ♦ =FOUND #5 REBAR • ~ x WITH PLASTIC CAP C Vn PATIO O 1 %.0' PLS NO. 37908 ��' O =FOUND NAIL & DISK k PLS NO. ILLEGIBLE S� 20.0' OFFSET VALUE SHOWN h� s x FROM MONUMENT TO rJ 0' PROPERTY LINE p © =CABLE TV PEDESTAL Ln + od LOT 1 LU xtn Q =ELECTRIC PEDESTAL OWD BLOCK 1 ❑P =TELEPHONE PEDESTAL s?8 tiN x(V r —z— =WOOD FENCE '- 't � Q W =WATER SERVICE %� s� .0' 13 sU, #5212 U-, xALt1 (6 N5 2 STORY FRAME, STONE AND STUCCO N U �Q S =SANITARY SEWER ® SERVICE LOT 2 0, TGB=54.4 1) =RETAINING WALL o FF=55.6 BLOCK 1 3 1,19 i� ■ LEGAL DESCRIPTION LOT 1, BLOCK 1, QUAIL RIDGE ESTATES RESUBDIVISION, riTY nr WHFGT Pinrc N Ni GF=53.4 19.5' a • 4.: 20.0' • A d .. .4 12.0' a o • iAs 1.5' COV'D X) '° 51.0 ,6 EW x rn X •52.2TW 51.2BW x52.2TW 53.5 EW 51.26W i O • G d A _ • G N7 • • ' 10' UE&DE W N0016 28' W S 60.00' • 4 • QUAIL STREET dc-- DOW C?5' TBC FL EOA 0 10 20 SCALE: 1"=20' ���p0 L /'.4- �i� ' ;....... ' 0 DAVID B. TEETS jam.. *? COLORADO REGISTERED i 1 { . PE # 0036325, FOR AND I * 0036325 i ON BEHALF OF LANGE LAND SURVEYS, LLC i ft �j-=jJ �yJ : 1(/ • .0- �. . 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CJ VAC. a 1 Permit Number:v!-4 o Cl -z 1S ❑ No one available for inspection: Time .. KMV /> M Re -Inspection required:es No When corrections have been made, call for re -inspection at 303 -234 - Date: 9'1-U'k 1 i 5 Inspector: --- DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE `Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: 52 (Z Qyc, t l S Permit Number: ❑ No one available for inspection: a I`tw AM/PM Re -Inspection required: Yes o When corrections have been made, call for re -inspection at 303-234-5933 Date: ?'-2-1 , 1 1� Inspector: It DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 1 Building Inspection Division (303) 234-5933 Inspection line Y (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Job Address: Z Q is Permit Number: --701-7 (-)�i 2 1 f ) �_a ItJ ❑ No one available for inspection: Time A /P Re -Inspection required: Yes No When corrections have been made, c or re -inspection at 303-234-5933 Date Inspector: DO NOT REMOVE THIS NOTICE 3 i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: F t, Job Address: (Roa t t Permit Number: 201-1 o9 Z I ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234- Date:- '� 2-7,1 Inspector: -rc DO NOT REMOVE THIS NOTICE e CITY OF WHEAT RIDGE �(303) Building Inspection Division (303) 234-5933 Inspection line 235-2855 Office (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: e Pct V.\ _ Job Address: UCG k i Permit Number: 201-7 Uq Z, I? ❑ No one available for inspection: Time AIVii M Re -Inspection required: Ye fNo ,�-- *When corrections have been made, call for re -inspection at 30!234- Date:- / Inspector: f 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: F ' rice I V Uv i% Job Address: S 2 d 2 aoc4 t I c, Permit Number: 20 0 c,,Jq 2 I ❑ No one available for inspection: Time A. AM/r Re -Inspection required: Yes lo % When corrections have been made, call for re -inspection at 303-234-5933 Date: -`J '� —7 Inspector:, DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE+ti Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: Ur_� wct l I Job Address: 52-!2 Qjct1 ( <aT Permit Number: .2 (0 t 7 _L-7 2 1 F ❑ No one available for inspection: Time A Re -Inspection required: Yes No When corrections have been made, ca or re -inspection at 303-234-5933 Date: -- Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE 4f Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: 305 Job Address: 5212 OVAL ST Permit Number: 201-7 0-10 1 ?S ❑ No one available for inspection: �e AIV/P Re -Inspection required: Yes N When corrections have been made, call for re -inspection at 303 -234 - Date: Inspector: % DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE 3 _:�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: emu -:;, L t i Job Address: 1(2- Cava � l 5-T Permit Number: 20 1-7 rm�cjZ 18 � Id k�,e_ �z i ❑ 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: L' 22-' 18 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 (Z) INSPECTION NOTICE Inspection Type: 56? 1201"6N 6"C IZES Job Address: .51/2 0 y J c. ST Permit Number: .2 0/ 7 Dom! 2 / 2? gio �L i�L?� IZL-1 crts� ❑ No one available for inspection: Time _, /PM Re -Inspection required: Yes( When corrections have been made, call for re -inspection at 303-234- Date:-6/12//F 03-234- Date:_6/1j//F Inspector: Alle,) f ose �f_ DO NOT REMOVE THIS NOTICE j 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: '� O /:S) 3 / 3 ) Job Address: 5 1 Z & U 1L S? Permit oNu ber: 2Q1-70 �l Z) am r%C - Check h runt- ' � _ 44 f r1 torn L 4b r -t/ S Sv u i.. ❑ No one available for inspection: Time 'I = o 0 &PM Re -Inspection required: ) No When corrections have been made, call for re -inspection at 303-234-5933 Date: //9 Inspector: T_, 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: '306— M I D )eDOr Job Address: 5) NVA I L ST Permit Number: 201 1-) 0V I ❑ No one available for inspection: Time l� 30 A PM Re -Inspection required: Yes 4:670) When corrections have been made, call for re -inspection at 303 -234 - Date: �� ` cE ` { Inspector: DO NOT REMOVE THIS NOTICE City of Wheat j�09 COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 November 30, 2017 OFFICIAL ADDRESS CHANGE NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: CURRENT ADDRESS: 5112 Quail Street NEW ADDRESS: 5212 Quail Street SUBDIVISION:--Ridi-,e Estates Resubdivision LOT(s): 1 BLOCK: 1 SECTION: 16 PARCEL NO: 39-163-11-009 NOTES: This is a counesvaiotification. AUTHORIZED BY: DATE: O �` 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbaker(aa)effco.us 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at smitchel a jeffco.us and edelynko(a,jeffco.us 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erhnda.i.martinez a usSps.gov and krissv.i.summeffieldgusps.gov and arlene.avickrev(a&usns.gov and hili 'hillsps.gov 8. Xcel Energy, sandra.cardenastaacelenergy.com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Valley Water District 12. Clear Creek Valley Sanitation District 13. Arvada Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. Wheat Ridge Police Department 17, GIS Specialist 18. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY. DATE: www.d.wheatridge.co.us i r A Vicinity Map QUAIL RIDGE ESTATES RESUBDIVISION A REPLAT OF QUAIL RIDGE ESTATES 53rd Avenue Block 2, lot 1 Block 1, Lot 9 Block 1, Lot 10 5296 Pierson Court 5292 Quail Street 5295 Pierson Court; Block 2, Lot 2 Block 1, Lot 8 Block 1, Lot 11 5286 Pierson Court 5282 Quail Street 5285 Pierson Court Block 2, Lot 3 Block 1, Lot 7 Block 1, Lot 12 5276 Pierson Court 5272 Quail Street 5275 Pierson Court 3 Block 1, Lot 6 Block 1, Lot 13 v Block 2, Lot 4 5262 Quail Street 5265 Pierson Court 5266 Pierson Court Block 1, Lot 5 Block 1, lot 142 Block 2, Lot 5 5252 Quail Street 5255 Pierson Court a 5256 Pierson Court Block 1, Lot 4 Block 1, Lot 15 Block 2, Lot 6 5242 Quail Street 5245 Pierson Court 5246 Pierson Court Block 1, Lot 3 Block 1, Lot 16 Block 2, Lot 7 5232 Quail Street 5235 Pierson Court 5236 Pierson Court Block 1, Lot 2 Block 1, Lot 17 5222 Quail Street :5225 Pierson Court Block 1, Lot 1 Block 1, Lot 18 5212 Quail Street 5215 Pierson Court ta�� 1r'ac N R� -GV P-0 1* � 4 ✓_ CITY OF WHEAT RIDGE -1�9rBuilding Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax 31L- RnvgA Me -,r% Hca INSPECf,TION N07E '301- ovgh et "I n.7 Inspection Type: '31-3- ° Ve P) V nI b "'9 Job Address: SQ! '9 r V n ,' l S4 - Permit Number: o f -7 0 C1 a I e l� I 1 � ►J �VV � o � rar,� ►,mac?' U ❑ No one available for inspection: Time q: 13 6(M --/PM Re -Inspection required: Yes (9) When corrections have been made, call for re -inspection at 303 -234 - Date: ILInspector: ---r-b DO NOT REMOVE THIS NOTICE ME / ja - Z Io 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: -3 a q V E6 ( I c Job Address: 5 C)! a Ouat Permit Number: Q0 ❑ No one available for inspection: Time i ,J A !P Re -Inspection required: Yes (,No When corrections have been made, call -for re -inspection at 303-234-5933 Date: .S 1 &—Inspector: 67 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:%! S Job Address: Permit Number:/7p 9'c�lS" ❑ No one available for inspection: Time�'_� M Re -Inspection required: Yes- �� When corrections have been made, call for re -inspection at 303-234-5933 Date: Z-/ - %q' /0� Inspector: )&V DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: aC ' 6. Job Address: i9 (.tQ4 l 5f" Permit Number: ©/ 7©9 l 4 ❑ No one available for inspection":.Time AM%PM Re -Inspection required: Yes',No_,,,) When corrections have been made, call for re -inspection at 303 -234 - Date: -3' 7' % inspector: )N DO NOT REMOVE THIS NOTICE a i CITY OF WHEAT RIDGE _1�9�Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: O -V 5 Job Address: �o-? I d _ Permit Number: ) � IV a►1 tj ❑ No one available for inspection: Time 10" oyf AN/PM Re -Inspection required: Yes01or When corrections have been made, cre-inspection at 303-234-5933 Date: Q /q 114 Inspect . flae, E DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 234-5933 Inspection line (303) 235-2855 Office • (303) 237-8929 Fax INSPECTION NOTICE Inspection Type: j, PE ISP Job Address: Permit Number: 00 ❑ No one available for inspection: Time 'S' ;1\ �;— AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date .-;z)Inspecto . .i--T-r--l-) D -'T -l— DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201709218 PERMIT NO: 201709218 ISSUED: 01/25/2018 JOB ADDRESS: 5212 Quail ST EXPIRES: 01/25/2019 JOB DESCRIPTION: New Single Family Detached; 3 car garage, unfinished basement, 4 bedroom, 4 bath - 6,110 sq ft total Main floor - 1,573 sq ft; Second floor - 1,744 sq ft; Unfinished basement - 1,469 sq ft; Garage - 905 sq ft; Front porch - 219 sq ft; Rear patio - 200 sq ft *** CONTACTS *** ZONE CODE: PRD / OWNER (303)868-5859 USE: REMINGTON HOMES OF COLORADO IN SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES GC (303)420-2899 Megan Sparks 160075 Remington Homes of Colorado SUB (303)882-3530 Sean Lind. 019875 Lind-Brug Electric, Inc. SUB (303)421-4506 Ben Millwood 019354 Millwood Plumbing & Heating SUB (303)688-4487 Eugene Willis 080256 Smith & Willis HVAC *** PARCEL INFO *** ZONE CODE: PRD / Planned Res. Development USE: SFR / Single Family Re SUBDIVISION CODE: 2318 / RAINBOW RIDGE, SKYLINE ESTATES BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 399,173.84 Total Valuation Plan Review Fee Use Tax Permit Fee Engin. Review Fee ** TOTAL ** *** COMMENTS *** FEES 0.00 1,993.58 8,382.65 3,067.05 150.00 13,593.28 *** 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. Homes must be consistent with the requirements specified on ODP for siting. For one- or two-family dwellings, the first twenty-five feet (25') of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. A right-of-way permit may be required; contact Public Works Department at 303-235-2861. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this erin t I further attest that I am le ally authorized to include alI entities named within this document as partes to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of \OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies 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 androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of aIl required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall nol be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulag4n of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief BuildinjUfficial Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of Wheat Ridge Single Family - New PERMIT - 201709218 PERMIT NO: 201709218 ISSUED: 01/25/2018 JOB ADDRESS: 5212 Quail ST EXPIRES: 01/25/2019 JOB DESCRIPTION: New Single Family Detached; 3 car garage, unfinished basement, 4 bedroom, 4 bath - 6,110 sq ft total Main floor - 1,573 sq ft; Second floor - 1,744 sq ft; Unfinished basement - 1,469 sq ft; Garage - 905 sq ft; Front porch - 219 sq ft; Rear patio - 200 sq ft I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this erin t I further attest that I am le ally authorized to include alI entities named within this document as partes to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of \OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies 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 androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4, No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of aIl required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall nol be construed to be a permit for, or an approval of, an violation of any provision of any applicable code or any ordinance or regulag4n of this jurisdiction. Approval of work is subject to field inspection. Signature of Chief BuildinjUfficial Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City ®f deet i CommuNm DEVELOPMEtaI ge Building & inspection Services Division 7500 W. 29" Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 I FOR OFFICE USE ONLY Date: Plan/Pennft #1 o Plan Review Fee:' Building Permit Application da�r� X43,58 *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *' Property Address: . Q Lnk� JT Property owner Email; Mailing Address: (if different than property address) n Address: �)] � L Cld State, Architect/Engineer: � QC-CFci,-Ln+t.F"- +7s� . lf)c o Architect/Engineer E-mail: SiCLQ !)&Ai-L)4L)CA�ft"?hone: D `M Contractor: Contractors City License #:1 ('0 (YJ 1 Phone: AX -Q 392_2X 21 r E-mail Address: Sub Contractors: Electrical: (` E lec+ [c. W.R. City License # C) `%-75 Other City Licensed Sub: City License # Plumbing: fj' -AU bib o0` W.R. City License # Other City Licensed Sub: City License # Mechanical: S(T) Nb ctoc• Its W.R. City License Complete all information on BOTH sides of this form Description of work: (Check all that apply) ❑ NEW COMMERCIAL STRUCTURE ❑ ELECTRICAL SERVICE UPGRADE NEW RESIDENTIAL STRUCTURE ❑ COMMERCIAL ROOFING COMMERCIAL ADDITION ❑ RESIDENTIAL ROOFING ❑ RESDENTIAL ADDITION ❑ WINDOW REPLACEMENT ❑ COMMERCIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) ❑ MECHANICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ❑ ELECTRICAL SYSTEM/APPLIANCE REPAIR or REPLACEMENT ❑ OTHER (Describe) (For ALL projects, please provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.) 5{- �ndIt Sri j -V I Sq. Ft./LF Amps Btu's Squares Gnmly� -- %D1�3� -60n pu ct-) - ) lc j Gallons Other Project Valu -7e: (Contract value or the cost of all materials and labor included in the entire project) -�) 24— OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or regulations of the City of Wheat Ridge or covenants, easements or restrictions of record; that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. CIRCLE ONE: (OWNER) (CONTRACTOR) or PRINT NAME: ZONING COMMMENTS: Reviewer: REPRES'E ITATN V ofOWNER) (CON CRAT TOR DATE D DEPARTMENT U:9E ONLY �� OCCUPANCY CLASSIFICATION: BUILDING DEPARTMENT COMMENTS: Reviewer: t �l PUBLIC WORKS COMMENTS. 1) PIA90-7- 9CO)z 09A14 POWNE--FOV-75 IN 7'9E D12F-GTioW-- SNoWN oN Reviewer. MVN 7'14V RFV - L /NEO FW7- p"/v To 62071�-,7- A0 -J& -,9-N7- pc2�OAZ-Tle5 621917 OX, ��aokl s1V9MWAi,E� evNoFP, I 2) A GRADING GE�"i�IGA7"/�N L.;> '�%L 54.66- i�w I2iF4 :>. PROOF OF SUBMISSION FORMS To F.O. TD ON!5�ug4g Icn�Pr--)2 51Tg 6,gAr Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ City of Wheat j?,ivdge CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISION 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303.235.2855.f 303.237.8929 Proof of Submission for Permitting/ Plan Review A copy of this form must be completed by each agency indicated on the Permit Submittal Checklist for the project type and be attached to the Building Permit Application at the time of submission. Applications presented for submission without a completed Proof of Submission form from a required agency will not be accepted or processed. Date: Project Address: Name of Firm/ Individual submitting documents: t`�11Ct��iL� Project Type/ Description: Signature of Firm Representative or Individual:UQ-0-401A � - FOR AGENCY USE ONLY i,f L am a duly authorized representative of the agency indic ted below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agenc ry represented: (Please check one) o West Metro Fire Protection o Arvada Fire Protection o Wheat Ridge Sanitation District o Wheat Ridge Water District o Clear Creek Sanitation District o Con olidated Mutual Water District o Fruitdale Sanitation District alley Water District o Westridge Sanitation District o Other o Denver Water Agency Notes: A FA FA FA FA FJ FAIPA PER& (Agency Representative) PHONE 303-424-4194 5420 HARLAN ST., P.O. BOX 156 ARVADA, COLORADO 80001 CLEAR CREEK VALLEY WATER AND SANITATION DISTRICT To Whom it May Concern: (A QUASI MUNCIPALITY) November 14, 2017 Re: 5212 Quail Street Please be advised that Clear Creek Valley Sanitation District will provide sanitary sewer service to the above property located in the District. Developer must satisfactorily meet all the requirements of the Wastewater Line Extension Agreement, have the approval of the District's Engineer and meet the entire District's Rules & Regulations. You will also need to verify the elevation of the main sewer line to determine if gravity flow is available or if a private lift station will be required. The sewer tap permit fees must be paid prior to the connection to the District's main line. The contact persons are Kevin Ramirez, District Manager, or Fonda Wilhelm. Phone: 303-424-4194. Sincerely, Fonda Wilhelm Office Manager WHEN RECORDED RETURN TO: Remington Homes of Colorado, Inc. Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard Arvada, CO 80002 File Number: NCS -755608 -CO 2016018378 2/26/2016 4:44 PM PGS 3 $21.00 DF $120.00 Electronically Recorded Jefferson County, CC Faye Griffin. Clerk and Recorder TD1000 Y SPECIAL WARRANTY DEED THIS DEED, Made this February V_. 2016, between Touchstone Holdings, Inc. a corporation duly organized and existing under and by virtue of the laws of the State of Colorado, grantor, and Remington Homes of Colorado, Inc., a Colorado corporation whose legal address is Attn: Regan Hauptman, 5740 Olde Wadsworth Boulevard, Arvada, CO 80002 of the County of Jefferson and State of Colorado, grantee: WITNESSETH, That the grantor, for and in consideration of the sum of TEN AND NO/100 DOLLARS ($10.00), the receipt and sufficiency of which is hereby acknowledged, has granted, bargained, sold and conveyed, and by these presents does grant, bargain, sell, convey and confirm, unto the grantee, his heirs, successors and assigns forever, all the real property, together with improvements, if any, situate, lying and being in the County of Jefferson, State of Colorado, described as follows: All of Quail Ridge Estates Resubdivision, according to the plat thereof recorded September 16, 2015 at Reception No. 2015098618, County of Jefferson, State of Colorado. also known by street and number as: Quail Ridge Estates Resubdivision, Wheat Ridge, CO TOGETHER with all and singular the hereditaments and appurtenances thereunto belonging, or in anywise appertaining, and the reversion and reversions, remainder and remainders, rents, issues, and profits thereof, and all the estate, right, title, interest, claim and demand whatsoever of the grantor, either in law or equity, of, in and to the above bargained premises, with the hereditaments and appurtenances. TO HAVE AND TO HOLD the said premises above bargained and described with the appurtenances, unto the grantee his heirs, and assign forever. The grantor for his heirs and personal representatives or successors, does covenant and agree that this shall and will WARRANT AND FOREVER DEFEND the above -bargained premises in the quiet and peaceable possession of the grantee, his heirs and assigns, against all and every person or persons claiming the whole or any part thereof, by, through or under the grantor except general taxes for the current year and subsequent years, and except easements, covenants, reservations, restrictions, and right of way, as described on Exhibit A attached hereto and incorporated herein by reference. The singular number shall include the plural, the plural the singular, and the use of any gender shall be applicable to all genders. Doc Fee: $120.00 Page i of 3 IN WITNESS WHEREOF, The grantor has caused its corporate name to be hereunto subscribed by its President, the day and year first above written. Touchstone Holdings, Inc., a Colorado corporation By:_ � V4$v W Name: Robert R. Short Title: President State of Colorado ) )ss County of ) The foregoing instrument was acknowledged to before me this February,., 2016 by Robert R. Short, the President of Touchstone Holdings, Inc. Witness my hand and offidal seal,, �, My commission expires: —16 % Notary] Public JANET S JACKSON iuOTARY PUBLIC STATF OF COLORADO NOTARY !D 19954006248 MY COMMISSION EXPIRES MAY 08, 2019 j Page 2 of 3 EXHIBIT A PERMITTED EXCEPTIONS 1. Taxes and assessments for 2016 and subsequent years, a lien not yet due and payable. 2. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Valley Water District, as evidenced by instrument recorded October 29, 1956 in Book 1026 at Page 592. 3. Any tax, lien, fee or assessment by reason of inclusion of subject property in the Clear Creek Valley Water and Sanitation District, as evidenced by instrument recorded November 4, 2004 at Reception No. F2122814. 4. Ordinance No. 1366 Series of 2006, for rezoning, recorded July 27, 2006 at Reception No. 2006091462. 5. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Outline Development Plan, recorded September 25, 2006 at Reception No, 2006116329. 6. Easements, notes, covenants, restrictions and rights-of-way as shown on the Quail Ridge Estates Final Development Plan, recorded January 15, 2008 at Reception No. 2008004604. 7. Easements, notes, covenants, restrictions and rights-of-way as shown on the plat of Quail Ridge Estates Resubdivision, recorded September 16, 2015 at Reception No. 2015098618. 8. Terms, conditions, provisions, obligations and agreements as set forth in the Development Covenant Agreement recorded September 16, 2015 at Reception No. 2015098619. 9. Terms, conditions, provisions, obligations, easements and agreements as set forth in the Ditch Easement Agreement and Grant recorded September 16, 2015 at Reception No.2015098799. Page 3 of 3 2016018379 2/26/2016 4:44 PM PGS 9 $51.00 DF $0.00 Electronically Recorded Jefferson County, CC Faye Griffin. Clerk and Recorder TD1000 N After recording, return to: Offen Johnson Robinson Neff & Ragonetti PC 950 17th Street, Suite 1600 Denver, Colorado 80202 Attn: J. Thomas Macdonald, Esq. DEED OF TRUST THIS DEED OF TRUST is made this 26th day of February, 2016 (the "Effective Date"), between REMINGTON HOMES 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 repayment of the indebtedness evidenced by the Promissory Note dated February 26, 2016 (the "Note") in the principal sum of One Million and 00/100 Dollars (U.S. $1,000,000.00), with interest on the unpaid principal balance accruing from the earlier of (a) August 16, 2016 and (b) the issuance of the first building permit on a Lot until paid, at the rate of four percent (4%) per annum. Interest only payments shall be due and payable commencing on the last day of September 2016 and shall continue thereafter quarterly on the last day of each third month thereafter and shall be payable to 13200 W. 43rd Drive, Unit 207, Golden, Colorado 80403 or such other place as Lender may designate. Such interest only payments shall continue until the entire indebtedness evidenced by said Note is fully paid; however, if not sooner paid, the entire principal amount outstanding and accrued interest thereon shall be due and payable on the last day of February 2019; and Borrower has the right to prepay the principal amount outstanding under said Note, in whole or in part, at any time without penalty; Nuc- "l�t,(p0Y-c� 1 1353913.2 (b) the payment of all other sums, with interest thereon at four percent (4%) per annum, disbursed by Lender in accordance with this Deed of Trust to protect the security of this Deed of Trust; and (c) the perfonnance of the covenants and agreements of Borrower herein contained. 3. Title. Borrower covenants that Borrower owns and has the right to grant and convey the Property, and warrants title to the same, subject to general real estate taxes for the current year, easements of record or in existence, recorded declarations, restrictions, reservations and covenants, if any, as of this date and the "Development Deed of Trust" (as defined in § 6 below). 4. Payment tinder the Note. Borrower shall promptly pay when due the principal of and interest on the indebtedness evidenced by the Note and shall perform all of Borrower's covenants covenants contained in the Note. 5. Application of Payments. All payments received by Lender under the terms hereof shall be applied by Lender first to amounts disbursed by Lender pursuant to § 8 (Protection of Lender's Security), and the balance in accordance with the terms and conditions of the Note. 6. Prior Mortgages and Deeds of Trust; Charges; Liens. (a) Development Deed of Trust. Lender, by its acceptance of this Deed of Trust, acknowledges that Borrower will obtain a development loan for the construction costs of the single family homes on the Property (the "Development Loan") from a bank or other institutional lender selected by Borrower (the "Development Lender") and secured by a first deed of trust encumbering the Property (the "Development Deed of Trust"). Lender hereby agrees to execute and deliver to Borrower and Development Lender a subordination agreement subordinating this Deed of Trust to the Development Deed of Trust provided that (a) the Development Loan is for a principal amount not to exceed $1,500,000.00 and (b) the subordination agreement is in a form reasonably acceptable to Lender. Borrower shall perform all of Borrower's obligations 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 malting all such contested payments and other payments as ordered by the court to the registry of the court in which such proceedings are filed. 2 1353913.2 7. Preservation and Maintenance of PropertX. Borrower shall keep the Property in good repair and shall not commit waste or permit impairment or deterioration of the Property. Borrower shall perform all of Borrower's obligations under any declarations, covenants, by-laws, rules, or other documents governing the use, ownership or occupancy of the Property. 8. Protection of Lender's Security. If Borrower fails to perform the covenants and agreements contained in this Deed of Trust, or if a default occurs under the Development Loan or any prior lien, or if any action or proceeding is commenced which materially affects Lender's interest in the Property, then Lender, at Lender's option, with notice to Borrower if required by law, may make such appearances, disburse such sums and take such action as is necessary to protect Lender's interest, including, but not limited to: (a) any general or special taxes or ditch or water assessments levied or accruing against the Property; (b) the premiums on any insurance necessary to protect any improvements comprising a part of the Property; (c) 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 1353913/ thereof, or for conveyance in lieu of condemnation, are hereby assigned and shall be paid to Lender as herein provided. However, all of the rights of Borrower and Lender hereunder with respect to such proceeds are subject to the rights of any holder of a prior deed of trust. In the event of a total taking of the Property, the proceeds remaining after taking out any park of the award due any prior lien holder (net award) shall be applied to the sums secured by this Deed of Trust, with the excess, if any, paid to Borrower. In the event of a partial taking of the Property, the proceeds remaining after taking out any part of the award due any prior lien holder (net award) shall be divided between Lender and Borrower, in the same ratio as the amount of the sums secured by this Deed of Trust immediately prior to the date of taking bears to Borrower's equity in the Property immediately prior to the date of taking. Borrower's equity in the Property means the fair market value of the Property less the amount of sums secured by both this Deed of Trust and all prior liens (except taxes) that are to receive any of the award, all at the value immediately prior to the date of taking. If the Property is abandoned by Borrower or if, after notice by Lender to Borrower that the condemnor offers to make an award or settle a. claim for damages, Borrower fails to respond to Lender within thirty (30) days after the date such notice is given, Lender is authorized to collect and apply the proceeds, at Lender's option, either to restoration or repair of the Property or to the sums secured by this Deed of Trust. 10. Borrower not Released. Extension of the time for payment or modification of amortization of the sums secured by this Deed of Trust granted by Lender to any successor in interest of Borrower shall not operate to release, in any manner, the liability of the original Borrower, nor Borrower's successors in interest, from the original terms of this Deed of Trust. Lender shall not be required to commence proceedings against such successor or refuse to extend time for payment or otherwise modify amortization of the sums secured by this Deed of Trust by reason of any demand made by the original Borrower nor Borrower's successors in interest. 11. Forbearance by Lender Not a Waiver. Any forbearance by Lender in exercising any right or remedy hereunder, or otherwise afforded by law, shall not be a waiver or preclude the exercise of any such right or remedy. 12. Remedies Cumulative. Each remedy provided in the Note and this Deed of Tnist 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 I[CM&IRJW and be effective upon (1) delivery to Borrower or (2) mailing such notice by first class U.S. mail, addressed to Borrower at Borrower's address stated herein or at such other address as Borrower may designate by notice to Lender as provided herein, and (b) any notice to Lender shall be in writing and shall be given and be effective upon (1) delivery to Lender or (2) mailing such notice by first class U.S. mail, to Lender's address stated herein or to such other address as Lender may designate by notice to Borrower as provided herein. Any notice provided for in this Deed of Trust shall be deemed to have been given to Borrower or Lender when given in any manner designated herein. 15. Governing Law; Severability. The Note and this Deed of Trust shall be governed by the law of Colorado. In the event that any provision or clause of this Deed of Trust or the Note conflicts with the law, such conflict shall not affect other provisions of this Deed of Trust or the Note which can be given effect without the conflicting provision, and to this end the provisions of the Deed of Trust and. Note are declared to be severable. 16. Acceleration; Foreclosure; Other Remedies. Except as provided in § 22 (Transfer of the Property; Assumption), upon Borrower's breach of any covenant or agreement of Borrower in this Deed of Trust, or upon any default in a prior lien upon the Property, at Lender's option, all of the sums secured by this Deed of Trust shall be immediately due and payable (Acceleration). To exercise this option, Lender may invoke the power of sale and any other remedies permitted by law. Lender shall be entitled to collect all reasonable costs and expenses incurred in pursuing the remedies provided in this Deed of Trust, including, but not limited to, reasonable attorney's fees. If Lender invokes the power of sale, Lender shall give written notice to Trustee of such election. Trustee shall give such notice to Borrower of Borrower's rights as is provided by lave. Trustee shall record a copy of such notice and shall cause publication of the legal notice as required by law in a legal newspaper of general circulation in each county in which the Property is situated, and shall mail copies of such notice of sale to Borrower and other persons as prescribed by law. After the lapse of such time as may be required by law, Trustee, without demand on Borrower, shall sell the Property at public auction to the highest bidder for cash at the time and place (which may be on the Property or any part thereof as permitted by law) in one or more parcels as Trustee may think best and in such order as Trustee may determine. Lender or Lender's designee may purchase the Property at any sale. It shall not be obligatory upon the purchaser at any such sale to see to the application of the purchase money. Trustee shall apply the proceeds of the sale in the following order: (a) to all reasonable costs and expenses of the sale, including, but not limited to, reasonable Trustee's and attorney's fees and costs of title evidence; (b) to all sums secured by this Deed of Trust; and (c) the excess, if any, to the person or persons legally entitled thereto. 17. Borrower's Right to Cure Default. Whenever foreclosure is commenced for nonpayment of any sums due hereunder or failure of other obligations secured hereunder, the owners of the Property or parties liable hereon shall be entitled to cure said defaults by paying all delinquent principal and interest payments due as of the date of cure, costs, expenses, late charges, attorney's fees and other fees all in the manner provided by law. Upon such payment, 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 sha11 produce for 'Trustee the Note. Borrower shall pay all costs of recordation and shall pay the statutory Trustee's fees. If Lender shall not produce the Note as aforesaid, then Lender, upon notice in accordance with § 14 (Notice) from Borrower to Lender, shall obtain, at Lender's expense, and file any lost instrument bond required by Trustee or pay the cost thereof to effect the release of this Deed of Trust. (b) Partial Releases. At each closing of the construction loan for the construction of a house on each Lot, Borrower shall be entitled to release such Lot (the "Released Lot") from the lien of the Deed of Trust subject to the following terms and conditions: (i) Borrower pays Lender Forty Thousand and 00/1.00 Dollars (U.S. $40,000.00) plus accrued interest for the Released Lot; (ii) Borrower provides Lender with prior written notice of Borrower's desire to obtain the release of the Released Lot and the notice specifies the Released Lot that shall be released; and (iii) Lender shall have no obligation to release the Released Lot if at the time of Borrower's request for such release, or at the time the Released Lot is to be released, there exists a default under this Deed of Trust or the Development Loan. if the conditions set forth in this § 19(b) are met, Lender shall cause Trustee to partially release this Deed of Trust with respect to the Released Lot, and Borrower shall pay any and all costs and expenses incurred in connection with the partial release. 20. Waiver of Exemptions. Borrower hereby waives all right of homestead and any other exemption in the Property under state or federal lave 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 permits, fees, demolition, relocation and installation ("Dry Utility Costs") exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00), then Lender shall be responsible for reimbursing Borrower for such excess. Dry Utility Costs for purposes of this § 21 shall include any costs associated with the conversion from old to new dry utilities that exist on either Quail St. or Ridge Road (collectively the "offsite"). Dry Utility Costs shall not include separate trenching costs for phone and cable other than the costs included under the joint trenching agreement with Xcel Energy ("onsite"). Upon Borrower's determination of the Dry Utility Costs, Borrower shall notify Lender thereof in writing, together with reasonable back up information supporting those costs, and the amount by which the Dry Utility Costs exceeds Eighty Thousand and 00/100 Dollars (U.S. $80,000.00) shall be referred to herein as the "UlLlily Reimbursement"). The Utility Reimbursement shall be applied to reduce the payment obligation from Borrower to Lender as set forth in § 19(b) at the first Lot closing date and each subsequent Lot closing date until the Utility Reimbursement is reduced to zero. To the extent that Lender has made any Utility Reimbursement and there is subsequently a reimbursement by the utility company of any portion of the Dry Utility Costs, Lender shall share in such reimbursement in proportion to the amount by which the Utility Reimbursement bears to the Dry Utility Costs. 22. Transfer of the Property; Assumption. The following events shall be referred to herein as a "Transfer": (i) a transfer or conveyance of title (or any portion thereof, legal or equitable) of the Property (or any part thereof or interest therein); (ii) the execution of a contract or agreement creating a right to title (or any portion thereof, legal or equitable) in the Property (or any part thereof or interest therein); (iii) or an agreement granting a possessory right in the Property (or any portion thereof), in excess of 3 years; (iv) a sale or transfer of, or the execution of a contract or agreement creating a right to acquire or receive, more than fifty percent (50%) of the controlling interest or more than fifty percent (50%) of the beneficial interest in Borrower, and (v) the reorganization, liquidation or dissolution of Borrower, and (vi) the creation of a lien or encumbrance subordinate to this Deed of Trust. At the election of Lender, in the event of each and every Transfer: (a) All sums secured by this Deed of Trust shall become immediately due and payable (Acceleration). (b) If a Transfer occurs and should Lender not exercise Lender's option pursuant to this § 22 to Accelerate, Transferee shall be deemed to have assumed all of the obligations of Borrower under this Deed of Trust including all sums secured hereby whether or not the instrument evidencing such conveyance, contract or grant expressly so provides. This covenant shall run with the Property and remain in full force and effect until said sums are paid in full or Borrower's obligations are otherwise fulfilled completely. Lender may without notice to Borrower deal with Transferee in the same manner as with Borrower with reference to said sums without in any way altering or discharging Borrower's liability hereunder for the obligations hereby secured. (c) Should Lender not elect to Accelerate upon the occurrence of such Transfer then, subject to § 22(b) above, the mere fact of a lapse of time or the acceptance of payment subsequent to any of such events, whether or not Lender had actual or constructive notice of such Transfer, shall not be deemed a waiver of Lender's right to make such election nor shall Lender be estopped therefrom by virtue thereof. The issuance on behalf of Lender of a routine statement 7 1353913.2 showing the status of the loan, whether or not Lender had actual or constructive notice of such Transfer, shall not be a waiver or estoppel of Lender's said rights. 