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11645 W. 32nd Avenue
CERTIFICATE OF OCCUPANCY Permit #: 201901368 � �� Wh6atpsig COMMUNITY DEVELOPMENT 7500 W 29TH AVE WHEAT RIDGE CO 80033-8001 Stipulations: New single family home - 2,444 sq ft total Date: 10/28/2020 This certificate verifies that the building constructed and/or the use proposed of the building and/or premises, under the above permit number and on property described below, does comply with the Wheat Ridge Building Code, Zoning and other related land use and development laws of the City of Wheat Ridge, and may be occupied for the use specified. OWNER: GK BUILDERS GROUP, LLC ADDRESS: 1153 Bergen Parkway #310, Evergreen CO 80439 CONTRACTOR/ADDRESS: GK BUILDERS GROUP, 1153 Bergen Parkway #310, Evergreen CO 80439 PROPERTY ADDRESS: 11645 W 32nd Ave, Wheat Ridge, CO 80033 PARCEL #: 39-291-00-010 ZONING: RI -A OCCUPANCY: R-3 TYPE OF CONST: V -B OCC LOAD:N/A FOR THE FOLLOWING PURPOSE: Single Family -New Code Editions: 2012 ICC / 2017 NEC No change shall be made in the Use of this building without prior notice and a new CERTIFICATE OF OCCUPANCY from the City of Wheat Ridge Certificate MUST be posted by front door of commercial occupancies Chief Building Official Zoning Administrator Sprinklered: No i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: /z -2-1,-V Permit Number: ❑ No one available for inspection: Time ANI%PM Re -Inspection required: Yes "No When corrections have been made, schedule for re -inspection online at; http;//www.ci. wheatridge. co. uslinspection Date: F'?��Inspector: --� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE> 1 - Building Inspection Division .14 (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 1 Job Address: t�- Permit Number: ,2� [ 6 5Z ❑ No one available for inspection: Time j"AM/PM Re -Inspection required • Y No When corrections have been made, schedule for re -inspection online at. http✓/www.ci. wheatridge.co. usfinspection Date: Q 2.3 00,€ 2 Inspector: DO NOT REMOVETHIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: r---TQ, Job Address: IUD—( - Permit Number: ❑ No one available for inspection: T4 Re -Inspection required: Ye N 6o When corrections have been made, http✓/www.ci.wheatridge.co.us inspi Date:/ online at. i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Ti Re -Inspection required: � s No When corrections have been made, scQyl, Dat . ® / M online at: A i CITY OF WHEAT RIDGE 91 Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: ry, `, ` ` W "o -f Job Address: 1 \ .-A j ij nv Permit Number: �r, .^)�, -.c / o^ n R I_ t P J i 41 -e .6' :Cry •:..'� E• `�2r � " i., � !,� r r i �� t fin ��� � [ !� :' A ' °:.L; •� !i (.J C_ r $$ ❑ No one available for inspection: Time i,'10 l AM/PM ,.. Re -Inspection required: Yes �o When corrections have been made, schedule for re -inspection online at. http:Uwww.ci, wheatridge.co. usrnspection Date:-' `� Inspector: DO NOT REMOVE THIS NOTICE Prepared For: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Lot/Block: Supervisor: Gary Kalmbach Subdivision: Plan Name: Permit #: Inspection performed by: Kelcey Sykes (RTIN: 2259863) Inspected for the mandatory requirements of these programs/codes: If you have any questions about this report, do not hesitate to contact me directly. Kelcey Sykes, kelcey.sykes@nrglogic.com, 720-232-2877 �Ow EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com (DnergyLogic c PO Box N Berthoud CO 80513 DASH,. Duct Testing Results 11645 W 32nd Ave Wheat Ridge, CO 80033 Subdivision: Lot/Block: Duct LeakageResults a A Mechanical System #1 Furnace - Conditioned Floor Area 4751 Calculated For 4% Max Duct Leakage Allowed 190 TESTING RESULT 190 Inspection item: Total Duct Leakage: at rough meets code/program requirements Inspection log: 3/18/2020 Mechanical System #1 - Ducts pass program leakage requirement Passed Fix and Proceed -Builder will correct item, re -inspection not required x Correct and Reinspect -Correct item and call for re -inspection no Correct and Photo Reinspect -Correct item and send photo to rater Rating ID-. 66038 Result: Prepared by: Kelcey Sykes kelcey.sykes@nrglogic.com EnergyLogic, Inc (9nergyLogic thee nergylogic.com 11645 w 32nd ave BUILDING LEAKAGE TEST Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Group_Tectitepass Technician: Quinn Stedman Project Number: Customer: Building Address: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Test Results at 50 Pascals: cfm50 Airflow ACH50 Leakage Areas: Building Leakage Curve: Test Standard: Test Mode: Building Leakage (cfm) 3000 2000 1000 900 800 700 600 me 400-f 4 2149 (+/- 1.9 %) 2.83 217.5 int (+/- 5.4 %) Canadian EgLA @ 10 Pa 114.6in2(+/-9.0%) LBLELA@4 Pa Flow Coefficient (C) = 161.2 (+/- 14.4 %) Exponent (n) = 0.662 (+/- 0.040) Correlation Coefficient = 0.99947 E779-10 Depressurization 4D Depressurize J 0 / O y I V LV Ou '+V JV OV / V Building Pressure (Pa) BUILDING LEAKAGE TEST Page 2 of 4 Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Gro up_Tectite pass Building Information Volume (W) 45504 Surface Area: (ft') Serial Number Floor Area: (ft') Fan Height (ft) 20 Year of Construction 2020 Equipment Information Type Manufacturer Model Serial Number Custom Calibration Date Fan Energy Conservatory Model 3 (110V) Micromanometer Energy Conservatory DG700 BUILDING LEAKAGE TEST Page 3 of 4 Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Gro up_Tectite pass Depressurization Test: Environmental Data Data Points - Data Entered Manually (TTE 5.0.8.4) Baseline Nominal adjusted Building Building Fan Nominal Adjusted Pressure Pressure Pressure Flow Flow Fan (Pa) (Pa) (Pa) (Cf m) (cfm) % Error Configuration 0.0 Indoor Temperature (°F) Outdoor Temperature (°F) Altitude (ft) Pre -Test 77.0 90.0 -60.0 Post -Test 77.0 90.0 2397 Average 77.0 90.0 5460.0 Data Points - Data Entered Manually (TTE 5.0.8.4) Baseline Nominal adjusted Building Building Fan Nominal Adjusted Pressure Pressure Pressure Flow Flow Fan (Pa) (Pa) (Pa) (Cf m) (cfm) % Error Configuration 0.0 n/a n/a -60.0 -60.0 159.6 2255 2397 -1.1 Ring A -50.0 -50.0 129.5 2037 2164 0.7 Ring A -40.0 -40.0 96.5 1765 1875 1.2 Ring A -30.0 -30.0 63.1 1434 1524 -0.5 Ring A -20.0 -20.0 36.6 1100 1169 -0.2 Ring A 0.0 n/a n/a Deviations from Standard ASTM E779-10 - Test Parameters Pressurization test not included. BUILDING LEAKAGE TEST Page 4 of 4 Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Gro up_Tectite pass Comments None i CITY OF WHEAT RIDGE �9�Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: �- Job Address: ok -i t. - Permit Number: c�)U, \rl l ❑ No one available for inspection: Time 0 "� AM/PM Re -Inspection required: Yes V When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. us4nspection Date: c1 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: � (--I e - Job Address: 1� P S 1 k) Permit Number: a C) 1 C7y 1 � ❑ No one available for inspection: Time I AM/PM Re -Inspection required: YeM/ No L`. *When corrections have been made, schedule for re -inspection online at; http✓/www, ci. wheatridge. co. uslinspection Date: ? Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time J `' + AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http://www.cL wheatridge.co. usfinspection Date:` `ems Inspector: DO NOT REMOVE THIS NOTICE Prepared For: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Lot/Block: Supervisor: Gary Kalmbach Subdivision: Plan Name: Permit #: Inspection performed by: Quinn Stedman (RTIN: 7592832) Inspected for the mandatory requirements of these programs/codes: • PRESCRIPTIVE: Blower Door Testing 2012/2015/2018 ✓ If you have any questions about this report, do not hesitate to contact me directly. Quinn Stedman, Quinn.stedman@nrglogic.com, 720-899-0325 QUa' 4 ��n EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com (DnergyLogic PO Box N Berthoud CO 80513 DASH- BUILDING SHELL/BLOWER DOOR TEST CFM@50 CFM/Envelope ACH@50 nACH House to Garage Connection HVAC (CAZ) to Garage House to CAZ 3 ACH50 Target 2275.20 CFM50 N/A 3.00 ACH50 N/A N/A N/A N/A Measured 2149 CFM50 N/A 2.83 ACH50 N/A N/A N/A N/A EnergyLogic, Inc (970) 556-0839 - www.nrglogic.com GnergyLogic PO Box N Berthoud CO 80513 DAS H. Prepared For: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Lot/Block: Supervisor: Gary Kalmbach Subdivision: Plan Name: Permit #: r Inspection performed by: Quinn Stedman (RTIN: 7592832) Inspected for the mandatory requirements of these programs/codes: • PRESCRIPTIVE: Blower Door Testing 2012/2015/2018 ✓ Inspection Results: Passed This report certifies that this house meets the mandatory requirements of the program/codes listed above. Nice job! If you have any questions about this report, do not hesitate to contact me directly. Quinn Stedman, Quinn.stedman@nrglogic.com, 720-899-0325 QUd' * S�� 'd (970) EnergyLogic, Inc i (970) 556-0839 - www.nrglogic.com (DnergyLogic PO Box N Berthoud CO 80513 DASH- Final Energy Inspection Report 11645 W 32nd Ave Wheat Ridge, CO 80033 Subdivision: Lot/Block: �I Passed J Fix and Proceed - Builder will correct item, re -inspection not required X Correct and Reinspect - Correct item and call for re -inspection no Correct and Photo Reinspect - Correct item and send photo to rater Rating ID: 66038 Prepared by: Quinn Stedman Quinn.stedman@nrglogic.com EnergyLogic, Inc (9nergyLogic thee nergylogic.com 11645 w 32nd ave BUILDING LEAKAGE TEST Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Group_Tectitepass Technician: Quinn Stedman Project Number: Customer: Building Address: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Test Results at 50 Pascals: cfm50 Airflow ACH50 Leakage Areas: Building Leakage Curve: Test Standard: Test Mode: Building Leakage (cfm) 3000 2000 1000 900 800 700 600 me 400-f 4 2149 (+/- 1.9 %) 2.83 217.5 int (+/- 5.4 %) Canadian EgLA @ 10 Pa 114.6in2(+/-9.0%) LBLELA@4 Pa Flow Coefficient (C) = 161.2 (+/- 14.4 %) Exponent (n) = 0.662 (+/- 0.040) Correlation Coefficient = 0.99947 E779-10 Depressurization 4D Depressurize J 0 / O y I V LV Ou '+V JV OV / V Building Pressure (Pa) BUILDING LEAKAGE TEST Page 2 of 4 Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Gro up_Tectite pass Building Information Volume (W) 45504 Surface Area: (ft') Serial Number Floor Area: (ft') Fan Height (ft) 20 Year of Construction 2020 Equipment Information Type Manufacturer Model Serial Number Custom Calibration Date Fan Energy Conservatory Model 3 (110V) Micromanometer Energy Conservatory DG700 BUILDING LEAKAGE TEST Page 3 of 4 Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Gro up_Tectite pass Depressurization Test: Environmental Data Data Points - Data Entered Manually (TTE 5.0.8.4) Baseline Nominal adjusted Building Building Fan Nominal Adjusted Pressure Pressure Pressure Flow Flow Fan (Pa) (Pa) (Pa) (Cf m) (cfm) % Error Configuration 0.0 Indoor Temperature (°F) Outdoor Temperature (°F) Altitude (ft) Pre -Test 77.0 90.0 -60.0 Post -Test 77.0 90.0 2397 Average 77.0 90.0 5460.0 Data Points - Data Entered Manually (TTE 5.0.8.4) Baseline Nominal adjusted Building Building Fan Nominal Adjusted Pressure Pressure Pressure Flow Flow Fan (Pa) (Pa) (Pa) (Cf m) (cfm) % Error Configuration 0.0 n/a n/a -60.0 -60.0 159.6 2255 2397 -1.1 Ring A -50.0 -50.0 129.5 2037 2164 0.7 Ring A -40.0 -40.0 96.5 1765 1875 1.2 Ring A -30.0 -30.0 63.1 1434 1524 -0.5 Ring A -20.0 -20.0 36.6 1100 1169 -0.2 Ring A 0.0 n/a n/a Deviations from Standard ASTM E779-10 - Test Parameters Pressurization test not included. BUILDING LEAKAGE TEST Page 4 of 4 Date of Test: 8/13/2020 Test File: 11645 W 32nd Ave—GK Builders Gro up_Tectite pass Comments None A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: �, yo" .; L—1 Job Address: _ �`-t L) Permit Number: a ❑ No one available for inspection: Time AM/PM Re -Inspection required: w s' No When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Date 1-).d Inspector: DO NOT REMOVE THIS NOTICE CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: mo(-, C_ I/� �, Job Address: l b q� W 22 Permit Number: _ 0 C) C, C7 1c , Sr L, r" rev f. do, 2 %n i, r ( Li �t t r.y., nc ❑ No one available for inspection: Time AM/PM Re -Inspection required: ( No When corrections have been made, schedule for re -inspection online at: http://www.ci. wheatridge.co.uslinspection Date:- T _ Q 4�0 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type E !� Job Address: �� �� Z,% Permit Number:`, ❑ No one available for inspection: TA4 Re -Inspection required: Yes'r When corrections have bee a , cted fa -"ns t"oon online at: http✓/www.ci.wheatridge.co. nspec_i n i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: 4/5 w Ec Ave Permit Number: 7.049 0/36g ❑ No one available for inspection: Time � � � AM/PM Re -Inspection required: Yes No' When corrections have been made, schedule for re -inspection online at: httpYAvww. ci. wheatri^d}jge. co. uslinspection /^,) �VInspector: 1 � �/ Dater ' �, Inspector DO NOT REMOVE THIS NOTICE Bear Creek Consulting Structural Engineers, LLC 5690 Webster Street, Arvada, CO 80002 PO Box 746026, Arvada, CO 80006 Ph. (720) 626-9201 April 29, 2020 Gary Kalmbach GK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 RE: Gypboard Shear Wall Sheathing 11645 W. 321, Wheat Ridge, CO BCCSE PN 19.025 Dear Mr. Kalmbach: Per your request, we have reviewed the orientation of gypsum board wall sheathing, for interior shear walls noted on plan as `SW3". Upon our review, it is our professional opinion that the 4x8 sheets of %2" thick gypsum board wall sheathing may be applied either vertically or horizontally on studs spaced at 16"o.c. Please note that wall sheathing attachment must conform to the Shear Wall Schedule on sheet S 1.2. Should you have any further questions regarding this issue, please feel free to contact our office. Sincerely, Bear Creek Consulting Structural Engineers Oliver W. Rice, P.E. Principal p0 RE 7451 Prepared For: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Lot/Block: Supervisor: Gary Kalmbach Subdivision: Plan Name: Permit #: Inspection performed by: Kelcey Sykes (RTIN: 2259863) nspected for the mandatory requirements of these programs/codes: you have any questions about this report, do not hesitate to contact me directly. elcey Sykes, kelcey.sykes@nrglogic.com, 720-232-2877 :nergyLogic, Inc � _ �# 10 B x N, B rt wd,CO 0513com * r�_,f �y� L 1 DASH. 'O Box N, Benhoud,CO 80513 .•::11 Duct Testing Results 11645 W 32nd Ave Wheat Ridge, CO 80033 Subdivision: LotlBlock: Mechanical System #1 Furnace - Conditioned Floor Area 4751 Calculated For 4% Max Duct Leakage Allowed 190 TESTING RESULT 190 Inspection item Inspection log: 3/18/2020 Total Duct Leakage: at rough meets codelprogram requirements Mechanical System #1 - Ducts pass program leakage requirement Passed Fix and Proceed - Builder will correct item, re -inspection not required Correct and Reinspect - Correct item and call for re -inspection n Correct and Photo Reinspect - Correct item and send photo to rater Rating ID: 66038 Result: Prepared by: Kelcey Sykes keloey.sykes@nrglogic.com EnergyLogic, Inc i CITY OF WHEAT RIDGE Building Inspection Division V (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection:.Time `'r �k AM/PM Re -Inspection required: Yes INo When corrections have been made, schedule for re -inspection online at; http✓/www.ci. wheatridge.co. uslinspection Inspector �IL�" DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office ks�• ti INSPECTION NOTICE Inspection Type: Job Address: 1 1 Permit Number: c? (:,I C A u v 1 ` ❑ No one available for inspection: Time ' 00 AM/PM Re -Inspection required: l'p No When corrections have been made, schedule for re -inspection online at: http✓/www.ci.wheatridge.co.usfinspection Date: ` �)) 0 a Inspector: `71r DO NOT REMOVE THIS NOTICE A i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: 1-0` 'n ., Permit Number: D ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. uslinspection Date:-'- c i L Inspector: g' DO NOT REMOVE THIS NOTICE Bear Creek Consulting Structural Engineers, LLC 5690 Webster Street, Arvada, CO 80002 PO Box 746026, Arvada, CO 80006 Pk (720)626-9201 April 7, 2020 Gary Kalmbach GK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 RE: Structural Steel Imspection 11645 W. 32otl Wheat Ridge, CO BCCSE PN 19.025 Dear Mr. Kalmbach Per your request, a representative from our firm visited the job site above at 11:00 pm, April 7, 2020 to perform a visual observation of the structural steel. The following items were noted: 1. Steel Framing: Steel framing, both member sizes and connections, appeared in be in substantial conformance with the Construction Documents, dated May 24, 2019. As a result of our observations noted above, it is our professional opinion that the structural steel framing members for this project are capable of supporting the design loads as required by the 2012 IRC, and City of Wheat Ridge Building Code amendments to the 2012 IRC. Should you have any further questions regarding this issue, please feel free to contact our office. Sincerely, Bear Creek Consulting Structural Engineers Oliver W. Rr L 0 Ri Principal UO:,R•W. C" Of 4".'..`:�` t Wheat Ridge Bear Creek Consulting Structural Engineers, LLC 5690 Webster Street, Arvada, CO 80002 PO Box 746026, Arvada, CO 80006 Ph. (720) 626.9201 April 7, 2020 Gary Kalmbacb OK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 RE: Floor joist `Ron Blocking' over bearing walls and dropped beams 11645 W. 32e0 Wheat Ridge, CO BCCSE PN 19.025 I�Rfg:51Ei7'41 Per your request, a representative from our firm visited thejob site above at 11:00 am, April 7, 2020 to perform a visual observation of the condition of'roll blacking' between joists over the interior intermediate bearing walls and dropped beams. After reviewing the as -built conditions of the blocking between joists, it is our professional opinion that the blocking, as installed and penetrated by plumbing hues and mechanical ducts, is in general conformaace with the intent of the Construction Documents, the manufacturer reccommendations, and 2012 IRC building code, and thus is acceptable for the loading conditions on this project. Should you have any further questions regarding this issue, please feel free to contact our office. Sincerely, Bear Creek Consulting Street" Engh� Oliver W.IZ E. Principal 451 1 City d Wheat Ridge REScheck Software Version 4.6.5 Compliance Certificate Project 11645 W 32nd Energy Code: 2015 IECC Location: Wheat Ridge, Colorado Construction Type: Single-family Project Type: New Construction Orientation: Bldg. faces 180 deg. from North Conditioned Floor Area: 4,665 ft2 Glazing Area 18% Climate Zone: 5 (6158 HDD) Permit Date: 0.0 Permit Number: 2 Construction Site: Owner/Agent: Designer/Contractor: Compliance: 6.3% Better Than Code Maximum UA: 588 Your UA: 551 The % Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum -code home. Envelope Assemblies Floor 1: All -Wood Joist/Truss:Over Outside Air Comment: Bedroom 3, 20P-30 Ceiling 1: Flat Ceiling or Scissor Truss Comment: Dining, C16B-49 Ceiling 2: Flat Ceiling or Scissor Truss Comment: Great Room, C16B-49 Ceiling 3: Flat Ceiling or Scissor Truss Comment: Entry, C16B-49 Ceiling 4: Flat Ceiling or Scissor Truss Comment: Master Closet, C16B-49 Ceiling 5: Flat Ceiling or Scissor Truss Comment: W/c, C16B-49 Ceiling 6: Flat Ceiling or Scissor Truss Comment: Master Bath, C16B-49 Ceiling 7: Flat Ceiling or Scissor Truss Comment: Master Bedroom, C16B-49 Ceiling 8: Flat Ceiling or Scissor Truss Comment: Pdwr, C16B-49 Ceiling 9: Flat Ceiling or Scissor Truss Comment: Bath 2, C16B-49 Ceiling 10: Flat Ceiling or Scissor Truss Comment: Bedroom 2, C16B-49 Ceiling 11: Flat Ceiling or Scissor Truss Comment: Bedroom 4, C16B-49 119 30.0 0.0 0.033 4 98 49.0 0.0 0.026 3 451 49.0 0.0 0.026 12 80 49.0 0.0 0.026 2 112 49.0 0.0 0.026 3 20 49.0 0.0 0.026 1 141 49.0 0.0 0.026 4 250 49.0 0.0 0.026 6 32 49.0 0.0 0.026 1 51 49.0 0.0 0.026 1 212 49.0 0.0 0.026 6 173 49.0 0.0 0.026 5 138 49.0 0.0 0.026 4 Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 1 of15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN J with installed windows.rck Ceiling 13: Flat Ceiling or Scissor Truss 217 49.0 0.0 0.026 6 Comment: Bedroom 3, C16B-49 Ceiling 14: Flat Ceiling or Scissor Truss 72 49.0 0.0 0.026 2 Comment: Bath 3, C16B-49 Wall 1: Wood Frame, 16" o.c. 153 24.0 0.0 0.054 5 Orientation: Back Comment: Dining, C121`24-OSW Window 1: Other 18 0.340 6 Orientation: Back Comment: Dining, CST GLASS NWC.34.34 Window 2: Other 18 0.340 6 Orientation: Back Comment: Dining, CST GLASS NWC.34.34 Window 3: Other 18 0.340 6 Orientation: Back Comment: Dining, CST GLASS NWC.34.34 Wall 2: Wood Frame, 16" o.c. 112 24.0 0.0 0.054 5 Orientation: Right side Comment: Dining, C12F24-OSW Window 4: Other 15 0.320 5 Orientation: Right side Comment: Dining, CST GLASS NWCS.32.36 Wall 3: Wood Frame, 16" o.c. 136 24.0 0.0 0.054 7 Orientation: Right side Comment: Kitchen, C12F24-OSW Wall 4: Wood Frame, 16" o.c. 63 24.0 0.0 0.054 3 Orientation: Left side Comment: Mudroom / Stairway, C12F24-OSW Wall 5: Wood Frame, 16" o.c. 78 24.0 0.0 0.054 3 Orientation: Front Comment: Mudroom / Stairway, C12F24-OSW Door 1: Solid 21 0.390 8 Orientation: Front Comment: Mudroom /Stairway, 11D Wall 6: Wood Frame, 16" o.c. 83 24.0 0.0 0.054 4 Orientation: Right side Comment: Mudroom / Stairway, C12F24-OSW Window 5: Other 9 0.320 3 Orientation: Right side Comment: Mudroom /Stairway, CST GLASS N WCS.32.37 Window 6: Other 9 0.320 3 Orientation: Right side Comment: Mudroom /Stairway, CST GLASS N WCS.32.37 Wall 7: Wood Frame, 16" o.c. 53 24.0 0.0 0.054 3 Orientation: Left side Comment: Study, C12F24-OSW Wall 8: Wood Frame, 16" o.c. 103 24.0 0.0 0.054 4 Orientation: Front Comment: Study, C12F24-OSW Window 7: Other 33 0.340 11 Orientation: Front Comment: Study, CST GLASS NWC.34.34 Wall 9: Wood Frame, 16" o.c. 109 24.0 0.0 0.054 6 Orientation: Front Comment: Laundry, C12F24-OSW Wall 10: Wood Frame, 16" o.c. 75 24.0 0.0 0.054 3 Orientation: Right side Comment: Laundry, C12F24-OSW Window 8: Other 16 0.340 5 Orientation: Right side Comment: Laundry, CST GLASS NWC.34.34 Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 2 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Wall 11: Wood Frame, 16" o.c. Orientation: Back Comment: Great Room, C121`24-OSW Window 9: Other Orientation: Back Comment: Great Room, custom glass .28.33 Window 10: Other Orientation: Back Comment: Great Room, CST GLASS NWCS.32.36 Window 11: Other Orientation: Back Comment: Great Room, CST GLASS NWCS.32.36 Wall 12: Wood Frame, 16" o.c. Orientation: Right side Comment: Great Room, C121`24-OSW Wall 13: Wood Frame, 16" o.c. Orientation: Front Comment: Entry, C121`24-OSW Window 12: Other Orientation: Front Comment: Entry, CST GLASS NWC.32 .40 Window 13: Other Orientation: Front Comment: Entry, CST GLASS NWC.32 .40 Door 2: Solid Orientation: Front Comment: Entry, 11D Wall 14: Wood Frame, 16" o.c. Orientation: Left side Comment: Master Closet, C121`24-OSW Wall 15: Wood Frame, 16" o.c. Orientation: Front Comment: Master Closet, C121`24-OSW Window 14: Other Orientation: Front Comment: Master Closet, CST GLASS NWC.34.34 Wall 16: Wood Frame, 16" o.c. Orientation: Right side Comment: Master Closet, C121`24-OSW Wall 17: Wood Frame, 16" o.c. Orientation: Left side Comment: Master Bath, C121`24-OSW Window 15: Other Orientation: Left side Comment: Master Bath, CST GLASS NWC.34.34 Wall 18: Wood Frame, 16" o.c. Orientation: Back Comment: Master Bedroom, C121`24-OSW Window 16: Other Orientation: Back Comment: Master Bedroom, CST GLASS NWC.34.34 Window 17: Other Orientation: Back Comment: Master Bedroom, CST GLASS NWC.34.34 Window 18: Other Orientation: Back Comment: Master Bedroom, CST GLASS NWC.34.34 Wall 19: Wood Frame, 16" o.c. Orientation: Left side Comment: Master Bedroom, C121`24-OSW 127 0.280 36 23 0.320 7 23 0.320 7 28 24.0 0.0 0.054 1 69 24.0 0.0 0.054 1 8 0.320 3 8 0.320 3 28 0.390 11 79 24.0 0.0 0.054 4 164 24.0 0.0 0.054 8 20 0.340 7 55 24.0 0.0 0.054 3 155 24.0 0.0 0.054 6 39 0.340 13 i[f iZ99=9x$=IXIRMlI 20 0.340 7 20 0.340 7 20 0.340 7 170 24.0 0.0 0.054 9 Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 3 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Wall 20: Wood Frame, 16" o.c. 31 24.0 0.0 0.054 2 Orientation: Right side Comment: Master Bedroom, C121`24-OSW Wall 21: Wood Frame, 16" o.c. 27 24.0 0.0 0.054 1 Orientation: Right side Comment: Pdwr, C121`24-OSW Wall 22: Wood Frame, 16" o.c. 97 24.0 0.0 0.054 5 Orientation: Back Comment: Bath 2, C121`24-OSW Wall 23: Wood Frame, 16" o.c. 54 24.0 0.0 0.054 2 Orientation: Right side Comment: Bath 2, C121`24-OSW Window 19: Other 8 0.340 3 Orientation: Right side Comment: Bath 2, CST GLASS NWC.34.34 Wall 24: Wood Frame, 16" o.c. 56 24.0 0.0 0.054 3 Orientation: Back Comment: Bedroom 2, C121`24-OSW Wall 25: Wood Frame, 16" o.c. 129 24.0 0.0 0.054 7 Orientation: Left side Comment: Bedroom 2, C121`24-OSW Wall 26: Wood Frame, 16" o.c. 123 24.0 0.0 0.054 5 Orientation: Right side Comment: Bedroom 2, C121`24-OSW Window 20: Other 16 0.340 6 Orientation: Right side Comment: Bedroom 2, CST GLASS NWC.34.34 Window 21: Other 16 0.340 6 Orientation: Right side Comment: Bedroom 2, CST GLASS NWC.34.34 Wall 27: Wood Frame, 16" o.c. 132 24.0 0.0 0.054 7 Orientation: Back Comment: Bedroom 4, C121`24-OSW Wall 28: Wood Frame, 16" o.c. 142 24.0 0.0 0.054 8 Orientation: Left side Comment: Bedroom 4, C121`24-OSW Wall 29: Wood Frame, 16" o.c. 101 24.0 0.0 0.054 4 Orientation: Front Comment: Bedroom 4, C121`24-OSW Window 22: Other 30 0.340 10 Orientation: Front Comment: Bedroom 4, CST GLASS NWC.34.34 Wall 30: Wood Frame, 16" o.c. 81 24.0 0.0 0.054 1 Orientation: Right side Comment: Hall / Stairway, C121`24-OSW Window 23: Other 27 0.320 9 Orientation: Right side Comment: Hall / Stairway, CST GLASS NWCS.32.37 Window 24: Other 27 0.320 9 Orientation: Right side Comment: Hall / Stairway, CST GLASS NWCS.32.37 Wall 31: Wood Frame, 16" o.c. 20 24.0 0.0 0.054 1 Orientation: Left side Comment: Bedroom 3, C121`24-OSW Wall 32: Wood Frame, 16" o.c. 147 24.0 0.0 0.054 6 Orientation: Front Comment: Bedroom 3, C121`24-OSW Window 25: Other 30 0.340 10 Orientation: Front Comment: Bedroom 3, CST GLASS NWC.34.34 Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 4 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Wall 33: Wood Frame, 16" o.c. 91 24.0 0.0 0.054 4 Orientation: Right side Comment: Bedroom 3, C121`24-OSW Window 26: Other 15 0.340 5 Orientation: Right side Comment: Bedroom 3, CST GLASS NWC.34.34 Wall 34: Wood Frame, 16" o.c. 20 24.0 0.0 0.054 1 Orientation: Back Comment: Bedroom 3, C121`24-OSW Wall 35: Wood Frame, 16" o.c. 76 24.0 0.0 0.054 4 Orientation: Right side Comment: Bedroom 3, C121`24-OSW Wall 36: Wood Frame, 16" o.c. 132 24.0 0.0 0.054 7 Orientation: Left side Comment: Bath 3, C121`24-OSW Window 27: Other 8 0.340 3 Orientation: Left side Comment: Bath 3, CST GLASS NWC.34.34 Wall 37: Wood Frame, 16" o.c. 58 24.0 0.0 0.054 3 Orientation: Front Comment: Bath 3, C121`24-OSW Basement Wall 1: Solid Concrete or Masonry 59 19.0 0.0 0.039 2 Orientation: Left side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15B19 -0w-10 Wall 38: Solid Concrete or Masonry: Interior Insulation 64 19.0 0.0 0.059 2 Orientation: Left side Comment: Bedroom 6 Fut, 15B19 -0w-4 Window 28: Other 25 0.340 9 Orientation: Left side Comment: Bedroom 6 Fut, CST GLASS NWC.34.34 Basement Wall 2: Solid Concrete or Masonry 65 19.0 0.0 0.039 3 Orientation: Left side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15B19 -0w-10 Basement Wall 3: Solid Concrete or Masonry 163 19.0 0.0 0.039 6 Orientation: Front Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15B19 -0w-10 Basement Wall 4: Solid Concrete or Masonry 81 19.0 0.0 0.039 3 Orientation: Right side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15B19 -0w-10 Basement Wall 5: Solid Concrete or Masonry 148 19.0 0.0 0.039 6 Orientation: Back Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15B19 -0w-10 Basement Wall 6: Solid Concrete or Masonry 53 19.0 0.0 0.039 2 Orientation: Left side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15B19 -0w-10 Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 5 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Wall 39: Solid Concrete or Masonry: Interior Insulation 62 19.0 0.0 0.059 2 Orientation: Left side Comment: Bedrom 5 Fut, 15B19-0w-4 Window 29: Other 25 0.340 9 Orientation: Left side Comment: Bedrom 5 Fut, CST GLASS NWC.34.34 Basement Wall 7: Solid Concrete or Masonry 97 19.0 0.0 0.039 4 Orientation: Left side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15B19-0w-10 Basement Wall 8: Solid Concrete or Masonry 8 19.0 0.0 0.039 0 Orientation: Back Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15B19-0w-10 Basement Wall 9: Solid Concrete or Masonry 30 19.0 0.0 0.039 1 Orientation: Right side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15B19-0w-10 Basement Wall 10: Solid Concrete or Masonry 188 19.0 0.0 0.039 7 Orientation: Back Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Rec Room Fut, 15B19-0w-10 Basement Wall 11: Solid Concrete or Masonry 171 19.0 0.0 0.039 7 Orientation: Back Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Game Room Fut, 15B19-0w-10 Basement Wall 12: Solid Concrete or Masonry 17 19.0 0.0 0.039 1 Orientation: Right side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Game Room Fut, 15B19-0w-10 Wall 40: Solid Concrete or Masonry: Interior Insulation 137 19.0 0.0 0.059 5 Orientation: Right side Comment: Game Room Fut, 15B19-0w-4 Window 30: Other 25 0.340 9 Orientation: Right side Comment: Game Room Fut, CST GLASS NWC.34.34 Window 31: Other 25 0.340 9 Orientation: Right side Comment: Game Room Fut, CST GLASS NWC.34.34 Basement Wall 13: Solid Concrete or Masonry 19 19.0 0.0 0.039 1 Orientation: Right side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Game Room Fut, 15B19-0w-10 Basement Wall 14: Solid Concrete or Masonry 120 19.0 0.0 0.039 5 Orientation: Right side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Wetbar Fut, 15B19-0w-10 Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 6 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Basement Wall 15: Solid Concrete or Masonry 69 0.0 19.0 0.034 Orientation: Front Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 16: Solid Concrete or Masonry 50 0.0 19.0 0.034 Orientation: Left side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 17: Solid Concrete or Masonry 102 0.0 19.0 0.034 Orientation: Front Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 18: Solid Concrete or Masonry 66 0.0 19.0 0.034 Orientation: Left side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 19: Solid Concrete or Masonry 182 0.0 19.0 0.034 Orientation: Front Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 20: Solid Concrete or Masonry 114 0.0 19.0 0.034 Orientation: Right side Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Compliance Statement. The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2015 IECC requirements in REScheck Version 4.6.5 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. me Project Notes: Previously saved project information: Gk Builders Four Seasons Heating 4896 Marshall Street Kyle Patee Wheatridge, Colorado, 80033 303-423-1982 303-423-0120 kpatee@fshl.com fou rseasonsheati ng i nc.com Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 7 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN J with installed windows.rck REScheck Software Version 4.6.5 Inspection Checklist Energy Code: 2015 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section # Pre-Inspection/Plan Review Plans Verified Value Field Verified Value Complies? Comments/Assumptions & Req.ID 103.1, ;Construction drawings and ❑Complies ; 103.2 documentation demonstrate ❑Does Not [PR1]1 ;energy code compliance for the ❑Not Observable 0 ;building envelope. Thermal envelope represented on ❑Not Applicable construction documents. 103.1, 'Construction drawings and ❑Complies ; 103.2, documentation demonstrate ❑Does Not 403.7 ;energy code compliance for ❑Not Observable [PR311 ;lighting and mechanical systems. ; ❑Not Applicable Systems serving multiple ;dwelling units must demonstrate ; ;compliance with the IECC ; Commercial Provisions. 302.1, ;Heating and cooling equipment is: Heating: Heating: ;❑Complies ; 40sized per ACCA Manual S based Btu/hr Btu/hr :❑Does Not [P on loads calculated er ACCA p Cooling: Cooling: :Not Observable ❑ j Manual J or other methods approved by the code official. Btu/hr Btu/hr ;❑Not Applicable Additional Comments/Assumptions: 111 High Impact (Tier 1) 1 2 1 Medium Impact (Tier 2) 1 3 1 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 8 of15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN J with installed windows.rck Section # Plans Verified Foundation Inspection Value Field Verified Value Complies? Comments/Assumptions & Req.ID 402.1.1 ',Conditioned basement wall R- R -__❑Complies See the Envelope Assemblies [F04]1 !insulation R -value. Where interior! R_ R_ I❑ Does Not table for values. 1�� insulation is used, verification �',❑Not may need to occur during Observable', �',❑Not Applicable I Insulation Inspection. Not !required in warm -humid locations! � in Climate Zone B. 303.2 ',Conditioned basement wall❑Complies [F05]1 !insulation installed per❑Does Not Not I��manufacturer's instructions. �',❑Not ❑Not Applicable 402.2.9i ,Conditioned basement wall ft❑Complies ',See the Envelope Assemblies [F06]1 _ft !insulation depth of burial or❑Does Not ',table for values. !distance from top of wall.❑Not Observable ❑Not Applicable A protective covering is installed❑Complies to protect exposed exterior Not insulation and extends a Observable minimum of 6 in. below grade.❑Not ❑Not Applicable 403.9 Snow- and ice -melting system❑Complies [FO12]2 controls installed. ❑Does Not V �',❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 9 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Section # Framing / Rough -In Inspection Plans Verified Field Verified Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, Door U -factor. U- U -__❑Complies See the Envelope Assemblies 402.3.4❑Does Not table for values. [FR1]1❑Not Observable i'1 ❑Not Applicable 402.1.1, ',Glazing U-factor(area-weighted U- i U -__❑Complies See the Envelope Assemblies 402.3.1, !average).❑Does Not table for values. 402.3.3, 402.5 �',❑Not Observable [FR2 11 �',❑Not Applicable 303.1.3 U -factors of fenestration products❑Complies [FR4]1 !are determined in accordance❑Does Not !with the NFRC test procedure or �',❑Not ',taken from the default table. Observable ❑Not Applicable 402.4.1.1 ',Air barrier and thermal barrier❑Complies [FR23]1 !installed per manufacturer's❑Does Not 1�instructions. �',❑Not Observable �'I ❑Not Applicable 402.4.3 I Fenestration that is not site built❑Complies [FR20]1 lis listed and labeled as meeting Not !�AAMA/WDMA/CSA 101/I.S.2/A440 �❑Does ',or has infiltration rates per NFRC ,❑Not Observable �',❑Not Applicable 1400 that do not exceed code limits. 402.4.5 ',IC -rated recessed lighting fixtures❑Complies [FR16]2 !sealed at housing/interior finish❑Does Not l�and labeled to indicate <2.0 cfm Observable leakage at 75 Pa. ,❑Not �❑Not Applicable 403.3.1 ',Supply and return ducts in attics❑Complies [FR12]1 !insulated >= R-8 where duct is❑Does Not >= 3 inches in diameter and >= �1 R-6 where < 3 inches. Supply and ❑Not Observable �',❑Not Applicable I return ducts in other portions of !the building insulated >= R-6 for !diameter >= 3 inches and R-4.2 !for < 3 inches in diameter. 403.3.5 1 Building cavities are not used as❑Complies [FR15]3 !ducts or plenums.❑Does Not ❑Not Observable �1 ❑Not Applicable HVAC piping conveying fluids R- R -__❑Complies above 105 °F or chilled fluids I Not below 55 °F are insulated to >_R- �❑Does Observable 3❑Not ❑Not Applicable 403.4.1 ',Protection of insulation on HVAC❑Complies [FR24]1 Ipiping.❑Does Not �',❑Not Observable ❑Not Applicable 403.5.3 Hot water pipes are insulated to R- R -__❑Complies [FR18]2>R-3.❑Does Not ❑Not Observable ❑Not Applicable 40 Automatic or gravity dampers are❑Complies [FR1 installed on all outdoor air❑Does Not �lintakes and exhausts. =EINot ❑Not Observable Applicable 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 10 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Additional Comments/Assumptions: 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 11 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Section # Insulation Inspection Plans Verified Value Field Verified Value Complies? Comments/Assumptions & Req.ID 303.1 ',All installed insulation is labeled❑Complies [IN13]2 for the installed R-values❑Does Not I I provided. 4 �', Vl❑Not Observable ❑Not Applicable 402.1.1, ',Floor insulation R -value. R- R -__❑Complies See the Envelope Assemblies 402.2.6 E] Wood �', ❑ Wood❑Does Not table for values. [IN1]1 �', ❑ Steel ❑ Steel 1,❑Not Observable ®❑Not Applicable 303.2, ',Floor insulation installed per❑Complies 402.2.7 !manufacturer's instructions and❑Does Not [IN2]1 !,in substantial contact with the 0 underside of the subfloor, or floor❑Not Observable �',❑Not Applicable !framing cavity insulation is in contact with the top side of sheathing, or continuous insulation is installed on the underside of floor framing and extends from the bottom to the !top of all perimeter floor framing members. 402.1.1, lWall insulation R -value. If this is a', R- R-__ E]Complies ',See the Envelope Assemblies 402.2.5, !mass wall with at least'/ of the I ❑ Wood ��, ❑ Wood❑Does Not ',table for values. 402.2.6 !wall insulation on the wall I E] mass ��, ❑ Mass �',❑Not Observable �'I [IN3]1 ',exterior, the exterior insulation !requirement applies (FR10). �', ❑ Steel ❑ Steel ,❑Not Applicable 303.2 Wall insulation is installed per❑Complies [IN4]1 !manufacturer's instructions.❑Does Not i, ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 12 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck Section # Final Inspection Provisions Plans Verified Field Verified Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, ',Ceiling insulation R -value. R- R -__❑Complies See the Envelope Assemblies 402.2.1, ❑ Wood ��, ❑ Wood❑Does Not table for values. 402'2'2, ❑ Steel ��� ❑ Steel Observable', 402.2.6 [FI1]1 �', ,❑Not �',❑Not Applicable 303.1.1.1, (Ceiling insulation installeladjacent ❑Complies 303.2 manufacturer's instructions. Not [FI2]1 ���Blown insulation marked ',300 ftp. Observable i ��,❑Not Applicable 402.2.3 Vented attics with air permeable [F122 ]2 !insulation include baffle ❑Does Not��!to soffit and eave vents ',extends over insulation.❑Not Observable ❑Not Applicable 402.2.4 ',Attic access hatch and door R- R -❑Complies [FIB]' !insulation >_R -value of the❑Does Not !�adjacent assembly. ��� ��� i',❑Not �'I Observable ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50 = ACH 50 =❑Complies [FI17]1 tach in Climate Zones 1-2, and❑Does Not <=3 ach in Climate Zones 3-8.❑Not Observable ❑Not Applicable 403.3.4 Duct tightness test result of <=4 cfm/100 cfm/100❑Complies [FI4]1 (cfm/100 ft2 across the system or I ft2 I ft2 ���❑Does Not <=3 cfm/100 ft2 without air �',❑Not Observable handler @ 25 Pa. For rough -in �',❑Not Applicable (tests, verification may need to I �loccur during Framing Inspection. 403.3.3 Ducts are pressure tested to cfm/100 cfm/100❑Complies [FI27]1 !determine air leakage with I ft2 I ft2❑Does Not i, !either: Rough -in test: Total ',leakage measured with a ,❑Not Observable �❑Not Applicable pressure differential of 0.1 inch l�w.g. across the system including ',the manufacturer's air handler i!enclosure if installed at time of Itest. Postconstruction test: Total ',leakage measured with a !pressure differential of 0.1 inch l�w.g. across the entire system including the manufacturer's air handler enclosure. 403.3.2.1 ',Air handler leakage designated❑Complies [FI24]1 !by manufacturer at <=2% of i❑Does Not airflow. I',❑Not ,design Observable ,❑Not Applicable 403.1.1 Programmable thermostats❑Complies [FI9]2 installed for control of primary❑Does Not �� heating and cooling systems and �', initially set by manufacturer to ,❑Not Observable �',❑Not Applicable code specifications. 403.1.2 Heat pump thermostat installed❑Complies [F 110]2 Ion heat pumps.❑Does Not �',❑Not Observable �'I ❑Not Applicable 403.5. Circulating service hot water❑Complies [FI systems have automatic or❑Does Not accessible manual controls. �❑Not Observable ❑Not Applicable 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 13 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN J with installed windows.rck Section # & Req.ID Plans Verified Final Inspection Provisions Value Field Verified Value Complies? Comments/Assumptions 403.6.1 ',All mechanical ventilation system',❑Complies [F125 ]2 !fans not part of tested and listed Not HVAC equipment meet efficacy �❑Does and airflow limits. ,❑Not Observable �J❑Not Applicable 403 Hot water boilers supplying heat❑Complies [FI through one- or two -pipe heating❑Does Not systems have outdoor setback �',❑Not Observable control to lower boiler water �',❑Not Applicable temperature based on outdoor temperature. 403.5.1.1 1 Heated water circulation systems❑Complies [FI2 ' have a circulation pump. The❑Does Not system return pipe is a dedicated Observable return pipe ora cold water supply❑Not �',❑Not Applicable pipe. Gravity and thermos- syphon circulation systems are not present. Controls for circulating hot water system pumps start the pump with signal for hot water demand within the occupancy. Controls automatically turn off the pump when water is in circulation loop is at set -point temperature and no demand for hot water exists. 403.5.1.2 1 Electric heat trace systems❑Complies [FI29]2 !comply with IEEE 515.1 or UL Not 1515. Controls automatically �❑Does Observable ',adjust the energy input to the I heat tracing to maintain the �',❑Not Applicable !,desired water temperature in the piping. 403.5. Water distribution systems that❑Complies [FI have recirculation pumps that❑Does Not pump water from a heated water Observable supply pipe back to the heated❑Not �',❑Not Applicable water source through a cold Iwater water supply pipe have a demand recirculation water system. Pumps have controls that manage operation of the pump and limit the temperature of the water entering the cold piping to 1040F. 403.5.4 7 Drain water heat recovery units❑Complies [FI31]2 !tested in accordance with CSA❑Does Not B55.1. Potable water -side Observable pressure loss of drain water heat ,❑Not �',❑Not Applicable recovery units < 3 psi for individual units connected to one or two showers. Potable water- side pressure loss of drain water heat recovery units < 2 psi for individual units connected to ,three or more showers. 404.1 ',75% of lamps in permanent❑Complies [FI6]1 !fixtures or 75% of permanent❑Does Not !fixtures have high efficacy lamps. �', Does not apply to low -voltage ,❑Not Observable �',❑Not Applicable lighting. 404.1.1 !Fuel gas lighting systems have❑Complies [F12 3]3 I no continuous pilot light.❑Does Not ❑Not Observable �', ❑Not Applicable 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 14 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck oecuu" # & Req.ID Final Inspection Provisions Plans Verified Value Field Verified Value Complies? Comments/Assumptions 401.3 ',Compliance certificate posted.f1complies [FI7]2Does Not ��, Not ObservableNot Applicable 303.3 ',Manufacturer manuals for [FI18]3 (mechanical and water heating❑Does Not systems have been provided. W',E]Complies �',❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact (Tier 1) :]=Medium Impact (Tier 2) 3 Low Impact (Tier 3) Project Title: 11645 W 32nd Report date: 04/10/20 Data filename: C:\Users\Dan\Documents\A CUURENT LOAD CALCS\LOAD CALCS PER BUILDER\2012 TO Page 15 of 15 PRESENT\GK BUILDERS\2019\11645 W 32ND AVE\res check\2020-04-10 GKB 11645 W 32ND MAN j with installed windows.rck �J(2015 IECC Energy Efficiency Certificate Above -Grade Wall 24.00 Below -Grade Wall 19.00 Floor 30.00 Ceiling / Roof 49.00 Ductwork (unconditioned spaces): Window 0.28 0.33 Door 0.39 Heating System: Cooling System: Water Heater: Name: Date: Comments A i CITY OF WHEAT RIDGE Vr Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Y �- Job Address:�- Permit Number: a(-� lC\\ Q) . jeo ❑ No one available for inspection: Time �i J AM/PM Re -Inspection required: Yes When corrections have been made, schedule for re -inspection online at: http✓/www. ci. wheatridge. co. usVinspection r , Date: t`! u l c> Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: \' Job Address: Permit Number: c ,Y -v ', "'0% \ „zip _ =a r I L < 22 -rte i..o� ^4: C4Af-C J a 1 Yr.-+") (I I'r f . ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: h ttp://www. ci. wheatridge. co. us/inspection Date: —I • Le'26_o Inspector: DO NOT REMOVE THIS NOTICE 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE (2_ 1 ( I Inspection Type: e Job Address: Permit Number: I'L 11 C tnr, 4L r Lj No one available for inspection: Time AM/PM Re -Inspection required: lyes) No When corrections have been made, schedule for re -inspection online at: http://Www. cL wheatridge. co. uslinspection Date:-)-- 1 inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: f7/t -' (�` • !^otic !� Job Address: < r `~ t'j L . Permit Number: cy v t r I `? L Z� ❑ No one available for inspection: Time AM/PM Re -Inspection required: (Yes No When corrections have been made, schedule for re -inspection online at: http://www.ci. wheatridge.co. usfinspection Date:% ! Inspector: DO NOT REMOVE THIS NOTICE Prepared For: GK Builders Group 11645 W 32nd Ave Wheat Ridge, CO 80033 Lot/Block: Supervisor: Gary Kalmbach Subdivision: Plan Name: Permit#: Inspection performed by: Kelcey Sykes (RTIN: 2259863) nspected for the mandatory requirements of these programs/codes: you have any questions about this report, do not hesitate to contact me directly. eicey Sykes, kelcey.sykes@nrglogic.com, 720-232-2877 :nergyLogic, Inc s 970) 556-0839 • www.nrglogic.com DSS H 'O Box N, Berthoud,CO 80513 City of' W heat R dge COMMUNn-y DwriOPNtENT Building & Inspection Services Division 7500 W. 290 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits(d_)ci.wheatridge.co.us I FOR OFFICE USE ONLY I Date: r)J//5 i!Zc) -z- C-) Add to Permit # �l `I'bl`�f2Z Building Permit Revision/Amendment Application *** please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed.' Property Address: (i fv4L�2 Vv ' J ,+JD N Property Owner (please prin : �7K FleUIU)EFR-'�J' t TL_2-1 ` Vi , �, - 6) Phone:50� Oeo- 0 Property Owner Email: (2W K 6 �I i (�) U MA I I ° OH Mailing Address: (if different than jpropery address) -dress) r Address: City, State, Zip: C��t%I`'"��I`+, �'�` bW29 Submitting Company Contact Person: ~f L`M rIA(+[ Phone: lu;(/. Contractor: (2r- PW V I, -' L Contractors City License #: Phone:• Contractor E-mail Address: PA MAI � - UM Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: PURSUANT TO THE BUILDING INSPECTORS OBSERVATION THAT THE FLOOR TRUSSES IN THE DINING AREA HAD TOO MAY HOLES PUNCHED FOR WATER LINES AND DRAIN/VENT LINES WE SUBMITTED THE TRUSSES TO WEYERHAEUSER, THE MANAFACURER TO VERIFY IF THE STRUCTURAL INTREGRITY HAD BEEN COMPROMISED. THE ATTACHED REPORT CONFIRMS THAT AFTER WEYERHAEUSER ENGINEERS RAN THEIR SOFTWARE ANALYSIS THAT THE TRUSSES PASSED. THERE ARE NO STRUCTURAL ISSUES. Sq. FL/LF Btu's Amps Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) OWNER/CONTRACTOR SIG,NATLIRE OF LLNDERSTANDING 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 tull responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that 1 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 n this application. CIRCLE ONE. (Off' ER) (CONTRACTOR) _ L�- (AUTHORIZED REPRESE\'TATIYE) of (Olf'NER) (CONTRACTOR) PRINT NAME: � K � �I �'Y E�� �JI , ��SIGiVATiJRE: �I i i/� �r DATE: ZONING COMMMENTS: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: Building Division Valuation: $ l iof fit' heat \T i jige C(ZA1a4tEhil`: !7F\'iitll'Aif Building & Inspection Services Division 7500 W. 291 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email perrritst&.ci.wheatridge.co.us I FOR OFFICE USE ONLY I Date: Add to Permit # Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. incomplete applications may not be processed.'** Property Address: Property Owner (please print): k;7 Phone: i I,, Property Owner Email:' i` ii 'F/ t i I Mailing Address: (if different than property address) Address: City, State, Zip:�1�� 8 Submitting Co pang Contact Person: / �f�'� _ t l;f Phone::K/- �i ' Contractor: t& V V Contractors City License #: Phone: Contractor E-mail Address: b y" K �,?A64- j (7 MA I Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: THE THREE DUCT TRUNK LINE CONFIGUATION AS SUBMITTED AND SHOWN ON THE ORIGINAL PLAN FOR THE LOWER LEVEL WAS MODIFIED TO TWO TRUNK LINES. THE REASON FOR THE CHANGE IS THE SYSTEM IS NOW A SINGLE ZONE NOT DUAL ZONE SYSTEM AS ORIGNALLY PLANNED. THE LOWER LEVEL IS NOT BEING FINISHED. NO CHANGES WERE MADE TO VENT PENETRATION LOCATIONS. Sq. Ft.lLF Amps Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) 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 1 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. CIRCLEO.'4E: (OlVVER) (COA'TR.4CTOR) or(AUTHORIZED REPRESEA'T.9TIVE) of (01PNER) (CONTRACTOR) PRINT NA'11£: ' K Y" `� �'► Lam' -� Vi " �t , LLQ IGNATME: DATE:y % . 1� • W DEPARTMENT USE ONLY 2 ZONING COMMENTS: OCCUPANCY CLASSIFICATION: Reviewer. BUILDING DEPARTMENT COMMENTS: Reviewer. �.y . t q, 2y -L PUBLIC MRKS COMMENTS. Reviewer. PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Regtdred Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required 6% 3 19.1 Building Division Valuation: $ y� w %Z,,) Av u Get Outlook for Android From: Thomas, Jack <Jack.Thomas@BuildWithBMC.com> Sent: Thursday, March 5, 2020 7:45:39 AM To: Bales, Jeff <Jeff.Bales@BuildWithBMC.com> Subject: FW: plumbing holes in floor joist incorrectly Good news for Gary's Plumber. From: Jerad Bankston (Wood Products Technical Support) <techsupport@weyerhaeuser.com> Sent: Thursday, March 5, 2020 6:40 AM To: Thomas, Jack <Jack.Thomas@BuildWithBMC.com> Subject: Re: plumbing holes in floor joist incorrectly "External Email" Use caution if the sender is unknown or the content is suspicious. 1# Plpase do not write below this line #, Your request (#111212) has been completed. Reply to this email to reopen your request. CC List: Jerad Bankston (Wood Products Technical Support) Jack See attached, all holes are acceptable when ran in our software, Forte. thanks jerad Jerad Bankston, P.E. (IA, MN, MO, WA, WI) Product Support Engineer Weyerhaeuser 888-453-8358 xt. 6151 OIN Jack Thomas Round, square and knock out cut and drilled for plumbing. Joist are TJI 210 x 11 7/8" with a span of I T4 1/4". I included the joist layout plan.Please see attached photos, they have measurements marked on the joist. Attachment(s) 19-065396F 2nd Level EWP Layout 2. f vmacocsoak 2339549029854 -1 -IMG 5480.jpg vmatxsls06-1138115299472-2-IMG_5479 jpg Provide feedback to our support team by clicking on the appropriate rating at this link: httos://www.techsupport.weyerhaeuser.com/requests/111212/satisfaction/new/fAvj(-�QgXfgXbihOf7iGHuGYl R? locale=l This email is from Wood Products Technical Support by Weyerhaeuser. vo�stin�� 6u,PIT(A e6p1 10 Mt ' 4 Ail IV. , 10 4 Ail "k 10 FJ7 "T—� — 1; FJ7 — 8w I I& 0ON-01 010 IP Ildo FO R T E," IM JOB2SUMMARY REPORT 11112 Level Job Notes Jerad M Bankston Member Name Results Current Solution Comments FJ3 - #6 Passed 1 piece(s) 11 7/8' TJ10 210 0 16" OC FJ3 - #7 Passed 1 piece(s) 11 7/8" TJI® 210 @ 16' OC FJ3 - #8 Passed 1 piece(s) 11 7/8" TJ10 210 @ 16' OC ForteWEB Software Operator Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888) 453-8358 jerad.bankstonGweyerhaeuser. corn 3/520 1:39 -, UTC Ae orteWEB v2.3 Weyerhaeuser File NaI,CDC.``111212 Page 1 / 7 � WEB 0 MEMBER REPORT Level, FJ3 - #6 1 piece(s) 11 7/8' TJ1@ 210 @ 16" OC Overall Length: 18' 5 1/4' 18' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 663 @ 1 3/4' 1005 (1.75') Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ibs) 663 @ 1 3/4' 1655 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft-Ibs) 2998 @ 9' 2 1/4' 3795 Passed (79%) 1.00 1.0 D + 1.0 L (All Spans) Live Load Defl. (in) 0.371 @ 9' 2 1/4" 0.452 Passed (U586) 4 - Rectangular (S) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.510 @ 9' 2 1/4" 1 0.904 1 Passed L/426) 1 1.0 D + 1.0 L Ali Spans TJ-Pror" Rating 36 1 Any I Passed I -- • Deflection criteria: LL (L/480) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 2' o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 2' o/c based on loads applied, unless detailed otherwise. • Holes 2,3 have been combined for analysis. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailed Down. • Additional considerations for the TJ -Pro'" Rating include: None. Supports Bearing Length Loads to Supports (Ibs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 11 7/8' SPF beam 1.75' Hanger' 1.75 /184 1.75' - - 490 674 See note' 2 - Stud wall - SPF 3.50' 2.38" 1.75' 185 493 678 11 1/8' Rim Board • rum tiara is assumea ro carry an ioaas appnea arrecoy aoove a, Dypassmg me memoer oemg aesignea. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • r See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support I Model Seat Length Top Fasteners Face Fasteners Member Fasteners Accessories 1 - Face Mount Hanger I Connector not found NIA N/A IN/A N/A Vertical Load Location (Side) Spacing Dead (0.90) Fluor Live (1.00) Comments 1 - Uniform (PSF) 0 to 1815 1/4' 16' 15.0 40.0 Holes (Size) Width Height 0 Vertical Offset Location Shear (Ibs) Actual Allowed Result Comments 1 - Circular (Ignore) 1 1/2" 1 1/2' 8' 1' 1 3/4' - - Passed (-) Holes measurements from outside face of beam 2 - Circular (S) 3- 3' 5 15/16' 1' 9 3/4' 541 1108 Passed (49°!) Holes measurements from outside face of beam 3 - Circular (Ignore) 1 1/2' 1 1/2" 8' 2' 1 3/4' - - Passed (-) Holes measurements from outside face of beam 4 - Rectangular (S) 4' 4' 5 15/16' 3-83/4' 413 842 Passed (49°/) Holes measurements from outside face of beam • nure rucauuns are measureu Trum me uursme race uT ierr suppurr fur ion canmever enul m 1110 cenrenme UT me nure. • Vertical Offset is measured from the top of the member to the centedine of the hole. Forte WEB Software Operator Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888) 453-8358 jerad-bankston@weyerhaeuset.com A Weyerhaeuser 41 3/5/202 9:53P lj(�UTC ForteWEB v2.3, Engine: V8.0.0.21, Datav .3.2.0 File Name: 111212 Page 2/7 Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IMES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888) 453-8358 jerad.bankstonOweyerhaeuser.com A 6v�Qo�� Jo`5���0 3/5/2041:39:5 .313! UTC ForteWEB v2.3, Engine: V8.0.0.21, Dia: V7.3.2.0 Weyerhaeuser File Name: 111212 Page 3 / 7 4FORTEMB 0 MEMBER REPORT Level, FJ3 - #7 1 piece(s) 11 7/8" TJI@ 210 ® 16" OC Overall Length: 13' 5 1/4' 13' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual 0 Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (Ibs) 663 @ 1 3/4" 1005 (1.75') Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Shear (Ips) 663 141 1 3/4" 1655 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans Moment(Ft-lbs) 2998 @ 9' 2 1/4" 3795 Passed (79%) 1.00 1.0 D + 1.0 L (Ail Spans) Live Load Dell. (in) 0.371 0 9' 2 1/4' 0.452 Passed (L/586) 4 - Rectangular (L) 1.0 D + 1.0 L (All Spans Total Load Defl. (in) 0.510 @ 9' 2 1/4" 0.904 Passed (L/426) Passed (99q) hole encompasses smaller hole at 39' as well 1.0 D + 1.0 L (All Spans) TJ -Pro•" Rating 36 Any Passed • Uetlectlon Criteria: LL (L/49U) ana i L (L/Z4U). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 2' o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 2" o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailed Down. • Additional considerations for the Tl-ProT" Rating include: None. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 11 7/8" SPF beam 175' Hanger' 1.75 2 184 1.75' 490 674 See note 2 - Stud wall - SPF 3.50" 2.38' 1.75' 185 493 678 1 1/8' Rim Board • KIM boars is assumea to carry all toads appuea dtrecdy above it, bypassing the memner being designed. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • ' See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED 0 System : Floor Member Type : Joist Building Use : Residential Building Code : IBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners lAccessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 18' 5 1/4' 16' 15.0 40.0 i' 3 3/4" Holes (Size) Width Height Vertical Offset Location Shear (lbs) Actual Allowed Result Comments 1 - Circular (Ignore) 1 1/2' 1 1/2" 8' i' 3 3/4" - - Passed (-) Holes measurements from outside face Of beam 2 - Circular (S) 3' 3" 5 15/16" 1' 9 3/4' 541 1108 Passed (49%) Holes measurements from outside face of beam 3 - Circular (Ignore) 1 1/2' 1 1/2' 8' 2' 4 3/4' - - Passed (-) Holes measurements from outside face of beam 4 - Rectangular (L) 7' 5' 5 15/16" 3-83/4' 422 426 Passed (99q) hole encompasses smaller hole at 39' as well • rime tucauons are measureu Tram 1110 ourstue race or tett support for uni cantnever enol to me cemenme or the note. • Vertical Offset is measured from the top of the member to the centerline of the hole. ForteWEB Software Operator Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888)453-8358 jerad.bankstonOweyerhaeuser. com u0js,At(16ulprq a6pR14naUM 3/5/2020 1:39:53 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data)dMV.0 Weyerhaeuser File Name: 111212 Page 4/7 Weyerhaepser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by ICC -ES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library- The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888) 453-8358 jerad.bankston@weyethaeuser.com uo�StA!Q 6UOTS 0613!8 paIAM 3/5/2020 1:3093 NM UTC AForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: 111212 Page 5 / 7 . IFORTE•CM 0 MEMBER REPORT Level, FJ3 - #8 1 piece(s) 11 7/8' TJI® 210 @ 16' OC Overall Length: 18' 5 1/4' I 18' All locations are measured from the outside face of left support (or left cantilever end). All dimensions are horizontal. Design Results Actual ® Location Allowed Result LDF Load: Combination (Pattern) Member Reaction (lbs) 663 @ 1 3/4' 1005 (1.75') Passed (66%) 1.00 1.0 D + 1.0 L (All Spans) Shear (lbs) 663 @ 1 3/4' 1655 Passed (40%) 1.00 1.0 D + 1.0 L (All Spans) Moment (Ft -lbs) 2998 @ 9' 2 1/4' 3795 Passed (79%) 1.00 1.0 D + 1.0 L (Ali Spans) Live Load Defl. (in) 0.371 0 9' 2 1/4' 0.452 Passed (L/586) 4 - Circular (S) 1.0 D + 1.0 L (All Spans) Total Load Defl. (in) 0.510 @ 9' 2 1/4' 0.904 Passed (L/426) 1.0 D + 1.0 L(All Spans) T]-ProT" Rating 36 Any Passed • Deflection criteria: LL (1-/480) and TL (U240). • Top Edge Bracing (Lu): Top compression edge must be braced at 4' 2" o/c based on loads applied, unless detailed otherwise. • Bottom Edge Bracing (Lu): Bottom compression edge must be braced at 18' 2' o/c based on loads applied, unless detailed otherwise. • A structural analysis of the deck has not been performed. • Deflection analysis is based on composite action with a single layer of decking_2332Edge that is gluedAndNailed Down. • Additional considerations for the TJ-ProTm Rating include: None. Supports Bearing Length Loads to Supports (lbs) Accessories Total Available Required Dead Floor Live Total 1 - Hanger on 11 7/8° SPF beam 115' Hanger' 1.75 / 184 1.75° z 490 674 See note ' 2 - Stud wall - SPF 3.50' 2.38' 1.75° 185 493 678 1 1/8' Rim Board • RIIII 1-1- O -11— LU —ly — I— GiJjJI LI Ull—ly dW IL, uypanmrly Lim mem= uemy ueslyneu. • At hanger supports, the Total Bearing dimension is equal to the width of the material that is supporting the hanger • 1 See Connector grid below for additional information and/or requirements. • 2 Required Bearing Length / Required Bearing Length with Web Stiffeners PASSED System : Floor Member Type : Joist Building Use : Residential Building Code : tBC 2015 Design Methodology : ASD Connector: Simpson Strong -Tie Support Model Seat Length Top Fasteners Face Fasteners Member Fasteners jAccessories 1 - Face Mount Hanger Connector not found N/A N/A N/A N/A Vertical Load Location (Side) Spacing Dead (0.90) Floor Live (1.00) Comments 1 - Uniform (PSF) 0 to 1815 1/4' 16' 15.0 40.0 1' 1 3/4' Holes (Size) Width Height Vertical Offset Location Shear (lbs) Actual Allowed Result Comments 1 - Circular (Ignore) 1 1/2' 1 1/2' 8' 1' 1 3/4' Passed (-) Holes measurements from outside face of beam 2 - Circular (Ignore) 1 1/2' 1 1/2' 8' 2' 1 3/4' Passed (-) Holes measurements from outside face of beam 3 - Circular (ignore) 1 1/2' 1 1/2' 81 3' 1 3/4° Passed (-) Holes measurements from outside face of beam 4 - Circular (S) 4' 4' 1 515/16' 43/4' 376 971 Passed (39%) Holes measurements from outside face of beam • Mule lUeallull5 ale Illea5uleu IIUIII file UulmUU IdUV UI fell SUPPUTI lUl len GaIIIAR U enuf lu life cenrenme lir tile rule. • Vertical Offset is measured from the top of the member to the centerline of the hole. Forte WEB Software Operator Weyerhaeuser Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888) 453-8358 jerad.bankstonQweyerhsouser, com UO[SiA(Q l5uipiin8 G6P!N +Q64M 3/5/2020 1:3':; PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 File Name: 111212 Page 6/7 Weyerhaeuser Notes Weyerhaeuser warrants that the sizing of its products will be in accordance with Weyerhaeuser product design criteria and published design values. Weyerhaeuser expressly disclaims any other warranties related to the software. Use of this software is not intended to circumvent the need for a design professional as determined by the authority having jurisdiction. The designer of record, builder or framer is responsible to assure that this calculation is compatible with the overall project. Accessories (Rim Board, Blocking Panels and Squash Blocks) are not designed by this software. Products manufactured at Weyerhaeuser facilities are third -party certified to sustainable forestry standards. Weyerhaeuser Engineered Lumber Products have been evaluated by IMES under evaluation reports ESR -1153 and ESR -1387 and/or tested in accordance with applicable ASTM standards. For current code evaluation reports, Weyerhaeuser product literature and installation details refer to www.weyerhaeuser.com/woodproducts/document-library. The product application, input design loads, dimensions and support information have been provided by ForteWEB Software Operator ForteWEB Software Operator Job Notes Jerad M Bankston 11645 W 32nd St Weyerhaeuser (888) 453-8358 jerad.bankston®weyerhaeuser.com UOisInia 6uipllna ®6pib Mew /O AI!Z) 3/5/2020 1:39:53 PM UTC ForteWEB v2.3, Engine: V8.0.0.21, Data: V7.3.2.0 Weyerhaeuser File Name: 111212 Page 7/7 41 CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: c C A Job Address: Permit Number: _QC -N l Cj C-) U No one available for inspection: Time -i AM/PM Re -inspection required: Yes No When corrections have been made, schedule for re -inspection, online at: httpAwww. ci. wheatridge. co.Winspection Date: 0 Inspector: DO NOT REMOVE THIS NOTICE Inspection Type: Job Address: Permit Number: CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office PE TION NOTICE., >Ps T Re -Inspection required: YesN When corrections have been made, http✓/www.ci. wheatridge.co. uslinspi for re -inspection online at: 41 CITY OF WHEAT RIDGE V, Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type- V ev"N I. - Ch Job Address: \A) Permit Number: r) C I `s1 % -I L. a " -N , , k�, k �; s -,t V, " 1-5 r /, o '' for Cr i n s p`e idt i Ll Nb'one'available n: Time AM/PM Re -inspection required: Yes' No When corrections have been made, schedule for re -inspection online at: httpLllwww.cL whea tridge. co. uslinspection Date: 7 J Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: VA 0 V_L - P Job Address: ` V-, Permit Number: \C\ l ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes Nd, v When corrections have been made, schedule for re -inspection online at: httpYA,vww.ci. wheatridge.co. uslinspection Date:_` U a. 0 Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time AM/PM Re -Inspection required: {fie No When corrections have been made, schedule for re -inspection online at: http://www. cL wheatridge, co, uslinspection Date: �- i "= - i Inspector: DO NOT REMOVE THIS NOTICE A CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: 21-1 /-- V-JA.kA,/t I — _j I C/ Job Address: Wa+Z5 w 110 jk\M/VUKQ_, Permit Number: JC.) go I 0 I. 71 f 1) IJ No one available for inspection: Time - 14�! AM/PM Re -inspection required: Yels No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge.co. uslinspection Dater Inspector: DO NOT REMOVE THIS NOTICE 2x STUDS @ 16*o,c., TYPCONT. 2)6 P. T SILL PL. Wl 12` 0 A, B @ 48o,c. 'EMBED A.B B' MIN IN CONC„ PROVIDE 2 BOLTS MIN PER PLA TE CONT, 2x6 SOLE PL Wt 314' T&G PLYWD SHTG., TYP. 16d COMMON @ 6-o.c (2) 2X6 CONT, TOP PL (2),'/V x 8' SOS SCREWS @ 24'o c (2) 2x6 BLK G CONT 2x6 P T SILL PL, W1 X,'O x Ir EMBED A -B. @ 48'o c GARAGE CONC. SLAB ON GRADE PER PLAN 4 FLUSH JOIST HANGER PER SCHED tUSE IY; NAILS AT LOWER SECTION INTO LSL tX,'OS8) CONT. IY4* LSL RIM -;�* WATERPROOF OSB Wil YA'x 3X,* SDS SCREWS TOP & 3,` EXP JOINT MAT L, TYP. — BOTTOM @ I 7o.c. 8' THICK CONG. FNDN WALL PER PLAN & SCHED REVISED TOP OF WALL CONDITION 3A"'� AT GARAGE 11 / 13 / 19 Bear Creek Consuffing Shctural Engineers sw #mw S?� All" co sm SCALE 314'= 1 -0' 11645 w. 32nd AVENUE WHEAT RIDGE, COLORADO DRAWN BY: OWR CHECKED BY: OWR DATE: 11/13119 PROJECT #: 19,025 SD1 w c K Z Approved h%: City of Wheat _ r�-ge � FOR ut-tACL rsr, ONLI Inspector Date City of Wheat Ridge Municipal Building 7500 W. 29`r Ave. NN'heat Ridge. CO 80033-8001 P: 303.235.2846 F: 303.35.2857 FOUNDATION SETBACK AND ELEVATION CERTIFICATION For Single Family Developments This form., including the Exhibit on the reverse side, must be fully completed by a Professional Land Surveyor licensed in the State of Colorado. This Certification must be submitted for review and approval prior to proceeding with any further construction. DATE: 10-16-2019 PERMIT# 201901368 ADDRESS: 11645 W. 32nd LOT , BLOCK Un -platted (attached) SUBDIVISION I hereby certify that the elevation and location of the recently constructed structural foundation for the above property described above has been measured by me or directly under my supervision. For the recently formed or constructed building foundation corners, the setback distances have been found by me to be in compliance with City of Wheat Ridge required limits and the elevations as stated herein have been found by me to be in compliance with the Building Pen -nit construction plans as approved by the City of Wheat Ridge. The MINIMUM SETBACK DISTANCES from the property lines have been detennined to be: FRONT: 33.3' REAR: 20'5' SIDE: 11.0' SIDE: 12.0' If in the floodplain, the 1VIINIMUM ELEVATION is determined to be: n/a (NAVD88). The above measurements have been determined on the following location: (Check only one): Top of proposed foundation prior to placement of concrete Top of foundation subsequent to placement of concrete The setback and elevation measurement l i(WaN hied on the attached exhibit. Signed PrintRobert E. Harris, PLS 37601 Professional ,L Ny• .F v a 37601 : o Date 10-16-19 00 tvhoit LAND DESCRIPTION (PER K70501194) A PARCEL OF LAND LYING IN THE NORTHEAST QUARTER OF SECTION 29, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF JEFFERSON, STATE OF COLORADO, BEING THE EAST HALF OF THE FOLLOWING DESCRIBED PARCEL: BEGINNING AT THE SOUTHEAST CORNER OF SAID NORTHEAST QUARTER; THENCE WESTERLY 198 FEET ALONG THE SOUTH LINE OF THE SAID NORTHEAST QUARTER TO THE TRUE POINT OF BEGINNING; THENCE WESTERLY ALONG SAID SOUTH LINE 160 FEET; THENCE NORTHERLY 133 FEET PARALLEL WITH THE EAST LINE OF THE SAID NORTHEAST QUARTER; THENCE EASTERLY 160 FEET PARALLEL WITH THE SOUTH LINE OF THE SAID NORTHEAST QUARTER; THENCE SOUTHERLY 133 FEET PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER TO THE TRUE POINT OF BEGINNING; EXCEPT FOR THE SOUTH 14 FEET THEREOF. 11645 W. 32ND AVE FOUNDATION SETBACK EXHIBIT --------------------- -� ��• N89 29 31 "E 80.00 N O SA 1 36.5' o FOUNDATION ONLY w 1 17.8' o N N O 16.0 07 0 0 o $ w rn m SCALE: 1" = 20' US SURVEY FEET 12.0' 1 mod 20' 0 10' 20' ..a O O w w w --- ------------------ -- ------ - OHW-- ---OHW--------QHW------- OHW--- - ---- OHy -------OHW----- ------- --- ---- S89°29'31V-------- 80.00'-- ------- ----------------------- TRUE POINT OF BEGINNING (K79591194) A W. 32ND AVENUE b 5---------5 -------- 5-------- s ------5 -------- s s SURVEYOR'S CERTIFICATE I, ROBERT E. HARRIS, A PROFESSIONAL LAND SURVEYOR IN THE STATE OF COLORADO, ON THE BASIS OF MY KNOWLEDGE, INFORMATION AND BELIEF, DO HEREBY CERTIFY THAT THE AS -CONSTRUCTED ; o FOUNDATION WAS MEASURED ON OCTOBER 15, 2019 r AND THE SETBACKS SHOWN VERIFIED. SEE LAND SURVEY PLAT BY GILLIANS LAND CONSULTANTS FOR ADDITIONAL BOUNDARY INFORMATION ROBERT E. HARRIS COLORADO P.L.S. 37601 FOR & ON BEHALF OF GILLIANS LAND CONSULTANTS A 4' CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type, Job Address: 2 Permit Number: C\ j. i. I.J No one available for inspection: Time I AM/PM Re -Inspection required: Yes Pdo,° When corrections have been made, schedule for re -inspection online at: hffp:lAvww.ci.wheatridge.co. uslinspection Date:— Inspector: DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address: Permit Number: ❑ No one available for inspection: Time IUDPM Re -Inspection required: Y " "No , ) When corrections have been http✓/www.ci. wheatridge.co.0 Date online at: City of Wheat Ridge Residential Electric PERMIT - 201902359 PERMIT NO: 201902359 ISSUED: 11/08/2019 JOB ADDRESS: 11645 W 32nd Ave EXPIRES: 11/07/2020 JOB DESCRIPTION: Residential electric temp meter. 60AMPs and 10kW *** CONTACTS *** OWNER (303)880-5990 GK BUILDERS GROUP LLC SUB (303)905-1565 JAMES R. SLOTNICK 018709 APPLIED ELECTRIC, INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 400.00 FEES Total Valuation 0.00 Use Tax 8.40 Permit Fee 26.50 ** TOTAL ** 34.90 *** COMMENTS *** *** CONDITIONS *** Both the front and back of this permit are required to be posted on the job site at all times. If the complete permit is not present, inspections WILL NOT be performed. Work shall comply with 2012 IRC & 2017 NEC. Per IRC Sec. R314, smoke detectors are required to be installed in every sleeping room, in hallways outside of sleeping rooms, and on every level of the structure. I, by my signature, do hereby attest that the work to be performed shall comply with all accompanyingg approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am t7�e legal owner or have been authorized by the legal owner of the property hd am authorized to obtain this permit and perform the work described and approved in conjunction with this ermit. I f 't er attest that I leggally authorized to include all entities named within this document as parties to the work to be performed andt�jaat all w9rk to b perforrfied is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNERA� CO YRACTOR (Circle one) Date I . This permit was issue( based A the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and receivedprior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Budding Official and may be subject to a fee equal to one-half of the original permitfee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees androcedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for or an approval of, any violation of any provision of any applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. Signature of Chtef Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. City of .. heat Idge COMMUNITY DEVELOPMENT Building & Inspection Services 7500 W. 291 Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: perm its(aki.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # J Plan Review Fee: Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: 11 (wA5 (, � . Sr A r� A& Property Owner Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: City, State, Zip: ►lam il��l i . , - . Architect/Engineer E-mail: Phone: Contractor Name: -I City of Wheat Ridge License #: Phone: `xO 3 ` 05 'X ( � 5 L Contractor E-mail Address: For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Phone: CONTACT EMAIL(p/ease print): Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: Mechanical: W.R. City License # W.R. City License # W.R. City License # Other City Licensed Sub: Other City Licensed Sub: City License # City License # Complete all highlighted fields, if applicable. ❑COMMERCIAL RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. Sq. FULF BTUs SGA (DKw Gallons Amps Squares For Solar: KIN # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: _ Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) 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. I, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNER) (CONTRACTOR) or (A(WTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR Signature (first and last name): " / DATE: ! /— 7 —ict Printed Name: .215 l_ . i 7 r— C � ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: DEPARTMENT USE ONLY OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: (;, (i Job Address: 1 `�`� W ?_ U A,_,L Permit Number: U I J A 0 v+ ❑ No one available for inspection: Time E AM/PM •� Re -Inspection required: Yes No When corrections have been made; schedule for re -inspection online at: http✓/www. ci, wheatridge.co.usli'nspection Date: -\ t 1 Inspector: DO NOT REMOVE THIS NOTICE fiO WAGL J Bear CU�fo�nsult �g Strad Engineers, LLC 5690 Webster Street, Arvada, CO 80002 PO Box 746026, Arvada, CO 80006 Ph. (720) 626-9201 October 8, 2019 Gary Kalmbach GK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 RE: Foundation Wall Observation 11645 W. 32nd, Wheat Ridge, CO BCCSE PN 19.025 Dear Mr. Kalmbach: Per your request, a representative from our firm visited the job site above at 12:30 pm, October 8, 2019 to observe foundation wall reinforcing steel. Reinforcing steel size, quantity and placement appeared to be in substantial conformance with the Construction Documents, dated May 24, 2019, and subsequent addendum dated September 26, 2019. Thus the foundation walls as formed are deemed adequate to support the design loads as required by the Construction Documents, 2012 IRC, and Wheat Ridge amendments to the code. Should you have any further questions regarding this issue, please feel free to contact our office. Sincerely, Bear Creek Consulting Structural Engineers S,6 0 -CIF Oliver W. Rice, P.E. Principal IS)o 7451 A'I �`dAl�l fG�t? W -p- qrAfAr p4O�N"�7 WA GL 5; Bear Cl k f�024�g�truc gineers, LLC 5690 Webster Street, Arvada, CO 80002 PO Box 746026, Arvada, CO 80006 Ph. (720) 626-9201 October 8, 2019 Gary Kalmbach GK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 RE: Foundation Wall Observation 11645 W. 32nd, Wheat Ridge, CO BCCSE PN 19.025 Dear Mr. Kalmbach: Per your request, a representative from our firm visited the job site above at 12:30 pm, October 8, 2019 to observe foundation wall reinforcing steel. Reinforcing steel size, quantity and placement appeared to be in substantial conformance with the Construction Documents, dated May 24, 2019, and subsequent addendum dated September 26, 2019. Thus the foundation walls as formed are deemed adequate to support the design loads as required by the Construction Documents, 2012 IRC, and Wheat Ridge amendments to the code. Should you have any further questions regarding this issue, please feel free to contact our office. Sincerely, Bear Creek Consulting Structural Engineers Oliver W. Rice, P.E. Principal 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: 301 P_leG4, cm 1 o,b1e l ('rile WtAI Job Address: 116145 W, nom{ Avf. . Permit Number: �01 q o f -3 i I!ebU`✓ �Ier!�IaS G+ ; Oto ❑ No one available for inspection: Time AM/PM Re -Inspection required: Yes No When corrections have been made, call for re -inspection at 303-234-5933 Date: Inspector: tf`� DO NOT REMOVE THIS NOTICE i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: S t. r►^ Job Address: ``� kj _37 ^ �' Permit Number: ! i 3 �._ L) No one available for inspection: Time � �% AM/PM Re -Inspection required: Yes 4c - When corrections have been made, schedule for re -inspection online at: http //www.ci.wheatridge.co.usVinspection Date: ! �' Inspector: DO NOT REMOVE THIS NOTICE City of `1Vheat Ndry9=61 COMMUNITY DEVELOPMENT Building & Inspection Services Division 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: Permits(a)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: n Add to Permit # w) Building Permit Revision/Amendment Application *** Please complete all highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address:! E ( 4 r7 W. � " Nf) Avf-, Property Owner (please print): & V & I LIWO' COV" ` j �+L, 11 Phone: �Q %� t ® MO Property Owner Email: Uwr t 9,/ &Mnli✓ , 60ro Mailing Address: (if different than property address) Address: ItF� "int e��K��701 City, State, Zip: MWf t Ll� O1�V'�I �` tl(WA Submitting Company: '' " `�'ppt `4 Contact Person: ! KN4 `6A�[ I Phone: Contractor: & /4 Contractors City License #: 1yok Phone: Contractor E-mail Address: t1w'r-166Q ( F & )�'• U1 Please Note: Additional valuation must include all general and subcontracted work to be performed related to the revisions and/or amendments declared in the description of work and which were not included in the original permit valuation. If revisions or amendments increase the original valuation, additional fees will be due at the time of approval. Depending on the scope of work, additional plan review fees may be due upon approval ($60.00 an hour — 2 hour minimum). Description of revised/amended work: Sq. FULF Amps Btu's Squares Gallons Other Additional Project Value: (Must include all general and subcontracted work to be performed related to revisions/amendments described above) $ 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 enti on this application. CIRCLE ONE: ( ER) (CONTRACT_) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) PRINT NAMECAI SIGNATURE: DATE: 10,01 DEPARTMENT USE ONLY ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: PROOF OF SUBMISSION FORMS Fire Department ❑ Received ❑ Not Required Water District ❑ Received ❑ Not Required Sanitation District ❑ Received ❑ Not Required Building Division Valuation: $ i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type: Job Address:'`�a� Permit Number: t , ��(-e c) 1 ❑ No one available for inspection: Time ';fid tea= AM/PM Re -Inspection required: Yes No When corrections have been made, schedule for re -inspection online at: http✓/www.ci. wheatridge. co. uslinspection Date:— -\ L - \S Inspector: DO NOT REMOVE THIS NOTICE Bear Creek Consulting Structural Engineers, LLC 5690 Webster Street, Arvada, CO 80002 PO Box 746026, Arvada, CO 80006 Ph. (720) 626-9201 September 30, 2019 Gary Kalmbach GK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 RE: Footing Observation 11645 W. 32nd, Wheat Ridge, CO BCCSE PN 19.025 Dear Mr. Kalmbach: Per your request, a representative from our firm visited the job site above at 9am, September 30, 2019 to observe footing reinforcing steel. Reinforcing steel size, quantity and placement appeared to be in substantial conformance with the Construction Documents, dated May 24, 2019, and subsequent addendum dated September 26, 2019. Thus the footings as formed are deemed adequate to support the design loads as required by the Construction Documents, 2012 IRC, and Wheat Ridge addendums to the code. Should you have any further questions regarding this issue, please feel free to contact our office. Sincerely, Bear Creek Consulting Structural Engineers Oliver W. Rice, P.E. Principal c 745 rr S��ONAI E� — — — L — L WINDOW T.O. WALL 98'-9%° CONTRA( T.O. FTG 89'-9%" SILL HT & v PRIOR T f OPENIN FF FC24 W4 TYP. � o N LL W4 FC24 — — d T.O. WALL 98'-9%" T.O. FTG 89'-9%" �—L4x4 x Yn ( GLV. OR PA TED), 4 TYP SLAB $U ORT A GLE U W5 W2 Fw-21 04 o FC30 `v .WALL I I 2 2'-6"SQ.x8° HICI G �p0 RE Q. r••r•`` s /" �QD b� SIM 2.0 REINF. Wl (d X14 EA �Sl AY, ii R VV '•.'i, v BOTTOM rr ®v27451 4'-3- 4' 3" O o � H AL 4" o L. NOTE: ENTRY FOUNDATION REVISED TO SIMPLIFY FOOTING EXCAVATION AND FORMING. w � U N PARTIAL FOUNDATION PLA A �SCALE.:%" = r-o• .o°JRA a Bear Creek F DRAWN BY: OWR Consulting Structural Engineers mow Rib E CHECKED BY: OWR Webster Sbut Arvada, CO 80002 PO Box 746026, avada, CO 8= E, CO (720) 626-9201 Phone oWen@beamreekme.m DATE: 9-26-19 PROJECT #: 19.025 e I i CITY OF WHEAT RIDGE Building Inspection Division (303) 235-2855 Office INSPECTION NOTICE Inspection Type:�='� Job Address: Permit Number: v JA V. C.- l ❑ No one available for inspection: Time I f AM/PM Re -Inspection required: ` Fes No When corrections have been made, schedule for re -inspection online at: http.-IA,vww.ci.wheatridge.co.ushnspection Date: Inspector: DO NOT REMOVE THIS NOTICE City of Wheat Ridge Single Family - New PERMIT - 201901368 PERMIT NO: 201901368 ISSUED: 09/10/2019 JOB ADDRESS: 11645 W 32nd Ave EXPIRES: 09/09/2020 JOB DESCRIPTION: New single family home, 2 story home. Square footage: 2,444 *** CONTACTS *** OWNER (303)880-5990 GK BUILDERS GROUP, LLC SUB (303)880-5990 GARY KALMBACH 190046 GK BUILDERS GROUP, LLC SUB (303)905-1565 JAMES R. SLOTNICK 018709 APPLIED ELECTRIC, INC. SUB (720)218-9825 GARY JENRETTE 190176 VALLEY PLUMBING INC SUB (303)423-1982 BERNIE ALGARD 017790 FOUR SEASONS HEATING, INC. *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2403 / APPLEWOOD VILLAGES, PROSPECT V BLOCK/LOT#: 0 / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 329,807.00 FEES Total Valuation 0.00 Plan Review Fee 1,700.11 Use Tax 6,925.95 Permit Fee 2,615.55 Engin. Review Fee 150.00 ** TOTAL ** 11,391.61 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. Approved per plans and red -line notes on plans. Must comply with 2012 IRC, 2017 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. 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. USE CITY'5 STANDARD FORM. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. For one- or two-family dwellings, the first twenty-five feet (25 ft) 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. Prior to issuance of a CO, 1 tree(s) shall be planted within the front setback. In addition, no less than twenty-five percent (25%) of the gross lot area and no less than one hundred percent (100%) of the front yard shall be landscaped. Parkland fees in the amount of $2497.29 must be paid prior to permit issuance. 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��ppefmit. I urther attest that am legally authorized to include all e tities named within this document as parties to the work to be perfprmed ar that all we to e perf©fned is disclosed in this docu a and/or its' accompanying approved plans and specifications. k C Sgnathre of OWNER or CONTRACTOR (Circle one) f Date 1. This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2, This permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building Official and maybe subject to a fee equal to one-half of the orizinalpermit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or Muting of a permit shall not be construed to be a permit for, or an approval of, an violation of any provision of any 4yappNicable code ny ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 7 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. t k of h6at y -c Building & Inspection Services 7500 W. 29t, Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 - Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permitsfd)ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan!Permit # �� Plan Review Pee: Building Permit Application '** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: I I �� r2 W. �* ZNP N�, WWF r P&& , 0 PW Property Owner (please print): &1V Oul WrU, �7i vp' L LG Phone: ?�O�. UW . r;7� qO Property Owner Email:_�K tGH I C� &AA I V • W Tenant Name (Commercial Projects Only) Property Owner Mailing �lAddress* (if diffe'r�e/nt then properly address) tt City, State, Zi :V r-�44O✓F �6�i ,AV&H,V14 t ' U 1kr�hib®r�41Fnn'snae+r• __ - - Architect/Engineer E-mail: Phone: ContractorName: &r em p W� 1 or" L � b �'nM.� - City of Wheat Ridge License #: `i� Phone: 5N/ Contractor E-mail Address: bw For Pian Review Questions & Comments (please print): y� CONTACT NAME (please print): &A�-( KALM �j t "i ' Phone: CONTACT EMAIL(please print): &W K 5� (,H1 � C41W L ' W Sub Contractors (Must provide Wheat Ridge License No & Signed subcontractor Authorization form): Electrical: Plumbing: Mechanical W.R. City License # W.R. City License #j �� W.R. City License # 1 t )1 '11 Other City Licensed Sub: Other City Licensed Sub: City License # City License # —r Complete all highlighted fields, if applicable. ❑COMMERCIA►L 17,1 RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used. etc. THIS IS A SINGLE FAMILY HOME, NEW COf' lI I TION BEING BUILT ON A VACANT LLT LOCATED AT 11645 W. 32h° AVE. IT IS A (2) STORY"11-1.'IE: Vv TH A PARTIALLY FINISHrD BASEMENT. HOME WILL HAVE .APPROXIMATLY "FINSISHED SQ FT ABOVE GRADE. THE LOWER LEVEL WILL BE PARTIALLY FINISHED WITH AN ADDiTC)NAL 1416 FINISHED SF.THE HOME DESIGN IS A "MODERN FARMHOUSE" AND WILL HAVE. A BOARD AND BATTEN EXTERIOR. THE WALLS ARE CONVETIONAL FRAMED WITH 2 X 6 LUrvlBFR AND THE FLOOR WITH 8E TJI FLOOR JOINTS. THE ROOF FRAMING WILL BE PREFABRICATED WOOD TRUSSES. ALL OF THE SFECIF:ICE 0 5165N CP,ITERA USED 15 NOTED IN TWF STRUCTURAL DPAWINGS [-OR THE PROJECT. F6 O FO�M �H� AGN �����,J` „ToN ►�I �� $q. Ft./LF BTUs Gallons '& �J //tt Amps 2 CU Squares For Solar: lq Kw # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: r,ct Value: (Coil tract value or the cost of all ton'=lQ and labor included in the entire project) $ 2 Z� � 1(9 -r,--A O1VNER/CONTRA R SIGNATURE OF U DERSTANDING AND AGREEMENT VJ)I L J11 1\JU Mt -VI -1 (IV+W y I hereby cenifi t e setback distances proposed by this permit application are accurate and dd not violate applicable ordinances. rules or r t e City of Wheat Ridge or covenants. easements or restrictions of record: that all measurements sho++ro 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 o++ner or have been authorized b- 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. CIRCLE 0.\7:-(OfI:1'ER)y (C"ACTOR) or (AUTHORIZED REPRESE.VTATWE) of (OWYER) (MYTRACTOR) Signature (first and last name): �LLe/ ✓ Y DATE: 0"A, Printed Name: f"A'r� NTL14? wl ZONING COMMMENTS: Reviewer: BUILDING DEPARTMENT COMMENTS: Reviewer: PUBLIC WORKS COMMENTS: Reviewer: OCCUPANCY CLASSIFICATION: CONSTRUCTION TYPE: Building Division Valuation: A City of Wheatlkd C,nMtvttlNt t1' I�IV�Fi t�{7MFNT Building & Inspection Services 7500 W. 29th Ave., Wheat Ridge, CO 80033 Office: 303-235-2855 * Fax: 303-237-8929 Inspection Line: 303-234-5933 Email: permits ci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # Plan Review Fee: 2 Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: I i t,�4 r2 W. lytNp AVP 64 800;/15 Property Owner (please print): 611{C fit lWr_ V� GaW, , LL6 Phone:? Zo 9W, r;7q Property Owner Email: & W � r,;7A (H 14' &AAA 11, • �614 Tenant Name (Commercial Projects Only) Property Owner Mailing Address: (if different than property address) Address: l i '� Off&�Y W OI /t,*�,( # '�1 Q Ci State, Zip: ��=F 6t bo4IM IA126,H, ou�y- V 0�Iq�@ b r� s�. 600 Orr_hitartlFnninaar• t;.NtJ� 't- I/ Architect/Engineer E-mail: 5r� wt Iiv i1-7 cal- .r - 1 Z0. &I,&a. qZ:61 Contractor Name: &K e (L* P W �7fQ1j�, L L L City of Wheat Ridge License M { �00 Phone: �0* Contractor E-mail Address: (W i` f1 (10 6 I (P & VOA I[/ • 66H For Plan Review Questions & Comments (please print): CONTACT NAME (please print): & -( ►CAL*A Phone: CONTACT EMAIL(p/ease print): �� �I'! 1 Q COA I I,, , Om Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Plumbing: t Mechanical: W. R. City License # 1 Q W. R. City License # f W.R. City License # 10,1-116 Other City Licensed Sub: Other City Licensed Sub: City License # City License # ❑COMMERCIAL RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. I'HIS IS A SINGLE FAMILY HOME, NEW CONSTRUCTION BEING BUILT ON A VACANT LOT LOCATED AT 11645 W. 32ND AVE. IT IS A (2) STORY HOME WIT H A PARTIALLY FINISHED BASEMENT. THE HOME WILL HAVE APPROXIMATLY 2444 FINSISHED SCS FT ABOVE GRADE. THE LOWER LEVEL WILL BE PARTIALLY FINISHED WITH AN ADDITONAL 1416 FINISHED SF.THE HOME DESIGN iS A "MODERN FARMHOUSE" AND WILL HAVE A BOARD AND BATTEN EXTERIOR. THE WALLS ARE CONVETIONAL FRAMED WITH 2 X 6 LUMBER AND THE FLOOR WITH BE TJI FLOOR JOINTS. THE ROOF FRAMING WILL BE PREFABRICATED WOOD TRUSSES. ALL OF THE SPECIFICE DESIGN CRITERA USED IS NOTED IN THE STRUCTURAL DRAWINGS FOR THE PROJECT. C . Ft./LF `I' BTUs � Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: _ Project Value: (Contract value or the cost of all materials and labor included in the entire project) s 44V1�90. OVI'NER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT I hereby certif}- that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances. rules or regulations of the City of Wheat Ridge or covenants. easements or restrictions of record: that all measurements shown and allegations made are accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any entity included on this application to list that entity on this application. 1. the applicant for this building permit application. warrant the truthfulness of the information provided on the application. CIRCLE ONE:(OH:NER) (C TRACTOR) or (AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name)�/ DATE: 01-61, 1 Printed NMC-t,'d/Nv,° {(?'f DEPArk 4 ONLY ZONING COMMMENTS: L om (Y -)e -n1 -j S fen } -- - I � I I q OCCUPANCY CLASSIFICATION: � J A p p iCUIC,� ( A f eno 1 t-1Cn� I I I� I 10i CONSTRUCTION TYPE: V Reviewer: BUILDING DEP=ENTMME Reviewer: PUBLIC WORKS COMMENTS: Cnqo/T/&-fJ' Df AP)99 VAL— Reviewer. Building Division Valuation: City of SINGLE FAMIL-YIDUPLEX P111HIC WORKS NG PE I7 APPLICA TION REVIEW Date: as •�r1/ Y 20/9 Location: ! 1(0 !�� G(l', 5 2 hL AVE-, ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a 41e w located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: Yes b. Site drainage/grading plan have been reviewed and are: ZOK 2. Public Improvements required & to be completed with project: a. street paving/patching: Yes N b. curb & gutter: — Yes N c. sidewalk: Yes No d. Other (specify): _ Yes _ No For items not constructed, the amount of funds taken in lieu of construction: 3. �._/ Does all existing roadway/alley R.O.W If not, what is required? No "I , refer to stipulations. ° Completed ° Completed Completed Completed meet the standards of the City: Yes No 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. kZ 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. S .� gn reMark Van Nattan Date 5., NOT APPROVED: The Public Works Department has reviewed the submitted material and does not approve this Permit Application for the stated reason(s): Signature 6. 