23. Borrower's Copy. Borrower acknowledges receipt of a copy of the Note and this Deed of Trust. [Remainder of page intentionally left blank. Signature page follows.] EXECUTED BY BORROWER. REMINGTON H Colorado comora By: Title: STATE OF COLORADO § COUNTY OF4.2_k OF COLORADO, INC., a The for Ding insti-ument was acknowledged before me this 26th day of February, 2016, by C4'1 �'ikS ,QS pf"E of REMINGTON HOMES OF COLORADO, C.,'a Colorado corporation, on behalf of said corporation. SHANN04A SUCH Notary -Public State of Cotom0o Notary 10 20054037048 My Commission Expires Se 23, ]21D 1353913.2 Witness my hand and official seal. My commission expires: Notary Public Quail Ridge Estates — Plan Review Worksheet Address: 5 -7 -IL Q tk /kZ[_ ST 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: (minimum lot size is 6,250 sq. ft.) Maximum Building Coverage (45%): (not including accessory structures) Total Proposed Building Coverage: 1`j Sy i sq. ft. -31411 sq. ft. 2 1 10 7 sq. ft. 35. Z iia Accessory Building Coverage sq. ft. (not to exceed 600 sq. ft.) Main Building Setbacks Required Provided Front 20' ( r Interior Side 5' Side on street 10' N iA Rear 20' Lr Accessory Structure Setbacks Required Provided Rear (if under 8' tall) 2 N iA Side (if under 8' tall) A M Rear (8'-15' tall) 5' .� Side (8'-15' tall) A • Building Height Maximum Provided Main Building 35' 33 b " W, I / Accessory Structure 15' N lA iro miol-pei-*t+ Rev. 04/17 Is the structure within 2 feet of minimum setbacks? I &S (If yes, add surveying condition FND.) Rev. 04117 Landscaping Required Provided Total Coverage 25% Front Yard 100% Side/Rear adj. to street 100% Minimum Lot Width: 25' (street frontage) and 40' (at setback) Architectural review considerations (per ODP): ��El Homes of lots sidin>; to vubliV_�W anrt/nr nn� P� a�nacts shall utilize same minimum architectural--treatnwx4t&,an_.si-de-facrade-facing-R-OW or_apen-space as front,facades. A, 2 ❑ Front setbacks shall vary a minimum of 2.5 ft. No three adjacent homes or homes directly across �u 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. ?kA ❑ 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: g Driveways cannot exceed 24' in width. Landscaping requirements: Minimum landscaped coverage is 25% d_ The front yard must be 100% landscaped Side or rear lots fronting a public street must be 100% landscaped ❑ 04scll 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, C sod and an automatic sprinkler system. 4 City of h6a.-� jd 1 UR11C WORKS g Date: 17 /147 /'y Location: 62/2 60AIL-r_'Z' ATTENTION: BUILDING DIVISION SINGLE FAMIL Y11DUPLEX BUILDING PERMIT A PPLICA TION RE VIE W I have reviewed the submitted application documents to construct a &9— &0 located at the above referenced address. Please note the comments checked below. 1. / Drainage: a. b. Drainage Letter & Plan required: Site drainage/grading plan have been reviewed and are: Yes :ZOK No refer to 2. Public Improvements required & to be completed with project: a. street paving/patching: Yes b. curb & gutter: Yes c. sidewalk: Yes d. Other (specify): Yes --l/— No No No No stipulations. Completed Completed Completed Completed For items not constructed, the amount of funds taken in lieu of construction: $ 3. --V-1 Does all existing roadway/alley R.O.W. meet the standards of the City: —/— Yes No If not, what is required? If R.O.W. is required, has the deed been received: Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. --,/ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. M� , � .� K Signature Mark Van Nattan Date 5. 1 NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature Mark Van Nattan Date 6. Stipulations: F ntzd4M C20W AJV5 ez fid_ Tin A5 7b No�a _ /tA�_A.,Z' A / Ar.ari1T' A ��G � r 7. A Grading Certification Letter from the Engineer -of -Record accompanied by an Improvement Location Certificate (ILC) shall be required prior to the issuance of the Certificate of Occupancy. 8. NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2016 City of A""AO'WheatNioge- PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 291h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORDS DEVELOPMENT REVIEW FEES Date: 1:2 liq 67 Location of Construction: 152.1-2- (QUA/t ,7 - Purpose of Construction: 51W-21 _ E re AA I[.Y Single Family _1 Commercial Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee:. .................................... $50.00 Commercial/Malti-Familv Review Fees: e Review of existing or minimal technical documents: ........................ $200.00 e Initial review' of technical civil engineering documents (Fee includes reviews of the I" and 2nd submittals): .......................... $600.00 e Traffic Impact Study Review Fee: (Fee includes reviews of the I' and 2nd submittals): ........................... $500.00 ® Trip Generation Study Review Fee: ........ ......................................... $200.00 ® O & M Manual Review & SMA Recording Fee ................................ $100.00 Multi -Family 1 Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Trak Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: v Resubmittal Fees: 3rd submittal (1/2 initial review fee): .................................................... $300.00 4th submittal (full initial review fee): ................................................. $600.00 All subsequent submittals: ............................................ .................... $600.00 (Full initial review fee) T'OT'AL. REVIEW FEES (due at time of Building Permit issuance): $ J PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITHIN PUBLIC RIGHT-OF-WAY. www.ci.%vheatridge.c.o.us Rev 12/12 City of W ,,,8 LIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29`h Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: t ADDRESS: 6 212 ((JAIL. ST. Dear Contractor: In conjunction with the approval of the building permit application for the above referenced address, this letter is to inform you that all existing public improvements located along the frontage of said address shall be restored, (if damaged from related construction) to an acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior to the issuance of a Certificate of Occupancy. Prior to any construction commencing, the City's representative will conduct an onsite inspection to determine the existing condition(s) of the public improvements at this address. If you have any questions, please contact me at 303.235.2864. Sincerely, David F. Brossman, P.L.S. Development Review Engineer CC: File www.chwheatridge.co. u s Rev 2/08 CDP m V, U W 4 r-r�.sOP� Sw 111-Z'M Q'1� fid' :S.LN3WM3 c„ b o< w o p �� �ZZ) Z, �31b'0 N r r zw W t Q ° N 1` p = \ \ co E V 20 < J co 0 mu 0 Q a4m O _ t: w m -a c� o� a " pW d lad�ll /�f� t]3110 d x aw a s 0 vv w w v /// ./�.��� ua:I,up 3uruueld aNpiy lea �o ED 0 O u I Q F-LLJ W 1.i Q Q w p tY " r, ss Of 1+ a3ue dwo Oulu !O 5£'9Ll 3 �£ £ 6BN moi} �q U J 4� }! Z x ~ a W a +n g � w p; soy �+ 01 3OV3n_G xz � ekQ* N La _ ffi i NNW Q% O S, c o W N r v o _ Q N U/t� o w O cis z I i y m 1 ) �'8Z - ^ _OI �I I .t W y`Q J -�x�77 j� n.9 n 5'9l 30 I Gp O ,L: a I 13i�ni ri �.I re r a NMZ NLI7� oQ Ct�p w J -d ! 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O N F w � aw, m K 0 U mp ^ W N a J m iti x n w a W Q o a N a w cYi o a a a :aN3031 J N a v<¢ a �- } z v <- w w a o �x=Z a =o��� _ �i;1 oZ�� s����� dW8 m W t.. < a 0 N n< a 0 v� ui a s J.arma Nosa3id { Cl � 6 �zW l a I o D K � fn lI I torus irono Remington Homes 5740 Olde Wadsworth Blvd #A Arvada, CO 80002 Letter of Transmittal To: Dan Shultz From: Megan Sparks Date: January 5, 2018 RE: Quail Ridge Estates — 5212 Quail St. — Manuals Following are 2 sets of the updated manuals with the correct address. Please contact me with questions or concerns at 303-420-2899 ext 218. Thanks, Megan Sparks msparks@remingtonhomes.net Remington Homes Phone: 303-420-2899 Fax: 303-425-3004 1z4 aClioqa1 � Nt)a 1/ 5 /1 I'// VV i aca�" a. i" ,;,oMrvsuMry DewtorMINr APPROVED Reviewed for Code Compliance CTL I THOMPSON August 23, 2016 plan Exami e HOME BUYER ADVISORY Yardkr of nernjg: The Muo" a of o Permit or 01V oval OfP10"' Remington Homes ondcompututiaashollnotbro Permit Jor,or anC DpfOwl of, ony vfobtJon to pn the rov�sionsofchebu+a+nst�par of ""W c' ` b76'1 s are present at this subdivision; this results 5740 Olde Wadsworth Boul AE,,i,eouthor4y toealote of conceit D visioniof 61uo codes or otherordinonces�theCiryshallnotbe hdn a geologic �i°azard. This fetter describes the soil condi- Arvada, Colorado 80002 tions on this lot more specifically. Prospective home buy- ers are strongly advised to read this letter and the refer- enced documents. Subject: Soils and Foundation Summary Letter Quail Ridge Estates If you do not understand the risk(s) associated with the Lot 1, Block 1 v hazard and the important role you must accept to manage Wheat Ridge, Colorado and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. Project No. DN47,957.001-120 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 15.5 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 17.3 feet. The clayey soils and bedrock are expansive. Use of spread footings is recom- mended. A slab -on -grade concrete basement floor can be used provided risk of movement and cracking is acceptable. Further details are described in following paragraphs. 1971 West 121h Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-825-4252 Based on our investigation, non -expansive and comparatively low swelling soils are present at depths that will likely influence the foundation and slab perfor- mance at this site. We believe there is low risk of significant ground heave or set- tlement and associated damages of slabs -on -grade and foundations. The founda- tions and slabs may settle if loose or soft soils are present under the footings and slabs. The risk of foundation and slab movements can be mitigated, but not elimi- nated, by careful design, construction, and maintenance procedures. We believe the recommendations in the referenced report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and home buyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to the home buyers that de- scribes swelling soils and includes recommendations for care and maintenance of homes constructed on expansive soils. Colorado Geological Survey Special Publi- cation 43' was designed to provide this information. Laboratory tests were performed on samples from this lot and nearby lots. Samples from this lot compressed 0.4 percent or swelled 0.1 to 0.7 percent when wetted. Based upon results of laboratory tests and other factors, we judge base- ment 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 rec- ommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 1.7 inches and basement slab could heave less than 0.5 -inch to 0.9 -inch. The calculated potential heave for this lot is less than 0.5 inch at the basement level and ground surface. It is not certain this movement will occur. If home buyers can- not tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. Considering the subsurface conditions at this lot, we recommend construction of the proposed residence on a footing foundation. Footings should be designed for a maximum allowable soil pressure of 2,500 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. 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 LOT1,13LOCKI 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 ismtaken, CTL I THOMPSON, I G REMINGTON HOMES 3 QUAIL RIDGE ESTATES LOTI,BLOCK1 CTL I T PROJECT NO. DN47,957.001-120 FWNIS1G31W_1 SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils, samples were tested in the laboratory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on - grade and the risk of poor slab performance. The results of a swell test on an individual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profile, and other tests. This judgment has been described by the Colorado Association of Geotechnical Engineers' (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, driveways, and sidewalks. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab performance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Performance Risk Cate o Representative Percent Swell" 500 psf Surcharge) Representative Percent Swell* 1000 psf Surchar e Low 0 to <3 0 to <2 Moderate 3 to <5 2 to <4 High 5 to <8 4 to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment of the swelling characteristics of the soil and bedrock likely to influence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Overall, the severity and frequency of slab damage usually is greater in high and very high rated areas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab performance. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace basement and garage floors and exterior flatwork. "'Guideline for Slab Performance Risk Evaluation and Residential Basement Floor System Recommendations", Colorado Associa- tion of Geotechnical Engineers, December 1996. REMINGTON HOMES Exhibit A-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc CTL I Thompson, Inc. recommends use of structurally supported basement floors, known as "structural floors," for lots rated as high and very high risk. We also recommend use of structural basement floors on walkout and garden level lots rated as moderate, high or very high risk. If home buyers cannot tolerate movement of a slab -on -grade floor, they should select a lot where a structural floor will be constructed or request that a structurally supported floor be installed. The home buyer should be advised the floor slab in the basement may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder warranty period. A buyer who chooses to finish a basement area must accept the risk of slab heave, cracking and consequential damages. Heave or settlement may require maintenance of finish details to control damage. Our experience suggests that soil moisture increases below residence sites due to covering the ground with the house and exterior flat - work, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to five years. We suggest delaying finish in basements with slab -on -grade floors until at least three years after start of irrigation. It is possi- ble basement floor slab and finish work performance will be satisfactory if a basement is fin- ished earlier, particularly on low risk sites. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas such as garages and basements where slab movement and cracking are acceptable to the builder and home buyer. 2. Slabs should be placed directly on the exposed subsoils or properly moisture conditioned, compacted fill. The 2009 International Residential Code (IRC) re- quire a vapor retarder or barrier be placed between subgrade soils and the con- crete slab -on -grade floor. The merits of installation of a vapor retarder or barrier below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder or barrier (10 mil minimum) is more beneficial below concrete slab -on -grade floors where floor coverings, painted floor surfaces, or products stored on the floor will be sensitive to moisture. The vapor retarder or barrier is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor re- tarder or barrier and the floor slab. Placement of concrete on the vapor retarder or barrier may increase the risk of shrinkage cracking and curling. Use of con- crete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders or barriers below concrete slabs are outlined in Section 3.2.3 of the 2006 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-04)". 3. Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. REMINGTON HOMES Exhibit A-2 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.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. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. 9. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. REMINGTON HOMES Exhibit A-3 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957.001-120 S:\PROJECTS\47900\DN47957.001\120\2. Reports\R1\DN47957.001-120-R1.doc EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surface water away from proposed residences. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. CTL 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. 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!I 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. LI�F�s so PE -44018 -0• •t 0en.� V i A .1city C4 r� �jheatNi ' COMMUMfl1r [itVEtOPMEMT WROVED Reviewed for Code Comulian� Al — plan wminer pate The moonce Of. pe mit or approval of l"t" specifkotrans Vai��y3r.Lroval of. any `"oration to and comPutations shall not be a Permit for or an oPD Mantes. Pertnit$ any of the Provisions of the buildup code or of on y City ad O the BuiwtddMq Presuming to give authority to violate of cancel the provislOm f codes or Other Ordinances of the City sholr not be valid. v 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. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. City of \Nheat Ridge Ming ^I C d E `o ti LL d m d E PATIO COVER IS ° RAFTER BY OTHERS ° 9 � N N d -t N w n ° N �0 ° L d Nd CD _ W a ° m Ln \O J N (n i d ch 0 N "E CC) U m E M > M r` �N J 0 m > ° m a City CA e w eattii pi 9 mt �� r D LOPME� c c COMMUN1Zy E APPROVED s` m� A 3) Rowed for Code CoM��a� s(6) ° V �o o � a rr ^^ Vf a hu y LU m 4 2 U t0 � DateL a w0 O C ° Mans Enm� � � „�-Thr asu^nCe o(o permit or opM ovor o(pbns sPec'(itotions or un opOru"ol of o^V vinlotbn to _ °i.N c 9 � remit (ur, p.dcomputotrons shall nut be o 0 city ordrnonces. permits of the building code or of., o the ouilding ( U o ~ Z p�Y of the provisions i he OvthorrtY to violcte of corKel the pros^s °^s C (5) c «« H O prcsor to give codes or other otdmonces of the City shill not be valid- 2(2) 4(2) ` 2 b < a E l m a � n fv M In �0 0 w. L ° 7 Z m m A5(2 .2 0 oop LL C o E E W V 1 5 omd Eye o °o2 m� i (n W V _j (D rTT o Q Q E 0 8-1-2 F.2ND ni r _ O -0 (i V f cera �L r, �- N Ln U U) Ln d r� bj o o I -° G4 V d E €vNlm J99 �,nG2 p I 872F.F. E J4 m ° W NN m N M �m� LOWER WINDOW TO 2 J2(2) j 0 w co • J LL ACCOMODATE HEADER RAFTERS BY OTHERSKg J5 Q h $ �� E U • H U Y � S K7 (5) E N Y ,� o cd o 0 9-1-2 F.F. fY n m d a F L O Q F J OI C m c 0 Job Truss Truss Type Qty Ply 755A LUMBER- BRACING - plane (normal see Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD 848201602 755A—GR Al GABLE 1 1 10-0-0 oc bracing: 16-18,14-16,12-14. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 1-4-0 7-16,7-18: 2x4 SPF 1650F 1.5E, 9-14,11-14,5-25,3-25: 2x4 HF Stud WEBS 1 Row at midpt 7-16, 8-16, 9-16, 6-18, 5-18 OTHERS 2x4 HF Stud `Except` Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:20 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVm UylLAq-yZCkY1 V4f5mEh3glrHlw2asZy3gU RoVd5aCbKXyIKB9 - 0 6-3-6 12-3-4 18-3-2 24-3-0 30- -14 36-2-12 42-2-10 48-6-0 4 -6 1-0- 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 I 6x10 = 6.00 46 = 30 29 28 27 26 24 23 22 21 1918 108 17 16 15 109 110 14 46 = 25 10620 107 46 —5x8 = 4x6 — 4x6 = 4x6 = 5x6 = 48 = I Scale = 1:97.7 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) BCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.26 BC 0.38 WB 0.81 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/defl L/d -0.17 16-18 >999 360 -0.33 16-18 >999 240 0.04 12 n/a n/a 0.05 14-16 >999 240 PLATES GRIP MT20 185/144 Weight: 523 Ib FT = 20 LUMBER- BRACING - plane (normal see Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins. BOT CHORD 2x6 SPF 1650F 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. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 1-4-0 7-16,7-18: 2x4 SPF 1650F 1.5E, 9-14,11-14,5-25,3-25: 2x4 HF Stud WEBS 1 Row at midpt 7-16, 8-16, 9-16, 6-18, 5-18 OTHERS 2x4 HF Stud `Except` 2 Rows at 1/3 pts 7-18 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 22, 29, 30 7-31,32-34,41-42,44-45,64-65,72-74,75-76: 2x4 SPF No.2 except Qt=lb) 18=254, 25=240,19=590, 12=241. REACTIONS. All bearings 18-5-8 except (jt=length) 12=0-5-8. (lb) - Max Hoa 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, 5-16=-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; PDO ��C enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip OQ� F� S DOL=1.33 2) Truss designed for wind loads in the of the truss only. For studs exposed to wind to the face), Standard Industry O\ ••'•••••'• V : SOON• ••• FO plane (normal see Gable End Details as applicable, or consult qualified building designer as per ANSVTPI 1. 0.. Z 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 0. . 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. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 1-4-0 : •0 ✓O 0. .0 O� studs spaced at 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 �.� \� (C '•••••••' \\ Si5'/ONAL will fit between the bottom chord and any other members, with BCDL = t O.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 August 22,2016 except Qt=lb) 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. 10/03!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 �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 his CA 95610 Job Truss Truss Type Qty Ply 755A , 5-1 9-10-3 8-5-14 Plate Offsets (X,Y)— 12:1-0-0,0-0-51,[12:1-0-0,0-0-51 3) Unbalanced snow loads have been considered for this design. 848201603 755A GR A2 Common 3 1 TCLL (Roof Snow=30.0)Lumber 30.0Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.25 19-21 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:21 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-Qmm6mNWjQPu5JDPUP?G9bnPkxT8sAGJnKEy9syIKB8 - -0- 6-6-4 12-5-2 18-4-1 24-3-0 30-16-15 36-0-14 41-11-12 48-6-0 4 -6 f o- 6-6-4 5-10-15 5-10-15 5-10-15 5-10-15 5-10-15 5-10-15 6-6-4 -0- 6 6x6 = rMT.111A Scale = 1:88.8 4x12 = u z9 zo zu 19 zo 18 z/ 17 10 zo Its ze 14 4x12 = 4x6 = 5x6 = 4x6 — 5x8 — 4x6 — 5x6 = 6x6 = 4x6 = I NOTES - 8-5-14 18-4-1 24-3-0 30-1-165 40-0-2 48-6-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 8-5-14 9-10-3 5-1� 0-15 , 5-1 9-10-3 8-5-14 Plate Offsets (X,Y)— 12:1-0-0,0-0-51,[12:1-0-0,0-0-51 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL (Roof Snow=30.0)Lumber 30.0Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.25 19-21 >999 360 MT20 185/144 BCDL 10.0 DOL 1.15 BC 0.50 Vert(TL) -0.54 19-21 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.19 12 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.15 19 >999 240 Weight: 290 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650E 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 midpt 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 8) 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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs 0 LICF� non -concurrent with other live loads. 5) This o�Pp 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 live load 20.Opsf the bottom in 0� �•''�•�•�•••L� S004/0 V a of on chord 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. �' 0O �2 . 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) ; 2=344,12=344. i 018 ONAL ��G 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 715A 755A GR A3 Common 6 1 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.53 17-19 >999 240 BCLL 0.0 Rep Stress Inc, YES Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 Run: 8.010 s Jul 1 2016 Print: 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:37 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-IQudExaHp?wBOLvOns9FKMsdFor_Ldc3ZN9R4gyIH2G - -0- 6-6-4 12-5-2 18-4-1 24-3-0 32-1-9 40-0-2 48-0-8 1-0- 6-6-4 5-10-15 5-10-15 5-10-15 7-10-9 7-10-9 8-0-6 4 21 4x12 19 22 23 18 17 24 16 25 15 14 13 12 8x8 4x6 = 5x6 = 4x6 = 5x8 = 4x6 = 2x4 II 4x6 = 5x6 = Scale = 1:88.1 N k d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 Plate Grip DOL 1.15 TC 0.65 Vert(LL) 0.25 17-19 >999 360 MT20 185/144 10) BCDL 10.0 Lumber DOL 1.15 BC 0.60 Vert(TL) -0.53 17-19 >999 240 BCLL 0.0 Rep Stress Inc, YES WB 0.73 Horz(TL) 0.19 11 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.15 17 >999 240 Weight: 279 Ib FT = 20 LUMBER - TOP CHORD 2x6 SPF 165OF 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 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) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-10-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-17, 6-16, B-16.10-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4465/589, 3-4=-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=-3B2/3694 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 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 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. o�yND Lie 4 V •� So ON •. ,FO O 02 i t7i • 44018 S CONAL EAG\ August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 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 �y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek^ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and 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 Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 848201605 755A GR A4 Common Girder 1 3 Vert(LL) -0.33 17-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.67 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:24 2016 Page 1 ID:NQh2UcVWJcwzBggux—AVmUylLAq-gKSFOPZbiKGgAhB347gsDQ1 BXg6vNeDDOCApTJyIKB5 14-1 19-6-8 24-3-0 i 2888 3-8-0 40-7-10 478-4-0-48 4-8-87-10- -0 48- 4-B-8 6-11-10766 6x6 11 Scale= 1:87.2 6x10 = 21 22 23 18 24 25 26 17 27 28 t6 29 15 14 3 12 5x8 — 3x12 I 12x14 = 5x8 = 6x10 = 4x8 = 3x6 11 6x10 = N `6 d NOTES - - 24-3-0 33-8-0 00-6 0 8--48 i - 77-110-6 1) 3 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: 6--114 0 6-1- Plate Offsets (X,Y)— [1:0 -0-0,0-0-9],[5:0-1-0,0-2-41,[16:0-4-0,0-2-01,[17:0-7-0,0-6-41 Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-5-0 oc. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.33 17-18 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.67 Vert(TL) -0.65 17-18 >876 240 4018 BCDL 10.0 Rep Stress Incr NO WB 0.70 Horz(TL) 0.16 11 n/a n/a 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1810,11=794. BCLL BCDL 0.0 10.0 Code IRC2012frP12007 Matrix -R Wind(LL) 0.21 17-18 >999 240 Weight: 938 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 195OF 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 165OF 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=-1810(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=-3948/722, 2-18=-436/3564 NOTES - 1) 3 -ply truss to be connected together with 1 Od (0.131 "x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 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. P� O Q 3) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25f; 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 •''���•'• ci ••• 500 ••� i V N •• Q 4) TCLL: ASCE 7-10; Pf=30.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 0 �0 0? 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. 8) WARNING: Required bearing 1 than input bearing ,Q size at joint(s) greater size. 9) Refer to girder(s) for truss to truss connections. 0 •.� '�� •; '•••..••'A\ \ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=1810,11=794. (CS S/ONA`--�\v� 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 lb up at 6-0-12, 821 Ib down and 129 Ib up at 8-0-12, 821 Ib August 22,2016 down and 129 Ib up at 10-0-12, 821 Ib down and 129 Ib up at 12-0-12, and 821 Ib down and 1291b up at 13-6-12, and 6672 Ib A WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not • a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 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,& 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_AVm UylLAq-gKSFOPZbiKGgAh8347gsDQ 1 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) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 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/TPI] Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply (loc) I/deft L/d PLATES GRIP TCLL 30.0 848201606 FJobReference 755A_GR A5 Common 2 1 360 MT20 185/144 (Roof Snow=30.0) (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-gKSFOPZbiKGgAh8347gsDQ 1 A2g3rNc6DOCApTJylKB5 B-1-8 15-11-8 23-9-828-3-8 i 33-1-0 8-1-8 7-10-0 7-10-0 4-6-0 4-9-8 6x6 = 5x6 II 14 13 12 11 17 10 18 19 9 2x4 II 3x6 — 3x4 = 48 = 3x5 = 10x10 MT20HS = Scale = 1:77.6 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 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) BCDL 10.0 Lumber DOL 1.15 BC 0.86 Vert(TL) -0.53 9-10 >749 240 MT20HS 148/108 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(TL) 0.11 9 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.08 9-10 >999 240 Weight: 193 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF No.2 'Except' BOT CHORD 3-14: 2x4 HF Stud WEBS SLIDER Left 2x4 HF Stud 4-6-0 REACTIONS. (Ib/size) 1=1647/Mechanical, 9=1647/Mechanical Max Horz 1=458(LC 7) 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 oc purlins, except end verticals. Rigid ceiling directly applied or 8-7-8 oc 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. 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) 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. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 1=239,9=216. ��PDO ticF�so .•� SOON •. F e Q 0 i • �e 4018 � c% TONAL E��\ August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114111.7473 rev. 10/032015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a fruss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A 755A GR A6 Common Structural Gable 1 1 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 Run: 8.010 5 Jul 1 2016 Print: 8.010 s Jul 7 2016 MTek Industries, Inc. Mon Aug 22 11:54:54 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-IhQ2olnypD3mZyifHwyFWx3ZCfcCgLNZTXnrBLyIH2? 15-11-8 i 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 = 6.00 12 4x6 11 20 19 18 17 15 15 14 13 12 11 to 10 to r/ 9 3x5 = 3x9 = 5x6 = 10x10 MT20HS = Scale = 1:79.3 Plate Offsets (X Y)-- f 1:0-4-2 0-0-11 [1:0-0-0,0-4-101, [9:Edge 0-3-81 [11:0-3-0,0-3-01, [53:0-3-14,1-4-12] SRP❑0 CI�F� LOADING (psf) SPACING -2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 30) Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.28 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.71 Vert(TL) -0.50 9-10 >549 240 MT20HS 1481108 BCL2 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.03 9 n/a n/a BCLL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) -0.08 9-10 >999 240 Weight: 367 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 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 cross 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 Ib 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, 8-9=-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 - 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 SRP❑0 CI�F� ; plate grip �•••••••• is DOL=1.33 �� ••' S0Dyy •• (CO 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 .00 0 0 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. • 2 • • 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. 4018 5) All plates are MT20 plates unless otherwise indicated. 6) All plates are 2x4 MT20 unless otherwise indicated. �0'•• 7) Gable studs spaced at 1-4-0 oc. A\✓�� 8) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. `This X, ••''••• ••''�•�� 9) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide SS /OVAL E� 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 lb uplift at joint(s) 1, 19, 20 except August 22 2016 t=1b 15=304, 9=160, 14=184. A WARNING. Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI67477 rev. 10/03,2015 BEFORE USE. ' Design valid for use only with MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and Best 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 755A GR A6 Common Structural Gable 1 1 Job Reference (optional) Alpine Lumber GO., commerce Cay,cD.80022 Run: 8.010 s Jul 12016 Print: 8.010 s Jul 7 2016 MiTek Industries, Inc. Mon Aug 22 11:54:55 2016 Page 2 ID NQh2UcWVJcwzBggux_AVmUylLAq-DtzQO5naaXBdA6HsgeTU29cky3yRZodjiAXOjnyIH2_ NOTES - 13) This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010711015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �P a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall AiTek' 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 properly damage. For general guidance regarding the iw 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 PlyTJoblference DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. R48201608 755A_GR B1 Common Supported Gable 1 PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 26 (optional) rapine Lumber Cu., wmrnerce Ciry,C0.80022 8.0 10 s Apr2020l6 MI I eK industries, mc. Mon Aug 22 10:20:31 2016 Hage 1 ID: NQh2 UcVVVJcwzBggux_AVmUylLAq-7hNusoe_3T9g WmAP?5SV?upU3Vfj WW D FdoNhDPyIKB_ r1-0-0 15-3-0 30-6-0 �1�-0 �1-0-0 15-3-0 15-3-0 1-0-0� 4x6 = Scale= 1:53.1 �1 14 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 = 7 0 Ia 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 Hoa 2=137(LC 9) Max Uplift All uplift 100 Ib 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; 30-6-0 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) 0.00 26 n/r 120 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 26 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.00 26 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Weight: 196 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 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 Hoa 2=137(LC 9) Max Uplift All uplift 100 Ib 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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 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. F00 ClC 8) Gable studs spaced at 1-4-0 oc. Q� F ••••••. U •.• 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 10) ' This �� ••• SAO N % truss has been designed for a live 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. V ; Q 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift 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. 4018 s SS�ONAI. E�� August 22,2016 A WARNING. Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7479 rev. 10/03/2015 BEFORE USE. Design valid for use only with Mnek0 connectors. This design Is based only upon parameters shown, and is for on individual building component, not �y a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply A LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L/d R48201609 TJo5b5RefeFence 755A GR B2 Common 2 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.26 9-10 >999 240 (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 I D: NQh2UcW VJcwzBggux_AVmUylLAq-btxG38fcgnHX8vlbYozkX6McNvgDFLNOsS6EkryIKAz r1-0-0 7-9-4 15-3-0 22-8-12 30-6-01$-0 �1-0.0 7-9-4 7-5-12 7-5-12 7-9-4 1-0 0 �1 6x6 = 6.00 [12 Scale = 1:52.2 5x6 = 1u a 6 5x6 = 2x4 II 5x8 = 2x4 II ]0 o 1 7-9-4 1 7-5-12 7-5-12 7-9-4 Plate Offsets (X Yl:- f3:0-4-0,0-5-01, f5:0-4-0,0-5-01, [9:0-4-0,0-3-01 enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.10 9 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.70 Vert(TL) -0.26 9-10 >999 240 OQ� F2 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.13 6 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.07 2-10 >999 240 Weight: 137 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-1-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 5-9,3-9 5-8.3-10: 2x4 HF Stud REACTIONS. (Ib/size) 2=1600/0-5-8,6=1600/0-5-8 Max Horz 2=137(LC 9) Max Uplift 2=-224(LC 10), 6=-224(LC 11) FORCES. (lb) -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=-876/258, 3-10=0/309 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Ll 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 7) OQ� F2 2=224,6=224.•.'S0ON '• cr(O • O 0 i : 4018 % o;ONAL August 22,2016 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 e Qty Ply 755A BOT CHORD 7-10-0 FRoof Plate Offsets (X,Y)— [3:0-4-0,0-5-01, [5:0-8-12,0-3-01, [7:0-3-0,0-1-121 2x4 HF Stud *Except` BOT CHORD 846201610 755A—GR B3 cial Structural Gable 1 1 LOADING (psf) SPACING- 2-0-0 All bearings 0-3-8 except Qt=length) 2=0-5-8, 9=1-5-8. CSI. DEFL. in (loc) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:35 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-OScPi9h V7if6?N UAEx WR9k_5F6sdSeLgYQLuL.AyIKAw 1-0-0 7-9-4 15-3-0 22-6-0 26-10-4 31-6-0 2-6- -0-0 7-9-4 7-5.12 7-3-0 4-4-4 4-7-12 1-0-0 5x8 = 6,00 12 Scale= 1:57.6 5x6 = 15 13 11 4x6 = 3x5 =3x9 = 3x5 = 3x4 = 10 9 IW LUMBER- 7-9-4 7-5-12 TOP CHORD 7-3-0 Structural wood sheathing directly applied or 5-0-6 oc pudins, BOT CHORD 7-10-0 except end verticals. Plate Offsets (X,Y)— [3:0-4-0,0-5-01, [5:0-8-12,0-3-01, [7:0-3-0,0-1-121 2x4 HF Stud *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3-13,4-13,5-13: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13, 5-13, 6-9 OTHERS 2x4 HF Stud LOADING (psf) SPACING- 2-0-0 All bearings 0-3-8 except Qt=length) 2=0-5-8, 9=1-5-8. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 5), 10=253(LC TC 0.45 Vert(LL) -0.13 11-13 >999 360 MT20 185/144 BCDL 1 10.0 Lumber DOL 1.15 BC 0.72 Vert(TL) -0.30 11-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.08 11-13 >999 240 Weight: 241 Ib FT=20% LUMBER- BRACING - NOTES - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-6 oc pudins, 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. Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3-13,4-13,5-13: 2x4 SPF No.2 WEBS 1 Row at midpt 3-13, 5-13, 6-9 OTHERS 2x4 HF Stud PQ 0 LI REACTIONS. All bearings 0-3-8 except Qt=length) 2=0-5-8, 9=1-5-8. non -concurrent with other live loads.* 6) All 2x4 MT20 indicated. (lb) - Max Horz 2=-138(LCB) •� 1 000 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' Max Uplift All uplift 100 Ib or less at joint(s) except 2=-232(LC 10), 9=-327(LC 11) 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 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 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 2 and 327 Ib uplift 1) at joint 9. 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. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. PQ 0 LI 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 Q� F O non -concurrent with other live loads.* 6) All 2x4 MT20 indicated. . SAO •�ciF CJ N� Q plates are unless otherwise 7) Gable studs spaced at 1-4-0 oc. •� 1 000 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ' 0 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. 0 4018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 232 Ib uplift at joint 2 and 327 Ib uplift ,Q i at joint 9. �� o��sS�ONAL August 22,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,111-7473rev. 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 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 755A DOL=1.33 7-9-4 7-5-12 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 7-3-0 9-0-0 848201611 755A—GR B4 Roof Special 2 1 LOADING (psf) SPACING-2-0-0 CSI. 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 DEFL. in (loc) I/deft L/d 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: NQh2UcWVJcwzBggux_AVmUylLAq-UeAnvVi7uOnzcX2Mnel giyXAZWB WB67_n44StcyIKAv 9 7-9-4 I 15-3-0 22-6-0 26-10-4 31-6-0 �2-6-0 1-0-0 7-9-4 7-5-12 7-3-0 4-4-4 4-7-12 1-0-0 0 4 aQqq0 d'1 5x8 = 6.Oo 12 Scale = 1:57.6 5x6 = 14 .- 12 .. 10 9 2x4 3x5 =3x9 = 3x6 = 3x4 = 10x10 MT20HS = NOTES - 7-9-4 15-3-0 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; 22-6-0 31-6-0 DOL=1.33 7-9-4 7-5-12 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 7-3-0 9-0-0 Plate Offsets (X,Y)-- (3:0-4-0,0-5-01, (5:0-8-12,0-3-01, 17:0-4-0,0-1-121 (9:Edge,0-3-81 non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. LOADING (psf) SPACING-2-0-0 CSI. 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 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 30) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.13 9-10 >999 360 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.75 �SSIONAL E� 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 BCDL 0.0 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.08 10-12 >999 240 Weight: 152 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-0-2 oc pudins, 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 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. 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) 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. PD O LICt 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Q� ���••�• Fid ••� will fit between the bottom chord and any other members. cSF S�0 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 �••• V N• •• Q O joint 9. • 7i • 44018 �SSIONAL E� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not �A 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 Mirek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply in (loc) I/deft L/d PLATES GRIP 1755A 848201612755A_GR Plate Grip DOL B5 Roof Special 1 -0.13 9-10 >999 360 MT20 185/144 BCDL 10.0 1 o tional Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Man Aug 22 10:20:36 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-UeAnvVi7uOnzcX2Mnel giyXAZWBWB67_n44StcylKAv rt -0-015-3-0 22-6-0 26-10-4 I 31-6-0 42-6-q 1-0-0 7-9-4 7-5.12 7-3-0 4-4-4 4-7-12 1-0-0 0 4 5x8 = 6.00 12 Scale = 1:57.6 - - 2x4 3x5 =3x9 = 3x6 = 3x4 = 10x10 MT20HS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.79 Vert(LL) -0.13 9-10 >999 360 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.75 Vert(TL) -0.37 9-10 >999 240 MT20HS 139/108 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.13 9 n/a n/a BCDL 10.0 Code IRC2012rrPI2007 Matrix -R Wind(LL) 0.08 10-12 >999 240 Weight: 152 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud *Except* BOT CHORD 3-12,4-12,5-12: 2x4 SPF No.2 WEBS 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 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 Structural wood sheathing directly applied or 5-0-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-12, 5-12, 6-9 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) 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. 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 228 Ib uplift at joint 2 and 236 Ib uplift at joint 9. o�y No0 L/CT� V ; •o Soo ••FO O 02 i • G: 44018 0NA� � August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 TCLL (Roof Snow=3 30.0 0) Plate Grip DOL 1.15 TC10.32 Vert(LL) 848201613 755A GR C1 Common Supported Gable 1 1 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES 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_AVm UylLAq-Q 1 IYKBjNPd l hsgClv348nNccPK_Gf6iHEOZYyVylKAt -0- 19-3-0 23-6-8 -0-0 19-3-0 4-3-8 0 4x6 = 18 19 3x5 11 39 38 37 36 35 34 33 32 31 30 29 2827 26 25 24 23 22 3x4 = 4x6 11 Scale = 1:60.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL (Roof Snow=3 30.0 0) Plate Grip DOL 1.15 TC10.32 Vert(LL) 0.00 1 n/r 120 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.28 Vert(TL) -0.00 1 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) -0.01 22 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 176 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 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 Horz 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. (lb) -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)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. ll; 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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable 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 (jt=lb) 39=110. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. r�Dcic�sooNF ,,`7 O 0;i • 4018 0NAI 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 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 M iT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A BOT CHORD LOADING (psf) SPACING- 2-0-0 WEBS CSI. 848201614 755A -GR C2 Common 5 1 TCLL 30. 0 Plate Grip DOL 1.15 (Ib/size) 2=125210-5-8,8=1168/Mechanical TC 0.54 Vert(LL) -0.27 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:NQh2UcVWJcwzBggux_AVmUylLAq-Q1 IYKBjNPd1 hsgClv348nNcZOKsTf2yHEOZYyVylKAt s 0.0 6-7-5 12-11-3 19-3-0 23.6-8 1-0-o 6-7-5 6-3-13 6-3-13 4-3-8 4x6 = 4x12 = 9 6 3x4 = 3x6 = 08 = 4x6 II Scale= 1:60.1 Plate Offsets (X Y)-- [2:0-0-0,0-2-11, [4:0-4-0,0-3-41, 17: Edge, 0-1-121 (8:Edge 0-3-81 BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD LOADING (psf) SPACING- 2-0-0 WEBS CSI. DEFL. in (roc) I/deft L/d PLATES GRIP TCLL 30. 0 Plate Grip DOL 1.15 (Ib/size) 2=125210-5-8,8=1168/Mechanical TC 0.54 Vert(LL) -0.27 9-11 >999 360 MT20 185/144 (Roof Snow=3 0) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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=-1148/223 BOT CHORD 2-11=-344/1556, 9-11=-237/1024 WEBS 1 TCLL 10.0 Lumber DOL 1.15 BC 0.78 Vert(TL) 0.50 9-11 >559 240 BC0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.05 8 n/a n/a BCDL 10.0 Code IRC2012/TP12007 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=125210-5-8,8=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 (Ib) 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=-1148/223 BOT CHORD 2-11=-344/1556, 9-11=-237/1024 WEBS 4-11=-433/232, 5-11=-59/615, 5-9=-880/294, 7-9=-122/916 Structural wood sheathing directly applied or 4-2-14 oc purlins, 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=25f1; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=190, 8=191. 6�PD 0 LICF�s 0 SOON 00 /1 O 02 i o • • • 44018 ONA� ��Ca August 22,2016 AWARNING. Varf/y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek© connectors. This design is based only upon parameters shown, and is for an individual building component, not^ a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R48201615 755A_GR D1 Common Supported Gable 1 1 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 12 n/r 120 BCDL Job Reference o tional 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: NQh2UcWV JcwzBggux_AVmUylLAq-uDswXXk?Ax9YT_nxTmbNJa9r3jOGOZZQT2J6UxyIKAs -1-0-0 r 6-6-0 13-0-0 14-0-01 1-0-0 6-6-0 6-6-0 46 = 3x9 II 22 21 20 19 18 17 16 15 14 3x9 2.4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I 2x4 11 2x4 11 2x4 11 v 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=3 Lumber DOL 1.15 BC 0.04 Vert(TL) 0.00 12 n/r 120 BCDL 10) 10.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 12 n/a n/a BCLL BCDL 0.0 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 79 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 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 farces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 4) 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 (jt=1b) 22=134, 14=122. o�o�R�o LicF�s Vsooty. FO "00 02 • e 44018 .Q 1 97 0NAL August 22,2016 A wARN1NG - 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 MnekO connectors. This design is based only upon parameters shown, and is for an individual building component, not e a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 8CSI 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 A 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.05 14-15 >999 360 MT20 185/144 TCLL 10.0 848201616 755A GR D2 GABLE 1 1 WB 0.22 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -R Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:40 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-MPP IltldxEHO58M8OU6csohzw7gV7_eahh2fONyIKAr z1-0-0 4-9-4 9-3-0 13-8-12 18-6-0 �1-0-0 4-9-4 4-5-12 4-5-12 4-9-4 1-0-0 3x1 5x6 3x4 = 3x12 II 3x4 = 3x4 = 3x9 II 3x4 = 14 13 12 11 10 6-5-7 12-6-8 12-7-6 18-6-0 6-5-7 16 0-0-14 5-10-10 9 Id Scale= 1:57.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.05 14-15 >999 360 MT20 185/144 TCLL 10.0 Lumber DOL 1.15 BC 0.29 Vert(TL) -0.08 14-15 >999 240 SLIDER BCLL 0.0 Rep Stress Inc, YES WB 0.22 Horz(TL) 0.01 8 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -R Wnd(LL) 0.01 2-15 >999 240 Weight: 156 Ib FT = 20 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 1950F 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 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) 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 lb uplift at joint(s) 8, 10 except Qt=lb) 2=115, 13=287. o���ND0 LIc V ; •Q Sooty ••• FO 0 Ole 4018 • •� August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE "1.7473 rev. 10/032015 BEFORE USE. aaaaaa Design valid for use only with M7ek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and 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/deft L/d PLATES GRIP TCLL 30.0 848201617 755,& 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 10:20:412016 Page 1 I D: NQh2UcWVJcwzBggux_AVmUylLAq-rczgyDm FiYPFj[xKaBdrP?E85XxGsRUjwLoDYpylKAq �l 4-9-4 9-3-0 { 13-8-12 18-6-0 119-6-0 1-0-0 4-9-4 4-5-12 4-5-12 4-9-4 1-0-0 �1 4x6 = 4x12 t0 4x12 11 5x10 = 9-3-0 16-6-0 9-3-0 9-3-0 Plate Offsets (X,Y)-- 12:0-7-7,Edgel, 18:0-7-7,Edgel. (10:0-5-0.0-3-01 9Id Scale = 1:52.2 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 0.29 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 IRC2012/TPI2007 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 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) 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 five loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=124, 8=124. y,PaO cicF�so ••O SOON ••• F 17 .• O 02 4018 Q X,FSS�ONAL�_;10 00 V August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see 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 DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 848201618 755A—GR _ D4 COMMON GIRDER 1 4 Job Reference (optional) Alpine Lumber Co., Commerce Cily,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 1 ID:NQh2UcVWJcwzBggux_AVmUylLAq-JoX2AZmuTsX6KSVWV8v84xDnHfxKabj9s9?Xm 5GylKAp .1-0-0 5-2-4 9-3-0 13-3-12 18.6-0 �1-0.0 5-2-4 4-0-12 4-0-12 5-2-4 5x8 II 6x10 ,i .. ._ 10 ._ 9 .. ._ _ 7._ .. ._ 4x12 II 10x10 = 6x10 = 6x10 �� Scale = 1:54.4 Plate Offsets (X,Y)— [2:0-1-10,0-1-13],13:0-1-0 0-2-01 [5:0-1-0,0-2-01, [6:0-1-10,0-1-131, [7:0-6-4,0-2-01, [9:0-5-0,0-6-41, [10:0-6-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) -0.07 9-10 >999 360 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 ts� ••.• S�0 N Vert(TL) -0.14 9-10 >999 240 • Q BCDL 10.0 Rep Stress Incr YES WB 0.92 • • Horz(TL) 0.04 6 n/a n/a BCL2 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R ••••.•.•• S S/0N A, Wind(LL) 0.05 9-10 >999 240 Weight: 507 lb FT=20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SPF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) FORCES. (lb) -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=-1816/12257,5-9=-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. DO LIC 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; �� ••••••• F/� •••• enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip ts� ••.• S�0 N DOL=1.33 V t� •• 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 • Q 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. ; 4018 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 0t=1b) �� '.• ••' �� 6=1668,2=1820.F 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 ••••.•.•• S S/0N A, 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 lb 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 334 Ib up at 16-11-4 on bottom chord. The design/selection of such connection August 22,2016 A WARNING - Verily 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 MOekO connectors. This design is based only upon parameters shown, and is for on individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Cit.Heights, CA 95610 Job Truss Truss Type Qty Ply 755A 848201618 755A_GR D4 COMMON GIRDER 1 A 4 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 6.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:42 2016 Page 2 I D: NQh2UcWVJLwzBggux_AVmUylLAq-JoX2AZm uTsX6KSVWV8v84xDnHfxKabj9s9?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(B)12= -1627(B)13= -2366(B)14= -2366(B)15= -2366(B)16= -2366(8)17= -2366(B)18= -2366(B) AWARNING • Verl/y 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 MfTek® 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-69 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 Cihus Hei his CA 95610 Job Truss Truss Type Qty Ply 755,& 848201619 755A—GR Et Scissor Supported Gable 1 1 17-0-0 18-0-011 -0-0 8-6-0 Job Reference (optional) Alpine Lumber Co., Commerce Cay,C0.80022 a.UIU s Apr 20 20% MiTek eK Industries, Inc. Mon Aug 22 1U:2U:43 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-n_5RNunWE9gzyc5iicgJUQJXuKlxK0000fHJdiylKAo � 8-6-0 17-0-0 18-0-011 -0-0 8-6-0 8-6-0 1-0-0 Scale= 1:31.2 46 = 6 2x4 2x4 I 7 9 2x4 11 2x4 11 6.00 12 10 6 2x4 I 2x4I I 25 26 11 5 0 2x4 2x4 11 4 20 12 4 3x4 % 21 2x4 I 5x6 = 19 2x4 II 3x4 3 22 18 13 2x4 II 2x4 II 23 17 2 2x4 ll 2x4 11 14 do 05� 24 2x4 I 16 2x4 II 15 0 16 3x6 I 3x6 8-6.0 17-0-0 8-6-0 8-6-0 Plate Offsets (X,Y)-- f2:0-2-4,0-3-91,114:0-2-4,0-3-91 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 14 n/r 120 MT20 185/144 (Roof Snow=3 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 14 n/r 120 1 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 14 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 62 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 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. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 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=lb) 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. ro�,Poo LieF� • 0 02 4018 z ONAI, Auqust 22,2016 ,& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Ml1-7473 rev. 10/032015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, 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 ��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 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 848201620 755A—GR E2 Scissor 2 1 MT20 185/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.80 Vert(TL) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 ID: NQh2UcVWJcwzBggux_AVm UylLAq-FBfpbEo8?TogalgvFKBYOesYhkvT3iR9cJOt98ylKAn -1-0-0I 4-4-12 8-6-0 12-7-4 17-0-0 18-0-0 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 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.18 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 B n/a n/a BCLL 0.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.10 11-12 >999 240 Weight: 64 Ib FT = 20 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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 TOP CHORD Structural wood sheathing directly applied or 2-6-9 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. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) 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 ANSI/TPI 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 Ib uplift at joint(s) except (jt=1b) 2=133.8=133. �0jp 0 V4� •SOOLI•Z.F� 0 00, 6 �i • 4018 rO �.�• ••\•L,v�k�;ON August 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Ply755A (lac) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 R48201621 755A -GR E3 Scissor 8 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.37 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 4-4-12 4-1-4 5x6 = 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:44 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylL.Aq-FBfpbEo8?TogalgvFKBYOesYukvf3iH9cJOt98ylKAn 4-1-4 4-4-12 Scale = 1:29.6 6x6 11 6x6 11 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (lac) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.18 9-10 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.79 Vert(TL) -0.37 9-10 >542 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.32 7 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.10 9-10 >999 240 Weight: 62 lb FT=20% LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 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 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-0 oc pudins. 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) 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) Bearing atjoint(s) 1 considers parallel to grain value using ANSI/TPI 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 Ib uplift at joint(s) except (jt=lb) 1=109,7=109. -Cnp—. Tl� V 00 Soo/V ••• FO ter' Oo 02 G). 44018 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 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A 5-6-13 5-8-9 Plate Offsets (X Y)— [1:0-2-4,0-2-01, [6:0-2-12,0-3-121, [9:0-5-0,0-6-41 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 R48201622 755A_GR E4 Flat Girder 1 2 in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 ••••••� ••�� s� TC 0.82 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:NQh2UcWVJcwzBggux_AVmUylLAq-jNDBoapmmnwhBvF5p1 inZrPig8Mbo5pJrzmQhbylKAm 5-8-9 I 11-3-7 17-0-0 5-8-9 5-6-13 5-8-9 5x6 = 2x4 II 4.6 = 5x8 = 3x5 II 10 a r 10x10 MT20HS I 10x10 = 6x10 = 3x12 6 6x6 = Scale = 1:47.2 5-8-9 11-3-7 17-0-0 3 5-6-13 5-8-9 Plate Offsets (X Y)— [1:0-2-4,0-2-01, [6:0-2-12,0-3-121, [9:0-5-0,0-6-41 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 LOADING (psf) SPACING- 2-0-0 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; CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 ••••••� ••�� s� TC 0.82 Vert(LL) -0.07 6-7 >999 360 MT20 174/144 (Roof Snow=3 0) Lumber DOL 1.15 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 BC 0.36 Vert(TL) -0.14 6-7 >999 240 MT20HS 139/108 1 BCDL 10.0 Rep Stress Incr NO WB 0.80 11 12 13 14 Code IRC2012/TPI2007 15 16 B 17 16 19 10 a r 10x10 MT20HS I 10x10 = 6x10 = 3x12 6 6x6 = Scale = 1:47.2 5-8-9 11-3-7 17-0-0 5-8-9 5-6-13 5-8-9 Plate Offsets (X Y)— [1:0-2-4,0-2-01, [6:0-2-12,0-3-121, [9:0-5-0,0-6-41 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 LOADING (psf) SPACING- 2-0-0 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; CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 ••••••� ••�� s� TC 0.82 Vert(LL) -0.07 6-7 >999 360 MT20 174/144 (Roof Snow=3 0) Lumber DOL 1.15 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 BC 0.36 Vert(TL) -0.14 6-7 >999 240 MT20HS 139/108 1 BCDL 10.0 Rep Stress Incr NO WB 0.80 Horz(TL) 0.01 6 n/a n/a '•••••••. BCLL 0.0 * Code IRC2012/TPI2007 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 Matrix -R Wind(LL) 0.04 6-7 >999 240 Weight: 272 lb FT 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x6 SPF 165OF 1.5E TOP CHORD 2-0-0 oc purlins (6-0-0 max.): 1-5, except end verticals. BOT CHORD 2x8 SPF 1950F 1.7E *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 6-8:1-1/2" x 7-1/4" VERSA-LAM(g) 2.0 2800 DF WEBS 1 Row at midpt 1-10,4-6 WEBS 2x4 HF Stud *Except* 1-9,4-9,4-6: 2x4 SPF No.2 REACTIONS. (Ib/size) 10=5267/0-5-8, 6=6692/Mechanical Max Horz 10=-337(LC 4) Max Uplift 10=-980(LC 4), 6=-1113(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-4357/833, 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 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, 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. 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 ASCE Pf=30.0 Category II; Exp C; Fully Exp.; Ct=1.1 PDa C'C 4) TCLL: 7-10; psf (flat roof snow); ••••••� ••�� s� 5) Provide adequate drainage to prevent water ponding. � •• SAO N Q V 6) All plates are MT20 plates unless otherwise indicated. ; 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 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:45 2016 Page 2 ID: NQh2UcWVJcwzBggux_AVmUylLAq-jNDBoapmmnwhBvF5pl inZrPigBMbo5pJrzmQhbylKAm 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= -1292(F)18= -1627(F)19= -1629(F) ,& WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mire iC is always required for stability and to prevent collapse 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 Heicithts. CA 95610 Job Truss Truss Type Qty Ply 755A LUMBER- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BRACING - 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to 848201623 755A -GR G1 Half Hip Girder 1 2 2x6 SPF 1650F 1.5E DOL=1.33 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud 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:NQh2UcWVJLwzBggux_AVmUylLAq-BZnZ?wgOX42Yp3pHNID063x_DYkDXg?S4dV_E1ylKAI -1-0-0 6-0-0 8-104 12-0-0 1-0-0 6-0-0 2-10-4 3-1-12 qld 06 = 3x5 = Scale = 1:22.1 3x4 = LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2012/TPI2007 CSI. TC 0.35 BC 0.21 WB 0.29 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wmd(LL) in (loc) I/deft L/d -0.03 8 >999 360 -0.05 7-8 >999 240 0.01 7 n/a n/a 0.02 8 >999 240 PLATES GRIP MT20 185/144 Weight: 100 Ib FT = 20% LUMBER- Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. BRACING - 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SPF 1650F 1.5E DOL=1.33 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-5. WEBS 2x4 HF Stud 0 �•••••� F sF BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1199/0-3-8, 7=1739/0-5-8 7) Provide adequate drainage to prevent water ponding. ; Q 0 0 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �' Max Horz 2=106(LC 40) will fit between the bottom chord and any other members. 4018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) Max Uplift 2=-295(LC 6), 7=-403(LC 7) 2=295,7=403. a i ✓� 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� '•a Max Grav 2=1323(LC 24), 7=1821(LC 23) (CS '•••••••' S�QNAL (N� such connection device(s) is the responsibility of others. FORCES. (lb) -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 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 PD 0 L!� 5) Unbalanced snow loads have been considered for this design. 0 �•••••� F sF 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs ��� •• SAO ••�� non -concurrent with other live loads. V ; O N •� 7) Provide adequate drainage to prevent water ponding. ; Q 0 0 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. 4018 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 2=295,7=403. a i ✓� 11) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. �� '•a 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 80 Ib up at 8-0-12, and 317 Ib down and 83 Ib up at 10-0-12 on bottom chord. The design/selection of (CS '•••••••' S�QNAL (N� such connection device(s) is the responsibility of others. LOAD CASE(S) Standard August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall � /� iTekbuilding 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 iVl 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 848201623 755A GR G1 Half Hip Girder 1 2 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 2 ID: NQh2UcWVJcwzBggux_AVmUylLAq-BZnZ?wgOX42Yp3pH NID063x_OYkDXg?S4dV_E t yIKAI LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-80, 3-5=-80, 2-6=-20 Concentrated Loads (lb) Vert: 8=-1040(F) 1 1=-318(F) 12=-317(F) � AWARN/NG -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. f0/07R015 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 �Y building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job TrussFHlf Type 0ty Ply 755A I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R48201624 755A—GR G2 p 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,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:47 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-fm LxDGg010APRDOUxSkFeGU9Cy11G7lcJHFXmTylKAk r -1_ 0 0 4-0-5 8-0-0 12-0-0 1-0-0 4-0-5 3-11-11 4-0-0 6x6 = Scale = 1:22.2 5x6 = 46 = 3X4 — 7 3x4 = zx4 I I 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) -0.08 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 Code IRC2012/TP12007 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)=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 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 Qt=lb) 2=149,7=138. 9) Graphical pur in representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. Pa LIOT ' O S ON •• 0 �� 010 �O • i- i G� i 018 i FSS�ONAI- 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 Mi TekO 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 properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 755A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP 848201625 755A -GR G3 Half Hip 1 1 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.45 2-8 >283 240 BCLL 0.0 Rep Stress Incr YES 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: NQh2UcVWJcwzBggux-AVm UylLAq-7yuKQcre3ilG2NzgU9FUBU01ZLJi?XZIXx_41wyIKAj 5-0-5 10-0-0 12-0-0 1-0-0 5-0-5 4-11-11 6x6 = 3x4 = 5x6 = 3x5 = 7 2x4 II 3x4 = Scale = 1:25.0 n-0-0 10.9-7 19-2111 a9 I 10-0-0 -2 I I - 0-0-11 Plate Offsets (X Y)- (2:0-0-0.0-2-21 (2:0-3-5 Edgej LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.17 2-8 >735 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.66 Vert(TL) -0.45 2-8 >283 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 7 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.03 2-8 >999 240 Weight: 52 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 4-5. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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 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. PO 0 CIC, 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit between the bottom ���•+•'S� O V � Q will chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) • O .+ ; •� 2=147, 7=128. ' 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. -44018 + � `•car O' ••'••....•••'�N' ,r �sS/ONAL ��Q August 22,2016 A WARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/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 755A 5-10-9 4-10-3 11 Plate Offsets (X Y)-- [2:0-0-0,0-1-141, f2:0-3-5 Edgel LOADING (psf) 848201626 755A—GR G4 Monopitch 1 1 Plate Grip DOL 1.15 TC 0.86 Vert(LL) -0.04 2-7 >999 360 MT20 185/144 (Roof Snow=30.0) Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:48 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-7yuKQcre3ilG2NzgU9FUBUOCRLNh?VzIXx_41wylKAj -1-0-0 5-10-9 12-0-0 r 1-0-0 5-10-9 6-1-7 6x6 = Scale= 1:27.0 4 46 = 2x4 II 6 3x4 3x4 = 5-10-9 10-8-12 12-0-0 5-10-9 4-10-3 11 Plate Offsets (X Y)-- [2:0-0-0,0-1-141, f2:0-3-5 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.86 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 BCDL 10.0 Code IRC2012fTP12007 Matrix -R Wind(LL) 0.03 2-7 >999 240 Weight: 48 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. PD 0 L1c 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 ••� S�. will fit between the bottom chord and any other members. �� ••• Soo 4, '•• 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) V �' 0 2=142,6=132. • Q 020 • • G' 4018 s ONAL August 22,2016 A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M 1.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with 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/11`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Suite 109 Citrus Hei hts CA 95610 Job Tr Truss Truss Type -T TrussMono Qty Ply 755A DOL=1.33 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 3) Unbalanced snow loads have been considered for this design. 848201627 755A—GR SPACING- 2-0-0 tch CSI. 1 in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 ••.• V N •• Q TC 0.50 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-cBSieysHq?Q7gXYs2tmjjhZTvliXk?vum bkegMylKAi 1 -1-0-05-10-9 1 12-0-0 1-0-0 5-10-9 6-1-7 Scale = 1:27.3 5x10 % 43x4 = 4x6 = 3x4 11 5-10-9 12-0-0 5-10-9 DOL=1.33 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 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 non -concurrent with other live loads. CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 ••.• V N •• Q TC 0.50 Vert(LL) -0.05 2-6 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.43 Vert(TL) -0.12 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.02 8 n/a n/a BCDL 10.0 Code IRC20121TPI2007 Matrix -R Wind(LL) 0.04 2-6 >999 240 Weight: 49 Ib FT = 20% 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) 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 BOT CHORD 2-6=-203/1012 WEBS 3-6=-516/210, 4-6=-236/1085 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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. CIC 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ` O P� Q� ••••••• F •••• S� 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 800 will fit between the bottom chord and any other members. ••.• V N •• Q 7) Refer to girder(s) for truss to truss connections. O 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) • ; 2=137,8=129. • • 4018 i oss/ONAC��\� August 22,2016 WARNING •Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/032015 BEFORE USE. eenee Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`111Quality 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 DOL=1.33 4-4-1 Plate Offsets (X,Y)— (2:0-0-0,0-1-151 (2:0-3-6 Edge) 3) Unbalanced snow loads have been considered for this design. 848201628 755A—GR J1 Diagonal Hip Girder 1 1 PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 7-8 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 1 ID: N Qh2UcWVJcwzBggux_AVmUylLAq-c8SieysHq?Q7gXYs2tmhhZTZIZWkzpumbkegMylKAi -1-5-0 4-1-0 8-5-1 1-5-0 4-1-0 4-4-1 Scale = 1:18.1 2x4 11 4 5 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. II; 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 DOL=1.33 4-4-1 Plate Offsets (X,Y)— (2:0-0-0,0-1-151 (2:0-3-6 Edge) 3) Unbalanced snow loads have been considered for this design. 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 ; TCDL 10.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 7 n/a n/a i : l` p'• BCLL 0.0 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.05 7-8 >999 240 Weight: 31Ito FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-3 oc pudins, 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. 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 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 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 L'C, 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide n' O F c� will fit between the bottom chord and any other members. O\� ••'•��••'•. U SOON 7) Refer to girder(s) for truss to truss connections. .t�O C1 �' *0 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) • �% 0 7=171,2=242, • • '� 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 ; 2-9-8, 50 Ib down and 35 Ib up at 2-9-8, and 182 Ib down and 67 Ib up at 5-7-7, and 182 Ib down and 67 Ib up at 5-7-7 on bottom . 4018 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). i : l` p'• LOADCASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 X,�rl•'•••••••'�•�\ VS/ANAL E� 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. 10/0312015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ��T®ke is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply R48201628 755A—GR A Diagonal Hip Girder 1 1 Job Reference o tional Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:49 2016 Page 2 ID: NQh2 UcWVJcwzBggux_AVmUylLAq-c8SieysHq?Q7gXYs2tmjjhZTZIZWkzpumbkegMylKAi LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-100(F=-50, B=-50) 11=-363(F=-182, B=-182) ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755,& 6-0-0 Plate Offsets (X,Y)- 12:0-0-0.0-1-61,(2:0-1-13.0-6-11 3) Unbalanced snow loads have been considered for this design. 848201629 755,& GR J2 Jack -Closed 2 1 PLATES GRIP TCLL 30. 0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.06 2-6 >999 360 Job Reference (optional) Alpine Lumber Co., Commerce Cily,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:50 2016 Page 1 ID:NQh2Uc\ WJcwzBggux_AVmUylLAq-4LO4rltvbJY_Ih73calyGv6a793vTYX2?FTBNoylKAh 1 -1-0-0 6-0-0 100 600 2x4 11 Scale = 1:16.8 3x4 = 2x4 11 NOTES - 6-0-0 enclosed; MWFRS (envelope); cantilever left and fight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 6-0-0 Plate Offsets (X,Y)- 12:0-0-0.0-1-61,(2:0-1-13.0-6-11 3) Unbalanced snow loads have been considered for this design. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. 0 Plate Grip DOL 1.15 TC 0.72 Vert(LL) -0.06 2-6 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 2-6 >462 240 :p 1 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a 44018 BCDL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 191b FT = 20% BCDL 0.0 1 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. 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 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 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. DO L lc 7) Refer to girder(s) for truss to truss connections. J� ••�•••• F� •e•• 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6 except (jt=1b) cS, 0�••.• so O N 2=106. V: •Op C) :p Z. G. 44018 SS/ONA -E� August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with 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 19 t building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Qualify Criteria, DSB-89 and 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 Ply755,& (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848201630 755A—GR J3 Jack -Closed 1 1 MT20 185/144 TCLL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 6-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:50 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-4LO4rltvbJY_Ih73calyGv6as93xTYX2?FTBNoyIKAh 2x4 II 2 3 3x4 = 2x4 11 Scale = 1:16.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.74 Vert(LL) -0.06 1-5 >999 360 MT20 185/144 TCLL 10.0 Lumber DOL 1.15 BC 0.35 Vert(TL) -0.14 1-5 >462 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wnd(LL) 0.00 1 ""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) 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)=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 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. 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 MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/71`11 Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755A I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 R48201631 755A GR J4 Jack -Closed 2 1 MT20 185/144 (Roof Snow=3 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 10:20:51 2016 Page 1 ID:NQh2UcWVJcwzBggux AVmUylLAq-YXaS3etXLcgrvgiFAlpBp6etZZRHC9nBDvDkvEylKAg -1-0-0 3-11-11 1-0-0 3-11-11 Scale = 1:12.3 3x4 = 2x4 11 5 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 0.23 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=3 0) Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 1 0.0 TCDL 1 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCLL 0.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.00 2 — 240 Weight: 13 lb FT=20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 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. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 3-11-11 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuit=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) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6, 2. ���PDO LICF�s ••••••••••• VO . •SOON ••• FO 00 02 44018 IZ .Z �FSS�ONAL � August 22,2016 A WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. " Design valid for use only with Mnek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Criferia, 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�acssClus.d uType Qty Ply 755A I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848201632 755A -GR J5 2 1 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:512016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-YXaS3etXLcgrvgiFAlpB p6ev?ZTLC?nB DvDkvEylKAg 1-0-0 1-11-11 2x4 3 3x4 = Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 2 >999 360 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.00 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 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: 2x4 HF Stud REACTIONS. (Ib/size) 2=201/0-3-8, 5=76/Mechanical Max Harz 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)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. o�omD 0 L roF2s V ••.•o Soo/ •.• F< • O Oji i 44018 SSSTONAL E_Vg' August 22,2016 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473rev. 10107/2015 BEFORE USE. eenee Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII quality Criteria, DSB-89 and BCSI Building Component 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 848201633 755A_GR K1 Diagonal Hip Girder 1 1 MT20 185/144 (Roof Snow=3 0) Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:52 2016 Page 1 ID: NQh2UcVWJcwzBggux_AVm UylLAq-Oj8gGzu96woiX_HRj?KQ LKB?vzbpxMmLSZyl RhyIKAf -1-5-0 3-8-12 7-8-9 1-5-0 3-8-12 3-11-13 Scale= 1:16.9 2x4 11 4x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.38 Vert(LL) -0.06 7-8 >999 360 MT20 185/144 (Roof Snow=3 0) 1 TCDL 10.0 Lumber DOL 1.15 BC 0.97 Vert(TL) -0.11 7-8 >787 240 BOLL 0.0 Rep Stress Incr NO WB 0.40 Horz(TL) 0.02 7 n/a n/a arnl 10 n Code IRC2012ITP12007 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 BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 7=661 /Mechanical, 2=663/0-7-6 Max Horz 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. (lb) -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 Structural wood sheathing directly applied or 5-1-13 oc puffins, 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 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 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 Ib up at 5-7-7, and 175 Ib down and 65 Ib up at 5-7-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-5=-80, 2-6=-20 o�y,N9 0 L V ; ••p SOON •'• FO • 0 Ole • 4018 • 0NAL A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 my. 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 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 Citr s Hei hts CA 95610 August 22,2016 Job Truss Truss Type Qty Ply 755,& 848201633 755A GR K1 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 10:20:52 2016 Page 2 ID:NQh2UcW VJLwzBggux_AVm UylLAq-Oj8gGzu96woiX_HRj?KQ LKB?vzbpxMmLSZylRhyIKAf LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10=-96(F=-48, B=-48) 11=-349(F=-175, B=-175) ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473rev. 101032015 BEFORE USE. Design valid for use only with MRekB connectors. This design is based only upon parameters shown, and is for an individual building component, not �fl a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 848201634 755A_GR K2 Monopitch 5 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEDGE Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:52 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-Oj8gGzu96woiX_HRj?KQLKB29znGxS1 LSZyIRhyIKAf -1-0-04-0-0 1-0-0 4-0-0 Scale= 1:12.4 3x4 = 2x4 II LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING-2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.24 BC 0.23 WB 0.00 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.01 2-4 >999 360 -0.03 2-4 >999 240 -0.00 4 n/a n/a 0.00 2 "" 240 PLATES GRIP MT20 185/144 Weight: 13 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc 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) 4=165/Mechanical, 2=296/0-5-8 Max Horz 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 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. aPd O LlC 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4, 2. O` IJC` �jLs v SOONFo • 0 `'•.o 2 44018 o�Fss�ONAL August 22,2016 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on individual building component, note 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 Mi l7 ek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and 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 (Roof Snow=30.0) Plate Grip DOL 1.15 848201635 755A -GR K3 Roof Special 1 1 MT20 185/144 TCDL 10.0 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 22 10:20:53 2016 Page 1 I D: NQh2UcW VJcwzBggux_AVmUylLAq-UwiDTJvntEwY98sdHjrfuXkCvM7VgvH UhDirz7ylKAe -1-0-04-0-0 1-10 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 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 2-4 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.23 Vert(TL) -0.03 2-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wnd(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 /Mechanical, 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; Vuit=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 limes flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) 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 (jt=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(8) August 22,2016 WARNING • Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1II-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& I/deft Lid 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 City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:53 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-UwiDTJvntEwY98sdHjrfuXk6ZM2cgvH UhDirz7yIKAe 5-7-2 150 572 2x4 11 Scale = 1:13.4 3 4 3x4 = 2x4 II 5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.58 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 BCDL 10.