44- Stipulations: Mark Van Nattan Date 7. A Grading Certification Letter from the Engineer -of -Record 'accompanied b Certificate (ILC) shall be required prior to the issuance of the Certificate ® OccuImprovement an � ment Location 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 Wheat idge_ PUBLIC WORKS CONDITIONS OF APPROVAL Address: 11645 W. 32nd Avenue Permit Number: 201901368 Approval of this building permit is subject to the following conditions and notes: • Public improvements (which include attached 6' sidewalk, and curb and gutter) are required for this property per City Code of Ordinances, Section 26-417 E.U. As substandard curb, gutter and sidewalk adjoin this property on both sides, the construction of the new 6' sidewalk is deemed to be impractical at this time and the City, therefore, recommends the owner provide fees in lieu of construction. An estimate of costs is provided on the attached FEE CALCULATION WORKSHEET, to be collected PRIOR to the issuance of the Building Permit. • A new drivecut and shall be installed on W. 32nd Avenue and shall be compatible with ADA requirements. See Sheet C-3 - CDOT detail M-609-1, Type 3 for details. Driveway apron should be 7'/2" above flowline in W. 32nd Avenue to protect property from stormwater incursion. • Direct roof drain downspouts in the directions indicated on red -lined GSCE Plan to protect adjacent properties from stormwater runoff. • A 6" high concrete curb (or approved equal.) shall be required along the easterly property line as redlined to protect neighbor from stormwater runoff. • Grade sump discharge area to accept 64 sf of medium riprap for erosion protection. Swales from the west and south should terminate in this armored depression before exiting the property at the northeast corner. • A ROW Construction Permit shall be required prior to commencement of any construction within the public ROW. Contact Public Works at 303-235-2861. MVN 7/30/19 Page 1 of 1 FEE CALCULATION WORKSHEET Address: uK • 11645 W. 32nd Avenue Date: By: 7/30/19 MVN Item Description Quantity Unit Unit Cost Item Cost 1 Excavation & Embankment Earthwork — rough grade — 8'-6" wide 0.94 SY $ 6.66 $ 6.29 Earthwork — fine grade — 8'-6" wide 0.94 SY $ 4.33 $ 4.09 2 Reconditioning Reconditioning & proofrolling — 8'-6" wide 0.94 SY $ 2.87 $ 2.71 3 Sidewalk Concrete sidewalk — 6" thick and 6' wide 0.67 SY $ 52.34 $ 34.89 4 Curb & Gutter Vertical curb & gutter (2'-6") 1 LF $ 26.00 $ 26.00 Total cost per linear foot $ 73.98 FRONTAGE LENGTH Length of Curb, Gutter and Sidewalk 56.0 LF Total Frontage Length 80.0 LF Cost of curb, gutter and sidewalk $ 4,143.06 Note: The frontage length is taken from the Topographic Map by Gillians Land Consultants dated 3/18/19. Fee Calculation Worksheet 11645 W 32 - GK Builders Group.xlsx City of heatI ge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: �O JcJcrY �1 ADDRESS: 11(04-5 � 32 � A1/� 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 %N" w.ci:wheatridge.co.us Rev 2/08 City of y_'W hbat RLd 'tl$i 1+ N,! R K S City of Wheat Ridge Municipal Building 7500 W. 29'' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Date: 3o �JULy 2r>Lq Location of Construction: Purpose of Construction: n/�V10 /�py,1F Single Family _J/ Commercial Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Multi -Family Single Family Residence/Duplex Review Fee: ..................................... $50.00 $ _ D DD Commercial/Multi-Family Review Fees: ® 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 $ • 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 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: o Resubmittal Fees: 3Td submittal ('/2 initial review fee) :.................................................... $300.00 $ 4"' submittal (full initial review fee) :................................................. $600.00 $ All subsequent submittals: ......................................................... ....... $600.00 $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Permit issuance): 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. �. •• is c"s +�,t1r�U tGgs'..r.ir u5 Rev 12/12 Rev. 09/2017 RESIDENTIAL Building Permit - Plan Review Worksheet Address: I ` Cy H5 3 2 c- A Nit Zoning: V_ - I R Lot Size: a� J2 S j� sq. ft. Lot Width: �) ft. Property in the flood plain? n) If yes, notify PW Floodplain Administrator and add surveying condition FLD Subdivision: 1 k -}Qou Any conflict? (Y/N) nr1 a* Related Cases: , 9 of cc� P rcp U Type of project (applicable survey conditions in parenthesis): Maximum Lot Coverage: j % 2- R5 5.1 sq. ft. Existing Improvements (footprints): House: sq. ft. Shed: sq. ft. Detached garage: sq ft. Other: sq. ft. Total Existing sq. ft Lot Coverage % Proposed Improvements (footprints): House/addition: 2�-{ y 5 sq. ft. Shed: ,— sq. ft Detached Garage: sq. ft. Other: sq. ft. Proposed+Existing sq. ft Lot Coverage % Required Setbacks: FR 2 5 , S j C; S C)' R cj , en crca cr-, Provided Setbacks: FR S ICj , �' S i) ' R1 Z V f For additions or new construction, is the structure within 2 feet of minimum setbacks? t)" If yes, add survey ncondition FND. Maximum Height: 35 ft. Maximum Size: _Z,� sq. ft. Proposed Height: -29 ' m , d 1 ft. Proposed Size: Z L) � C) sq. ft. Does the bulk planeappl+yP(Y/N) If yes, does it meet on all sides (Y/N): FR S S R (See 26-642 and 26-120.C.I — applies to all single-family structures (new, addition, accessory) in R -IC and R-3) Parkland Conditions Does the permit result in a new dwelling unit (new structure or conversion from non -res use)? y If yes, have parkland dedication fees already been paid (eg with a previous land use approval)? �J_ If fees are owed, add condition PFEE, notify owner, notify building division, enter fee amount in ADG. Rev. 09/2017 Streetscape Conditions Does the permit result in any of the following conditions? ❑ Construction of new roads ❑ Platting of new lots New development ❑ Additions that increase gross floor area (not just the footprint) by 60% or more (proposed floor area — existing floor area ) / existing floor area = % increase If any box above is checked... ,,, S-ik,bS t ftrlcLtLrd, -1. For SF/DUPLEX—Is there existing .14 Curb 10 Gutter L]5 -ft+ sidewalk adjacent to the property? If curb, gutter or sidewalk is missing, streetscape construction or fees -in -lieu will be required. MULTIFAMILY—Does the frontage meet current city standards? If not, streetscape construction or fees -in -lieu will be required. Fees -in -lieu of dedication or construction are due at the time the permit is issued. Access Conditions (apply to all new driveways, garages, additions, or new homes/units) C For one and two-family dwellings, the first 25' of driveway area from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick pavers or similar materials. ❑ For all uses other than one and two family dwellings, no vehicle entrances or exits may be closer than 25' to any property line, except when used as joint access for two or more lots. In residential zone districts, curb cuts shall be at least 10 feet and not more than 24 feet in width. ❑ One and two-family dwellings may have horseshoe driveways, provided that the street accesses are at least 30 feet apart, measured from the interior edges. Cf For all uses, one access point per property is permitted. Landscaping Conditions (apply to additions and new dwelling units) ❑ For one -and two-family dwellings, one tree for every 70 feet of street frontage is required. Frontage of lot c ) - width of driveway i Z ) / 70 = 1 J (round up for required trees) Street trees required: ` Street trees provided: I� 100% of the front yard and 25% of the entire lot must be landscaped prior to issuance of C.O. ❑ In the event that landscaping cannot be installed due to inclement weather prior to the issuance of a C.O., an escrow agreement with financial guarantees may be allowed to ensure future installation. 125% of the cost of the proposed improvements will be required with the agreement. These funds will be reimbursed back to the property owner or contractor once the improvements are in place. Dwelling Unit Not approved as an independent dwelling unit. Stephanie Stevens From: Stephanie Stevens Sent: Monday, July 8, 2019 9:22 AM To: 'marcia@archeviedesign.com'; 'oliver@bearcreekcse.com'; 'gwkbach1 @gmail.com' Subject: 11645 W. 32nd Ave. - Building Permit 201901368 Hi Gary, et al, My name is Stephanie and I am in charge of reviewing your building permit for your proposed single family dwelling at 11645 W. 32nd Ave. for zoning compliance. I'm in need of the following information before I can fully conduct my review: 1. Provide Improvement Location Certificate or an Improvement Survey Plat. The assessor's records indicate the property line to be further back and lot size to be 9,040 square feet, which differs from the plans that were provided. 2. Provide revised elevations with height dimensions from average finished grade to top of ridge and midpoint of roof. Provide a revised site plan to show any covered overhangs with dashed lines and dimensions to support proposed building coverage calculations. Also add dimensions to the required setback line. Please note that any overhangs exceeding 30", such as the covered porch, counts towards building coverage. Please feel free to reach out with any questions. Thank you, Stephanie Stevens, AICP Senior Planner Community Development Department 7500 W. 29th Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2848 Fax: 303-235-2848 www.ci.wheatridge.co.us `Zo4 of - Wh(Ca-t' \, t_ t CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. RECEiV D City of W h6at�i COMMUNITY DEVELOPMENT SUB -CONTRACTOR AUTHORIZATION FORM This form must be signed by each sub -contractor. This form will not be accepted with missing information. Subcontractor's City of Wheat Ridge License number must be provided in the applicable space. Subcontractor's insurance and license must be up to date prior to permit issuance. Project Address: 114 •! V% W 1AVf, Permit #: General Contractor: 6K rlv l wa Wo l b L6 Electrical Sub -Contractor Company Name: Af r t. i r� D r b Wy 1 Phone #: It �l. 4 M, 191 � )�-r- State License #: z I! `/ Master #: /L F/& U Wheat Ridge License #: 01M001 (required field) IAIA4L:�� Si nature of Authorized Agent Plumbing Sub -Contractor 01, 01. tq Date Company Name:V/'t LL� ��f Y i� Ij�Phone #: State License #: W 018 L Wheat Ridge License #: �tA Signature of Authorized Agent Mechanical Contractor Master #: KIP 001100f (required field) 01,01. 10, Date Company Name: royr � p% �ir I i4o'ne): 4-*. 19 Q� Wheat Ridge License #: 16111 (required field) 11 2�& t,-- 01°01.19 Signature of Authorized Agent Date SCALE: 1" 20' US SURVEY FEET 20' 0 10' 20' I 1 I / TOPOGRAPHIC MAP - UN -PLATTED LAND LOCATED IN THE TOWNSHIP 3 SOUTH, RANGE I COUNTY OF JEFFERSON, � I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I LOT 31 / � /l / / / Q / / \� \\'------------------------------ I \ I LOT 32 I I APPLEWOOD KNOLLS ELEVENTH FILING (SUBDIVISION) (REC. #70360900-2/2711970) I I I WOOD PRIVACY FENCE I I ----------- I T UTILITY E I I I I I I I N89°29'31'E 80.00' suo _ r I 6+ 6+ y�' I + I I I 8 y'�^ yy0o � I I LOT 33 i y�+ + \ I y� c UN -PLATTED / DEED REC. #1'1802906-7/11/2003) 11675 W. 32ND AVE m � I o AREA=9,5202 S0. FT 0 S' PEDESTR 1 - FACILITIES ROCK WALLS �.\ ATTACHED `—'--"- SIDEWALK EASEMENT ' (REC. 99004 UTILITYPOLE E_SM 6 .acs_ — MN K I �, Be at W; _ �... _—_—_ —r __ cE (STAMPING IUEGIB I _______ • __ 11 -------- 80.00'__ _ ,_ _�•I�--. . II CURB B GUTTER, — o POIN] TRUE GF 6EGiNNNG Onessl WARRANTY DEED TO CITY OF WHEAT RIDGE FOR R.O.W. (REC. #90041198-5/17/1990) SANITARY SEWERMANHOLE W. 32NDAVENUE / a RIM=5460.26 p WARRANTY DEED TO C INVERT IN (W)=5447.55 WHEAT RIDGE FOR R.0 INVERT OUT(E)_5447.50 (REC. #90041198-5/17/' _5_______5 S 5_-5-- LOT 1 LOT 2 BLOCK 23 APPLEW000 KNOLLS -FIRST ISUBDIVISIO N) (REG. #59748829-2/27M9 �.-� tt ity cif // WIlcat-I 7C W 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 RECEIVED Proof of Submission for Permitting/Plan Revieuv ,, ,i. (Water and Sanitation only) Perpw A copy of this form must be completed by each water and sanitation 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: 0(0, U I • l I Project Address: i l �04 % W' *t17' W M- \A[14-6 ' l K tY 69 w/, * Name of Firm/Individual submitting documents: &K {/ V i LlwW &W2, tr Project Type/Description: z o0 o sr- P6He Signature of Firm Representative or Individual: DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, 17) iJL,(L N rV1,y0 JA &A-- , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o Wheat Ridge Water District o Wheat Ridge Sanitation District Consolidated Mutual Water District o Clear Creek Sanitation District o� Valley Water District o Fruitdale Sanitation District o Denver Water o Westridge Sanitation District o Other Agency Notes: d j Signature: 0 �� 1 Date: gency Representative) ( ill of f W hcat j idgcR E� l V E CITY OF WHEAT RIDGE BUILDING AND INSPECTION SERVICES DIVISIONi I) 7500 W 29th Ave Wheat Ridge, CO 80033-8001 p. 303,235.2855.f 303,237 . 8929 Proof of Submission for Permitting/Plan R6Vie -K------ A copy of this form must be completed by each water and sanitation 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: ft� 0 i • I q Project Address: _ I_I &+1" A\/Y \41-4 Name of Firm/individual submitting documents:�- Project Type/Description: -� Z � r �iONL Signature of Firm Representative or Individual: L*PP -f KAJAPA6441 OK Ltd-' DO NOT WRITE BELOW THIS POINT - FOR AGENCY USE ONLY I, , am a duly authorized representative of the agency indicated below and do, by my signature below, hereby acknowledge receipt of documents necessary for review and approval of the project indicated above. Agency represented: (Please check one) o Wheat Ridge Water District o Wheat Ridge Sanitation District o Consolidated Mutual Water District o Clear Creek Sanitation District o Valley Water District o Fruitdale Sanitation District o Denver Water o Westridge Sanitation District X Other .t/c+f +.�•a f- Agency Notes: it $.« CC>. -(,j : f `v.. J S - .' S. -e v' C� r4 a '7', 1: 4 ,/jam !2ts'4 0) — I % 1pye . oq u c / C'm A=e-% `t L-0 C--* d .4 fd Aa.. - Signature: Date: (P (Agpnc epresentative) /' r u°FN41AIRTIN/ ARTI June 4, 2419 Gary Kalmbach GK Builders Group, LLC 1153 Bergen Parkway #310 Evergreen, CO 80439 gwkbach@aol.com Re: NWLSD —11645 W. 32nd Ave. — Sanitary Service Availability Martin/Martin, Inc Project No.: 170638.C,01 Dear Mr. Kalmbach, Pert c�_ On behalf of the Northwest Lakewood Sanitation District (NWLSD), Martin/Martin Inc., acting as the District Consulting Engineer, offers the following in response to the request received June 4, 2019 concerning sanitary sewer service for a proposed single-family home at the above referenced address. We understand that a new single-family residence will be constructed on the existing vacant lot. The Northwest Lakewood Sanitation District has no objections with the proposed development conditional on the items identified herein are fully addressed. The following are general requirements for sanitary sewer service. Rules, Regulations and Standards of the District must be complied with at all times. The subject lot appears to be entirely within the service and boundary area of the Northwest Lakewood Sanitation District. Treatment of sewage generated within the Northwest Lakewood Sanitation District is provided by Metro Wastewater Reclamation District. Existing_ Sanitary Sewer Northwest Lakewood Sanitation District has the following sanitary sewer mains are in the vicinity of the proposed property: • 8 -inch mainline running west to east, south of the referenced property within W. 32 ;� Ave. it appears the property may be serviced by gravity flow; however, the owner/developer is responsible for determining horizontal locations and vertical depths of the existing sanitary sewer main(s) to verify if gravity flow is feasible or if a private individual sewage ejector (lift station) is required. The issuance of a sewer tap permit by the District does not in any way guarantee that the property can be served by gravity flow. No underdrain or storm sump pump connections to District facilities are allowed. Utility Locates It is the owner's responsibility to include electronic locators on all new underground facilities, including service lines up to the structure or building being served. Submit details for tracer wire and associated test stations. Tap Fees if an existing sanitary tap was purchased (proof will be required), an appropriate single-family residence equivalent credit will be given. Otherwise standard tap fees will be required by the District. Fee amounts can be provided upon request. If any additional modifications to the proposed water service are planned, the District reserves the right to review these changes. MARTIN/MARTIN, INC, NWLSD —11645 W. 32nd Ave. — Sanitary Service Availability June 4, 2019 Costs All costs involved are to be deposited in advance— tap fees, observation, and inspections — are the responsibility of the Owner/Developer at the then current rate fee structure. A tap application is available online and must be submitted to the District for review. if credits for SFRE's are being requested for existing units(s)/buildings, the Developer must provide existing addresses, meter size, and if applicable, abandon the sanitary tap at the mainline (District observation and fee is required) prior to final new connection acceptance. A minimum 72 -hour notice prior to construction is required following District receipt of all fees. These fee amounts can be paid directly to the District Office prior to connection, payable to Northwest Lakewood Sanitation District, which also collects Metro Wastewater's "connection fees". Any questions regarding this document, please contact us at (303) 431-6100. Sincerely, Zr Bill Willis, PE Cc: Steve Beck — Northwest Lakewood Sanitation District Page 212 EEIE its 2019018641 3112/201911:37 AM PGS 3 $23.00 DF $14.00 Electronically Recorded Jefferson County, CO George P Stem, Clerk and Recorder TD1000 Y S1arm Documantsry Fee Doris: March Oe, 2719 $1400 LSpecialWarminty Deed Per (Pursuant to 3830.118 G.R.S.) THS 0E , made on March ft, 2019 by ALLEN KOK Gmntor(s), of the Gourty of Adams and State at CotorSdo for the consideration of (=140,000.07) "'One Mwdrad FWV Thousand mW 011+107°" dollars in hand paid, hersby sells and oonveys to GK BtULDERS GROUP, LLC Gmntae(s), whose street address is 1168 BERGEN PARKWAY /310, Evw9reen, 00 80489, County of Jeflarson, and State of Colorado, the folbwing real property In the County of Jefferson, and State of Colorado. to wit: SM sIll FII "Etdtlbit A" afro known by stmt and.nur>ber as: 1150 WEST MM AVENUE (VACANT LANDI WHEAT RIDGE, CO 80038 wfth all its amr,wNch, and warrants the title to the same against all persons claiming urKW me, Subject to the matters shown In the attached Exhiby reference, Is In Dwrated herein. ALLEN MOK Stene of Oolorrd* County of JEFFERSON The foregoing Instrument was acknowledged before me on this day of March SM, 2019 by ALLEN MOK Witrms my hand and otfici {af seal J My Commission expires: _ i:7ACd--- (Im ownt" 1 Notary Publ(c KM A NOTARY PUSUC AE OF bOLORADO NOTARY fO 2OW4041 Deogrnber p, 2 00 When recorded return to: GK BUILDERS GROUP, LLC 1153 BERGEN PARKWAY 8M% Evergreen, (M 50438 Folin 1041 C1oeInWdeeds/ew0_2019.html 70607M (439228) Exhibit A A PARCEL OF LAND LYING IN THE NORTHEAST QUARTER OF SECTION 29, TOWNSHIP 3 SOUTH, RANGE 69 WEST OF THE 6TH PRINCIPAL MERIDIAN, COUNTY OF JEFFERSON, STATE OF COLORADO, BEING THE EAST HALF OF THE FOLLOWING DESCRIBED PARCEL: BEGINNING AT THE SOUTHEAST CORNER OF SAID NORTHEAST QUARTER; THENCE WESTERLY 198 FEET ALONG THE SOUTH LINE OF THE SAID NORTHEAST QUARTER TO THE TRUE POINT OF BEGINNING; THENCE WESTERLY ALONG SAID SOUTH LINE 160 FEET, THENCE NORTHERLY 133 FEET PARALLEL WITH THE EAST LINE OF THE SAID NORTHEAST QUARTER; THENCE EASTERLY 160 FEET PARALLEL WITH THE SOUTH LINE OF THE SAID NORTHEAST QUARTER; THENCE SOUTHERLY 133 FEET PARALLEL WITH THE EAST LINE OF THE NORTHEAST QUARTER TO THE TRUE POINT OF BEGINNING; EXCEPT FOR THE SCUTH 14 FEET THEREOF. %. ')Z O� IGnCI deSUitCd ,n Par( -;e1 of 1C�-nd eieaCriptnc 3 Form 1041 closing/deeds/swd 2019.html 70607950 (439226) Exhibit B 1, GENERAL TAXES FOR THE YEAR OF CLOSING. 2. DISTRIBUTION UTILITY EASEMENTS (INCLUDING CABLE TV). 3. THOSE SPECIFICALLY DESCRIBED RIGHTS OF THIRD PARTIES NOT SHOWN BY THE PUBLIC RECORDS OF WHICH GRANTEE HAS ACTUAL KNOWLEDGE AND WHICH WERE ACCEPTED BY GRANTEE IN ACCORDANCE WITH § 8.3 (OFF - RECORD TITLE) AND § 9 (NEW ILC OR NEW SURVEY) OF THE CONTRACT TO BUY AND SELL REAL ESTATE RELATING TO THE REAL PROPERTY CONVEYED BY THIS DEED. 4. INCLUSION OF THE PROPERTY WITHIN ANY SPECIAL TAXING DISTRICT. 5. ANY SPECIAL ASSESSMENT IF THE IMPROVEMENTS WERE NOT INSTALLED AS OF THE DATE OF GRANTEE'S SIGNATURE TO THE CONTRACT TO BUY AND SELL REAL ESTATE RELATING TO THE REAL PROPERTY CONVEYED BY THIS DEED, WHETHER ASSESSED PRIOR TO OR AFTER CLOSING. 6. MATTERS DISCLOSED ON LAND SURVEY PLAT ISSUED BY GILLIANS LAND CONSULTANTS CERTIFIED JULY 19, 2016, JOB NO. 16070 AND RECORDED DECEMBER 12, 2016 UNDER RECEPTION NO. 2016131168: A) OVER HEAD UTILITY LINES B) FENCES ARE NOT COINCIDENT WITH THE BOUNDARY LINES C) ROCK SILO ENCROACHES OVER THE BOUNDARY LINES Form 1041 closing/deeds/swd_2019.htmi 70607950 (439226) Subsurface Exploration and Foundation Analysis Proposed Single Family Rouse with Basement 11645 west 32nd Street Wheat Midge, CO 80033 Mr. Allen Mok I 5743 Teller St Apt 406, Arvada, CO 80002 -�� ��-► oti�� MAA 6H 9) � 611 Subsurface Exploration and Foundation Analysis Proposed Single Family House with Basement 11645 West 32nd St. Wheat Ridge, CO 80033 Mr. Allen Mok Terradyne ProJect No.: 0181008 March 12, 2018 Terradyne DEN, Inc. 15403 East 17' Avenue Aurora, CO 80011 303-463-9317 Fax 303-463-9321 Engineering the Future Since 1995 0 U, M .' 53039 John A. Chief E Yosief Araia, P.E.(Texas) Branch Manager TE/tl�?�OYNC Eig/nesrs, 6eologlsts d Ertrirvrimenta! Scientlsfs Terradyne DEN, Inc. 15403 E. 17th Avenue, Suite E Aurora, Colorado 80011 Phone: 303.463.9317 Fax: 303,463,9321 www.terradyne.com May 7, 2018 Attn: Mr. Allen Mok 5743 Teller St Apt 406, Arvada, CO 80002 Re: Subsurface Exploration andi Foundation Analysis Proposed Single Family House with Basement 11645 West 32nd St. Wheat Ridge, CO 80033 Terradyne Project No.: C181008 Dear Mr Allen Mok: Terradyne DEN, Inc. has completed a soil and foundation engineering report at the above referenced project site. The results of the exploration are presented in this report. We appreciate and wish to thank you for the opportunity to service you on this project. Please do not hesitate to contact us if we can be of additional assistance during the Construction Materials Testing and Quality Control phases of construction. Respectfully Submitted, Very Truly Yours, Terradyne DEN, Inc. Yosief Araia Branch Manager CRY of W119at Ridge TABLE OF CONTENTS EXECUTIVE SUMMARY.............................................................................. 1.0 INTRODUCTION..................................................................................... 2.0 PROPOSED CONSTRUCTION................................................................ 3.0 PURPOSE AND SCOPE OF SERVICES .................................................. 4.0 SITE CONDITIONS.................................................................................. 5.0 GEOTECHNICAL INVESTIGATION...................................................... 5.1 Field Tests and Measurements.................................................................... 5.2 Field Logs..................................................................................................... 5.3 Presentation of the Data................................................................................. 5.4 Laboratory Testing Program.......................................................................... 5.5 General Subsurface Conditions...................................................................... 6.0 FOUNDATIONS ON EXPANSIVE SOIL ................................................... 7.0 DESIGN ENGINEERING ANALYSIS........................................................ 8.0 FOUNDATION RECOMMENDATIONS.................................................... 9.0 CONSTRUCTION GUIDELINES................................................................ 10.0 DRAINAGE AND MAINTENANCE........................................................ 11.0 EXCAVATIONS.................................................................................... 12.0 SHORING............................................................................................... 13.0 LIMITATIONS........................................................................................... ILLUSTRATION SECTION Boring Location Figure 1 Boring Log Figure 2 - 3 Key to Classifications and Symbols Figure 4 Page ........................................ v ................................. I...... 1 ........................................ 1 ................................ I........ 1 ......................................... 2 ......................................... 2 ........................................ 2 ........................................ 3 ......................................... 3 ......................................... 3 ......................................... 4 ......................................... 5 ......................................... 7 ......................................... 7 ....................................... 11 .......................................14 ....................................... 16 ....................................... 16 ....................................... 16 Terradyne DEN, Inc. C181008 EXECUTIVE SUMMARY The soil conditions at the location of the proposed Home at 11645 West 32nd St. in Wheat Ridge, Colorado were explored by drilling two (2) borings to a depth of 20 and 15 feet (Refusal). Laboratory tests were performed on selected specimens to evaluate the engineering characteristics of various soil strata encountered in our boring. The project consists of a new single family house with basement. This report presents a description of subsurface conditions encountered at the site, recommended foundation systems, and design and construction criteria influenced by the subsurface conditions. It is based on data obtained from field investigations, laboratory test results and our previous experience. A summary of our findings and reconunendations is presented below: • The subsurface conditions may generally be grouped into two different layers with similar physical and engineering properties. For detailed descriptions, the boring log is provided at the end of this report. • Groundwater seepage was not encountered in the boring below existing ground surface, during the time of our field exploration. However, ground water levels will fluctuate with seasonal climatic variations and changes in the land use. • Based on the results of the field investigation, we recommend using spread or strip footings below the basement to support the proposed residence. • An allowable soil bearing pressure of 3,000 pounds per square foot (PSF) is recommended for the design of spread or strip footings for the structure bearing on undisturbed in-situ soils, founded at the proposed depth of bottom of the basement. • An allowable soil bearing pressure of 3,000 pounds per square foot (PSF) is recommended for the design of spread or strip footings for the garage bearing on undisturbed in-situ soils, founded at a minimum depth of 3 feet below finished grade. The footings should have a minimum dead load pressure of 1,000 psf to reduce the amount of vertical movement. • Care should be provided to prevent the drying out of soils during construction. Drying and subsequent wetting of the underlying clay and sandy clay soils may cause swelling and subsequent movement. • There is a low risk of slab movement at the proposed slab elevations when the slab is supported by the clay soils at a depth of 10 to 12 feet below existing grade. Potential vertical movements on the order of 1 inch is anticipated depending on the depth of the basement the moisture conditions at the time of construction. If movement of the slab is unacce able' 01 then the floor slab should be structurally suspended. If some movement of the floor flab is .3t Ridge acceptable to the owner, the clay soils below the floor can be removed, replaced with elect uhiiing Davison Terradyne DEN, Inc. C181 fill. The depth of the replacement should be'three feet but should not extend below the footings. Slabs supported on grade should be free to move vertically and not connected to the foundation system. • In order to minimize the chance for moisture infiltration into the foundation soils and limit the potential for movement of the foundations and/or slabs, positive drainage down and away from all foundation walls and the structure should be established and maintained at all times. • An exterior foundation perimeter drain is recommended around the basement walls and below the basement floor. The basement walls should also be waterproofed. • Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are included in this report. ,A Terradyne DEN, Inc. C181008 1.0 INTRODUCTION This report presents the results of our subsurface exploration and foundation analysis for the proposed new house with basement at 11645 West 32nd St. in Wheat Ridge, Colorado. The object of this investigation was to evaluate the physical properties of the soils underlying the site to provide recommendations for foundation design, slab support and related earthwork. 2.0 PROPOSED CONSTRUCTION It is our understanding that the proposed house shall be a single family house with a basement. If the final constriction plans vary from what has been assumed, please contact Terradyne for further evaluation as the revisions may affect the foundation recommendations provided in this report. This project was authorized by Mr. Allen Mok. 3.0 PURPOSE AND SCOPE OF SERVICES The purpose of our geotechnical investigation was to evaluate the subsurface and groundwater conditions of the site and provide geotechnical engineering recommendations for the design and construction of the residence. Our scope of services includes the following: 1) Drilling and sampling of two borings, one to a depth of 20 feet and one to 15 feet (refusal) ; 2) Evaluation of the in-place conditions of the subsurface soils through the California ring sampler tests; 3) Observation of the groundwater conditions during drilling operations; 4) Performing laboratory tests such as Atterberg limits and moisture content tests; 5) Review and evaluation of field and laboratory tests; 6) Compilation, generalization and analysis of the field and laboratory data according to the project requirements; 7) Estimation of potential vertical movements; 8) Preparation of recommendations for the design and construction of the residences; 9) Consultations with Prime Professionals and members of the design team on findings and recommendations and the preparation of a written geotechnical engineering report for their use in the preparation of design and construction documents. The Scope of Services does not include an environmental assessment of the presence or abs ce 9k°t wetlands and/or hazardous or toxic materials in the soil, surface water, groundwater, or ai , W&bt Ridge proximity of this site. Any statements in this report or on the boring log regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. 4.0 SITE CONDITIONS The property is located at 11645 West 32nd St. in Wheat Ridge, Colorado. The site is generally flat and within a developed area. The boring locations were established by information provided by the client. 5.0 GEOTECHNICAL INVESTIGATION The field exploration to determine the engineering characteristics of the subsurface materials included a reconnaissance of the project site, drilling the borings, performing standard penetration tests and obtaining samples using California sampler. The boring locations at the site were selected based on information provided by the client and established in the field by the drilling crew. The test borings were performed with a Little beaver drilling rig equipped with a rotary head. Conventional solid stem augers were used to advance the holes and samples of the subsurface materials were obtained. The samples were identified according to depth, sealed properly to protect against moisture loss, and transported to our laboratory in special containers. The following samples, presented in Table No. 1, were collected as a part of our field exploration procedure: Table No. 1 Type of Sample Number Collected California Ring Sampler 3 Auger Samples 4 5.1 Field Tests and Measurements Penetration Tests: During the sampling procedures, standard penetration tests were performed in the borings. In general, the Samples were taken at selected intervals using a California ring sampler, which was driven into the soil by dropping a 140 -pound hammer through a free fall of 30 inches. The number of blows required to drive the sampler into the soil is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches is evaluated and gives an indication of the consistency or relative density of the soils and bedrock encountered. The results of the standard penetration tests indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating the -relative strength and compressibility of the soil profile components. Water Level Measurements: Water level observations made during the drilling operations are noted on the boring log. In relatively pervious soils, such as sandy soils, the indicated elevations are considered reliable groundwater levels. In relatively impervious soils, an accurate determination of the groundwater elevation may not be possible even after several days of observation. Seasonal variations, temperature and recent rainfall conditions may influence the level of the groundwater table and the volume of water encountered will depend on the permeability of the soils. 5.2 Field Logs A field log was prepared for each of the borings. The logs include information concerning the boring method, samples attempted and recovered, the presence of various materials (such as silt, clay, gravel or sand) and groundwater observations. They also include an interpretation of the subsurface conditions between samples. Therefore, the logs include both factual and interpretive information. 5.3 Presentation of the Data The final logs represent our interpretation of the contents of the field logs for the purpose delineated by our client. The final logs are included on Figures 2 and 3 included in the Illustration Section. A key to classification terms and symbols used on the log is presented on Figure 4. 5.4 Laboratory Testing Program In addition to field exploration, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of the subsurface materials that are necessary to evaluate the soil parameters. All phases of the laboratory testing program were performed in general accordance with the indicated applicable ASTM Specifications. In the laboratory, each sample was examined and classified by a geotechnical engineer. As a part of this classification procedure, the natural water content of selected specimens was determined. Liquid and Plastic Limit tests were performed on representative specimens to determine the plasticity characteristics of the different soil strata encountered. The following tests, presented in Table No. 2, were conducted in the laboratory to evaluate the engineering characteristics of the subsurface materials. The results of these tests are presented on the boring log. M Wrieat Ridge pivison Table No. 2 Type of Test Number Conducted Natural Moisture Content 7 Atterberg Limits 2 Particle Size Analysis 2 Swell Potential 1 5.5 General Subsurface Conditions The soils underlying the site may be grouped into two generalized strata with similar physical and engineering properties. The soil stratigraphy at the boring location is presented in the Boring Log, Plate 1. The engineering characteristics of the underlying soils, based on our field and laboratory test results, are summarized and presented in Table No. 3. Table No. 3 Stratum As - Depth Interval Blow Recd LL PI Feet Counts MC :% o Lean Sandy 1. Claystone Tan 0-14 11-16 24-25 6-7 >80/6" (CL) Lean Sandy Light 2• Claystone(CL) Brown 14-20 14-17 The above description generally highlights the major soil stratification features and soil characteristics. The test boring log should be consulted for specific information at the boring location. Groundwater seepage was not observed in the boring below existing ground surface, during drilling operation. Groundwater levels will fluctuate with seasonal climatic variations and changes in the land use. The low permeability of the soils may require several days for groundwater to enter and stabilize in the borehole. It is not unusual to encounter shallow groundwater during or after periods of rainfall. Surface water tends to percolate through the surface until it encounters a relatively imperious layer. 6.0 FOUNDATIONS ON EXPANSIVE SOIL There are many plastic clays that swell when water is added to them and shrink when water is removed. Foundations constructed on these clays are subjected to large uplifting forces caused by the swelling. Two factors contribute to potential shrink-swell problems within a building site. Problems can arise either the soil has expansive or shrinkage properties, or environmental conditions cause the moisture levels in the soil to change. Evaluation of the Shrink-Swell Potential of the Soils: Subsurface sampling, laboratory testing, and data analysis is used to evaluate the shrink-swell potential of the soils under the foundations. The Mechanism of Swelling: The mechanism of swelling in expansive clays is influenced by number of factors. The expansion in clays is a result of changes in the soil-water system that disturbs the internal stress equilibrium. Clay particles have negative electrical charges on their surfaces and positively charged ends. The negative charges are balanced by actions in the soil- water and give rise to an electrical interparticle force field. In addition, adsorptive forces exist between the clay crystals and water molecules, and Van Der Waals surface forces exist between particles. Thus, there exists an internal electro-chemical force system that must be in equilibrium with the externally applied stresses and capillary tension in the soil water. If the soil-water chemistry is altered, either by changing the amount of water or chemical composition in the soil, the inter-particle force field will change. If the change in internal forces is not balanced by a corresponding change in the state of stress, the particle spacing changes until equilibrium is reached. This change in particle spacing manifests itself as a shrinkage or swelling. Antecedent Rainfall Ratio: This is defined as the total monthly rainfall for the current and previous months prior to laying the slab, divided by twice the average monthly rate measured for the period. The intent of this ratio is to give a relative measure of ground moisture conditions at the time the slab is placed. Thus, if a slab is placed at the end of a wet period, the slab should be expected to experience some loss of support around the perimeter as the wet soil begins to dry out and shrink. The opposite effect could be anticipated if the slab is placed at the end of an extended dry period; as the wet season occurs, uplift around the perimeter may occur as the soil at the edge of the slab gains in moisture content. Age of Slab: The length of time since the slab was cast provides an indication of the type of swelling the soil profile may have beneath the slab. Initial Moisture Condition and Moisture Variation: A volume change in an expansive soil mass is the result of increases or decreases in water content. The initial moisture content influences the swell and shrink potential of a soil. However, moisture content alone is useless as an indica predictor of shrink-swell potential. The relationship between moisture content and o er &bt characteristics, such as the Plastic Limit and Liquid Limit, must also be known. Wheat Ridge If the moisture content is below or near the Plastic Limit, the soils may have a high potential to swell. Expansive soils with Liquidity Index* in the range of 0.20 to 0.40 tend to experience little additional swell. The availability of water in an expansive soil profile is influenced by many environmental and manmade factors. Generally, the upper few feet of the profile are subjected to the widest ranges of moisture variation, and are the least restrained from movement by overburden. This upper stratum of the profile is referred to as the active zone. Moisture variation in the active zone of a natural soil profile is affected by climatic cycles at the surface and fluctuating groundwater levels at the lower moisture boundary. The superficial boundary moisture conditions are changed by placing a barrier, such as a building floor slab or pavement, between the soil and atmospheric environment. Other causes of moisture variation result from altered drainage conditions or manmade sources of water, such as irrigation or leaky plumbing. The latter factors are difficult to quantify and incorporate into the analysis, but should be controlled to the extent possible for each situation. For example, proper drainage and attention to landscaping are simple means of minimizing moisture fluctuations near structures, and should always be taken into consideration. Manmade Conditions That Can Be Altered: There are number of factors that can influence whether a soil might shrink or swell and the magnitude of this movement. For the most part, the owner and/or designer have some control over whether these factors can be avoided, and if not avoided, the degree to which these factors may influence the shrink -swell process. Lot Drainage: How a lot is graded affects the accumulation of surface water around the slab. Most builders are aware of the importance of grading the soil away from the structure so that rainwater does not collect and pond adjacent to the foundation. If allowed to accumulate next to the foundation, water may infiltrate the expansive soils underlying the foundation, which could cause the foundation to settle. Similarly, runoff from surface water drainage patterns and swales must not collect adjacent to the foundation. Topography: As it swells, soil heaves perpendicularly to the ground surface or slope, but as it shrinks, it recedes in the direction of gravity and gradually moves downslope in a sawtooth fashion over a number of shrink -swell cycles. In addition to this shrink -swell influence, soil will exhibit viscoelastic properties and creep downhill under the steady influence of the weight of the soil. Therefore, to avoid a structure constructed on this slope from moving downhill with the soil, it must be designed to compensate for this lateral soil influence. Pre -Construction Vegetation: A large amount of vegetation, especially large trees, on a site prior to construction may have desiccation at the site. Constricting over a desiccated soil can produce some dramatic instances of heave and associated structural distress and damage as it becomes wet. LIQUIDITY INDEX =NATURAL WATER CONTENT —PLASTIC LIMIT LIQUID LIMIT — PLASTIC LIMIT Post -Construction Vegetation: The type, amount, and location of vegetation that has grown since construction can cause localized desiccation. Planting trees or large shrubs near a building can result in the loss of foundation support as the vegetation robs moisture from the foundation soil. Conversely, the opposite effect can occur if flowerbeds or shrubs are planted next to the foundation and these beds are kept well -watered or flooded. This practice can result in swelling of the soil around the perimeter where the soil remains wet. Summation: It is beyond the scope of this investigation to do more than point out the factors that may influence the amount and type of swell a slab -on -grade foundation may be subjected to during its lifetime. The design engineer must be aware of these factors in developing his design, using his engineering experience and judgment as a guide. 7.0 DESIGN ENGINEERING ANALYSIS Foundation Design Considerations: Review of the boring and test data indicates that the factors presented on the following page will affect the foundation design and construction at this site: 1) The site is underlain by subsoils of low plasticity at shallow depths. Structures supported at shallow depths will be subjected to potential vertical movements on the order of 1 -inch. 2) The strengths of the underlying soils are adequate to support shallow foundations below the basement level. 3) Groundwater seepage was not encountered below existing ground surface at the time of the subsurface exploration phase. 