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.05 2-6 >999 240 Weight: 18 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=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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 6 except Qt=1b) 2=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) o�,Pa 0 LIC •; •0 SOON •. F • .p 010 • 2 : 44018 0�,1 �••• �VQO\* C SS�ONA� August 22,2016 ,& 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 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 Hei hts CA 95610 Job Truss Truss Type Qty Ply 755,& I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 848201637 755A -GR K5 Roof Special 1 1 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.60022 1-0-0 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:54 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-y6GbhfwPeX2PmlRgrQMuQkGHEmR9PMWdvASPVVZylKAd 2x4 11 3x4 = 2x4 II Scale = 1:15.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.59 Vert(LL) 0.04 2-4 >999 360 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.10 2-4 >595 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 "" 240 Weight: 17 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=955/Mechanical, 2=366/0-5-8 Max Horz 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.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 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(6) August 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111-7473 ., 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 �p a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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-87 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus --1. 1A 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) Job Reference (optional) Alpine Lumber Co., Commerce City,CC.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:54 2016 Page 1 ID:NQh2UcVWJcwzBggux AVmUylLAq-y6GbhfwPeX2PmlRgrQMuQkGN8mTwPMWdwtSPWZylKAd -1-0-03-11-11 1-0.0 3-11-11 Scale= 1:12.3 3x4 = 2x4 11 5 LOADING (psf) SPACING-2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.21 Vert(LL) -0.01 2-6 >999 360 MT20 185/144 (Roof Snow=30.0) TCDL10.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.02 2-6 >999 240 BCLL 0.p Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -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; Cal. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. 6,q,,p,90 LIcF�so Sooty '•. F .0 00 00 44018 eQz 0 August 22,2016 ,& 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 MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-69 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei his CA 95610 Job Truss Truss Type Qty Ply 755,& I/deft L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 848201639 755A—GR K7 Jack -Closed 3 1 MT20 185/144 BCDL 10.0 1 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 22 10:20:55 2016 Page 1 ID:NQh2UcWVJcwzBggux_AVmUylLAq-Qlpzu?x1 PrAGOS?OP8t7zypazAgG8pmn8XBy20yIKAc 1-0-0 1-11-11 2x4 3 3x4 = Scale= 19.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.08 Vert(LL) -0.00 2 >999 360 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.09 Vert(TL) -0.00 2-6 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Wind(LL) 0.00 2 >999 240 Weight: 8Ib 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=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. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown Structural wood sheathing directly applied or 1-11-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 5. August 22,2016 ,& WARNING - Varlfy desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A A 1Te l.• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the � V R 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 1-feights. CA 95610 Job Truss Truss Type Qty Ply 755A I/deft Lid PLATES GRIP TCLL 30. 0 Plate Grip DOL 1.15 848201640 755A—GR K8 Jack -Closed 1 1 MT20 185/144 (Roof Snow=30) 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.NQh2UcWVJLwzBggux_AVmUy]LAq-Qlpzu?x1 PrAGOS?OP8t7zypbQArs8pmn8XBy2OylKAc 1-11-11 1-11-11 4.00 12 2 2x4 II 3x4 = Scale = 1:9.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30. 0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) -0.00 1 >999 360 MT20 185/144 (Roof Snow=30) 1 BCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(TL) -0.00 1-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix -R Wind(LL) 0.00 1 >999 240 Weight: 6lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 WEBS 2x4 HF Stud BOT CHORD WEDGE Left: 2x4 HF Stud REACTIONS. (Ib/size) 4=97/Mechanical, 1=96/0-5-8 Max Horz 1=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. 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 MTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCS] Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus H t CA 95610 Job Truss Truss Type Qty Ply 755A Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 848201641 755A_GR V1 GABLE 1 1 WB 0.12 Horz(TL) -0.00 12 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -R Job Reference (optional) Alpine Lumber CO., Commerce crty,cU.8UU22 8.010 s Apr 2U 2016 Mi fek Industries, Inc. Mon Aug 22 10:20:56 2016 Page 1 I D: NQh2UcWVJcwzBggux_AVmUylLAq-uU N L6LxgA9170caCyrOM W9MgHa8WtFDwNBxVaSyIKAb 14-6-0 14-6-0 3x6 2.4 11 11 3x4 ! 21 20 19 18 17 16 15 14 13 12 2x4 11 2x4 I 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 4x6 11 Scale= 1:41.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 185/144 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) -0.00 12 n/a n/a BCDL 10.0 Code IRC2012rrP12007 Matrix -R Weight: 78 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. 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 tight exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 21, 20, 19, 18, 17, 16, 15, 14, 13. �O�6�p,DO LICFNn o sooty • � 0 02 4018 eLS-;ONALE��\��c, August 22,2016 AWARNING - Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/072015 BEFORE USE. roem Design valid for use only with MTek© 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 M iTek" is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI) Quality Criteria, DS8.89 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 Ply755A PLATES GRIP MT20 185/144 Weight: 42 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 848201642 755A_GR V2 Valley 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 12-6-0. Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:00 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVmUylLAq-nGdsxi_AENpZUDu_BhTlg7 WNuBXUp2j WlpvjjDyIKAX 12-6-0 12-6-0 3x5 11 Scale = 1:36.0 3x4 i 7 6 53x4 2x4 I 2x4 I I LOADING (psf) TCLL 30.0 (Roof Snow=3 0) 1 0.0 BCDL 1 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.32 BC 0.15 WB 0.15 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft Lid n/a n/a 999 n/a n/a 999 -0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 42 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) 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=115,7=126. August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI -7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for on individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �AA building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW l iTek• is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 848201643 755A—GR V3 Valley 1 1 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:00 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVm UylLAq-nGdsxi_AENpZUDu_BhTlg?WOUBY8p3PWlpvjjDyIKAX 10-6-0 10-6-0 3x4 2x4 5- 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 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 5 We n/a BCDL 10.0 Code IRC2012fTP12007 Matrix -R Weight: 34 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF N0.2 TOP CHORD BOT CHORD 2x4 SPF No.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 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) 5, 7 except (jt=1b) 6=122. rP'�PD0 L0 •• soo •.e. F �o0 2. n. 4018 10 00 �FSS�ONAL E��\��V August 22,2016 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& Lid PLATES GRIP TCLL 30.0 (Roof Snow=30) Plate Grip DOL 1.15 TC 0.31 Vert(LL) 848201644 755A—GR V4 Valley 1 1 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES Job Reference (optional) 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: NQh2UcW VJcwzBggux_AVmUyILAq-FSBE92?o?hxQ6NTAl0_XDD3Zgbu2YWsfXTeGGfylKAW 8-6-0 8-6-0 2x4 11 2x4 % 5 2x4 42x4 Scale = 1:25.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30.0 (Roof Snow=30) Plate Grip DOL 1.15 TC 0.31 Vert(LL) n/a n/a 999 MT20 185/144 1 00 TCDL 1. Lumber DOL 1.15 BC 0.13 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TP12007 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 (lb) 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. II; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except Qt=1b) 5=138. �6�PD 0 LI C Q; F�s •'o SOOti ••. �o 190 0 22 44018 90 �.•• **a* ; \��� ��SS�ONA� August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �R a truss system. Before use, the building designer must 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 755A PLATES GRIP MT20 185/144 Weight: 19 Ib FT = 20 LUMBER- BRACING - 848201645 755A—GR V5 Valley 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpine Lumoer uo., L.ommerce Gny,Gu.ouuzz d.ulu s Apr 2u zDlb MI I ek Industries, Inc. Mon Aug 22 10:21:01 2016 Page 1 ID: NQh2UcVWJcwzBggux_AVmUylLAq-FSBE92?o?hxQ6NTAl0_XDD3awbuTYWDfXTeGGfyIKAW 6-6-0 6-6-0 2x4 11 Scale = 1:19.7 3 5 4 2x4 % 2x4 11 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCLL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.24 BC 0.10 WB 0.07 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d n/a n/a 999 n!a n/a 999 -0.00 4 n/a n/a 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 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. (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 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 lb uplift at joint(s) 1, 4 except Qt=lb) 5=113. �o�PDO LiCF�s VO : ••• SOON '••• �O 17O: 00 02 4018 i ONAI. ANG August 22,2016 A WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A PLATES GRIP MT20 1851144 Weight: 23 lb FT=20% LUMBER- BRACING - 848201646 755A—GR V6 Valley 1 1 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Job Reference (optional) Alpme LUmoer uo., t,ommerce uny,uL).ouuzz t$.U1 u s Apr zu zulb MI I eK Industries, Inc. Mon Aug 22 10:21:02 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-jelcM000m?3HKX2MJ6Vm IQcIP?DeHyJpl7Ogo6yIKAV 7-7-8 778 2x4 11 Scale = 1:23.0 3 2x4 % 2x4 5 4 2x4 11 LOADING (psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TP12007 CSI. TC 0.26 BC 0.10 WB 0.08 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d n/a n/a 999 n/a n/a 999 -0.00 4 n/a n/a PLATES GRIP MT20 1851144 Weight: 23 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 except end verticals. WEBS 2x4 HF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. (Ib/size) 1=99/7-7-8, 4=153/7-7-8, 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 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) 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=1b) 5=124. O�y,ND0 L/Oc c>/IV �' • 0O 00.00 01 44018 4018 Qz /ONAI. E August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M 1.7473 rev. 10/032015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 R48201647 755A -GR V7 Valley 1 1 WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 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 22 10:21:02 2016 Page 1 I D:NQh2UcVW JcwzBggux_AVm UylLAq-jelcM00Qm?3HkX2MJ6Vm IQcj5?BDHytpl7Ogo6yIKAV 9-7-8 9-7-8 —� Scale = 1:28.5 3x5 ! 5 4 2x4 11 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.34 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.19 Vert(TL) n/a n/a 999 BC0.0 Rep Stress Incr YES WB 0.10 Horz(TL) -0.00 4 n/a n/a BCDL 10.0 Code IRC2012/TPI2007 Matrix -R Weight: 30 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=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 (Ib) or less except when shown. WEBS 2-5=-456/193 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 Il; Exp C; Fully Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 4 except (jt=1b) 5=156. August 22,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7477 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 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply 755A (Roof Snow=30.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 848201648 755A–GR V8 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 10:21:03 2016 Page 1 ID:NQh2UcW VJcwzBggux_AVm UylLAq-Brl_akl 3X1B8MgdYtpO?IeBvhOYPOPgy_m7NKYyIKAU 11-7-8 11-7-8 3x4 11 4 3x4 % 7 6 8 5 3x4 2x4 11 2x4 11 LOADING (psf) DEFL. in (loc) I/deft L/d TC 0.29 TCLL 30.0 SPACING- 2-0-0 (Roof Snow=30.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES .1— ,nn Code IRC2012ffP12007 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 joints) 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 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 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, 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 Qt=1b) 6=120,7=110. ��NDO LI ••'a SOON 0. ter; 0 02S O. 44018 .� ONAL August 22,2016 AWARN/NG - Verify design parameters and READ NOTES ON rHIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not• a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into 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/1711 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 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD 848201649 755A_GR V9 Valley 1 1 Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud REACTIONS. All bearings 13-7-8. Job Reference o ticnal Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:21:03 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-Bri_ak13X1B8MgdYlpO?le8uHOXJOOwy_m7NKYyIKAU 13-7-8 13-7-8 3x5 11 4 3x5 i 7 6 53x4 II 2x4 11 2x4 I I Scale = 1:39.1 LOADING (psf) 3 TCLL i0.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber -DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.38 BC 0.20 WB 0.18 Matrix -R DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) I/deft L/d n/a n/a 999 n/a n/a 999 -0.00 5 n/a n/a PLATES GRIP MT20 185/144 Weight: 47 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF No.2 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 Horz 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; VuIt=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip 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, 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. D 0 Ll�F� v°�:•''�•SOpti ' :sFo O� 02: G): 44018 ;P, e �FSS�ONAL August 22,2016 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7477 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 �4 a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall pp� building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 755A (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 848201650 755A_GR V10 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,CO.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 2210:20:57 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVm UylLAq-NhxjJhylxS Q_dl9P WYwb2Nuu?_VkcgF4crg37uyIKAa 8-3-14 8-3-14 4x6 = 3x4 i 9 10 8 117 6 3x4\ 2.4 II 2x4 3x4 = 2x4 Scale= 1:45.1 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.23 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012/TP12007 Matrix -R 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 Hoa 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; VuIt=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, 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 (jt=1b) 9=218,6=217. �o���p,DO LI�F�so :.•0 500N •. F 00 02 4018 ONAL August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 rev. 101032015 BEFORE USE. Design valid for use only with Mi rek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiT®k� is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& (Roof Snow=30) Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 848201651 755A—GR V11 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a Job Reference o tional 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: NQh2UcW VJcwzBggux_AVmUylLAq-NhxjJhylxSQ_dl9P WYwb2NuuV_W Wchx4crg37uyIKAa 7-1-8 14-3-0 7-1-8 7-1-8 4x6 = 3x4 8 7 6 3x4 O 2x4 I I 2x4 I 2x4 Scale = 1:37.0 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30) Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 1 LumberDOL 1.15 BC 0.10 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.15 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012frPI2007 Matrix -R Weight: 47 Ib FT = 20 9 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 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. (ib) -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 II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except Qt=lb) 8=182,6=182. ��No0L/CF #0 000 401$ �0, �SS�ONA1- ��6 August 22,2016 ,& WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not * a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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, DSO -89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Suite 109 Citrus Heights. CA 95610 Job Truss Truss Type Qty Ply 755A (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 848201652 755A—GR V12 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:58 2016 Page 1 ID: NQh2UcWVJcwzBggux_AVmUylLAq-rtV6X1 zwimYrFvkb4GRgbaR39NshL9uDgVQcfKylKAZ 5-11-2 11-10-3 5-11-2 5-11-2 46 = 3x4 8 7 5 3x4 \1 2x4 11 2x4 11 2x4 11 Scale = 1:30.7 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.21 Vert(LL) n/a n/a 999 MT20 185/144 BCDL 10.0 1 Lumber DOL 1.15 BC 0.10 Verl(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IRC2012frP12007 Matrix -R Weight: 37 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pur ins. 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 Gram 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 - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 5 except (jt=lb) 8=165, 6=165. �OX��PDO LIcF�so S0ON*`•e F ,,17' 0 02 G)e 4018 0WA� E��\ August 22,2016 AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/1015 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 akvays required for stability and to prevent collapse 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 Heights, CA 95610 Job Truss Truss Type Qty Ply 755,& L/d TCLL 30.0 (Roof Snow=3 ) Plate Grip DOL 1.15 TC 0.27 Vert(LL) 848201653 755A—GR V13 Valley 1 1 Vert(TL) n/a n/a 999 BCLD0 ' Rep Stress Incr YES Job Reference (optional) Alpine LUmDer Co., Commerce City,C0.8uuz2 8.010 s Apr 20 2u18 Mi lek Industries, Inc. Mon Aug 22 10:20:58 2016 Page 1 ID: NQh2UcVWJcwzBggux_AVmUyILAq-rtV6X1 zwimYrFvkb4GRgbaR27 NrkL9E DgVQcfKylKAZ 4-8-11 9-5-6 4-8-11 4-8-11 4x6 Scale =1:26.1 3x5 ii 4 2x4 II 3x5 �� LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 (Roof Snow=3 ) Plate Grip DOL 1.15 TC 0.27 Vert(LL) n/a n/a 999 0 0 10L 10 Lumber DOL 1.15 BC 0.16 Vert(TL) n/a n/a 999 BCLD0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 3 n/a n/a Code IRC2012/TPI2007 Matrix -R 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 Horz 1=112(LC 7) Max Uplift 1=-33(LC 8), 3=-44(LC 9), 4=-33(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 2-4=-267/64 PLATES GRIP MT20 185/144 Weight: 28 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. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 3, 4. August 22,2016 ,& WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/072015 BEFORE USE. Design valid for use only with MTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/1`1`11 Quality Criteria, DSB-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. suite 109 Citrus Hei hts CA 95610 Job Truss Truss Type Qty Ply 755A TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr 848201654 755A—GR V14 Valley 1 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Job Reference (optional) Alpine Lumber Co., Commerce City,C0.80022 8.010 s Apr 20 2016 MiTek Industries, Inc. Mon Aug 22 10:20:59 2016 Page 1 ID: NQh2UcW VJcwzBggux_AVm UyILAq-J33UkN_YT4hit3Jnezy37o_EynCE4d8N399ABnylKAY 3-6-5 7-0-10 3-6-5 3-6-5 4x6 = Scale = 120.1 4 2x4 // 2x4 II 2x4 O LOADING (psf) SPACING- 2-0-0 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TCDL 10.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Incr YES Matrix -R Code IRC2012/TP12007 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) CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TC 0.20 Vert(LL) n/a n/a 999 MT20 185/144 BC 0.08 Vert(TL) n/a n/a 999 WB 0.04 Horz(TL) 0.00 3 n/a n/a Matrix -R 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. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) V(IRC2012)=111 mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.1 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. o`yPD DUCF�s.(� 0 02: 44018 ONAk- ANG August 22,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473re, 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 WOW ek^ 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 'y'iT 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 TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 R48201655 755A GR V15 Valley 1 1 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a Job Reference (optional) repine Lurnoer w., uummerce u¢y,L u.ovvzz a.ul u s Apr zu zulb MI I ek Industries, Inc. Mon Aug 22 10:20:59 2016 Page 1 I D: NQh2UcVVVJcwzBggux_AVm UylLAq-J33UkN_YT4hit3Jnezy37o_G 1 nB94dmN399ABnylKAY 2-3-14 2 3x4 = 2x4 // 2x4 '� Scale = 1:12.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def! Lid PLATES GRIP TCLL 30. 0 (Roof Snow=3 0) Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 1 TCDL 10.0 Lumber DOL 1.15 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code IRC2012ITP12007 Matrix - R Weight: 11 Ib FT = 20% 9 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-13 oc purlins. 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 Hoa 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. 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) 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. August 22,2016 A wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not �p a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing 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. 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Q O C 3 m Q QQo• O Q� 7 3 (D 0 3 (D p ] (D c (D Q lvv o ago J Q CD iC OT O N N C' 3 ° O 0' c :3 Q O (D n Q (D TOP CHORD c x xA6 (�A n O 30 "OZ co Ow H �0D m o J A (D -� m Z 7� = m _ H p n N O�z y v O W2-7 W J 01 W vm m N w ^ s w N N D 0 ' < m M, Q. m°°mfl 3�QQ(D D < v m 4 m Z O O o Z� C 10 CC)Z Q -. m Gl Q, orn N - Dm x O m°D � 0 =� m 70 W W3-6 m N OD Q Z m (D x 7 c i M 7 7 O D� z yn x0 rn m n •N-1 G O („ m Ln TOP CHORD e ci-e Z n C o w A n D _ H ��,"p' 4 F w O W2-7 2 Z 0 ODoon Q-03Zm a Z O Nlmq c 3 v - "i (D 0 ' < m Q. m°°mfl 3�QQ(D m Q o G o Z a Q(TJ Q3. y m�m�• O C Z Q -. m orn N o TOP CHORD ci-e Z n C 0 O w W2-7 2 /rn� (Y O Nlmq < m Q. W y ((D N � _ 80 4' n 7 O � 0 N o � W3-6 Q (D x 7 c i M 7 7 TOP CHORD O O W V OCn A W N p V P (n A W N Q TI >0 Pn'0 -0 (DN N 00 n- O w U O '00 C 7 � n Nn cc r.c 50 p`°-� n 0a� '^ Z O-3:� 0 - ti p-<, M.<0 ° j N 0 0'O C01Q 3 aQ 3�0 NR T (D'�" q-° - 0-O< n < -< a -s _ om Q°QN pa C n.o° 0 00 CD 3 Sn- =ti' (30_ °o Q�Q f.� �� �� 0°0 3 s(Qa -2 ��'D6 0 Q (D o c0 CD ° °on �n °o a ID -0 °o <.° 0D m �m(D 3m o�20 �0' (Q =^ ° 3 m a µ s a O c am gN _,a m° o 0 3 = n pc n0o (°IDo o oo 0_ ° o- 0 x(D �c o° 3 Amo �� o -• �• og (D O V, c3 -0 9 o n n3 ° 0F' a�'° 0 n 3 03 3 m00 �.° c0a0 V' °� -Q3 °� CO, �o o 1 °c �� m o°o `D m (M 0co� °=� °a ap°°3 '�� O m� s, < (D 50 m= �Q �•o ate? °� °3 °a° Doo os 6°9'� o-' U 3 0 �mm m °° 00 Q �. 2 ao 00 �c c�° v ams °m m�nw n7 O �o �N 0oa ° m� :E 5 ° 0- (D o0 3Q °°�= �° °o �� Qhs(D c fl Vim- aRSoa,a °Q (`� on c ¢ ,3 ° o� �g q oo' °=.S �N of• Qom° mzN m� a <o -.n O Aa v3 c m m s oD ung 0 3 0-- CD s .0 moa" °(Q �% �S (<D� mm 0 m �° 6m m°n ma 3o c z moa co co O A N 0W 0- 5 Q_ 7a =-p 0 ° E.-0 zN 0 �.N Dp O° R 0 0 0n =0 �0 if o� ° (� m �� o mm °a o,� °m' - sc za2 (° °o z, 0.n =0 <�° Q o 5^ oo 0- ° ° F° ° 3N' �n (D0 mD �n ID z� �i� �' °o° 0-u �m6 (D C' vi ° -° -° °_ ° (° N 7° (D �' n 'Z J N N (D -� 5 n O O Q C. 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W • W V W • �7 i cc • u ti T oo x \ T T i T -0 Z p C/) oQo-) \ � � b co r- 2 � U) E m || �-_ _X/ x x \ x \ o .. � x ^`\ k °cr.x LL xx T- = Q 9 _ / X cc 7 cc cc_ % CN \ S � 7 6 � % C) cz k LL � LL C, 2 U) to o E Q b 'Cl b % 7 R k 2 Q \ - v � @ C/) 7 & § � E 2 � U) _ @: cn / ` � 2 CD � E az :3. 2 \Li — - - k / u K E m k \ U- || �-_ _X/ x x x oo T- xCD .. x ^`\ k °cr.x k xx T- = Q 9 _ / X CD 9 � � 7 \ ' U- b % tm _ \ S � 7 6 e % C) cz k -j � C, 2 U) to b E 'Cl » U- R v \ k \ U- k CD � U- L) � 0 � cc @ || �-_ _X/ x x oo T- xCD .. ^`\ k °cr.x k xx T- = Q 9 f / tm $ i \ a) / $ CD ■ C) cz k -j k C, < to b CN 'Cl » U- R \ Q ~ v � @ C/) 7 tT0 � U) k CD � U- L) � 0 � cc @ || � x x oo T- xCD .. ^`\ k °cr.x 2 \ T- T- - 2 E 0 2 3 o E > _ LL k \ a / cz k gcc C < to b / § C/) 7 k CD � U- L) � 0 � cc @ CD X T W cr 2 LL U N pO X X T x O O T T T W CD d N LL U LL LL LL U U ~ NCN cD T W O ti N Ir N T r � O O cc N co x cc LL U) U N U T L LO N E M ~ Z LP) O O O ^ 0 M M N chch N 0 0 �a N 0 � N LO co x 2 N U = T T N E S a) Z ^ 0 0 0 �a N 0 � N LO M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inca Smith &Willis HVAC LLC ® Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 1 Pro 'ect le ort G.enel'al Project Information Project Title: Remington - Quail Ridge - 5212 Quail St Con,hnUNIT1 DEVUO Designed By: Carl Breen APPROVED Project Date: 8/2/16 Client Name: Remington Homes Reviewed 9or Code Comalia�ce Client Address: 9468 W. 58th Avenue Client City: Arvada, Co 80002 Client Phone: (303) 420-2899 x 214 Client Comment: 1 • �- IfC Company Name: Smith And Willis Heating And Air LLC Company Representative: McKennon Piil Plan aaminer Dace Company Address: 6121 Clermont St.rheirsuance01ooermrtaovwa�atoloamwecir-a� jw Company City: Commerce City, CO. 80022 of oar and ompototions shall not be o permit for, Oran opwovol of ortY vrobtion to andcom OrOfcoy C0ordN1p Company Phone: (303)688-4487 sions Mrsriiis env ofthe provisions ofthe bu"RgCode to .1 cancel the d. f a uthoritv to y C Nt Company E -Mail Address: mpiil@smithandwillis.compimsupring codes or othersdinances of thee shall not be Design Data Reference City: Denver, 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 Check Fi uses Total Building Supply CFM: 1,720 CFM Per Square ft.: 0.338 Square ft. of Room Area: 5,095 Square ft. Per Ton: 2,175 Volume (ft3) of Cond. Space: 50,264 Building Loads Total Heating Required Including Ventilation Air: 66,518 Btuh 66.518 MBH Total Sensible Gain: 31,232 Btuh 100 % Total Latent Gain: -3,120 Btuh 0 % Total Cooling Required Including Ventilation Air: 31,232 Btuh 2.60 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM ite re opment &LGLight Commercial HVAC Loads Remington - Quail Ridge e15212 Sm n t CO'8HVAC 0125 Paail ge 2 J Miscellaneous Report 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 YuSystem 2 Outdoor Outdoor Indoorns n t DatDyBulbWetBb Rel.Hum Rel Hum Dry Bb Difference I Winter: 1 0.21 - 80% n/a 70 n/a Summer: 91 59 15% 50% 75 -39.13 Duct Sizing Inputs Main Trunk Runouts Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00300 0.01000 Pressure Drop: 0.1000 in.wg./100 ft. 0.1000 in.wg./100 ft. Minimum Velocity: 650 ft./min 450 ft./min Maximum Velocity: 900 ft./min 750 ft./min Minimum Height: 0 in. 0 in. Maximum Height: 0 in. 0 in. Outside Air Data Winter Summer Infiltration Specified: 0.271 AC/hr 0.250 AC/hr 165 CFM 152 CFM Infiltration Actual: 0.308 AC/hr 0.289 AC/hr Above Grade Volume: X 36,579 Cu.ft. X 36.579 Cu.ft. 11,283 Cu.ft./hr 10,578 Cu.ft./hr X 0.0167 X 0.0167 Total Building Infiltration: 188 CFM 176 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 (87 CFM) Summer Infiltration Specified: 0.250 AC/hr (87 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) Duct 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 8 640.4 Yes 1 Return Attic Attic 16B 0.06 8 150.8 Yes M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM FAR hvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Load Preview Report Scope Net Ton ft.z /Ton Area Sen Gain Lat Gain Net Gain Sen Loss; H g CFM C g CFM Act CFM Duct Size Building 2.60 2,175 5,095 31,232 -3,120 31,232 66,518 1,043 1,720 1,720 System 1 129 2,774 3,140 15,511 -1,927 15,511 36,949 583 820 820 25x10 Humidification 1,890 Zone 1 3,140 15,511 -1,927 15,511 35,059 583 820 820 10x15 1 -Basement 1,581 2,650 -222 2,650 12,024 200 140 200 5,5,5 2 -Foyer 353 679 -297 679 2,734 45 36 45 6 3 -Study 172 1,754 -201 1,754 2,945 49 93 93 6,6 4 -Pantry 41 331 -43 331 499 8 17 17 3 5-KitcherVdining 432 4,663 -405 4,663 5,449 91 247 247 7,7,7 6 -Great Room 361 4,452 -364 4,452 7,551 126 235 235 7,7,7 7-Pwdr 57 107 -69 107 590 10 6 10 3 8 -Mud Room 87 586 -141 586 1,685 28 31 31 5 9-M Wic 56 288 -185 288 1,582 26 15 26 5 System 2 1.31 1,615 1,955 15,721 -1,193 15,721 29,569 460 900 900 20x10 Duct Latent -260 0 Zone 1 1,955 15,721 -933 15,721 29,569 460 900 900 10x16 10-Bedroom4 230 1,611 -52 1,611 4,282 67 92 92 6,6 11 -Bath 2 33 500 -105 500 1,394 22 29 29 5 12 -Laundry 59 416 -62 416 1,241 19 24 24 5 13 -Bedroom 3 205 2,059 -44 2,059 4,156 65 118 118 7,7 14 -Bath 3 72 603 -56 603 1,113 17 35 35 5 15 -Bedroom 2 211 2,218 -29 2,218 3,647 57 127 127 6,6 16 -Loft 509 1,646 -56 1,646 2290 36 94 94 8 17 -Master Bedroom 328 4,099 -184 4,099 6,472 101 235 235 8,8 18 -Master Bath 162 1,378 -112 1,378 1,907 30 79 79 7 19-W/C 21 465 -30 465 535 8 27 27 5 20-Wic 125 726 -203 726 2,533 39 42 42 6 Sum of room airflows may be greater than system airflow because system room airflow option uses the greater of heating or cooling. M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rtwac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 N Page 4 Manual D Ductsize Data - Duct System 1 - Supply ---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 ---Duct Name: SR -130, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 81.1 SPL.Cumul Runout 0.0003 7 292 0.004 Up: ST -110 55 5.4 0.022 0.014 Rnd 18.8 7.7 62.3 0.018 Presize 78 34.4 0.404 0.396 ---Duct Name: SR -140, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 84.9 307 Runout 0.0003 7 292 0.004 Up: ST -250 55 5.4 0.022 0.015 Rnd 18.8 7.7 66.1 0.019 Presize 78 34.5 0.400 0.400 ---Duct Name: SR -150, Supplies: Great Room, Fittings: 2-I, 4-G, Effective Length: 81.1 0.041 Runout 0.0003 7 292 0.004 Up: ST -230 55 5.4 0.022 0.014 Rnd 18.8 7.7 62.3 0.018 Presize 78 34.4 0.400 0.400 ---Duct Name: SR -160, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, Effective Length: 93.4 Runout 0.0003 7 307 Up: ST -170 55 5.4 0.024 Rnd 24.7 7.7 68.8 Presize 82 45.2 0.392 ---Duct Name: SR -170, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, 8-A2, Effective Length: 82.5 Runout 0.0003 7 307 Up: ST -150 55 5.4 0.024 Rnd 19.4 7.7 63.0 Presize 82 35.6 0.394 ---Duct Name: SR -180, Supplies: Kitchen/dining, Fittings: 2-I, 4-G, Effective Length: 44.1 Runout 0.01 7 307 Up: ST -140 55 5.4 0.041 Rnd 1.3 7.7 42.8 Presize 82 2.4 0.396 ---Duct Name: SR -190, Supplies: Pantry, Fittings: 2-I, 4-G, Effective Length: 25.0 Runout 0.0003 3 346 Up: ST -210 55 2.4 0.089 Rnd 1.6 3.3 23.4 Presize 17 1.2 0.392 ---Duct Name: SR -200, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 61.0 Runout 0.0003 6 234 Up: ST -150 55 4.7 0.018 Rnd 18.3 6.6 42.7 Presize 46 28.7 0.403 ---Duct Name: SR -210, Supplies: Study, Fittings: 2-I, 4-G, Effective Length: 61.0 Runout 0.0003 6 234 Up: ST -190 55 4.7 0.018 Rnd 18.3 6.6 42.7 Presize 46 28.7 0.405 0.006 0.017 0.023 0.408 0.005 0.015 0.020 0.406 0.001 0.018 0.018 0.404 0.001 0.021 0.022 0.408 0.003 0.008 0.011 0.397 0.003 0.008 0.011 0.395 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC MRemington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 5 Manual D Ductsize Data - Duct System 1 - Supply (cont' q Duct Name, etc. '' Type Roughness Upstream Temperature Diameter Width Velocity Loss/100 SPL.Duct SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot SizingCFM Area SP.Avail SPL.Cumul ---Duct Name: SR -220, Supplies: Foyer, Fittings: 2-I, 4-H, Effective Length: 65.2 Runout 0.0003 6 229 0.004 Up: ST -220 140 4.7 0.016 0.006 Rnd 24.1 6.6 41.1 0.010 Presize 45 37.8 0.407 0.393 ---Duct Name: SR -230, Supplies: Pwdr, Fittings: 2-I, 4-H, Effective Length: 19.2 Runout 0.0003 3 204 0.001 Up: ST -260 140 2.4 0.031 0.005 Rnd 4.2 3.3 15.1 0.006 Presize 10 3.3 0.416 0.384 ---Duct Name: SR -240, Supplies: Mud Room, Fittings: 2-I, 4-G, Effective Length: 36.9 Runout 0.0003 5 227 0.000 Up: ST -240 55 3.9 0.022 0.008 Rnd 1.0 5.5 35.9 0.008 Presize 31 1.3 0.414 0.386 ---Duct Name: SR -250, Supplies: M Wic, Fittings: 2-I, 4-G, 8-A2, Effective Length: 48.5 Runout 0.0003 5 191 0.001 Up: ST -120 140 3.9 0.014 0.006 Rnd 7.3 5.5 41.1 0.007 Presize 26 9.6 0.416 0.384 ---Duct Name: ST -260, Feeds Into: Basement, Effective Length: 3.1 Trunk 0.0003 16.9 373 0.000 Up: ST -240 55 25 0.014 0.000 Rect 3.1 10 0.0 0.000 Presize 647 18 0.422 0.378 ---Duct Name: ST -250, Feeds Into: Basement, Fitting: 12-01, Effective Length: 13.0 Trunk 0.0003 15.2 462 0.001 Up: ST -260 55 20 0.023 0.002 Rect 3.7 10 9.3 0.003 Presize 641 18.3 0.419 0.381 ---Duct Name: ST -240, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 16.9 391 0.000 Up: ST -110 55 25 0.015 0.000 Rect 0.7 10 0.0 0.000 Presize 678 3.9 0.422 0.378 ---Duct Name: ST -230, Feeds Into: Basement, Effective Length: 6.8 Trunk 0.0003 15.2 405 0.001 Up: ST -250 55 20 0.018 0.000 Rect 6.8 10 0.0 0.001 Presize 563 34.2 0.418 0.382 ---Duct Name: ST -220, Feeds Into: Basement, Effective Length: 7.1 Trunk 0.0003 15.2 349 0.001 Up: ST -230 55 20 0.014 0.000 Rect 7.1 10 0.0 0.001 Presize 485 35.4 0.417 0.383 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. 1 Smith & Willis HVAC LLC 282 Remington - Quail Ridge - 5212 Quail St Littleton, CO_ -80125 _ _ 0.000 Rect 0.8 10 Page_6 Manual D Ductsize Data - Duct System 1 - Supply (cont'd) 0.414 0.386 ---Duct Name, etc. 1 Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing__ CFM Area SP.Avail SPLCumul ---Duct Name: ST -210, Feeds Into: Basement, Effective Length: 5.4 0.022 0.026 Trunk 0.0003 12.9 198 0.000 Up: ST -170 55 14 0.006 0.000 Rect 5.4 10 0.0 0.000 Presize 192 21.7 0.414 0.386 ---Duct Name: ST -190, Feeds Into: Basement, Effective Length: 2.4 Presize 756 9.2 0.422 Trunk 0.0003 15.2 323 0.000 Up: ST -220 55 20 0.012 0.000 Rect 2.4 10 0.0 0.000 Presize 449 12.1 0.417 0.384 ---Duct Name: ST -180, Feeds Into: Basement, Fitting: 12-01, Effective Length: 8.5 Runout 0.0003 5 Trunk 0.0003 12.9 415 0.000 Up: ST -190 55 14 0.022 0.002 Rect 0.8 10 7.7 0.002 Presize 403 3 0.415 0.385 ---Duct Name: ST -170, Feeds Into: Basement, Effective Length: 0.8 Trunk 0.0003 12.9 282 0.000 Up: ST -140 55 14 0.011 0.000 Rect 0.8 10 0.0 0.000 Presize 274 3 0.414 0.386 ---Duct Name: ST -160, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 180 0.000 Up: ST -210 55 14 0.005 0.000 Rect 0.3 10 0.0 0.000 Presize 175 1 0.414 0.386 ---Duct Name: SMT -100, Feeds Into: Basement, Fitting: 1-01, Effective Length: 122.5 Trunk 0.0003 16.9 471 0.000 Up: Fan 55 25 0.022 0.026 Rect 0.3 10 122.2 0.275 Presize 818 1.8 0.423 0.377 ---Duct Name: ST -110, Feeds Into: Basement, Effective Length: 1.6 Trunk 0.0003 16.9 436 0.000 Up: SMT -100 55 25 0.019 0.000 Rect 1.6 10 0.0 0.000 Presize 756 9.2 0.422 0.378 ---Duct Name: ST -120, Feeds Into: Basement, Effective Length: 1.9 Trunk 0.0003 16.9 54 0.000 Up: SMT -100 140 25 0.000 0.000 Rect 1.9 10 0.0 0.000 Presize 93 11.2 0.423 0.377 ---Duct Name: SR -100, Supplies: Basement, Effective Length: 2.2 Runout 0.0003 5 491 0.002 Up: ST -120 140 3.9 0.076 0.000 Rnd 2.2 5.5 0.0 0.002 Nearest Inch 67 2.8 0.421 0.379 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM [Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc. ith &Willis HVAC LLC Remington Quail Ridge 5212 Quail St leton, CO 80125 j Manual D Ductsize Data - Duct System 1 - Supply (cont'd) Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit.Eq.Len SPL.Tot Sizing CFM Area SP.Avail SPL.Cumul ---Duct Name: SR-110, Supplies: Basement, Fittings: 2-I, 4-AD, Effective Length: 70.8 Runout 0.0003 5 491 0.013 Up: ST-140 140 3.9 0.076 0.041 Rnd 17.7 5.5 53.2 0.054 Nearest Inch 67 23.1 0.361 0.439 ---Duct Name: ST-140, Feeds Into: Basement, Effective Length: 0.3 Trunk 0.0003 12.9 415 0.000 Up: ST-180 55 14 0.022 0.000 Rect 0.3 10 0.0 0.000 Presize 403 1.3 0.415 0.385 ---Duct Name: SR-120, Supplies: Basement, Fittings: 2-I, 4-AD, Effective Length: 66.0 Runout 0.0003 5 491 0.016 Up: ST-160 140 3.9 0.076 0.035 Rnd 20.7 5.5 45.3 0.050 Nearest Inch 67 27.1 0.364 0.436 ---Duct Name: ST-150, Feeds Into: Basement, Effective Length: 0.7 Trunk 0.0003 12.9 132 0.000 Up: ST-160 55 14 0.003 0.000 Rect 0.7 10 0.0 0.000 Presize 128 2.7 0.414 0.386 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: 15 Number of active runouts: 16 Total runout outlet airflow: 902 Main trunk airflow: 818 Largest trunk diameter: 16.9 ST-260 Largest runout diameter: 7 SR-130 Smallest trunk diameter: 12.9 ST-210 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: 0.439 SR-110 Return loss added to supply: 0.102 Total effective length of return ( ft.): 417.9 high/low Total effective length of supply ( ft.): 236.7 SR-110 Overall total effective length ( ft.): 654.7 high/low to SR-110 Design overall friction rate per 100 ft.: 0.084 (Available SP x 100 / TEL) M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO _80125 Page 8 Manual D Ductsize Data - Duct System 1 - Supply (cont'd _ _ System duct surface area (Scenario 1): 526.8 Main (Linked to duct load) Total system duct surface area: 526.8 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5212 Quail St Littleton CO 80125 _ Page 9 Manual D Ductsize Data - Duct System 2 - Supply Runout 0.01 ---Duct Name, etc. 221 0.004 Up: ST -390 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-H1, Effective Length: 120.0 0.01 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 0.368 0.432 ---Duct Name: ST -290, Feeds Into: Loft, Effective Length: 0.7 0.355 0.445 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 0.368 0.432 ---Duct Name: SR -290, Supplies: Bedroom 3, Fittings: 2-I, 4 -AD, Effective Length: 47.5 Runout 0.01 7 221 0.004 Up: ST -390 55 5.4 0.022 0.006 Rnd 19.9 7.7 27.6 0.010 Presize 59 36.4 0.356 0.444 ---Duct Name: SR -300, Supplies: Bedroom 3, Fittings: 2-I, 4 -AD, Effective Length: 53.6 Runout 0.01 Runout 0.01 7 221 0.005 Up: ST -380 55 5.4 0.022 0.007 Rnd 21.6 7.7 32.0 0.012 Presize 59 39.6 0.355 0.445 ---Duct Name: SR -310, Supplies: Laundry, Fittings: 2-I, 4 -AD, Effective Length: 26.8 Runout 0.01 5 176 0.002 Up: ST -390 55 3.9 0.022 0.004 Rnd 9.8 5.5 17.0 0.006 Presize 24 12.8 0.361 0.439 ---Duct Name: SR -320, Supplies: Bath 2, Fittings: 2-I, 4 -AD, Effective Length: 36.8 Runout 0.01 5 213 0.006 Up: ST -390 55 3.9 0.032 0.006 Rnd 19.5 5.5 17.3 0.012 Presize 29 25.5 0.355 0.445 ---Duct Name: SR -330, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 57.0 Runout 0.01 6 234 0.009 Up: ST -370 55 4.7 0.030 0.008 Rnd 29.2 6.6 27.8 0.017 Presize 46 45.9 0.349 0.451 ---Duct Name: SR -340, Supplies: Bedroom 4, Fittings: 2-I, 4 -AD, Effective Length: 56.9 Runout 0.01 6 234 0.009 Up: ST -360 55 4.7 0.030 0.009 Rnd 28.2 6.6 28.7 0.017 Presize 46 44.3 0.349 0.451 ---Duct Name: SR -350, Supplies: Master Bedroom, Fittings: 2-I, 4 -AD, Effective Length: 79.3 Runout 0.01 8 335 0.014 Up: ST -290 55 6.2 0.041 0.019 Rnd 33.1 8.7 46.2 0.032 Presize 117 69.3 0.335 0.465 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM I -- Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 E Pane 10 Manual D Ductsize Data - Duct System 2 - Supply (cont'o ---Duct Name, etc. Type Roughness Diameter Velocity SPL.Duct Upstream Temperature Width Loss/100 SPL.Fit Shape Length Height Fit. Eq.Len SPL.Tot Sizino CFM Area SP.Avail SPL.Cumul ---Duct Name: SR -360, Supplies: Master Bedroom, Fittings: 2-I, 4 -AD, Effective Length: 89.0 Runout 0.01 8 335 Up: ST -300 55 6.2 0.041 Rnd 42.9 8.7 46.2 Presize 117 89.8 0.331 ---Duct Name: SR -370, Supplies: Master Bath, Fittings: 2-I, 4 -AD, Effective Length: 60.8 Runout 0.01 7 296 Up: ST -320 55 5.4 0.038 Rnd 22.6 7.7 38.2 Presize 79 41.4 0.344 ---Duct Name: SR -380, Supplies: W/C, Fittings: 2-I, 4 -AD, Effective Length: 49.5 Runout 0.01 5 198 Up: ST -340 55 3.9 0.028 Rnd 26.1 5.5 23.4 Presize 27 34.2 0.353 0.018 0.019 0.036 0.469 0.009 0.015 0.023 0.456 0.007 0.007 0.014 0.447 ---Duct Name: SR -390, Supplies: Wic, Fittings: 2-I, 4 -AD, Effective Length: 56.6 Runout 0.01 6 214 0.007 Up: ST -350 55 4.7 0.025 0.008 Rnd 26.3 6.6 30.3 0.014 Presize 42 41.3 0.352 0.448 ---Duct Name: SR -400, Supplies: Loft, Fittings: 2-I, 4 -AD, Effective Length: 64.6 Runout 0.01 8 269 0.005 Up: ST -330 55 6.2 0.027 0.012 Rnd 19.0 8.7 45.6 0.017 Presize 94 39.7 0.350 0.450 ---Duct Name: ST -300, Feeds Into: Loft, Effective Length: 0.6 Trunk 0.0003 15.2 518 0.000 Up: ST -290 55 20 0.028 0.000 Rect 0.6 10 0.0 0.000 Presize 720 2.9 0.368 0.433 ---Duct Name: ST -310, Feeds Into: Loft, Effective Length: 1.9 Trunk 0.0003 15.2 389 0.000 Up: ST -300 55 20 0.017 0.000 Rect 1.9 10 0.0 0.000 Presize 540 9.6 0.367 0.433 ---Duct Name: ST -320, Feeds Into: Loft, Effective Length: 1.7 Trunk 0.0003 15.2 364 0.000 Up: ST -310 55 20 0.015 0.000 Rect 1.7 10 0.0 0.000 Presize 505 8.3 0.367 0.433 ---Duct Name: ST -330, Feeds Into: Loft, Effective Length: 1.1 Trunk 0.0003 15.2 307 0.000 Up: ST -320 55 20 0.011 0.000 Rect 1.1 10 0.0 0.000 Presize 426 5.4 0.367 0.433 M:\ ..ARemington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM ---Duct Name: ST -360, Feeds Into: Loft, Effective Length: 0.5 Trunk 0.0003 & Light Commercial HVAC Loads 0.000 Elite Software Development, Inc. E•Residential VAC LLC 0.000 Rect 0.5 Remington - Quail Ridge - 5212 Quail St n, CO 80125 _ 2.5 Pae 11 Manual D Ductsrze Data _ - Duct System 2 - Supply contlo 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: ST-340, Feeds Into: Loft, Effective Length: 1.3 123 0.000 Trunk 0.0003 15.2 239 0.000 Up: ST-330 55 20 0.007 0.000 Rect 1.3 10 0.0 0.000 Presize 332 6.2 0.367 0.433 ---Duct Name: ST-350, Feeds Into: Loft, Effective Length: 0.8 0.000 Rect 1.0 Trunk 0.0003 15.2 220 0.000 Up: ST-340 55 20 0.006 0.000 Rect 0.8 10 0.0 0.000 Presize 305 3.8 0.367 0.433 ---Duct Name: ST -360, Feeds Into: Loft, Effective Length: 0.5 Trunk 0.0003 15.2 189 0.000 Up: ST -350 55 20 0.005 0.000 Rect 0.5 10 0.0 0.000 Presize 263 2.5 0.367 0.433 ---Duct Name: ST -370, Feeds Into: Loft, Effective Length: 0.8 Trunk 0.0003 15.2 156 0.000 Up: ST -360 55 20 0.003 0.000 Rect 0.8 10 0.0 0.000 Presize 217 4.2 0.367 0.433 ---Duct Name: ST -380, Feeds Into: Loft, Effective Length: 0.7 Trunk 0.0003 15.2 123 0.000 Up: ST -370 55 20 0.002 0.000 Rect 0.7 10 0.0 0.000 Presize 171 3.3 0.367 0.433 ---Duct Name: ST -390, Feeds Into: Loft, Effective Length: 1.0 Trunk 0.0003 15.2 81 0.000 Up: ST -380 55 20 0.001 0.000 Rect 1.0 10 0.0 0.000 Presize 112 5 0.367 0.433 ---Duct Name: SR -280, Supplies: Bath 3, Fittings: 2-I, 4 -AD, Effective Length: 39.4 Runout 0.01 5 257 0.007 Up: ST -310 55 3.9 0.047 0.011 Rnd 15.7 5.5 23.8 0.018 Presize 35 20.5 0.349 0.451 ---Duct Name: SR -270, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 47.5 Runout 0.01 6 321 0.009 Up: ST -300 55 4.7 0.056 0.017 Rnd 16.4 6.6 31.0 0.026 Presize 63 25.8 0.341 0.459 ---Duct Name: SR -260, Supplies: Bedroom 2, Fittings: 2-I, 4 -AD, Effective Length: 40.6 Runout 0.01 6 321 0.005 Up: ST -290 55 4.7 0.056 0.017 Rnd 9.6 6.6 31.0 0.023 Presize 63 15.1 0.345 0.455 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5212 Quail St E 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. Summar Number of active trunks: 12 Number of active runouts: 15 Total runout outlet airflow: 900 Main trunk airflow: 900 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: 0.469 SR-360 Return loss added to supply: 0.134 Total effective length of return ( ft.): 321.0 Mstr Ceiling Total effective length of supply ( ft.): 210.3 SR-360 Overall total effective length ( ft.): 531.3 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): 640.4 Attic (Linked to duct load) Total system duct surface area: 640.4 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 91 Pace 13 Manual D Ductslze Data - Duct System 1 - Return 299 Up: RT -170 ---Duct Name, etc. 5.4 0.023 Rnd 4.0 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: high/low, Returns From: Study, Fittings: 6-B, 6-F, 6-H, Effective Length: 200.9 34.4 Runout 0.0003 12.9 444 0.000 Up: RT -120 75 14 0.024 0.048 Rect 0.6 10 200.3 0.049 Presize 432 2.4 0.000 0.049 ---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 -0.048 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 Up: RT -170 75 5.4 0.023 Rnd 4.0 7.7 34.4 Presize 80 7.3 -0.047 ---Duct Name: H Low 2, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.3 Runout 0.0003 7 299 Up: RT -160 75 5.4 0.023 Rnd 3.9 7.7 34.4 Presize 80 7.2 -0.047 ---Duct Name: H Low, Returns From: Pwdr, Fittings: 6-C, 12-S, 6-F, Effective Length: 38.4 Runout 0.0003 7 299 Up: RT -150 75 5.4 0.023 Rnd 4.0 7.7 34.4 Presize 80 7.3 -0.047 ---Duct Name: RT -170, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 Up: RT -110 75 25 Rect 1.0 10 Presize 822 5.8 ---Duct Name: RT -160, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 Up: RT -170 75 25 Rect 1.0 10 Presize 742 5.8 ---Duct Name: RT -150, Feeds From: Basement, Effective Length: 1.0 Trunk 0.0003 16.9 Up: RT -160 75 25 Rect 1.0 10 Presize 662 5.8 ---Duct Name: RT -140, Feeds From: Basement, Effective Length: 2.0 Trunk 0.0003 16.9 Up: RT -150 75 25 Rect 2.0 10 Presize 582 11.7 474 0.021 0.0 -0.056 427 0.018 0.0 -0.056 381 0.014 0.0 -0.056 335 0.011 0.0 -0.056 0.001 0.008 0.009 0.009 0.001 0.008 0.009 0.009 n$o lot M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac -Residential &Light Commercial HVAC Loads ® Smith 8 Willis HVAC LLC Elite Software Development, Inc. Remington Quail Ridge 5212 Quail St 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 Sizin CFM Area SP.Avail SPL.Cumul ---Duct Name: RMT -100, Feeds From: Basement, Fittings: 5-H1, 5-N, Effective Length: 177.3 Trunk 0.0003 16.9 520 0.000 Up: Fan 75 25 0.025 0.044 Rect 0.4 10 176.9 0.044 Presize 902 2.4 -0.058 0.102 ---Duct Name: RT -110, Feeds From: Basement, Effective Length: 5.6 Trunk 0.0003 16.9 520 0.001 Up: RMT -100 75 25 0.025 0.000 Rect 5.6 10 0.0 0.001 Presize 902 32.6 -0.056 0.100 ---Duct Name: RT -120, Feeds From: Basement, Effective Length: 11.1 Trunk 0.0003 12.9 444 0.003 Up: RT -180 75 14 0.024 0.000 Rect 11.1 10 0.0 0.003 Presize 432 44.3 -0.049 0.093 ---Duct Name: RT -180, Feeds From: Basement, Fitting: 12 -Fl, Effective Length: 18.2 Trunk 0.0003 12.9 444 0.000 Up: RT -140 75 14 0.024 0.004 Rect 2.0 10 16.2 0.004 Presize 432 8 -0.051 0.095 ---Duct Name: bsmt, Returns From: Basement, Fittings: 6-C, 6-M, Effective Length: 33.9 Runout 0.0003 8 430 0.003 Up: RT -140 75 6.2 0.036 0.009 Rnd 9.0 8.7 24.9 0.012 Presize 150 18.8 -0.043 0.012 Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ft./min, Temperature: F Notes: Static pressure available values for return ducts are at the entrance of the duct. For supply, they are at the exit. The cumulative static pressure loss value for a return trunk is with respect to the entry point of the return runout upstream with the highest static pressure available. Total and cumulative static pressure loss values for the supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summar Number of active trunks: 8 Number of active runouts: 6 Total runout outlet airflow: 902 Main trunk airflow: 902 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: 0.049 high/low Return loss added to supply: 0.102 Total effective length of return ( ft.): 417.9 high/low M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St 10 Manual D Ductsize Data - Duct System 1 - Return (cont'd) Summary 777 System duct surface area (Scenario 1): 166.9 Main (Linked to duct load) Total system duct surface area: 166.9 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5212 Quail St Littleton C080125 Page 16 _ Manual D Ductsize Data - Duct System 2 - Return ---Duct Name, etc. f 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-H1, 5-N, 11-A, Effective Length: 262.2 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 -0.028 0.134 ---Duct Name: Mstr Ceiling, Returns From: Master Bedroom, Fittings: 6-C, 6-M, Effective Length: 58.8 Runout 0.01 12 486 0.008 Up: RMT-190 75 9.3 0.047 0.019 Rnd 18.0 13.1 40.9 0.028 Presize 382 56.4 0.000 0.028 ---Duct Name: Ceiling 2, Returns From: Loft, Fittings: 6-C, 6-M, Effective Length: 44.5 Runout 0.01 12 330 0.005 Up: RMT-190 75 9.3 0.022 0.005 Rnd 20.4 13.1 24.1 0.010 Presize 259 64.1 -0.018 0.010 ---Duct Name: Ceiling, Returns From: Loft, Fittings: 6-C, 6-M, Effective Length: 32.7 Runout 0.01 12 330 0.002 Up: RMT-190 75 9.3 0.022 0.005 Rnd 8.6 13.1 24.1 0.007 Presize 259 27 -0.021 0.007 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: 1 Number of active runouts: 3 Total runout outlet airflow: 900 Main trunk airflow: 900 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: 0.028 Mstr Ceiling Return loss added to supply: 0.134 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 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 - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 0 Paae 17 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac • Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 18 Total Building Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 707.5 14,656 0 15,493 15,493 SHGC 0.3 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 94 94 Bsmt R11-7: Wall- 310 1,306 0 48 48 Exterior R23: Wall- 3201.3 13,912 0 2,275 2,275 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 2317.3 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, 1581.3 2,182 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- 751.6 1,556 0 136 136 Subtotals for structure: 43,466 0 20,333 20,333 People: 5 1,000 1,150 2,150 Equipment: 0 2,000 2,000 Lighting: 0 0 0 Ductwork: 9,411 -260 4,977 4,717 Infiltration: Winter CFM: 188, Summer CFM: 176 11,751 -3,860 2,556 -1,304 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.15 gal/day : 1,890 0 0 0 AED Excursion: 0 0 216 216 Total Building Load Totals: 66,518 -3,120 31,232 28,112 Check Figures Total Building Supply CFM: 1,720 CFM Per Square ft.: 0.338 Square ft. of Room Area: 5,095 Square ft. Per Ton: 2,175 Volume (ft3) of Cond. Space: 50,264 Building Loads 7771 Total Heating Required Including Ventilation Air: 66,518 Btuh 66.518 MBH Total Sensible Gain: 31,232 Btuh 100 % Total Latent Gain: -3,120 Btuh 0 % Total Cooling Required Including Ventilation Air: 31,232 Btuh 2.60 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ® Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 19' [-System 1 System 1 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 445 9,217 0 9,953 9,953 SHGC 0.3 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 94 94 Bsmt R11-7: Wall- 310 1,306 0 48 48 Exterior R23: Wall- 1932.4 8,399 0 1,375 1,375 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, 1581.3 2,182 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: 28,257 0 11,957 11,957 People: 1 200 230 430 Equipment: 0 1,700 1,700 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 109, Summer CFM: 97 6,802 -2,127 1,408 -719 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 Humidification (Winter) 5.15 gal/day : 1,890 0 0 0 AED Excursion: 0 0 216 216 System 1 System 1 Load Totals: 36,949 -1,927 15,511 13,584 Check Figures Supply CFM: 820 CFM Per Square ft.: 0.261 Square ft. of Room Area: 3,140 Square ft. Per Ton: 2,774 Volume (W) of Cond. Space: 34,455 System Loads Total Heating Required Including Ventilation Air: 36,949 Btuh 36.949 MBH Total Sensible Gain: 15,511 Btuh 100 % Total Latent Gain: -1,927 Btuh 0 % Total Cooling Required Including Ventilation Air: 15,511 Btuh 1.29 Tons (Based On Sensible + Latent) Notes 1 Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac • Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Pa a 20 System 2 System 2 Summary Loads Component Area Sen Lat Sen Total Description Quan Loss Gain Gain Gain Remington: Glazing -Remington Windows, u -value 0.3, 262.5 5,439 0 5,540 5,540 SHGC 0.3 Exterior R23: Wall- 1268.9 5,513 0 900 900 16B-50: Roof/Ceiling-Under Attic with Insulation on Attic 1955.8 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- 751.6 1,556 0 136 136 Subtotals for structure: 15,209 0 8,376 8,376 People: 4 800 920 1,720 Equipment: 0 300 300 Lighting: 0 0 0 Ductwork: 9,411 -260 4,977 4,717 Infiltration: Winter CFM: 79, Summer CFM: 79 4,949 -1,733 1,148 -585 Ventilation: Winter CFM: 0, Summer CFM: 0 0 0 0 0 System 2 System 2 Load Totals: 29,569 -1,193 15,721 14,528 Check Figures Supply CFM: 900 CFM Per Square ft.: 0.460 Square ft. of Room Area: 1,955 Square ft. Per Ton: 1,615 Volume (ft3) of Cond. Space: 15,809 Sys tem Loads Total Heating Required Including Ventilation Air: 29,569 Btuh 29.569 MBH Total Sensible Gain: 15,721 Btuh 100 % Total Latent Gain: -1,193 Btuh 0 % Total Cooling Required Including Ventilation Air: 15,721 Btuh 1.31 Tons (Based On Sensible + Latent) Notes Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac -Residential &Light Commercial HVAC Loads Elite Software Development, Inc Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail StJJ 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'3014AL'+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6540237 23200 13 SEER Natural Gas Furnace 59SC2C060S14--12 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 56000 92.1 AFUE M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St 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*3014AL*+TDR CARRIER AIR CONDITIONING CARRIER AIR CONDITIONING 6540237 23200 13 SEER Natural Gas Furnace 59SC2C060S14--12 Carrier CARRIER CORPORATION Natural Gas or Propane Furnace 56000 92.1 AFUE M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. " Smith & Willis HVAC LLC ERemington - Quail Ridge - 5212 Quail St Littleton, CO 80125 _ Pare 23 Detailed Room Loads - Room 1 - Basement (Average Load Procedure) General _ Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 1,581.3 ft. System Number: 1 Room Width: 1.0 ft. Zone Number: 1 Area: 1,581.0 sq.ft. Supply Air: 200 CFM Ceiling Height: 10.0 ft. Supply Air Changes: 0.8 AC/hr Volume: 15,813.0 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.: 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-Bsmt R11-9 20 X 10 200 0.051 3.9 770 0.1 0 15 E -W all-Bsmt R11-9 6 X 10 60 0.051 3.9 231 0.1 0 4 S -W all-Bsmt R11-7 16.9 X 10 149.2 0.051 4.2 627 0.2 0 23 W -Wall-Bsmt R11-9 44.5 X 10 405 0.051 3.6 1,440 0.0 0 3 N -Wall-Bsmt R11-9 12 X 10 120 0.051 3.9 462 0.1 0 9 W -Wall-Bsmt R11-9 6.8 X 10 67.5 0.051 3.9 260 0.1 0 5 N -Wall-Bsmt R11-9 13.5 X 10 134.8 0.051 3.9 519 0.1 0 10 E -Wall-Bsmt R11-9 16.6 X 10 165.8 0.051 3.9 638 0.1 0 12 N -Wall-Bsmt R11-9 5.2 X 10 52.1 0.051 3.9 201 0.1 0 4 E -W all-Bsmt R11-9 3 X 10 30 0.051 3.9 116 0.1 0 2 N -Wall-Bsmt R11-9 19.2 X 10 192.2 0.051 3.9 740 0.1 0 14 E -Wall-Bsmt R11-9 7.6 X 10 75.8 0.051 3.9 292 0.1 0 6 S -Wall-Bsmt R11-9 13 X 10 130 0.051 3.9 501 0.1 0 10 E -W all-Bsmt R11-7 18.1 X 10 160.8 0.051 4.2 679 0.2 0 25 S -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 16.8 0 335 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 33.2 0 663 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 33.2 0 663 E -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 33.2 0 663 Floor-21A-32 1 X 1581.3 1581.3 0.020 1.4 2,182 0.0 0 0 Subtotals for Structure: 11,314 0 2,466 Infil.: Win.: 11.4, Sum.: 10.1 272 2.607 710 0.540 -222 147 AED Excursion: 37 Room Totals: 12,024 -222 2,650 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington- Quail Ridge - 5212 Quail St Littleton, GO 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: 45 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 0.8 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.: 15 CFM Actual Summer Infil.: 14 CFM Iterri, Area -U_ Htg Sen Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 6.5 X 10.1 40.3 0.063 4.3 175 0.7 0 29 N -Wall-Exterior R23 13.2 X 10.1 132.8 0.063 4.3 577 0.7 0 95 E -Wall-Exterior R23 16.5 X 10.1 165.9 0.063 4.3 721 0.7 0 118 W -Door-R6.6 Door 3 X 6.7 20 0.151 10.4 208 3.3 0 66 W -GIs-Remington shgc-0.3 0%S 5 0.300 20.7 104 33.2 0 166 Subtotals for Structure: 1,785 0 474 Infil.: Win.: 15.2, Sum.: 13.5 364 2.607 949 0.538 -297 196 AED Excursion: 9 Room Totals: 2,734 -297 679 I M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC M Remington - Quail Ridge - 5212 Quail St 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: 93 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.2 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.: 10 CFM Actual Summer Infil.: 9 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 12.5 X 10.1 96 0.063 4.3 417 0.7 0 68 N -Wall-Exterior R23 12 X 10.1 76 0.063 4.3 330 0.7 0 54 W -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 33.2 0 995 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 10.7 0 160 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 10.7 0 160 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 10.7 0 160 Subtotals for Structure: 2,301 0 1,597 Infil.: Win.: 10.3, Sum.: 9.2 247 2.608 644 0.539 -201 133 AED Excursion: 24 Room Totals: 2,945 -201 1,754 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Pa a 26 Detailed Room Loads - Room 4 - Pantry (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: 17 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.5 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 Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 5.2 X 10.1 44.9 0.063 4.3 195 0.7 0 32 W -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 33.1 0 265 Subtotals for Structure: 361 0 297 Infil.: Win.: 2.2, Sum.: 2.0 53 2.608 138 0.548 -43 29 AED Excursion: 5 Room Totals: 499 -43 331 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Littleton, CO 80125 E Remington - Quail Ridge - 5212 Quail St Page 27 Detailed Room Loads - Room 5 - Kitchen/dining (Avera e Load Procedure General 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: 247 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 3.4 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.: 21 CFM Actual Summer Infil.: 18 CFM Item Area -U- Htg Sen Clg Lat Sen j Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 16.8 X 10.1 96.8 0.063 4.3 421 0.7 0 69 W -Wall-Exterior R23 26.5 X 10.1 237.1 0.063 4.3 1,031 0.7 0 169 E -Wall-Exterior R23 6 X 10.1 40.5 0.063 4.3 176 0.7 0 29 S -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 16.7 0 301 S -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 16.7 0 301 S -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 16.7 0 301 S -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 16.7 0 301 W -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 33.2 0 995 E -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 33.2 0 664 Subtotals for Structure: 4,155 0 3,130 Infil.: Win.: 20.7, Sum.: 18.5 496 2.607 1,294 0.540 -405 268 AED Excursion: 65 Equipment: _ 0 1,200 Room Totals: 5,449 -405 4,663 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac -Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC E Remington - Quail Ridge - 5212 Quail St 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: 235 CFM Ceiling Height: 18.2 ft. Supply Air Changes: 2.2 AC/hr Volume: 6,566.0 cu.ft. Req. Vent. Cig: 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.: 29 CFM Actual Summer Infil.: 26 CFM Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 20.1 X 18.2 243.9 0.063 4.3 1,060 0.7 0 174 E -Wall-Exterior R23 18 X 18.2 311.1 0.063 4.3 1,352 0.7 0 221 S -GIs-Remington shgc-0.3 0%S 33 0.300 20.7 683 16.8 0 553 S -GIs-Remington shgc-0.3 0%S 33 0.300 20.7 683 16.8 0 553 S -GIs-Remington shgc-0.3 0%S 55 0.300 20.7 1,139 16.7 0 921 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 E -GIs-Remington shgc-0.3 0%S 4 0.300 20.7 83 33.3 0 133 UP-Ceil-16B-50 361.5 X 1 361.5 0.020 1.4 499 0.9 0 333 Subtotals for Structure: 5,748 0 3,287 Infil.: Win.: 28.9, Sum.: 25.7 692 2.606 1,803 0.539 -564 373 AED Excursion: 62 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: _ 0 500 Room Totals: 7,551 -364 4,452 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5212 Quail St 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.: 3 CFM Item Area -U- Htg Sen Clg Lat Sen Descri tion Quantity Value _ HTM Loss HTM Gain Gain N -Wall-Exterior R23 5.5 X 10.1 55.4 0.063 4.3 241 0.7 0 39 E -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.: 3.5, Sum.: 3.2 85 2.607 221 0.543 -69 46 AED Excursion: 1 Room Totals: 590 -69 107 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 _ Pa,qe 30_ _ _ FD—etailed 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: 31 CFM Ceiling Height: 10.1 ft. Supply Air Changes: 2.1 AC/hr Volume: 873.0 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 _ S -Wall-Exterior R23 5.5 X 10.1 37.2 0.063 4.3 162 0.7 0 27 N -Wall-Exterior R23 11.7 X 10.1 97.6 0.063 4.3 424 0.7 0 69 N -Door-R5 Door 3 X 6.7 20 0.200 13.8 276 4.4 0 88 S -GIs-Remington shgc-0.3 0%S 18 0.300 20.7 373 16.7 0 301 Subtotals for Structure: 1,235 0 485 Infil.: Win.: 7.2, Sum.: 6.4 173 2.603 450 0.538 -141 93 AED Excursion: 8 Room Totals: 1,685 -141 586 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 32 Detailed Room Loads -Room ]0 -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: 92 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.0 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 W -Wall-Exterior R23 12.2 X 8.1 99 0.063 4.3 430 0.7 0 70 N -Wall-Exterior R23 12.8 X 8.1 73.7 0.063 4.3 320 0.7 0 52 E -Wall-Exterior R23 2 X 8.1 16.1 0.063 4.3 70 0.7 0 11 E -Wall-Exterior R23 0.5 X 8.1 3.7 0.063 4.3 16 0.7 0 3 N -GIs-Remington shgc-0.3 100%S 30 0.300 20.7 621 10.6 0 319 UP-Ceil-16B-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 0 704 Infil.: Win.: 11.5, Sum.: 11.5 222 3.232 719 0.751 -252 167 Ductwork: 1,363 510 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 4,282 -52 1,611 I I I I M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Pa a 33 Detailed Room Loads - Room 11 - Bath 2 (Average Load Procedure G,enerai 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: 29 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 6.4 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 Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 5.6 X 8.1 41.1 0.063 4.3 179 0.7 0 29 E -Wall-Exterior R23 5.9 X 8.1 43.8 0.063 4.3 191 0.7 0 31 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 10.8 0 43 E -GIs-Remington shgc-0.3 0%S UP-Ceil-166-50 33 X 1 4 33 0.300 0.020 20.7 83 1.4 46 33.3 0.9 0 0 133 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: 444 158 Room Totals: 1,394 -105 500 i I M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM --Residential Rhvac & Light Commercial Smith & Willis HVAC LLC HVAC Loads Elite Software Development, Inc. Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 34 Detailed Room Loads -Room 12 -Laundry (Avera e 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: 24 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.0 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 N -Wall-Exterior R23 6.8 X 8.1 40.5 0.063 4.3 176 0.7 0 29 N -GIs-Remington shgc-0.3 100%S 14 0.300 20.7 290 10.6 0 149 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 0 243 Infil.: Win.: 2.8, Sum.: 2.8 55 3.227 176 0.752 -62 41 Ductwork: 395 132 Room Totals: 1,241 -62 416 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac,- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 35 Detailed Room Loads -Room 13 -Bedroom 3 (Average Load Procedure) General i Calculation Mode: Htg. & clg. Occurrences: 1 Room Length: 205.1 ft. System Number: 2 Room Width: 1.0 ft. Zone Number: 1 Area: 205.0 sq.ft. Supply Air: 118 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.3 AC/hr Volume: 1,658.0 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 I Description Quantity Value HTM Loss HTM Gain Gain N -Wall-Exterior R23 1.2 X 8.1 9.5 0.063 4.3 41 0.7 0 7 W -Wall-Exterior R23 0.9 X 8.1 7.4 0.063 4.3 32 0.7 0 5 N -Wall-Exterior R23 6.6 X 8.1 38.2 0.063 4.3 166 0.7 0 27 E -Wall-Exterior R23 0.9 X 8.1 7.4 0.063 4.3 32 0.7 0 5 N -Wall-Exterior R23 4.9 X 8.1 39.8 0.063 4.3 173 0.7 0 28 E -Wall-Exterior R23 12.2 X 8.1 83.3 0.063 4.3 362 0.7 0 59 1 N -GIs-Remington shgc-0.3 100%S 15 0.300 20.7 311 10.7 0 160 E -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 33.2 0 498 UP-Ceil-1613-50 205.1 X 1 205.1 0.020 1.4 283 0.9 0 189 Floor -Floor R50.4 1 X 205.1 205.1 0.030 2.1 425 0.2 0 37 Subtotals for Structure: 2,136 0 1,015 Infil.: Win.: 11.2, Sum.: 11.2 216 3.233 697 0.751 -244 162 Ductwork: 1,323 652 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 4,156 -44 2,059 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 36 _ _ [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: 35 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.5 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 Cig Lat Sen Description Quantity Value HTM Loss HTM Gain Gain E -Wall-Exterior R23 6.2 X 8.1 41.9 0.063 4.3 182 0.7 0 30 E -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 33.1 0 265 UP-Ceil-16B-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 0 375 Infil.: Win.: 2.6, Sum.: 2.6 50 3.229 161 0.742 -56 37 Ductwork: 354 191 Room Totals: 1,113 -56 603 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith &Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 37 Detailed Room Loads -Room 15 -Bedroom 2 Avera e Load Procedure General 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: 127 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 4.5 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 Item Area -U- Htg Sen Clg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 12.9 X 8.1 74.2 0.063 4.3 322 0.7 0 53 E -Wall-Exterior R23 12.2 X 8.1 98.3 0.063 4.3 427 0.7 0 70 S -GIs-Remington shgc-0.3 0%S 30 0.300 20.7 621 16.7 0 502 UP-Ceil-1613-50 210.9 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 0 834 Infil.: Win.: 10.5, Sum.: 10.5 202 3.230 654 0.751 -229 152 Ductwork: 1,161 702 People: 200 lat/per, 230 sen/per: 1 200 230 Equipment: _ _ _ _ 0 300 Room Totals: 3,647 -29 2,218 I M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 38 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: 94 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 1.4 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 Cig Lat Seri Descri tion Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 6.2 X 8.1 32.4 0.063 4.3 141 0.7 0 23 W -GIs-Remington shgc-0.3 0%S 17.5 0.300 20.7 362 33.1 0 580 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 1,088 Infil.: Win.: 2.6, Sum.: 2.6 50 3.229 161 0.742 -56 37 Ductwork: 729 521 Room Totals: 2,290 -56 1,646 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac- Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 39 Detailed Room Loads -Room 17 -Master Bedroom Avera e 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: 235 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 5.3 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 i Description Quantity Value HTM Loss HTM Gain Gain S -Wall-Exterior R23 16.9 X 8.1 76.7 0.063 4.3 333 0.7 0 55 W -Wall-Exterior R23 18.8 X 8.1 139 0.063 4.3 604 0.7 0 99 E -Wall-Exterior R23 6.2 X 8.1 38 0.063 4.3 165 0.7 0 27 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 16.7 0 251 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 16.7 0 251 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 16.7 0 251 S -GIs-Remington shgc-0.3 0%S 15 0.300 20.7 311 16.7 0 251 W -GIs-Remington shgc-0.3 0%S 12.5 0.300 20.7 259 33.2 0 415 E -GIs-Remington shgc-0.3 0%S 12.5 0.300 20.7 259 33.2 0 415 UP-Ceil-1613-50 328 X 1 328 0.020 1.4 453 0.9 0 302 Subtotals for Structure: 3,317 0 2,317 Infil.: Win.: 17.5, Sum.: 17.5 339 3.233 1,095 0.750 -384 254 Ductwork: 2,060 1,298 People: 200 lat/per, 230 sen/per: 1 200 230 Room Totals: 6,472 -184 4,099 I M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 40 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: 79 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 3.6 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 Area -U- Htg Sen CIg Lat Sen Description Quantity Value HTM Loss HTM Gain Gain W -Wall-Exterior R23 12.2 X 8.1 79 0.063 4.3 343 0.7 0 56 W -GIs-Remington shgc-0.3 0%S 20 0.300 20.7 414 33.2 0 663 UP-Ceil-16B-50 161.7 X 1 161.7 0.020 1.4 223 0.9 0 149 Subtotals for Structure: 980 0 868 Infil.: Win.: 5.1, Sum.: 5.1 99 3.233 320 0.748 -112 74 Ductwork: 607 436 Room Totals: 1,907 -112 1,378 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5212 Quail St Littleton CO80125 Page 41 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: 27 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 9.2 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 W -Wall-Exterior R23 3.3 X 8.1 18.9 0.063 4.3 82 0.7 0 13 W -GIs-Remington shgc-0.3 0%S 8 0.300 20.7 166 33.1 0 265 UP-Ceil-16B-50 21.4 X 1 21.4 0.020 1.4 30 0.9 0 20 Subtotals for Structure: 278 0 298 Infil.: Win.: 1.4, Sum.: 1.4 27 3.233 87 0.743 -30 20 Ductwork: 170 147 Room Totals: 535 -30 465 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential &light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton CO 80125 Page 42 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: 42 CFM Ceiling Height: 8.1 ft. Supply Air Changes: 2.5 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 W -Wall-Exterior R23 10.2 X 8.1 82.2 0.063 4.3 357 0.7 0 58 N -Wall-Exterior R23 12 X 8.1 85 0.063 4.3 369 0.7 0 60 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 10.8 0 43 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 10.8 0 43 N -GIs-Remington shgc-0.3 100%S 4 0.300 20.7 83 10.8 0 43 UP-Ceil-166-50 125.4 X 1 125.4 0.020 1.4 173 0.9 0 115 Subtotals for Structure: 1,148 0 362 Infil.: Win.: 9.3, Sum.: 9.3 179 3.232 579 0.748 -203 134 Ductwork: 806 230 Room Totals: 2,533 -203 726 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 _._._ —_ _ Page 43 Sstem 1 Room Load Summary- Htg Min Run Run Clg 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 1,581 12,024 200 5,55 2,650 -222 146 200 2 Foyer 353 2,734 45 6 679 -297 38 45 3 Study 172 2,945 49 6,6 1,754 -201 97 93 4 Pantry 41 499 8 3 331 -43 18 17 5 Kitchen/dining 432 5,449 91 7,7,7 4,663 -405 257 247 6 Great Room 361 7,551 126 7,7,7 4,452 -364 246 235 7 Pwdr 57 590 10 3 107 -69 6 10 8 Mud Room 87 1,685 28 5 586 -141 32 31 9 M Wic 56 1,582 26 5 288 -185 16 26 Humidification 1,890 System 1 total 3,140 36,949 583 15,511 - -1,927 856 820 System 1 Main Trunk Size: 25x10 in. Velocity: 471 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. LCooling System Summary Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.29 114%/-14% 15,511 -1,927 15,511 Actual: 1.93 100%/0% 23,200 0 23,200 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C060S14--12 CA13NA024""D Indoor Model: CNPV'3014AL'+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 6540237 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac --Residential & Light Commercial HVAC Loads ® Smith & Willis HVAC LLC Elite Software Development, Inc. Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 _ _ Page 44 _._ System 2 Room Load Summary Htg Min Run Run Clg 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--- 10 Bedroom 4 230 4,282 68 6,6 1,611 -52 89 92 11 Bath 2 33 1,394 22 5 500 -105 28 29 12 Laundry 59 1,241 20 5 - 416 -62 23 24 13 Bedroom 3 205 4,156 66 7,7 2,059 -44 114 118 14 Bath 3 72 1,113 18 5 603 -56 33 35 15 Bedroom 2 211 3,647 58 6,6 - 2,218 -29 122 127 16 Loft 509 2,290 36 8 1,646 -56 91 94 17 Master Bedroom 328 6,472 102 8,8 - 4,099 -184 226 235 18 Master Bath 162 1,907 30 7 1,378 -112 76 79 19 W/C 21 535 8 5 465 -30 26 27 20 Wic 125 2,533 40 6 726 -203 40 42 Duct Latent -260 System 2 total 1,955 29,569 466 15,721 -1,193 868 900 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 Cooling Sensible/Latent Sensible Latent Total Tons Split Btuh Btuh Btuh Net Required: 1.31 108%/-8% 15,721 -1,193 15,721 Actual: 1.93 100%/0% 23,200 0 23,200 Equipment Data Heating System Cooling System Type: Natural Gas Furnace Standard Air Conditioner Model: 59SC2C060S14--12 CA13NA024""D Indoor Model: CNPV"3014AL'+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 6540237 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC E Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 45 Building Rotation Report All rotation degree values in this report are clockwise with respect to the project's original orientation. _ Building orientation as entered (zero degrees rotation): Front door faces West Individual Rooms 00 450 900 135° 1800 2250 2700 3150 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 *200 200 200 200 200 200 200 200 5,5,5 2 Foyer *45 45 45 45 45 45 45 45 6 3 Study 93 96 102 112 116 *118 109 102 6,6 4 Pantry 17 12 8 13 *19 14 9 14 3 5 Kitchen/dining *247 241 235 237 241 235 234 239 7,7,7 6 Great Room 235 272 *301 258 211 250 290 265 7,7,7 7 Pwdr *10 10 10 10 10 10 10 10 3 8 Mud Room 31 38 *43 35 28 35 42 37 5 9 M Wic *26 26 26 26 26 26 26 26 5 System 2: Zone 1: 10 Bedroom 4 92 112 *134 123 108 122 132 111 6,6 11 Bath 2 29 28 28 30 *31 28 25 26 5 12 Laundry 24 35 *45 40 31 40 45 35 5 13 Bedroom 3 118 115 113 121 *127 114 105 108 7,7 14 Bath 3 35 28 21 28 *35 25 17 25 5 15 Bedroom 2 127 140 *151 130 113 129 150 139 6,6 16 Loft 94 72 55 72 *95 78 62 77 8 17 Master Bedroom 235 248 *248 228 206 227 246 247 8,8 18 Master Bath 79 56 37 57 *80 63 46 63 7 19 W/C 27 18 10 18 *27 21 14 21 5 20 Wic 42 49 *58 53 48 53 57 48 6 * Indicates highest CFM of all rotations. Whole Building Rotation Front. door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 00 West *1,720 31,232 *-3,120 2.60 450 Northwest 1,720 *36,847 -3,119 *3.07 90° North 1,720 36,314 -3,123 3.03 1350 Northeast 1,720 34,418 -3,122 2.87 180° East 1,720 29,797 -3,121 2.48 225° Southeast 1,720 33,650 -3,124 2.80 270° South 1,720 34,035 -3,118 2.84 315° Southwest 1,720 34,487 -3,118 2.87 * Indicates highest value of all rotations. System 1 Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 00 West *820 15,511 *-1,927 1.29 45° Northwest 820 *19,585 -1,927 *1.63 90° North 820 19,298 -1,927 1.61 135° Northeast 820 17,460 -1,927 1.46 180° East 820 14,162 -1,927 1.18 2250 Southeast 820 16,562 -1,927 1.38 2700 South 820 16,988 -1,927 1.42 M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac - Residential &Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC Remington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 46 - Building Rotation Report (cont`d) Rotation Front door Supply Sensible Latent Net Degrees Faces CFM Gain Gain Tons 315° Southwest 820 17,432 -1,927 1.45 * Indicates highest value of all rotations. S stem 2 Rotation Front door Supply Sensible Latent Net { Degrees Faces CFM Gain Tons f 0° West *900 _Gain 15,721 *-1,193 1.31 45° Northwest 900 *17,262 -1,192 *1.44 90° North 900 17,017 -1,196 1.42 135° Northeast 900 16,958 -1,195 1.41 180° East 900 15,635 -1,194 1.30 2250 Southeast 900 17,088 -1,197 1.42 2700 South 900 17,047 -1,191 1.42 315° Southwest 900 17,055 -1,191 1.42 * Indicates highest value of all rotations. Building Rotation Tonnage i i 3.0...... ...... ........ ............. ................................................................. 2.9 ............. ......................... ............................................ w2.8........ .................................... ...................... C 0 2.7... ........................................................... c .................................. �o 0 2.6 .................................................. .......................... I ........ ........ .. 2.5...................................................... .......................................... 2.4...... ........ ......... ............. .......... ..................... ..... .................... ....... 2.3 West Northwest North Northeast East Southeast South Southwest Direction Front door Faces - Buildinq Net Tonnaqe M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM Rhvac --Residential & Light Commercial HVAC Loads Elite Software Development, Inc. Smith & Willis HVAC LLC ERemington - Quail Ridge - 5212 Quail St Littleton, CO 80125 Page 47 Building Rotation Report cont'd Building Rotation Hourly Net Gain 24,0001' * : 23,000 . 22,000 8 am 9 am 10 am 11 am 12 pm 1 pm 2 pm 3 pm 4 pm 5 pm 6 pm 7 pm Time of Day --fr— Front door faces West V— - Front door faces Northwest Front door faces North — ss Front door faces Northeast Front door faces East —� Front door faces Southeast r - Front door faces South —�— Front door faces Southwest M:\ ...\Remington - Quail Ridge - 5212 Quail St.rhv Thursday, January 04, 2018, 8:13 AM city cf -Wht �lge- r�IR )"UN1TY DmLppMENT APPROVED Revi� for Code Compliance Manual S Remington Date Quail Ridge gat rmit or °OPr°M°r °f PIOn specifkohons Vatd�]f��rt 711e issuance of o 0e violation to 5212 Quail St and conpuWlio^s shall not be a 0e ^"I J°r•r°r 0^a� t �d o Pe nits onY of the PrOvisians of me building code o of Y hoosions of the build" prcsuninq to give authmrtY t he City Shop not be ""Ad. codes or other ordinances of NOTE: Manual D Data from Elite Software Duct Sizing Program. Equipment: System 1 Furnace = Carrier Model 59SC2C060S14--12 (60,000 BTU) 92.1% AFUE Air Conditioner = Carrier Model CA13NA024****D (2 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3014AL*+TDR (2.