8.0 FOUNDATION RECOMMENDATIONS The type and depth of foundation suitable for a given structure primarily depends on several factors: the subsurface conditions, the function of the structure, the loads it may carry and the cost of the foundation. Additional considerations may include acceptable performance criteria set by the owner, architect, or structural designer with respect to vertical and differential movements that the structure can withstand without damage. Based on these conditions and the engineering design analysis spread or strip type footings are recommended to support the proposed structure below the basement. Either a slab on grade or a structurally suspended slab can be used for the basement cay of Wheat Ridge 8.1 Spread -Type Footings Spread or strip type footings founded in undisturbed in-sitct soils, bearing at the planned depth of the basement can be used to support the house. An allowable soil bearing pressure of 3,000 pounds per square foot (PSF) is recommended for the design of spread or strip type footings bearing on undisturbed in-situ soils. To reduce the amount of vertical movement the footings for the garage should be designed with a minimum dead load pressure of 1,000 psf. In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. Stem walls should either be positively separated from the floor slabs or reinforced to prevent cracking at the slab stem wall interface. 8.2 Foundation Construction Guidelines Significant moisture increase in the in-situ soils could create additional and/or excessive movements in the site. Accordingly, the site drainage and moisture protection provisions, recommended in this report are critical design considerations. Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material may only be re -compacted with guidance from, and after contacting this office. JTo verify the soil conditions and soil bearing capacity, it is required that an open hole observation be performed. The entire excavation must be dug down to final grade prior to the observation. If potentially expansive clay, deleterious material, or other unsuitable conditions are found, additional over -excavation of some or the entire site may be required — replacing inadequate soils with acceptable materials. Revised foundation recommendations — such as the use of drilled piers — may also be required. Please call to schedule this inspection. Ensure that the requirements contained herein are reflected in any construction plans developed for this site. Floor Slabs: Floor slabs, or portions of the floor slab, which have high performance criteria and are movement sensitive in nature, shall be structurally suspended above grade because of the anticipated ground movements that may occur due to shrinking and swelling of the site clays. As a result, we recommend that all floors to be structurally suspended. A positive void space of at least 8 inches shall be provided beneath the floor slab. The crawl space shall be designed with a positive drainage flow so that water will not accumulate in the crawl space. Excavated on-site material that is free of deleterious material may be used to raise the grade in the crawl space area. This material shall be compacted to at least 95 percent of the ASTM D 698 maximum dry density at moisture contents that range from optimum to four (4) percent above the optimum, and the compacted soil should be tested by Terradyne to verify the moisture content -and density for each compacted six (6) inch lift of material. 8.3 Slab -on -Grade Construction The Slab Performance Risk at this site is judged to be low. However, it must be understood, that changes in the water content of these soils may cause the soil to swell or shrink, which may cause movement or cracking of slabs. Potential vertical movement on the order of 1 inch is anticipated at the project site. Removal of underlying clays and replacing with 3 feet of non -expansive compacted select structural fill may be used to reduce the risk of movement if desired. However, if some movement of a slab is not acceptable, the proposed structure should be constructed utilizing a structural floor system, rather than a slab. Should the owner elect to accept the risks of expansive/consolidating soils and the effects they may have on slabs, the following measures have been shown to be helpful when constructing slabs. The following information however, must not be construed as an approval to construct slabs—on— grade. ✓ Slabs should bear on Proof -rolled and re-comuacted materials. A proof -roll of the subgrade shall be observed by the geotechnical engineer's representative. They must not bear on gravel or other materials which may allow the migration of water below the slabs. If the on-site soils are not acceptable, it is preferable to bear slabs on non -expansive imported materials. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index between 10 and 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable/collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. J Non-bearing partition walls must be constricted with a minimum of 3 inches of float to allow for movement of the slab without damaging any part of the structure. All doors shall be constructed with at least 1 -inch gap at floor level. It is the owner's responsibility to monitor and maintain all floats and gaps as necessary. If additional information on float is needed, please contact this office. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of 12 feet apart. City of Wheat Ridge Diviso 8.4 Utilities Utilities that project through slab -on -grade floors shall be designed with either some degree of flexibility or with sleeves in order to prevent damage to these lines shall vertical movements occur. 8.5 Contraction, Control and/or Expansion Joints Contraction, control and/or expansion joints shall be designed and placed in various portions of the structure. Properly planned placement of these joints will assist in controlling the degree and location of material cracking that occurs due to soil movements, material shrinkage, thermal affects and other related structural conditions. 8.6 Lateral Earth Pressure Some retaining walls may be needed at this site. The equivalent fluid density values were evaluated for various backfill materials. These values are presented in Table No. 4. Table No. 4 Backfill Material Equivalent Fluid Density, PCT Active Condition At Rest Condition Passive Condition a. Crushed Stone 40 60 530 b. Clean Sand 40 60 360 c. Select Fill (PI < 15) 65 85 265 These equivalent fluid densities do not include the effect of seepage pressures, surcharge loads such as construction equipment, vehicular loads or future storage near the walls. If the basement wall or cantilever retaining wall can tilt forward to generate "active earth pressure" condition, the values under active condition shall be used. For rigid non -yielding walls which are part of the building, the values" at rest condition" shall be used. The compactive effort shall be controlled during backfill operations. Over compaction can produce lateral earth pressures in excess of at rest magnitudes. Compaction levels adjacent to below -grade walls shall be maintained between 95 and 98 percent of standard Proctor (ASTM D698) maximum dry density. , The backfill behind the wall shall be drained properly. The simplest drainage system consists of a drain located near the bottom of the wall. The drain collects the water that enters the backfill and this may be disposed of through outlets along the base of the wall. To insure that the drains are not clogged by fine particles, they shall be surrounded by a granular filter. In spite of a well -constructed toe drain, substantial water pressure may develop behind the wall if the backfill consists of clays or silts. A more satisfactory drainage system, consisting of a back drain of 12 inches to 24 inches width gravel may be provided behind the wall to facilitate to drainage. The maximum toe pressure for wall footings founded a minimum depth of 12 inches into the clay soils shall not exceed 1,000 pounds per square foot. An adhesion value of 290 pounds per square foot shall be used to check against sliding for wall footings bearing on clay. 9.0 CONSTRUCTION GUIDELINES 9.1 Construction Monitoring As Geotechnical Engineer of Record for this project, Terradyne, shall be involved in monitoring the foundation installation and earthwork activities The performance of any foundation system is not only rienendimf nn the fnnnflatin" flavin" h.,+- Control Program. 9.2 Site Preparation In any areas where soil -supported floor slabs or pavement are to be constructed, vegetation and all loose or organic material shall be stripped and removed from the site. Subsequent to stripping operations, the subgrade shall be proof -rolled to identify soft zones. Any soft zone detected shall be removed to a firm subgrade soils and replaced with compacted suitable soils to reach subgrade level. Upon the acceptance of proof -rolling operations the subgrade shall be scarified to a minimum depth of 8 inches, moisture conditioned and compacted to a 95 percent of maximum dry density as determined by ASTM D 698, between optimum and 4 percentage points above of optimum moisture content. The exposed subgrade shall not be allowed to dry out prior to placing structural fill. 9.3 Drainage Groundwater seepage was not encountered in our boring during drilling operations. However, minor groundwater seepage may be encountered within the proposed building foundation and grading excavations at the time of construction, especially after periods of heavy precipitation. Small quantities of seepage may be removed by conventional sump and pump methods of dewatering. The risk for wetting of foundation soils can be reduced by carefully planned and maintain surface drainage. The following precautions should be observed during construction and be mai ained at all _ times after the structure is completed. ( wheat Ridge Excessive wetting or during of open foundation excavations should be avoided as much as possible during construction. Backfill adjacent to foundation walls should be moistened and compacted. Any settlement of backfill after completion of the structure should be repaired and positive drainage reestablished. The ground surface surrounding the structures should be sloped to drain away from the structures in all directions. A minimum slope of 12 inches in the first 10 feet should be achieved and maintained after construction. Roof downspouts and drains for the structures should discharge to the surface well beyond the limits of all backfill. Irrigated landscaping should not be placed within 5 to 10 feet of the foundation walls. Plastic membranes should not be used to cover the ground surface immediately surrounding the structures. These membranes trap moisture and prevent normal evaporation from occurring. Geotextile fabrics are a suitable option to control weed growth and allow some evaporation. Due to the presence of expansive clay minerals, and in order to minimize the chances of water damage to the structures, an exterior perimeter drain is recommended for any structures build on this site. This drain may flow into a sump pit fitted with a pump, or may flow to a suitable `daylight' outside of these structures. 9.4 Temporary Drainage Measures Temporary drainage provisions shall be established to minimize water runoff into construction areas. If standing water does accumulate, it shall be removed by pumping as soon as possible. Adequate protection against sloughing of soils shall be provided for workers and inspectors entering the excavations. This protection shall meet OSHA and other applicable building codes. 9.5 Temporary Construction Slopes Temporary slopes on the order of 1 H to IV may be provided for excavations. Fill slopes on the order of 1H to 1V may be used provided a) the fill materials are compacted, as recommended, and b) the slopes are temporary. Compacting operations shall be continued until the slopes are stable but not too dense for planting on the slopes. Compaction of the slopes may be performed in increments of 4 to 6 -feet in fill height or, for shallow fills, until fill reaches its total height. 9.6 Select Structural Fill Any select structural fill used at the site should have a Liquid Limit less than 30 and a Plasticity Index between 10 and 15. The fill should contain no particles greater than 3 inches in diameter. The percent passing U.S. Standard Sieve No. 4 should be between 40 and 80 percent and passing Sieve No. 40 between 10 and 50 percent. The percent passing Sieve No. 200 should be less than 50 percent. The fill materials shall be placed in loose lifts not to exceed 8 inches and compacted to as outlined in the following table. V/A properly engineered and constructed vapor barrie� should be will be carpeted or receive moisture sensitive coverings or adhesives. beneath slabs -on -grade that If the existing grade has to be raised to attain the fmish gradq elevation, select fill should be placed, compacted and tested for compaction compliance by TERRADYNE. Table 5- Compaction Specifications Area Dry Density OMC Structural Backfill Min. 95% (ASTM D 1557) -2 to +2% Slab on grade Min. 95% (ASTM D 698) 0 to +3% Other Sitework Min. 95% (ASTM D 698) -2 to +2% 9.7 Groundwater In areas where significant cuts (2 feet or more) are made to establish final grades for building pads, attention shall be given to possible seasonal water seepage that could occur through natural cracks and fissures in the newly exposed stratigraphy. Subsurface drains may be required to intercept seasonal groundwater seepage. The need for these, or other dewatering devices, on building pads shall be carefully addressed during construction. Our office could be contacted to visually inspect final pads to evaluate the need for such drains. Groundwater seepage may occur several years after construction if the rainfall rate or drainage changes in the vicinity of the project site. If seepage runoff occurs towards the building, an engineer shall be contacted to evaluate its' effect and determine whether French drains are required at the location. 9.8 Earthwork, Control Testing, and Foundation Acceptance Exposure to the environment may weaken the soils at the foundation bearing level if the e avgtW%, remains open for long periods of time. Therefore, it is recommended that all foundation e�1((cavations Wheat Ridge ilding be extended to final grade and the footings constructed as soon as possible to minimize potential damage to bearing soils. The foundation bearing level shall be free of loose soil, ponded water or debris sand, and shall be inspected and approved by the geotechnical engineer or his representative prior to concreting. Foundation concrete shall not be placed on soils that have been disturbed by rainfall or seepage. If the bearing soils are softened by surface water intrusion during exposure or by desiccation, the unsuitable soils must be removed from the foundation excavation and replaced prior to placement of concrete. Subgrade preparation and fill placement operations shall be monitored by the geotechnical engineer or his representative. As a guideline, at least one in-place density test shall be performed for each 2,500 square feet of compacted surface lift. Any areas not meeting the required compaction shall be recompacted and retested until compliance is met. 10.0 DRAINAGE AND MAINTENANCE Final drainage is important for the performance of the proposed building. Landscaping, plumbing, and downspout drainage is also important. It is vital that all roof drainage be transported away from the building so that water does not pond around it, which can result in a soil volume change underneath the building. Plumbing leaks shall be repaired as soon as possible in order to minimize the magnitude of a moisture change under the slab. Large trees and shrubs shall not be planted in the immediate vicinity of the structures, since root systems can cause a substantial reduction in soil volume in the vicinity of the trees during dry periods. Adequate drainage shall be provided to reduce seasonal variations in moisture content of foundation soils. All pavement and sidewalks within 10 feet of the structures shall be sloped away from the structures to prevent ponding of water around the foundations. Final grades within 10 feet of the structure shall be adjusted to slope away from structures preferably at a minimum slope of 3 percent. Maintaining positive surface drainage throughout the life of the structure is essential. In areas with pavement or sidewalks adjacent to the new structure, a positive seal must be provided and maintained between the structures and the pavement or sidewalk to minimize seepage of water into the underlying supporting soils. Post -construction movement of pavement and flat -work is not uncommon. Maximum grades practical shall should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades shall take into consideration post construction movement of flatwork, particularly if such movement would be critical. Normal maintenance shall include inspection of all joints in paving and sidewalks, etc. as well as re -sealing where necessary. There are several factors related to civil and architectural design and/or maintenance that can significantly affect future movements of the foundation and floor slab systems. 1. Where positive surface drainage cannot be achieved by grading the ground surface adjacent to the buildings, a complete system of gutters and downspouts shall carry runoff water a minimum of 10 -feet from the completed structures. 2. Planters located adjacent to the structures shall preferably be self-contained. Sprinkler mains should be located a minimum of five feet from the building line. 3. Planter box structures placed adjacent to the building shall be provided with a means to assure concentrations of water do not infiltrate the subsoils stratigraphy. 4. Large trees and shrubs shall should not be planted closer to the foundations than a horizontal distance equal to roughly their mature height due to their significant moisture demand upon maturing. 5. Moisture conditions shall be maintained "constant" around the edge of the slabs. Ponding of water in planters, in unpaved areas, and around joints in paving and sidewalks can cause slab movements beyond those predicted in this report. 6. Roof drains shall discharge on pavement or be extended away from the structures. Ideally, roof drains should discharge to storm sewers by closed pipe. Trench backfill for utilities shall be properly placed and compacted, as outlined in this report, and in accordance with the requirements of local City, County and/or State Standards. Since granular bedding backfill is used for most utility lines, the backfilled trench shall should be prevented from becoming a conduit and allowing an access for surface or subsurface water to travel toward the new structures. Concrete cut-off collars or clay plugs shall should be provided where utility lines cross building lines to prevent water from traveling in the trench backfill and entering beneath the structures. The PVR values estimated and stated under "Vertical Movements" are based on the provision that positive drainage shall be maintained to divert water away from the building and adjacent pavement. If the this drainage is not maintained, the wetted front may occur below the assumed fifteen feet depth, and the resulting PVR may be 2 to 3 times greater than the stated values shown in this report. Utility leaks may also cause similar high movements to occur. Since the house will have a below grade basement it is recommended that measures be taken to prevent water infiltration into the basement. The outside walls of the basement should be waterproofed. In additions the perimeter of the basement and the areas below the basement should be drained to carry any groundwater or seepage water to a sump where it can either be pumped out or gravity flowed away from the structure. cay d W heat Ridge 11.0 EXCAVATIONS Excavations should not remain open for extended periods of time, permitting wetting or drying of the bearing materials. Moisture changes of the bearing materials may increase the risk for movement. Care should be taken when working near the sides of excavations at all times, and the slopes should be monitored by onsite personnel during construction for evidence of sloughing, bulging or toppling of the sidewalls or cracking at the ground surface. Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided, since surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 5 horizontal feet from the edge of the excavation. Final evaluation of excavations, excavation slopes and soil and bedrock materials exposed in excavations should be done during construction by the contractors "competent person" as required by OSHA guidelines. 12.0 SHORING Due to the soil types present, shoring or stabilization of the excavation may be necessary at this site. An open -hole observation should be performed if required by the local municipality or if there are any concerns regarding excavation safety or stability. If the proposed excavation is within 10' of any existing structure, or if potential property damage or safety is an issue, some form of shoring may be required. 13.0 LIMITATIONS The analysis and recommendations submitted in this report are based upon the data obtained from the two (2) borings drilled at the site. This report may not reflect the exact variations of the soil conditions across the site. The nature and extent of variations across the site may not become evident until construction commences. If variations appear evident, it will be necessary to re- evaluate our recommendations after performing on-site observations and tests to establish the engineering significance of any variations. The project geotechnical engineer shall review the final plan for the proposed building so that he may determine if changes in the foundation recommendations are required. The project geotechnical engineer declares that the findings, recommendations or professional advice contained herein have been made and this report prepared in accordance with generally accepted professional engineering practice in the fields of geotechnical engineering and engineering geology. No other warranties are implied or expressed. Sa, a This report is valid until site conditions change due to disturbance (cut and fill grading) or changes to nearby drainage conditions or for 3 years from the date of this report, whichever occurs first. Beyond this expiration date, Terradyne shall not accept any liability associated with the engineering recommendations in the report, particularly if the site conditions have changed. If this report is desired for use for design purposes beyond this expiration date, we highly recommend drilling additional borings so that we can verify the subsurface conditions and validate the recommendations in this report. This report has been prepared for the exclusive use of Mr. Allen Mok for the specific application to the proposed addition and basement at 11645 West 32nd St. in Wheat Ridge, Colorado. Cdy of Wheat Ridge 1 � 1 I� C.oCY U I k eo boa{ 1 1�. 7a " U � °paoaaua; 1 � i -1 _.�• _.—._ 'M1 � - K1 No[wNx Kv CpIC { 1 1 y Boring Location Plan Mok Residence 11645 W 32nd St, Wheat Ridge, CO 80033 West Und Street Terradyne DEN, Inc. 15403 E 17th Avenue, Suite E Aurora, CO 80011 303-463-9317 ure not to scale No: IC181008 Project: M ok Residence LO of Boring B-� Project Location: 11645 West 32nd St, Wheat Ridge, CO 9 g 80033 Sheet 1 of 1 Terradyne Project Number: C181008 Date(s) Drilled February 22, 2018 Drilling Auger Solid Stem Au Method g Total Depth 20 feet logs of Borehole Drill Rig Little Beaver Type Approximate Surface Elevation Groundwater Level and Date Measured No. Sampling Auger, California Au Method(s) g BackfillBorehoYes, with native soil Location See Figure 1 604MR, TEE 0 N 3 v > N (n Q C m N p O w ~ N N J C O N a) m O .E _ 12 REMARKS AND CD 0 v> z o c7 MATERIAL DESCRIPTION p n _j a a D OTHER TESTS Lean Sandy Clay, Stiff, Moist, Dark Brown, CL >80 11 25 18 7 Lean Sandy Claystone, Hard, Moist, Tan, CL s >90 12 Orange Colored Oxidation. 10 16 60.3 Becomes Light Brown 15 14 20 Bottom of Boring 25- s30City 30— Cityof 35 TCRI�t�L7Y�✓C'' 604MR, TEE Project: M ok Residence LO of Boring B-2 Project Location: 11645 West 32nd St, Wheat Ridge, CO g g 80033 Sheet 1 of 1 Terradyne Project Number: C181008 Date(s) Drilled February 22, 2018 Dri Meith d Solid Stem Auger Total Depth 1 15 feet bgs of Borehole Drill Rig Little Beaver Approximate Type Surface Elevation Groundwater Level No and Date Measured Sampling Auger, California Method(s) Borehole Backfill Yes, with native soil Location See Figure 1 Figure 0 3 n > H ° o ? a CD o rn c m m o o N T r C C > N a C:p w E C _ V a REMARKS AND a cn z r n 0 MATERIAL DESCRIPTION p a a a OTHER TESTS 0 Lean Sandy Clay, Stiff, Moist, Dark Brown, CL >80 12 Lean Sandy Claystone, Hard, Moist, Tan, CL s 13 35.6 24 18 6 Orange Colored Oxidation. 10 n Becomes Light Brown 1s Bottom of Boring 20- 02s3035 25- 30- 35— Figure 3 Project: Mok Residence Ke t0 LO of Boring Project Location: 11645 West 32nd St, Wheat Ridge, CO y g g 80033 Sheet 1 of 1 Terradyne Project Number: C181008 COLUMN DESCRIPTIONS 1eDepth (feet): Depth in feet below the ground surface. 90 Passing #200 Sieve, %: The percent fines (soil passing the No. 2 Sample Type: Type of soil sample collected at the depth interval 200 Sieve) in the sample. F3 shown. N=blows/ft T=inches/100 blows 0 LL, %: Liquid Limit, expressed as a water content (SPT) (THD): N: Number of blows 11 PL, %: Plastic Limit, expressed as a water content. to advance SPT sampler 12 inches or distance shown, OR T: 3 PI, %: Plasticity Index, expressed as a water content. ® Penetration in inches of THD Cone for 100 blows PP (tsf): The Relative Consistency i3 i4 v > of the soil, measured by Pocket REMARKS AND OTHER TESTS: Comments and observations Penetrometer in tons/square foot regarding drilling or sampling made by driller or field personnel. Q5 Ii =, a encountered. o n a� May include consistency, moisture, color, and other descriptive text. Q7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample. ® Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot. _ C a cn o o m c m o o N >> O J C O (V Yk _ c wn L E- Z p REMARKS S= w a a m m AND p cn z F- F- a- (5 MATERIAL DESCRIPTION p a ; a a OTHER TESTS COLUMN DESCRIPTIONS 1eDepth (feet): Depth in feet below the ground surface. 90 Passing #200 Sieve, %: The percent fines (soil passing the No. 2 Sample Type: Type of soil sample collected at the depth interval 200 Sieve) in the sample. F3 shown. N=blows/ft T=inches/100 blows 0 LL, %: Liquid Limit, expressed as a water content (SPT) (THD): N: Number of blows 11 PL, %: Plastic Limit, expressed as a water content. to advance SPT sampler 12 inches or distance shown, OR T: i2 PI, %: Plasticity Index, expressed as a water content. ® Penetration in inches of THD Cone for 100 blows PP (tsf): The Relative Consistency i3 i4 UC, tsf: Unconfined compressive strength. of the soil, measured by Pocket REMARKS AND OTHER TESTS: Comments and observations Penetrometer in tons/square foot regarding drilling or sampling made by driller or field personnel. Q5 Graphic Log: Graphic depiction of the subsurface material encountered. © MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. Q7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample. ® Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot. FIELD AND LABORATORY TEST ABBREVIATIONS SPT: Standard Penetration Test THD: Texas Dept. of Transportation Cone Penetrometer Test LL: Liquid Limit, percent TYPICAL MATERIAL GRAPHIC SYMBOLS 0 Lean CLAY, CLAY w/SAND, SANDY CLAY (CL) TYPICAL SAMPLER GRAPHIC SYMBOLS M N Grab Sample 2 -inch -OD unlined split spoon (SPT) Rock Core 0 THD Cone GENERAL NOTES PL: Plastic Limit, percent PI: Plasticity Index, percent PP: Pocket Penetrometer UC: Unconfined compressive strength test, Qu, in ksf OTHER GRAPHIC SYMBOLS Shelby Tube (Thin-walled, ¢ Water level (at time of drilling, ATD) fixed head) Water level (after waiting) Minor change in material properties within a stratum — — Inferred/gradational contact between strata —?— Queried contact between strata 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. City of Wheat Ridg FtESceck Software Version 4.6.3 L1000^' "' ""', A/i Compliance Certificate Project 11645 W 32nd Energy Code: 2012 IECC Location: Wheat Ridge, Colorado Construction Type: Single-family Project Type: New Construction Conditioned Floor Area: 4,665 ft2 Glazing Area 18% Climate Zone: 5 (6158 HDD) Permit Date: Ceiling 2: Flat Ceiling or Scissor Truss Permit Number: 49.0 Construction Site: Owner/Agent: Designer/Contractor: Comment: Great Room, C16B-49 Gk Builders Four Seasons Heating Compliance: 6.4% Better Than Code Maximum UA: 581 Your UA: 544 The % Better or Worse Than Code Index reflects how close to compliance the house Is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum -code home. Envelope Assemblies f IWUI 1. r11-vvuuu JuisU i iuss:vver vuisiae Air Comment: Bedroom 3, 20P-30 119 30.0 0.0 0,033 4 Ceiling 1: Flat Ceiling or Scissor Truss 98 49.0 0.0 0.026 3 Comment: Dining, C16B-49 Ceiling 2: Flat Ceiling or Scissor Truss 451 49.0 0.0 0.026 12 Comment: Great Room, C16B-49 Ceiling 3: Flat Ceiling or Scissor Truss 80 49.0 0.0 0.026 2 Comment: Entry, C16B-49 Ceiling 4: Flat Ceiling or Scissor Truss 112 49.0 0.0 0.026 3 Comment: Master Closet, C168-49 Ceiling 5: Flat Ceiling or Scissor Truss 20 49.0 0.0 0.026 1 Comment: W/c, C16B-49 Ceiling 6: Flat Ceiling or Scissor Truss 141 49.0 0.0 0,026 4 Comment: Master Bath, C16B-49 Ceiling 7: Flat Ceiling or Scissor Truss 250 49.0 0.0 0.026 6 Comment: Master Bedroom, C16B-49 Ceiling 8: Flat Ceiling or Scissor Truss 32 49.0 0.0 0.026 1 Comment: Pdwr, C16B-49 Ceiling 9: Flat Ceiling or Scissor Truss 51 49.0 0.0 0.026 1 Comment: Bath 2, C166-49 Ceiling 10: Flat Ceiling or Scissor Truss 212 49.0 0.0 0.026 6 Comment: Bedroom 2, C16B-49 Ceiling 11: Flat Ceiling or Scissor Truss 173 49.0 0.0 0.026 5 Comment: Bedroom 4, C166-49 Ceiling 12: Flat Ceiling or Scissor TrussC 49.0 CM 0.0 0.026 O.026 4 Comment: Hall /Stairway, C166-49 Project Title: 11645 W 32nd Report date: 8w8ng Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W 1 of13 32ND ST RES CHECK.rck Byte ..cnn,y - ,gat Iniy u1 0us.wr i cuss Comment: Bedroom 3, C16B-49 217 49.0 0.0 0.026 6 Ceiling 14: Flat Ceiling or Scissor Truss 72 49.0 0.0 0.026 2 Comment: Bath 3, C16B-49 Wall 1: Wood Frame, 16" o.c. 153 24.0 0.0 0.054 5 Comment: Dining, C12F24-OSW Window 1: Other 18 Comment: Dining, CST GLASS NWC.32 .22 0.320 6 Window 2: Other 18 Comment: Dining, CST GLASS NWC.32 .22 0.320 6 Window 3: Other 18 Comment: Dining, CST GLASS NWC.32 .22 0.320 6 Wali 2: Wood Frame, 16" o.c. 112 24.0 0.0 0.054 5 Comment: Dining, C121`24-OSW Window 4: Other 15 Comment: Dining, CST GLASS NWC.31 .24 0.310 5 Wall 3: Wood Frame, 16" o.c. 136 24.0 0.0 0.054 7 Comment: Kitchen, C12F24-OSW Wall 4: Wood Frame, 16" o.c. 63 24.0 0.0 0.054 3 Comment: Mudroom / Stairway, C12F24-OSW Wall 5: Wood Frame, 16" o.c. 78 24.0 0.0 0.054 3 Comment: Mudroom / Stairway, C12F24-OSW Door 1: Solid 21 0.390 8 Comment: Mudroom /Stairway, 11D Wall 6: Wood Frame, 16" o.c. 83 24.0 0.0 0.054 4 Comment: Mudroom / Stairway, C12F24-OSW Window 5: Other 9 Comment: Mudroom / Stairway, CST GLASS NWC,31 .23 0.310 3 Window 6: Other 9 Comment: Mudroom / Stairway, CST GLASS NWC.31 .23 0.310 3 Wall 7: Wood Frame, 16" o.c. 53 24.0 0.0 0,054 3 Comment: Study, C12F24-OSW Wall 8: Wood Frame, 16" o.c. 103 24.0 0.0 0.054 4 Comment: Study, C12F24-OSW Window 7: Other 33 0,320 11 Comment: Study, CST GLASS NWC.32 .22 Wall 9: Wood Frame, 16" o.c. 109 24.0 0.0 0.054 6 Comment: Laundry, C121`24-OSW Wall 10: Wood Frame, 16" o.c. 75 24.0 0.0 0.054 3 Comment: Laundry, C12F24-OSW Window 8: Other 16 0.320 5 Comment: Laundry, CST GLASS NWC.32 .22 Wall 11: Wood Frame, 16" o.c. 294 24.0 0.0 0.054 6 Comment: Great Room, C12F24-OSW Window 9: Other 127 0.340 43 Comment: Great Room, CST GLASS NWC.34 .22 Window 10: Other 23 0.320 7 Comment: Great Room, CST GLASS NWC.32 .24 Window 11: Other 23 0.320 7 Comment: Great Room, CST GLASS NWC.32 .24 Wall 12: Wood Frame, 16" o.c. 28 24,0 010 0.054 1 Comment: Great Room, C12F24-OSW Wall 13: Wood Frame, 16" o.c. 69 24.0 0.0 0.054 1 Comment: Entry, C12F24-OSW Window 12: Other 8 �n Off, 3 Comment: Entry, CST GLASS NWC.32 ,40 of Window 13: Other Comment: Entry, CST GLASS NWC.32 8 22 Wi' t 3 .40 f�;c1ge Project Title: 11645 W 32nd Reportfdftnq 0§1 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page 2 of13 32ND ST RES CHECK.rck Comment: Entry, 11D 28 0.390 11 Wall 14: Wood Frame, 16" o.c. Comment: Master Closet, C12F24-OSW 79 24,0 0.0 0,054 4 Wall 15: Wood Frame, 16" o.c. Comment: Master Closet, C12F24-OSW 164 24.0 0.0 0.054 8 Window 14: Other Comment: Master Closet, CST GLASS NWC.32 .22 20 0.320 6 Wall 16: Wood Frame, 16" ox, Comment: Master Closet, C12F24-OSW 55 24.0 0.0 0.054 3 Wall 17: Wood Frame, 16" ox, Comment: Master Bath, C12F24-OSW 155 24.0 0.0 0.054 6 Window 15: Other 39 Comment: Master Bath, CST GLASS NWC.32 .22 0.320 12 Wall 18: Wood Frame, 16" ox, 148 24,0 0.0 0.054 5 Comment: Master Bedroom, C12F24-OSW Window 16: Other 20 Comment: Master Bedroom, CST GLASS NWC.32 .22 0.320 6 Window 17: Other Comment: Master Bedroom, CST GLASS NWC.32 .22 20 0.320 6 Window 18: Other 20 Comment: Master Bedroom, CST GLASS NWC.32 .22 0,320 6 Wall 19: Wood Frame, 16" o.c. 170 24.0 0.0 0.054 9 Comment: Master Bedroom, C12F24-OSW Wall 20: Wood Frame, 16" o.c. 31 24.0 0.0 0.054 2 Comment: Master Bedroom, C12F24-OSW Wall 21: Wood Frame, 16" o.c. 27 24.0 0.0 0.054 1 Comment: Pdwr, C12F24-OSW Wall 22: Wood Frame, 16" o.c. 97 24.0 0,0 0.054 5 Comment: Bath 2, C12F24-05W Wall 23: Wood Frame, 16" ox, 54 24.0 0.0 0.054 2 Comment: Bath 2, C12F24-OSW Window 19: Other 8 Comment: Bath 2, CST GLASS NWC.32 .40 0.320 3 Wall 24: Wood Frame, 16" ox, 56 24.0 0.0 0.054 3 Comment: Bedroom 2, C12F24-OSW Wall 25: Wood Frame, 16" ox, 129 24.0 0.0 0.054 7 Comment: Bedroom 2, C12F24-OSW Wall 26: Wood Frame, 16" o.c, 123 24.0 0.0 0.054 5 Comment: Bedroom 2, C12F24-OSW Window 20: Other 16 Comment: Bedroom 2, CST GLASS NWC.32 .22 0.320 5 Window 21: Other 16 Comment: Bedroom 2, CST GLASS NWC.32 .22 0.320 5 Wall 27: Wood Frame, 16" ox, 132 24.0 0.0 0.054 7 Comment: Bedroom 4, C12F24-05W Wall 28: Wood Frame, 16" o.c. 142 24.0 0.0 0.054 8 Comment: Bedroom 4, C12F24-O5W Wall 29: Wood Frame, 16" o.c. 101 24.0 0.0 0.054 4 Comment: Bedroom 4, C12F24-OSW Window 22: Other 30 0.320 10 Comment: Bedroom 4, CST GLASS NWC.32 .22 Wall 30: Wood Frame, 16" o.c. 81 24.0 0.0 0.054 1 Comment: Hall /Stairway, C12F24-OSW Window 23: Other 271 �ry 8 Comment: Hall / Stairway, CST GLASS NWC,31 .23 of Window 24: Other 27 Comment: Hall / Stairway, CST GLASS NWC.31 .23 33 wh�}"rage 8 Project Title: 11645 W 32nd Repor&a ,§ DUJ2- 5/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page r3 Of13 32ND ST RES CHECK.rck Wall 31: Wood Frame, 16" o.c. Comment: Bedroom 3, C12F24-OSW Wall 32: Wood Frame, 16" o.c. Comment: Bedroom 3, C12F24-OSW Window 25: Other Comment: Bedroom 3, CST GLASS NWC.32 .22 Wall 33: Wood Frame, 16" o.c. Comment: Bedroom 3, C121`24-OSW Window 26: Other Comment: Bedroom 3, CST GLASS NWC.32 .22 Wall 34: Wood Frame, 16" o.c. Comment: Bedroom 3, C121`24-OSW Wall 35: Wood Frame, 16" o.c. Comment: Bedroom 3, C121`24-OSW Wall 36: Wood Frame, 16" ox. Comment: Bath 3, C121`24-OSW Window 27: Other Comment: Bath 3, CST GLASS NWC.32 .22 Wall 37: Wood Frame, 16" o.c. Comment: Bath 3, C121`24-OSW Basement Wall 1: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15B19 -0w-10 Wall 38: Solid Concrete or Masonry:lnterior Insulation Comment: Bedroom 6 Fut, 15819-0w-4 Window 28: Other Comment: Bedroom 6 Fut, CST GLASS NWC.31 .22 Basement Wall 2: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15819-0w-10 Basement Wall 3: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 15619-0w-10 Basement Wall 4: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedroom 6 Fut, 151319-0w-10 Basement Wall 5: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15B19 -0w-10 Basement Wall 6: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 151319-0w-10 20 24.0 0.0 0.054 1 147 24.0 0.0 0.054 6 30 0.320 10 91 24.0 0.0 0.054 4 15 0.320 5 20 24.0 0.0 0.054 1 76 24.0 0,0 0.054 4 132 24.0 0.0 0.054 7 8 0.320 3 58 24.0 0.0 0.054 3 59 19.0 0.0 0.039 2 64 19.0 0.0 0.059 2 25 0.310 8 65 19.0 0.0 0.039 3 163 19.0 0.0 0.039 6 81 19.0 0.0 0.039 3 148 19.0 0.0 0.039 6 53 19.0 0.0 0.039 2 Wall 39: Solid Concrete or Masonry: interior Insulation 62 19.0 0.0 0.059 2 Comment: Bedrom 5 Fut, 15619 -Ow -4 Window 29: Other 25 0.310 8 Comment: Bedrom 5 Fut, CST GLASS NWC.31 .22 City of Whe4t Project Title: 11645 W 32ndReep&W'-'da'date; 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GK13 11645 W Page 4 of 13 32ND ST RES CHECK.rck wu-1 ncnL vvan I. Ouuu 1-ui IU Mt. VI IvId5Unry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 15819-0w-10 Basement Wall 8: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 151319-0w-10 Basement Wall 9: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Bedrom 5 Fut, 151319-0w-10 Basement Wall 10: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Rec Room Fut, 15819 -Ow -10 Basement Wall 11: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Game Room Fut, 15B19 -0w-10 Basement Wall 12: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Game Room Fut, 15B19 -0w-10 Wall 40: Solid Concrete or Masonry: Interior Insulation Comment: Game Room Fut, 151319-0w-4 Window 30: Other Comment: Game Room Fut, CST GLASS NWC.31 .22 Window 31: Other Comment: Game Room Fut, CST GLASS NWC.31 ,22 Basement Wall 13: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Game Room Fut, 15619 -Ow -10 Basement Wall 14: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Wetbar Fut, 15819-0w-10 Basement Wall 15: Solid Concrete or Masonry Wall height: 10.0' Depth below grade: 10.0' Insulation depth: 10.0' Comment: Mech Room, C151319-10 Basement Wall 16: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 17: Solid Concrete or Masonry Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 97 19.0 0,0 0.039 4 8 19.0 0.0 0.039 0 30 19.0 0.0 0.039 1 188 19.0 0.0 0.039 7 171 19,0 0.0 0.039 7 17 19.0 0.0 0.039 1 137 19.0 0.0 0.059 5 25 0.310 8 25 0,310 8 19 0.0 19.0 0.034 1 120 0.0 19.0 0.034 4 69 0.0 19.0 0.034 2 50 0.0 19.0 0.034 2 102 0.0 19.0 0.034 3 cilk of I�J��L IIt.IG. .LiV tj vv JLIIU Report cR&ys06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Pag�'5 of13 32ND ST RES CHECK.rck vP110.,11'1 1 Wall height: JVIIU l.Vlll,ICLC VI IVIdDunry 66 0.0 19.0 0.034 2 Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C15819-10 Basement Wall 19: Solid Concrete or Masonry 182 0.0 19.0 0.034 Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C151319-10 Basement Wall 20: Solid Concrete or Masonry 114 0.0 19.0 0.034 Wall height: 10.1' Depth below grade: 10.0' Insulation depth: 10.1' Comment: Mech Room, C15619-10 Compliance Statement: The proposed building design described here is consistent with the building plans, specifications, and other calculations submitted with the permit application, The proposed building has been designed to meet the 2012 IECC requirements in REScheck Version 4.6.3 and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Name - Title Signature Project Notes: Previously saved project information: Gk Builders Four Seasons Heating 4896 Marshall Street Kyle Patee Wheatridge, Colorado, 80033 303-423-1982 303-423-0120 kpatee@fshl.com fourseasonsheatinginc.com Date Ci6l o/ Whe 4f,pid evi/grin 9e Project Title: 11645 W 32nd Report date: 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page 6 of 13 32ND ST RES CHECK.rck REScheck Software Version 4.6.3 Inspection Checklist Energy Code: 2012 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. Section Heating: # Pre-Inspection/Plan Review & ~ Cooling: 103.1, Construction drawings and�� 103.2 documentation demonstrate [PR1]1 energy code compliance for the building envelope. 103.1, Construction drawings and 103.2, documentation demonstrate 403.7 energy code compliance for [PR311 lighting and mechanical systems. Systems serving multiple dwelling units must demonstrate compliance with the IECC Commercial Provisions. Plans Verified Field Verified Value I Value 302.1, Heating and cooling equipment is Heating: 403.6 sized per ACCA Manual S based Btu/hr (PR2J2 on loads calculated per ACCA Cooling: t Manual J or other methods Btulhr approved by the code official. Additional Comments/Assumptions: Heating Btu/hr� Cooling Btu/hr Complies? I Comments/Assumptions ❑Complies ❑Does Not ❑Not Observable ❑_Not Applicable_ ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable L-lComplies ❑Does Not ❑Not Observable ❑Not Applicable city of -- -- -- - — - ---- -- — Wh2ptRrd -1 �igh Impact (Tier 1) �2 �-Medium Impact (Tier 2) 3�_Low Impact (Tier 3) 9e Project Title: 11645 W 32nd Report g 06Q5/.A9 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page 7 of 13 32ND ST RES CHECK.rck Section # Foundation Inspection Plans Verified Field Verified & Req.ID — _ Value Value 402.1.1 Conditioned basement wall — R- — R - (F0411 Insulation R -value. Where interior R-� R- ;, insulation is used, verification may need to occur during Insulation Inspection. Not required in warm -humid locations Climate_Z_one 3. 303.2 A Conditioned basement wall i [FO5]1 insulation installed per manufacturer's instructions. 402.2.8 - - Conditioned basement wail - --- -ft ft [FO6]1 insulation depth of burial or distance from top of wall. 303.2.1 A protective covering is installed [FO11]2 to protect exposed exterior insulation and extends a - minimum of 6 in. below grade. 403.8 Snow- and ice -melting system [F012]2 controls installed. ... Huurnonai comments/Assumptions: Complies? I Comments/Assumptions ❑Complies See the Envelope Assemblies []Does Not table for values. ❑Not Observable ❑Not Applicable Complies ❑Does Not []Not Observable '[]_Not Applicable []Complies See the Envelope Assemblies []Does Not table for values. ❑Not Observable []Not Applicable DComplies ❑Does Not nNot Observable ❑Not Applicable ❑Complies []Does Not []Not Observable ❑Not Applicable City of 1�---------- ---- _ __ _ - -------------- - — --- -- ----- -- - --- - ---- High Impact (Tier 1) 2 Medium Impact (Tier 2) 3 Low Impact (Tier 3) heat Ridge Project Title: 11645 W 32nd Repprt date.. 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W "` Page 8 of13 32ND ST RES CHECK.rck Sec ion Framing / Rough -in Inspection Plans Verified Field Verified Complies? Comments/Assumptions 402.1.1, 402.3.4 Door J -factor. U_ U_ ElComplies See the Envelope Assemblies [FRI]' 0Does Not table for values. ONot Applicable 402.1.1, Glazing U -factor (area -weighted U_ U_ OComplies See the Envelope Assemblies 402.3.1, average). 0Does Not table for values. 402.33, 402.3.6, EINot Observable 402.5 FlNot Applicable 303.1.3 U -factors of fenestration products ElComplies [FR411 are determined in accordance E71Does Not with the NFRC test procedure or taken from the default table. E3Not Observable ONot Applicable 402.4.1.1 Air barrier and thermal barrier [FR23]1 installed per manufacturer's E3Does Not EJNot Observable EINot Applicable [FR20]1 is listed and labeled as meeting ODoes Not or has infiltration rates per NFRC ONot Observable 400 that do not exceed code EINot Applicable 402.4.4 IC -rated recessed lighting fixtures ElComplies [FR16]2 sealed at housing/interior finish FlDoes Not and labeled to indicate :s2.0 cfm leakage at 75 Pa. 0Not Observable ONot Applicable 403.2.1 Supply ducts In attics are R- R- OComplies (FR12]1 insulated to 2:R-8. All other ducts R_ R- ElDoes Not in unconditioned spaces or outside the building envelope are ONot Observable insulated to ?R-6. ONot Applicable 403.2.2 All joints and seams of air ducts, OComplies (FR1311 air handlers, and filter boxes are CJDoes Not sealed. F71Not Observable (FR15]3 ducts or plenums. DDoes Not E]Not Observable ONot Applicable 403.3 HVAC piping conveying fluids R- R- E]Complies [FR17]2 above 105 9F or chilled fluids DDoes Not below 55 QF are insulated to >R- 3. 7Not Observable FlNot Applicable 403.3.1 Protection of insulation on HVAC Mcornplies (FR2411 piping. r7lDoes Not []NutObsensb|e []Not Applicable 403.4.2 Hot water pipes are insulated to R- R- OComplies ONot Observable ON�Applicable City Of WhOW Ridge Impact (Tier Project Title: 11645 VV 32nd R wmm5/19 Data �|ename:C:\Usen� �Ky|e\Documen�sV�|i�cSo�wa\Rhvac8Pn�' ects\2UI9'OG'�4GKBllU4S ' ""0 -ofI3 32ND ST RES CHECK.rck '�-- Section # Framing /Rough-ln Inspection ^& Req.IL9 403.5 Automatic or gravity dampers are [FR1912 installed on all outdoor air intakes and exhausts. Aaaitionaii comments/Assumptions: Plans Verified I Field Verified Complies? Value Value OComplies ❑Does Not ❑Not Observable ONot Applicable Comments/Assumptions City of 1 High Impact (Tier 1) 2 Medium Impact (Tier 2) I 3 rLow Impact (Tier 3) heat Ridge Project Title: 11645 W 32nd Report date: 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W,-,,. Page`10 of 13 32ND ST RES CHECK.rck Section _ Plans Verified Field Verified # Insulation Inspectian Value Value & Req. ID 303.1 All installed insulation is labeled [IN13]2 or the installed R -values provided. 402.1.1, Floor insulation R -value. R- 402.2.6 ❑ Wood [IN1]1 ❑ Steel 303.2, Floor insulation installed per 402.2.7 manufacturer's instructions, and [IN2]1 in substantial contact with the underside of the subfloor. 402.1.1, Wall insulation R -value. If this is a R- 402.2.5, mass wall with at least 1/z of the ❑ Wood 402.2.6 wall insulation on the wall ❑ Mass [IN3]1 exterior, the exterior insulation Steel requirement applies (FR10). 