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet.. Duct sizes: inch, Airflow: CFM, Velocity ft./min, Temperature 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. I Su mmary. I Number of active trunks: 15 Number of active run outs: 16 Total runout outlet airflow: 902 Main trunk airflow: 818 02149 Largest trunk diameter: 16.9 ST -260 Largest runoutdiameter: 7 SR -130 Smallest trunk diameter: 12.9 ST -210 Smallest runout diameter. 3 SR -190 Supplyfan e)dernal static pressure: 0.800 Supplyfan device pressure losses- 02149 Supply fan static pressure available: 0:551 Run out maxinwrrzcumulative static pressure loss: 0.455 SR -180 Return lass added to supply 0.102 Total effective length of return ( ft): 417.0 high/low Total effective length of supply( ft_): 222.2 SR -130 Overall total effective length ( ft -J: 640.2 high/low to SR -180 Design overall friction rate per 100 ft : UK (Available SP;x 1001TEL)' System duct surface area (Scenario 1): 526.1 Main (Linked to dud load) Total system duct surface area: 526.1 Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Wire Lead Color 0 -TO 040.12120-20 Test Airflow Delivery @ Various External Static Pressures 0-1 0.2 0.3 0.4 0.5 0.6 0.7 O,a,. 0_9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 input I High Heat (BTLJH) 40,000 40,000 60000 60,000 80,000 80,000 100,000 100,000 120,000 Output jHigh Heat (BTUH) 37,000 37,000 56,000 56,000 75,000 -7 -3- 75.000 -- 93,000 93,000 112,000 Certified Temperature Rise Range *F (1C) 1100 H Igh Heat 40-70 (22-39) -776- 35-6 (19-36) -- TO -70 (22-39) 375 - — 65 (19-36) 37- 6 (19-36) T 5-65 (19-36) 40-70 (22-39) 40 - TO (22-39) 45-75 (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FELTER) Furnace Return Air Connection Wire Lead Color Cooling Tons CFM j Ton Test Airflow Delivery @ Various External Static Pressures 0-1 0.2 0.3 0.4 0.5 0.6 0.7 O,a,. 0_9 1 040-10 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 BW 785 080 015 Blue 2-0 413 970 W 905 870 1125 775 730 675 570 505 Yellow 2.0 365 910 880 845 810 770 725 675 600 535 475 Red 1.5 397 725 695 665 635 595 555 510 460 390 340 06012 SIDEIBOTTOM Black I &D 385 1215 1205 1205 1195 1155 1100 1045 -975 910 805 Blue 2.5 370 980 9851 980 9551 9251 880 8351 780, 695 585 Yellow 1 2.0 425 910 920 905 880 850 815 765 6-95 630 lRed 545 I 1 15 430 750 730 705 680 645 605 555=,�4$0 —.435.. 370 040-12 GIDE/BOTTOM Black 3-0 380 1365 1310 1255 1200 1140 1080 1015 950 860 795 Yellow 25 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2.5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 435, 980 955 935 905 870 830 780 725 675 625, Red 1-5 437 720 705 6901 675 655, 625, 590 555, 525 485 0,60-16 SIDE/BOTTOM Black 4Z 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 1 3-5 377 13&0 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue &D 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885 Red 2.5 394 1030 1025 1030 1010 jiliffS 805 735 080-16 SIDE/BOTTOM Black CO 389 1650 1620 1640 1605 1555 1495 1425 1345 12:5 1165 Yellow 3.5 381 1420 14251 1400 1370 1335 1290 1230, 1170 1095 1015, Orange 3.0 3831 1205 1205 1185 1165 1150, 1100 1055 10001 935 870 Blue 2.5 384 1035 1020 1005 985 960 930 895 845 795 735 Red 2.0 380 850 625 805 785 760 725 695 655 600 545 080-20 BOTTOM or TWO -SIDES 4� 5 Black 5.0 377 2225 2160 2070 1980 115185 1790 1690 1575 1460 1345 Yellow 4.0 386 1690 1665 1640 1595 1545 1485 1410 1330 1235 1135 Orange 35 397 1485 1470 1455 1430 1390 1340 1280 1205 1120 1035 2.5 426 11 2,'j 11101 Blue 1100 109^0 1065 1035 M 935 870 806 Red T— 2.0 433 1 940 9201 910 M 865, 830 790, 745, 690 625 100-16 SIDE/BOTTOM Black 4-0 373 1715 16601 1610_ 1555 1490 1 1420 1340 1-945 1150 1065 Yellow 3-5 379 1535 1480 1435 1380 1325 1260 1180 1095 1010 910 Blue 3 3-0 367 1300 1255 1205 1160 1100 1035 970 SM 810 lRed 730 1 2.0 445 1110 1055 1005 955'7990- 8-35 770 M 610 535 100-20 BOTTOM or TWO -SIDES 4.5 Black 5-0 394 2270 2205 2130 2055 1970 1880 17W 1670 1555 1425 Yellow 5-0 367 209D 2040 1960 1910 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600, 1525 1435, 1335 1225 Red 3-5 421 1580 15501 1540 1515 4 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SI DES 4,5 115hue, I— Black 5-0 410 2385 23101 2230 2150 2050 1920 1780 1650 1540 1415 Yellow 5.0 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 4,0 416 1875 1840 1795 1735 1665 1580 1495 1410 1310 1 1205 Red 1 3-5 414 7 610 1585 1555 1515 1450 1395 1325 1250 11601 1080 NOTE: 1. A fitter it required for each return -air inlet Airflow performance includes a 3/4 -in. (19 mm) washable fitter media such as contained in a factory -author- izzedaccecoory fitter rack. Seeaccecoory riot. To determine airflow Performance without this filter, assume an. additional 0-1 in. W -C. available external otatic, 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 -side return, or bottom and side return- A minimum fifer sizze of 20' x 25' (508 x 03,5 mm) is required. 5. For upflow applications, ar entering from one side into both the side of the turnace and a return air base counts as a side and bottom return. 6. All airflows that are shown in BOLD exceed 0.58 watts per CFM at the given external static pressure- Evaporator Coil Static Pressure PERFORINIANCE DATA (cont} COIL STATIC PRESSURE DROP (in we.) PT-TRONS AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 504 600 1 700 1800r-gZ70 1000 1100 1 12D0 1 1300 1400 1 1500 1 1600 1 1700 1 1600 1 1900 12000 2100 2200 Dry 0.078 10.114 10,156 10-199 1 O.0.2533 1814 Wet D.096 10.139 10.183 10.213 10.277 Dry 0.070 10.103 10,143 10182 10.M 10-290 10,3,54 2414 Wet 0.089 10.128 10-171 10.214 10.269 10-336 10413 1 F I I Dry 0.048 10.068 1 0.490 10.112 10.140 10-170 102013 2417 Wel 0.064 10.091 10.122 10.150 10.188 10224 10.263 1 1 1 1 1 1 Ory 0.065 10.097 10.135 10.17310.2230.278 0-339 I O.TO5 �0478 3014 Wel 0.078 10.114 10.160 10.206 10.260 10M! 10.369 10.461 1 0.840 1 MY 0.042 10.066J0.08 --4T0.102 10.128 10157 10.188 0.222 1 0,259 1 I I I I 3017 "'Vet 0.055 10.076 10.104 10.127 10.158 10.100 10225 10,266 1 0.309 1 1 1 1 1 1 1 1 1 1 Dry 3617 0.043 10.061 10.082 10.103 10.128 10157 10.189 10.221 1 0.259 10,299 10.341 13611 wet 0.056 10.079 10.107 10.133 10.166 10-20010.2,% 10.276 1 0.315 1 4.361 10.413 Dry 0.035 10.048 10-062 10-076 10.093 10111 10.132 I O0.1530.1530 1,77 0,201 1 T 0.22 a 3621 Wei 0.049 10.066 10,485 10.100 10.122 10-144 10.171 10.192 0.217 0.245 10.276 1 Dry. 4221 0.030 1 0.041 0.054 10066 10.09210,099-F5�O, 12 7 1 0.158 10.180 10.205 10.231 10 2519 1 1 1 T4221 wet 0.043 10.059 10.078 10.101 10.126 10.153 10,161 10,207 1 0.234 1 0.260 10.288 1 0.319 1 0354 1 1 1 MY 4821 0.047 0.D60 10.075 10.092 10.110 1 0.134 1 0.152 1 0,176 10.204 10.230 1 0,256 10.2194 10.316 1 1 T4821 Wet 0.053 0.D67 10.085 1 0.1 D4 10.125 1 0A47 1 0.172 10200 10.228 10.259 1 0292 1 0A27 1 0.365 1 1 Dry I0.015 10.046 10.057 1 0L69 1 0.094 10.019 1 0.119 10,124 10.140 1 0.158 10175 1 0.195 1 0.214 4824 Wei 10.032 10.050 10.596 10-081 10-097 10.114 10.131 1 0.150 10.169 10.190 10.211 10.233 1 0.257 1 1 Dry 6024 1 1 1 10.062 10,073 10-094 1 0.097 0111 10.126 10.128 10,154 0,172 10.190 1 0.210 1 &M 10,251 1 0.273 10,293 T6024 Wet 1 10.082 10-096 10,112 10.129 10.145 10,163 10.171 0.191 0212 10.235 1 0.258 1 0.283 10.310 1 OM6 1 0.366 Detailed cooling capacity Usable Capacity CA13NA024 (2 Ton) = 20,231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 15,511 BTU's 15,511/20,231 = .77 or 23 % over Note: The 1.5 ton AC only delivers 15,363 BTU's CONDENSER ENTERING Alf EVAPORATOR AIR 75(23.9) 85 29.4 95 (35) CFM EWB F ("C) 72 (22.2) Capacity MBtuh Total Senst 27.09 13.27 Total System Kyr** 1.65 Capacity MBtuh Total Sens# 25.82 12.82 Total System KW** CAI r 1.85 Capacity MBtuh Tata9 Sens# 24.63 12.41 Total System KW** 2.06 67 19.4 24.89 16.41 1.65 23.83 15.99 1.84 22.71 15.56 2.05 700 63 (17.2)tt 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 2.05 57 (13.9) 22.46 22.46 1.64 21.66 21.66 1.83 20.79 20.79 2.05 72 22.2 27.52 13.92 1.69 26.15 13.46 1 1.88 24.91 13.04 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 16.95 168 22.72 16.53 1.87 21.60 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 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 13.83 2.13 67 (19.4) 25.51 18.45 1.72 24.38 18.03 1.91 23.21 17.59 1 2.13 900 63 07.2)tt 24.03 17.89 1.72 4.96 17.47 1.91 21.82 17.01 2.12 62 (16.7) 23.97 23.97 1.72 23.07 23.07 1 1.91 1 22.11 22.11 2.12 57 (13.9) 23.96 23.96 1.72 23.07 23.07 1 1.91 1 22.11 22.11 2.12 Usable Capacity CA13NA024 (2 Ton) = 20,231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 15,511 BTU's 15,511/20,231 = .77 or 23 % over Note: The 1.5 ton AC only delivers 15,363 BTU's AHRI Used Rem Value Latent Capacity 10 Standard Air Conditioner Model Number (Combined) CAI 3NA02410+C N PV*3014AL*+TDR Outdoor Model Number CA13NA024—D Labor Warranty 5 years Indoor Model Number CNPV*3014AU+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 23200 Nominal Capacity High Speed 0 Nominal Capacity Low Speed D SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 01 EER Low Speed 0 Sound 0 AHRI Reference Number 6540237 Qualifying Tier Sensible Capacity 2320,01 Latent Capacity 10 Compressor Warranty 5 years Coil Warranty 5years Parts Warranty 5 years Labor Warranty 5 years Microprocessor Warranty Equipment: System 2 Furnace = Carrier Model 59SC2C040S17--12 (40,000 BTU) 92.1% AFUE Air Conditioner = Carrier Model CA13NA024****D (2 Ton) 13 Seer Evaporator Coil = Carrier Model CNPV*3014AL*+TDR (2.5 Ton) Friction Rate, Total Effective Length, Static Pressure (from Duct Sizing Program) Report Units: Pressure: in.wg, Duct lengths: feet, Duct sizes: inch, Airflow: CFM, Velocity: ftJmin, 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 forthe supply main trunk include any device pressure losses entered, and the cumulative may also include the total static pressure loss of the return side. Summary Number of active trunks: 12 Number of active runouts: 15 Total runout outlet airflow: Main trunk airflow: 900 900 Largest trunk diameter: Largest runout diameter: Smallest trunk diameter: Smallest runout diameter: 15.2 8 15.2 5 SMT -270 SR -350 SMT -270 SR -310 Supply fan external static pressure 0.800 Supply fan device pressure losses. 0248 Supply fan static pressure available: 0.552 Runout maximum cumulative static pressure loss: 0 469 SR -360 Return lass added to supply 0 134 Total effective length of return ( ft.): 321 0 Mstr Ceiling Total effective length of supply ( ft.) 210.3 SR -360 Overall totaleffective length ( ft.) 531.3 Mstr Ceiling to SR -360 Design overallfrictionrate per 100 ft.' 0.104 (Available SP x 100 /TEL) System duct surface area (Scenario 1): 640.4 Attic (Linked to duct load) Total system duct surface area. 640.4 Heat Rise Used on the Program- 58° F Heating Capacity and Efficiency Return Air Connection 04 -10 040.12 CFM ( Tan 60.1 080-16 0 0-20 100-16 100-20 120.20 Input High Heat (13TUH) 40,000 40,000 60,000 EO,000 80.000 80,000 100,000 100,000 120,000 Output High Heat (BTUH) 37,DOD 37,000 56,000 56,000 75,000 75,000 93,000 93,000 112,000 Certified Temperature Rise Range IF (°C) High Heat 40-70 (22-39) 35-65 (19-36) 4 -0 - (22-39) 35 - 65 (19-36) 35 - 65 (19 - 36) 35 - 65 (19 - 36) 40 - 70 (22-39) 40 - D (22-39) 45 - 5 (25-42) Fan Performance AIR DELIVERY - CFM (BOTTOM RETURN WITH FILTER) Furnace Return Air Connection Wire Lead Color Goofing Tons CFM ( Tan Test Airflow Delivery @ Various External Static 0.1 0.2 0.3 0.4 0.5 0.6 0.7 Pi essures 0.8 0.9 1 04010 SIDE/BOTTOM Black 2.5 388 1145 1100 1060 1015 970 920 860 785 080 615 Blue 2.0 413 970 940 905 870 825 775 730 675 570 505 Yellow 2.0 385 910 880 845 810 770 725 675 600 535 475 Red 1-5 397 725 695 665 635 595 555 510 460 390 340 060-12 SIDE/BOTTOM Black 3.0 385 1215 1205 1205 1195 1155 1100 1045 975x 910 805 Blue 2-5 3701 980 985 980 9551 9251 880 835 .780 695 585 Yellow 2.0 425 910 920 905 880 850 815 765 695 630 545 Red 1 1.5 430 750 730 705 680 645 606 555 490 435 70 040-12 SIDEJBOTTOM Black 3.0 380 1365 1310 1255 1200 1140 1080 1015 950 880 795 Yellow 2.5 418 1245 1200 1150 1100 1045 990 930 855 790 730 Orange 2-5 366 1050 1025 985 950 915 870 820 760 705 655 Blue 2.0 435 980 955 935 905 870 830 1 780 725 675 625 Red 1.5 437 720 705 690 675 655 625 590 555 525 485 060-16 SIDE/BOTTOM Black CO 376 1600 1545 1505 1475 1505 1445 1400 1330 1235 1140 Yellow 3.5 377 1380 1340 1335 1330 1320 1285 1225 1155 1085 1000 Blue j 3A 387 1190 1185 1195 1195 1160 1125 1075 1015 950 885' Red 2.5 394 1030 1025 1030 1010 5 855 805 785' 080-16 SIDE/BOTTOM Black 4.0 389 1650 1620 1640 1605 1555 1495 1425 1345 1255 1165 Yellow 3.5 381 1420 1425 1400 1370 1335 1290 1230 1170 1095 1015 Orange 3-0 383 1205 1205 1185 1165 1150 1100 10551 10001 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 08D-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 1090 1065 1035 990 935 870 805' Red 2.0 433 920 910 890 665 830 790 745 690 625 100 16 SIDE/BOTTOM Black 4.0 373 1715 16601 1610 1555 1490 1420 1340 1245 1150 105,5 Yellow 3.5 375 1535 1480 1435 1380 1325 1260 t t 80 t u95 1010 910 Blue 3-0 367 1300 1255 1205 1160 1100 1035 970 905 81 730' Red 2.0 445 1110 1055 1005 955 690 835 7700 690 610 535' 100-20 BOTTOM or TWO-SIDES4,5 Black 5.0 394 2270 2205 2130 2055 1970 1880 1780 1670 1555 1425 Yellow 5.0 367 2090 2040 119801 19101 1835 1755 1670 1570 1460 1340 Blue 4.0 416 1850 1815 1775 1725 1665 1600 1525 114351 1335 1225 Red 3.5 421 1580 1550 1540 1515 1475 1420 1355 1280 1190 1100 120-20 BOTTOM or TWO -SIDES 4.5 1 Black 5.0 4101 2385 2310 2230 2150 2050 1920 1780 16501 1540 1415 Yellow 5A 369 2130 2070 2010 1940 1845 1740 1630 1525 1420 1305 Blue 4.0 4161 1875 1840 1795 1735 1665 1580 1495 14101 1310 1205 Red 3.5 414 1610 1585 1555 1515 1450 1395 1325 12501 11601 1OW NOTE - 1. A filter is required for each retum-air inlet. Airflow performance includes a 3/4 -in. (19 mm) washable filter media such as contained in a factory -author. ized accessory filter rack. See accessory list, To determine airflow performance without this filter, assume an additional 0.1 in. WC. available external static pressure. 2. ADJUSTTHE. BLOWER SPEED TAPS AS NECESSARY FOR THE PROPER AIR TEMPERATURE WSE FOR EACH INuTALLATION_ 3. Shaded areas indicate that this airflow range is BELOW THE RANGE ALLOWED FOR HEATING OPERATION. 4. Airflows over 1800 CFM require bottom return, tyro -side return, or bottom and side return. A minimum filter size of 20' x 25' (508 x 635 mm) is required.. 5. For upflow applications, air entering from one side into bath the side of the furnace and a return air base counts as a side and bottom return. 8. All airflows that are shown in BOLA exceed 0.58 watts per CFM at the given external static pressure. Evaporator Coil Static Pressure PERFORNLNNCE DATA (cont) COIL STATIC PRESSURE DROP (in we.) PURONO AND R-22 REFRIGERANTS UNIT Standard CFM SIZE 400 500 600 1 700 1 800 T-90-07 1000 1 1100 1 1200 1 1300 1 1400 1 1500 1 1600 1 1700 1 1800 1900 12000 12100 1 2200 Dry 0.078 10-114 10.156 10.198 0.253 I I I I I 1814 Wet 0.096 10. 1,A 10.183 10.212 10.277 1 1 1 1 1 1 1 1 1 1 1 Dry 2414 0.070 10.103 10-143 10-192 10.233 10-290 I O354 I I I Wet 0.099 OA29 10.171 10,214 10269 10336 10-413 1 1 1 1 1 1 1 1 1 Dry 2417 0.048 10.068 JO.N0 10.112 10.140 10170 102 M 1 I Wet 0.064 10.091 10.122 10.150 10.188 10.224 1 0263 I I I I Dry 0.065 10.097 10.135 10.173 10.223 0.278 0.339 I 0.-105 0.4783014 1 Wet 0.078 10.114 10.160 1 OM6 1 D.M 10.321 10.368 10.461 10.540 1 1 1 Dry, 3017 0.04210.56�ZaO D. 102 10.128 10-157 1 0.188 0.222 10,259 1 I WFI 0.055 1 0.076 10.104 10.127 10.158 10-190 10 225 10.266 10.309 1 1 Dry 3617 0,043 10.061 1 0.092 10.103 10-128 10,157 10.189 10.221 0.259 10.299 0.34t1 1 1 1 1 1 T3617 Wet 0.0-56 10.079 10.107 10.133 10.166 10200 1 6.236 0.27610.315 1 0.361 10.413 Dry 0.035 10.049 10.062 10.076 10.093 J0A11 10 13210. 1 5�3 �01 77 6201 10.228 3621 Wet 0.049 10.066 10.095 10.100 10.122 1 0.144 10.17110.19�217 0.245 10.276 1 Dry 4221 0.020 10.041 10M4 10.066 J&DR2 10-099 10,119 - 10137 FF '758 10 180 1 0.205 10231 10259 1 --T 14221 Wet 0.043 10.059 10,078 10.101 10.126 1 0.153 10.181 1 0.207 10,234 10.260 10.288 10.319 1 0,354 Dry 4821 0.037 10.060 10.075 1 00092T0.1 -1-0-F0 1-30 10152 10,176 10.204 10.230 1 0,256 10.284 10.318 1 14821 Wet 10.053 10.067 10.0a5 10 104 10,125 10.147 10.172 10,200 10.228 10,259 10292 10.327 1 0.365 1 1 1 1 Dry 4824 1 10,015 10-046 10.057 10069 1 O.M 10.019 TG -1 -19-FO. 124 10.140 1 0.158 10 175 10.195 1 0.214 1 1 1 1 -9 Wel 1 10.032 10.050 10.066 1 0L81 I -7 -TO 61D 1-14 10.131 10.150 1 D.169 10.190 10.211 10.233 1 0.257 1 1 1 1 Dry 6024 1 10.062 10,073 1 &G84 1 0-CG7 10.111 10,126 10.138 10.154 10.172 10.190 10.210 1 0,228 10251 1 0273 10293 TM4 Wet 1 10.082 10.096 10.112 10.123 10.145 10,163 10.171 10.191 10212 10.235 10.258 10.283 10.310 1 0.336 10,366 Detailed cooling capacity AIR CONDENSER ENTERING AIF EVAPORATOR 75 23.9 85 29.4 95 35 CFM EWB 'FCC) 72 (22.2) Capacity MBtuh Total Sens# 27.09 13.27 Total System KW'* 1.65 Capacity MBtuh Total Sent 25.82 12.82 Total System KW** 1.85 Capacity MBtuh Total I Sens# 24.63 12.41 Total System KW** 2.06 67(194) 24.89 16.41 1.65 23.83 15.99 1.84 22.71 15.56 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 22.03 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 20.79 2.05 72 22.2 27.52 13.92 1.69 26.15 13.46 1.88 24.91 13.04 2.10 67 (19.4) 25.25 17.44 1.68 24.16 17.03 1.88 1 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 2.13 67 (19.4) 25.51 18.45 1.72 24.38 18.03 1.91 23.21 17.59 2.13 900 63 (17.2)tt 1 24.03 17.89 1.72 1 22.96 17.47 1.91 21.82 17.01 2.12 6206.7) 23.97 23.97 1.72 1 23.07 23.07 1 1.91 22.11 22.11 1 2.12 57 (13.9) 23.96 23.96 1 1.72 1 23.07 23.07 1 1.91 22.11 22.11 1 21 Usable Capacity CA13NA024 (2 Ton) = 20231 BTU's Per Bryant/Carrier Engineering Sensible Gain from Manual J = 15,721 BTU's 15,721/20,231 =.78 or 22% over Note: The 1.5 ton AC only delivers 15,363 BTU's AHRI Used Rem Value Standard Air Conditioner Model Number (Combinedl CA1I3NA0241"*D+CNPV*3014ALI+TDR Outdoor Model Number CA13NA024—D Indoor Model Number CNPV*3014AL'+TDR Tradename CARRIER AIR CONDITIONING Outdoor Manufacturer CARRIER AIR CONDITIONING Indoor Manufacturer Description Comment Nominal Capacity 23200 Nominal Capacity High Speed 0 Nominal Capacity Low Speed 0 SEER 13 SEER High Speed 0 SEER Low Speed 0 EER 11 EER High Speed 0 EER Love Speed 0 Sound 0 AHRI Reference Number 6540237 Qualifying Tier Sensible Capacity 23200 Latent Capacity 0 Compressor Warranty 5 years Coil Warranty 5 years Parts Warranty 5years Labor Warranty 5years Microprocessor Warranty 0 0 a � v (0 Q .�.`� Y, u N 4J C �-� a O � OD kA 0 0 o = �. y W ow E c W c O E 0 m _ •� E Ln r. mIll C O v a c� O r u d v p Dv GV \ CL L w p u1 N �O M � Q d ! 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J 5 N © v 6 `a O 1' g N _ ENERGY STAR V3 Dome Report Property Organization Remington Homes EnergyLogic 5212 Quail St ✓ Peter Oberhammer Wheat Ridge, CO 80033 Builder Template - Remington - 755 FB - EK Remington Homes Template - Remington - 755 FB - EK Mandatory Requirements Inspection Status Results are projected ✓ Duct leakage at post construction better than or equal to ENERGY STAR v3/3.1 requirements. ✓ Envelope insulation levels meet or exceed ENERGY STAR v3/3.1 requirements. ✓ Slab on Grade Insulation must be > R-5„ and at IECC 2009 Depth for Climate Zones 4 and above. ✓ Envelope insulation achieves RESNET Grade I installation, or Grade II with insulated sheathing. ✓ Windows meet the 2009 IECC Requirements - Table 402.1.1. ✓ Duct insulation meets the EPA minimum requirements of R-6. ✓ Mechanical ventilation system is installed in the home. ✓ ENERGY STAR Checklists fully verified and complete. nergyLogic ... .1" Enslq Ml. arts�wrs HERS Index Target Reference Home HERS 74 SAF (Size Adjustment Factor) 0.86 SAF Adjusted HERS Target 64 As Designed Home HERS 60 As Designed Home HERS w/o PV 60 Normalized, Modified End -Use Loads (MBtu / year) ENERGY STAR As Designed Heating 61.2 49.4 Cooling 10.5 5.7 Water Heating 12.7 9.4 Lights and Appliances 37.4 33.8 Total 121.8 98.3 ►' This home MEETS or EXCEEDS the energy efficiency requirements ` for designation as an EPA ENERGY STAR Qualified Home. HERS Index w/o PV <= HERS Index of Reference Design Home AND HERS Index <= HERS Index Target to comply. Pollution Prevented Energy Cost Savings $/yr Type of Emissions Reduction Heating 193 Carbon Dioxide (CO2) - tons/yr 3.0 Cooling 58 Water Heating 44 Lights & Appliances 128 Generation Savings 0 Tota 1 423 The energy savings and pollution prevented are calculated by comparing the Rated Horne to the ENERGY STAR Version 3.0 Reference Home as defined in the ENERGY STAR Qualified Homes HERS Index Target Procedure for National Program Requirements, Version 3.0 promulgated by the Environmental Protection Agency (EPA). In accordance with the ANSIIRESNET/ICC 301-2014 Standard, building inputs affecting setpoints infiltration rates, window shading and the existence of mechanical systems may have been changed prior to calculating loads IECC 2012 Performance Compliance Property Remington Homes 5212 Quail St Wheat Ridge, CO 80033 Template - Remington - 755 FB - EK Template - Remington - 755 FB - EK, Design Organization EnergyLogic Peter Oberhammer Builder Remington Homes Heating Cooling Water Heating SubTotal - Used to determine compliance Lights & Appliances Onsite generation Total Inspection Status Results are projected Annual Energy Cost IECC 2012 Performance $850 $191 $170 $1,211 $1,087 $0 $2,298 QnergyLogic annlT.l.. Inslq h�, ansn.rs. 405.3 402.4.1.2 442.5 Performance-based compliance Air Leakage Testing Area -weighted average fenestration passes by 5.5% SHGC 402.5 Area -weighted average fenestration LI -Factor Mandatory Checklist Q R] 403.2.2 404 Duct Testing Lighting Equipment Efficiency M As Designed Design exceeds requirements for IECC 2012 Performance compliance by 5.5%. Name Organization Peter Oberhammer EnergyLogic Signature: JZ.X � Date: Nov 10, 2017 Ekotrope HERS Rating Tool - Version 2.2.0.1799 IECC 2012 Performance compliance results calculated using Ekotrope's energy algorithm, which is a RES NET Accredited IECC Rating Tool. $830 $145 $170 $1,145 $1,063 $0 $2,208 Building Summary Property Organization Remington Hanes EnergyLogic 5212 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Yes Conditioned Volume [cu. ft.] Builder Template - Remington -755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Single family detached General Building Information Number Of Bedrooms 4 Number Of Floors 2 Conditioned Floor Area [sq. ft.] 5,144 Unconditioned, attached garage? Yes Conditioned Volume [cu. ft.] 51,506 Number Of Units 1 Residence Type Single family detached Madel 755 FB - Quail Ridge Community Quail Ridge Inspection Status Results are projected nergyLogic >�o -1. 1-Igh{. —.— asement Wald Name Library Type Height Above Grade Depth Below Grade Perimeter Location InteriorShellLocatior BsmtlGarageUn R-11 Draped Full 1 7 57.4 Exposed Exterior Conditioned Space Bsm(/GroundUnfinis R-11 Draped Full 1 7 144.9 Exposed Exterior Conditioned Space Basement Wall Library List Name Feet From Wall Top To Insulation FeetFromWall Top To Insulation Is Fully Insulated F Top Bottom R-11 Draped Full NIA NIA Yes 11 Vame Library Type Perimeter FloorGrade CarpetR Exposed SurfaceArea Location InteriorShel MasonryArea Locatior Bsmt Untnsulated 202.3 Below Grade 1 23 0 1,5890 sq. ft. Exposed Exterior Conditioned Space Slab Library List a Name Wall Construction Type Slab Completely Underslabinsulation Perimeterinsulation PerimeterinsulationR R Insulated? Width [ft] Depth[fq Value Uninsulated Wood Frame I Other No 0 0 0 0 • Framed Floor Name Library Type CarpetR FloorGrade SurfaceArea Location Interior Shelf Locatior Building Summary 2x6 R2316" OC BF Location OnergyLogic Property Organization °°' " QM""•" Remington Homes EnergyLogic 5212 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Left 2x6 Builder Results are projected Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO 2x6 82316" OC BF Framed Floor Library List G1 Name R 12'R50 24"OC BF 46.44724 Grade 1 Rim Joist Name Library type Ambient R 23.0 Garage m R 23.0 Rim Moist Library List Name R F R 230 23 Wall j Name Library lype Back 2x6 2x6 R2316" OC BF G1 Front 2x6 2x6 R2316" OC BF Location G1 Garage 2x6 2x6 R2316" OG BF Exposed Exterior G1 Knee 2x6 2x6 R2316" QC BF Exposed Exterior G1 Left 2x6 2x6 82316" OC BF G1 Right 2x6 2x6 82316" OC BF G1 Wall Library List Name SurfaceArea Locatior 289-8 sq. ft Exposed Exterior 57.4 sq. ft Unconditioned, attachedgarage IntertorShell Locatior Conditioned Space Conditioned Space Emittance Solar Absorptance SurfaceColor SurfaceArea Location InteriorShel 09 0.75 Exposed Exterior Locatior 0.9 0.75 Medium 871.3 sq. ft Exposed Exterior Conditioned Space 0.9 0.75 0.9 ---- ._.._-- 0.75.. 09 0.75 Exposed Exterior Conditioned Space 09 0.75 0.9 0.75 Medium 508.0 sq. ft Exposed Exterior Conditioned Space Medium 516.8 sq. R Unconditioned, Conditioned Space attachedgarage Medium 212 sq. ft Attic Conditioned Space Medium 972.5 sq. ft Exposed Exterior Conditioned Space Medium 797.8 sq. ft Exposed Exterior Conditioned Space Building Summary Wail Basement Wall Emittance Solar Surface Color SurfaceArea Location InteriorShel s Assignment Assignment Absorptance Locatior Frori Insulated Door Front2x6 0.9 0.75 Medium 24.O sq- ft. Exposed Conditioned (DnergyLogic Property Organization Exterior Space Garage R5Garage Garage 2x6 0.9 0.75 Medium 20.Osq. ft. Exposed Conditioned Remington Homes EnergyLogic Exterior Space 5212 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Name Library Wall Basemen'OverhancOverhancOverhanc Interior Interior Ad" it Adjacentorientatic Surface Location Interio type Assignme Wall Deptfi Ft To Top Ft To Winter Summer Utnter Summer Area Shel Assignme Bottom Shading Shading Shading Shading Locatior Back 2x6 .30/-30 Back 2x6 0 0 0 0.85 0.7 0.7 0.7 East 307.0 sq. Exposed Conditione ft. Exterior Space Front 2x6 .30 /.30 Front 2x6 0 0 0 0.85 0.7 0.7 0.7 West 120.0 sq. Exposed Conditione ft. Exterior Space Left 2x6 .30 /.30 Left 2x6 0 0 0 0.85 0.7 0.7 OJ North 136.0 sq. Exposed Conditione fit. Exterior Space Left it.301.30 Bsmt/Grou 0 0 0 0.85 0.7 0.7 0.7 North 20.0 sq. Exposed Conddione Unfinis ft_ Exterior Space North bsmt .301.30 Bsmt/Grou 0 0 0 085 0.7 0.7 0.7 East 20.0 sq. Exposed Conddione Unfinis ft. Exterior Space Right 2x6 .301.30 Right 2x6 0 0 0 0.85 0.7 0.7 0.7 South 69.5 sq. Exposed Conddrone ft. Exterior Space Right bsmt 301.30 Bsmt/Grou 0 0 0 0.85 0.7 0.7 0.7 South 40.0 sq. Exposed Conditione Unfinis ft. Exterior Space Glazing Library LIS Name Shge F 30/.30 0.3 3.33333 Skylight. Library List None Present j� Name Library Type Wail Basement Wall Emittance Solar Surface Color SurfaceArea Location InteriorShel s Assignment Assignment Absorptance Locatior Frori Insulated Door Front2x6 0.9 0.75 Medium 24.O sq- ft. Exposed Conditioned 6.6 Exterior Space Garage R5Garage Garage 2x6 0.9 0.75 Medium 20.Osq. ft. Exposed Conditioned Entry Exterior Space Building Summary nergyLogic l��is. Property Organization naN.tghi Remington Homes EnergyLogic 5212 Quail St Peter Oberhammer Wheat Ridge, CO 80033 Inspection Status Builder Results are projected Template -Remington -755 FB -EKO Remington Homes Template - Remington - 755 FB - EKO Opaque Door Library_ List R 50.68123 Measuremenitype ShelterClass Blower -door tested Name" R Insulated Door 6.6 6.59979 R 5 Garage Entry 5 Roof Insulation' - Name Library Type Roof -Deck Clayy or Emittance Solar Surface Color SurfaceArea Location InteriorShel Area [sq. ft] ConcreteRoof Absorptance Locatior TSles Vault R-50 BF 24"oc 319 No 09 0.9 Dark 319.0 sq. ft. Attic Conditioned Space flat R-50 BF 2Noc 2,020 No 0.9 0.9 Dark 2,020.0 sq. ft. Attic Conditioned Space Fnsuiation tiprary L Name R-50 BF 24"oc infiltration 3 ACH at `0 Pa Has Radiant Barrier No R 50.68123 Measuremenitype ShelterClass Blower -door tested 4 IUI�c�anicai'Veritiiatton ` Ventilation Type Ventilation Rate [Cubic Few /Minut44 Exhaust Only 71 Lighting % InteriorEfficlent Lighting 100 % rsperday Fan Watts Runs on 24 15 ng % 0 ng 0 hree Energy RecoveryPercen ours Yes 0 Building Summary Property Organization Remington Hames EnergyLogic 5212 Quail St Peter Oberhammer Wheal Ridge, CO 80033 Builder Template - Remington -755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO Onsite Generation` None Present t Onsite Generation Library List r None Present Solar Generation None Present Solar Generation library List None Present Conditioning ''Equipment Name Library Type Airconditioner(3) 13SEERI42BTU3.5ton Fuel -fired air 92.1 AFUE 1100K distribution (1) Water Heating (2) w62 EF t 76 RE 1488 Equipment Type; 13SEERl42BTU 3,5 ton Fuel Type Electric Distribution Type Forced Air Motor Type Single Speed (PSC) Cooling Efficiency 13 SEER Cooling Capacity [kBtulh) 42 nergyLogic gngl .4i. I—Ighl. anra�rt.. Inspection Status Results are projected Heating PercentLoad Cooling PercentLoad Hot Water PercentLoad 0 100% 0% 100% 0% 0% 0% 0% 100% Property Organization Remington Homes EnergyLogic 5212 Quail St Peter Oberhammer Wheat Ridge, CO 10033 5144 # Return Grilles Builder Temptate - Remington - 755 FB - EKO Remington Homes Template - Remington - 755 FB - EKO 0 Equipment Type: 92.1 AFUE 1100K Fuel Type Natural Gas Distribution Type Forced Air Motor -Type Single Speed (PSC) Heating Efficiency 92.1 AFUE Heating Capacity [kBtulh] 92 Use default EAE No EAE [kWh] 878 Equipment Type: w62 E)+ 7 76 RE if 4$g Fuel Type Natural Gas Distribution Type Hydronic Delivery Hot Water Efficiency 0.62 Energy Factor Tank Capacity (gal.) 48 Hot Water Capacity [kBtulh] 40 Recovery Efficiency 0.76 Distribution System: ' Distribution Type Forced Air Heating Equipment Fuel -fired air distribution (1) Cooling Equipment Air conditioner (3) Sq. Feet Served 5144 # Return Grilles 4 Supply Duct R Value 19 Return Duct R Value 0 Supply Duct Area [sq. ft-] 1041.7 Return Duet Area [sq. ft.] 771.6 Duct Leakage to Outdoors (CFM25) 30 Total Leakage [CFMB0sp;@ 25Pa] 50 Total Leakage Duct Test Conditions Post -Construction Use Default Flow Rate Yes Duct 1 Duct Location Garage Percent Supply Area 15 Percent Return Area 0 Duct 2 Duct Location Conditioned Space Percent Supply Area 85 Percent Return Area 100 Duct 3 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 4 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 5 Duct Location Conditioned Space Percent Supply Area 0 Percent Return Area 0 Duct 6 inspection Status Results are projected QnergyLogic Property Organization Remington Hanes EnergyLogic 5212 Qlla!I St PeterObe€hammer Inspection Status Wheat Ridge, CO 80033 Results are projected Hot Water Recirculation System? Builder Template -Remington -755 FB -EKO Remington Homes Template - Remington - 755 FB - EKO 3.2 Ceiling Fan Has Ceiling Fan No Cfln Per Watt 100 Water Fixture Type Low -flow Use Detault Hot Water Pipe Length No Hot Water Pipe Length [ft] 65 At Least R3 Pipe Insulation? No Hot Water Recirculation System? No Drain Water Heat Recovery? No Clothes Dryer Fuel Type Electric Cef 2.61739 Field Utilization Timer Controls Kitchen AppliancesM Clothes Washer' Standard Label Energy Rating 487 kWh(Year Electric Rate $0.08/kWh Annual Gas Cost $23.00 Gas Rate 5&69/Therm Capacity 3.2 [met &80737 Kitchen AppliancesM Dishwasher Size Standard Dishwasher Energy Factor 0.67 Range/Oven Fuel Electric Convection Oven? No Induction Range? No Refrigerator Consumption 500 kWhJYear nergyLogic ,.,,oh,. City of Wheat j�09 COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29th Ave. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:303.235.2857 November 30, 2017 OFFICIAL ADDRESS CHANGE NOTIFICATION is hereby given that the following address has been assigned to the property/properties as indicated below: CURRENT ADDRESS: 5112 Quail Street NEW ADDRESS: 5212 Quail Street SUBDIVISION:--Ridi-,e Estates Resubdivision LOT(s): 1 BLOCK: 1 SECTION: 16 PARCEL NO: 39-163-11-009 NOTES: This is a counesvaiotification. AUTHORIZED BY: DATE: O �` 1. Property Owner 2. Jefferson County Assessor, ATTN: Data Control, Lacey Baker email to lbaker(aa)effco.us 3. Jefferson County Elections, ATTN: H. Roth, 3500 Illinois St., Laramie Building, Suite 1100, Golden, CO 80401 4. Email to Jeffco IT (Mapping) Services at smitchel a jeffco.us and edelynko(a,jeffco.us 5. Jeffco Public Schools, ATTN: Communication Services, 1829 Denver West Dr., Bldg. 27, Golden, CO 80401 6. U.S. Post Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to erhnda.i.martinez a usSps.gov and krissv.i.summeffieldgusps.gov and arlene.avickrev(a&usns.gov and hili 'hillsps.gov 8. Xcel Energy, sandra.cardenastaacelenergy.com 9. Century Link, Capacity Provisioning Specialist, 5325 Zuni St., Room 728, Denver, CO 80221 10. Comcast, Attn: Scott Moore, 6850 S. Tucson Way, Englewood, CO 80112 11. Valley Water District 12. Clear Creek Valley Sanitation District 13. Arvada Fire District 14. Wheat Ridge Planning Division 15. Wheat Ridge Building Division 16. Wheat Ridge Police Department 17, GIS Specialist 18. Log File NOTE: Please notify all other parties concerned. ADDRESS MAP UPDATED BY. DATE: www.d.wheatridge.co.us i r A Vicinity Map QUAIL RIDGE ESTATES RESUBDIVISION A REPLAT OF QUAIL RIDGE ESTATES 53rd Avenue Block 2, lot 1 Block 1, Lot 9 Block 1, Lot 10 5296 Pierson Court 5292 Quail Street 5295 Pierson Court; Block 2, Lot 2 Block 1, Lot 8 Block 1, Lot 11 5286 Pierson Court 5282 Quail Street 5285 Pierson Court Block 2, Lot 3 Block 1, Lot 7 Block 1, Lot 12 5276 Pierson Court 5272 Quail Street 5275 Pierson Court 3 Block 1, Lot 6 Block 1, Lot 13 v Block 2, Lot 4 5262 Quail Street 5265 Pierson Court 5266 Pierson Court Block 1, Lot 5 Block 1, lot 142 Block 2, Lot 5 5252 Quail Street 5255 Pierson Court a 5256 Pierson Court Block 1, Lot 4 Block 1, Lot 15 Block 2, Lot 6 5242 Quail Street 5245 Pierson Court 5246 Pierson Court Block 1, Lot 3 Block 1, Lot 16 Block 2, Lot 7 5232 Quail Street 5235 Pierson Court 5236 Pierson Court Block 1, Lot 2 Block 1, Lot 17 5222 Quail Street :5225 Pierson Court Block 1, Lot 1 Block 1, Lot 18 5212 Quail Street 5215 Pierson Court ta�� 1r'ac N R� -GV P-0 ECAVY, of O OFFICE USE ONLY D ate: 4 µ .,. . Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ride, CO80033 Plan ReWe Office: 303-235-2355 * Fax: 303-237-5929 Inspection Eine: 303-234-5933 Email: permits c% evtte trid e. ea. P All s, It I '. yr i Property Address: 1,4,1 A-4, Property Owner (please print): jfemI4 -' Cin e - 'hare: Property r ne rrma 1. l x dove - If Mailing Address: if different than property address) Address: (2z pbor->49- Ci!y, State, x Contractor, (tip ontracta Cly Ucense #: Phone Plumbing: W.R. City License informationComplete all on e COMMERCIAL RESIDENTIAL ENTIAL COMMERCIALNEW R. D NEW RESIDENTIALHROOFING COMMERCIAL • Y - x ADDITIONy RESIDENTIAL ROOFING COMMERCIALRES ENTIAL 0 WINDOW REPLACEMENT (Garage, shed, deck, RESIDENTIAL ACCESSORY STRUCTURE (Garage, shed, deck, etc.) MECHANICAL ♦ 1MIY.* REPAIR F M y :.b or REPLACEMENT E 4M y PLUMBING SYSTEM/APPLIANCE REPAIR or REPLACMENT ELECTRICAL ySYSTEM/APPLIANCE REPAIR M s. p:w or REPLACEMENT i M Y 1111A r 11f, Sq. FtJLF Stu's Gallons Amps Squares dither Project Value: (Contract value or the cost of all materials and labor included In the eriire project) 1 0**VNEWCONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certify that the setback distances proposed by this pernut 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; Haat all measurements shown and allegations made are accurate; that I have react 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 pert -nit 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. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. aCIRCLE C1r4'l. (C)kb'llER) QTR iC?ii r (9C�7"HORI. `EDJ� 'i�RES NT Cl1) caf (i?FlNER) (CONTRAC"TC7E) Building Division rin Project. Quail Ridge Estates 16068 '" Site: Wheat Ridge, CO Date: 6/11/2016 Pr ject: 16068 _ Quail Ridge Estates [Rev. 1] Wail: wall0l W_u � PoweMd by VeSpa Page 2 Printed 6/11/2016 Project. 16068 - Quail Ride Estates ]Rev, 1] !Nall: wa1101 Anel 7 Details Panel 7 groes -section 4. Panel 7 Cross-section Details Upper Slope Angle -jtrataGrid 2013) 5.50 4 14.00de Stratarid 200) 5.50 ft Live Load ql 0.00lbdit' Strata r 200) 5.50 ft Dead Load —Strtr 206) 5.50 ft O.00lblft Panel 7 Static ICS Cross-section 4.0 Top of Panel 47.00 ft Panel 7 Cross-section Details Upper Slope Angle 0 14.00de Live Load ql 0.00lbdit' Dead Load qd O.00lblft Top of Panel 47.00 ft Average Bottom 42.26ft Bass of Panel 41. aft Panel Height H 5.67ft Embedment Depth Hemb 0.54 ft Empirical Checks Check Description Min. Requirement Result Status Hemb Minimum Embedment % 0.1000 0,1057 Pass L Min. Reinforcement Length 3.9983 5,5000 Pass LIH Rate Min, UH Ratio 0.6000 0.9706 Pass La Min, Anchorage Length 1.0000 1.5192 Pass Rs Max, Reinforcement Separation 2.6667 1.3333 Pass External Checks Static Powered by Vespa Page 3 Printed 6111/2016 Project: 16 - Quail Ridge Estates [Rev. 11 External failure piano Wall. wall0l Check Description Eq. -5 Klin. Requirement Result Status FSbc Bearing Capacity External interface friction angle be 2.00 4,15 Pass FSct Crest Toppling 4.58ft Eq, 7-3 1.50 12.57 Pass Bot Overturning Increase in height due to backstops h 1.50 5.32 Pass FSsl Base Sliding 2,881`t Eq, 7-6 1.50 1.72 Pass Internal and Local Checks Width of rein, layer for internal sliding Ls" 0.39ft Eq, 7-8 Equivalent slope at back of rein. zone Static 14.00 deg Eq. 7-9 Height of back of wall for ext, stability Next 6,841t Elevation FSsl FSpo FSto FScs FSsd Earth pressure from soil weight Layer (ft) »1,50 >=1.50 >=1.50 >=1.50 >=1.50 0.00lb/ft 42.00 5.00 13,07 3.79 3.86 Eq, 7-14 Horz. force of dead load surcharge 2 4333 7.25 11,03 11,98 5.26 PqH 0,00lblft 3 44.67 12.12 9,20 18.83 8,27 Eq, 7-17 Resisting moment arm for PsH 4 4&00 27,13 8.12 42.18 18.53 Yri 3.42 ft Internal Compound Stability Vert, component of Ps PsV 384.30lbtf1 Eq. 7-20 Vert, force of dead load surcharge 10 Lowest Static 0,00lblft Eq. 7-21 Vert. force of live load surcharge PqIV 0,00 Wit Radius Point Entry Point Exit Point Result Status 384.30lb/ft Eq, 7-2 1 10 1 1.68 Pass Resisting moment arm for PqV Xq 10 2 2,61 Pass 911 ft Eq. 7-6 1 10 3 3.13 Pass Distance dead load applied for broken back L(iq 5 10 4 3.28 Pass 0.25 Eq. 7-43 1 10 5 3.98 Pass Maximum height of slope Influence hmaxint 1 10 6 4.67 Pass 14.00deg Eq. 7-46 1 10 7 5.90 Pass Elevation of influence of live load EqUnI1 1 10 8 8,11 Pass 5,67 it Eq, 7-94 lfflffl_ • l General Equations External failure piano oe 4172 deg Eq. -5 External active earth pressure Kaext 0,42 E, 7-1 External interface friction angle be 24.00deg Eq, 7-2 Width of reinforced zone U 4.58ft Eq, 7-3 Increase in width of reinforced zone due to (# L" 0,12 ft Eq, 7-4 Increase in height due to backstops h 1.17ft Eq. 7-5 Increase in height due to backslope at LO hmax 2,881`t Eq, 7-6 Increase In height clue to bckslope hs 3.74 ft Eq. 7-7 Width of rein, layer for internal sliding Ls" 0.39ft Eq, 7-8 Equivalent slope at back of rein. zone Pext 14.00 deg Eq. 7-9 Height of back of wall for ext, stability Next 6,841t Eq, 7-10 Horizontal width of rein. zonae at backslope LP 4,70 11 Eq. 7-11 Earth pressure from soil weight Ps 1,43.63Iblft Eq, 7-12 Force of uniform surcharge Pq 0.00lb/ft Eq, 7-1 Horz, component of Ps PsH 1,182,76lbi t Eq, 7-14 Horz. force of dead load surcharge PqdH 0,00lblft Eq. 7-1 Horz. force of live load surcharge PqH 0,00lblft Eq, 7-16 Herz. component of active earth force PaH 1,182.761b/ft Eq, 7-17 Resisting moment arm for PsH Ys 2.28fI Eq. 7-18 Resisting moment arm for PqH Yri 3.42 ft Eq. 7-19 Vert, component of Ps PsV 384.30lbtf1 Eq. 7-20 Vert, force of dead load surcharge PgdV 0,00lblft Eq. 7-21 Vert. force of live load surcharge PqIV 0,00 Wit Eq, 7-22 Vern component of active earth force Pall 384.30lb/ft Eq, 7-2 Resisting moment arm for PsV Xs 5.74ft Eq. 7-24 Resisting moment arm for PqV Xq 5.8611 Eq. 7-25 Height above rein. area at int. failure plane hint 911 ft Eq. 7-6 Horz. Influence distance dint 4,461t Eq. 7-27 Distance dead load applied for broken back L(iq 4.70ft Eq, 7-29 Internal active earth pressure Kaint 0.25 Eq. 7-43 Internal interface friction angle 5I 22.67deg Eq, 7-44 Maximum height of slope Influence hmaxint 2,83ft Eq, 7.45 Slope for Internal analysis Oint 14.00deg Eq. 7-46 Internal failure plane ai 53.27 deg Eq, 7-50 Elevation of influence of live load EqUnI1 5.67 ft Eq. 7-93 Elevation of influence of dead load Egdinfl 5,67 it Eq, 7-94 Base Sliding Weight of reinforced mass Wri 4,207.Olblft Eq. 7-30 Powered by Vespa µ Page 4 Printed 611112016 P�?ject: 16068 - Quail Ridge Estates (Rev. 11 /all: wa1I01 Weight of soil above wall WrA 362,62 lb/ft Eq. 7-31 Base sliding resistance Rs 2,034.75 lb/ft Eq, 7-32 Base sliding FoS FSrJ 1.72 Eq. 7-33 M3M1=- Resisting moment F9(n) Mr 14,35829lb-ft Eq, 7-34 Resisting moment arm for rein. zone Xri 3,01 it Eq, 7-35 Resisting moment arm In top slope XrA 4.641`t Eq, 7-36B Resisting moment arm for surcharge XCIP 3,87 ft Eq, 7-37 Driving moment 42.00 Nlo 2,696,48 lb -ft Eq. 7-38 Overturning Fo$ 2/3 FSot 532 Eq. 7-39 Bearing Capacity 192.41 3/5 44,67 310.82 Equivalent bearing area 0,00 B 5,10ft Eq, 7-40 Eccentricity of bearing force OM e 0.20 ft Eq, 7-41 Applied bearing pressure PqdV(n) Ca 895,49 lb/ft2 Eq, 7-42 Ultimate bearing pressure Elevation Quit 3,72033 lb/112 Eq, 12-10 Bearing capacity FoS Course FSbc 415 Eq. 12-11 Tensile Overstress 17-741 !