303.2 Wall insulation is installed per [IN4]1 manufacturer's instructions. Additional Comments/Assumptions: R- ❑ Wood ❑ Steel R- ❑ Wood ❑ Mass ❑ Steel Complies? ❑Complies []Does Not ❑Not Observable ❑_Not Applicable ❑Complies ❑Does Not ❑Not Observable []Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑_Not Applicable ❑Complies ❑Does Not []Not Observable ❑Not Applicable HComplies ❑Does Not ❑Not Observable ❑Not Applicable Comments/Assumptions See the Envelope Assemblies table for values. See the Envelope Assemblies table for values. 1 High Impact (Tier 1), �2JMedium Impact (Tier 2) 3�Low Impact (T'11&31} Project Title: 11645 W 32nd[epgrt date: 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page 11 of13 32ND ST RES CHECK.rck Section Duct tightness test result of <=4 cfm/100 [F14]1 Final Inspection Provisions Plans Verified & Req.ID Value 402.1.1, Ceiling insulation R -value. R- 402.2.1, 403.2.2.1 ❑ Wood 402.2.2, by manufacturer at <=2% of Steel 402.2.6 [Fill' IA; 303.1.1.1, Ceiling insulation installed per _ 303.2 manufacturer's instructions. (F12]1 Blown insulation marked every 300 ft2. .2. - atticswite air rmadjacentle [02 insulationed pe to soffit and eave vents that extends over insulation. 402.2.4 _ Attic access hatch and door R- - [F1311 insulation �tR-value of the adjacent assembly. 402.4.1.2 Blower door test @ 50 Pa. <=5 ACH 50 = [FI17]1 ach in Climate Zones 1-2, and ii, <=3 ach in Climate Zones 3-8, 403.2.2 Duct tightness test result of <=4 cfm/100 [F14]1 cfm/100 ft2 across the system or ft2 <=3 cfm/100 ft2 without air handler @ 25 Pa. For rough -in tests, verification may need to occur during Framing Inspection, 403.2.2.1 Air handler leakage designated [F124]1 by manufacturer at <=2% of design air flow. 403.1.1 Programmable thermostats [F19]2 installed on forced air furnaces 403.1.2 Heat pump thermostat installed [F[10]2 on heat pumps. 403.4.1 Circulating service hot water [FI11]2 systems have automatic or accessible manual controls. 403.5.1 All mechanical ventilation system [FI25]2, fans not part of tested and listed HVAC equipment meet efficacy and air flow limits. 404.1 75% of lamps in permanent — [F16]1 fixtures or 75% of permanent fixtures have high efficacy lamps. Does not apply to low -voltage Field V Verified Complies? Comments/Assumptions R - ❑Complies --- ❑ Wood []Does Not ❑ Steel ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ..� ❑Complies ~----- ❑Does Not ❑Not Observable [Not Applicable R- E]Complies ❑Does Not []Not Observable ❑Not Applicable ACH 50 = ❑Complies ❑Does Not ❑Not Observable ❑_Nat Applicable cfm/100 ❑Complies ft2 ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not []Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable µ— []Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable ❑Complies ❑Does Not ❑Not Observable ❑Not Applicable See the Envelope Assemblies table for values. oly of — -----------_ -- - Qt �1rF Impact (Tier 1) (2�Medium Impact (Tier 2) --� 3]�ow Impact (Tier 3)� R� g Project Title: 11645 W 32nd Repoit da e: 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page 12 of 13 32ND ST RES CHECK.rck Section Plans Verified Field Verified # Final inspection Provisions Value Value & Req.l1 -- -- �� — 404,1.1 Fuel gas lighting systems have [F123]3 no continuous pilot light. 401.3'— Compliance certificate posted, [FI7]2 303.3 Manufacturer manuals for [FI18]3 mechanical and water heating systems have been provided. moaivionai w-ommentWAssumptions: Complies? OComplies ODoes Not []Not Observable ONot Applicable OComplies -a-- ODoes Not ONot Observable _❑Not Applicable OComplies ODoes Not ONot Observable -.-[:]Not Applicable Comments/Assumptions Gav oc 'Poll --pact � - --- -- - - — - - — 1 High Impact-- (Tier 1) 2 Medium Impact (Tier 2) 3 Low -- act Tier 3) Project Title: 11645 W 32nd Report date: 06/25/19 Data filename: C:\Users\Kyle\Documents\Elite Software\Rhvac 8 Projects\2019-06-24 GKB 11645 W Page 13 of 13 32ND ST RES CHECK.rck Below -Grade Wail 19.00 Floor 30.00 Ceiling / Roof 49.00 Ductwork (unconditioned spaces): Oiss&Dopr Window 0.34 Name: Comments Date: 11645 W 32nd With Finished Bsmt Opt HVAC Load Calculations for Gk Builders tjW_IV _ACRIMiDIWnAL HVAC Lc>AD. Prepared By: Kyle Patee Four Seasons Heating 4896 Marshall Street Wheatridge, Colorado, 80033 City 0% 303-423-1982 Monday, June 24, 2019 ��eatg,d9� 164dd1r9 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. - - -- - Rhvac =Residential &Light Commercial HVAC1oads- Four Seasons Heating, Inc Elite Software Development, Inc. Wheat. Ridge C0 _ 11645 W 32nd With. Finished Bsmt Opt _80033 __,-- -_ -_ �Pro,��ct Report. - - --- -- Page 2 --- - -__ - - -- - --- ----� - ==1 -_- - ----------- LGenerai`Pro�eet _Information__---- - ---------------------------- - - -- ---- - ---- --- - ---. ,. -. - - Project Title: __--- - - -- ----._ _. -- - ------ ----- ____ _ 11645 W 32nd With Finished Bsmt Opt - - ---------- ----------u---, Designed By: Kyle Patee Project Date: Monday, June 24, 2019 Client Name: Gk Builders Company Name: Four Seasons Heating Company Representative: Kyle Patee Company Address: 4896 Marshall Street Company City: Wheatridge, Colorado, 80033 Company Phone: 303-423-1982 Company Fax: 303-423-0120 Company E -Mail Address: kpatee@fsh1.com Company Website: fourseasonsheatinginc.com -- -- L�esi�r Data -- _ ., - _ ---- Reference City: Denver, Colorado Building Orientation: Front door faces South Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Elevation Total Adj. Factor: 0.960 Outdoor Outdoor Outdoor Indoor Indoor Grains Qry-Ulk Wet Bulb Rel Hum Eg1_F r r 1 Ory B_U[b gfe.Cence Winter: 1 0.21 80% 50% 70 60.70 Summer: 91 59 15% 50% 75 -39 [CheckFigures otal Building Supply CFM: 1,586 CFM Per Square ft.: 0.340 Square ft. of Room Area: 4,665 Square ft. Per Ton: 1,515 Volume (ft3) of Cond. Space: 47,908 -- - - - - - -- - _ _ _Building Loads_ Total Heating Required Including Ventilation Air. 67,348 Btuh 67.348 MBH - - - Total Sensible Gain: 30,160 Btuh 100 % Total Latent Gain: -2,693 Btuh 0 % Total Cooling Required Including Ventilation Air: 30,160 Btuh 2.51 Tons (Based On Sensible + Latent) 3.08 Tons (Based On 85% Sensible Capacity) (and 0.960 Total Derating) -- -- -- Nous_ ------- Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. C:%Vq of wheal ��d9e -15 . %0 S%on Monday, June 24, 2019, 9:30 AM Rhvac Residential & Light Commercial HVAC'Loads Four Seasons Heating, Inc Elite Software Development, Inc. 11645 W 32nd With Finished Bsmt Opt Miscellaneous -----port - _ ------._.__ _._ _--------------------------- -------------------- Winter: 0.350 --- -- ----- -- - ---'-- 1 0.21 _._..- _ __ .. __._ w. ,__-_ ---- 80% 50% --_ `-'=l_'-'-.u�w. ---- vi i G� G� liwC j 70 60.70 Summer: 91 59 15% 50% 75 -39.13 — — -- Duct Sizln In - ------------ 10,752 — — - - --- --- -- ---- - - --- ---- 179 Main Trunk X 0.0167 179 Runouts Total Building Ventilation: - - - -- Calculate: Yes CFM Yes Use Schedule: Yes Yes Roughness Factor: 0.00030 0.00030 Pressure Drop: 0.0800 in.wg./100 ft. 0.0800 in.wg./100 ft. Minimum Velocity: 650 ft./min 425 ft./min Maximum Velocity: 900 ft./min 560 ft./min Minimum Height: 8 in. 4 in. Maximum Height: 10 in. 8 in. - - Outside:Air Data; - - — - _ _ - - - - - -- - - -- — — — -- - -- - -- ------<---� Winter --- Surnme Infiltration Specified: 0.350 AC/hr 0.350 AC/hr 179 CFM 179 CFM Infiltration Actual: 0.350 AC/hr 0.350 AC/hr Above Grade Volume: X 30,721_ Cu.ft, X 30 721 Cu.ft. 10,752 X 0,0167 Cu.ft./hr 10,752 Cu.ft./hr Total Building Infiltration: 179 CFM X 0.0167 179 CFM Total Building Ventilation: 99 CFM 99 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: 0.350 AC/hr (179 CFM) Summer Infiltration Specified: 0.350 AC/hr (179 CFM) city of WheOt Ridge Building Division Monday, June 24, 2019, 9:30 AM �ntial & Light Commercial HVA cads Elite Software Development, seating„Inc •n 11645 W 32nd With Finished Bsmt Qnnoo' Load Preview ISum of room airflows may be greater than system airflow because system room airflow option uses the greater of heatlna or coolina. OW o\ �heQ\ R�d9e O\V�s��� Monday, June 24, 2019, 9:30 AM Net ft 21 Sen i Lat 1 Net Sen Min Cinj S s Y Sys i Y S s I Y Duct Scope Toni ffoni Area Gam � Gain � Gain Loss, Htg Ig; Htg Clgi Acti CFI CFMi CFM CFMj CFMi Size Building 2.51 2,038 4,665 30,160 -2,693 30,160 67,348 965 1,586 965 1,586 1,586 System 1 2.51 2,038 4,665 30,160 -2,693 30,160 67,348 965 1,586 965 1,586 1,586 28x10 Ventilation 1,435 -2,168 1,435 6,186 Humidification 9,452 Zone 1 4,665 28,726 -525 28,726 51,710 965 1,586 965 1,586 1,586 28x10 1 -Dining 166 1,653 -273 1,653 3,170 59 91 59 91 91 1--6 2 -Kitchen 212 1,411 1,060 2,471 918 17 78 17 78 78 1--6 3-Mudroom/Stairway 194 951 -230 951 2,317 43 53 43 53 53 1--5 4 -Study 158 963 -160 963 1,654 31 53 31 53 53 1--5 5 -Laundry 79 1,274 411 1,685 1,529 29 70 29 70 70 1--5 6 -Great Room 451 3,703 -330 3,703 6,135 114 204 114 204 204 3--5 7 -Entry 80 728 -71 728 1,511 28 40 28 40 40 1-4 8 -Master Closet 112 773 -306 773 2,522 47 43 47 43 47 1--4 9-W/c 20 19 0 19 28 1 1 1 1 1 1--4 10 -Master Bath 141 1,350 -159 1,350 1,952 36 75 36 75 75 1--5 11 -Master Bedroom 250 2,003 41 2,044 3,765 70 111 70 111 111 2--5 12-Pdwr 33 67 -28 67 228 4 4 4 4 4 1--4 13 -Bath 2 51 598 -156 598 1,238 23-. 33 23 33 33 1--4 14 -Bedroom 2 212 2,008 -116 2,008 2,964 55 111 55 111 111 2--5 15 -Bedroom 4 173 1,613 -185 1,613 3,307 62 89 62 89 89 1--6 16-Hall/Stairway 138 1,679 -83 1,679 1,684 31 93 31 93 93 1--6 17 -Bedroom 3 217 2,041 -164 2,041 3,793 71 113 71 113 113 2--5 18 -Bath 3 72 527 -195 527 1,524 28 29 28 29 29 1-4 19 -Bedroom 6 Fut 253 1,239 157 1,396 2,227 42 68 42 68 68 1--5 20-Bedrom 5 Fut 263 1,238 158 1,396 2,151 40 68 40 68 68 1--5 21 -Bath Bsmt 68 0 0 0 126 2 0 2 0 2 1--4 22-Rec Room Fut 415 821 -2 821 1,265 24 45 24 45 45 1-4 23 -Game Room Fut 290 1,854 -87 1,854 2,721 51 102 51 102 102 2--5 24-Wetbar Fut 204 207 199 406 692 13 11 13 11 13 1--4 25-Mech Room 413 6 -6 6 2,289 43 0 43 0 43 1-4 ISum of room airflows may be greater than system airflow because system room airflow option uses the greater of heatlna or coolina. OW o\ �heQ\ R�d9e O\V�s��� Monday, June 24, 2019, 9:30 AM Rhvac - Residential & Light Commercial HVAC Loads - Four Seasons Heating Inc LWheat._Ridge CO__80033.__-- -- _ _ Duct_Size_Pre vii w-_,__-__-_ Elite Software Development, Inc. 11645 W 32nd With Finished Bsmt Opt Duct Name Mmimuml Maximum} Rough. Design] SPI Duct! Duct; Htg Clg i Act. Duct __. Velocity Velocity] Factor__ U100 [ Lossln^Velocity. Length Flow- --Flow iFlow Size S t 1 Ys em 59 Vii, j"I 91 1--6 Supply Runouts 17 78 1--6 Zone 1 43 53 1--5 1 -Dining 425 560 0 0.1 2 -Kitchen 425 560 0 0.1 3-Mudroom / Stairway 425 560 0 0.1 4 -Study 425 560 0 0.1 5 -Laundry 425 560 0 0.1 6 -Great Room 425 560 0 0.1 7 -Entry 425 560 0 0.1 8 -Master Closet 425 560 0 0.1 9-W/c 425 560 0 0.1 10 -Master Bath 425 560 0 0.1 11 -Master Bedroom 425 560 0 0.1 12-Pdwr 425 560 0 0.1 13 -Bath 2 425 560 0 0.1 14 -Bedroom 2 425 560 0 0.1 15 -Bedroom 4 425 560 0 0.1 16 -Hall / Stairway 425 560 0 0.1 17 -Bedroom 3 425 560 0 0.1 18 -Bath 3 425 560 0 0.1 19 -Bedroom 6 Fut 425 560 0 0.1 20-Bedrom 5 Fut 425 560 0 0.1 21 -Bath Bsmt 425 560 0 0.1 22-Rec Room Fut 425 560 0 0.1 23 -Game Room Fut 425 560 0 0.1 24-Wetbar Fut 425 560 0 0.1 25-Mech Room 425 560 0 0.1 Other Ducts in System 1 Supply Main Trunk 650 900 0 0.1 System 1 Heating Flow: 965 Cooling Flow: 1586 464.7 59 Vii, j"I 91 1--6 396.7 17 78 1--6 385.2 43 53 1--5 390.1 3153 53 1--5 515.8 29 70 1--5 499.9 114 r I 204 3--5 460.6 28 W,_<.mc, 40 1--4 539.21 _ 43 47 1--4 12.3 546.4 36 ff= I75 1--5 405.5 70 �? 111 2--5 48.7;, . 'z i__ 4.; 4 1--4 378.3 23 ,'` r 33 1--4 406.5 55 a 111 2--5 453.5 62 89 1--6 472.2 31 R4, ..!'.',,; 93 1--6 413.1 71 �' '' �; 113 2--5 333.6 28 29 1-4 501.7 42 -z ,.: ; 68 1--5 501.2 401 68 1--5 26.9 2 1--4 519.5 24.i 45 1--4 375.4 51 102 2--5 148, 13 1-4 489.4 0 43 1--4 815.6 9656:,,; 1,586 28.10 City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM --eat Ridge CO _80033:----- ---- -- -------------------------- - -- Elite o -- vac - esidential & Light Commercial HVAC Loads Elite Software Development, Inc. Four Seasons Heating Inc 11645 W 32nd With Finished Bsmt Opt Wh - - --- - - - - -- - -- ------- --lip -- - - - ------------------------ -------------------- - -- - ---- - Pacie / oras buUaing summary Loads _ -_Gfiss ----..''- ----- --- .___. --------- CST GLASS NWC.32 .22: Glazing -Custom GlaU=.32 3 36.5 _ .--...... --------------- ----------- 7,429 __ _____ u--- 0 -_-__-- 5,502 -5,502 SHGC=.22, u -value 0.32, SHGC 0.22 CST GLASS NWC.31 ,24: Glazing -Custom Glass U=.31 15 321 0 415 415 SHGC=.24, u -value 0.31, SHGC 0.24 CST GLASS NWC.31 .23: Glazing -Custom Glass U=.31 72 1,542 0 1,922 1,922 SHGC=.23, u -value 0.31, SHGC 0.23 CST GLASS NWC.34 ,22: Glazing -Custom Glass U=.34 127.4 2,988 0 1,239 1,239 SHGC=.22, u -value 0.34, SHGC 0.22 CST GLASS NWC.32 .24: Glazing -Custom Glass U=.32 46.2 1,020 0 452 452 SHGC=.24, u -value 0.32, SHGC 0.24 CST GLASS NWC.32 ,40: Glazing -Custom Glass U=.32 23.9 529 0 679 679 SHGC=.40, u -value 0.32, SHGC 0.4 CST GLASS NWC.31 .22: Glazing -Custom Glass U=.31 100 2,140 0 2,576 2,576 SHGC=.22, u -value 0.31, SHGC 0.22 11 D: Door -Wood - Solid Core 49.4 1,328 0 423 423 C12F24-OSW: Wall -Frame, Custom, 2X6 WALL WITH R- 2972.9 11,282 0 1,846 1,846 24 INSULATION 151319 -Ow -10: Wall -Basement, , framing with R-19 sill to 1220.2 3,143 0 5 5 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 10' floor depth 151319 -Ow -4: Wall -Basement, , framing with R-19 sill to 163.5 619 0 27 27 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 4' floor depth C15819-10: Wall -Basement, Custom, R-19 Drape 583.6 1,503 0 2 2 Insulation on Foundation Wall C1 613-49: Roof/Ceiling-Under Attic with Insulation on Attic 2048.4 2,829 0 1,886 1,886 Floor (also use for Knee Walls and Partition Ceilings), Custom, R-49 ATTIC INSULATION 20P-30: Floor -Over open crawl space or garage, Passive, 119.2 288 0 25 25 R-30 blanket insulation, any cover 21A-20: Floor -Basement, Concrete slab, any thickness, 2 1905.3 3,549 0 0 0 or more feet below grade, no insulation below floor, _ any floor cover, shortest side of floor slab is 20' wide Subtotals for structure: 40,510 0 16,999 16,999 People: Equipment: 7 1,400 1,610 3,010 Lighting: 0 2,000 6,850 8,850 Ductwork: 0 0 0 0 0 0 Infiltration: Winter CFM: 179, Summer CFM: 179 11,200 -3,925 2,596 -1,329 Ventilation: Winter CFM: 99, Summer CFM: 99 6,186 -2,168 1,435 -734 Humidification (Winter) 25.77 gal/day : 9,452 0 0 0 AED_ Excursion: 0 0 671 671 Total Building Load Totals: 67,348 -2,693 30,160 2.7,467 Check Figures_ - -- --- - J Total Building Supply CFM. 1,586 CFM Per Square ft.. - -0.340- Square ft. of Room Area: 4,665 Square ft. Per Ton: 1,515 Volume (ft:') of Cond. Space: 47,908 - - - -- --- -- Building _Loads - ------------------------------ Total Heating Required Including Ventilation Air. 67,348 Btuh 67.348 MB ------H - - - �;ty of --1 Total Sensible Gain: 30,160 Btuh 100 Total Latent Gain: -2,693 Btuh 0 % 'WRidge Total Cooling Required Including Ventilation Air: 30,160 Btuh 2.51 Tons (Based On Sensible * Latent) 3.08 Tons (Based On 85/Qttecsibl h Capacity) (and 0.960 Total Derating) Monday, June 24, 2019, 9:30 AM Rhvac - Residential & LightCommerc(al HVAC°Loads Four Seasons Heating, Inc Elite Software Develops 11645 W 32nd With Finished --------------------------------- Total --- --------- - --__ o a uildinq Summary_ Loads (cont'd) Notes - , ------------ - -- - -- — - - -- - -------- ---. -- --- Rhvac is an ACCA approved Manual J and Manual D computer program.-- - Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM Rhvac - Residential & Light Four Seasons Heating, Inc 4oaUS _System 1 SummaryLoads ---------------=- --- - --------------- - elite Software Development, Inc. 11645 W 32nd With Finished Bsmt Opt b.,.... o Area Sen Lat Sen Quan Loss G' -- -- -- - - -- --- - ------------ - - _ain - ___ _ Garn CST GLASS NWC.32 .22: Glazing -Custom Glass- U=.32 336.5 7,429 0 yam: SHGC=.22, u -value 0.32, SHGC 0.22 5,502 5,502 CST GLASS NWC.31 .24: Glazing -Custom Glass U=.31 15 321 0 SHGC=.24, u -value 0.31, SHGC 0.24 415 415 CST GLASS NWC.31 .23: Glazing -Custom Glass U=.31 72 1,542 0 1,922 1,922 SHGC=.23, u -value 0.31, SHGC 0.23 CST GLASS NWC.34 ,22: Glazing -Custom Glass U=.34 127.4 2,988 0 1,239 1,239 SHGC=.22, u -value 0.34, SHGC 0.22 CST GLASS NWC.32 .24: Glazing -Custom Glass U=.32 46.2 1,020 0 SHGC=.24, u -value 0.32, SHGC 0.24 452 452 CST GLASS NWC.32 .40: Glazing -Custom Glass U=.32 23.9 529 0 SHGC=.40, u -value 0.32, SHGC 0.4 679 679 CST GLASS NWC.31 ,22: Glazing -Custom Glass U=.31 100 2,140 0 2,576 2,576 SHGC=.22, u -value 0.31, SHGC 0.22 11 D: Door -Wood - Solid Core 49.4 1,328 0 423 423 C12F24-OSW: Wall -Frame, Custom, 2X6 WALL WITH R- 2972.9 11,282 0 1,846 1,846 24 INSULATION 151319 -Ow -10: Wall -Basement, , framing with R-19 sill to 1220.2 3,143 0 5 5 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 10' floor depth 15619-0w-4: Wali -Basement, , framing with R-19 sill to 163.5 619 0 27 27 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 4' floor depth C151319-10: Wall -Basement, Custom, R-19 Drape 583.6 1,503 0 2 2 Insulation on Foundation Wall C166-49: Roof/Ceiling-Under Attic with Insulation on Attic 2048.4 2,829 0 1,886 1,886 Floor (also use for Knee Walls and Partition Ceilings), Custom, R-49 ATTIC INSULATION 20P-30: Floor -Over open crawl space or garage, Passive, 119.2 288 0 25 25 R-30 blanket insulation, any cover 21A-20: Floor -Basement, Concrete slab, any thickness, 2 1905.3 3,549 0 0 0 or more feet below grade, no insulation below floor, any floor cover,_ shortest side of floor slab is 20' wide Subtotals for structure: 40,510 0 16,999 16,999 People: Equipment: 7 1,400 1,610 3,010 Lighting: 2,000 6,850 8,850 Ductwork: 0 0 0 0 0 0 0 Infiltration: Winter CFM: 179, Summer CFM: 179 11,200 -3,925 2,596 •1,329 Ventilation: Winter CFM: 99, Summer CFM: 99 6,186 -2,168 1,435 -734 Humidification (Winter) 25.77 gal/day : 9,452 0 0 0 AED Excursion: 0 0 671 671 System 1 Load Totals: 67,348 -2,693 30,160 27,467 -_ L Check Figures ._._ __- _._ .__..__._ _ -- -. - -- - _ Supply CFM: 1,586 CFM Per Square ft.: - _--- _-- _- __-,� 0 340 Square ft. of Room Area: 4,665 Square ft. Per Ton: 1,515 Volume (ft') of Cond. Space: 47,908 - =--- - -- �SYstem Loads -- -- ------------------------ --: 1 - -_- -_ Total Heating Required Including Ventilation Air. 67,348 Btuh 67 348 MBH x Total Sensible Gain: 30,160 Btuh 100 % a_ Total Latent Gain: -2,693 Btuh 0 % r Total Cooling Required Including Ventilation Air: 30,160 Btuh 2.51 Tons (Based On Sensible + Latent) 3.08 Tons (Based On 85°/P_Sensibte Capacity) (and Total Derating) Monday, June 24, 2019, 9:30 AM Rhvac - Residential & Light Commercial Four Seasons Heating, Inc elite 5ottware Development, Inc. 11645 W 32nd With Finished 8smt Opt System 1 Summary Loads rcont'd) - -- --- -_. - ----- ._ - -- - -Notes ------ ---- -- Rhvac is an ACCA app roved Manual J and Manual D computer program. - -- - Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM ----- - ----- - - - - -- - --- - - - - ---- - - ---- ---- Rhvac -Residential &Light Commercial HVA6-1 oeds - --- _._._. _ Elite Software Development, Inc. Four Seasons Heating Inc 11545 W 32nd With Finished Bsmt Opt iNheat Ride, CO__80033 _ _ __ Page 10 System1 Room Load Summary -j --------- Htg Min Run Run Cig Clg Min Act Room Area Sens Ht'g Duct Duet Sens Lat Clg Sys L_No -Name ------- - - SF__ _3tuh _ CFM_:_-.,_ Size._ --- VAI- -tuh _Btuh_ CFM CFM Z - --- one 1--- 1-6 465 1 Dining 166 3,170 2 Kitchen 212 918 3 Mudroom / 194 2,317 1-5 Stairway 951 -230 4 Study 158 1,654 5 Laundry 79 1,529 6 Great Room 451 6,135 7 Entry 80 1,511 8 Master Closet 112 2,522 9 W/c 20 28 10 Master Bath 141 1,952 11 Master Bedroom 250 3,765 12 Pdwr 33 228 13 Bath 2 51 1,238 14 Bedroom 2 212 2,964 15 Bedroom 4 173 3,307 16 Hall / Stairway 138 1,684 17 Bedroom 3 217 3,793 18 Bath 3 72 1,524 19 Bedroom 6 Fut 253 2,227 20 Bedrom 5 Fut 263 2,151 21 Bath Bsmt 68 126 22 Rec Room Fut 415 1,265 23 Game Room Fut 290 2,721 24 Wetbar Fut 204 692 25_ Mech Room 413 2,289 472 Ventilation -83 6,186 93 Humidification 2-5 9,452 2,041 System 1 total 4,665 67,348 59 1-6 465 1,653 -273 91 91 17 1-6 397 1,411 1,060 78 78 43 1-5 385 951 -230 53 53 31 1-5 390 963 -160 53 53 29 1-5 516 1,274 411 70 70 114 3-5 500 3,703 -330 204 204 28 1-4 461 728 -71 40 40 47 1-4 539 773 -306 43 47 1 1-4 12 19 0 1 1 36 1-5 546 1,350 -159 75 75 70 2-5 405 2,003 41 111 111 4 1-4 49 67 -28 4 4 23 1-4 378 598 -156 33 33 55 2-5 407 2,008 -116 111 111 62 1-6 453 1,613 -185 89 89 31 1-6 472 1,679 -83 93 93 71 2-5 413 2,041 -164 113 113 28 1-4 334 527 -195 29 29 42 1-5 502 1,239 157 68 68 40 1-5 501 1,238 158 68 68 2 1-4 27 0 0 0 2 24 1-4 520 821 -2 45 45 51 2-5 375 1,854 -87 102 102 13 1-4 148 207 199 11 13 43 1-4 489 6 -6 0 43 1,435 -2,168 965_ 30,160 -2,693 1,586 1586 System 1 Main Trunk Size: 01 0% 28x10 in. $ 6,300 Btuh Velocity: 'reok��dy 816 ft./min O�'S�eo �U�'x6Nr9 Loss per 100 ft.: 0.056 in.wg LCoohng System Summary _ - -_ - ---- --- - ,] _ _ -Cooling __ _ Sensible/Latent _ - Sensible - -- -Latent- - �_--- Total i --- -- - - --------- Net Required: --Torts- 2.51 -- ---------Slit;- --- - 110%/-10% -- . _ Btuti 30,160 Btuh -- _-- - - - -2,693 - _ Btuh,; --30,160 Recommended: 3.08 85%/15% 31,417 5,544 36,961 Actual: -- --- - - - ------- - 3.50 - ------------------ 85%/15% -------- 35,700 6,300 412,000 I_gqu meet Data - -- --- --------- - ------------ ---------- ----- ----- -------------------------- - - ._ - - - ----------------- ----- -- -- -m -- - - - Type: Heatin__a wstem Natural Gas Furnace oolina t Standard Air Conditioner Model: ML193UH110XE60C-* 13ACXN042-230-** Indoor Model: CX35-49C+TDR Brand: MERIT 90 MERIT 13ACX SERIES Description: Efficiency: Sound: Capacity: Sensible Capacity: Latent Capacity: AHRI Reference No.: Natural Gas or Propane Furnace 93 AFUE 105000 n/a n/a n/a 13 SEER 42000 01 0% 35,700 Btuh $ 6,300 Btuh 8266820 'reok��dy O�'S�eo �U�'x6Nr9 Monday, June 24, 2019, 9:30 AM vac - Residential &-Light Commercial HVAC Loads ----- ----"---`_----------�- Elite Software Development Inc, Four Seasons Heating Inc 11645 W 32nd With Finished Bsmt Opt _Wheat Ride CO 80Q33 -.-_-__-- _ Page 1-1, -- _ - --. - — - -- ui in.q Rotation Report _ -- - - -.. - - ----- - __ _ ______ _ __ All rotation degree values in this report are clockwise with respect to the project's original orientation Building orientation as entered (zero degrees rotation): Front door faces South r - �IndividualRooms - - _ _ —--- - - - — ---------------- - Rm. Room v Rot. to Rot. I WV Rot. 135- Rot.. 9 du'" Rot. 225° 270° 3159 High No ..--Name - .-. -- — — CFM _. _. _CFM--- --CFM- - CFM _—GRM Rot. CFM Rot. Rot. Duct Size System 1. 1,661 31,527 -2,693 2.63 --- :- --CFM-- -CFM - .. Zone 1: 3.19 135° Northwest 1,690 32,036 -2,693 2.67 3.27 180° 1 Dining 91 111 124 121 103 125 *131 120 2--5 2 Kitchen 78 76 76 76 76 76 78 *80 1--6 3 Mudroom / -2,693 *2.80 *3.43 Stairway *53 44 43 44 51 48 43 5Q 1--5 4 Study 53 67 74 61 44 61 *76 71 1--5 5 Laundry *70 62 54 62 69 66 60 69 1--5 6 Great Room 204 293 362 326 244 327 *371 308 4--6 7 Entry 40 53 59 47 32 47 *60 55 1--5 8 Master Closet 47 51 55 47 47 47 *56 54 1--5 9 W/c 1 1 1 1 1 1 1 *1 1-4 10 Master Bath *75 65 47 65 73 58 38 61 1--5 11 Master Bedroom 111 139 161 150 123 150 *166 146 2--6 12 Pdwr *4 4 4 4 4 4 4 4 1--4 13 Bath 2 *33 27 23 27 32 29 23 31 1-4 14 Bedroom 2 *111 95 78 95 108 102 89 107 2--5 15 Bedroom 4 89 101 107 95 80 95 *110 106 2--5 16 Hall / Stairway *93 69 39 69 91 79 54 83 1--6 17 Bedroom 3 113 118 116 112 103 116 123 *127 2--5 18 Bath 3 *29 28 28 28 28 28 28 28 1--4 19 Bedroom 6 Fut *68 62 50 62 67 57 45 60 1--5 20 Bedrom 5 Fut *68 62 50 62 67 57 45 60 1--5 21 Bath Bsmt *2 2 2 2 2 2 2 2 1--4 22 Rec Room Fut 45 44 44 44 44 44 45 *47 1--4 23 Game Room Fut *102 80 54 80 100 90 68 95 2--5 24 Wetbar Fut *13 13 13 13 13 13 13 13 1-4 25 Mech Room *43 43 43 43 43 43 43 43 1--4 * Indicates highest CFM of all rotations. f 1Nhole Buildin_q Rotation Front door -- Supply - -- Sensible -- -- ---- Latent --- --- Net - - -- -- Reoommendedl l purees— - Faces -- - — ----- - CFM -------------------------- Cain-- ---- Gem Tons 7ons_J 0° South 1,586 30,160 __ *-2,693 __ 2.51 ___ 3.08 450 Southwest 1,661 31,527 -2,693 2.63 3.22 90° West 1,643 31,195 -2,693 2.60 3.19 135° Northwest 1,690 32,036 -2,693 2.67 3.27 180° North 1,586 30,156 -2,693 2.51 3.08 225° Northeast 1,717 32,532 -2,693 2.71 3.32 2700 East 1,717 32,535 -2,693 2.71 3.32 315° Southeast *1,773 *33,555 -2,693 *2.80 *3.43 * Indicates highest value of all rotations. City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM – – -Commercial— - -C6jdj ------------- - -- Rhvac ResIdential & Ljljhti--- 1jkd Four Sesisons Hea ting, Inc - B-- -u-i-l'-d—in—a-0 -o' -t- a-- Mio- - n-- - R-, - e-- -L-)-o- -r-t -(' c-- o --n- t ---'d-) 3.4 3.3 3.2 ,7cx O m 3.0 r 0 0 U 2,9 2.8 2.7 2.6 2.5 Building Rotation Tonnage 11645 W 32nd Building Recommended Tonnage Building Net Tonnage City of ,Nt,,,Gj Ridge Building Division Monday, June 24, 2019, 9:30 AM Rhvac - Residential & Light Commercial HVAC Loads LWb-qa--t-R(dg§-GO 80033 Buildin Building Rotation Hourly Net Gain 11645 W 32nd With Finished Bsmt Opt Monday, June 24.2D1S.0:3OAM Front door faces South Front door faces Southwest �~w~— Front door faces West --�-- Front door faces Northwest City of Front door faces North Front door faces Northeast M0ecl/*idgp � - Front door faces East Front door faces Southeast Monday, June 24.2D1S.0:3OAM SPECIFICATIONS 11645 W 32ND ST Gas Model No. Heating ML193UH03OXE36B ML193UH045XE368 ML193UH07OXE36B ML193UH09OXE36C AHRI Reference No. Performance 20256877 20256878 20256879 20256880 - ' AFUE 93% 93% 93% 93% Input - Btuh Output - Btuh 30,000 44,000 66,000 88,000 29,000 42,000 63,000 84,000 Temperature rise range - °F Gas Manifold Pressure (in. w.g.) Nat. Gas / LPG/Propane 25-55 30-60 40 - 70 -.50-80 3.5/10 3.51 10.0 3.5 / 10.0 3.5/10 High static - in. w.g. 0.5 0.5 0.5 0.5 Connections Intake / Exhaust Pipe (PVC) in. Gas pipe size IPS 2/2 2/2 2/2 2/2 1/2 1/2112 112 Condensate Drain Trap (PVC pipe) - W. with furnished 90° street elbow with field supplied (PVC coupling) - o.d. Indoor Wheel nom. dia. x width - in. Blower Motor Type Motor output - hp Tons of add-on cooling Air Volume Range - cfm 3/4 3/4 3/4 3/4 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT 10 x 8 10 x 8 10 x 8 3/4 slip x 3/4 MPT 10 x 8 DC Brushless DC Brushless DC Brushless DC Brushless 1/2 1/2 1/2 112 1.5-3 1.5-3 1.5-3 1.5-3 175-..1435 355 � 1420 355-1430 405-1410 Electrical Voltage Data Blower motor full load amps Maximum overcurrent protection 120 volts - 60 hertz - 1 phase _ 6.8 6.8 6.8 6.8 15 15 15 15 Shipping Data lbs. - 1 package 120 120 127 144 fleio prow e . Annual Fuel Utilization Efficiency based on DOE test procedures and according to FTC labeling regulations. Isolated combustion system rating for non -weatherized furnaces. SPECIFICATIONS Gas Heating Performance Tempe Model No. AHRI Reference No. 'AFUE Input - Btuh Output - Btuh rature rise ranqe - °F Gas Manifold Pressure (in. w.g.) ML193UH09OXE48C 20256881 93% 88,000 84,000 45-75 3.5/10.0 ML193UH11OXE48C 20256882 93% 110,000 104000 50-80 M693UH110XE60C Nat. Gas /LPG/Propane 3.5/10 High static - in. w.g. 0.5 0.5 0.5 Connections Intake / Exhaust Pipe (PVC) in. Gas pipe size IPS 2/2 2/2 2/2 1/2 1/2 1/2 Condensate Drain Trap (PVC pipe) - W. with furnished 90° street elbow with field supplied (PVC coupling) - o.d. 3/4 3/4 3/4 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 314 MPT 3/4 slip x 3/4 MPT _ 3/4 slip x 3/4 MPT Indoor Wheel nom. dia. x width - in. Blower Motor Type Motor output - hp Tons of add-on cooling Air Volume Range - cfm 10 x 10 10 x 10 11-112 x 10 DC Brushless DC Brushless DC Brushless 3/4 3/4 1 2.5-4 2.5-4 3 - 5 830-1710 850-1750 1085 - 2150 Electrical Voltage Data Blower motor full load amps Maximum overcurrent protection 120 volts - 60 hertz - 1 phase 8.4 8.4 10.9 - 15 15 15 Shipping Data lbs. - 1 package 144 156 158 NOTE - Filters and provisions for mounting are not furnished and must be field provided. -- ' Annual Fuel Utilization Efficiency based on DOE test procedures and according to FTC labeling regulations. Isolated combustion system rating for non -weatherized furnaces ML193UHE / Page 8 BLOWER DATA ML193LJH090XE48C PERFORMANCE External Static Pressure in. w.g. cfm High Watts 0.00 1710 373 0.10 1675 381 0.20 1655 392 0.30 1615 408 0.40 1595 416 0.50 1560 429 0.60 1525 439 0.70 0.80 1490 1445 453 464 11645 W 32ND S'T' .ess Filter) ML193LJH110XE48C PERFORMANCE (Less Filter) Air Volume / Watts at Various Blower Speeds External Static Pressure in. w.g.maintain Medium -High Medium Medium -Low cfm Watts cfm Watts cfm Watts 1500 256'; 1395 200 1315 164 1475 263 1365 206 1275 173 1460 273! 1315 219 1230 185 1410 282 1290 225 1195 192 1365 395 1245 236 1155 203 1335 308 1200 246 1105 214 1295 315' 1160 255 1060 221 1260 1230 325 332 1105 1085 268 275 1015 980 229 240 ML193LJH110XE48C PERFORMANCE (Less Filter) Air Volume / Watts at Different Blower Speeds External Static Pressure in. w.g.maintain External Static Pressure Single Side Return Air - Air volumes in bold (over 1800 cfm) require Optional Return Air Base and field fabricated transition to accommodate 20 x 25 x 1 in. air filter in order to proper air velocity. High Med-High Medium Med-Low Low High Air Volume / Watts at Various Blower Medium -High Medium in. w.g. 0.00 cfm 1750 Watts 372 cfm 1535 Watts 254'i cfm 1410 Watts 200 0.10 1715 380 1495 262 1380 208 0.20 1680 391 1470 272 1355 220 0.30 1640 405 1425 284 1300 230 0.40 1____i395 1485 425 1345 359 1140 271 296 1260 239 0.50 1580 433 1345 305 1225 249 0.60 1540 445 1315 315` 1180 258 0.70 1515 450 1285 325 1135 268 0.80 1470 467 1______1095 278 ML193UH110XEliik!PERFORMANCE (Less Filter) Speeds Medium -Low cfrn Watts 1330 169 1295 176 1255 184 1220 194 1170 206 1130 212 1080 223 1035 230 995 240 cfm 1205 1160 1110 1065 1010 965 915 875 830 cfm 1220 1175 1135 1085 1025 975 935 895 850 Low Low Watts 129 135 142 151 160 167 176 184 195 Watts 128 135 145 154 162 170 179_ 186 192 city of whPof Ridge guildi")g 0ivision Air Volume / Watts at Different Blower Speeds External Static Pressure in. w.g.maintain Bottom Return Air, Side Return Air with Return Air from Both Sides or Return Air from Bottom and One Side. High Med High Medium Med-Low Low Single Side Return Air - Air volumes in bold (over 1800 cfm) require Optional Return Air Base and field fabricated transition to accommodate 20 x 25 x 1 in. air filter in order to proper air velocity. High Med-High Medium Med-Low Low _ cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts 0.00 2150 624 1915 436 1755 345 1650 280 1480 201 2175 607 1930 412 1760 330 1645 271 1475 199 0.10 2120 633 1880 441 1715 353 1605 288 1435 210 2135 614 1885 421 1705 342 1595 280 1415 207 0.20 2085 648 1830 455 1665 362 1560 298 1360 220 2085 628 1830 437 1670 351 1545 293 1370 218 0.30 2040 663 1795 468 1630 374 1515 317 1325 229 2035 647 1790 451 1625 364 1500 308 1315 227 0.40 2005 675 1760 482 1585 386 1470 327 1270 244 1995 657 1755 469 1590 378 1460 319 1275 240 0.50 1965 688 1710 496 1540 399 1425 336 1230 251 1985 674 1725 478 1545 391 1410 329 1225 250 0.60 1935 705 1680 507 1510 408 1390 347 1180 263 1925 687 1675 494 1495 401 1375 343 1170 ,257 0.70 10.180""'1855 1885 715 1635 521 Sj1600f' 1485 425 1345 359 1140 271 1900 698 1635 506 1450 413 1330 351 1125 270 735 534 1440 426 1305 367,+, 1085 279 1850 711 1605 590 1 d1 F, din 9 iAF �aq m� .�o city of whPof Ridge guildi")g 0ivision AIR RESISTANCE Model No. Air Volume Total Resistance Dry Coil Wet Coil cfm in. w.g. in. w.g. CX35-18/24A-6F CX35-18/248-6F 400 0.06 0.08 600 0.11 0.17 800 0.18 0.25 1000 0.27 0.39 1200 0.37 0.52 CX35-24A-6F 400 0.05 0.05 600 0.09 0.10 800 0.16 0.18 1000 0.23 0.26 1200 0.32 0.36 CX35-24B-6F 400 0.03 0.04 600 0.07 0.09 800 0.11 0.15 1000 0.17 0.22 1200 0.23 0.31 CX35-30A-6F 600 0.07 0.08 800 0.12 0.13 1000 0.18 0.20 1200 0.26 0.28 1400 0.34 0.37 CX35-30B-6F 600 0.06 0.06 800 0.09 0.11 1000 0.13 0.16 1200 0.19 0.23 1400 0.25 0.31 CX35-30/36A-6F 800 0.13 0.14 1000 0.19 0.21 1200 0.27 0.30 1400 0.34 0.39 1600 0.45 0.51 CX35-30/368-6F CX35-30/36C-6F CX35-36B-6F 800 0.08 0.11 1000 0.13 0.16 1200 0.17 0.21 1400 0.22 0.28 1600 0.29 0.34 CX35 - 1.5 to 5 Ton Indoor Coils / Page 4 11645 W 32ND ST Model No. Air Volume Total Resistance Dry Coil Wet Coil cfm in. w.g, in. w.g. CX35-36A-6F 800 0.13 0.14 1000 0.19 0.21 1200 0.27 0.30 1400 0.34 0.39 1600 0.45 0.51 CX35-48B-6F 1000 0.13 0.13 1200 0.18 0.18 1400 0.23 0.24 1600 0.30 0.31 1800 0.37 0.40 CX35-48C-6F CX35 49C 6F _ „{ 1000 0.07 0,09 1200 0.10 0.12 1400 0.13 0.16 1600 0.16 0.20 1800 0.20 0.24 1200 0.08 0.12 1400 0.13 0.17 1600 0.17 0.22 1800 0.2228 _ 2000 0.28 0.35 CX35-50160C-6F 1200 0.13 0.17 1400 0.18 0.23 1600 0.23 0.29 1800 0.28 0.37 2000 0.34 0.43 CX35-60D-6F 1400 0.11 0.15 1600 0.14 0.1$ 1800 0.17 0.21 2000 0.21 0.27 T 2200 0.25 0,32 2400 0.30 0.37 CX35-60C-6F 1400 0.15 0.19 1600 0.19 0.23 1800 0.24 0.28 2000 0.29 0.34 2200 0.33 0.40 2400 0.39 0.46 City of Wheat Ridge Building Division 11645 W 32ND ST AHRI SYSTEM MATCHES - NORTH REGION NOTE - For the latest un -to -date cvstam matrhac n1.- , ;f fk AU0i Model No. Expansion Device Capacity SEER EER -�., anc aL nu .n uvww.annolrecto Coil or Air Handler .Or Furnace AHRI 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLO18513124/141V60 Reference 8266781 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLO185UF124/141V60 8266780 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-48C SLP98UH09OXV36C 8269597 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLP98UH09OXV48C 8266810 13ACXN042-230 TXV 43,500 14.50 12.00 CX35-48C SLP98UH09OXV60C 8269596 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLP98UH11OXV60C 8266811 13ACXN042-230 TXV 41,500 13.00 11.00 CX35-48C 8266778 13ACXN042-230 TXV 43,000 14.50 12.50 CX35-49C CBWMV-60C-100 8269599 13ACXN042-230 TXV 43,500 14.50 12.50 CX35-49C CBWMV-60C-120 8269600 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL180UH09OE60C 8266827 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL180UH11OE60C 8266823 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL180UH11OXE60C 8266825 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C EL195UH09OXE48C 8266837 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL195UH11OXE60C 8266838 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C EL296UH09OXE48C 8266834 13ACXN042-230 TXV 43,500 14.50 12.00 CX35-49C EL296UH09OXV36C 8269601 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH09OXV48C 8266839 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C EL296UH09OXV60C 8266840 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH110XE60C 8266835 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH11OXV48C 8266841 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH11OXV60C 8266842 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH09OV60C 8266847 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH09OXV60C 8266849 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH11OV60C 8266848 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH11OXV60C 8266850 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SLO18513124/141V60 8266822 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SLO185UF124/141 V60 8266821 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C SLP98UH09OXV36C 8266843 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C SLP98UH09OXV48C 8266844 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SLP98UH09OXV60C 8266845 13ACXN042 23,0, TXV 500 14 0 11,.50 SLP9$UH110XV60C 8266846 13ACXN042 230 TXV 42 000 13 00 ; 0 , 11.00 CX35 49C .,. „ 8266820 13ACXN042-230 TXV 42,500 14.50 12.00 ; CX35-50/60C CBWMV-60C-100 8269612 13ACXN042-230 TXV 42,500 14.50 12.00 CX35-50/60C CBWMV-60C-120 8269613 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-50/60C EL180UH090E60C 8266856 13ACXN042-230 TXV 41,500 14.00 11.50 CX35-50/60C EL180UH110E60C 8266854 13ACXN042-230 TXV 41,500 14.00 11.50 CX35-50/60C EL180UH110XE60C 8266855 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-50/60C EL195UH09OXE48C 8269606 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-50/60C EL195UH11OXE60C 8269607 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-50/60C EL296UH09OXE48C 8269605 13ACXN042-230 TXV 42,500 14.00 12.00 CX35-50/60C EL296UH09OXV36C 8269620 13ACXN042-230 TXV 42,500 14,50 12.00 CX35-50/60C EL296UH09OXV48C 8269621 13ACXN042-230 TXV 43,000 14.00 12.00 CX35-50/60C EL296UH09OXV60C 8269619 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-50/60C EL296UH11OXE60C 8269604 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C EL296UH11OXV60C 8269618 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH09OV60C 8269611 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH09OXV60C 8269608 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH11OV60C 8269610 13ACXN042-230 NnTFR, TXV 43,000 14.50 12.00 CX35-50/60C SL28OUH110XV60C, ov 8269609 TXV = Matched with Thermostatic Expansion Valve. RFC = Matched with RFC metering device. AHRI certified to AHRI Standard 210/240 (with 25 ft. of connecting refrigerant lines); 95°F outdoor air temperature, 80°F db / 67°F wb entering evaporator air. All ratings include the use of a blower time delay relay (TDR). All Lennox variable -speed furnaces and Air Handlers have time delay capabilities,,O)htr;FAf�?'r�a6§s Ad Air Handlers may require an optional time delay relay (58M81) for field installation. See furnace or air handler specifications to determine if relay is needed' - Also see Expansion Valve Kit Usage Table. 13ACX - 1.5 to 5 Ton Air Conditioner / Page 61 RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC _ V 1 tDw I F—I I fl �7 UTCHER I � 1 va" cLG C4 { AUERNATIVE LOCATION FOn MECH CHASE L _ _ OYENE5rAIK2660 MENCH DRE ti9 -UM T-11/6" CLO Page 2 of 6 city of Wheat Ridge Building Division https://mail.aol.com/webmail-std/en-us/PrintMessage 6/25/2019 i � +a HANDRA ■: PER Or .r ♦• 3 -UM T-11/6" CLO Page 2 of 6 city of Wheat Ridge Building Division https://mail.aol.com/webmail-std/en-us/PrintMessage 6/25/2019 RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Page 3 of 6 61 01 5 f- s C4 y DE12KQQM 2' �y r 9`1115" 118" CLG un j 112° 111Z' 4" 2'-1" Qr j! HANOaAIL its GUAP:DCIL II 1 ' f EFS GAPE I rEK C017E 9? -11/81, CLC 9'-1 t/$" CLC P ct to Ks DM 16R 1.0"-4" 22"X$0" 2680 F, a 5 ATTIC ACCE55 — 6080 BYi'A S �� 2-305 51-1 " �I Kyle Patee Design Dept. Four Seasons Heating (303)423-1982 kpatee@fsh (.com From: Kyle Patee Sent: Monday, June 24, 2019 7:52 AM To: awkbach@aol.com Cc: Dan Maul <dmaul@fsh l.conl> Subject: RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Gary, city of I also Noticed that the insulation scheduled you sent us from your insulation bid does not call out a floor value for the cantilever spaces or the rooms over unconditioned spaces. For this Address it is Bedroom. 3that has garage space below it. NWq Mi?t'gge know the value of the insulation you will be installing in this area. Code minimum for floors is an R-30 insulation. Building Division https://mail.aol.com/webmail-std/en-us/PrintMessage h/2-5/2(119 RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Page 1 of 6 From: Kyle Patee <kpatee@fshl.com> To: gwkbach@aol.com <gwkbach@aol.com> Subject: RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Date: Mon, Jun 24, 2019 2:24 pm Gary, Do you know what Energy Code the City of Wheat Ridge is under? I'll need to know for the res check Kyle Patee Design Dept, Four Seasons Heating (303)423-1982 kpatee@fshl.com From: Kyle Patee Sent: Monday, June 24, 2019 11:15 AM To: gwkbach@aol.com Cc: Dan Maul <dmaul@fshl.com> Subject: RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Gary I'm having some trouble finding mechanical return pathways to the upper level. I was wonder if We could create a mech chase on the main level (in the pantry closet) and the upper level bed 4 closet. This would give me the air I need for the upper level that I can bring an 14" RA Riser up to serve the upper level. This was really one of the only pathways I could see that would work but wouldn't impact the whole layout of the house. See markups below and Please Feel email me or call to discuss if you have any questions Thanks https://mail.aol.com/webmail-std/en-us/PrintMessage City of Wheat Ridge Building Division 6/25/20191 11645 W 32nd With Finished Bsmt ®gat HVAC Load Calculations for Gk Builders Y Li NW -11111 it If RT~ sI D1 NnAl. tInVACHVAC LOADS, Prepared By: Kyle Patee Four Seasons Heating 4896 Marshall Street Wheatridge, Colorado, 80033 303423-1982 Monday, June 24, 2019 City o/ Rhvac is an ACCA approved Manual J and Manual D computer program. wheat Ridgy Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. Building Division Rhvac -Residential 8� Light Commercial HVAC Four Seasons Heating, Inc IA/h.�f PH— rn unnaq Elite Software Development, Inc. 11645 W 32nd With Finished 13smt Opt � Projct Report _-__ __----_ _ _ -_ __ _General Prolect_information _ _ _ - - - Project Title. __. -- 11645 W 32nd With Finished Bsmt Opt - - - --- Designed By: Kyle Patee Project Date: Monday, June 24, 2019 Client Name: Gk Builders Company Name: Four Seasons Heating Company Representative: Kyle Patee Company Address: 4896 Marshall Street Company City: Wheatridge, Colorado, 80033 Company Phone: 303-423-1982 Company Fax: 303-423-0120 Company E -Mail Address: kpatee@fsh1.com Company Website: fourseasonsheatinginc.com - -- - pes�n data ---- -----I-------- - _ - - _ __ --- ---- -------------- -- - - - --- --- - -- - -------------- - - - - Reference City: Denver, Colorado Building Orientation: Front door faces South Daily Temperature Range: High Latitude: 39 Degrees Elevation: 5283 ft. Altitude Factor: 0.823 Elevation Total Adj. Factor: 0.960 Outdoor Outdoor Outdoor Indoor Indoor Grains Dry Bulb Wet Bulb BeLfHum Ba1.1-Ltam Dry Bulb Diffemno Winter: 1 0.21 80% 50% 70 60.70 Summer: 91 59 15% 50% 75 -39 C -fleck Figur --- Total Building Supply CFM: 1,586 CFM Per Square ft.: 0.340 Square ft. of Room Area: 4,665 Square ft. Per Ton: 1,515 Volume (ft') of Cond. Space: 47,908 -- - -_ Building Total Heating Required Including Ventilation Air. 67,348 Btuh 67.348 MBH Total Sensible Gain: 30,160 Btuh 100 % Total Latent Gain: -2,693 Btuh 0 % Total Cooling Required Including Ventilation Air: 30,160 Btuh 2.51 Tons (Based On Sensible + Latent) 3.08 Tons (Based On 85% Sensible Capacity) (and 0.960 Total Derating) - - - - -- - - --- - Rhvac is an ACCA approved Manual J and Manual D computer program. Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. city of Wheof Ridge Building Division Monday, June 24, 2019, 9:30 AM - -- ---- - -- - - - - - --- -- -- - ----------------- --- - --- vaces is Light Commercial HVAC He Elite Software Development, Inc. Four Seasons Heating, Inc 11645 W 32nd With Finished Bsmt Opt VVhaa4 Ridna nn RnnQZ ------------------'---`----------------------'r awe v Miscellaneous ,--effort - - - --------------- - Winter: 0.350 1 0.21 - 80% 50% 70 60.70 Summer: -- - -- 91 59 15% 50% 75 -39.13 --- Duct Sizing Inputs._ ---- Cu,ft./hr 10,752 Cu.ft./hr _ _ r_— CFM X 0.0167 179 CFM Total Building Ventilation: ---- -- --_ CFM Main Trunk CFM gunouts ------ .---_-. __-- Calculate: Yes Yes Use Schedule: Yes Yes Roughness Factor: 0.00030 0.00030 Pressure Drop: 0.0800 in.wg./100 ft. 0.0800 in.wg./100 ft. Minimum Velocity: 650 ft./min 425 ft./min Maximum Velocity: 900 ft./min 560 ft./min Minimum Height: 8 in. 4 in. Maximum Height: 10 in. 8 in. - - Outside Air Data - - - :. _ - - -- - Winter ---- -- --- _- -- - -- - - -- -- - - - - --- - Infiltration Specified: 0.350 AC/hr Summer 0.350 AC/hr 179 CFM 179 CFM Infiltration Actual: 0.350 AC/hr 0.350 AC/hr Above Grade Volume: X 30-721 Cu.ft. i 30.721 Cu.ft. 10,752 Cu,ft./hr 10,752 Cu.ft./hr Total Building Infiltration: X_Q 416.7 179 CFM X 0.0167 179 CFM Total Building Ventilation: 99 CFM 99 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: 0.350 AC/hr (179 CFM) Summer Infiltration Specified: 0.350 AC/hr (179 CFM) City or Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM - Rhvac Residential &Lig Four Seasons Heating, Inc Wheat Ride CO 80033 Load Preview F Scope Building System 1 Ventilation Humidification Zone 1 1 -Dining 2 -Kitchen 3-Mudroom / Stairway 4 -Study 5 -Laundry 6 -Great Room 7 -Entry 8 -Master Closet 9-W/c 10 -Master Bath 11 -Master Bedroom 12-Pdwr 13 -Bath 2 14 -Bedroom 2 15 -Bedroom 4 16 -Hall / Stairway 17 -Bedroom 3 18 -Bath 3 19 -Bedroom 6 Fut 20-Bedrom 5 Fut 21 -Bath Bsmt 22-Rec Room Fut 23 -Game Room Fut 24-Wetbar Fut 25 -Meth Room - --- - -- - --------- -- -- -- -- Elite Software Development, Inc. 11645 W 32nd With Finished Bsmt Opt -- - - - --- - ----_- Paae 4 Net' ft21 Sen LatI Net Sen' Min Min" Sys Y Sys Y Sys Duc! Ton, !Toni Area Gain 1 Gain ! Gain ` Loss i Htg Clg Htg Clgi Act Size -160 963 1,654 79 1,274 411 CFM CFM, CFM CFM CFM 2.51 2,038 4,665 30,160 -2,693 30,160 67,348 965 1,586 965 1,586 1,586 2.51 2,038 4,665 30,160 -2,693 30,160 67,348 965 1,586 965 1,586 1,586 28x10 250 2,003 1,435 -2,168 1,435 6,186 67 -28 67 228 51 4,000 ztS,12b -525 28,726 51,710 166 1,653 -273 1,653 3,170 212 1,411 1,060 2,471 918 194 951 -230 951 2,317 158 963 -160 963 1,654 79 1,274 411 1,685 1,529 451 3,703 -330 3,703 6,135 80 728 -71 728 1,511 112 773 -306 773 2,522 20 19 0 19 28 141 1,350 -159 1,350 1,952 250 2,003 41 2,044 3,765 33 67 -28 67 228 51 598 -156 598 1,238 212 2,008 -116 2,008 2,964 173 1,613 -185 1,613 3,307 138 1,679 -83 1,679 1,684 217 2,041 -164 2,041 3,793 72 527 -195 527 1,524 253 1,239 157 1,396 2,227 263 1,238 158 1,396 2,151 68 0 0 0 126 415 821 -2 821 1,265 290 1,854 -87 1,854 2,721 204 207 199 406 692 413 6 -6 6 2,289 room airflows may be greater than system airflow because [Sum r_oom airflow, option uses the greater of heating or coolina. 965 1,586 965 1,586 1,586 28x10 59 91 59 91 91 1--6 17 78 17 78 78 1--6 43 53 43 53 53 1--5 31 53 31 53 53 1--5 29 70 29 70 70 1--5 114 204 114 204 204 3--5 28 40 28 40 40 1--4 47 43 47 43 47 1--4 1 1 1 1 1 1--4 36 75 36 75 75 1--5 70 111 70 111 111 2--5 4 4 4 4 4 1-4 23-. 33 23 33 33 1--4 55 111 55 111 111 2--5 62 89 62 89 89 1--6 31 93 31 93 93 1--6 71 113 71 113 113 2--5 28 29 28 29 29 1-4 42 68 42 68 68 1--5 40 68 40 68 68 1--5 2 0 2 0 2 1-4 24 45 24 45 45 1-4 51 102 51 1Q2 102 2--5 13 11 13 11 13 1--4 43 0 43 0 43 1-4 City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM Rhvac Residential & Lfght Commerciai HVAC Loads - - -- -- - Elite Software Development, Inc. Four Seasons Heating, Inc 11645 W 32nd With Finished BsmtOpt Wheat Ridge CO 80033 __ ________ 5 1 Duct Size Preview -- Room or Minimum: MaximumE Rough. Design SP Duct' Duct Ht i Duct Name Velocity Velocity E Factor L/100 Loss 33 Velocit Len th g Clg I -Act. Duct i,_ ... y , $ _._... Flow -,__Flow -!___Flow System 1 - .. _ ,. _.. __....._ _. _Size_,., Supply Runouts Zone 1 i 1 -Dining 425 560 0 0.1 464.7 5 9$i 91 1-6 2 -Kitchen 425 560 0 0.1 396.7 1771 78 1--6 3-Mudroom / Stairway 425 560 0 0.1 385.2 43 ', i 531--5 4 -Study 425 560 0 0.1 390,1 31 53 1--5 5 -Laundry 425 560 0 0.1 515.8 29 70 1--5 6 -Great Room 425 560 0 0.1 499.9 114 oil > I 204 3--5 7 -Entry 425 560 0 0.1 460.6 28 8 -Master Closet t__-,�.._,___,__, 40 1--4 425 560 0 0.1 539.2 43 47 1--4 9-W/c 425 560 0 0.1 12.3 1 1 1--4 10 -Master Bath 425 560 0 0.1 546.4 36 75 1--5 11 -Master Bedroom 425 560 0 0.1 405.5 70 Mi I 1112--5 12-Pdwr 425 560 0 0.1 48.7ti 4 4 1--4 13 -Bath 2 425 560 0 0.1 378.3 23 f 33 1--4 14 -Bedroom 2 425 560 0 0.1 406.5 55 I 111 2--5 15 -Bedroom 4 425 560 0 0.1 453.5 62 89 1--6 16 -Hall / Stairway 425 560 0 0.1 472.2 31v'' , I 93 1--6 17 -Bedroom 3 425 560 0 0.1 413.1 71 ! 113 2--5 18 -Bath 3 425 560 0 0.1 333.6 28 N 29 1--4 19 -Bedroom 6 Fut 425 560 0 0.1 501.7 42 ... 68 1--5 20-Bedrom 5 Fut 425 560 0 0.1 501.2 40 68 1--5 21 -Bath Bsmt 425 560 0 0.1 26.9 W -- -p 2 1-4 22-Rec Room Fut 425 560 0 0.1 519.5 24 1 45 1--4 23 -Game Room Fut 425 560 0 0.1 375.4 51 P102 2--5 24-Wetbar Fut 425 560 0 0.1 148 I 91 13 1--4 25-Mech Room 425 560 0 0.1 489.4 i 0 43 1--4 Other Ducts in System 1 Supply Main Trunk 650 900 0 0.1 815.6 - -- 965 1,586 28x10 __--------- __... _......, Summary System 1 Heatinq Flow: 965 Coolinq Flow: 1586 City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM -- - Residential &Light Commercial HVAC Loads - - - - - - Square ft. !hvac Four Seasons Heating, Inc 1,515 Volume (ft') of Cond. Space: 47,908 Elite Software Development, Inc. LVheat RidgeyCO_80033 11645 W 32nd With Finished l3smt Opt ___.------ _.__e__ - - Total Budding ,Summary Loads„ -- -- --° --- -- _. -- _- - -- - - - --- Page 6 - --- - _ -- - - - ------------------------------- Component-- Area Sen ---- - Lat Sen - Total) Description _-- CST GLASS NWC.32 .22: Glazing -Custom Glass U=.32 _-- Quan _ 336.5 Loss _ -------------- 7,429 Gain_ 0 Gam-- - Gain_l SHGC=.22, u -value 0.32, SHGC 0.22 Total Cooling Required Including Ventilation Air: 30,160 Btuh 5,502 5,502 CST GLASS NWC.31 ,24: Glazing -Custom Glass U=.31 15 321 0 415 415 ! SHGC=.24, u -value 0.31, SHGC 0.24 Capacity) CST GLASS NWC.31 .23: Glazing -Custom Glass U=.31 72 1,542 0 1,922 1,922 SHGC=.23, u -value 0.31, SHGC 0.23 CST GLASS NWC.34 .22: Glazing -Custom Glass U=.34 127.4 2,988 0 1,239 1,239 SHGC=.22, u -value 0.34, SHGC 0.22 CST GLASS NWC.32 .24: Glazing -Custom Glass U=.32 46.2 1,020 0 452 452 SHGC=.24, u -value 0.32, SHGC 0.24 CST GLASS NWC.32 ,40: Glazing -Custom Glass U=.32 23.9 529 0 679 679 SHGC=.40, u -value 0.32, SHGC 0.4 CST GLASS NWC.31 .22: Glazing -Custom Glass U=.31 100 2,140 0 2,576 2,576 SHGC=.22, u -value 0.31, SHGC 0.22 11 D: Door -Wood - Solid Core 49.4 1,328 0 423 423 C12F24-OSW: Wall -Frame, Custom, 2X6 WALL WITH R- 2972.9 11,282 0 1,846 1,846 24 INSULATION 15819 -Ow -10: Wall -Basement, , framing with R-19 sill to 1220.2 3,143 0 5 5 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 10' floor depth 151319 -Ow -4: Wall -Basement, , framing with R-19 sill to 163.5 619 0 27 27 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 4' floor depth C151319-10: Wall -Basement, Custom, R-19 Drape 583.6 1,503 0 2 2 Insulation on Foundation Wall C1 6B-49: Roof/Ceiling-Under Attic with Insulation on Attic 2048.4 2,829 0 1,886 1,886 Floor (also use for Knee Walls and Partition Ceilings), Custom, R-49 ATTIC INSULATION 20P-30: Floor -Over open crawl space or garage, Passive, 119.2 288 0 25 25 R-30 blanket insulation, any cover 21A-20: Floor -Basement, Concrete slab, any thickness, 2 1905.3 3,549 0 0 0 or more feet below grade, no insulation below floor, any floor cover, shortest side of floor slab is 20' wide Subtotals for structure: 40,510 0 16,999 I 16,999 People: 7 1,400 1,610 3,010 Equipment: 2,000 6,850 8,850 Lighting: 0 0 0 Ductwork: 0 0 0 0 Infiltration: Winter CFM: 179, Summer CFM: 179 11,200 -3,925 2,596 -1,329 Ventilation: Winter CFM: 99, Summer CFM: 99 6,186 -2,168 1,435 -734 Humidification (Winter) 25.77 gal/day : 9,452 0 0 0 ! AED Excursion: 0 0 671 671 Total Building Load Totals: 67,348 -2,693 30,160 27,467 Check Figures Total Building Supply CFM: 1,586 CFM Per Square ft.: 0.340 Square ft. of Room Area: 4,665 Square ft. Per Ton: 1,515 Volume (ft') of Cond. Space: 47,908 - - - - LBuildmg Loads --- --- - Total Heating Required Including Ventilation Air: 67,348 Btuh 67.348 -city-of-_ -- - I MBH Total Sensible Gain: Total 30,160 Btuh 100 % wheat Rid Latent Gain: -2,693 Btuh 0 % ge Total Cooling Required Including Ventilation Air: 30,160 Btuh 2.51 Tons (Based On S&nCt4Ip,`Latent) 3.08 Tons (Based On 85% Sensible'" Capacity) (and 0.960 Total Derating) Monday, June 24, 2019, 9:30 AM vac - Residential & Light Commercial HVAC Loads- ---- ------ ------ - ---- ---------------------------------------------------------- 6 Elite Software Development, Inc. Four Seasons Heating, Inc 11645 W 32nd nth Finished Bsmt Opt Wheat Ridge ,CO-_ 80033 --_-- __ _ - - ------------- — ---- — - ---------_-= y == - ------------ Total Building Summary- Loads (cont'd) _-- ---___ ---------------- - otes- -- - --- - --- - ._ . - -- --------------- - --- ----- --- -- Rhvac is an ACCA approved Manual J and Manual D computer program. -- - Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACCA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM - -- vac - Residential &Light Commercial HVAC Loads - - - - Elite Software Development Inc. Four Seasons Heating Inc Wheat 11645 W 32nd With Finished Bsmt Opt Ridge CO _80033 __ -- - system _7 5urmary Loads -- - -- - - - - _-� Component - - - Desertion - Area - Sen -- Lat lit --- n Sen - Total -- -:-- _ -- _ __ ____ CST GLASS NWC.32 .22. Glazing -Custom Glass U=.32 Quan ----- 336.5 Loss 7,429 Gain_ 0 - -Gain- Gain SHGC=.22, u -value 0.32, SHGC 0.22 5,502 5,502 CST GLASS NWC.31 .24: Glazing -Custom Glass U=.31 15 321 0 415 415 SHGC=.24, u -value 0.31, SHGC 0.24 CST GLASS NWC.31 .23: Glazing -Custom Glass U=.31 72 1,542 0 1,922 1,922 SHGC=.23, u -value 0.31, SHGC 0.23 CST GLASS NWC.34 .22: Glazing -Custom Glass U=.34 127.4 2,988 0 1,239 1,239 SHGC=.22, u -value 0.34, SHGC 0.22 CST GLASS NWC.32 .24: Glazing -Custom Glass U=.32 46.2 1,020 0 452 SHGC=.24, u -value 0.32, SHGC 0.24 452 CST GLASS NWC.32 .40: Glazing -Custom Glass U=.32 23.9 529 0 679 SHGC=.40, u -value 0.32, SHGC 0.4 679 CST GLASS NWC.31 ,22: Glazing -Custom Glass U=.31 100 2,140 0 2,576 2,576 SHGC=.22, u -value 0.31, SHGC 0.22 11 D: Door -Wood - Solid Core 49.4 1,328 0 423 423 C12F24-OSW: Wall -Frame, Custom, 2X6 WALL WITH R- 2972.9 11,282 0 1,846 1,846 24 INSULATION 151319 -Ow -10: Wall -Basement, , framing with R-19 sill to 1220.2 3,143 0 5 5 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 10' floor depth 15619-0w-4: Wall -Basement, , framing with R-19 sill to 163.5 619 0 27 27 floor in 2 x 6 cavity, core, no board insulation, plus interior finish, wood studs, 4' floor depth C151319-10: Wall -Basement, Custom, R-19 Drape 583.6 1,503 0 2 2 Insulation on Foundation Wall C1 6B-49: Roof/Ceiling-Under Attic with Insulation on Attic 2048.4 2,829 0 1,886 1,886 Floor (also use for Knee Walls and Partition Ceilings), Custom, R-49 ATTIC INSULATION 20P-30: Floor -Over open crawl space or garage, Passive, 119.2 288 0 25 25 R-30 blanket insulation, any cover 21A-20: Floor -Basement, Concrete slab, any thickness, 2 1905.3 3,549 0 0 0 or more feet below grade, no insulation below floor, any floor cover,_ shortest side of floor slab Is 20' wide Subtotals for structure: 40,510 0 16,999 16,999 People: Equipment: 7 1,400 1,610 3,010 Lighting: 2,000 6,850 8,850 Ductwork: 0 0 0 0 0 0 0 Infiltration: Winter CFM: 179, Summer CFM: 179 11,200 -3,925 2,596 •-1,329 Ventilation: Winter CFM: 99, Summer CFM: 99 6,186 -2,168 1,435 -734 Humidification (Winter) 25.77 gal/day : 9,452 0 0 0 AED Excursion: 0 0 671 671 System 1 Load Totals: 67,348 -2,693 30,160 27,467 I_CMeck Figures - - J Supply CFM: 1,586 CFM Per Square ft.. 0.340 Square ft. of Room Area: 4,665 Square ft. Per Ton: 1,515 Volume (ft') of Cond. Space: 47,908 ------ ---- - - -- - SYstem Loads - - Total Heating Required Including Ventilation Air. 67,348 Btuh 67.348 MBH --------------- Total Sensible Gain: 30,160 Btuh 100 % city of Total Latent Gain: -2,693 Btuh 0 % Total Cooling Required Including Ventilation Air: 30,160 Btuh 2.51 Tons (Based On Sensj)%e_'tLa`ttgnt) 3.08 Tons (Based On 85% Sensible Capacity) (and Total Derating) Monday, June 24, 2019, 9:30 AM Rhvac - Residential & Lig Four Seasons Heating, Inc Elite Software Development, Inc. 11645 W 32nd With Finished Bsmt Opt - - - - - - - -- - - - -- ----- ----------- ------------------- ------------- --- —-------- — - --- ---------- -- r a�-C_.� System 1 Summary Loads �cont`d) 1 ._ - -- - ---- - - Notes _ --;--,-- --- - - ----------- -- ---------------------------------- - - -- -- --- ----- — - —._. __ - - - ---- -- --------- . Rhvac is an RCCA approved Manual J and Manual D computerr pr--ogram. ------------------------------------ --- ----' Calculations are performed per ACCA Manual J 8th Edition, Version 2, and ACOA Manual D. All computed results are estimates as building use and weather may vary. Be sure to select a unit that meets both sensible and latent loads according to the manufacturer's performance data at your design conditions. City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM Rhvo ' Residential & Light Commercial FIVAC-1-oads Four Seasons Heating, Inc ' 11 ~'e S- --- 0=a« m� o*5VV32ndWith Finished BnmtOpt ~--~ unocnpoon: Natural Gas cxPropane Furnace Sens Htg Duct Duct Sens Lat Cig Sys 105000 No Name Sensible Capacity: n/a 35.700Btuh Latent Capacity: n/a 6.300Btuh \Nhnot*mg= 8268828 Building Division - - - I---- -.- ------------ _ ___j 1 Dining 186 3.170 59 1-6 485 1653 -273 81 91 2 Kitchen 212 918 17 1-8 397 1'4i1 '051 1060 78 78 3 K0udrnom/ 194 2.317 43 1'5 385 '23O 53 53 Stairway 4 Study 158 1.854 31 1'5 390 003 -160 53 53 5 Laundry 79 1.529 20 1'5 518 1274 411 70 70 8 Great Room 451 8.135 114 3-6 500 3'7O3 '728 '330 204 204 7 Entry 80 1.511 28 1'4 481 '71 40 48 8 Master Closet 112 2.522 47 1'4 539 773 -306 43 47 O W/o 20 28 1 1-4 12 19 O 1 i 10 Master Bath 141 1.952 36 1-5 546 1.350 459 75 75 11 Master Bedroom 250 3.785 70 2-5 405 2'003 41 111 111 12 Pdwx 33 228 4 1-4 40 67 -23 4 4 13 Bath 51 1.238 23 1-4 378 588 '158 33 33 14 Bedroom 212 2.964 55 2-6 407 2.008 410 111 111 15 Bedroom 173 3.307 62 1'6 453 1.613 '185 89 89 16 Hall /Stairway 138 1.884 31 1-6 472 1.679 -83 03 93 � 17 Bedroom 217 3.703 71 2'5 413 2.041 '164 113 113 | 18 Bath 72 1.624 28 1-4 334 527 495 29 29 19 Bedroom GFut 263 2.227 42 1'5 502 1.238 157 08 68 20 8odrnm5Fut 263 2.161 40 1-5 501 1238 ' 158 68 88 21 Be{hBamt 68 126 2 1'4 27 O O 0 2 22 RonRoom Fut 415 1.285 24 1-4 520 821 -2 45 49 23 Game Room Fut 290 2.721 51 2'5 375 1.854 -87 102 102 24 VVatberFut 204 682 13 1-4 148 207 190 11 13 25 K8echRoom 413 2.289 43 1-4 488 _O '0 O 43 Ventilation 8.186 1.435 -2168 Humidification 9.452 ' Syntexn1 total 4.665 87.348 QSb 30,160 '2.093 1,586 1.586 System 1Main Trunk Size: 28x10 in. Velocity: 818 ft./min Loss per 100 ft.: 0.056 i'n.wg -C itir Total Tons lit Btuh Recommended: 3.08 85%/15% 31,417 5,544 136,961 Actual: 3.50 85%/15% 35,700 6,300 412,000 Ment Data Type: Natural Gas Furnace Standard Air Conditioner Indoor Model: CX35-,49C+TDR Brand: MERIT 90 MERIT 13ACX SERIES unocnpoon: Natural Gas cxPropane Furnace Efficiency: 93/\FUE 13 SEER Sound: Capacity: 105000 42000 Cijvm Sensible Capacity: n/a 35.700Btuh Latent Capacity: n/a 6.300Btuh \Nhnot*mg= AHR|Reference No.: n/a 8268828 Building Division �---�-'�-���� [Nonday.June 24.2U18.Q�30AK8 Rhvac -Residential $Light Commercial HVAC Loads Elite Software Development, Inc: Four Seasons Heating, Inc Wheat Ride CO 11645 W 32nd With Finished Bsmt Opt _80033 ' - _ ----- ---- - Nigel!] uildi-na Rotatio- F°�e�art - - ------------------------------------------- ... - - - - - - -- - - - -- -- — - - - --- - 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 South FIn- dividual_Rooms - .- -- -- 00 Rm. Room Rot. 45° Rot. 90° Rot. 1350 Rot: 180° 225° — 2700' - -- 31-5' -_ `High. -No, _,Name -------- -- - ---- -CFM- - -CFM CFM Rot. --CFM- - Rot. Rot. Rot. CFM Duct System 1. 1,661 31,527 -2,693 2.63 3.22 -CFM---------------CFM West ---------Size.: 31,195 Zone 1: 3.19 135° Northwest 1,690 32,036 -2,693 2.67 3.27 180° 1 Dining 91 111 124 121 103 125 *131 120 2--5 2 Kitchen 78 76 76 76 76 76 78 *80 1--6 3 Mudroom ! -2,693 *2.80 *3.43 * Indicates highest value of all rotations. Stairway *53 44 43 44 51 48 43 50 1--5 4 Study 53 67 74 61 44 61 *76 71 1--5 5 Laundry *70 62 54 62 69 66 60 69 1--5 6 Great Room 204 293 362 326 244 327 *371 308 4--6 7 Entry 40 53 59 47 32 47 *60 55 1--5 8 Master Closet 47 51 55 47 47 47 *56 54 1--5 9 W/c 1 1 1 1 1 1 1 *1 1-4 10 Master Bath *75 65 47 65 73 58 38 61 1--5 11 Master Bedroom 111 139 161 150 123 150 *166 146 2--6 12 Pdwr *4 4 4 4 4 4 4 4 1--4 13 Bath 2 *33 27 23 27 32 29 23 31 1--4 14 Bedroom 2 *111 95 78 95 108 102 89 107 2--5 15 Bedroom 4 89 101 107 95 80 95 *110 106 2--5 16 Hall / Stairway *93 69 39 69 91 79 54 83 1--6 17 Bedroom 3 113 118 116 112 103 116 123 *127 2--5 18 Bath 3 *29 28 28 28 28 28 28 28 1--4 19 Bedroom 6 Fut *68 62 50 62 67 57 45 60 1--5 20 Bedrom 5 Fut *68 62 50 62 67 57 45 60 1--5 21 Bath Bsmt *2 2 2 2 2 2 2 2 1--4 22 Rec Room Fut 45 44 44 44 44 44 45 *47 1--4 23 Game Room Fut *102 80 54 80 100 90 68 95 2--5 24 Wetbar Fut *13 13 13 13 13 13 13 13 1--4 25 Mech Room *43 43 43 43 43 43 43 43 1--4 * Indicates highest CFM of all rotations. ;_Whole Building Rotation Front door Supply Sensible Latent -- Net ----- - - --_ Recommended' Decrees_- Fads, -- - - - _ _._._ ._- CFM -- --- - Gam -- ------ -- :Gain ._ - Tons Tons 0 South 1,586 30,160 *-2,693 -- - 2.51 3.08 450 Southwest 1,661 31,527 -2,693 2.63 3.22 900 West 1,643 31,195 -2,693 2.60 3.19 135° Northwest 1,690 32,036 -2,693 2.67 3.27 180° North 1,586 30,156 -2,693 2.51 3.08 2250 Northeast 1,717 32,532 -2,693 2.71 3.32 2700 East 1,717 32,535 -2,693 2.71 3.32 315° Southeast *1,773 *33,555 -2,693 *2.80 *3.43 * Indicates highest value of all rotations. City or W h -Q1 Pic,91 ew/c/ n9 Division Monday, June 24, 2019, 9:30 AM Rhvac - Residential & l.lg Four Seasons Heating, Inc 3.4 3.3 3.2 3.1 N 0 O 3.0 c 0 0 U 2.9 2.8 2.7 2.6 2.5 11645 W 32nd With Finished BSmt Opt Building Rotation Tonnage - Building Recommended Tonnage Building Net Tonnage Monday, June 24, 2019, 9:30 AM Rhvae Four Se: Wheat R BUlld Rotation 38,000 37,000 36,000 35,000 34,000 33,000 32,000 31,000 to c 0 30,000 v z m c v 29,000 m 28,000 27,000 26,000 25,000 24,000 23.000 22,000 11 Building Rotation Hourly Net Gain Bsmt Opt ^- Front door faces South Front door faces Southwest --�� Front door faces West -e. Front door faces Northwest Front door faces North Front door faces Northeast A Front door faces East Front door faces Southeast City of Wheat Ridge Building Division Monday, June 24, 2019, 9:30 AM 11645 W 32ND ST SPECIFICATIONS Gas Model No. ML193UH03OXE36B ML193UH045XE36B ML193UH07OXE36B ML193UH09OXE36C Heating AHRI Reference No. Performance 20256877 20256878 20256879 20256880 _ I AFUE 93% 93% 93% 93% Input - Btuh Output - Btuh 30,000 44,000 66,000 88,000 29,000 42,000 63,000 84,000 Temperature rise range - °F Gas Manifold Pressure (in. w.g.) Nat. Gas / LPG/Propane 25-55 30-60 40 - 70 50-80 3.5/10 3.5 110.0 3.5/10.0 3.5/10 High static - in. w.g. 0.5 0.5 0.5 0.5 Connections Intake / Exhaust Pipe (PVC) in. Gas pipe size IPS 2/2 2/2 2/2 2/2 1/2 1/2 1/2 1/2 Condensate Drain Trap (PVC pipe) - W. with furnished 90° street elbow with field supplied (PVC coupling) - o.d. 3/4 3/4 3/4 3/4 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT Indoor Wheel nom. dia. x width - in. Blower Motor Type Motor output - hp Tons of add-on cooling Air Volume Range - cfm 10 x 8 10 x 8 10 x 8 10 x 8 DC Brushless DC Brushless DC Brushless DC Brushless_ 1/2 1/2 1/2 1/2 1.5-3 1.5-3 1.5 - 3 15-3 175-1435 355-1420 355.-1430 405-1410 Electrical Voltage Data Blower motor full load amps Maximum overcurrent protection 10,9 �d9e 120 volts - 60 hertz - 1 phase _ 6.8 6.8 6.8 6.8 15 15 15 15 Shipping Data lbs. - 1 package 1 120 120 127 144 — rmo dllu Piwiswns ioi mvunung are not turnisned and must be field provided. I Annual Fuel Utilization Efficiency based on DOE test procedures and according to FTC labeling regulations. Isolated combustion system rating for non -weatherized furnaces. SPECIFICATIONS Gas Model No. ML193UH09OXE48C ML193UH11OXE48C ML193UH11OXE60C Heating AHRI Reference No. Performance 20256881 20256882 20256883 AFUE 93% 93% 93% Input - Btuh Output - Btuh 88,000 110,000 110,000] 84,000 104,000 105,000 Temperature rise range - °F 45-75 50-80 45-75 _ Gas Manifold Pressure (in. w.g.) Nat. Gas / LPG/Propane�i 3.5/10.0 3.5/10 3.5 / 10 High static - in. w.g. 0.5 0.5 Q 5 Connections Intake / Exhaust Pipe (PVC) in. Gas pipe size IPS 2/2 2/2 2/2 1/2 1/2 1/2 Condensate Drain Trap (PVC pipe) - W. with furnished 90° street elbow with field supplied (PVC coupling) - o.d. 3/4 3/4 3/4 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 Mipt 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT 3/4 slip x 3/4 MPT Indoor Wheel nom. dia. x width - in. Blower Motor Type Motor output - hp Tons of add-on cooling Air Volume Range - cfm 10 x 10 10 x 10 11-1/2 x 10 A DC Brushless DC Brushless DC Brushless 3/4 3/4 1 2.5-4 2.5-4 3 - 5 830-1710 850-1750 1085 -_2150 Electrical Voltage Data Blower motor full load amps Maximum overcurrent protection 120 volts - 60 hertz - 1 phase _ 8.4 8.4 10,9 �d9e 15 15 Shipping Data lbs. - 1 package 144 156 OTE - Filters and provisions for mounting are not furnished and must be field provided. ' Annual Fuel Utilization Efficiency based on DOE test procedures and according to FTC labeling regulations. Isolated combustion system rating for non -weatherized furnaces ML193UHE / Page 8 BLOWER DATA 11645W32NDST' ML193UH09OXE48C PERFORMANCE (Less Filter) Air Volume / Watts at Different Blower Speeds External Static Pressure in. w.g. Bottom Return Air, Side Return Air with Return Air from Both Sides or Return Air from Bottom and One Side. Single Side Return Air -Air volumes in bold (over 1800 cfm) require Optional Return Air Base and field fabricated transition to accommodate 20 x 25 x 1 in. air filter in order to maintain proper air velocity. External Medium Med-Low Low Air Volume / Watts at Various Blower Speeds cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts 0.00 Static Pressure 1755 345 High Medium -High Medium Medium -Low 1715 353 Low in, w.g, cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts 0.00 1710 373 1500 256 1395 200 1315 164 1205129 0.60 0.10 1675 381 1475 263 1365 206 1275 173 1160 135 0.20 1655 392 1460 273, 1315 219 1230 185 1110 142 0.30 408 1410 282 1290 225 1195 192 1065 151 0.40 416 1____J245 236 1155 203 1010 160 0.50 V1445 429 1335 308 1200 246 1105 214 965 167 0.60 439 1295 315 1160 255 1060 221 915 176 0.70 453 1260 325 1105 268 1015 229 875 184 0.80 464 1230332 1 1085 1 275 980 240 830 195 ML193UH110XE48C PERFORMANCE (Less Filter) External Air Volume/ Watts at Various Blower Speeds Static Pressure High Medium -High Medium Medium -Low Low in, w.g. cfm Watts cfm Watts cfm Watts cfm Watts cfm _ Watts 0.00 1750 372 1535 254; 1410 200 1330 169 1220 128 0.10 1715 380 1495 262 1380 208 1295 176 1175 135 0.20 1680 391 1470 272 1355 220 1255 184 11 35 145 0.30 1640 405 1425 284 1300 230 1220 194 1085 154 0.40 1615 418 1395 296' 1260 239 1170 206 1025 162 0.50 1580 433 1345 305 1225 249 1130 212 975 170_ 0.60 1540 445 1315 315 1180 258 1080 223 935 179 0.70 1515 450 1285 325 1135 268 1035 230 895 186 0.80 1470 467 1230 334 1095 278 995 240 850 192 ML193UH110XE60C,'PERFORMANCE (Less Filter) City of Wheat Ridge Building Division Air Volume / Watts at Different Blower Speeds External Static Pressure in. w.g. Bottom Return Air, Side Return Air with Return Air from Both Sides or Return Air from Bottom and One Side. Single Side Return Air -Air volumes in bold (over 1800 cfm) require Optional Return Air Base and field fabricated transition to accommodate 20 x 25 x 1 in. air filter in order to maintain proper air velocity. High Med-High Medium Med-Low Low High Med-High Medium Med-Low Low_ cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts cfm Watts 0.00 2150 624 1915 436 1755 345 1650 280 1480 201 2175 (i07 1930 412 1760 330 1645 271 1475 199 0.10 2120 633 1880 441 1715 353 1605 288 1435 210 2135 614 1885 421 1705 342 1595 280 1415 207 0.20 2085 648 1830 455 1665 362 1560 298 1360 220 2085 628 1830 437 1670 351 1545 293 1370 218 0.30 2040 663 1795 468 1630 374 1515 317 1325 229 2035 647 1790 451 1625 364 1500 308 1315 227 0.40 2005 675 1760 482 1585 386 1470 327 1270 244 1995 657 1755 469 1590 378 1460 319 1275 240 0.50 1965 688 1710 496 1540 399 1425 336 1230 251 1985 674 1725 478 1545 391 1410 329 1225 250 0.60 1935 705 1680 507 15101 408 11390, 347 11180 263 19251 687 1675 494 1495 401 1375 343 1170 257 0.70 0 80 1885 715 1635 521 ,. 1485 425 1345 359 1140 271 1900 698 1635 506 1450 413 1330 351 1125 270 1855 735 '+1600,;534 1440 426 1305 367 1085 279 1850 711 1605 520 1415 430 1285 363 1n75 7R1 City of Wheat Ridge Building Division AIR RESISTANCE Model No. Air Volume Total Resistance Dry Coil Wet Coil cfm in. w.g. in. w.g. CX35-18/24A-6F CX35-18/24B-6F600 400 0.06 0.08 0.11 0.17 800 0.18 0.25 1000 0.27 0.39 1200 0.37 0.52 CX35-24A-6F 400 0.05 0.05 600 0.09 0.10 800 0.16 0.18 1000 0.23 0.26 1200 0.32 0.36 CX35-246-61F 400 0.03 0.04 600 0.07 0.09 800 0.11 0.15 1000 0.17 0.22 1200 0.23 0.31 CX35-30A-6F 600 0.07 0.08 800 0.12 0.13 1000 0.18 0.20 1200 0.26 0.28 1400 0.34 0.37 CX35-30B-6F 600 0.06 0.06 800 0.09 0.11 1000 0.13 0.16 1200 0.19 0.23 1400 0.25 0.31 CX35-30/36A-6F 800 0.13 0.14 1000 0.19 0.21 1200 0.27 0.30 1400 0.34 0.39 1600 0.45 0.51 CX35-30/366-6F CX35-30/36C-6F CX35-36B-6F 800 0.08 0.11 1000 0,13 0.16 1200 0.17 0.21 1400 0.22 0.28 1600 0.29 0.34 CX35 - 1.5 to 5 Ton Indoor Coils / Page 4 11645 W 32ND ST Model No. Air Volume Total Resistance Dry Coil Wet Coil cfm in. w.g. in. w.g. CX35-36A-6F 800 0.13 0.14 1000 0.19 0.21 1200 0.27 0.30 1400 0.34 0.39 1600 0.45 0.51 CX35-48B-6F _ 1000 0.13 0.13 1200 0.18 0.18 1400 0.23 0.24 1600 0.30 0.31 1800 0.37 0.40 CX35-48C-6F . ae f a n •r a ���.;°: 1000 0.07 0.09 1200 0.10 0.12 1400 0.13 0.16 1600 0.16 0.20 1800 0.20 0.24 CX35 49C 6F lip 1200 0.08 0.12 1400 0.13 0.17 1600 0.17 0.22 18, �. 2 �. 0.28 2000 0.28 0.35 CX35-50/60C-6F 1200 0.13 0.17 1400 0.18 0.23 1600 0.23 0.29 1800 0.28 0.37 2000 0.34 0.43 CX35-60D-6F 1400 0.11 0.15 1600 0.14 0.18 1800 0.17 0.21 2000 0.21 0.27 2200 0.25 0.32 2400 0.30 0.37 CX35-60C-6F 1400 0.15 0.19 1600 0.19 0.23 1800 0.24 0.28 2000 0.29 0.34 2200 0.33 0.40 y 2400 0.39 0.46 City of wheat Ridge Building Division 11645 W 32ND ST AHRI SYSTEM MATCHES - NORTH REGION NOTE - For the latest up- -date s stem matches lease visit the AHRI web site at hft Model No. Expansion Device Capacity SEER EER w.a Coil or Air Handl ler rl Irec o .or Fur Furnace AHRI Reference 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SL018513124/141V60 8266781 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLO185UF124/141V60 8266780 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-48C SLP98UH09OXV36C 8269597 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLP98UH09OXV48C 8266810 13ACXN042-230 TXV 43,500 14.50 12.00 CX35-48C SLP98UH09OXV60C 8269596 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-48C SLP98UH11OXV60C 8266811 13ACXN042-230 TXV 41,500 13.00 11.00 CX35-48C 8266778 13ACXN042-230 TXV 43,000 14.50 12.50 CX35-49C CBWMV-60C-100 8269599 13ACXN042-230 TXV 43,500 14.50 12.50 CX35-49C CBWMV-60C-120 8269600 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL180UH090E60C 8266827 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL180UH11OE60C 8266823 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL180UH11OXE60C 8266825 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C EL195UH090XE48C 8266837 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL195UH11OXE60C 8266838 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C EL296UH09OXE48C 8266834 13ACXN042-230 TXV 43,500 14.50 12.00 CX35-49C EL296UH09OXV36C 8269601 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH09OXV48C 8266839 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C EL296UH09OXV60C 8266840 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH11OXE60C 8266835 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH11OXV48C 8266841 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C EL296UH11OXV60C 8266842 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH09OV60C 8266847 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH09OXV60C 8266849 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH11OV60C 8266848 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL280UH11OXV60C 8266850 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SL018513124/141V60 8266822 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SLO185UF124/141V60 8266821 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C SLP98UH09OXV36C 8266843 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-49C SLP98UH09OXV48C 8266844 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-49C SLP98UH09OXV60C 8266845 042 230 TXV 42,500 „ 14 0011,,50 CX35, 49C _ SLP9$UH110XV60C 8266846 13ACXN042-230 TXV 42,000 13.00 11.00 CX35-49C 8266820 13ACXN042-230 TXV 42,500 y 14.50 12.00 CX35-50/60C CBWMV-60C-100 8269612 13ACXN042-230 TXV 42,500 14.50 12.00 CX35-50/60C CBWMV-60C-120 8269613 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-50/60C EL180UH09OE60C 8266856 13ACXN042-230 TXV 41,500 14.00 11.50 CX35-50/60C EL180UH110E60C 8266854 13ACXN042-230 TXV 41,500 14.00 11.50 CX35-50/60C EL180UH11OXE60C 8266855 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-50/60C EL195UH09OXE48C 8269606 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-50/60C EL195UH11OXE60C 8269607 13ACXN042-230 TXV 42,000 14.00 11.50 CX35-50/60C EL296UH09OXE48C 8269605 13ACXN042-230 TXV 42,500 14.00 12.00 CX35-50/60C EL296UH09OXV36C 8269620 13ACXN042-230 TXV 42,500 14.50 12.00 CX35-50/60C EL296UH09OXV48C 8269621 13ACXN042-230 TXV 43,000 14.00 12.00 CX35-50/60C EL296UH09OXV60C 8269619 13ACXN042-230 TXV 42,500 14.00 11.50 CX35-50/60C EL296UH11OXE60C 8269604 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C EL296UH110XV60C 8269618 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH09OV60C 8269611 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH09OXV60C 8269608 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH11OV60C $269610 13ACXN042-230 TXV 43,000 14.50 12.00 CX35-50/60C SL280UH110XV60C,; 8269609 NOTES. TXV = Matched with Thermostatic Expansion Valve. v , RFC = Matched with RFC metering device. AHRI certified to AHRI Standard 210/240 (with 25 ft. of connecting refrigerant lines); 95°F outdoor air temperature, 80°F db / 67°F wb entering evapor6t2r,air. All ratings include the use of a blower time delay relay (TDR). All Lennox variable -speed furnaces and Air Handlers have time delay capabilities. Other Furnaces and Air Handlers may require an optional time delay relay (58M81) for field installation. See furnace or air handler specifications to determine if relay is needed. Also see Expansion Valve Kit Usage Table. 13ACX - 1.5 to 5 Ton Air Conditioner I Page 61 RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Page 2 of 6 w i — — 5112'1 1 D4V � I I F 'J I II f I LL- r. I I KITCH N. ALTERNATIVE c9 LOCATION OR MECH CHASE L — OVENS iv -+ FAIR 2680 FRENCH DRG ih p 112 A' 4'-Q iq $' 1©" t' S, 16R 51 L 12 _9Y l tc� HANDRAIL 1 1 9'-11 18° CLO 1 Co rER ON 16K I'd 4 +1$" OENCH io .. ___.. 6-101. in f W/HOOKS & 51IL115AMY k M112 t r . - ... n nncr_ ru r City of Wheat Ridge Building Division https://mail.aol.com/webmail-std/en-us/PrintMessage 6/25/2019 RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Page 3 of 6 11/21, , . 4'-9" 2'-1 ; © q N iC1 t9 .. _ GUAKDRAIt_ HANDRAIL in PER CODE ' '.j PER CODE 9-11/811 CLG iCLG 1 i�} DN 16R 44-- 51/2° '' 4'-0' 1d 5 0'" 91 t3'° /4'-9718" 2'-414' 1tY 4'" 51/2" YI 221, X,Sa., 2680 R & 5 ATTIC ACCE55 — 2-300 5H 6080 DYM557 , Kyle Patee Design Dept. Four Seasons Heating (303)423-1982 kpatee @Ush l .coni From: Kyle Patee Sent: Monday, June 24, 2019 7:52 AM To: P-wkbacli@aol.com Cc: Dan Maul <dmaul cr fsh l.con►> Subject: RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC City o1 Gary, W h�'Qt Ridge &uildin9 1 I also Noticed that the insulation scheduled you sent us from your insulation bid does not call out a floor value for the cantileve °n spaces or the rooms over unconditioned spaces. For this Address it is Bedroom 3 that has garage space below it. We need to know the value of the insulation you will be installing in this area. Code minimum for floors is an R-30 insulation. https://mail.aol.com/webmail-std/en-us/PrintMessage 6/25/2019 RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Page 1 of 6 From: Kyle Patee <kpatee@fsh1.com> To: gwkbach@aol.com <gwkbach@aol.com> Subject: RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Date: Mon, Jun 24, 2019 2:24 pm Gary, Do you know what Energy Code the City of Wheat Ridge is under? I'll need to know for the res check Kyle Patee Design Dept. Four Seasons Heating (303)423-1982 kpatee@fshl.com From: Kyle Patee Sent: Monday, June 24, 2019 11:15 AM To: gwkbach@aol.com Cc: Dan Maul <dmaul@fshl.com> Subject: RE: 11645 W 32nd Ave Wheat Ridge Spec Home GK Builders Group, LLC Gary I'm having some trouble finding mechanical return pathways to the upper level. I was wonder if We could create a mech chase on the main level (in the pantry closet) and the upper level bed 4 closet. This would give me the air I need for the upper level that I can bring an 14" RA Riser up to serve the upper level. This was really one of the only pathways I could see that would work but wouldn't impact the whole layout of the house. See markups below and Please Feel email me or call to discuss if you have any questions Thanks Iain Floor, C;ry of whe°t R1d9e �uild�n9 piv►5'°n https://mail.aol.com/webmail-std/en-us/PrintMessage 6/25/2019 L 30 dSl 'nu .DZ=.I ams 6L -81-E -.slw snauv Nf -a9u Ha onosro NVH xmvxa 6ZD6L �+a�0 D V m'b D0z n o 0, Nv 3 o°iO =C w z B a ? City of Whe- at l idg1c R E C 21 V E D COMMUNITY DEVELOPMENT Building & Inspection Services OCT 2 7500 W. 29"' Ave., Wheat Ridge, CO 80033] Office: 303-235-2855 * Fax: 303-237-8929 Per—P.— Inspection Line: 303-234-5933 Email: permits(cDci.wheatridge.co.us FOR OFFICE USE ONLY Date: Plan/Permit # Plan Rgyiew Fee: t1'1�2.53`I Building Permit Application *** Complete all applicable highlighted areas on both sides of this form. Incomplete applications may not be processed. *** Property Address: Owner Property Owner Email: 11645 W. 32nd Ave. Allen Mok .com Tenant Name (Commercial Fjrojects Property Own Mailing 184th ress: (ifIte fferel Address: 101 Ave 240 IN Architect/Engineer Contractor Name CO Gomez - Lawrence and Gomez Architects 303-426-5550 omez.com Phone: 720-971-6989 c / 303-499-9505 o Pete Helseth / Helseth Construction LLC City of Wheat Ridge License #: 180274 Phone: 303-674-8900 (o) / 303-919-9351 (c) Contractor E-mail Address: petehelseth@gmail.com For Plan Review Questions & Comments (please print): CONTACT NAME (please print): Pete Helseth Phone: 303-919-9351 CONTACT EMAIL(p/ease print): petehelseth@gmail.com Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor Authorization form): Electrical: Mercury Electric Plumbing: McLaughlin Plumbing Mechanical: North ilenn Heating W.R. City License # 018644 W.R. City License # PC 0002734 W.R. City License # 09772 Other City Licensed Sub: Other City Licensed Sub: City License # City License # Cwmc4r4i&e 4b enia Reimer ,acv cel 7 14. APRic to y From: Pete Helseth <petehelseth@gmail.com> Sent: Thursday, January 10, 2019 5:59 PM To: Lagenia Reimer Subject: Re: 11645 W. 32nd Ave SFD 201802820 permit ready Hi Lagenia, We had previously informed your office that the property owner needed to wait to build his home until he had some cashflow issues resolved. However, today, he just informed us that the design came in too expensive and he now intends to sell the vacant lot. So it sounds like you can put the permit package on hold until its expiration date in April, though barring an unforeseen change in the owner's finances, we probably won't use it even then. Thanks, Pete Helseth Helseth Construction LLC 303-674-8900 303-919-9351 (cell) petehel sethA gmail. com http://www.helsethconstruction.com 2017 :: M E L E SUPER' AWARD -- CONSTRUCTION On Jan 10, 2019, at 11:15 AM, Lagenia Reimer <lreimer(a,ci.wheatridge.co.us> wrote: Good Morning Pete, Would you please let me know the status on this project and when you anticipate pulling this permit? The permit has been approved since November 16, 2018. Our records reflect that the electrician, Mercury Electric Co. Inc. and McLaughlin's Plumbing need to update their contractor's licenses before we are able to issue the permit. If you have any questions please contact me at 303-235-2810. Your prompt response is appreciated. Sincerely, Lagenia Reimer 4. Permit Technician 7500 W 29th -Avenue Wheat Ridge, Colorado 80033 Office Phone: 303-235-2810 Fax: 303-237-8929 www.ci.wheatrid eg co.us <image001.jpg> CONFIDENTIALITY NOTICE: This e-mail contains business -confidential information. It is intended only for the use of the individual or entity named above. If you are not the intended recipient, you are notified that any disclosure, copying, distribution, electronic storage or use of this communication is prohibited. If you received this communication in error, please notify us immediately by e-mail, attaching the original message, and delete the original message from your computer, and any network to which your computer is connected. Thank you. Complete all highlighted fields. ❑COMMERCIAL ❑x RESIDENTIAL Provide description of work: For ALL projects, provide a detailed description of work to be performed, including current use of areas, proposed uses, square footage, existing condition and proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc. New Single Family Dwelling. 1695 square feet finished + 1185 square feet unfinished + 525 sf garage. 3 Bedrooms, 2-1/2 Bathrooms. Please outline specifications on Cover Sheet of plans for additional info. Sq. FULF BTUs Gallons Amps Squares For Solar: KW # of Panels Requires Structural For Commercial Projects Only: Occupancy Type: Construction Type: Occupancy Load: Square Footage: Project Value: (Contract value or the cost of all materials and labor included in the entire project) $ 425.725 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. 1, the applicant for this building permit application, warrant the truthfulness of the information provided on the application. CIRCLE ONE: (OWNS (CONTRACTj(AUTHORIZED REPRESENTATIVE) of (OWNER) (CONTRACTOR) Signature (first and last name): DATE: 10/23/18 Printed Name: Peter J. Helseth s `•q DEPARTMENT USE ONLY 3 ZONING COMMMENTS: � r r-J� OCCUPANCY CLASSIFICATION: n (N� CONSTRUCTION TYPE:', Reviewer. � i c�/ BUILDING DEPARTMENT COMM NTS: 6000,1W.-75 1,1$s S� k9zl L FZ.�t, SB.S•QD Reviewer.Q& S�'s� )<• .il��.p� .Z �ZS'i v�i$ 4(111� PUBLIC WORKS COMMENTS: ge; eotVl•rlCM!Ev— GF APP;20VAL Atom jZjED' LINE,V 5{TL PLAIN X02 Reviewer: %' �l/COI It e? 0•X • Building Division Valuation: v5 101 J City of IRCOM�MUNrryWheat�dge DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. November 16, 2018 Alan Mok 101 W. 84"' Avenue Suite 240 Thornton, CO 80260 Dear Mr. Mok: Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303.235.2857 'COP� This is to inform you that your building permit for a new single family residence at 11645 W. 32nd Avenue has been approved by the Planning Division with the following conditions: 1. As part of the foundation inspection and PRIOR TO THE FIRST FRAMING INSPECTION, 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. USE CITY'S STANDARD FORM. 2. Prior to project completion or granting of a Certificate of Occupancy, an As -Built Survey or Improvement Survey Plat shall be submitted to the City. 3. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. 4. The first 25' of a driveway from the existing edge of pavement into the site shall be surfaced with concrete, asphalt, brick paver or similar material. Contact Dept of Public Works for ROW Permit 303-235-2861. 5. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. 6. All landscaping shall be installed in accordance with the approved landscape plan prior to issuance of a C.O. If landscaping cannot be installed prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. 7. Prior to issuance of a CO, one tree(s) shall be planted within the front setback. In addition, no less than twenty-five percent (25%) of the gross lot area and no less than one hundred percent (100%) of the front yard shall be landscaped. If landscaping cannot be installed prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. 8. Parkland fees in the amount of $2497.29 must be paid prior to permit issuance. Please call me at 303-235-2848 if you have any questions. Sincerely, Meredith Reckert, AICP Senior Planner www.ci.wheatridge.co.us City of .SINGLE TAMIL "UPLEX " h16at" - e BUILDI WORKSNG PE"IT APPLICATIONREVIEW Date: Location: 2 nd AVG ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a _A19& located at the above referenced address. Please note the comments checked below. 1Drainage: a. Drainage Letter & Plan required: Yes No b. Site drainage/grading plan have been reviewed and are: ZOK refer to 2. Public Improvements required & to be completed with project: stipulations. a. street paving/patching: Yes --t(—No b. curb & gutter: —Yes � No Completed c. sidewalk: Yes- No Completed d. Other (specify): — Yes No Completed Completed For items not constructed, the amount of funds taken in lieu of construction: $-2471, 7 3./ Does all existing roadway/alley R.O.W. meet the standards of the City: _Z Yes If not, what is required? No 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. Signature Mark Van Nattan Dat— e 5. WNOT 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. 4L Stipulations:,, 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. lI 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 heat Ridge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29" Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 PUBLIC WORKS DEVELOPMENT REVIEW FEES Location of Construction: _ t U2 ¢5 U/- Nd d V Purpose of Construction: Single Family V_ Commercial Multi -Family Development Review ProcessingPee: ................................................ $100.00 (Required of all projects for document processing) L Single Family Residence/Duplex Review Fee: ..................................... $50.00 $--512" Commercial/Multi-Family Review Fees: • Review of existing or minimal technical documents: ........................ $200.00 $ • Initial review' of technical civil engineering documents (Fee includes reviews of the 1"` and 2nd submittals) :.......................... $600.00 $ • 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 $ ' Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes have not been made to the civil documents or the Traffic Study as requested by staff, further reviews of the Application will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal (% initial review fee): .................................................... $300.00 $ 4d' 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): C aL� PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE ADDITIONAL LICENSING AND PERMITTING FEES REQUIRED FOR CONSTRUCTION OF IMPROVEMENTS WITS PUBLIC RIGHT-OF-WAY. Vv„ N.cl.%vben(ridge.co.us Rev 12/12 i City of Wheat �idge PUBLIC WORKS City of Wheat Ridge Municipal Building 7500 W. 29'x' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION DATED: 1\/DV 2018 ADDRESS: l l 0 4 5 IAV,'' 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. ci. w h ea tri dg e. co. u s Rev 2/08 4 City of W h6 at �dge PUBLIC WORKS CONDITIONS OF APPROVAL Address: 11645 W. 32nd Avenue Permit Number: 201802820 C(C)pr Approval of this building permit is subject to the following conditions and notes: • Public improvement (detached 6' wide sidewalk) is required for this property per City Code of Ordinances, Section 26-417 E.1.d. As existing curb, gutter and attached sidewalk exist on this and adjacent properties, the construction of the detached sidewalk is deemed to be impractical at this time and the City, therefore, recommends the owner provide fees in lieu of construction. An estimate of costs is provided on the attached FEE CALCULATION WORKSHEET, to be collected PRIOR to the issuance of the Building Permit. • A new drivecut and shall be installed on W. 32nd Avenue and shall be compatible with ADA requirements. See attached CDOT detail M-609-1, Type 3 for details. Driveway apron should be 7'/2" above flowline in W. 32nd Avenue to protect property from stormwater incursion. • Direct roof drain downspouts in the directions indicated on red -lined Site Plan to protect adjacent properties from stormwater runoff. • A 6" high concrete curb (or approved equal.) shall be required along the easterly property line as redlined to protect neighbor from stormwater runoff. • Grade sump discharge area to accept 64 sf of medium riprap for erosion protection. Swales from the west and south should terminate in this armored depression before exiting the property at the northeast corner. • A ROW Construction Permit shall be required prior to commencement of any construction within the public ROW. Contact Public Works at 303-235-2861. MVN 11/6/18 Page 1 of 1 FEE CALCULATION WORKSHEET FRONTAGE LENGTH W. 32nd Avenue 56.0 LF Cost of curb, gutter and sidewalk $ 2,471.37 Note: The frontage length is taken from the Land Survey Plat by Gillians Land Consultants dated 7/15/16. Fee Calculation Worksheet 11645 W 32 - Mok Residence.xlsx rrioK &esiaence Date: Address: 111645 W. 32nd Avenue By: Item Description Quantity Unit Unit Cost Item Cost 1 Excavation & Embankment Earthwork — rough grade — 6' wide 0.67 SY $ 6.66 $ 4.44 Earthwork — fine grade — 6' wide 0.67 SY $ 4.33 $ 2.88 2 Reconditioning Reconditioning & proofrolling — 6' wide 0.67 SY $ 2.87 $ 1.91 3 Sidewalk Concrete sidewalk — 6" thick and 6' wide 0.67 SY $ 52.34 $ 34.89 Total cost per linear foot $ 44.13 FRONTAGE LENGTH W. 32nd Avenue 56.0 LF Cost of curb, gutter and sidewalk $ 2,471.37 Note: The frontage length is taken from the Land Survey Plat by Gillians Land Consultants dated 7/15/16. Fee Calculation Worksheet 11645 W 32 - Mok Residence.xlsx TYPE 3 ISOMETRIC VIEW DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 6" 6„ CURB & GUTTER VARIES 2% DRIVEWAY (BY OTHERS) SECTION B -B Computer File Information BID ITEM Sheet Revisions Colorado Department of TransportationCURB GUTTERS STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD Date: Comments NOTES 6' DRIVEWAY WIDTH SHOWN ON PLANS 6, 4201 East Arkansas Avenue B Last Modification Date: 07/04/12 Initials: LTA_-- Q 1. DRAINAGE STRUCTURES, TRAFFIC SIGNAL EQUIPMENT, l)T Denver, Colorado 80222AND Phone: (303) 757-90833M-609-1 SIDEWALKS JUNCTION BOXES,AND OTHER OBSTRUCTIONS SHOULD NOT BE PLACED IN FRONT OF THE DRIVEWAY RAMP Fax: (303) 757-9820 DRIVEWAY ACCESS AREAS. CRED WING (TYP.) Project Development Branch DD/LTA Issued By: Project Development Branch on July- 4, 2012 Sheet No. 4 of 4 SLOPE VARIES 2. FOR THE CURB AND GUTTER SHOWN, SEE PLANS FOR CURB TYPE. LOPE CONCRETE SIDEWALK VARIES 3. RAMP SLOPES SHALL BE 12:1 OR FLATTER. A A 21 2r. zx SIDEWALK WIDTH zx zx SHOWN ON PLANS 12:1 1 12:1 /1f III tII CONCRETE PAVEMENT PAY AREA B CONCRETE CUR AND GUTTER CONCRETE DRIVEWAY ENTRANCE TYPE 3 DRIVEWAY (BY OTHERS) 6' DRIVEWAY WIDTH 6' CONCRETE TRANSITION SHOWN ON PLANS TRANSITION CURB & GUTTER 4" 6" 4" DRIVEWAY WING (TVP.) RAMP WITH 12H:IV 6 6" SLOPE (TYP.) CONCRETE SIDEWALK CURB & GUTTER CONCRETE L CONCRETE SIDEWALK SECTION A -A PAVEMENT TYPE 3 ISOMETRIC VIEW DRIVEWAY TRANSITION SIDEWALK WIDTH SHOWN ON PLANS SHOWN ON PLANS 6" 6„ CURB & GUTTER VARIES 2% DRIVEWAY (BY OTHERS) SECTION B -B Computer File Information Sheet Revisions Colorado Department of TransportationCURB GUTTERS STANDARD PLAN NO. Creation Date: 07/04/12 Initials: DD Date: Comments 4201 East Arkansas Avenue Last Modification Date: 07/04/12 Initials: LTA_-- Q l)T Denver, Colorado 80222AND Phone: (303) 757-90833M-609-1 SIDEWALKS FuIlPoth:www.coloradodot.info/business/designsupport Fax: (303) 757-9820 Drawing File Name: 609010404.dgn CRED Project Development Branch DD/LTA Issued By: Project Development Branch on July- 4, 2012 Sheet No. 4 of 4 CAD Ver: MicroStation V8 Scale: Not to Scale Units: English 54-07-15 31092 13-05-09 18-06-04 18-10-00 J A 2 A 2 A 2 2 i 3 3 A A04 D 2 D 2 2 D03 D03 D03 R A A A O D09 D03 i D03 2 a $ oa 8 r 2 2 Ca C a d+ 1 I 21-08-00 27-05-07 5-06-08 54-07-15 ROOF TRUSS LAYOUT -THIS ISA TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components that are lobe Review and approval of this layout and corresponding engineering incorporated into the building design at the specification of the building designer. See individual engineering drawings to identify truss drawings by the client or Gienfs agent are required before trusses can placement on drawing. Building designer is responsible for temporary and permament bracing of the roof and floor systems for be sent to production overall structure; and the design of the truss support system, including but not limited to headers, beams, bearing walls, and columna. - For general guidance regarding bracing, please refer to Truss Plate Institute's "Building Component Safety Information" (SCSI) book, or BCSI-61 form available at tpinst.org. - Any structural details called out on layout are based on the interpretation of the structural plans, and are not specified by the truss designer or High Plateau Truss Inc. Approved Date CUSTOMER HELSETH CONSTRUCTION LLC PR03ECT Mok Residence 'Pi*1UGUtyof308 # 18-715 ADDRESS 11645 W 32nd St. IN TDATE �;6 10/29/2018 CITYSTATE,ZIP Wheat Ridge, CO 80033 la -vl/d 4- 201 oTruss SPACING- 2-0-0 Truss Type Qly Ply Mok, 11645 W 32nd St. 18-715 A02 Roof Special 7 1 -0.29 12 >772 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 Job Reference (optional) nign rraiaau Hues, mc., wnnne��x wy, w owes o.,[u a ma ro N io MI I8K InOUatnes, inc. Mon Oct 29 08:1329 2018 Page 1 ID:1hXwu4U55xl6Lx?7xAR3ARzSnK-RptGul?x4hGLAOe7CDHiKPg4zOJftbaJCGX8y0bhq 1 6 0 9 0-0 3-6-6 6-9.4 9-5-0 13-1-0 18 10-0 20-4-0 1 6-0 3-0-6 3-2-14 2-7-12 3-8-0 5 9-0 1-6-0 Scale = 1:35.7 4x6 = 3x4 11 5x12 = 1202 = 9-0-0 9.0-0 LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP (Roof Snow --30.