-/I 42.00 0,00 0.00 Ac(n) D(n) Fg(n) 4133 Layer/ Elevation (ft) (ft) (lb/ft) FSto(n) Course (it) 17-54-571 17-58-601 17-611 17-621 1/1 42,00 133 5,00 218.46 819 213 4133 133 167 16011 11,98 3/5 44.67 133 2,33 101.95 18,83 4/7 46.00 1,67 OM 45.51 42.18 Pullout [7-761 [7-771 17-781 111 42.00 AC(n) La(n) d(n) 5.00 Layer/ Elevation (lb/ft) (it) (ft) FSpo(n) Course (ft) [7-631 (7-641 17-651 17-661 1-11 42.00 2,854.88 4,08 5,48- 1107 2/3 4133 1,766.78 3,23 429 11.63 3/5 44,67 93839 2.37 3.10 9,20 4/7 46.00 36912 1.52 1,91 812 ZZMM= Connection Strength F9(n) PSH(n) PqdH(n) PqlH(n) PsV(n) Layer/ Elevation (lbIft) (lb1ft) (lb/ft) (lb/ft) Course (ft) 17-671 [7-681 (7-691 [7-701 111 42.00 96142 OM 0,00- 313.03 2/3 4133 592,17 0.00 OM 192.41 3/5 44,67 310.82 OM 0,00 100.99 4/7 46.00 11937 OM oko 3839 PqdV(n) Pq1V(n) PaH(n) PaV(n) Layer/ Elevation (lb1ft) (lb/ft) (lb/ft) (lb/ft) Course (it) [7-711 [7-721 (7-731 17-741 !-/I 42.00 0,00 0.00 963.42 313M 2/3 4133 0,00 OM 592.17 192.41 3/5 44,67 OM 0,00 310.82 100:99 4/7 46,00 0.00 OM 119,37 38,79 R's(n) Wri(n) Vu(n) Layer/ Elevation (lb/ft) (lb/ft) (lb/ft) FSsl(n) Course - (ft) [7-75) [7-761 [7-771 17-781 111 42.00 1.631 ,06 3,091,89 3,190,02- 5.00 2/3 4133 1,24117 2,26738 3,051,84 725 3/5 44.67 852.48 1,442.88 2,913,66 12,12 4/7 46,00 463,18 618.38 2,77548 27,13 Connection Strength F9(n) Tconn(n) hinfimax Layer/ Elevation (lb1ft) (lb1ft) FScs(n) (it) Course (ft) [7.61X] 17-791 17-801 [7.921 1-11 42,00 218,46 843,27 3.86 0,64 /owe' md by Vespa IM Page 5 Printed 6/11/2016 Praject: 16068 - Quail Ridge Estates [Rev. 11 Wall:. Wall0l F9(n) Tconn(n) hinflma Layer/ Elevation (lb/ft) (Ib/ft) FScs(n) (ft) Course (ft) [7-61X] (7-791 [7-801 [7-921 213 43.33 160.21 843.27 5.26- 0.64 3/5 44.67 101.95 843.27 8.27 0.64 4t7 46..00 45.51 84127 18.53 0.64 Crest Toppling Active earth pressure from soil weight Ps(z) 17,10lb1ft Eq, -81 Uniform surcharges Pq(z) OM Wit Eq, 7-82 Hor . component of Ps P H(z) 16,38lbtft Eq. 7-83 Uniform surcharge Pgfl(z) 0,00 Wit Eq, 7-84 Vert. component of Ps PSV(Z) 4.91 lb/ft Eq. 7-85 Vert. force from dead load surcharge PgdV() 0.00 Wit Eq. 7-86 Vert. force from live load surcharge PgIV(z) ()Mlblft Eq. 7-87 Crest toppling Fob FSct(z) 12.57 Eq, 7-88 Resisting moment Mr(z) 68,65 lb -ft Eq. 7-89 Resisting moment arm XW(z) 0.52ft Eq. 7-90 Overturning moment Ivla(z) 5AM-ft Eq. 7-91 or .,, Powered by Vespa Page 6 Printed 6/1112016 Project: 16068 - Quail Ridge Estates [Rev. 11 Wall: wall0l Panel a is Panel 12 Cross-section ction , ... w .[. Panel 12 Static ICS Cross-section :ft Upper Slope Angle -iStrataGrid 200)6.568 ft 14,00deg - Strata rid 2010 6.50 ft -Stratarkl 2011) 6, 50 ft Live Load ql kw h —( tr' taGr -200) 6.50 ft N..... [lead Load -StrataGrid 20016. SO ft ... w .[. Panel 12 Static ICS Cross-section :ft Upper Slope Angle A 14,00deg Live Load ql 0.00lb/112 [lead Load qd 0,00lb/ft2 Top of panel 47.00ft Average Bottom 40.34ft Base of Panel 3.3ft Panel Height H 7.67ft Embedment Depth Hemb 0.71 ft Empirical Checks Check Description Min. Requirement Result Status Hermb Minimum Embedment % 0.1000 0.1023 Pass L Min, Reinforcement Length 3.9993 6.5000 Pass LfH Ratio Min. UH Ratio 0.6000 0.8478 Pass La Min, Anchorage Length 1,0000 1.2510 Pass Rs Max. Reinforcement Separation 2,6667 1.3333 Pass External Checks Static Powetvd by Vespa u, Page 7 Printed 6/1112016 Project: 13068 - Quail Ridge Estates(Rev. 11 External failure plane Wall: wtall0l Check Description Eq. 5-5 Min. Requirement Result Status FSbc Searing Capacity External interface friction angle 5e 2.00 144 Pass PSct Crest "toppling &58ft Eq. 7-3 1,50 12,62 Pass FSot Overturning Increase in height due to backslope h 1.54 4.31 Pass FSsI Base Sliding 3.70 ft Eq. 7-6 1.50 1,55 Pass Internal and Local Checks Width of rein, layer for Internal sliding Ls" 0.9ft Eq. 7-8 Equivalent slope at back of rein, zone Static 14.04 deg Eq. 7-9 Height of back of wall for ext. stability Hext 9.90 ft !Elevation FSsl FSpo FSto FScs FSsc Earth pressure from soil weight Layer (ft) >=1,50 >=1.50 >=1.50 »1.50 >=1.50 0.00lb/fI 1 44.67 5.130 13.47 6.,79 3.56 Eq. 7-14 Horz. force of dead load surcharge 2 42,00 3.53 9,50 4.41 1.94 PqH U0 lblft 43.33 7,25 11.43 11,98 5.26 Eq, 7-17 Resisting moment arm for PsH 4 44.67 5.00 12.87 8,83 3.88 Yq 4.55 ft 5 46,00 12,12 9.20 18.83 8.27 Eq. 7-20 Vert, force of dead load surcharge Internal Compound Stability 0.00lb/ft Eq, 7-21 Vert. force of live load surcharge PgIV 0.001b/it 10 Lowest Static Vert, component of active earth force PaV 679.641b/ft Eq. 7-2 Resisting moment arm for PsV Radius Point Entry Point Exit Point Result Status Resisting moment arm for PqV Xq 1 7 1 1.43 Pass 1.50 it Eq. 7-26 3 10 3 2.12 Pass Distance dead load applied for broken back Lq 1 10 2 2.25 Pass 0.25 Eq, 7-43 3 10 5 2.43 Pass Maximum height of slope influence hmaxint 1 10 4 2.50 Pass 13,71 deg Eq. 7-46 1 10 6 2.87 Pass Elevation of influence of live load Eglinfi 5 10 7 2.98 Pass Printed 6111/2016 1 10 8 3,50 Pass 1 10 9 3,96 Pass 1 10 10 4.76 Pass General Equations External failure plane as 42.72d Eq. 5-5 External active earth pressure ifaext 4,42 Eq, 7-1 External interface friction angle 5e 24.00 deg Eq. 7 - Width of reinforced zone L,' &58ft Eq. 7-3 Increase in width of reinforced zone due to P L 0.15 ft Eq. 74 Increase in height due to backslope h 1.43ft Eq, 7-5 Increase In height due to backslope at LQ hrrmax 3.70 ft Eq. 7-6 Increase In height due to backslope hs 3.74ft Eq. 7-7 Width of rein, layer for Internal sliding Ls" 0.9ft Eq. 7-8 Equivalent slope at back of rein, zone Pext 14.04 deg Eq. 7-9 Height of back of wall for ext. stability Hext 9.90 ft Eq. 7-10 Horizontal width of rein. zone at backslope LP 5.73 it Eq. 7-11 Earth pressure from soil weight Ps 2,199,38lbfft Eq. 7-12 Force of uniform surcharge Pq 0.00lb/fI Eq. 7-13 Herz. component of Ps PsH 2,091,73lb/ft Eq. 7-14 Horz. force of dead load surcharge PgdH 0,00lb/ft Eq. 7-15 Horz. force of live load surcharge PqH U0 lblft Eq, 7-16 Horz. component of active earth force PaH 2,091.73 lb/ft Eq, 7-17 Resisting moment arm for PsH Ys 3.03ft Eq. 7-18 Resisting moment arm for PqH Yq 4.55 ft Eq 7-19 Vert. component of Ps PsV 679.64lblft Eq. 7-20 Vert, force of dead load surcharge PgdV 0.00lb/ft Eq, 7-21 Vert. force of live load surcharge PgIV 0.001b/it Eq, 7-22 Vert, component of active earth force PaV 679.641b/ft Eq. 7-2 Resisting moment arm for PsV Xs 6.82 ft Eq. 7-24 Resisting moment arm for PqV Xq 6.98fI Eq. 7-25 Height above rein. area at Int. failure plane hint 1.50 it Eq. 7-26 Horz, Influence distance dint 6,41 ft Eq, 7-27 Distance dead load applied for broken back Lq 513ft Eq, 7-29 Internal active earth pressure Kaint 0.25 Eq, 7-43 Internal interface friction angle 6i 22.67 deg Eq. 7-44 Maximum height of slope influence hmaxint 3.82 ft Eq. 7-45 Slope for Internal analysis Pint 13,71 deg Eq. 7-46 Internal failure plane cai 53.35 deg Eq. 7-50 Elevation of influence of live load Eglinfi 7.67ft Eq. 7-93 Powered by Vespa Page 8 Printed 6111/2016 Pmiect: 16068 - Quail Ridge Estates (Rev, 11 Wall: wall01 Elevation of Influence of dead load Eqdinfl 7,67 ft Eq. 7-94 31MME= Weight of reinforced mass Wri 6,727MItrlft Eq, 7-30 Weight of soil above wall Layer/ Wro 538.23 lb/ft Eq, 7-31 Bass sliding resistance (lb/ft) Rs 3,234,91 lb/ft Eq. 7-32 Bass sliding FoS 17-691 FSsl 1.55 Eq, 7-33 Overturning OM 0:00 494.99 2/4 Resisting moment 1,045,00 Mr 27,307,87 lb -ft Eq. 7-34 Resisting moment arm for rein. zone Xri 162ft Eq. 7-35 Resisting moment arm in top slope Xrp 5,52 ft Eq. 7-36B Resisting moment arm for surcharge xqP 4,59 ft Eq, 7-37 Driving moment 149.16 Nb 6,341,78 lb -ft Eq. 7-38 Overturning FoS FSot 4.31 Eq. 7-39 Bearing Capacity Layer/ Elevation (lb1ft) (lb/ft) Equivalent bearing area (IbIft) B 517 it Eq. 7-40 Eccentricity of bearing force (7-73) e 0,36 ft Eq. 7-41 Applied bearing pressure 0,00 Oa 1,258,96 lb/W Eq. 7-42 Ultimate bearing pressure 0.00 Quit 4,328M 1b/ft2 Eq. 12-10 Bearing capacity FoS 4133 FSbc 3.44 Eq, 12-11 Tensile Overstress 4/8 44.67 0,00 0.00 357.87 Ac(n) D(n) Fg(n) 0,00 Layer/ Elevation (ft) (ft) (lb/ft) F$to(n) Course (ft) 17-54-671 17-58-601 17-611 17-621 1/2 40,67 2,00 6.67 435.02 4,41 2/4 42,00 1,33 5.00 217,51 8.83 3/6 4333 1,33 3.67 159-51 12.04 4/8 44.67 1,33 2.33 101,51 18.91 5/10 46,00 1.67 0,83 4531 4237 Pullout 2,762,38 3,051,84 7.02 Powered by Vespa AC(n) La(n) d(n) Layer/ Elevation (lb/ft) (ft) (it) FSpo(n) Course (ft) [7-63] 17-641 [1-651 17-661 1/-2 40.67 4,13178 4.66 6,96 9,50 2/4 42,00 2,799.30 3.81 517 12.87 3/6 43.33 1,72176 2,95 4.58 10,81 4/8 44.67 907.18 2.10 3.38 0.94 5/10 46.00 349,54 1,25 2.19 7J1 MHMMHE= PsH(n) PqdH(n) PqIH(n) PsV(n) Layer/ Elevation (lbift) (lb/ft) (lb/ft) (lb/ft) Course (ft) 17-671 17-681 17-691 17-701 1/2 40.67 1,523,42 OM 0:00 494.99 2/4 42.00 1,045,00 oko 0,00 339.54 3/6 4133 656.49 0.00 OM 213.31 4/8 44.57 357.87 0,00 0,00 11628 5/10 46.00 149.16 0.00 OM 48.46 PqdV(n) PqlV(n) Palin) PaV(n) Layer/ Elevation (lb1ft) (lb/ft) (lb/ft) (IbIft) Course (ft) 17-711 17-721 (7-73) 17-741 1 -/2 40,67 0.00 0,00 1,523.42- 494.99 2/4 42.00 0.00 0,00 1,045,00 339.54 3/6 4133 OM 0,00 656.49 213,31 4/8 44.67 0,00 0.00 357.87 116,28 5110 46.00 0,00 OM 14916 48.46 R's(n) W'r1(n) Vu(n) Layer/ Elevation (lb1ft) (lb/ft) (IbIft) FSsl(n) Course (ft) 17-751 17-761 17771 17-781 1/2 40,67 2,506.97 4,771,39 3,328.2 183 2/4 42,00 2,032.68 3,766.89 3,190.02 5,00 3/6 4333 1,558,40 2,762,38 3,051,84 7.02 Powered by Vespa Page 9 Printed 6/11/2016 Project: 16068 - Quail Ridge Estates [Rev, 1] Wali: wall0l "s(n) Wrl(n) Vu(n) Layer/ Elevation (Ib/ft) (Ib/ft) (lb/ft) FSsl(n) Course (ft) (7-7) (7-76) (7-771 (7-781 418 44.67 1,084.12 1,757.8 2,913.66 11,17 5110 46,00 609.84 753,38 2,775,48 2210 Connection Strength F9(n) conn(n) hinfimax Layer/ Elevation (lb/ft) (Ib/ft) Scs(n) (ft) Course (ft) 7- r1) [7-79) 17-801 17-921 112 40.67 435.02 843.27 1.94 0.86 2/4 42.00 217,51 84127 3.88 0.86 316 43.33 159,51 843.27 5.29 0.86 418 44.67 101.51 843.27 8,31 0,86 5110 46.00 45.31 84127 18,61 0.86 Crest Toppling Active earth pressure from soil weight Ps(z) 17Mlb/ft Eq, 7-81 Uniform surcharges Pq() 0,00 Wit Eq, 7-82 Horz, component of Ps sl -(z) 16.31 lb/ft Eq. 7-8 Uniform surcharge PgH(z) 0,00lb/ft Eq. 7-84 Vert. component of Ps PSV(Z) 4A8lb/ft Eq, 7-85 Vert, force from dead load surcharge PgdV(z) 0.00 Wit Eq. 7-86 Vert, force from live load surcharge PgI (z) 0,00lblft Eq. 7-87 Crest toppling FoS FSct(z) 12.62 Eq, 7-88 Resisting moment Mr(z) 68.65 lb -ft Eq. 7-89 Resisting moment arm (z) 0,52ft Eq. 7-90 Overturning moment Q(z) 5.44 lb -ft Eq, 7-91 . Powelvil by'Vespa Page 10 Printed 6/11/2016 TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-1 15 S:kPROJECTSI47900�DN47957,OOO1II5\2. Reports\R1\DN47957-115-R1.d0Cx TABLE OF CONTENTS ........ .............................. SCOPE.... ......... - ......... ....... — ........ 11 ............. - ............ SUMMARYOF CONCLUSIONS.......................... ................ -- .................... ............... .................. - ....... 2 SITECONDITIONS ............................................»..«..... SITE GEOLOGY AND GEOLOGIC HAZARDS- ................................I.... ................. .... 3 ............................. 3 ExpansiveClay .................»..........................»... ...................... .... -3 ExistingFill .. .......... ......... — ........ ....... ..................................................... ........................... .... _ .. ... — 3 Seismicity. - � .... ..... -- ............ ....... .......................... ........ ............................. 4 Radioactivity . . ....................................... -- ................. .........«........ .__. 4 OtherConsiderations ........ ........ .......... ....... ........................ ................... 5 PROPOSEDDEVELOPMENT ......................».........,... ........................ ........ ......... * 6 INVESTIGATION................................ I ............. ......................................... ........... ......... 6 SUBSURFACECONDITIONS-- ....... ....... ..... I ... ............................. Fill.............. .......................... — ....... ..............................................«.......,..,..,. Gravel ..................... 6 Clay, Sand, and . ............ --- ............... ........... .................... .............. 6 Groundwater..................................................................... . ........... I ................... 7 SITEDEVELOPMENT- ........................................« .« Demolition............. --- ... ... ........................ ........ ............. SiteGrading ..... ....... .......... ...... ..... ....... ...... ............ Excavation....»...... .................. — .............. .............................. Utilities.. ....... ............................ ............ ............ Pavements...... ................. -- ......... ...... ..................... ..... ..................... 7 - .......... ---- 7 — .............. - .... .....8 ....... 9 ....... ......... 9 BUILDING CONSTRUCTION CONSIDERATIONS .......««.»..........................................« ...... ........... .......... ............................................... Foundations ....................«.».,............................. ................ Slab-On-Grade Construction . ... - ........... ............................... Below-Grade Areas .............................................................. SurfaceDrainage.......»....... .... — ..... ... ...... .................................. Concrete............ ............................. ....................... .......... 10 . ............ ... 10 ...... ............... — 10 11 . — ........... — .... I .. 1.11 ................ ................. .......... 12 RECOMMENDED FUTURE INVESTIGATIONS .. ................. .....................................12 CONSTRUCTION OBSERVATIONS ........ .................. ......................................... 13 I .................. ...... ........... 113 GEOTECHNICALRISK .... - ................. ............ - ................... LIMITATIONS.. .......... .... - .......... - .............. ............ ...... ........... ...... 1-11-1 14 TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-1 15 S:kPROJECTSI47900�DN47957,OOO1II5\2. Reports\R1\DN47957-115-R1.d0Cx I k ol 1-14 A uf I RIM 11 FA- m FIG. I - LOCATIONS OF EXPLORATORY BORINGS FIG. 2 - SUMMARY LOGS OF EXPLORATORY BORING LOGS APPENDIX A - LABORATORY TEST RESULTS APPENDIX B - GUIDELINE SITE GRADING SPECIFICATIONS TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-1 IS SAPROJECTS47900TN47957.000\1 15\2, RepoftMk0N47957-1I5-Rl A= Z� w M This report presents the results of our Preliminary Gootechnical Investigation fo an approximate 6.5 -acre site located northeast of Ridge Road and Quail Street in Wheat Ridge, Colorado (Fig. 1). The purpose of our investigation was to evaluate the tion. The report includes descriptions of site geology and hazards, soil and groundwat conditions found in our exploratory borings, and discussions of site development and construction as influenced by geotechnical considerations. The scope was described il L, i am MZ121= This report is based on subsurface conditions found in our exploratory borings, results of field and laboratory tests, engineering analysis of field and laboratory data, previous investigation and our experience with similar projects. The report contains cussions of geologic hazards, recommendations for site development, and preliminary estimates for pavements, potential foundation and floor support alternatives, and sur- face and subsurface drainage. The preliminary discussions of foundation and floor Sys- tem altematives are intended for planning purposes only. Site (lot) specific investiga- tions will be necessary to design residences. A bdef summary of our conclusions and recommendations follows, with more detailed discussion in the report. The site is judged suitable for residential development. The primary geo- logic hazards and geotechnical concerns are expansive soil and existing fill. We believe these concerns can be mitigated with proper planning, en- gineedng, design, and construction, There are no geotechnical constraints that preclude development. 2. Our borings encountered 7.5 to 13.5 feet of sandy clay or clayey sand u-� derlain by clean sand with gravel. Nine feet of fill was encountered in TH 1. The clay was low to moderately expansive, We hit refusal in TH-2 at depth of 17 feet. TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-115 M 6. Control of surface and subsurface drainage will be critical to the perfor- mance of foundations, slabs -on -grade and pavements. Overall surface drainage should be�designed to provide -rapid run-off of surface water away from structures, and off of pavements and flatwork. Quail Street in Wheat Ridge, Colorado (Fig. 1). Vacant land is present to the west, oc- cupied residences are present to the north and east, and a power plant is located south of the area of interest. An old residence, soil stockpiles, and an open excavation are present • site. A • cuts across the southern portion • the site. Ground cover • of grass, weeds, and trees. The ground slopes gently to the east. TOUCHSTONE HOLDINGS ♦ RIDGE ESTATES CTL I T PROJECT NO. DN47,957-115 2 M GEOLOGYSITE GEOLOGIC HAZARDS According F. T o the Geologic . !! g Map Arvada s M Ka wFle # Me Robert USGS Map GQ -1 53, 1979) rs os lluvium .y / b y� y ai a, underlain by art. cobbles, I� v: er *. d. e"... : M. consisting f lenses f clay silt as well as sand, Geologic hazards 1W:aw include expansive soils and w regional Y geologic hazard seismicity and radioactivity.Existing also M geotechnical conc' rn. No e RT hazards p would preclude * proposed arawere n Ao w* We bwMw potential y.Nhazards Y concerns Msmitigated proper .. aa*design, Y construction practices, report. E ansive Clay The clay is expansive. There is risk that ground heave will damage pavements, slabs -on -grade and foundations. Engineered design of grading, pavements, founda- tions, slabs -on -grade, and surface drainage can mitigate, but not eliminate, the effects . .a Exiting fill was found in TH-1 as there are stockpiles on site. The fill should be re- moved and replaced as moisture -conditioned compacted fill during site development. Based on available mapping, we found no active faults within or near the site. +I According and bedrock an 1 respond expectedi +M lly o� seismic activity. �u R ! ! i 012 at. Residential o d +Y M.: seismic design, '.s ! w si r. TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO. JN47,957-115 S-,\PROJ CTS\479OOkDN4?957,000\115\2, orts\R1\DW7957-11 - 1.aocx M MEN It is normal in the Front Range of Colorado and nearby eastern plains area to contact with soil or bedrock. Radon 222 gas is considered a health hazard and is just one of several radioactive products JnAhe chain of the natural decay of uranium into lead. Radioactive nuclides are common in the soil and bedrock underlying the subject site. Because these sources exist or will exist on most sites in the area, there is a poten- Other Considerations We observed no evidence of unstable slopes. Erosion potential on the site is considered low due to the gentle slopes. Erosion potential can be expected to increase during construction, but should return to pre -construction rates or less if proper grading practices, surface drainage design, and re -vegetation efforts are implemented. We did not identify recoverable, high quality aggregate in our borings. We believe there are no economic aggregate or energy resources on the property. TOUCHSTONE HOLDINGS 4 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957-115 S:1PROJECTS447900\DN47957,ODO111512. Reports\R1\DN47957-115-R1,d0Cx M M We understand the site will be developed for approximately 25 single-family homes. We anticipate the residences will be one or two-story, wood -framed structures with basements and/or crawl spaces and attached multi -car garages. The residences may have partial brick or stone veneer exterior wall treatments. Paved streets will pro- vide access throughout the development. INVESTIGATION We investigated subsurface conditions by drilling 5 exploratory borings at the lo- cations shown on Fig 1. Prior to drilling, we contacted the Utility Notification Center of Colorado and local sewer and water districts to clear boring locations for conflicts with buried utilities. The borings were advanced to depths of 17 to 30 feet using solid stem, continuous -flight auger and a truck -mounted drill rig. Samples of the soil and bedrock were obtained at 5 -foot intervals using 2.5 -inch diameter (O.D.) modified California barrel samplers driven by a 140 -pound hammer fall- ing 30 inches. Representatives of CTL I Thompson, Inc. were present during drilling to observe drilling operations, log the soil and bedrock, and obtain samples. Summary logs of the exploratory borings are presented on Fig. Z Samples were returned to our laboratory where they were examined by our engi- neers. Laboratory tests included dry density, moisture content, percent silt and clay - sized particles (passing the No. 200 sieve), Atterberg limits, swel [-consolidation, and water-soluble sulfate concentration. Swell -consolidation tests were performed by wet- ting the samples under approximate overburden pressures (the weight of the overlying soil). Results of laboratory tests are presented in Appendix A and are summarized on 00 0 TOUCHSTONE HOLDINGS 5 QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-115 S:\PROJECTS\47900\DN47957,ODO\115\2. Re"rts\R1\DN47957-115-R1.docx SUBSURFACE CONDITIONS I Strata encountered in our bon*ngs consisted of 7 to 13.5 feet of sandy clay or clayey sand underlain by clean sand With gravel. Nine feet of c" sand fill underlain by sand and gravel was encountered in TH-1. Refusal was encountered in TH-2 at a depth of 17 feet. Pertinent engineering characteristics of the soil Is presented in the fol- lowing paragraphs. Fill Nine feet of sandy clay fill was encountered in TH-1. The fill was stiff based on field penetration resistance tests. One sample swelled 13 percent when wetted, con- tained 51 percent fines (passing the No. � 200 sieve), and exhibited moderate plasticity. There are also soil stockpiles on site. I Clamor Sand, and Gravel Seven to 13.5 feet of sandy clay or clayey sand underlain by clean sand with gravel was encountered in our borings. The clay was stiff to very stiff and the sand was medium dense to very dense. Four samples of sandy clay swelled 0.3 to 2.8 percent when wetted. One clay sample contained 55 percent fines and exhibited high plasticity. Six samples of sand contained 6 to 36 percent fines. Groundwater Groundwater was encountered at depths ranging from 15.5 to 20 feet during drill- ing, When the holes were checked several days later, groundwater was measured at depths of 13.5 to 14.5 feet. Current groundwater levels are not expected to affect planned construction. Groundwater will likely fluctuate seasonally and may rise in re- sponse to landscape irrigation and precipitation. TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, ON47,957-115 M M ■ SITE DEVELOPMENT The primary geotechnical concerns that we believe will influence development and building performance are expansive clay and existing fill. These concerns can be mitigated with proper planning, engineering, design and construction, We believe there are no geologic or geotechnical constraints that would preclude development. The fol- lowing sections provide site development recommendations, We understand that any existing structures will be demolished to allow for con- struction of the residences. Demolition should include removal of all existing structural members including foundations, grade beams, floor slabs, retaining walls, exterior flat - work, pavements, septic tanks, leach fields, and utilities. Demolition should include re- moval of trees and shrubs. Tree roots larger than about 2 inches should be removed be- fore construction. Any existing fill should be excavated to natural soils. Existing fill free of construction debris and organics can be used as new fill. Soft soils should be stabi- lized (if encountered). An asbestos survey will be required to obtain a demolition permit. We can provide an asbestos survey at your request. ROM= We believe site grading can be accomplished using conventional heavy-duty construction equipment. The ground surface in areas to be filled should be stripped of vegetation, scarified, and moisture conditioned to between optimum and 3 percent above optimum moisture content for clay and within 2 percent of optimum for sand, and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698). We anticipate stripping may require cuts of 2 to 5 inches for the majority of the site. TOUCHSTONE HOLDINGS 7 QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957-115 $:%PROJECTS\479001DN47957.000\11512, Reports\R1\DN47957-115-R1,docx M The properties of fill will affect the performance of foundations, slabs -on -grade, utilities, pavements, flatwork and other improvements. if imported soil is needed to achieve site grades, the material should be tested and appmyo by our firm prior to im- porting to the site. The on-site soils are suitable for use as site grading fill provided they are substantially free of debris, organics and other deleterious materials. Fill should be placed in thin loose lifts, moisture conditioned and compacted prior to placement of the PAW* during construction. Guideline grading specifications are prese in App ndl Our experience indicates fill and backfill can settle, even if properly compacted to criteria provided aboy .2. Fgctors material type, degree of compaction, amount of wetting, and time. The degree of com- yy Z cent or less) to moderate9r for clay/sand mixtures (I 4o 2 percent), to high for highly plal Excavation We believe the soils penetrated by our exploratory borings can be excavated with typical heavy-duty equipment. We recommend the owner(s) and the contractor(s) be- come familiar with applicable local, state and federal safety regulations, including the current Occupational Safety and Health Administration (OSHA) Excavation and Trench Safety Standards. Based on our investigation and OSHA standards, we anticipate the clay will classify as Type B soil and the sand as Type C soil based on OSHA Standards governing excavations are published in 29 CFR, Part 1926. Type B requires 1:1 (hori- zontal *vertical) and Type C requires 1 1/2: 1 for temporary excavations in dry conditions. t 17, ,ii rw j. rrgovrmw conditions encountered, The contractors "competent person" should identify the soils e r0it ♦ • - TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-115 SAPROJECT&A7900XI)N47957,000\1 I 5V, ReportskRI\DN47967-1 I 5-R1 A= M M slopes. Stockpiles of soils and equipment should not be placed within a horizontal dis- tance equal to one-half the excavation depth from the edge of the excavation. A profes- sional engineer should design excavations deeper than 20 feet. Utilities Water and sewer lines are usually constructed beneath paved roads. Compac- tion of trench backfill can have a significant effect on the life and serviceability of pave- ments. Trench backfill should be placed in thin (8 inches or less) loose lifts and moistu conditioned to between optimum and 3 percent above optimum moisture content for clay and claystone, and compacted to at least 95 percent of maximum dry density (ASTM D 698). Sand fill should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of maximum dry density. The placement and compaction of utility trench backfill should be observed and tested by a] representative of our firm during construction. Our experience indicates use of a self-propelled compactor results in more relia- ble performance compared to backfill "compacted" by a sheepsfoot wheel attachment on a backhoe or trackhoe. The upper portion of the trenches should be widened to allow laced adjacent to manholes as we have seen instances where settlement in excess of 2 per- cent has occurred. Any improvements placed over backfill should be designed to ac- commodate movement. Pavements Pavement subgrade soils will likely consist of fill, sandy clay, or clayey sand. Clay soil is considered relatively poor pavement subgrade. Sand is considered better sub - grade. The City of Wheat Ridge uses the Colorado Department of Transportation's Pavement Design methodology (CDOT). The required minimum pavement thickness is 3 inches of hot -mix asphalt (HMA) and 6 inches of aggregate base course (ABC). We TOUCHSTONE HOLDINGS 9 QUAIL RIDGE ESTATES CTL IT PROJECT NO, DN47,957-1 15 S:OJECTSt47900\DN47957,ODON115\2, ReWS\R10N47957-115-R1,d0CX suspect pavements for local streets may be slightly thicker (4 and 6). A design -level subgrade investigation should be done pnior to paving, WILDING CONSTRUCTION CONSIDERATIONS The following discussions are preliminary and are not intended for design or con- struction. After grading is completed, design -level investigations should be performed on a lot -specific basis. Foundations W W w ducted after grading is completed. Slab -On -Grade Construction Slab -on -grade basement floors may be considered on low and some moderate swell sites where potential heave is acceptable to builders and home buyers. Structur- ally supported basement floors should be used on all sites with high or very high risk of poor basement slab performance. Based on data from this study, we anticipate low risk conditions. The following precautions will be required to reduce the potential for damage due to movement of slabs -on -grade for this site. 1 Isolation of the slabs from foundation walls, columns and other slab pene- trations-, TOUCHSTONE HOLDINGS OUAIL RIDGE ESTATES CTL I T PROJECT NO, ON47,957-115 10 M M 2. Voiding of interior partition walls to allow for slab movement without trans- ferring movement to the structure; 3. Flexible water and gas connections to allow for slab movement. A flexible plenum above furnaces will be required; and 4. Proper surface grading and foundation drain installation to reduce water availability to sub -slab and foundation soils Below -Grade Areas Surface water can penetrate relatively permeable loose backrill soils located ad- jacent to residences and collect at the bottom of relatively impermeable basement exca- vations causing wet or moist conditions. Basement foundation walls should be designed for lateral earth pressures. Foundation drains should be constructed around the lowest excavation levels and ideally should be connected to an underdrain system (if allowed) to provide a gravity outlet. The drains can be connected to a sump pit where water can be removed by pumping if an underdrain is not provided. The performance of improvements will be influenced by surface drainage. When developing an overall drainage scheme, consideration should be given to drainage around each residence. The ground surface around the residences should be sloped to provide positive drainage away from the foundations. We recornrnend a slope of at least 10 percent for the first 10 feet surrounding each residence, where practical. If the tance between houses is less than 20 feet, the slope in this area should be 10 percent to the swale between houses. Where possible, drainage swales, should slope at least 2 percent. Variation from these criteria is acceptable in some areas, For examples, for lots graded to direct drainage from the rear yard to the front, it is difficult to achieve the rec- ommended slope at the high point behind a house. We believe it is acceptable to use a slope of about 6 inches in the first 10 feet (5 percent) in this instance and others when achieving 10 percent is not practical. Roof downspouts and other water collection sys- TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957-1 15 S.\PROJECTSw7900\DW7957,000\115\2r Reports\R1\DN47957-115-R1.docx Proper control of +r also important to control the erosionof surface soils. Sheet flow should not be directed over unprotected slopes. Water should not be allowed to pond at the crest of slopes. Permanent slopes should be prepared in such a way to reduce erosion. Attention should be paid to compact the soils behind curb apid gutler adjacent to liminary development and construction phases is neglected, performance of the road- flatwork and foundations may be poor. Concrete concentration,Concrete in contact with soil can be subject to sulfate attack. Concentrations were measured at less than 0.01 in two samples from this site. For this level of sulfate is Code Requirements for Residential aindicates are no special requirements for sulfate resistance. con- crete, though sulfatelevelsarerelatively • To control this risk and to resist freeze -thaw deterioration, the water-to-cementitious materials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to surface drain- age or high water tables. Concrete should have a total air content of 6 percent +/- 1.5 1 percent. We advocate all foundation walls and grade bears in contact with the subsoils (including the inside and outside faces of garage and crawl space grade beams) be damp -proofed. RECOMMENDED FUTURE INVESTIGATIONS We recommend the following investigations and services: construction.1 Construction testing and observation during site development, gradin"' and pavement TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES DTE, I T PROJECT NO, DN47,957m115 S.'TRQJECTSW900%DN47957. 8116\2. s� 1iDN47957.115-R14Mx M 2. Subgrade investigation and pavement design(s) after grading; 3. Design -level Soils and Foundation Investigation(s) after grading; and 4. Foundation installation observations. CONSTRUCTION OBSERVATIONS This report has been prepared for the exclusive use of Touchstone Holdings and ,yvardusligurunt, tc=;h t otechnical design and construction criteria for development, The information, conclu- sions, and recommendations presented herein are based upon consideration of many factors including, but not limited to, the type of structures proposed, the geologic setting, and the subsurface conditions encountered. We recommend that CTL I Thompson, Inc. provide construction observation ser- vices to allow us the opportunity to verify whether soil conditions are consistent with those found during this investigation. If others perform these observations, they must accept responsibility to judge whether the recommendations in this report remain appro- priate. GEOTECHNICAL RISK The concept of risk is an important aspect with any geotechnical evaluation marily because the methods used to develop geotechnical recommen ations do not comprise an exact science. We never have complete knowledge of subsurface condi- tions, Our analysis must be tempered with engineering judgment and experience. Therefore, the recommendations presented in any geotechnicall evaluation should not be considered risk-free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures will perform satisfactorily. It is critical that all recommendations in this report are followed during con- struction. TOUCHSTONE HOLDINGS 13 QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-115 S:\PROJECTS\47900\DN47957.000\115\2, ReportS\R1\DN47957-115-R1,docx 1-4 � lit+ . Cour borings were widely spaced to provide a general picture of subsurfacecondi- tions for preliminary planning of development and residence construction. Variations in the subsoil conditions not indicated by our borings are likely. A representative of our firm should observe the foundation excavations to verify the exposed subsoils are asantici- pated. We believe this investigation was conducted in a manner consistent'with that level of dare and skill ordinarily used by geotechnical engineers practicing in this area at this time. No warranty, express or implied, is made; If we can be of further service In discussing either the contents of this report or the analysis of the influence of subsurface conditions on the design of the proposed de- velopment, please call. CTS. i T OMPSON, INC. Erin C. Beach, E.I.T. Staff Engineer Reviewed by: .•.... , 20243 Ronald M. Mco l ` Chairman & CE' °. _M� .M (3 pies) Via +e-mail: qgn touchstone -service acorn bub sho 9++�t TOUCHSTONE TONE OLDING 14 QUAIL RIDGE ESTATE CTL I T PROJECT NO, ON47,957-115 WROJECTSUMOV"7967,0=115V,Re ARI a I -Its -RI dom 0 t 7 1-! co Chi (D V_ to C'4"' *t, Za �eY:: APPENDIX ♦ ssr• TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO, CN47,957-115 S:\PROJECTS14790ONDN47957. 511512. RepcnlstRl\DN47957-li5-Rl,docx }C ION UN R T N Z0 _ m._. 0 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of FILL., CLAY, SANDYDRY UNIT WEIGHT- 104 PCF From Thi 1 4 MOISTURE CONT � 13.9 �J P ION LIN ER 4 T IsT 3� I ;off E .. 0.1 1.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT= 100 PCF From T -2 AT 4 FEET MOISTURE ONT NT= 14.6 % Swell Consolidation QUAIL RIDGE ESTATES TOUCHSTONE A- TOUGNSTONE HOLDINGS Test Results PROJECT NO, DN47,957-115 S:FPROJEDTSt47 1DN47957. 1i5�. R0P0tts R1\DN47957-1I6-R1-X1 (S ELL)Asn 3 X ION UN EROT N F To N J4 2 Z 0 x Z -2 LU -3 M---- -- -- 4- 0 -4 L 0.1 I'D 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL)DRY UNIT WEIGHT= 115 PCF — ----- MOISTURE CONTENT= m_.13.6 % From TH-3 AT 4 FEET 3 --- . ........ . P ION LIN ER 0 ST T 2 z 0 x W -2 . ...... LU M -3 — ---------- + - 0 -4 GA 1'0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT- 114 PCF From TIS -4 AT 4 FEET MOISTURE CONTENT= — 15.1 % Swell Consolidation QUAIL RIDGE ESTATES Test Results FIG. A-2 TOUCHSTONE HOLDINGS PROJECT NO, DN47,957.1 IS S:\PROJECTS147900iDN47957,000k115\2. Aepcns\RI\DN47957-115-RI-X1 (SWELL).)dsm k r P N UNDER ON TAT - - P E S UIE T E N{ i ° 0 0.1 t.0 10 100 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) DRY UNIT WEIGHT- 105 PCF From T -4 'T FEET MOISTURE CONTENT= 17,5 �_°I Swell Consolidation QUAIL RIDGE ESTATES TOUCHSTONE HOLDINGS Test Results FIGA-3 PROJECT NO, DN47,957.115 S'\PROD CTS447900\DN47957. li1S42. i3spods\R1\DN47957-11 - 1-x1(SWELL)ASM iF- HYDROMETER ANALYSISSIEVE ANALYSIS �r r x •r r ra ar• s - r r r re r CLAY - TO SILT (NON-PLASTIC) Sample of SAND, • +` . • + •LIQUID ------ PLASTICFTYINDEX t, •StEVE ANALYSIS i <r ► r ,r r a r � r r r # r E rr s OEM CLAY • ) TO SILT (NON-PLASTIC�M •�4� • 1.11 `- rr' s .Sample of SAND, GRAVEL A.. * A -. dND .. A A {. ye y� 14 w Y. !" i LIMIT PLASTICITY INDEX QUPdL RIDGE ESTATES Gradation TOUCHSTONE nRLDINGS Test Results A-4 PROJECT NO, ON47,957-115 HYLTROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR. TIME READINGS U,S, STANDARD SERIES CLEAR SQUARE OPENINGS 45 MIN. 15 MIN, 60 MIN, 19 MIN, 4 M#N. 1 MIN, 200 *100 "50 *40 *30 *16 *10 *8 *4 3w 3/4" 1W 3" 5«'6° A. 100 90 10 t 80 20 ---- 27030 60 40 lu _,._,...._ I 50 a 50 0.40 FI cc ujw 60 30 . F70 20 apt So � ---� � � 90 _=� 100 It_W .__ m .001 0,002 .005 . .019 .037 074 .549297042.580 1,19 2,0 2.38 4.76 952 19.1 38.1 76.2 1217 DIAMETER OF PARTICLE IN MILLIMETERS CLAY (PLASTIC) TO SILT (NOSANDS GRAVEL FINE MEiJIUM CCiARS FIiVE CQARSE CBRLES Sample of SAND, GRAVELLY (SP) _. GRAVEL 3 % SAND 41% From � 4 AT 19 FFFT ......_ .__a. SILT & CLAY ..�... _ % LIQUID LIMIT ....._ .. aw .._._ _.__ PLASTICITY INDEX HYDROMETER ANALYSIS SIEVE ANALYSIS 25 HR. 7 HR, TIME READINGS U.S. STANDARD SERIES CLEAR SCIUARE OPENINGS 45 MIN, 15 MIN. 60 MIN 19 MIN, 4 MIN. 1 MN_ *200 *100 *50 *40 *30 56 *10 *8 *4 318" J4 1 I 3" 5"6" 86" ' } 90 2 -110 m 77" A J70r 71 30 g40 x r � I w 50 CL uj 40 � 60 CL 30 r #70 7 7777'7-77' '777777 80 207117 I t 10 _.. _e. _. .. ._ ._�.m...... ... _...- �,.. _.. _3 _�.: _ .w.. �. 90 ..... __. ... ..._ ...._. _.. _ . ��: __. _,. _ _._ ..._. ._.. _._ _..._,.I500 0.001 0.002 .005 .0#79 .019 .037 .074 149 '2970.42.590 1.19 24 2.38 9.78 9.52 19.1 36.1 76.2 121752200 DIAMETER OF PARTICLE IN MILOMETERS CLAY (PLASTIC) TO SILT (NON -PLASTIC) GRAVEL SANDS t— I [ FINE MEDIUM RDARSE FINE CCAARSE COBBLES Sample of GRAVEL % SAND % From � SILT & CLAY �� plc LIQUID LIMIT PLASTICITY INDEX_....__ QUAIL RIDGE ESTATES Gradation TOUCHSTONE HOLDINGS PROJECT NO. DN47,957-115 TestResultS FIG, A- S:\PROJECTSl479D0\DN47957,00M11512. R s1RITN47957-115-R1«X3 (GRAD).xlsm U- 0 \ 7 A �§/\ \ \/k }z /©\ \\/7 oe\\ \\ LU \ //ƒ\ m APPENDIX B GUIDELINE SITE GRADING SPECIFICATIONS TOUCHSTONE HOLDINGS QUAIL RIDGE ESTATES CTL I T PROJECT NO. DN47,957-115 S.,\PROJECTS\47900\DN47957,000\115\2. Reports\R1\DN47957415-R1,doCx m M AFIRV to compaction of excess cut materials that may be placed outside of the subdivision and/or filing boundaries. MENIMMUMM The Soils Representative shall be the Owners representative. The Soils Representative shall approve fill materials, method of placement, moisture contents and percent com- paction, and shall give written approval of the completed fill. . .... ... . .. Topsoil and vegetable matter shall be substantially removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified to a depth of 8 inches, moisture treated to above optimum moisture content, and compacted until the surface is free from ruts, hummocks or other uneven features, which would prevent form compaction by the equipment to be used. gjankling After the foundation for the fill has been cleared and scarified, it shall be disked or bladed until it is free from large clods to a depth of 8 to 12 inches, brought to the proper moisture content (between optimum and 4 percent above optimum for clay and within 2 percent of optimum for sand) and compacted to not less than 95 percent of maximum density as determined in accordance with ASTM D 698. The foundation materials shall be worked, stabilized, or removed and replaced if necessary in accordance with the soils representative's recommendations in preparation for fill. A I'll I I MA11:11jor-A Fill soils shall be substantially free from vegetable matter or other deleterious sub- stances, and shall not contain rocks having a diameter greater than six (6) inches and claystone pieces larger than three (3) inches. Fill materials shall be obtained from cut ar- eas shown on the plans or staked in the field by the Engineer. TOUCHSTONE HOLDINGS B-1 QUAIL RIDGE ESTATES CTL I T PROJECT NO, DN47,957-1 16 S,.\PROJECTS\47900\DN47957.000\115\2, Reports\R1\DN47957-115-R1.d0Cx t COMPACTION AREAS # ` * #, # # it � .« # # • ' • # # area, Compaction equipment shall make sufficient passes to ensure that the required density is obtained. TOUCHSTONE HOLDINGS B-2 QUAIL RIDGE ESTATES GTL I T PROJECT NO. DN47,957-115 S:\PROJ CTS\47 rN479 7. \11512., R#por1s\R1kDN47957«115-R1.d x # W.. i01* Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equip- ment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, # there is notappreciable amount of #t ` soils on the slopes. ex- ceedCompaction of slopes may be done progressively in increments of three to five feet (3to (horizontal # 10. PLA!gEMENT OF FILL 0 NATLJR6L SLOPEa Where natural slopes are steeper than 20 percent in grade and the placement of fill is required, cut benches shall be provided at the rate of one bench for each 5 feet in height of '# benches), Benches be at least 10 feet in width.Larger bench widths may be required by the Engineer. Fill shall be placed on completed benc s as outlined within this specification. 11. DENSITY TESTS Field density tests shall be made by the Soils Representative at locations and depths of his choosing, Where sheepsfoot rollers are used, the soil may be disturbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the density or moisture content of any layer of fill or portion thereof is below that required, the particular layer or portion shall be re- worked until the required density or moisture content has been achieved. 12. �EASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or during unfa- vorable weather conditions-. When work is interrupted by heavy precipitation, fill opera- tions shall not be resumed until the Soils Representative indicates that the moisture con- tent and density of previously placed materials are as specified. 13. NOTICE REGARDING START GRADING submitThe Contractor shall # # to the SoilsRepresentative # # Owner advising # weatherthem of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in advance of any resumption dates when grading operations have been stopped for any reason other than adverse conditions. 14. REPORTING OF FIELD DENSITY Density tests made by the Soils Representative, as specified under "Density Tests" above, shall be submitted progressively # the Owner,D density, moisturecontent,+e percentage compaction shall be reported for each test taken. The Soils Engineer shall provide a written declaration stating that the site was filled with acceptable materials, and was placed in general accordance with the specifications. TOUCHSTONE HOLDINGS B` QUAIL RIDGE ESTATES CTL 1 T PROJECT NO. DN47,957-115 S \PROJECTSt47900ON47957, \115\2. Rep : iRItDN47957-155-Rt.d= AA, WORK *RiN THE PUREX fAGUT,-OF--TVAY OR EATOAMEN" SKki. z,,1g,,NFEAYA ZO C,IY "SI w,,fA, FOOD( ROD CE AIN STANDARDS 2 04 APT'ROVED RIGTNCY-WAY CONVIA,XO0,14 PERIA4 N40 A MUNSWAL CONTRACTORS LSOON3E ARE REGI PALD FATOR TO ANT, *SAR' CI"'IIJMEOL"aRG WN"FET to VIVFftyFi,1VES -0,1"-WAY` ANY WORK PERFORMED WIR404 THE STATE TUGHT-Or-WAY SHXL RCQURf, AN AF PRALE'Z SCME CONS"RUCTION KARP PfCOR 10 FFS'RMMFRCFM,.N1 OF ANi OVODWXTON AC` TNVIES 5 it SH"'u, W, 74E FXNATRAEIITORs sE .,)NS.:.%av Y TCT FN"FI' -'mE SW% ,E .,1j/0DyEtDPF,A IRA's CIFMSAECTIEFI Of ANY FAKAXEM F(YEOUNTERE'D *iDFiq WOULD APFER THE ORKNIIAL RESIGN OR CA S¢ NON -COEIVORmANDE WITH Oif ERSONN, 0,19VADVED F"ONSTRUC7*4 PzVUI FOA ANY EEUEiTT OF THE PROPOSED 5MPKIVEMENTS GOI CONSTRUCT(O4 4 1 ISKNFI, TO-' THE TTP SPON9910y Of 'qE OEAFI.RNER AUiYND C'ONSFRUCTFUN ACHHT"rS TO RFS(S'AF PRINEK.ETAS DIX 10 CHANGES TOXADITYSNr" OR DFSKIN ERRORS E"Ni"OUNITRED BY THE 2,I)AFTRAC10A DURING Y PRO(NOTSS 'I Of" ANY FIORWON Of TTHIS,"IR(AFFOILD WORK IF, Y4 THE OPVw'UN' OF THE Ctrr'S INGPECONTI, IFO 40ITNXTICATIONS PFOOCSED ' by SHE DEVELOPER TO TPE, APPROVE- PIANS INVOLVE, VONWICANT CHANGES 10 THE, E,4,11ACTFET OF THE WORK OR TO FUTURE CONTIGUOUS IDAA,A� OR PRNTATE IMPROVEMENTS, TOE DEVELOPER V1,4I "if, RESPONTse-1E FOR SU8MF`THNT`, RF GED PDANS IT) OIE 01FV." OF *4EAT FREIGE FAA APPRONAL PRIOR TO ANY FVqjHER CONSTRUCTION RFMIM TO RIAT POKIIIETA TIF AKYFAi ANY iMPTKSq'MfNTS CIINGiRLISTED NOT (N ACCORDANCE WNH THF'.FROGiNAL APPROVIT0, PLATT S OR APPROVED VRVISED PLANS SK&I, 8f REMOVED AND UIE W-ROYiEMENTS, SHANi, ETE, RECIVYVIRVCTED PER THE 0,PPRSVED PYANS' ,> ODU�,Y N TVICARION CEIAMR- TUE CCTNTRACTIEf, SHAL,'- TXNOACT fid, UULRY NOTDICAEON CENTER T OF COLOFIADY) FOR `,'V�C,N ON UNDERGROUND TAN;, ELECTRIC AND TELEPHONE UT�UTCS AT IIAST 48 HONES VACNZ To ERt. COMMENCEMENT DF MAY CONS OR-PSTEDN CALL I 8TiD 4,22 1%87 6 IAL 4ILPY POLESS SHAU BE RELOCATED PRIOR ',0 TAE F'OK',T`rHDCFPOt4 OFRif, NIS I W0,14 NOfflKAIKIN OA RESPECTIVE OWNER, AOJUSINNS 01' &L Cj-FANFIOTS, MTWOTLES, VALVE COVETEF AND SUFAVEY MONIuMENTS PRX'k TOTOY, rtNAI "PARS UF1 8 THE CON RACTOR SKA&,L VROVKTE X.L '-ZIOS, CGNS, SARRA",AENS, FOgSIMEo ED OTIJETE ENG CES RECf,SSART w,. VISA HHE PUSUC, SAFErY M ACCF,,'jETNFrE I THE CURRENT 4ANUAL OF UNWORN "I'RAFFIC COKHTYX OfMCF:5 '4 THE CON' MACTOR Sr4&1� PROADE ART) MAINMIAN vNGRESS AND bFIN�,,SS TO P", ' AUIIF PROPXT ERTY aACENI TO W FiC ORK "HE NERVES Of CONSTRUCTION PROW TO 9EIIDNIONG ANY WINDT, VOF CONOtAUTECT Ste, , FEETAH41 A WROTEN AT1,RK OWNER(T TOCP _ OEX� FROM THE AF'FTC'fED PROSER'y OWNER S" WPM', 11 By TWO ACCESS, 10, PRIOR TO PYE FO%AL (01 (I' SURFACE PAVEMENT IYL UNDERCROUNK) jM,'Ff RNNS SKAYkBE NIOALLEO AND 'AWOCE CONNECRONS STQMBE-') Our BrYSEAD TKE IENCD OF MIREPTSIPfMALK LINE WKN &LOWED, SY "IS GOUTY SERVCE FROM PUBI UILMES AND FROM SANSTARY SEWERS' SKAI.L NAE MACC JN,�*,LASLE FOR EACH tO) RI SUCH A MANNER 1HAr WiLL NOT BE NECTSSARY TO DISTURB YHE STREET PAVEVE'XT, CURS, GUTIF'R NOTE StDVOINA AYUN CONNECTIONS ARE MADE, (2) cvs'us or, "NE -As-auv," PuQ1j$ (RIODAAF DRIAWN,'OH SIA4.1 OF TOTUMITTEV iEFQRJO iONAL ACC -TANK.'. Of THE WORA AND SSUANCE OF ANY CEFT11CATES OF I COAT is To of, 514 2411 9 3VI i"ATND PAPER, AND I COPY I's Fe HE ON ELECTRONIC MENA (SVE/ CD,ROM) AND FTI A,N AITOCAFCOMPATSKE FORMIC EDXF, ETAS, VC) zZ I,< FwIFFA704 N. THE C INSPECTOR AT ilk,,FT TWERIA-FOUR +20 FKTuRIE PMOR TO THE. OKSMEO ,NSPCCOON, 1 -1 No PIER'DON OF THE STWT MAY qI' FINAL PAVEAD, UNTA, tOL tjGFMNG MNFOVETAVN'% DCFGNEO 10,7 SEIR5, N4 RtP AND :RE OFAALOPMEN'T '11AVE EAFN COMPJTFO !4 STRtE'T R4YN-OF-WAT IDONUAIEFAS �SAAA, K, SET ffSQfj_TA IRANI, Of' OF ASPHACT PAViOUENT VOAP,ADNT HARDWARE, AND RANGE IAEXEO RoU, BF, PRIN10+0 MY THE, CATT.Of WHEAT WOOF UPTNA REOUEST, 15 SEEDING AND 4t14OHNG SHALL RE COM"'LEM0 INIHIN THRTY (3(D DATE OF %TAP 0POOSURE OR NEVER (7) SAYS AFTER GBASITE, tS SURSTANTIALIY COMPF17E iN A GNIEN AREA (AS, HEFNER Yy THE CIVY" F14is MAY FICOUVRI MIAMPLE MOS,LAAOSINS FOR SEEDING AND MULCHING, i6 ANY DSOIuRETETO FREE OR STOCKPILE, FKYr AF FIN& GRADF, Fi,tAT S 10 OF FEfT EXII'OSED FOR WORC THAN PMRTY iOD) C.AYS AND Is NOT SFAARCT TO CONSMNJCT' ON REAFFVC, BE, iEMPCAFARPY SEEDED AKTEIVN SEA.TY (7) SASS BY OLAC.EmEhri OR DOEIVREANCE N ACCORDANCE ImETY THE, CaY Of WFFEAT ROTGE rEMAIDIARY SDEDTNG STANDARDS IF INE 4',k',Oh OR STOCKPQ,E MATERIAL, PR REFITS FEEITEMPSE ORARY EI)ING, TFIF' DAETURSED AREAS SHALL BE STASKORED VIb AN , ERRAND CONTROT. SIANVIV OR STRAW RDCH AND OFF WOE T yj ,,Kjr�sp, AND AAYT>,j0REF) �N WITH (OFT s T A IB�' E ;GE': MW, ikND ETTO,',AON CONTRO T7 SIOCAF41ES OF ANY MA71,'AFIS, SKIC: BE ,-OGGTEO VFS,�,� WITHN TK L',NIFTS OF CONSTRUCTION AND 1110 s"SS THAN ,00 EE FRO , I BRASAID thly CONTNIN THE , , N THE BANKS OF OFE NIERODS � EWAY, $10CKPFIX AREAS SHALL BE SiZED To r MATERIA,. EASED O'N' VAXAAUM 910WAKE ETUF>FPqE SIDE SLOPLS OF 3 Q4,CR3ZTFTI'FAL) To I eYEAI,'DAQ F'Oh"STFIVCTKIN e8 PERMANENI OR iEME,FRXRY R)Ti" 5FABIWADON ME,43FAES `,,IAL L CIE Orr IED 0) DO"hIAK*,D AAEAS W`TYEN N'*fl ('EO) UNIT', APER f,NAS DRAPE Di ACsFIVED ON ANY "�TRDAN OF H4E SHE, OR TO FID'IVROVE AREAS THAT MAY HOT BE AT "NAL i"RAVI- aFfr ARE TO SE LEE'T S,SERJVANV PON A PEMOD Of FME Of MOSS PAIFN FSF- (30) oTAYS 19 ADE)TAOI -rROsKIN CONTROL MEASURES MAY BE REQURET, DURING THE' CaASF OF AND Of tMMEDIATELY PER U4511RU"FIXONS OF 1HE CiTY TNSPECTOR E0 IjEi'pA 1E%, 'SDE'. STORMWATER WMAGEYE41 V"AN (SWMP) FOR AfXOyDpq& LFASION & SFDIMENT CONTROL REQUIREMENTS 0 MORE YKAN THREE CT STREET TS FIC �tpq auITH04 2a §JNEAN FEET, ISIWIONAC AOLI'IIN'G/SVE'EPAY REQUIREMENTS WILL APPLY REF'E'R TO GO.`, TERMS TO THE CATY OF WHEAT RiDCE NOW f"ONSTRUCIOIN PEHYIT IS BE 087,NNED rROM ME DEPARTMENT OF Pk�fh,,C wORKS 7O3235,2861, PRKST TO COMWENCEWENT Of ROAR AKR I AYIVMI.�M OF TEN (TO) DAYA ON C FOHARDUIC � F.MEDI ITT' ,AN V CORSTPHOFION ACIOVES, THY, GENERN CONTRAO.,'YOR SHA - ',ACkEDULE, A PRE-CONSTFRICTION MEE'FN0 '*TH THE DE",91ANMEN' TIF FIOMIO' ABTRAS, (`DEPTACT TODDI IHOONS, RU -C, - LFAE RE - CR , TjOTIN �'rTAFG MUST EO'IOOF PRF)R 11861 61 F Pf ADMISED Ti�AT NYE I, NArq 01 MEF ERVICES SUPERVISSIR AT 30,12M FO i%TUHNC( OF Dy RCHr-ofWAY PER&OTS me= YF SITE CONSTRUCTION PLANS N'LI14I - I(O"'wo "S CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON GECTPON A4, EASEMENT STATE OF COLORADO ? AIR Klq�_NITYMAP BCAL51'�FEO' A 5 ffs.1 JA PPROM Sut�ect to Field Inspedions A, ANIHNO I W c COVER 11"EX, C, TYPE ci2 FOE "ADVES 'Hi EXTEVINC, CI'3 (S 0 OVERL01 (ORMANG C2 'I FROSAYN CONTIEFA CLEAR GIT ,'ENENI, IYPF. 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V vE k N.OD'EN TATE ERAH/SFAKAE TAOIRTOR WELL SAO UNE OETFI,RIPTIONS �T OF WHEAT REE)GE SPO' E,tEVAnOTAS T"" t"F SO` VVWF-'� All PAJIGIE R:aN, EAz A F T, �j V c U CIT -T, evo 1:*VF D"Bv1*09 Aj A IRT&S OF REWNG, 'WS* OF STAIRNG IS TUE SOUTH UNE OF sY NATErYjWf,�g (XIARTER OF SECTION r6 AS BEARING NORTYA, e,9'32 a3 EAST BETWEEN THE FOLLEAKRIG DESSIEREfF MONUMENYS WFICAT, MOGE TAYNT #12209 AND AEREAT INEUE pERAT #12,309 F(SiND 3 1,'4 tNCH DIANOTER FS BRA,"'' ICAPS STAMKO L x321 2 GNU INCH 0ANOFTEN m�UM'SQU I 0 P PNF RANGE ROXTS BENVIMARK; ELETTArKYNS ARE WED OF TFH CFO IN R"X�E am # T 2309 vIEARIBIN I, 543S OR NAVD65 OAAUM Zi 4 F71 "5 ro fi F1 FKA ASTUARY 23, 2016 (n 0 U.1 z a. z ul SiDw Uj DCl 0 z 0 0 LU 0 ONCC cAL, 811 I-auSEREEss UR,� iti ADY-Ox BEFORE,' TOO DIG, GRISTE ,R H r, EACNDA � FOR MARKIN , , r OF kNERSARROONTS MEMBER UTVTVE5 "4OAF/mAKFN ASSUME5 NO RESPOTOO&ITTY TOR ulu'T fY wyCATIONS, THE IT'X-?TIES AYR) WN 6wi f;;is DRAINING HAVE BEEN VqSTrED FTEOM FHE SEES AVAILABLE NK)ISMAVON IT UI, HOWEVER, IHE cO'AD%,0S10RS RESPONSENIAI, TO ;"flo VER"I' THE 'TZE, MAT -ORA, FO)FITZONAL AND STEFCCAF SEAGON OF ALI UTA"OES pN,T)n FS TiqICFTAFAFTU,' , OW ANY CONSTRUCOON ,EMFNY a ' t IAN a' F, z i f>Ra„PO E' ROAD .a+.,. ... . .. 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LOWk 9 '„Q,17 x E tts. a S ? i ( 40 ..✓,i .. ,.. , ,, "Ac., s! n, CR4£SF vsrt c <, AtAI, 3 pgvA{P d t3dd A >s S�`?`u3 aR SHOVI AN H t ,,RAWrm, :r'o-4r+1&,E; „CbiS¢,R Da+iii i BF7i rA's'0.t6 M£ ,°.r`"¢f8bi.A$iN c Y£`Fe', . I�L c,a N RA:T04", rt'A.O2^i.Y$v,,iiji ? 1 •v°;8" d2' MAIF,'oAL,t a4;FY s "R`. AND wrRs w a ;{,t+ ^a OV al t f.S .,tALA'r Qk ANY QUAIL RIDGE ESTATES WHEAT RIDGE, CO ALLAN BLOCK AB CLASSIC RETAINING WALL DESIGN SHEETINDEX No. Title R W TITLE PAGE �W-2 GENERAL NOTES FRW-3 I SPECIFICATIONS Mof 21 SK Wall Design NO. DATE REVISION 2000 Wadsworth Blvd #201 Y x Lakewood, O 30214 " 303-900-8714 www.skwalidesign,com steve@skwaltdesign.com t 46681 e c TITLE. TITLE SHEET GATE. 611312016 SHEET N. JOB NAME: RRERARED FOR: PROJECT NO: 16066 QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED �`. SJK1 RW -1 tt wnar below. WHEAT RIDGE, CO 7108 S ALTON WAS`, BLD D Call you d . CENTENNIAL, CO 86112 SCAALE: LE: NTS General Notes: 1) Contractor shall contact all utility companies prior to construction for location of all underground utilities (i.e. water, sewer, electric, gas, telephone, & cable TV). 2) The subgrade at the base of the proposed retaining walls shall be native, undisturbed material or well compacted, controlled fill material (95% of Maximum Standard Proctor ASTM D698, and ±2.0% of optimum moisture content). Consult with site geotechnical engineer as necessary. 3) All segmental retaining wall units shall be Allan Block AB Classic. The manufacturers specifications for each product shall be used during construction, Should a conflict occur between the manufacturers specifications and the normal construction methods used by the contractor, the contractor shall contact the engineer to resolve said conflicts prior to construction, 10) The engineer shall not be held responsible for the retaining wall design when subjected to concentrated drainage due to direct runoff, or broken water, irrigation, or sewer lines. Trees shall never be installed over the reinforced backfill or within 5 feet of the face of wall. 11) The engineer shall not be responsible for providing adequate surface and subsurface drainage, grading, and erosion control during and upon completion of retaining wall construction. Proper drainage must be maintained to avoid damage to retaining walls. 12) This mechanically stabilized earth retaining wall design is based on an "active condition"; ie. wall movement between 0.5% and 1.0% of the wall height can be expected, 4) Drainage fill shall be installed a minimum of 12" behind all block facing. 13) Compaction tests shall be performed at intervals deemed necessary by the geotechnical engineer. Test locations shall be at the geotechnical engineer's 5) This Retaining Wall Design is based on a Detailed Grading Plan prepared by discrection. MARTINIMARTIN Consulting Engineers, Job No. 14.0952, dated 3/26/2015 and revised 2/23/2016. SK Wall Design assumes no responsibility for grading, finished wall heights 14) The owner or owner's representative is responsible for reviewing and verifying that or lengths, easement or property line encroachments, or landscape irrigation removals the actual site conditions are as described in General Note #6 prior to and during & improvements, construction. The owner or owner's representative shall be on-site to assure the provisions of the construction notes are followed. 6) The soil assumptions in this design are based on a geotechnical report prepared by CTL/Thompson, Inc, Job No. DN47,957-115, dated 9/9/2015. The soil design parameters are assumed to be as follows - Area -0 Unit Weight Soil Description Reinforced Soil 340 135 pcf Well -Compacted CDOT Class I Retained Soil 24" 127 pcf Sandy Clay Foundation Soil 24* 127 pcf Sandy May 7) The retaining wall design assumes zero hydrostatic pressure. Water should be managed so that no water build-up occurs behind wall. 8) Retaining wall design calculations are in accordance with NCMA 3rd Edition. 9) The retaining wall contractor shall notify the SK Wall Design prior to construction to coordinate site observations and associated fees, should conformance by SK Wall Design be required. TITLE: GENERALNOTES I [JOBNAM-EE- PREPARED FOR: QUAIL RIDGE ESTATES SLATON BROTHERS WHEAT RIDGE, CO 7108 S ALTON WAY, BLDG D .0 CENTENNIAL, CO 80112 DATE: 6/13/2016 PROJECT NO: 16068 PESIGNED BY: SJK SCALE: NTS I Lakewood, CO 80214 303-900-8714 www.skwaliIAF* sign,com steve@skwaildesign.com TITLE: GENERALNOTES I [JOBNAM-EE- PREPARED FOR: QUAIL RIDGE ESTATES SLATON BROTHERS WHEAT RIDGE, CO 7108 S ALTON WAY, BLDG D .0 CENTENNIAL, CO 80112 DATE: 6/13/2016 PROJECT NO: 16068 PESIGNED BY: SJK SCALE: NTS I = n* ggn I I SECTION I PARTI-GENERAL 11 Scove �"WFyr&04 insbWkvt 6v#4th&rt�#,nv?ete-Witk rwza�-&rg wall units to the lines and grades designated on the construction drawings and as specified herein, MUM 1 .2 R2&frp_nge_ �Lan_dijLd§ A. ASTM C-1372 Specification for Segmental Retaining Wall Units B. ASTIVI D-422 Particle Size Analysis C. ASTM D-698 Laboratory-�ctjon Characteristics of Soil Standard Effort D. ASTM D-4318 Liquid Limit, Plastic Limit and Plasticity Index of Soils QgIivpa,atol:p9e Ing Hgogling A. Contractor shall check the materials upon delivery to assure proper material has been received. B. Contractor shall prevent excessive mud, wet cement, and like materials from coming in contact with the materials. C. Contractor shall protect the materials from damage. Damaged material shall not be incorporated in the project EART 2: MATERIALS I I MALjLar LALall 11ok A. Wall units shall be Allan Block AB Classic units as produced by Basalite. B, Wall units shall have minimum 28 day compressive strength of 3000 psi in accordance with ASTM C 1372-97. C. Exterior dimensions shall be uniform and consistent, Maximum dimensional deviations shall be 1/8 inch, not including textured face. D. Exterior face shall be textured. Color shall be a standard color as manufactured by Basalite, and selected by owner. g.g Wall Roc 41T similar crushed stone meeting the following gradation tested in accordance with ASTM D-422: Sji�eve Size Percent Passing 14f 90-100 3/4" 75-100 No. 4 0-10 No. 50 0-5 No. 200 0-3 SK Wall Design Lakewood, CO 80214 303-900-8714 www.skwalldes�gn.com steve@skwalidesign.com " ..... ....... . ... . O. DATE K �1%'177 4, 3.1 E&qavgtioLi A. Contractor shall excavate to the lines and grades shown on the beyond the lines shown, or to disturb the base elevations beyond those shown. MFoundation, SoilPre"ration re ve and replaced with acceptable material, 2.;! —Base A. Base material shall be lac d sh blocks. The base shall be constructed to insure proper wall embedment and the final elevation shown on the plans, D. Base material shall be 41 for all walls. 3.4 J!n# InLtaLld2a A. The first course of wall units shall be placed on the prepared base with the front edges tight together. The units shall be checked for level and alignment as they are placed. B. Insure that units are in full contact with base. Proper care shall be . . . . . . . . . . . 00 q 1. 1 Scope Work includes furnishings and installing geogrid reinforcement, wall fill, and backfill to the lines and grades designated on the construction drawings and as specified herein, I ENSTSIT W 94TH k W-1 I I F. 1. 2 ZJ &FIRM. MOM 0. GRI-GG4 - Determination of Long Tern Design Strength of Geogrids D. GRI-GGS - Determination of Geogrid (soil) Pullout E. NCMA SRWU-1 - Test Method for Determining Connection Strength of SRW F. NCMA SRWU-2 - Test Method for Determining Shear Strength of SRW 1.4 Deliv 4,Hgridling A. Contractor shall check the geogrid upon delivery to assure that the proper material has been received. B. Geosynthetic labeling, shipment, and storage shall follow ASTM D- 4873. Product [abets shall clearly show the manufacturer or supplier name, style name, and roll number. C. Each geosynthetic roll shall be wrapped with a material that will protect the geosynthetic from damage due to shipment, water, sunlight, and contaminants. D. During storage, geosynthetic rolls shall be elevated off the ground and adequately covered to protect them from the following, site construction damage, precipitation, extended ultraviolet radiation including sunlight, chemicals that ore strong acids or strong bases, flames including welding sparks, excess temperatures, and any other environmental conditions that may damage the physical property values of the geosynthetic, TITLE: SPECIFICATIONS (I of 2) JOB NAME: VAM I CENTENNIAL, CO 80112 DATE: 6/13/2016 SHEET NO. PROJECT NO: 1606&:: DESIGNED BY: SJK— RW -3 SCALE: NTS Retaining Wal! S eCificat ons cont'd PART : GRID MATERIALS .1 Ddaitign§ L4 Fill Placement and kfill Placement A. Concrete retaining wall wits are as detailed on the drawings and shall A. Backfill material shall be placed in 8" maximum efts and compacted to be Allan Block AB Classic Units. 5% of the maximum Standard Proctor Density per ASTM D-688. B. Drainage material is free draining material as defined in section. B. Backfill shall be placed, spread and compacted in such a manner that Modular Concrete Retaining Wall systems a "Drainage Material." minimizes the development of wrinkles in and/or movement of the C. Backfill is defined as the soil used as fill for the reinforced sail mass. geogrid. D. Foundation soil is the in-situ soil. C. Only hand -operated equipment shall be allowed within 3 feet, of the wall face. 2.2 Products D. Tracked construction equipment shall not be operated directly on the A. Geogrid shall be Stratagrid SG200 minimum or pre -approved geogrid. A minimum backfill thickness of 8 inches is required prior to equivalent structural geogrid reinforcement as shown on the construction operation of tracked vehicles over the geogrid. Turning of tracked drawings. vehicles should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid, E. Rubber -tired equipment may pass over the geogrid reinforcement at FART 3. WALL C NST WCTION slow speeds" less than 10 MPH. Sudden braking and sharp turning shall 3.1 FoundationS it Pre aration be avoided. F. The backfill shall be placed in 8" maximum lifts. The Engineer may A. Foundation soil shall be excavated to the lines and grades as shown direct the contractor to remove, correct or amend any soil found not in on the construction drawings, or as directed by the Engineer. compliance with these specifications. B. Foundation soil shall be examined by the Site Geotechnical Engineer to assure that the actual foundation soil strength meets or exceeds JEgIION assumed design strength, C. Over -excavated areas shall be filled with approved compacted backfill PART 1, QUALTY CONTROL material. 1,19-uglAy. Assurance 3.2 Wall Construction A. The Owner and General Contractor shall coordinate and be A. Wall construction shall be as specified under Section 1, Part 3, Wall responsible for soil testing and quality control inspections during Construction. retaining wall construction and earthwork operations. 3.3 Geo rid Installation A. Install block wail to designated height of first geogrid layer, backfill 1.2 Field Quality Control and compact behind wall to depth equal to designed grid length. A. The Owner and General Contractor shall engage inspection and B. Cut geogrid to designed embedment length and place on top of block. testing services, including independent laboratories, to provide quality Extend horizontally on compacted backfill. assurance and testing services during construction, as required by the C. Place next course of block on top of grid and fill block cores with Developer and/or local jurisdiction. Inspector shall be familiar with all drainage fill to lock in place. Remove slack in grid and stoke as aspects of Allan Block AB Classic Retaining Wall design and necessary to maintain tension. construction. D. Lay geogrid at the proper elevation and orientations shown on the B. Quality control inspection and testing shall include roil and backfill construction drawings or as directed by the Engineer. testing to verify soil types and compaction, and verification that the V00 I E. Correct orientation (strength direction) of the geogrid shall be verified retaining walls are being constructed in accordance with the design plans by the contractor. and project specifications. F. Follow manufacturer's guidelines for overlap requirements. 46681" Now _ 1 SIC Wall Design NO. DTE REVISION TITLE: SPECIFICATIONS (2 of 2) CiATE. 6/13/20116 SHEET NO. 2000 Wadsworth Blvd #201 .: Lakewood, CO 80214 JOB NPREPARED FOR: PROJECT NO: 160168 �$,, �.���,�,, 3+03-900-8714 � �µ � U QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED BY: SJR sicwre6 tesigra.cca " ' , „, EAT RIDGE, CO 71018 S ALTON WAY, BLDG U sPcrveildesn«cin �tM368�'ffi below. stave r -" Call befom you dig. CENTENNIAL, CO 80112 SCALE:. NTS AB CAP UNIT AB CAP UNIT _.... AB CAP UNITS FIELD CUT AT 4 DEGREES TO FORM CORNER .. AB CORNER UNIT ALLAN BLOCK UNIT _.. AB LITE STONES UNIT-"' � . ALLAN BLOCK UNIT ..._. .. AB TYPICAL SECTION _ STEP UPS WITH AB LITE ITE STONE AB TYPICAL SECTION - FULL COURSE STEP UPS WITH AB CORNER BLOCK ALLAN BLOCK UNIT FINISHED GRADE 4. x WELL -GRADED G NU R00 till * WALL ROCK 0.25 in TO 1.5 in MINIMUM OF ONE BURIED tem TO rrrn BLOCK EXTENDED INTO LESS THAN 10% FINE'S SLOPE TO PREVENT EROSION 46681 STEP UP WALL SECTION K Wall Design 7��7� i AT REVISION TITLE. CONSTRUCTION ETAIL DAT . /13/201 HEET NC. 200 W dswor th Blvd 201 `` � tiuLItr�od CQ 8Q94 u�JOB N a PR P,AR D OR: PROJECT NO. 1 0 80 -900-8714+QUAIL RIDG ESTATES LATON ROTO R`'`+�wQ'.� �IideSrgti. DESIGNED BY. BJK WHEATKnow RIDGE, CO 7'108 ALTON WAY BLDG D sk v @s alidesign. h� y P° CG II 'e lyo dig. CENTENNIAL., CO 80112 LE.- NTS ,�,ND hln �tA J.$ REFER TO DESIGN DETAILS.. ALLAN BLOCK r � TYPICAL REINFORCED WALL APPLICATION ti 1 f FOR ALL OTHER NOTES, DETAILS AND SPECIFICATIONS. FENCE OR RAILING FENCE OR __Lµ RAILING HEIGHT CONCRETE POST FENCE OR FOOTING RAILING HEIGHT COLUMN TUBE OR PVC PIPE TO BE Ii. (1 m) MIN INSTALLED DURING WALL SLEEVE-ITTM FOOTING SYSTEM MUST NON -WIND LOADED FENCE OR RAILING SLEEVE -ITT" FOOTING SYSTEM INSTALLATION PER MANUFACTURERS REQUIREMENTS CONSTRUCTION (AFTER WALT",. BE INSTALLED DURING WALL CONSTRUCTION - POST FOOTING ��e CONSTRUCTION (WALL INSTALLER WILL REQUIRE HAND EXCAVATION MUST COORDINATE POST LOCATIONS�r AS TO NOT DAMAGE GEORID)t : Pt?T WITH FENCE OR RAILING INSTALLER)IN :.. EMBEDMENT.}/ DEPTH '`0/°' f'✓✓ `' POST EMBEDMENT • DEPTH .:. T OR DISPLACE CUT OR DISPLACE AU *' .. GEOGRID AROUND GEOGRID AROUND � .. w COLUMN TRIBE OR SLEEVE -ITT ;.... ° . .. TOFF GEOGRID LAYER ..PVC RIPE : % MAST BE WITHIN THE TOP THREE COURSES. ,ALLAN BLOCK KNIT ITS LENGTH MUST CONSIDER THE FENCE STABILITY. ALLAN BLOCK UNIT .. tea•" .<.... FENCE FOOTING DETAIL WITH SONOTUB - MIN. DISTANCE 3 FEET FENCE FOOTING DETAIL WITH SLEEVE -IT SK Wall Design NO. DATE REVISION � TITLE: CONSTRUCTION N DETAILS DATE: 6113/2016 SHEET NO, 2000 Wadsworth Blvd #201 JOB NAME: PREPARED FOR: PROJECT NO: 16666 Lakewood, CO 80214 363-900-8714 �: QUAIL I�IC�t3 ESTATES LATC?N BROTHERS I.�SICNi� BY: SJIf "" . alid n.c " � ` T RIDGE, , CO 7108 S ALTON WAY, BLDG D stev ales n. sn sn, r* wlsa� be SCALE: NTS ...Mrw_ +CII before you dig. CENTENNIAL, C 80112 r s s 77 y 46681 da ADDIflONAL REINFORCE LAYER PLACED NEXT COURSE ABOVE SPECIFf PRINCIPAL REINFORCEMENT ELEVA "Cts L.9913A'T C�AI� ....., REINFORCEMENT DIRECTION 8 in ( 5 tram) OF SOIL REQUIRED BETWEEN OVERLAPPING REINFORCEMENT TO AVOID GEOGRID CONTACT ALLAN BLOCK UNIT WITH BACK WINGS REMOVED TRIM REINFORCEMENT TO r FIT CURVE. MINIMUM =` GRID LENGTH TO MATCH4-1 . DESIGN LENGTH. �" OUTSIDE CURVE APPLICATION SIS Wall Design NO. DATE REVISION 2000 Wadsworth Blvd #201 Lakewood, CO 80214 4 303-900-871417 steve@s k walldesign.com„ PRINCIPAL REINFORCEMENT DIRECTION INSIDE CURVE APPLICATION leiTITLE: CONSTRUCTION DETAILS DATE: 6/1812016 SHEET NO, JOB NAME: PREPARED FOR: PROJECT NO; 16068 QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED BY: SJK s below.WHEAT RIDGE, CO 7108 S ALTON WAY, BLDG D Know whaCall before you dig.j CENTENNIAL, CO 80112 SCALE. NTS REFER TO DESIGN DETAILS: ALLAN BLOCK TYPICAL REINFORCED WALL APPLICATION FOR ALL OTHER NOTES, DETAILS AND / t SPECIFICATIONS. ALLAN BLOCK UNIT CUT NOTCH IN ALLAN ` BLOCK TO ALLOW FOR *" DRAIN PIPE. RODENT` ALLAN BLOCK UNIT SCREEN AS REQUIRED. * _ ---- --------------------------- r ----CONCRETE i WELL -GRADED GRAN LAR WALL ROCK 0.25 In to 1 .5 in (5 mm to 38 mm) . LESS THAN 10 FIN S - --------------------------- 4 In w _ _ _______ 4In (100 mrn) TOE Ct IN PIPE 4 * F ° VENTED THROUGH THE FACE OF THE WALL. AT THE LOWEST FINISHED GRADE T ° • 4POSSIBLE ELEVATION ON 50 It ENI SLOPE AWAY FROM" (15m) CENTERSMAXIMUM THE WALL FACE WITH - -- ______g_.,_-_,______..-__, IMPERVIOUS SOIL OR SURFACE Flh «„ 8 in ( 200 MINMM GRANULAR MATERIAL PLACED IN CORES OF THE tt ALLAN BLOCK AS WELL AS LEVEL GRADE BELOW WALL IN THE INFILL SOIL 4 in (100 mm) TOE DRAIN PIPE VENTED TO DAYLIGHT 12 In ( 300 mrf� SLOPED GRADE BELOW WALL SIC Wall Design NO. ELATE 2000 Wadsworth Blvd #201 Lakewood, CO 8021 1 4 033-900-8714 www,skwalldesign.com steve@skwalldeslgn.com 1 d it w REVISION TITLE. CONSTRUCTION DETAILS DATE: 6113/2016 SHEET NO. JOB NAME; PREPARED FOR. PROJECT NO: 16068 QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED BY. SJIC _` Know *tars below. WHEAT RIDGE, CO 7108 S AL.TON WAY, BLDG D Call Vit» dtt�. CENTENNIAL., CO 60112 SCALE: NTS SK Wall Design 2000 Wadsworth Blvd #201 S Lakewood, CO 80214 303-900-8714 ALL i.r. For pipes larger than 24", a concrete Caller may e cast around pipe for ease nt construction and appearance. Scour Protection as Required Use Rip Rap or Concrete Slab in Outlet Area �°°° r V4 J I 46681 Typi, q al P* e Outlet Detail A* ISION TITLE: CONSTRUCTION DETAILS DATE: 6113/2016 SHEET NO. JOB NAME: PREPARED FOR: PROJECT NO: 16068 QUAIL RIDGE ESTATES SLAT ?N BROTHERS DESIGNED BY: SJK RW Know wherst low. WHEAT RIDGE, CO 7108 S ALT©N WAY, BLDG D SCALE. NTS Call before you dig. CENTENNIAL, CO 8011 NOTES' AREA y�w w A..GRADING, w A EROSION �w * SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE,"• •N CONTROL, AND SURVEY -STEP LOCATIONS • W RETAINING A. PROFILE A w... BASED Ow * BY OTHERS, AND ARE APPROXIMATE. A INSTALL RETAINING A A NECESSARY OF THE SITE GRADING wID wE IS ** OR GREATER w Aw SIS Wall Design NO. DATEREVISION 2000 Wadsworth Blvd ##201 .._ Lakewood, CO 30214 303-900-8714 x `h°" 'u° yaq,,; yank .t' t skwaltdesign. ���� ,� steve@skwaildesign.com , CALL o. , ELEVATION PROFILE (I of 4) PREPARED Iw» i�a INI FOR: QUAILRIDGE A:S SLATON BROTHERS ` WHEAT RIDGE, R CO R ALTON * BLDG i CENTENNIAL, 00 80112 J 46681 * A DATE: 6/13/2016 32i6O IPROJECT I I 16068 DESIGNED : 'SCALE: 0 0 51- 50 49 t3BOGRID, TYP. 1 45 47,01 4 45 45.33 _-« �,. .50 m 44 44.57 ti 50 . 43 �" 44.00 43.33 _ 42 4� 42100 41 41.33 - 40 4.57 40.00 . ,.:,• ti,:.,..;. 9.33 39,33 38, 38.67 37 FINISH GRADE @ B. .W. TYP. RE:CIVIL 3 35 LEVELING PAD @ BOT. 4 WALL L NO SHOWN, RE: 34 CONSTRUCTION DETAILS SHEET RW 5 3 to cry tra v cry W (A sze c c+ c> cry a 0 C>crs c ss� WALL ELEVATION_l of 4 SCALD: V = 5" NOTES' AREA y�w w A..GRADING, w A EROSION �w * SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE,"• •N CONTROL, AND SURVEY -STEP LOCATIONS • W RETAINING A. PROFILE A w... BASED Ow * BY OTHERS, AND ARE APPROXIMATE. A INSTALL RETAINING A A NECESSARY OF THE SITE GRADING wID wE IS ** OR GREATER w Aw SIS Wall Design NO. DATEREVISION 2000 Wadsworth Blvd ##201 .._ Lakewood, CO 30214 303-900-8714 x `h°" 'u° yaq,,; yank .t' t skwaltdesign. ���� ,� steve@skwaildesign.com , CALL o. , ELEVATION PROFILE (I of 4) PREPARED Iw» i�a INI FOR: QUAILRIDGE A:S SLATON BROTHERS ` WHEAT RIDGE, R CO R ALTON * BLDG i CENTENNIAL, 00 80112 J 46681 * A DATE: 6/13/2016 32i6O IPROJECT I I 16068 DESIGNED : 'SCALE: NOTES' -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING p.M ♦LL l.. fY. I! MEET THE INTENT OF THE SITE A, # GRADING - GEOGRID TYPE IS STRATA SG 200 OR GREATER SK Wall Designur Lakewood,2000 Wadsworth Blvd #201 80214 303-900-8714 www.skwaildesign.com SCALE s r 1 , t mak' luau qui I u ��i p, ` � u p li uy �i iM� i�Nr � iwu ELEVATION1 TITLE: • a „ DATE:t►� # a a • JOB NAME: PREPARED : PROJECT NO: 16068 WHEAT � UI QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED BY: SJKll RW -14 " a.. SCALE: CENTENNIAL, M112 50 W 4 ;' uj� 40 67 a 47.0 40} 0 NOTES' -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING p.M ♦LL l.. fY. I! MEET THE INTENT OF THE SITE A, # GRADING - GEOGRID TYPE IS STRATA SG 200 OR GREATER SK Wall Designur Lakewood,2000 Wadsworth Blvd #201 80214 303-900-8714 www.skwaildesign.com SCALE s r 1 , t mak' luau qui I u ��i p, ` � u p li uy �i iM� i�Nr � iwu ELEVATION1 TITLE: • a „ DATE:t►� # a a • JOB NAME: PREPARED : PROJECT NO: 16068 WHEAT � UI QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED BY: SJKll RW -14 " a.. SCALE: CENTENNIAL, M112 4 ;' 40 67 40} 0 40.00 FINISH39, GRADE @ S.O.W. TYP, :C V1L 7 LEVELING PAD @ BOT. OF WALL NOT SHOWN, R 0 36 CONSTRUCTION DETAILS SHEEN' RVQ 5 34 331 to +r 4 co cc 0 WALL LEVA `IOt (2 of 4 SCALE: 1" = 5" NOTES' -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING p.M ♦LL l.. fY. I! MEET THE INTENT OF THE SITE A, # GRADING - GEOGRID TYPE IS STRATA SG 200 OR GREATER SK Wall Designur Lakewood,2000 Wadsworth Blvd #201 80214 303-900-8714 www.skwaildesign.com SCALE s r 1 , t mak' luau qui I u ��i p, ` � u p li uy �i iM� i�Nr � iwu ELEVATION1 TITLE: • a „ DATE:t►� # a a • JOB NAME: PREPARED : PROJECT NO: 16068 WHEAT � UI QUAIL RIDGE ESTATES SLATON BROTHERS DESIGNED BY: SJKll RW -14 " a.. SCALE: CENTENNIAL, M112 II 39 F'IF'E PENETRATION THROUGH FINISH GRADE @ S.O.W. TYP. RE;CIVIL 40.0 WALL SEE DETAIL ON SHEETVt RW- 0 GEOGRID, TYP. _ to 4T0 LEVELING PAD @ BOT. OF WALL NOT SHOWN, RE. II 39 FINISH GRADE @ S.O.W. TYP. RE;CIVIL 40.0 33 37 LEVELING PAD @ BOT. OF WALL NOT SHOWN, RE. 36 CONSTRUCTION DETAILS SHEET RMS 3 34 33 pp p}y _ch Vlp VjJ V.yw co 4iPy 41✓ ye yv1 byd � *4yM My✓ yv ,vy �....ttn,,...+. wyyN+ CSf fTaC> 0 0 ayux�l.. 0 /.w�Ay Ctt C� WALL ELEVATION_S� of 4) SCALE. "° NOTES' SCALE -SEE AREA GRADING, EROSION AN i SEDIMENT CONTROL P NS ,o s FOR ALL GEOMETRY, DRAINAGE, EROSION CONTROL, UTILITY AND SURVEY -STEP LOCATIONS SHOWN ON RETAINING WALL PROFILE ARE BASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. INSTALL RETAINING WALL AS NECESSARY TO MEET THE INTENT OF THE SITE GRADING ENGINEER. - GEOGRID TYPE IS STRATA SG 200 OR GREATER SK Wall Design w r* 2000 Wadsworth Blvd #201 Lakewood, CO, KI 303-900-8714 www.skwaildesign.com TITLE:--.. ELEVATION PROFILE (3 of 4) B��ulluiVryiV��'ul ,, M x BROTHERS WHEAT RIDGE, CO i 7108 S ALTON WAY, BLDG D i i ♦ 1 t CENTENNIAL,1 x 4 1 .ymaqy 5 d DATE: 6/13/2016 SHEET NO. PROJECT NO: 16061 ■li DESIGNED BY: SJK SCALE: NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAJNAGE, EROSION CONTROL, UTILITY AND SURVEY -STEY! LOCATIONS t ! O SHOWN RETAINING WALL PROFILE Fit i\ ARE INSTALLBASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. RETAINING WALL A NECESSARY GRADINGOF THE SITE - GEOGRID TYPE IS STRATA SG 200 OR GREATER Sly Wail Design NO. DATE REVISION 000 Wadsworth Blvd #201 s 4 ; Lakewood, CO 80214 �K 303-900-8714 .s aildes n. m 51 v, 50 tz 49 G OGRIG, TYP, 43 _ ,3 47.00 �'�45.33 45 r R1 20 6. ft ST T R1 21ib 44 T i R t1 _ +, i . Q55744. 0 44.5? 43 � �, 43;33 42 42.0 41;33 40.67 40.00 39 FINISH GRADE @ B.00. TYP. RE:CIVIL 38 37, LEVELING PAD @ BOT. CP WALL NOT SHOWN, RB: 36 CONSTRUCTION DETAILS SHEET RW 35 34 33 ch to totra t+a cracnto cr cn <0 :0. WALL ELEVATION 4 of 4) SCALE. 1" _ 5' NOTES: -SEE AREA GRADING, EROSION AND SEDIMENT CONTROL PLANS FOR ALL GEOMETRY, DRAJNAGE, EROSION CONTROL, UTILITY AND SURVEY -STEY! LOCATIONS t ! O SHOWN RETAINING WALL PROFILE Fit i\ ARE INSTALLBASED ON INFORMATION BY OTHERS, AND ARE APPROXIMATE. RETAINING WALL A NECESSARY GRADINGOF THE SITE - GEOGRID TYPE IS STRATA SG 200 OR GREATER Sly Wail Design NO. DATE REVISION 000 Wadsworth Blvd #201 s 4 ; Lakewood, CO 80214 �K 303-900-8714 .s aildes n. m ZZ steve@skwalidesign.com Know wmrs below. Call boxe You dig. ELEVATION MMr A of / •QUAIL PREPARED •, YAMiA SLATON BROTHERS RIDGE,WHEAT D CENTENNIAL,80112 6/13/2016 PROJECT 1 SHEET NO. NO: 6# r DESIGNED BY: SJK 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