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.29 12 >772 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.76 Vert(CT) -0.48 12 >461 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(CT) 0.27 9 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -S Weight: 75 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5,W4: 2x4 SPF 1650E 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 14=1059/0-5-8 (min. 0-1-8),9=1069/0-5-8 (min. 0-1-11) Max Horz 14=-55(LC 15) Max Upliftl4=-393(LC 6), 9=-393(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-14=-1030/414, 1-2=0/73,2-3=-3048/850,3-15=-4164/1092, 4-15=-4120/1100, 4-5=-1741/482,5-6=-1790/489, 6-16=-1450/451, 7-16=-1559/441, 7-8=0/73, 7-9=-992/425 BOT CHORD 13-14=-90/142, 12-13=-845/2971, 11-12=-1006/4110, 10-11=-351/1467, 9-10=-86/260 WEBS 2-13=-738/2735, 3-13=-554/219, 3-12=-178/1073, 4-12=-521/2219, 4-11=-2792/786, 5-11=-193/800, 6-11=-70/405, 6-10=-545/210, 7-10=-286/1157 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) gable and zone; 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=1.10 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 2.00 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) 14 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 393 Ib uplift at joint 14 and 393 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City Of Wheat Ridge o runs russ ype TCLL 30.0 Plate Grip DOL 1.15 Mok 11645 W 32nd St 18-715 A03 Common 4 1 WB 1.00 BCLL 0.0 Code IRC20151TPI2014 Matrix -S BCDL 10.0 Job Reference (optional) High Plateau I ram, Inc., commerce lAy. UV 6Wrl -m6uWED m. AOID:1hXwu4U55xl6Lx?7xARXf:Z9,KaNC?13QioWJsJn - B1xY dhMb1;6 o 4-10.4 9-5-0 13-11-12 18-10-0 20 4 0 1�i 0 4-10-4 4-6-12 14-6-12 4-10.4 1 6 0 Scale = 1:35.1 4x6 = 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.59 TCDL 10.0 Rep Stress Incr YES WB 1.00 BCLL 0.0 Code IRC20151TPI2014 Matrix -S BCDL 10.0 LUMBER - TOP CHORD 2x4 SPF 1650F 1.5E BOT CHORD 2x4 SPF 1650F 1.5E WEBS 2x4 WW Stud REACTIONS. (Ib/size) 10=1059/0-5-8 (min. 0-1-11),8=1059/0-5-8 (min. 0-1-11) Max Horz 10=-57(LC 11) Max Uplift10=-394(LC 6), 8=-394(LC 7) 5x10 = 5x6 = 9-0-0 DEFL in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.14 8-9 >999 240 MT20 169/123 Vert(CT) -0.30 8-9 >752 180 Horz(CT) 0.04 8 n/a n/a Weight: 72 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-3=-282/72, 3-4=-1281/351, 4-5=-1281/351, 5-6=-282/72, 6-7=0/73, 2-10=-396/235, 6-8=-396/235 BOT CHORD 9-10=-429/1366, 8-9=-383/1366 WEBS 4-9=-41/410, 5-9=-343/282,3-9=-343/281, 3-10=-1294/460, 5-8=-1294/460 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof bad 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 3-0-0 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 394 Ib uplift at joint 10 and 394 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/ TPI 1. 2x4 I i 11 10 9 8 7 10x10 = 2x4 II 2x4 I 2x4 11 2x4 i 1 Scale = 1:16.3 LUMBER- BRACING - 9-0-0 TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, 5-6.8 5-" except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Plate Offsets (X,Y)— [2:0-1-12,0-0-9], [3:0-3-5,0-2-0], [11:0-1-12,0-0-0], [11:0-0-0,0-2-6] be installed during truss erection, in accordance with Stabilizer Installation guide. t LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. Max Upliftl l=-151(LC 6), 7=-25(LC 7), 8=-53(LC 6), 9=-52(LC 6), 10=-91(LC 16) DEFL. in (loc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.00 1 n/r 120 MT20 1691123 TCDL 10.0 Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 " Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -R Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. t REACTIONS. (Ib/size) 11=272/5-6-8 (min. 0-1-8),7=48/5-6-8 (min. 0-1-8), 8=136/5-6-8 (min. 0-1-8), 9=139/5-6-8 (min. 0-1-8), 10=61/5-6-8 (min. 0-1-8) Max Horz 11=150(LC 7) Max Upliftl l=-151(LC 6), 7=-25(LC 7), 8=-53(LC 6), 9=-52(LC 6), 10=-91(LC 16) Max Grav 11=396(LC 16), 7=56(LC 17), 8=158(LC 17), 9=159(LC 17), 10=69(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-376/171, 1-2=0/54, 2-3=-91/0, 3-12=-71/1, 4-12=-66/14, 4-5=-65/19, 5-6=-52/27, 6-7=-47/24 BOT CHORD 10-11=-48/32,9-10=-48/32,8-9=-48/32,7-8=-48/32 WEBS 5-8=-130/63, 4-9=-132/74, 3-10=-39/112 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 14-0 oc. 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 151 Ib uplift at joint 11, 25 Ib uplift at joint 7, 53 Ib uplift at joint 8, 52 Ib uplift at joint 9 and 91 Ib uplift at joint 10. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City of Wheat Ridge O rdss fuss ype 9-0-0 Mok 11645 W 32nd St 18-715 B02 Roof Special 3 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Job Reference (optional) Mgn Fnateau i russ, inc., uommerce uny, uu twin o.<cu s may ca cu o m� — uluu—, aru. on , ya ID:1hXwu4U55xl6Lx?7xAf SnK -YJV7' kP3R8wmnfOxuR3MfVFgny?mTOeUBV;ii vyObhm 7-11-12 12-10-14 146-10 15 1 - 19-10-3 24-0-0 41-10 3-10 2 4-11-2 1-7-12 1-5-4 3-10-5 41-13 4x6 = 5x6 2x4 11 Scale =1:42.8 17 2x4 11 4x8 = 3x5 11 2x4 11 9-0-0 9-10-0 9-0-0 41-10 7-11-12 12-10-14 15-&14 15-11-14 1910-3 24-0-0 4-1-10 3-10 2 4-11-2 2-10-0 030 3 10-5 4-1-13 Plate Offsets (X Y)— [2:0-3-0,0-1-12], [4:0-3-0 0-3-0] [5:0-2-8 0-2-4] [6:0-2-8 0-1-4],[10:0-3-0,0-1-8],[14:0-5-12,0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.10 15-16 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.17 15-16 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.08 13 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -S Weight: 109 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E 'Except' except end verticals. B4: 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 WW Stud WEBS 1 Row at midpt 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. J REACTIONS. (Ib/size) 17=548/0-5-8 (min. 0-1-8), 10=-422/0-5-8 (min. 0-1-8),13=2377/0-5-12 (min. 0-3-12) Max Horz 17=121(LC 10) Max Upliftl7=-243(LC 6), 10=-614(LC 17), 13=-753(LC 6) Max Grav 17=552(LC 17), 10=253(LC 10), 13=2377(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-17=-529/295,1-2=0173,2-3=-1019/351, 3-4=-393/91, 4-18=-400/166, 5-18=-332/177, 5-6=-143/688, 6-7=-470/1587, 7-8=-513/1623, 8-19=-254/814, 9-19=-267/786, 9-10=-230/644 BOT CHORD 16-17=-168/111, 15-16=-424/974, 14-15=-740/354, 13-14=-991/443, 12-13=0157, 7-13=-370/163, 11-12=-102/44, 10-11=-53/37 WEBS 2-16=-238/814, 3-16=-120/114, 3-15=-608/319, 4-15=-395/255, 5-15=-433/1120, 5-14=-634/316, 6-14=-386/984, 6 -13= -1647/551,11 -13=-661/302,8-13=-1068/372,8-11=-206/711,9-11=-879/355 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.0psf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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 nonooncurrent 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) 17 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 243 Ib uplift at joint 17, 614 lb uplift at joint 10 and 753 Ib uplift at joint 13. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. - -..-..-„-,c 1t-0 4-1-10 3 10 2 3 7 6 3-10-14 3x4 I i Scale = 1:35.8 6 11 7 3x8 9-0-0 7-11-12 11-7-2 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 IRC2015/TP12014 CSI. TC 0.59 BC 0.62 WB 0.60 Matrix -S DEFL. in (loc) I/defl L/d Vert(LL) -0.31 9 >585 240 Vert(CT) -0.48 9-10 >377 180 Horz(CT) 0.35 7 n/a n/a PLATES GRIP MT20 169/123 Weight: 67 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W8,W4: 2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. j REACTIONS. (Ib/size) 11=899/0-5-8 (min. 0-1-8), 7=753/Mechanical Max Horzl l=391(LC 7) Max Upliftl I=-356(LC 6), 7=-302(LC 10) Max Grav11=951(LC 17), 7=931 (LC 17) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-931/419, 1-2=0/73, 2-3=-2988/988, 3-4=-3920/1214, 4-12=-3891/1273, 5-12=-3864/1285, 5-6=-149/67, 6-7=-165/67 BOT CHORD 10-11=-417/151,9-10=-1085/2934,8-9=-289/904,7-8=-283/918 WEBS 2-10=-834/2654, 3-10=-499/242, 3-9=-171/895, 4-9=-246/178, 5-9=-1111/3228, 5-8=0/187, 5-7=-1330/432 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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) Bearing atjoint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 Ib uplift at joint 11 and 302 Ib uplift at joint 7. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. city of wheat i;idge Hlgn Yla[eau I cuss, inc., Gomrrwrue Idly, w awtc ID: 1hXwu4U55x16Lx?7xAR3ARzSn-kAovMQ5KRr8LWTgT68vM6uSL9CtzD9gdBuO7HE j 1 6-0 11 0 0 22-0-0 1 �r0 11 0-0 it-" 1 8 0 Scale = 141.6 4x6 = 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 24 23 22 10x10 = 3x4 = 9-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 21 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 21 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 22 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015ITP12014 Matrix -R Weight: 93 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 39=267/22-0-0 (min. 0-3-13), 22=267/22-0-0 (min. 0-3-13), 30=130/22-0-0 (min. 0-3-13),31=139/22-0-0 (min. 0-3-13), 32=133/22-0-0 (min. 0-3-13), 33=133/22-0-0 (min. 0-3-13), 35=133/22-0-0 (min. 0-3-13), 36=134/22-0-0 (min. 0-3-13),37=138/22-0-0 (min. 0-3-13),38=75/22-0-0 (min. 0-3-13),29=139/22-0-0 (min. 0-3-13),28=133/22-0-0 (min. 0-3-13),27=133122-M (min. 0-3-13),26=133/22-0-0 (min. 0-3-13), 25=134/22-0-0 (min. 0-3-13),24=138122-0-0 (min. 0-3-13),23=75/22-0-0 (min. 0-3-13) Max Horz 39=70(LC 10) Max Uplift39=-153(LC 6), 22=-162(LC 7), 31=-51(LC 10), 32=-60(LC 6), 33=-56(LC 10), 35=-56(LC 6), 36=-58(LC 10), 37=53(LC 6), 38=77(1-C 16), 29=50(LC 11), 28=60(LC 7), 27=56(LC 11), 26=-56(LC 7), 25=-58(LC 11), 24=56(1-C 7), 23=-77(LC 16) Max Grav39=373(LC 16), 22=373(LC 16), 30=130(LC 1), 31=177(LC 17), 32=170(LC 17), 33=171(LC 17), 35=152(LC 17), 36=134(LC 1), 37=139(LC 17), 38=80(LC 23), 29=177(LC 18), 28=170(LC 18), 27=171(LC 18), 26=152(LC 18), 25=134(LC 1), 24=139(LC 18), 23=75(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-39=-358/172,1-2=0/54,2-3=-65/52, 3-4=46/55, 4-5=+32/58, 5-6=-31/75, 6-7=12/91, 7-8=-16/107,8-9=16/123, 9-10=16/143, 10-11=-18/159, 11-12=-18/156, 12-13=-16/130, 13-14=16/110, 14-15=-16/91, 15-16=10/73, 16-17=-13/57, 17-18=-24/45, 18-19=-29/37, 19-20=50/33, 20-21=0/54, 20-22=-358/179 BOT CHORD 38-39=-30/64, 37-38=-30/64, 36-37=-30/64, 35-36=-30/64, 34-35=-30/64, 33-34=-30/64, 32-33=-30/64, 31-32=30/64, 30-31=-30/64, 29-30=-30/64, 28-29=-30/64, 27-28=-30/64, 26-27=-30/64, 25-26=-30/64, 24-25=-30/64, 23-24=30/64, 22-23=-30/64 WEBS 11-30=-104/0,10-31=-150/67,9-32=-143f76, 8 -33= -W172,7 -35=-125f72, 6-36=107/73, 5-37=-113/73, 3-38=45/107, 12-29=-150/66, 13-28=-143/76, 14-27=144172, 15-26=-125!72, 16-25=-107/73, 17-24=-113!74, 19-23=-45/107 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 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. C�C(,ablsdiuiires ntinuous bottom chord bearing. n mu 1 I4 nrss I nuss I ypg Mok 11645 W 32nd SL 7-1-11- C01 Comnan Supported Gable 1 1 Job Reference (optional) Hlgn Yla[eau I cuss, inc., Gomrrwrue Idly, w awtc ID: 1hXwu4U55x16Lx?7xAR3ARzSn-kAovMQ5KRr8LWTgT68vM6uSL9CtzD9gdBuO7HE j 1 6-0 11 0 0 22-0-0 1 �r0 11 0-0 it-" 1 8 0 Scale = 141.6 4x6 = 39 38 37 36 35 3433 32 31 30 29 28 27 26 25 24 23 22 10x10 = 3x4 = 9-M LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Well L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 21 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 21 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 22 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015ITP12014 Matrix -R Weight: 93 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 39=267/22-0-0 (min. 0-3-13), 22=267/22-0-0 (min. 0-3-13), 30=130/22-0-0 (min. 0-3-13),31=139/22-0-0 (min. 0-3-13), 32=133/22-0-0 (min. 0-3-13), 33=133/22-0-0 (min. 0-3-13), 35=133/22-0-0 (min. 0-3-13), 36=134/22-0-0 (min. 0-3-13),37=138/22-0-0 (min. 0-3-13),38=75/22-0-0 (min. 0-3-13),29=139/22-0-0 (min. 0-3-13),28=133/22-0-0 (min. 0-3-13),27=133122-M (min. 0-3-13),26=133/22-0-0 (min. 0-3-13), 25=134/22-0-0 (min. 0-3-13),24=138122-0-0 (min. 0-3-13),23=75/22-0-0 (min. 0-3-13) Max Horz 39=70(LC 10) Max Uplift39=-153(LC 6), 22=-162(LC 7), 31=-51(LC 10), 32=-60(LC 6), 33=-56(LC 10), 35=-56(LC 6), 36=-58(LC 10), 37=53(LC 6), 38=77(1-C 16), 29=50(LC 11), 28=60(LC 7), 27=56(LC 11), 26=-56(LC 7), 25=-58(LC 11), 24=56(1-C 7), 23=-77(LC 16) Max Grav39=373(LC 16), 22=373(LC 16), 30=130(LC 1), 31=177(LC 17), 32=170(LC 17), 33=171(LC 17), 35=152(LC 17), 36=134(LC 1), 37=139(LC 17), 38=80(LC 23), 29=177(LC 18), 28=170(LC 18), 27=171(LC 18), 26=152(LC 18), 25=134(LC 1), 24=139(LC 18), 23=75(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-39=-358/172,1-2=0/54,2-3=-65/52, 3-4=46/55, 4-5=+32/58, 5-6=-31/75, 6-7=12/91, 7-8=-16/107,8-9=16/123, 9-10=16/143, 10-11=-18/159, 11-12=-18/156, 12-13=-16/130, 13-14=16/110, 14-15=-16/91, 15-16=10/73, 16-17=-13/57, 17-18=-24/45, 18-19=-29/37, 19-20=50/33, 20-21=0/54, 20-22=-358/179 BOT CHORD 38-39=-30/64, 37-38=-30/64, 36-37=-30/64, 35-36=-30/64, 34-35=-30/64, 33-34=-30/64, 32-33=-30/64, 31-32=30/64, 30-31=-30/64, 29-30=-30/64, 28-29=-30/64, 27-28=-30/64, 26-27=-30/64, 25-26=-30/64, 24-25=-30/64, 23-24=30/64, 22-23=-30/64 WEBS 11-30=-104/0,10-31=-150/67,9-32=-143f76, 8 -33= -W172,7 -35=-125f72, 6-36=107/73, 5-37=-113/73, 3-38=45/107, 12-29=-150/66, 13-28=-143/76, 14-27=144172, 15-26=-125!72, 16-25=-107/73, 17-24=-113!74, 19-23=-45/107 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 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. C�C(,ablsdiuiires ntinuous bottom chord bearing. n mu 1 I4 18-715 I CO1 Common Supported Gable 1 1 1 Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s My 29 2018 MiTek Industries, Inc. Mon Oct 29 08:13:36 2018 Pagge 2 ID:1 hXwu4U55xl6W. 7xAR3ARzSnKJ-kAovMQ5KRr8LWTgT6BvM6uSL9CtzD9gdBuO7HEyObhj NOTES - 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 14-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 lb uplift atjoint 39, 162 Ib uplift at joint 22, 51 Ib uplift at joint 31, 60 Ib uplift at joint 32, 56 Ib uplift at joint 33, 56 Ib uplift at joint 35, 58 Ib uplift at joint 36, 53 Ib uplift at joint 37, 77 Ib uplift at joint 38, 50 Ib uplift at joint 29, 60 Ib uplift at joint 28, 56 Ib uplift at joint 27, 56 Ib uplift at joint 26, 58 Ib uplift at joint 25, 56 Ib uplift at joint 24 and 77 Ib uplift at joint 23. 13) This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. High Plateau Muss. Inc., GORRntuce Uity, w UWL"L � sDcxgCYdJOSkh L7ID:1hXwu4U55xl6Lx?7xAR3ARzSn JytYw6lZyS03mn 1-0 5-7-12 11-M 16-0 4 22-0.0 23 6 0 -1Z' 5-7-12 5-4-4 5.4 4 5-7-12 Scale = 1:40.2 4x6 = oxa = 0aa - 5x6 = 5x6 = 9-0-0 14-0-13 9-0-0 LOADING (psf) HISS R1SS pe 2-0-0 CSI. Mok, 11645 W 32nd SL 1&715 CO2 Comrrron 9 1 1.15 TC 0.56 Vert(LL) -0.11 9-10 >999 240 MT20 169/123 (Roof Snow=30.0) Job Reference o tional High Plateau Muss. Inc., GORRntuce Uity, w UWL"L � sDcxgCYdJOSkh L7ID:1hXwu4U55xl6Lx?7xAR3ARzSn JytYw6lZyS03mn 1-0 5-7-12 11-M 16-0 4 22-0.0 23 6 0 -1Z' 5-7-12 5-4-4 5.4 4 5-7-12 Scale = 1:40.2 4x6 = oxa = 0aa - 5x6 = 5x6 = 9-0-0 14-0-13 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.11 9-10 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.20 9-10 >999 180 TCDL 10.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.05 8 n/a n/a BCLL 0.0 Code IRC2015ITP12014 Matrix -S Weight: 84 Ib FT = 20% BCDL 10.0 _ LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, BOT CHORD 2x4 SPF 1650E 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. WEBS 1 Row at midpt 3-11,5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=1217/0-5-8 (min. 0-1-15), 8=1217/0-5-8 (min. 0-1-15) Max Horz 11=-70(LC 15) Max U pliftl 1 =-441 (LC 6), 8=-441 (LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-3=-368/147, 3-4=-1766/542, 4-5=-1766/542, 5-6=-368/146, 6-7=0/73, 2-11=-453/275, 6-8=-453/275 BOT CHORD 10-11=-514/1743,9-10=-278/1339,8-9=-461/1743 WEBS 4-9=-153/523, 5-9=-327/264, 4-10=-153/523, 3-10=-327/264, 3-11=-1624/475, 5.8=-1624/475 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 Ib uplift at joint 11 and 441 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 18-715 1 CO2A I Common °iM <r 01 16-4-4 5x12 = Mok t t64s w 32nd St— -- --_ Scale = 1:40.2 9-M 8x12 = 7x12 = 7x8 = 8x12 = LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr NO BCLL 0.0 Code IRC2015/TP12014 BCDL 10.0 Matrix -S LUMBER - TOP CHORD 2x6 SPF 1650F 1.5E BOT CHORD 2x6 SPF 1650F 1.5E WEBS 2x4 SPF 1650F 1.5E `Except' W2: 2x4 WW Stud SLIDER Left 2x4 WW Stud 3-0-5, Right 2x4 WW Stud 3-0-5 9-00 CSI. DEFL in (loc) I/deft L/d PLATES GRIP TC 0.64 Vert(LL) -0.2110-11 >999 240 MT20 169/123 BC 0.84 Vert(CT) -0.3510-11 >758 180 WB 0.25 Horz(CT) 0.10 8 n/a n/a Matrix -S Weight: 110 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=3168/0-5-8 (min. 0-5-0), 8=3168/0-5-8 (min. 0-5-0) Max Horz2=-107(LC 15) Max Uplift2=-1129(LC 6), 8=-1129(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4/0, 2-3=-5805/1912, 3-4=-5589/1943, 4-5=-5279/1875, 5-6=-5279/1876, 6-7=-5589/1944, 7-8=-5805/1913, 8-9=-4/0 BOT CHORD 2-11=-1690/5163,10-11=-1121/3994,8-10=-1613/5163 WEBS 5-10=-551/1548, 6-10=-480/362, 5-11=-551/1547, 4-11=1480/361 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1129 Ib uplift at joint 2 and 1129 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Girder carries tie-in span(s): 6-0-0 from 0-0-0 to 22-0-0; 6-0-0 from 0-0-0 to 22-0-0 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: 1-2=-80, 2-5=-169(F=-89), 5-8=-169(F=-89), 8-9=-80, 2-8=-109(F=-89) City Of Wheat pidre Divisa -job-- J rUSS Qty MoK 11645 W 32nd St. 718DOt� Common pported Gable 1 1 Job Reference (optional) High PlateaU I rum, Inc., t:ommerce Lary, L:U 6UUZL 6.226 smay ca cu i6 mi � tlR mowu�es, mc. on vci..V ,Q LU l6 Ya e i 1814 ID:1hXwu4U55xl6Lx?7xAR3ARzSnKJ-cx2QCoBgU4fn?4_FL1_IHkd18pE59ypD6WMLQ. hf _1 18 0 7-1-12 14-3-8 15-9-8 J. 7-1-12 7-1-12 1-" Scale = 1:28.8 4x6 = 28 27 26 25 24 23 22 21 20 19 18 10x10 = 18-14 1438 14-3-8 Plate Offsets (X,Y)-- [2:0-1-12,0-0-9], [3:0-1-12,0-0-91,14:0-5-1,0-0-12], [14:0-5-1,0-0-12], (15:0-1-12,0-0-9],116:0-1-12,0-0-9), [16:Edge,0-2-4], [18:0-0-4,0-0-0], 128:0-0-4 0-0-0] [28:Edge 0-2 41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 17 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 17 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 18 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC20151TPI2014 Matrix -R Weight: 57 ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 28=276/14-3-8 (min. 0-2-10),18=276/14-3-8 (min. 0-2-10), 23=147/14-3-8 (min. 0-2-10),24=141/14-3-8 (min. 0-2-10),25=132114-3-8 (min. 0-2-10), 26=138/14-3-8 (min. 0-2-10),27=69/14-3-8 (min. 0-2-10), 22=141/14-3-8 (min. 0-2-10),21=132114-3-8 (min. 0-2-10), 20=138/14-3-8 (min. 0-2-10),19=69/14-3-8 (min. 0-2-10) Max Horz28=-37(LC 11) Max Uplift28=-186(LC 6), 18=-192(LC 7), 24=-56(LC 10), 25=-58(LC 10), 26=-60(LC 6), 27=-82(LC 16), 22=-56(LC 7), 21=-58(LC 11), 20=-61 (LC 7), 19=-82(LC 16) Max Grav 28=364(LC 16), 18=364(LC 16), 23=147(LC 1), 24=169(LC 17), 25=160(LC 17), 26=153(LC 17), 27=73(LC 5) , 22=169(LC 18), 21=160(LC 18), 20=153(LC 18), 19=73(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-28=-312/204, 1-2=0/54, 2-3=-24/72, 3-4=-38/55, 4-5=-26/86, 5-6=-24/97, 6-7=-9/93, 7-8=0194, 8-9=0/92, 9-10=0/92, 10-11=0/94, 11-12=0/93, 12-13=-14/97, 13-14=-16/86,14-15=-27155, 15-16=-22/72, 16-17=0154, 16-18=-312/198 BOT CHORD 27-28=-85161, 26-27=-85/61, 25-26=-85/61, 24-25=-85/61,23-24=-85/61, 22-23=-85/61, 21-22=-85/61, 20-21=-85/61, 19-20=-85/61, 18-19=-85/61 WEBS 9-23=-120/6, 8-24=-143/72, 7-25=-133174, 6-26=-126/75, 4-27=-42/106, 3-28=-94/24,10-22=-143/72,11-21=-133174, 12-20=-126/76, 14-19=-42/106, 15-18=-94112 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 NOTES - 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 28, 192 Ib uplift at joint 18, 56 Ib uplift at joint 24, 58 Ib uplift at joint 25, 60 Ib uplift at joint 26, 82 Ib uplift at joint 27, 56 Ib uplift at joint 22, 58 Ib uplift at joint 21, 61 Ib uplift at joint 20 and 82 Ib uplift at joint 19. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City of Wheat Ridge Job Ns3 I russ I ypeQty CSI. PlyMok, 11645 W 32nd St 18-715 D02 Common 7 1 TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.05 Job Reference (optional) High Plateau Truss, Inc., Gomrnerce Grty, W tlWLL -1-" 18-1-4 a..,, s may ea cu"" i"in°usmes, mu. '_va ca vo:i "wro "VI a e i zS ID:1hXwu4U55xl6Lx?7xAR3ARnKJ-ZJ9AcUA40hvVE07dSSOmM9ilAd��12fWagrSUuyO hd 14-3-8 15-9-8 7-1-12 1-6-0 4x8 = Scale = 127.8 10x12 M18SHS= 18-1-4 10x12 M18SHS= 18-1-4 14-M 0 0 LOADING (psf) SPACING- 2-0-0 CSI. DE I- in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.05 7-8 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.10 7-8 >999 180 M18SHS 169/123 TCDL 10.0BCLL Rep Stress Incr YES WB 0.35 Horz(CT) 0.01 6 n/a n/a 00 Code IRC20151TPI2014 Matrix -S Weight: 54 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3: 2x4 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=832/0-5-8 (min. 0-1-8),6=832/0-5-8 (min. 0-1-8) Max Horz8=-37(LC 15) Max Uplift8=-326(LC 6), 6=326(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-9=-985/241, 3-9=-887/257, 3-10=-887/257, 4-10=-985/241, 4-5=0/73, 2-8=-766/362, 4-6=-766/362 BOT CHORD 7-8=-255/496,6-7=-220/496 WEBS 3-7=0/241, 2-7=-66/524, 4-7=-68/524 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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 326 Ib uplift at joint 8 and 326 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Scale = 1:26.8 48 = 10x12 M18SHS= 18-1-4 10x12 M188HS= 18-1-4 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.05 5-6 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.29 Vert(CT) -0.10 5-6 >999 180 M18SHS 169/123 BCLL 0.0 * Rep Stress Incr YES WS 0.38 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC20151TPI2014 Matrix -S Weight: 52 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3: 2x4 SPF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 7=692/Mechanical, 5=839/0-5-8 (min. 0-1-8) Max Horz7=-51(LC 15) Max Uplift7=-210(LC 6), 5=-327(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=1002/244, 2-8=-913/260, 2-9=-913/273, 3-9=-1009/260, 3-4=0/73, 1-7=-626/245, 3-5=-773/363 BOT CHORD 6-7=-178/4G4,5-6=-217/464 WEBS 2-6=0/237,1-6=-107/538,3-6=-85/561 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 7 and 327 Ib uplift at joint 5. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. Citk Of 16-14 7-1-12 14-3-8 15-9-8 3x4 Scale = 1:26.1 4x6 = 25 24 . 23 22 21 20 19 18 17 16 15 3x5 = 3x5 = 18-1-4 14-3-8 14-3-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) 0.01 14 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(CT) 0.01 14 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) -0.00 15 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 54 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 25=42/14-3-8 (min. 0-2-6),15=283/14-3-8 (min. 0-2-0), 20=144/14 3 8 (min. 0-2-6), 21=140/14-3 8 (min. 0-2-6), 22=135/14-3-8 (min. 0-2-6), 23=120/14-3-8 (min. 0-2-6),24=189/14-3-8 (min. 0-2-6),19=141/14-3-8 (min. 0-2-6),18=128/14-3-8 (min. 0-2-6),17=155/14-3-8 (min. 0-2-6), 16=50/14-3-8 (min. 0-2-6) Max Horz25=-51(LC 11) Max Uplift25=-54(LC 16), 15=-180(LC 7), 21=-54(LC 10), 22=-60(LC 10), 23=-49(LC 6), 24=-92(LC 10), 19=-56(LC 7), 18=-58(LC 11), 17=-69(LC 7), 16=-108(LC 16) Max Grav25=64(LC 17), 15=367(LC 16), 20=144(LC 1), 21=168(LC 17), 22=163(LC 17), 23=138(LC 17), 24=189(LC 1), 19=165(LC 18), 18=148(LC 18), 17=156(LC 18), 16=68(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-93/43,1-2=-25/29,2-3=-36/104,3-4=-10/87,4-5=-9/91, 5-6=-10/91, 6-7=-12t103,7-8=0/107'8-9=0/91' 9-26=0/89,10-26=0/81, 10-11=-20/99, 11-12=-38/57,12-13=-15/49,13-14=0[73,13-15=-338/232 BOT CHORD 24-25=-82/76, 23-24=-82/76, 22-23=-82/76, 21-22=-82/76, 20-21=-82/76, 19-20=-82176, 18-19=-82/76, 17-18=-82/76, 16-17=-82/76, 15-16=-82/76 WEBS 7-20=-117/1, 6-21=-141/71, 5-22=-135/75, 4-23=-115/66, 3-24=-144/101, 2-25=-26/136, 8-19=-139/71, 9-18=-123/74, 10-17=-126/82, 11-16=-38/108, 12-15=-78/30 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 25, 180 Ib uplift at joint 15, 54 Ib uplift at joint 21, 60 Ib uplift at joint 22, 49 Ib uplift at joint 23, 92 Ib uplift at joint 24, 56 Ib uplift at joint 19, 58 Ib uplift at joint 18, 69 Ib uplift at joint 17 and 108 Ib uplift at joint 16. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City of 9116 { et w,rj,30 High Plateau Truss, Inc., Commerce City, CO 80022 . -„ 18-1-4 6.720 sMayy 29 2016 MI I eK IndusMes, Inc. Mon Oct 29 06:13:46 2016 Pagel ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-RSPhSrDb4wPxJ?ROhHSiW?t2dEHVZgE6USpfdfyObhZ 11-0-0 12-M 4x6 = Scale = 1:23.3 22 21 20 19 18 17 16 15 14 10x10 = 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I 2x4 11 18-1-4 11_" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 13 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 13 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 14 nla n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 22=262/11-0-0 (min. 0-2-1),14=262111-0-0 (min. 0-2-1),18=134/11-0-0 (min.0-2-1), 19=141/11-0-0 (min. 0-2-1),20=135/11-0-0 (min. 0-2-1),21=62/11-0-0 (min. 0-2-1),17=141/11-0-0 (min. 0-2-1),16=135/11-0-0 (min. 0-2-1),15=62/11-0-0 (min. 0-2-1) Max Horz22=-23(LC 11) Max Uplift22=-186(LC 6), 14=-188(LC 7), 19=-59(LC 10), 20=-61(LC 6), 21=-84(LC 16), 17=-58(LC 11), 16=-61(LC 7), 15=-84(LC 16) Max Grav22=374(LC 16), 14=374(LC 16), 18=134(LC 1), 19=166(LC 17), 20=154(LC 17), 21=67(LC 5), 17=166(LC 18) , 16=154(LC 18), 15=67(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-22=-363/197, 1-2=0/54, 2-3=-27/37, 3-4=-5/43, 4-5=-4/50, 5-6=-7/59, 6-7=-10/78, 7-8=-10/75, 8-9=-7156, 9-10=-0/50, 10-11=-1/43,11-12=-27/33,12-13=0/54,12-14=-363/199 BOT CHORD 21-22=-41/34, 20-21=-41/34, 19-20=-41134, 18-19=-41/34, 17-18=-41/34, 16-17=-41/34, 15-16=-41/34, 14-15=-41/34 WEBS 7-18=-107/5, 6-19=-139174,5-20=-128f78,3-21=-331114, 8-17=-139f74,9-16=-128/78,11-15=-33/114 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL. ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 22, 188 Ib uplift at joint 14, 59 Ib uplift at joint 19, 61 Ib uplift at joint 20, 84 Ib uplift at joint 21, 58 Ib uplift at joint 17, 61 Ib uplift at joint 16 and 84 Ib uplift at joint 15. Continued on page 2 fuSSruss Type ..I Qty PlyMok, 11645 W 32nd St 1&715 D05 Common Supported Gable 1 1 Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 . -„ 18-1-4 6.720 sMayy 29 2016 MI I eK IndusMes, Inc. Mon Oct 29 06:13:46 2016 Pagel ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-RSPhSrDb4wPxJ?ROhHSiW?t2dEHVZgE6USpfdfyObhZ 11-0-0 12-M 4x6 = Scale = 1:23.3 22 21 20 19 18 17 16 15 14 10x10 = 2x4 11 2x4 11 2x4 11 2x4 11 2x4 11 2x4 I I 2x4 11 18-1-4 11_" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 13 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 13 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 14 nla n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 22=262/11-0-0 (min. 0-2-1),14=262111-0-0 (min. 0-2-1),18=134/11-0-0 (min.0-2-1), 19=141/11-0-0 (min. 0-2-1),20=135/11-0-0 (min. 0-2-1),21=62/11-0-0 (min. 0-2-1),17=141/11-0-0 (min. 0-2-1),16=135/11-0-0 (min. 0-2-1),15=62/11-0-0 (min. 0-2-1) Max Horz22=-23(LC 11) Max Uplift22=-186(LC 6), 14=-188(LC 7), 19=-59(LC 10), 20=-61(LC 6), 21=-84(LC 16), 17=-58(LC 11), 16=-61(LC 7), 15=-84(LC 16) Max Grav22=374(LC 16), 14=374(LC 16), 18=134(LC 1), 19=166(LC 17), 20=154(LC 17), 21=67(LC 5), 17=166(LC 18) , 16=154(LC 18), 15=67(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-22=-363/197, 1-2=0/54, 2-3=-27/37, 3-4=-5/43, 4-5=-4/50, 5-6=-7/59, 6-7=-10/78, 7-8=-10/75, 8-9=-7156, 9-10=-0/50, 10-11=-1/43,11-12=-27/33,12-13=0/54,12-14=-363/199 BOT CHORD 21-22=-41/34, 20-21=-41/34, 19-20=-41134, 18-19=-41/34, 17-18=-41/34, 16-17=-41/34, 15-16=-41/34, 14-15=-41/34 WEBS 7-18=-107/5, 6-19=-139174,5-20=-128f78,3-21=-331114, 8-17=-139f74,9-16=-128/78,11-15=-33/114 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL. ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 22, 188 Ib uplift at joint 14, 59 Ib uplift at joint 19, 61 Ib uplift at joint 20, 84 Ib uplift at joint 21, 58 Ib uplift at joint 17, 61 Ib uplift at joint 16 and 84 Ib uplift at joint 15. Continued on page 2 NOTES - 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City of Wheat Midge Job Hiss I ruse I ype Upy BOT CHORD 2x4 SPF 1650F 1.5E MoR 11645 W 32nd St. 18-715 D06 Comnan 5 1 be installed during truss erection, in accordance with Stabilizer 18-1-0 M-0 Job Reference (optional) Hgn Plateau I mss, Inc., [:omrence uny, l:U dW["[ G.LN s Me�yy [�'J LUl a mi ek �nausvlm, mc. mon LIU zu utl:l J:4/ zo16 P e 1 18-1 ID:1 hxwu4U55xI6Lx?7xAR3ARzSnKJ-vHz3gBDDrDXnL90bF?cx3CQ14RFj6ZDA5yOY 1 6-0 5.6.0 11.0-0 12-" 1 6-0 5.6-0 5.6.0 1-6-0 Scale = 1:22.5 46 = LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud 10x10 18-1.4 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer 18-1-0 M-0 REACTIONS. (Ib/size) 8=667/0-5-8 (min. 0-1-8),6=667/0-5-8 (min. 0-1.8) Max Horz 8=23(LC 14) 11-0-0 FORCES. (lb) - Maximum Compression/Maximum Tension 5-" TOP CHORD 1-2=0/73, 2-9=-6841166, 3-9=-609/178, 3-10=-609/179, 4-10=-684/166, 4-5=0/73, 2-8=-615/303, 4-0=-615/303 BOT CHORD 7-8=-116/223,6-7=-94/223 WEBS 3-7=0/162, 2-7=-60/403, 4-7=-61/403 51r-0 Plate Offsets ()(,Y)— [6:0-2-12,0-2-121, [6:0-1-11,D-0-91, [8:0-1-11,0-0-91, [8:0-2-12,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.02 6-7 >999 240 MT20 169/123 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.04 6-7 >999 180 TCDL 10.0 t Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 1 Matrix -S Weight: 43 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. j REACTIONS. (Ib/size) 8=667/0-5-8 (min. 0-1-8),6=667/0-5-8 (min. 0-1.8) Max Horz 8=23(LC 14) Max Uplift8=-277(LC 6), 6=-277(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-9=-6841166, 3-9=-609/178, 3-10=-609/179, 4-10=-684/166, 4-5=0/73, 2-8=-615/303, 4-0=-615/303 BOT CHORD 7-8=-116/223,6-7=-94/223 WEBS 3-7=0/162, 2-7=-60/403, 4-7=-61/403 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 Ib uplift at joint 8 and 277 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 210-12 2-7-4 2-7-4 2-10-12 Scale = 1:18.7 5x6 = 7x8 11 7x8 11 18.14 18-14 0-114 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 0.37 Vert(LL) -0.05 8-9 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 Vert(CT) -0.09 8-9 >999 180 TCDL 10.0 Rep Stress Incr NO WB 0.86 Horz(CT) 0.03 7 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix -S Weight: 53 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-6 oc purlins. BOT CHORD 2x6 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. WEBS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 WW Stud 1-6-5, Right 2x4 WW Stud 1-6-5 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=2406/0-5-8 (min. 0-3-12), 7=2056/0-5-8 (min. 0-3-4) Max Ho¢ 1=-61(LC 11) Max Upliftl=-777(LC 6), 7=-662(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3583/1140, 2-3=-3498/1141, 3-4=-3061/1000, 4-5=-3061/1000, 5-6=-3414/1116, 6-7=-3505/1116 BOT CHORD 1-11=-1004/3126, 10-11=-1004/3126, 10-12=-1004/3126, 9-12=-1004/3126, 9-13=-934/3045, 8-13=-934/3045, 8-14=-934/3045, 7-14=-934/3045 WEBS 4-9=-404/1288, 5-9=-173/115, 5-8=-207/759, 3-9=-267/143, 3-10=-230/826 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 777 Ib uplift at joint 1 and 662 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 Ib down and 229 Ib up at 0-114, 672 Ib down and 230 Ib up at 2-114, 672 Ib down and 230 Ib up at 4-11-4, and 672 Ib down and 230 Ib up at 6-11-4, and 672 Ib down and 230 Ib up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 14=-80, 4-7=-80,1-7=-20 Continued on page 2 Job I fuss Truss Type Mok 11645 W 32nd St. 18-715 D07 Common Girder 1 1 Job Reference (optional) � rHgn rin�eau nrsa, nn:., a.ornmenx awry, w W1ULC M S IVIG L L IO MI I M 1nOUSMS, Ino. Mon uc[ LU W:lA' LUY8 'L ID:1hXwu4U55xl6Lx?7xAR3ARzSn J-KseCIDG688vMCdkAw79Or2jGrX?VIwhO4gItl 0;;bhV LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 10=672(6) 11=673(B) 12=-672(6) 13=-672(B) 14=-672(B) EENERGY Component Constructions RECEIVED P Job: 11645 W 32nd Ave l INNOVATIONS Entire House Htg HTM Date: Sep 16, 2018 By: Max Nutteiman Gain 0.300 OCT it' BtuW-°F Energy Innovations LLC BtuKV Btuh BtUKV Btuh Walls 375 Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com �i r(rA-- 25 0.300 Project Information 20.9 523 For: Lawrence and Gomez Architects 328 0.035 22.5 Design Conditions 896 0.26 Location: soil, 2"x4" wood int frm, concrete wall, r-7.5 ins, r-15 cav ins, 8" thk, Indoor: Heating Cooling Denver internationa, CO, US Indoor temperature (°F) 70 75 Elevation: 5430 ft 144 Design TD (°F) 70 17 Latitude: 40°N 0.035 Relative humidity (%) 50 50 Outdoor: Heating Cooling Moisture difference (gr/Ib) 61.6 -36.3 Dry bulb (°F) 1 92 Infiltration: 22.5 Daily range (°F) - 28 (H ) Method Simplified Wet bulb (°F) - 60 Construction quality Tight Wind speed (mph) 15.0 7.5 Fireplaces 1 (Tight) Construction descriptions Or Area Ll -value Insul R Htg HTM Loss Cig HTM Gain 0.300 0 it' BtuW-°F ft--`F/Btuh BtuKV Btuh BtUKV Btuh Walls 375 33.3 600 25 0.300 0 20.9 523 Found R15 int furredAND R7pt5 ext: Bg wall, heavy dry or light damp n 328 0.035 22.5 2.74 896 0.26 85 soil, 2"x4" wood int frm, concrete wall, r-7.5 ins, r-15 cav ins, 8" thk, a 445 0.035 22.5 2.81 1248 0.32 144 1/2" gypsum board int fnsh s 373 0.035 22.5 2.84 1057 0.35 130 235 w 418 0.035 22.5 2.76 1152 0.28 117 1233 all 1562 0.035 22.5 2.79 4353 0.30 476 R20 BC plus R4: Frm wall, R4 ext insulation, 1/2" wood shth, r-20 cav n 451 0.050 24.0 3.44 1554 0.96 435 ins, 112" gypsum board int fnsh, 2"x6" wood frm a 580 0.050 24.0 3.44 1998 0.96 559 s 417 0.050 24.0 3.44 1435 0.96 401 w 583 0.050 24.0 3.44 2007 0.96 562 all 2031 0.050 24.0 3.44 6993 0.96 1957 Partitions R20 BC: Frm wall, mtl ext, 1/2" wood shth, r-20 cav ins, 1/2" gypsum board int fish, 2"x6" wood frm Windows U30 S30: double pane low -e typical; 6.67 ft head ht n e e w all U30 S30: double pane low -e typical; 1.6 ft overhang (4.5 ft window ht, n 2.9 ft Sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.6 ft overhang (4.5 ft window ht, n 4.7 ft Sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 2.5 ft overhang (7.2 ft window ht, n 1.9 ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.6 ft overhang (2.5 ft window ht, e 1.7 ft Sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (3 ft window ht, 1.4 e ft Sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (4.5 ft window ht, e 1.4 ft sep.); 6.67 ft head ht 95 0.059 20.0 4.10 389 0.56 53 45 0.300 0 20.9 938 10.8 487 18 0.300 0 20.9 375 33.3 600 25 0.300 0 20.9 523 33.3 836 45 0.300 0 20.9 938 33.3 1500 133 0.300 0 20.8 2775 25.7 3422 11 0.300 0 20.9 235 10.8 122 11 0.300 0 20.9 235 10.8 122 114 0.300 0 20.9 2377 10.8 1233 13 0.300 0 20.9 261 33.3 417 12 0.300 0 20.9 250 33.3 400 18 0.300 0 20.9 375 33.3 600 - wrilghtsoft- _., RightSuite® Universal 2018 18.0.25 RSU20087 .ACCk ...45 W 32nd Ave\11645 W 32nd_Man J_2018-09-16.rup Calc = W8 Front Door faces: S 7201 f""o 2 82� or 2018 ft -17 14:3 Y of Pa heat Rage U30 S30: double pane low -e typical; 1.6 ft overhang (4.5 ft window ht, e 1.7 ft sep.); 6.67 ft head ht w all U30 S30: double pane low -e typical; 7.5 ft overhang (1.2 ft window ht, s 0.7 ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (4 ft window ht, 1.4 s ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (4 ft window ht, 3.8 s ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 7.5 ft overhang (4 ft window ht, 1 ft s sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 7.5 ft overhang (6.7 ft window ht, 2 s ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (2.5 ft window ht, w 4.8 ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (4.5 ft window ht, w 0.7 ft sep.); 6.67 ft head ht U30 S30: double pane low -e typical; 1.5 ft overhang (8 ft window ht, 3 ft w sep.); 6.67 ft head ht Doors 11 D0: Door, wd sc type s Ceilings R64 vaulted: Rf/clg ceiling, asphalt shingles roof mat, frm cons, 5/8" gypsum board int fnsh, 12" thkns Floors 21A -28t: Bg floor, heavy dry or light damp soil, 6.5' depth 1183 0.022 R64 over ambient: Flr floor, frm flr, 12" thkns, carpet fir fnsh, r-64 cav 57 0.020 ins, amb ovr 7 0.020 all 64 0.020 27 0.300 0 20.9 563 33.3 900 23 0.300 0 20.9 469 33.3 750 50 0.300 0 20.8 1032 33.3 1650 5 0.300 0 20.9 113 10.8 58 20 0.300 0 20.9 417 13.2 265 20 0.300 0 20.9 417 17.1 342 20 0.300 0 20.9 417 10.8 216 9 0.300 0 20.9 186 10.8 97 11 0.300 0 20.9 235 33.3 375 11 0.300 0 20.9 235 30.7 346 27 0.300 0 20.9 570 33.3 911 20 0.390 0 27.1 545 9.54 192 1288 0.020 64.0 1.37 1760 0.65 834 +� wrightsoft' „'� ,.,.,..• ...,,.__.. Right -Suite® Universal 2018 18.0.25 RSU20087 ACCO" ...45 W 32nd Ave\11645 W32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S 0 1.53 1809 0 0 64.0 1.36 78 0 0 64.0 1.36 9 0 0 64.0 1.36 88 0 0 t 2018 -Sep -17 14:34:39 Page 2 EENERGY Project Summary I INNOVATIONS Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com For: Lawrence and Gomez Architects Notes: Weather: Denver Internationa, CO, US Winter Design Conditions Outside db 1 °F Inside db 70 °F Design TD 70 °F Heating Summary Structure 29339 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh (none) Humidification 0 Btuh Piping 0 Btuh Equipment load 29339 Btuh Infiltration Method Simplified Construction quality Tigght Fireplaces 1 (Tight) Heating Cooling Area (ft') 2871 2871 Volume (ft') 20923 20923 Air changes/hour 0.15 0.08 Equiv. AVF (cfm) 52 28 Heating Equipment Summary Make Carrier Trade Carrier Performance 95 Single-... Model 59SP5A040E17--12 AHRI ref 0 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat 96.5 AFUE 40000 Btuh 31200 Btuh 47 °F 735 cfm 0.025 cfm/Btuh 0.70 in H2O Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman Summer Design Conditions Outside db 92 °F Inside db 75 °F Design TD 17 °F Daily range H Equipment latent load Relative humidity 50 % Moisture difference -36 gr/Ib Sensible Cooling Equipment Load Sizing Structure 19136 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh (none) 0.052 cfm/Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 19136 Btuh Latent Cooling Equipment Load Sizing Structure 1636 Btuh Ducts 0 Btuh Central vent (0 cfm) 0 Btuh (none) AHRI ref 201768022 Equipment latent load 1636 Btuh Equipment Total Load (Sen+Lat) 20772 Btuh Req. total capacity at 0.70 SHR 2.3 ton Cooling Equipment Summary Make Carrier Trade CARRIER Cond 24APB63OA00300 Coil CNPVU3617ALA+59SP5A040E17--12 AHRI ref 201768022 Efficiency 12.5 EER, 15 SEER Sensible cooling 19320 Btuh Latent cooling 8280 Btuh Total cooling 27600 Btuh Actual air flow 990 cfm Air flow factor 0.052 cfm/Btuh Static pressure 0.70 in H2O Load sensible heat ratio 0.92 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. -�-�- wrigFrtsoft" Right -Suite® Universal 2018 18.0.25 RSU20087 fECCA....45 W 32nd Ave\11645 W 32nd Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S ' 14:34:39 t s e EENERGY AED Assessment Job: 11645 W 32nd Ave i INNOVATIONS Date: Sep 16, 2018 Entire House By: Max Nuttelman Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com For: Lawrence and Gomez Architects Location: Denver Internationa, CO, US Elevation: 5430 ft Latitude: 40°N Outdoor: Heating Dry bulb (°F) 1 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 1 Hourly Glazing Load Hour of Day 6` Hourly - - Average AED limit Maximum hourly glazing load exceeds average by 22.9%. House has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh Wrilightssoft- 2018 -Sep -1714:34:39 ti Right -Suite® Universal 2018 18.0.25 RSU20087 Page i .. 45 W 32nd Ave\1 1645 W 32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S Indoor: Heating Cooling Indoor temperature (°F) 70 75 Design TD (°F) 70 17 Relative humidity (%) 50 50 Cooling Moisture difference (gr/Ib) 61.6 -36.3 92 Infiltration: 28 (H ) 60 7.5 Hourly Glazing Load Hour of Day 6` Hourly - - Average AED limit Maximum hourly glazing load exceeds average by 22.9%. House has adequate exposure diversity (AED), based on AED limit of 30%. AED excursion: 0 Btuh Wrilightssoft- 2018 -Sep -1714:34:39 ti Right -Suite® Universal 2018 18.0.25 RSU20087 Page i .. 45 W 32nd Ave\1 1645 W 32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S ENNOV TIONS Right -J® Worksheet Job: Sep 1 W 32nd Ave Entire House Date: Sep 16, 2018 By: Max Nuttelman Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com 1 Room name Entire House Mech 2 Exposed wall 429.0 ft 0 ft 3 Room height 9.9 ft 10.0 ft heat/cool 4 Room dimensions 5.5 x 8.3 ft 5 Room area 2870.8 ft' 45.4 ft2 Ty Construction U -value Or HTM Area (ft2) Load Area (ft') Load number (Btuh/ft? °F) (Btuh/ft') or perimeter (ft) (Bt h) or perimeter (ft) (Btu h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vu Found R15 int furred 0.051 n 2.74 0.26 373 328 896 85 0 0 0 0 �C U30 S30 0.300 n 20.85 10.81 45 0 938 487 0 0 0 0 Vh R20 BC plus R4 0.050 n 3.44 0.96 588 451 1554 435 0 0 0 0 U30 S30 0.300 n 20.85 10.81 11 0 235 122 0 0 0 0 11U30 S30 0.300 n 20.85 10.81 11 0 235 122 0 0 0 0 U30 S30 0.300 n 20.85 10.81 114 0 2377 1233 0 0 0 0 Y Found R15 int furred 0.051 a 2.81 0.32 463 445 1248 144 0 0 0 0 --G U30 S30 0.300 a 20.85 33.32 18 0 375 600 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 675 580 1998 559 0 0 0 0 U30 S30 0.300 a 20.85 33.32 13 0 261 417 0 0 0 0 U30 S30 0.300 a 20.85 33.32 12 0 250 400 0 0 0 0 U30 S30 0.300 a 20.85 33.32 25 0 523 836 0 0 0 0 U30 S30 0.300 a 20.85 33.32 18 0 375 600 0 0 0 0 U30 S30 0.300 a 20.85 33.32 27 0 563 900 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 373 373 1057 130 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 511 417 1435 401 0 0 0 0 U30 S30 0.300 s 20.85 10.81 5 11 113 58 0 0 0 0 U30 S30 0.300 s 20.85 13.24 20 25 417 265 0 0 0 0 U30 S30 0.300 s 20.85 17.11 20 1 417 342 0 0 0 0 U30 S30 0.300 s 20.85 10.81 20 40 417 216 0 0 0 0 U30 S30 0.300 s 20.85 10.81 9 18 186 97 0 0 0 0 11 DO 0.390 s 27.10 9.54 20 20 545 192 0 0 0 0 Found R15 intfurred 0.051 w 2.76 0.28 463 418 1152 117 0 0 0 0 U30 S30 0.300 w 20.85 33.32 45 0 938 1500 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 655 583 2007 562 0 0 0 0 U30 S30 0.300 w 20.85 33.32 11 0 235 375 0 0 0 0 U30 S30 0.300 w 20.85 30.75 11 3 235 346 0 0 0 0 U30 S30 0.300 w 20.85 33.32 23 0 469 750 0 0 0 0 U30 S30 0.300 w 20.85 33.32 27 0 570 911 0 0 0 0 P R20 BC 0.059 4.10 0.56 95 95 389 53 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 1288 1288 1760 834 0 0 0 0 F 21A -28t 0.022 1.53 0.00 1183 1183 1809 0 45 45 69 0 F R64 over ambient 0.020 1.36 0.00 57 57 78 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 7 7 9 0 0 0 0 0 6 c)AED excursion 0 0 Envelope loss/gain 26064 14087 69 0 12 a) Infiltration 3274 420 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 11 2530 0 0 Appliances/other 21001 0 Subtotal (lines 6 to 13) 29339 19136 69 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 -69 0 14 Subtotal 29339 19136 0 0 15 Duct loads 0% 0% 0 0 -0% 0% 0 0 Total room load 29339 19136 0 0 Air required (cfm) 735 990 0 0 -M-wrigF�Lsoft- RightSuite® Universal 2018 18.0.25 RSU20087 .4(-- ...45 W 32nd Ave\11645 W 32nd -Man J_2018-09-16.rup Calc = MJ8 Front Door faces m. City of QtblSa.., ENERGY INNOVATIONS Right -J® Worksheet Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman 1 Room name Future Storage Future Bsmnt BR 2 Exposed wall 53.8 ft 29.8 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 328.6 ft 1.0 x 202.0 ft 5 Room area 328.6 ft' 202.0 ft' Ty Construction number LI -value (Btuh/ft2°F) Or HTM (Btu /ft') Area (ft') or perimeter (ft) Load (Bt h) Area (ft') or perimeter (ft) Load (Btu h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Found R15 int furred 0.051 n 2.74 0.26 0 0 0 0 168 168 475 59 �C U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 V� Found R15 int furred 0.051 a 2.81 0.32 110 104 291 32 0 0 0 0 -G U30 S30 0.300 a 20.85 33.32 6 0 125 200 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 318 318 901 111 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 w 2.76 0.28 110 88 232 16 130 108 288 23 L --C U30 S30 0.300 w 20.85 33.32 23 0 469 750 23 0 469 750 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 0 0 0 0 0 0 0 0 F 21A -28t 0.022 1.53 0.00 329 329 502 0 202 202 309 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 164 290 Envelope loss/gain 2520 1274 1542 1122 12 a) Infiltration 204 26 113 15 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 2724 1300 1655 1136 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 84 3 120 6 14 Subtotal 2809 1302 1775 1143 15 Duct loads I -0% 0% 0 0 -0% 0% 0 0 Total room load 2809 1302 1775 1143 Air required (cfm) 70 67 44 59 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. +}� wrigF�tsoft 2018 -Sep -1714:34:39 ACS - Right -Suite® Universal 2018 18.0.25 RSU20087 Page 2 ..45 W 32nd Ave\11645 W 32nd_Man J_2018-09-16.rup Calc = W8 Front Door faces: S EENERGY INNOVATIONS Right -J® Worksheet Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman 1 Room name Future Bath Future Fam Rm 2 Exposed wall 5.8 ft 69.5 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 9.3 x 5.8 ft 18.8 x 23.0 ft 5 Room area 53.2 ft' 431.3 ft2 Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh/W °F) (Btuh/ft2) or perimeter (ft) (Bt h) or perimeter (ft) (Bt h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6Found R15 int furred 0.051 n 2.74 0.26 0 0 0 0 188 143 371 21 I -G U30 S30 0.300 n 20.85 10.81 0 0 0 0 45 0 938 487 Vh R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 yl Found R15 int furred 0.051 a 2.81 0.32 58 52 142 14 230 224 631 74 t -C U30 S30 0.300 a 20.85 33.32 6 0 125 200 6 0 125 200 R20 BC plus R4 0.050 a 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 55 55 156 19 R20 BC plus R4 0.050 s 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 y! Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 223 223 631 78 --( U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 0 0 0 0 0 0 0 0 F 21A -28t 0.022 1.53 0.00 53 53 81 0 431 431 659 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 10 -73 Envelope loss/gain 348 224 3513 805 12 a) Infiltration 22 3 264 34 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 10 10 Subtotal (lines 6 to 13) 370 227 3777 839 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 165 11 154 10 14 Subtotal 535 238 3931 849 15 Duct loads I -0% 0% 0 0 -0% 0% 0 0 Total room load 535 238 3931 849 Air required (cfm) 13 12 98 IT014M }&- - .. tsoft- Right -Suite® Universal 2018 18.0.25 RSU20087 AC -C -1k ,.45 W 32nd Ave111645 W 32nd -Man J_201&09-16.rup Calc = MJ8 Front Door faces: City of idcde ENERGY INNOVATIONS Right -J® Worksheet Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman 1 Room name Bsmnt Stairs Master Bedroom 2 Exposed wall 8.3 ft 47.8 ft 3 Room height 10.0 ft heat/cool 10.5 ft heat/cool 4 Room dimensions 1.0 x 122.9 ft 18.8 x 14.5 ft 5 Room area 122.9 ft' ft 271.9 ft' Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft? °F) (Btuh/ft') or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 %tFound R1-5 int furred 0.051 n 2.74 0.26 18 18 50 6 0 0 0 0 _G U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 197 174 600 168 U30 S30 0.300 n 20.85 10.81 0 0 0 0 11 0 235 122 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 11 0 235 122 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 4y Found R15 int furred 0.051 a 2.81 0.32 65 65 184 23 0 0 0 0 t-6 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 0 0 0 0 131 118 406 114 U30 S30 0.300 a 20.85 33.32 0 0 0 0 13 0 261 417 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 w Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 y! Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 0 0 0 0 t --G U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 131 108 372 104 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 U30 S30 0.300 0.300 w w 20.85 20.85 30.75 33.32 0 0 0 6 0 0 0 0 0 23 0 0 0 469 0 750 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 0 0 0 0 286 286 390 185 F 21A -28t 0.022 1.53 0.00 123 123 188 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion -3 -99 Envelope loss/gain 422 26 2967 1882 12 a) Infiltration 31 4 497 64 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 0 Subtotal (lines 6 to 13) 453 30 3465 2405 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -453 30 57 39 14 Subtotal 0 0 3521 2444 15 Duct loads I -0% 0% 0 0 -0% 0% 0 0 riTotal mom load 0 0 3521 2444 Air required (cfm) 0 0 88 126 Calculations aDDroved by ACCA to meet all requirements of Manual J 8th Ed -t•}i- 2018 -Sep -1714:34:39 ACS- Right -Suite@ Universal 2018 18.0.25 RSU20087 Page 4 ...45 W 32nd Ave\11645 W 32nd -Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S EENERGY RI ht -.1® Worksheet Job: 11645 W 32nd Ave � INNOVATIONS 9 Date: Sep 16, 2018 Entire House By: Max Nuttelman Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com 1 Room name Master Bath Living/Dining 2 Exposed wall 14.0 ft 34.0 ft 3 Room height 10.3 ft heat/cool 11.4 ft heat/cool 4 Room dimensions 15.3 x 8.5 ft 18.5 x 15.5 ft 5 Room area 129.6 ft' 286.8 ft2 Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft' °F) (Btuh/ft') or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6Found R15 intfurred 0.051 n 2.74 0.26 0 0 0 0 0 0 0 0 L --G U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 185 71 245 68 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 114 0 2377 1233 Found R15 int furred 0.051 a 2.81 0.32 0 0 0 0 0 0 0 0 t -G U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 77 50 170 48 23 23 80 22 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 27 0 563 900 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 72 72 249 70 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 1y Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 0 0 0 0 t -G U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 155 128 440 123 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 27 0 570 911 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 128 128 175 83 291 291 397 188 F 21A -28t 0.022 1.53 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 32 -130 Envelope loss/gain 1157 1132 4108 2415 12 a) Infiltration 162 21 395 51 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 4 920 Appliances/other 1 01 1 900 Subtotal (lines 6 to 13) 1319 1153 4503 4286 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 296 201 251 171 14 Subtotal 1615 1354 4754 4457 151 Duct loads I -0% 0% 0 0 -0% 0% 0 0 Total room load 1615 1354 47544457 Air required (cfm) 40 70 119 231 -i* gh1 , _1 . ..1 . t Right -Suite® Universal 2018 18.0.25 RSU20087 _ ACCK ...45 W 32nd Ave\11645 W 32nd -Man J_2018-09-16.rup Calc = MJ8 Front Door faces: 2018 -Sep -17 14:34:39 Page 5 Wheat R dge ENERGY INNOVATIONS Right -J® Worksheet Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: tiwwv.eiboulder.com Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman 1 Room name Laundry Powder 2 Exposed wall 12.0 ft 0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 1.0 x 87.9 ft 4.8 x 4.8 ft 5 Room area 87.9 ft' 22.6 ft' Ty Construction U -value OrHTM Area (W) Load Area (ft') Load number (Btuh/ft' °F) (Btuh/ft') or perimeter (ft) (Bt h) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W! Found R15 int furred 0.051 n 2.74 0.26 0 0 0 0 0 0 0 0 �--C U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 t Found R15 int furred 0.051 a 2.81 0.32 0 0 0 0 0 0 0 0 -C U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 40 40 138 39 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 SC plus R4 0.050 w 3.44 0.96 80 69 237 66 0 0 0 0 U30 S30 0.300 w 20.85 33.32 11 0 235 375 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 95 95 389 53 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 51 51 70 33 0 0 0 0 F 21A -28t 0.022 1.53 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 132 0 Envelope loss/gain 1068 699 0 0 12 a) Infiltration 130 17 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 01 1 0 Subtotal (lines 6 to 13) 1198 715 0 0 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1198 715 0 0 15 Duct loads -0% 0% 0 0 -0% 0% 0 0 Total room load 1198 715 0 0 Air required (cfm) 30 37 0 0 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed -f'1- wrighr<soft 2018 -Sep -1714:34:39 "Right -Suite® Universal 2018 18.0.25 RSU20087 Pae 6 -t--CN W 32n CN ...45 W 32nd Ave\116d_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S g EENERGY ii INNOVATIONS Right -J® Worksheet Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eibouldeccom Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman 1 Room name Foyer Kitchen 2 Exposed wall 8.5 ft 27.0 ft 3 Room height 10.0 ft heat/cool 10.0 ft heat/cool 4 Room dimensions 8.5 x 8.5 ft 10.3 x 16.8 ft 5 Room area 72.3 ft' 171.7 ft' Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh/W°F) (Btuh/ft') or per meter (ft) (Btuh) or perimeter (ft) (Btu h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6Found R15 int furred 0.051 n 2.74 0.26 0 0 0 0 0 0 0 0 L-1 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 yyylll R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 0 0 0 0 �-G U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 1�--GG U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 y/ Found R15 int furred 0.051 a 2.81 0.32 0 0 0 0 0 0 0 0 L --G U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 0 0 0 0 168 156 539 151 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 11 0 231 370 U30 S30 0.300 e 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 85 51 174 49 103 83 284 80 U30 S30 0.300 s 20.85 10.81 5 5 113 58 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 20 20 417 216 U30 S30 0.300 s 20.85 10.81 9 9 186 97 0 0 0 0 11 DO 0.390 s 27.10 9.54 20 20 545 192 0 0 0 0 Vy Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 0 0 0 0 1 C, U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 0 0 0 0 0 0 0 0 F 21 A -28t 0.022 1.53 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion -33 -220 Envelope loss/gain 1018 363 1471 596 12 a) Infiltration 92 12 293 38 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 3 690 Appliances/other 101 1 1200 Subtotal (lines 6 to 13) 1110 374 1765 2524 Less external load 6 0 0 0 Less transfer 0 0 0 0 Redistribution 49 33 300 204 14 Subtotal 1159 408 2064 2727 15 Duct loads -0% 0% 0 0 -0% 0% 0 0 Total room load 1159 408 2064 2727 Air required (cfm) 29 21 5 1 `f` wrightsof`t° Right -Suite® Universal 2018 18.0.25 RSU20087 45 W 32nd Ave\11645 W 32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S City Of DIviSO ENERGY INNOVATIONS Right -l® Worksheet Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman 1 Room name Main Stairs/Halls Upper Halls 2 Exposed wall 14.3 ft 37.3 ft 3 Room height 10.3 ft heat/cool 8.0 ft heat/cool 4 Room dimensions 1.0 x 140.6 ft 1.0 x 157.0 ft 5 Room area 140.6 ft' 157.0 ft' Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ftp'F) (Btuh/ft') or perimeter (ft) (Bt h) or perimeter (ft) (Bt h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 WI Found R15 int furred 0.051 n 2.74 0.26 0 0 0 0 0 0 0 0 t -C U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 114 114 393 110 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 Found R15 int furred 0.051 a 2.81 0.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 65 51 176 49 60 42 145 40 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 e 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 14 0 292 467 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 18 0 375 600 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 5 5 18 5 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 yl Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 0 0 0 0 �- G U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 78 78 267 75 124 113 388 109 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 11 1 235 346 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 28 28 39 18 157 157 215 102 F 21A -28t 0.022 1.53 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 0 0 0 0 6 c)AED excursion 12 -108 Envelope loss/gain 791 626 1750 1198 12 a) Infiltration 161 21 324 41 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 101 10 Subtotal (lines 6 to 13) 952 647 2074 1240 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution -952 -647 0 0 14 Subtotal 0 0 2074 1240 15 Duct loads -0% 0% 0 0 -0% 0% 0 0 Total room load 00 2074 1240 Air required (cfm) 0 0 52 64 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Tl_ wrightsoft 2018 -Sep -17 14:34:39 .9GCk Right -Suite® Universal 2018 18.0.25 RSU20087 Page 8 ...45 W 32nd Ave\11645 W 32nd -Man J_2018-09-16.rup Calc = W8 Front Door faces: S EENERGY RI ht -J® Worksheet Job: 11645 W 32nd Ave � INNOVATIONS 9 Date: Sep 16, 2018 Entire House By: Max Nuttelman Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com 1 Room name Upper Bath Bedroom 1 2 3 Exposed wall Room height 5.5 ft 8.0 ft heat/cool 37.8 ft 8.0 ft heat/cool 4 Room dimensions 10.5 x 5.5 ft 1.0 x 153.1 ft 5 Room area 57.8 ft' 153.1 ft' Ty Construction U -value Or HTM Area (ft') Load Area (ft') Load number (Btuh/ft' °F) (Btu /ft') or perimeter (ft) (Bt h) or perimeter (ft) (Bt h) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6Found R15 intfurred 0.051 n 2.74 0.26 0 0 0 0 0 0 0 0 L_-�G U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 n 3.44 0.96 0 0 0 0 92 92 317 89 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 0 0 0 y/ Found R15 int furred 0.051 a 2.81 0.32 0 0 0 0 0 0 0 0 L --G U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 a 3.44 0.96 44 32 110 31 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 12 0 250 400 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 a 20.85 33.32 0 0 0 0 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 0 0 0 0 122 102 351 98 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 20 12 417 265 U30 S30 0.300 s 20.85 17.11 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 0 0 0 0 11D0 0.390 s 27.10 9.54 0 0 0 0 0 0 0 0 Vy Found R15 int furred 0.051 w 2.76 0.28 0 0 0 0 0 0 0 0 -G U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 88 88 303 85 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 58 58 79 37 153 153 209 99 F 21A -28t 0.022 1.53 0.00 0 0 0 0 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 31 31 42 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 7 7 9 0 6 c)AED excursion 12 -7 Envelope loss/gain 439 480 1649 628 12 a) Infiltration 48 6 328 42 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 1 230 Appliances/other 0 0 Subtotal (lines 6 to 13) 487 486 1977 900 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 487 486 1977 900 15 Duct loads 1 -0% 0% 0 0 -0% 0% 0 0 Total room load I 487 486 1977 900 Air required (cfm) I 1 12 25 50 47 / }i- wrigF�tsoTt' Right -Suite® Universal 2018 18.0.25 RSU20087 ACCf, ...45 W 32nd Ave\11645 W 32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces WS iSep-17 14:34:39 ' �, , Page,.9 EINNOVATIONS Right -J® Worksheet Job: , 32nd Ave Sep 1 Date: Sep 1 Entire House 6, By: Max Nuttelcotelman Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com 1 Room name Bedroom 2 2 Exposed wall 24.0 ft 3 Room height 8.0 ft heat/cool 4 Room dimensions 1.0 x 136.3 ft 5 Room area 136.3 ft' Ty Construction U -value Or HTM Area (ft') Load Area Load number (Btuh/ft? °F) (Btu /ft') or perimeter (ft) (Bt h) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 \tFound R15 int furred 0.051 n 2.74 026 0 0 0 0 �C U30 S30 0.300 n 20.85 10.81 0 0 0 0 0 plus R4 0.050 n 3.44 0.96 0 0 0 0 U30 S30 U3S3 0.300 n 20.85 10.81 0 D 0 0 11 U30 S30 0.300 n 20.85 10.81 0 0 0 0 U30 S30 0.300 n 20.85 10.81 0 0 0 0 y/ Found R15 int furred 0.051 e 2.81 032 0 0 0 0 �--G U30 S30 0.300 e 20.85 33.32 0 0 0 0 R20 BC plus R4 0.050 e 3.44 0.96 108 108 372 104 U30 S30 0.300 e 20.85 33.32 0 0 0 0 U30 S30 0.300 e 20.85 33.32 0 0 0 0 U30 S30 0.300 e 20.85 33.32 0 0 0 0 U30 S30 0.300 e 20.85 33.32 0 0 0 0 U30 S30 0.300 e 20.85 33.32 0 0 0 0 W Found R15 int furred 0.051 s 2.84 0.35 0 0 0 0 R20 BC plus R4 0.050 s 3.44 0.96 84 64 220 62 U30 S30 0.300 s 20.85 10.81 0 0 0 0 U30 S30 0.300 s 20.85 13.24 0 0 0 0 U30 S30 0.300 s 20.85 17.11 20 0 417 342 U30 S30 0.300 s 20.85 10.81 0 0 0 0 U30 S30 0.300 s 20.85 10.81 0 0 0 0 11 DO 0.390 s 27.10 9.54 0 0 0 0 W Found R15 int furred 0 051 w 276 0 28 0 0 0 0 � C, U30 S30 0.300 w 20.85 33.32 0 0 0 0 R20 BC plus R4 0.050 w 3.44 0.96 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 U30 S30 0.300 w 20.85 30.75 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 U30 S30 0.300 w 20.85 33.32 0 0 0 0 P R20 BC 0.059 4.10 0.56 0 0 0 0 C R64 vaulted 0.020 1.37 0.65 136 136 186 88 F 21A -28t 0.022 1.53 0.00 0 0 0 0 F R64 over ambient 0.020 1.36 0.00 26 26 36 0 F R64 over ambient 0.020 1.36 0.00 0 0 0 0 6 c)AED excursion 20 Envelope loss/gain 1231 616 12 a) Infiltration 209 27 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 0 Subtotal (lines 6 to 13) 14401 873 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 1440 873 15 Duct loads 1-0% 0% 0 0 Total room load 1440 873 Air required (cfm) 36 45 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A- wrighLsoft 2018 -Sep -17 14:34:39 - ----- Right -Suite® Universal 2018 18.0.25 RSU20087 Page 10 ...45 W 32nd Ave\11645 W 32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: 3 EENERGY Duct System Summa Job: 11645 W 32nd Ave 4 INNOVATIONS Y Date: Sep 16, 2016 Entire House By: Max Nuttelman Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com Projectf • For: Lawrence and Gomez Architects Cooling Heating External static pressure 0.70 in H2O Pressure losses 0.26 in H2O Available static pressure 0.44 in H2O Supply / return available pressure 0.238 / 0.202 in H2O Lowest friction rate 0.070 in/100ft Actual air flow 735 cfm Total effective length (TEL) st2 Bedroom 2 Cooling 0.70 in H2O 0.26 in H2O 0.44 in H2O 0.238 / 0.202 in H2O 0.070 in/100ft 990 cfm 625 ft 47 Supply Branch Detail Table Name Design (Btuh) Htg (cfm) Clg (cfm) Design FR Diam (in) H x W (in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Bedroom 1 h 1977 50 47 0.105 5.0 OX0 ShMt 27.8 200.0 st2 Bedroom 2 C 873 36 45 0.085 5.0 0x0 ShMt 34.5 245.0 st2 Foyer h 1159 29 21 0.138 3.4 8x4 ShMt 12.5 160.0 st3 Future Bath h 535 13 12 0.138 4.0 Ox 0 ShMt 12.8 160.0 stl Future Bsmnt BR c 1143 44 59 0.093 5.0 OX 0 ShMt 21.0 235.0 st3 Future Fam Rm h 3931 98 44 0.079 7.0 OX 0 Sh Mt 45.3 255.0 stl Future Storage h 1404 35 34 0.088 5.0 Ox 0 Sh Mt 17.0 255.0 st3 Future Storage -A h 1404 35 34 0.097 4.0 OX 0 Sh Mt 20.3 225.0 stl Kitchen C 1364 26 71 0.082 6.0 0x0 ShMt 20.8 270.0 stl Kitchen -A C 1364 26 71 0.075 6.0 0x0 ShMt 16.3 300.0 stl Laundry c 715 30 37 0.086 5.0 Ox 0 Sh Mt 22.8 255.0 st3 Living/Dining c 1486 40 77 0.096 6.0 OX 0 Sh Mt 23.8 225.0 st3 Living/Dining-A c 1486 40 77 0.109 6.0 0x0 ShMt 12.5 205.0 stl Living/Dining-B c 1486 40 77 0.099 6.0 0X0 ShMt 16.3 225.0 st3 Master Bath c 1354 40 70 0.082 6.0 OX 0 ShMt 30.3 260.0 stl Master Bedroom c 1222 44 63 0.100 5.0 Ox 0 ShMt 32.3 205.0 stl Master Bedroom -A c 1222 44 63 0.070 6.0 0X0 ShMt 48.0 290.0 stl Upper Bath c 486 12 25 0.095 4.0 OX 0 ShMt 26.0 225.0 st2 Upper Halts c 1240 52 64 0.126 5.0 0x0 ShMt 29.8 160.0 st2 +}F wrightsoft°' ..,„,.....-.......,....,,..,_., Right -Suite® Universal 2018 18.0.25 RSU20087 1 +..CN ...45 W 32nd Ave\11645 W 32nd -Man J_2018-09-16.rup Calc = MJ8 Front Door faces: Wheat Ridge Name Trunk Htg Cig Design Veloc Diam H x W Duct Stud/Joist Opening (in) Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st1 Peak AVF 367 504 0.070 648 11.4 8 x 14 ShtMetl 0.077 st2 Peak AVF 150 181 0.085 543 7.5 8 x 6 ShtMetl 196 st3 Peak AVF 218 305 0.086 548 9.1 8 x 10 ShtMetl 0x0 Name Grille Size (in) Htg (cfm) Cig (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Matl Trunk rb7 0x0 48 70 286.5 0.070 358 6.0 Ox 0 Peak AVF ShMt rt4 rb6 0x0 101 111 263.0 0.077 414 7.0 Ox 0 430 ShMt rt4 rb3 0x0 129 196 278.5 0.072 563 8.0 Ox 0 407 ShMt rt2 rb4 0x0 91 218 200.0 0.101 624 8.0 Ox 0 8 x 10 ShMt rt3 rb5 0x0 138 212 286.3 0.071 607 8.0 Ox 0 ShMt rt3 rb2 0x0 182 124 143.8 0.140 682 7.0 Ox 0 ShMt rt2 rb1 Oxo 44 59 65.8 0.307 677 4.0 Ox 0 ShMt Bold/italic values have been manually overridden W right5Oft, 2018 -Sep -17 14:34:42 lzt_."' _. ,. ..w,.,_., RightSuite® Universal 2018 18.0.25 RSU20087 Page 2 ,L'—CN ...45 W 32nd Ave\11645 W 32nd–Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk rt1 Peak AVF 380 611 0.070 611 12.3 8 x 18 ShtMetl rt3 Peak AVF 230 430 0.071 553 10.8 8 x 14 ShtMetl rt1 rt4 Peak AVF 150 181 0.070 407 7.8 8 x 8 ShtMetl rt1 rt2 Peak AVF 311 320 0.072 576 9.6 8 x 10 ShtMetl Bold/italic values have been manually overridden W right5Oft, 2018 -Sep -17 14:34:42 lzt_."' _. ,. ..w,.,_., RightSuite® Universal 2018 18.0.25 RSU20087 Page 2 ,L'—CN ...45 W 32nd Ave\11645 W 32nd–Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S EENERGY Manual S Compliance Report I INNOVATIONS Entire House Energy Innovations LLC Phone: 720.281.4554 Email: max@eiboulder.com Web: www.eiboulder.com For: Lawrence and Gomez Architects Cooling Equipment Design Conditions Job: 11645 W 32nd Ave Date: Sep 16, 2018 By: Max Nuttelman Outdoor design DB: 91.7°F Sensible gain: 19136 Btuh Entering coil DB: 75.0°F Outdoor design WB: 59.8°F Latent gain: 1636 Btuh Entering coil WB: 61.7°F Indoor design DB: 75.0'F Total gain: 20772 Btuh Indoor RH: 50% Estimated airflow: 990 cfm Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: Split AC Manufacturer: Manufacturer: Carrier 735 cfm Actual airflow: 990 cfm Sensible capacity: 24456 Btuh Latent capacity: 2854 Btuh Total capacity: 27310 Btuh Design Conditions Outdoor design DB: 0.5°F Indoor design DB: 70.0°F Model:24APB630A00300+CNPVU3617ALA+59SP5A040E17--12 128% of load 174% of load 131 % of load SHR: 90% Heat loss: 29339 Btuh Manufacturer's Performance Data at Actual Design Conditions Equipment type: Gas furnace Manufacturer: Carrier Actual airflow: 735 cfm Output capacity: 31200 Btuh Model: 59SP5A040E17--12 106% of load Meets all requirements ofACCA Manual S. Entering coil DB: 70.0°F Temp. rise: 47 °F wrightsoft" 2018 -Sep -17 14:34:42 k -,._, ,....,..., Right -Suite® Universal 2018 18.0.25 RSU20087 ' Page 1 ACCk ...45 W 32nd Ave\11645 W 32nd_Man J_2018-09-16.rup Calc = MJ8 Front Door faces: S Wheat Ridge Quild��9 D' "'fin B VA Lower Level 8 cfm Job #: 11645 W 32nd AveI Energy Innovations LLC Performed by Max Nuttelman for: Lawrence and Gomez Architects Phone: 720.281.4554 www.eiboulder.com max@eiboulder.com 6" 7" 6" 4" 35 cfm Scale: 1 : 107 Page 1 Right -Suite® Universal 2018 18.0.25 RSU20087 2018 -Sep -17 14:34:51 ...1645 W 32nd—Man J_2018-09-16.rup a Future r am 5" 59 dm 8 „ 6" 59 dm j= Future Bsmnt BR 182 cfm 1 B4 t airs 6 18x8 6 i 4" 7' 14x8 5" 113m I ut, B h 6" 10x8 8" I I I 6 x 8 10x8 5 " 8 " Mech 14x8 8 x 8 5" Sup Riser 4 x 8 6 x 8 _ 35 cfm Rel Riser 6 8 x 8 Future Storage Job #: 11645 W 32nd AveI Energy Innovations LLC Performed by Max Nuttelman for: Lawrence and Gomez Architects Phone: 720.281.4554 www.eiboulder.com max@eiboulder.com 6" 7" 6" 4" 35 cfm Scale: 1 : 107 Page 1 Right -Suite® Universal 2018 18.0.25 RSU20087 2018 -Sep -17 14:34:51 ...1645 W 32nd—Man J_2018-09-16.rup a Main Level 63 c`:, Job #: 11645 W 32nd Ave Performed by Max Nuttelman for: Lawrence and Gomez Architects Energy Innovations LLC Phone: 720.281.4554 www.eiboulder.com max@eiboulder.com e:1:10 109911p, Universal 2018 ..1645 V 32nd—Man J_2018-09- Ell Upper Level Job #: 11645 W 32nd Ave Performed by Max Nuttelman for: Lawrence and Gomez Architects 45 cfm Energy Innovations LLC Phone: 720.281.4554 www.eiboulder.com max@eibouldercom Scale: 1 : 107 Page 3 Right -Suite® Universal 2018 18.0.25 RSU20087 2018 -Sep -17 14:34:51 ..1645 W 32nd—Man J_2018-09-16.rup - THIS IS A TRUSS PLACEMENT DIAGRAM ONLY. These trusses are designed as individual building components that are to be incorporated into the building design at the specification of the building designer. See individual engineering drawings to identify truss placement on drawing. Building designer is responsible for temporary and pennament bracing of the roof and floor systems for overall structure; and the design of the truss support system, including but not limited to headers, beams, bearing walls, and columns. - For general guidance regarding bracing, please refer to Truss Plate Institute's "Building Component Safety Information" (BCSI) book, or BCSI-Bl form available aTtpinst.org. - Any structural details called out on layout are based on the interpretation of the structural plans, and are not specified by the truss designer or High Plateau Truss Inc. CUSTOMER I HELSETH CONSTRUCTION LLC I PROJECT I Mok Residence 7013 # 118-715 DATE 1 10/19/2018 ADDRESS 111645 W 32nd St. CITY,STATE,ZIP I Wheat Ridge, CO 80033 ROOF TRUSS LAYOUT Review and approval of this layout and corresponding engineering drawings by the client or clients agent are required before trusses can be sent to production Approved Data HIGH :.. Qtj, 0" ' E �T77►� #2ZI 0 " Acool, 9 zo r�. ,.,A �kt A '] � , .N � u � � Yd o runs Cuss ype 18-715 A01 Common Supported Gable 1 =nce al) ••s•• • •�••^•-• •-w ••••^• w•••^•�•�� •'••n �w� a.�cu s ma rf zula mi i ex maustnes, mc. rn Oct 19 12:02:50 2018 Pagel -1Z 9-0-0 95-0 ID: 1hXwu4U55x16Lx?7xAR3ARzSn �odrMpP'sZk6LfuE?gKxWCBrLRt739VQsQOXs6nyRrGp 18-10-0 20 4 0 1 6 0 9-5-0 9.5-0 1 6-0 Scale = 1:36.5 4x6 = 10 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 10x10 = 3x4 = "_0 18-10-0 18-10-0 Plate Offsets (X,Y)-- [2:0-1-12,0-0-9], [3:0-5-1,0-0-12], [17:0-5-1,0-0-12], [18:0-1-12,0-0-9], [18:Edge 0-2-6] [20:0-1-12,0-0-0], [35:0-1-12 0-0-01 [35:0-0-0 0-2-6] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP CLL (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 19 n/r 120 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 19 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 HOrc(CT) 0.00 20 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 77 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 35=267/18-10-0 (min. 0-3-5), 20=267/18-10-0 (min. 0-3-5),27=131/18-10-0 (min. 0-3-5), 28=139/18-10-0 (min. 0-3-5),29=133118-10-0 (min. 0-3-5),30=133/18-10-0 (min. 0-3-5),31=136/18-10-0 (min. 0-3-5), 33=137/18-10-0 (min. 0-3-5), 34=50/18-10-0 (min. 0-3-5),26=139118-10-0 (min. 0-3-5), 25=133/18-10-0 (min. 0-3-5),24=133/18-10-0 (min. 0-3-5), 23=135/18-10-0 (min. 0-3-5),22=137/18-10-0 (min. 0-3-5), 21=50/18-10-0 (min. 0-3-5) Max Horz 35=56(LC 10) Max Uplift35=-164(LC 6), 20=-172(LC 7), 28=-53(LC 10), 29=-59(LC 6), 30=-56(LC 10), 31=-58(LC 10), 33=-53(LC 6), 34=-97(LC 16), 26=-52(LC 11), 25=-59(LC 7), 24=-56(LC 11), 23=-58(LC 7), 22=-55(LC 7), 21=-97(LC 16) Max Grav35=388(LC 16), 20=388(LC 16), 27=131(LC 1), 28=174(LC 17), 29=166(LC 17), 30=165(LC 17), 31=144(LC 17), 33=137(LC 1), 34=63(LC 5), 26=174(LC 18), 25=166(LC 18), 24=165(LC 18), 23=144(LC 18), 22=137(LC 1), 21=63(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-35=375/181, 1-2=0/54, 2-3=-54/47, 3-4=-36/50, 4-5=-33/54, 5-6=-21/68, 6-36=-12/80, 7-36=0/84, 7-8=-14/100, 8-9=-14/120, 9-10=-17/137, 10-11=-17/133, 11-12=-14/109, 12-13=-14/89, 13-37=0/70, 14-37=-12/66, 14-15=-8/54, 15-16=-19/44, 16-17=-23/36, 17-18=-42/32, 18-19=0/54,18-20=-375/187 BOT CHORD 34-35=-31/54, 33-34=-31/54, 32-33=-31/54, 31-32=-31/54, 30-31=-31/54, 29-30=-31/54, 28-29=-31/54, 27-28=-31/54, 26-27=-31/54, 25-26=-31/54, 24-25=-31/54, 23-24=-31/54, 22-23=-31/54, 21-22=-31/54, 20-21=-31/54 WEBS 10-27=-104/0,9-28=-147/69,8-29=-140/75,7-30=-139/72, 6-31=-117/73, 5-33=-110/73,3-34=-30/124,11-26=-147/68, 12-25=-140/75, 13-24=-139/72,14-23=-117/73, 15-22=-110/74, 17-21=-26/124 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1.10 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 2.00 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. 98) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). G9nfmuedsondpa�e ed at 1-4-0 oc. City of Wheat it id,,, 910 n,y„ m'i, ", ' 6,u, -[1 — any, w 65022 a.zzu s May 29 2016 MiTek Industries, Inc. Fri Oct 19 12:02:512018 Page 1 9-0-0 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-6_BDa9QUK1 ECH 1 pBD2SIIPORE�i�n�ld?f2GPeDyRrGo 1-0-0 3-0 6 6-9-4 9-5-0 13-1-0 18-10-0 20-4-0 1-0-0 3fi-6 3-2-14 2-7-12 3-8-0 5-9-0 1-6-0 Scale = 1:35.8 4x6 = 3x4 I I5x12 = 12x12 = 9-0-0 6-9-4 9-0-0 18-10-0 cnn � LOADING (psCLL 30.0 SPACING- rusS ype CSI. BOT CHORD 2x4 SPF 1650F 1.5E Mok,11645W32ndSt. rlol�15_ A02 Roof Special 7 1 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.29 Job Reference (optional) n,y„ m'i, ", ' 6,u, -[1 — any, w 65022 a.zzu s May 29 2016 MiTek Industries, Inc. Fri Oct 19 12:02:512018 Page 1 9-0-0 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-6_BDa9QUK1 ECH 1 pBD2SIIPORE�i�n�ld?f2GPeDyRrGo 1-0-0 3-0 6 6-9-4 9-5-0 13-1-0 18-10-0 20-4-0 1-0-0 3fi-6 3-2-14 2-7-12 3-8-0 5-9-0 1-6-0 Scale = 1:35.8 4x6 = 3x4 I I5x12 = 12x12 = 9-0-0 6-9-4 9-0-0 18-10-0 cnn � LOADING (psCLL 30.0 SPACING- 2-0-0 CSI. BOT CHORD 2x4 SPF 1650F 1.5E DEFL. in (loc) Well L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.29 12 >772 240 MT169/123 TCDL 10.0 BCLL 0.0 * Lumber DOL Rep Stress Incr 1.15 YES BC WB 0.76 0.98 Vert(CT) Horz(CT) -0.48 0.27 12 9 >461 n/a 180 n/a BCDL 10.0 Code IRC2015ITPI2014 Matrix -S Weight: 75 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-0-11 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W5,W4: 2x4 SPF 165OF 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationuide. REACTIONS. (Ib/size) 14=1059/0-5-8 (min. 0-1-8),9=1059/0-5-8 (min. 0-1-11) Max Horz 14=-55(LC 15) Max Upliftl4=-393(LC 6), 9=-393(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-14=-1030/414, 1-2=0/73, 2-3=-3048/850, 3-15=-4164/1092, 4-15=-4120/1100, 4-5=-1741/482, 5-6=-1790/489, 6-16=-1450/451, 7-16=-1559/441, 7-8=0/73, 7-9=-992/425 BOT CHORD 13-14=-90/142, 12-13=-845/2971, 11-12=-1006/4110, 10-11=-351/1467, 9-10=-86/260 WEBS 2-13=-738/2735, 3-13=-554/219, 3-12=-178/1073, 4-12=-521/2219, 4-11=-2792/786, 5-11=-193/800, 6-11=-70/405, 6-10=-545/210, 7-10=-286/1157 NOTES - 1) Wind: ASCE 7-10; VuIt= 139mph (3 -second gust) Vasd=11 Omph; TCDL=6.Opsf; BCDL=6.0psf; h=25ft; Cat. II; Exp C; Enciosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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) 14 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 393 Ib uplift at joint 14 and 393 Ib uplift at joint 9. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City of Wheat Ridge mss _ -----]TrussType_ ' h Plateau Truss Inc. Comma 01 I Common Supported Gable H 18-715 --- i` - -. —L __ -- ---- 9 Commerce City, CO 80022 FCFty___tP1y I Mok, 11645 W 32nd St. I1 i t _ 1Job Reference_Loptlonal) 8.220 s Ma 29 2018 MTek Industries Inc Fn Oct 19 12:02:512018 Page 2 ID:1 hXwu4U55xl6Lx?7xAR3ARzSn KJ-6_BDa9QUK1 ECH 1 pBD2S11POWBHTIuyg?f2GPeDyRrGo NOTES - 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 35, 172 Ib uplift at joint 20, 53 Ib uplift at joint 28, 59 Ib uplift at joint 29, 56 Ib uplift at joint 30, 58 Ib uplift at joint 31, 53 Ib uplift at joint 33, 97 Ib uplift at joint 34, 52 Ib uplift at joint 26, 59 Ib uplift at joint 25, 56 Ib uplift at joint 24, 58 Ib uplift at joint 23, 55 Ib uplift at joint 22 and 97 Ib uplift at joint 21. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. 18-715 A03 (Common I4 1 (Job Reference �-0 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-aBlbn VR65LM3uBONnlz_HcweUhgc(o$�9ui0yBgyR 1-0 0 4-10 9-5-0 13-11-12 18-10-0 — 20-4-0 1 6-0 4-10 4 6-12 46-12 4-10-4 1-6-0 Scale = 1:35.2 4x6 = 5x6 = 5x10 = 5x6 = 9-M 18-10-0 9-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) i TC 0.50 Vert(LL) -0.14 8-9 >999 240 MT20 169/123 Lumber DOL 1.15 TCDL 10.0 BC 0.59 Vert(CT) -0.30 8-9 >752 180 Rep Stress Incr YES BCLL 0.0 I WB 1.00 Horz(CT) 0.04 8 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -S Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-1 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L Installation guide. REACTIONS. (lb/size) 10=1059/0-5-8 (min. 0-1-11),8=1059/0-5-8 (min. 0-1-11) Max Horz 1 0=-57(LC 11) Max Uplift10=-394(LC 6), 8=-394(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-3=-282/72, 3-4=-1281/351, 4-5=-1281/351, 5-6=-282/72, 6-7=0/73, 2-10=-396/235, 6-8=-396/235 BOT CHORD 9-10=-429/1366,8-9=-383/1366 WEBS 4-9=-41/410, 5-9=-343/282, 3-9=-343/281, 3-10=-1294/460, 5-8=-1294/460 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 Ib uplift at joint 10 and 394 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job russ ype -Qty Ply --- - - - t Mok, 11645 W 32nd St - 18-715 A04� ! Monopitch Supported Gable 18 -715 1 1 - ---_i-- -- -- - Job Reference (optional) -- - - High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 M7ek Industries, Inc. Fn Oct 19 12:02:53 2018 Page 1 9 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-2NIz_rRksfUwWLzaLTUDggTsh59dMsHl6MIWj6yRrGm -1-6-0 -- -5-6-8- - ' 1-6-0 5-" 2x4 1'. Scale = 1:16.4 5 6 2x4 2x4 I - 4 8x8 12 3 T r W1 = ST3I T1! ST2 I O o = _� -� ' - - - 11 10 9 8 7 10x10 - 2x4 11 2x4 I 2x4 11 2x4 1 9-M 5-6-8 5-6-8 i sets (X,Y)-- [2:0 1 12,0-0-9] 0-2-0], [11:0-1-12,0-0-0], [11:0-0-0.0-2-61 Plate Off_L3-5,0- LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 1 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.00 1 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.03 Vert(CT) -0.00 1 n/r 120 TCDL 10.0 1 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 7 n/a n/a BCDL 10.0 1 Code IRC2015/TP12014 - Matrix -R Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-6-8 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=272/5-6-8 (min. 0-1-8),7=48/5-6-8 (min. 0-1-8), 8=136/5-6-8 (min. 0-1-8), 9=139/5-6-8 (min. 0-1-8), 10=61/5-6-8 (min. 0-1-8) Max Horzl l=150(LC 7) Max Upliftll=-151(LC 6), 7=-25(LC 7), 8=-53(LC 6), 9=-52(LC 6), 10=-91(LC 16) Max Grav l l=396(LC 16), 7=56(LC 17), 8=158(LC 17), 9=159(LC 17), 10=69(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-376/171, 1-2=0/54, 2-3=-91/0, 3-12=-71/1, 4-12=-66/14, 4-5=-65/19, 5-6=-52/27, 6-7=-47/24 BOT CHORD 10-11=-48/32,9-10=-48/32,8-9=-48/32,7-8=-48/32 WEBS 5-8=-130/63, 4-9=-132/74, 3-10=-39/112 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint 11, 25 Ib uplift at joint 7, 53 Ib uplift at joint 8, 52 Ib uplift at joint 9 and 91 Ib uplift at joint 10. 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. o T7rruss rus ysT ape rQfy _ T______jJob F 1 Mok, 11 645 W 32nd St. I 18-715 B01 Common Supported Gable 1 1 �- Reference optional) 9-0-0 - High Plateau Truss, Inc., Commerce City, CO 80022 - 8.220 s M ay 29 2018 MiTek Industries, Inc. Fri Oct 19 12:02:54 2018 PagI e c ^ ID:lhXwu4U55xl6Lx?7xAR3ARzSnKJ-W ZsMCBSMdycn8VYmvA?SN10?nUUA5J7SLOV3FYyRrGI Of d 1-6-0 14-6-10 4x6 - Scale = 1:34.9 14 15 28 27 26 25 24 23 22 21 20 19 18 17 16 10x10 = 9-0-0 15-6-0 15-6-0 Plate Offsets_ X,Y -- [2:0-1-12,0-0-9]. [3:0-5-1 0-0-12] t15:0-2-0,0-0_11, [28:0-0-0,0-2-61 [28.0-1-12,0-0-01 LOADING (psf) - T TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.39 Vert(LL) 0.00 1 n/r 120 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.07 Vert(CT) -0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(CT) -0.00 16 n/a n/a BCD_L 10.0 Code IRC2015/TPI2014 Matrix -R Weight: 76 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide._ REACTIONS. (Ib/size) 28=280/15-6-0 (min. 0-2-9),16=35/15-6-0 (min. 0-2-9),17=105/15-6-0 (min. 0-2-9),18=141/15-6-0 (min. 0-2-9), 19=133/15-6-0 (min. 0-2-9),20=133/15-6-0 (min. 0-2-9),21=133/15-6-0 (min. 0-2-9),22=133/15-6-0 (min. 0-2-9), 23=133/15-6-0 (min. 0-2-9), 24=133/15-6-0 (min. 0-2-9), 25=135/15-6-0 (min. 0-2-9), 26=136/15-6-0 (min. 0-2-9),27=22/15-6-0 (min. 0-2-9) Max Horz 28=326(LC 9) Max Uplift28=-34(LC 6), 16=-22(LC 7), 17=-20(LC 7), 18=-48(LC 7), 19=-64(LC 6), 20=-55(LC 10), 21=-56(LC 6), 22=-56(LC 10), 23=-57(LC 6), 24=-55(LC 10), 25=-60(LC 6), 26=-27(LC 6), 27=-185(LC 7) Max Grav 28=431 (LC 16), 16=50(LC 18), 17=105(LC 1), 18=141(LC 1), 19=134(LC 17), 20=133(LC 1), 21=133(LC 1), 22=133(LC 17), 23=133(LC 1), 24=133(LC 1), 25=135(LC 17), 26=136(LC 1), 27=52(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-28=-412/91, 1-2=0/54,2-3=-258/0,34=-219/0,4-5=-218/18,5-6=-210/17, 6-7=-191/17, 7-8=-172/17,8-9=-160/17, 9-10=-149/17, 10-11=-138/17,11-12=-127127,12-13=-116/56,13-14=-101/81, 14-15=-119/101, 15-16=-72176 BOT CHORD 27-28=-105/78, 26-27=-105/78, 25-26=-105/78, 24-25=-105/78, 23-24=-105/78, 22-23=-105/78, 21-22=-105/78, 20-21=-105/78, 19-20=-105/78, 18-19=-105/78, 17-18=-105/78, 16-17=-105/78 WEBS 14-17=-81/111, 13-18=-113/63, 12-19=-107/77, 11-20=-106/72, 10-21=-107/72, 9-22=-107/72, 8-23=-107/72, 7-24=-106/72, 6-25=-109/73, 5-26=-108/56, 3-27=-2/150 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) ` This truss hasbeendesigned for 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 Continued between 2 e bottom chord and any other members. city of 9p 18-715 B01 I Common Supported Gable 11 1 I Job Reference IDA hXwu4U55xl6Lx?7xAR3ARzSnKJ-WZsMCBSMdycn8VYmvA?SN10?nUUA5J7SLOV3FYyRrGI NOTES - 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 Ib uplift at joint 28, 22 Ib uplift at joint 16, 20 Ib uplift at joint 17, 48 Ib uplift at joint 18, 64 Ib uplift at joint 19, 55 Ib uplift at joint 20, 56 Ib uplift at joint 21, 56 Ib uplift at joint 22, 57 Ib uplift at joint 23, 55 Ib uplift at joint 24, 60 Ib uplift at joint 25, 27 Ib uplift at joint 26 and 185 Ib uplift at joint 27. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job I suss 1 cuss type Lily Fly Mok, 11645 W 32nd St. 18-715 B02 1 Roof Special 3 1 . Job Reference optional) High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 MTek Industries, ID:1 hXwu4U55xl6L x?7xAR3ARzSnKJ-?mQkPXT_NGkelf6 -1-6-09-?_0 4-1-10_____-7--11-12 14-6-10 15-6 1-6-0 4-1-10 3-10-2 - -' 6-6-14 - TO -11-6 9 1 4x8 4x6 5 6 I? N Scale = 1:38.2 113x4 V^ 7 2x4 I I 9-0-0 9-0-0 4-1-10 7-11-12 14-6-10 15-6-0, 4-1-10 3-10-2 6-6-14 Plate Offsets (X,Y)— (2:0-3-0 0 2-6j,[3:0-3-0 0-1 121 [7:0-2-0 0-0-8] [8:0-2-2,0-2-12], [9:0-4-0,0-3-81, [10;0-2-0,0-2-01 _ 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 0.65 Vert(LL) 0.35 9 >516 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.70 j Vert(CT) -0.58 9 >315 180 BCLL 0.0* Rep Stress Incr YES WB 063 Horz(CT) 0.44 7 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -S' Weight: 72 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-6-0 oc purlins, BOT CHORD 2x4 SPF 1650E 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W8,W5,W2: 2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-8 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer J Installation guide. REACTIONS. (ib/size) 11=899/0-5-8 (min. 0-1-8), 7=753/Mechanical Max Horz11=351(LC 7) Max Uplift11=-359(LC 6), 7=-278(LC 6) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-883/424, 1-2=0/73, 2-3=-2705/969, 3-4=-3613/1307, 4-5=-256/90, 5-6=-164/116, 6-7=-824/244 BOT CHORD 10-11=-381/153,9-10=-1053/2649,8-9=-1246/3344,7-8=-60/89 WEBS 2-10=-807/2379, 3-10=-442/228, 3-9=-263/899, 4-9=-688/2083, 4-8=-3329/1328, 5-8=-387/257, 6-8=-271/941 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 359 Ib uplift at joint 11 and 278 Ib uplift at joint 7. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job Truss I ruS - - Qty PlyMok, 11645 W 32nd St. - - - 1 18-715 603 Monopitch - - 5 _ IJob Reference (optional) _ High Plateau Truss, Inc., Commerce City, CO 80022 - - 8.220 s May 29 2018 M7ek Industries, Inc. Fn Oct 19 12:02:56 2018 Paagge 1 711 12 ID:1hXwu4U'5xl6L ?7xAR3ARzSnKJ-Ty_6dtUd sVNph8 v6SS512114Z5pIoK_AKRyRrGj -1-6-0 9-00 4-1-10 � 1 1-6-0 -+— 4-1-10 - �-3-10-2 -3-7-6 3-10-14 Scale = 1:36.1 6 3x4A5x12 T2' _.. 7 3x8 9-0-0 4-1-10 _ _� _ 7-11-12 2x4 I' 4-1-10 3-10-2 3-7-6 3-10-14 12- / -3-3,0-1-8j,_[9-.0-5-0,0-3 [10:0-2-0,0-1-12] LOADING (psf) 4 DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 ' W4 W1 0.59 Vert(LL) 4x6 = Tl (Roof Snow=30.0) W2 BC 0.62 Vert(CT) WE 9 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES 48 ; — - 502 - 2 0.35 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 - -- Matrix -S 10 Weight: 67 Ib FT = 20% --- ---- LUMBER- 4x6 e- 2x4 11 TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, 7 3x8 9-0-0 4-1-10 _ _� _ 7-11-12 11-7-2 15-6-0 4-1-10 3-10-2 3-7-6 3-10-14 Plate Offsets (X,Y)—[2:0-3-0,0-2-01,13:0-3-0,0-1-12], [5:0-4-0,0-3-0], p:0 -3-3,0-1-8j,_[9-.0-5-0,0-3 [10:0-2-0,0-1-12] 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 0.59 Vert(LL) -0.31 9 >585 240 MT20 169/123 (Roof Snow=30.0) I Lumber DOL 1.15 BC 0.62 Vert(CT) -0.48 9-10 >377 180 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.35 7 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 - -- Matrix -S Weight: 67 Ib FT = 20% --- ---- LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-1-11 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud `Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W8,W4: 2x4 SPF 1650F 1.5E WEBS 1 Row at midpt 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. - REACTIONS. (Ib/size) 11=899/0-5-8 (min. 0-1-8),7=753/Mechanical Max Horz 11=391(LC 7) Max Upliftl1=-356(LC 6), 7=-302(LC 10) Max Grav 11=951(LC 17), 7=931 (LC 17) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-11=-931/419, 1-2=0/73, 2-3=-2988/988, 3-4=-3920/1214, 4-12=-3891/1273, 5-12=-3864/1285, 5-6=-149/67, 6-7=-165/67 BOT CHORD 10-11=-417/151,9-10=-1085/2934,8-9=-289/904,7-8=-283/918 WEBS 2-10=-834/2654, 3-10=-499/242, 3-9=-171/895, 4-9=-246/178, 5-9=-1111/3228, 5-8=0/187, 5-7=-1330/432 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber D6L=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=1.10 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 2.00 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) Bearing at joint(s) 11 considers parallel to grain value using ANSIfTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 356 Ib uplift at joint 11 and 302 Ib uplift at joint 7. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Job - Truss !Truss Type Qty PIy Mok, 11645 W 32nd St 18-715 B04 !, Monopitch Supported Gable 1 1 1 !! --� -- — --- Job Reference1optional) _ High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 MiTek Industries, Inc. Fri Oct 19 12:02:57 2018 Page 1 9-0-0 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-x8YUgDU Fvt_M?yGLaIZ9_gePLiTHlffu t JjstyRrGi 8-0-4 8-0-4 Scale = 1:31.1 2x4 ! 3x4 i 7 8 4x8 15 t1_01 14 13 12 11 10 93x4 II 2x4 I 2x4 2x4 I 2x4 I1 2x4 II 8-0-4 80-4 Plate Offsets -(X ,Y)-- [15:0-3-0 0-0-4] __ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) n/a n/a 999 MT20 169/123 TCDLSnow=30000 Lumber DOL 1.15 BC 0.24 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WD 0.11 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 42 Ib FT = 20% — - — - - -___ - - - —� — -- -- -- - - --- -- - LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 WW Stud FwTok recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer L�rtstallation guide. REACTIONS. (Ib/size) 15=51/8-0-4 (min. 0-1-8), 9=51/8-0-4 (min. 0-1-8), 10=133/8-0-4 (min. 0-1-8), 11=136/8-0-4 (min. 0-1-8), 12=133/8-0-4 (min. 0-1-8),13=136/8-0-4 (min. 0-1-8),14=135/8-0-4 (min. 0-1-8) Max Horz 15=286(LC 7) Max Uplift9=-123(LC 7), 10=-41(LC 6), 11=-54(LC 10), 12=-61 (LC 10), 13=-48(LC 6), 14=-425(LC 7) Max Grav 15=387(LC 7), 9=60(LC 16), 10=171(LC 20), 11=161(LC 16), 12=145(LC 16), 13=136(LC 1), 14=135(LC 1) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15=-183/0, 1-2=-162/0, 2-3=-189/17, 3-4=-136/17, 4-5=-125/17, 5-6=-114/21, 6-7=-104148, 7-8=-91/61, 8-9=-50/48 BOT CHORD 14-15=-116/70, 13-14=-116/70, 12-13=-116/70, 11-12=-116/70, 10-11=-116/70, 9-1 0=-1 1 617 0 WEBS 7-10=-129/26, 6-11=-135/77, 5-12=-118/72, 4-13=-109/75, 3-14=-106/197 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TOLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 1-4-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 9, 41 Ib uplift at joint 10, 54 Ib uplift at joint 11, 61 Ib uplift at joint 12, 48 Ib uplift at joint 13 and 425 Ib uplift at joint 14. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. jJob Truss — —Truss Type - 18-715 B05 Monopitch High Plateau Truss, Inc., Commerce City, CO 80022 9-0-0 4-0-2 _ -- 4-0-2 Mok, 5 W 116432nd St. 3 -- 1 Job Reference(o honal _ 8.220 s May 29 2018 M7ek Industries, Inc. Fri Oct 19 12:02:58 2018 Pagel ID:1 hXwu4U55xl6Lx?7xAR3ARz!16�- PL6s2YVtgB7Dc6rX804OXtAdU6ko14s 1 GeTHOJyRrGh 8-0-4 — 4-0-2 9-M Plate Offsets_CX Y) --12.0-1-12,0-1-q 2x4 11 SPACING- 2-0-0 3 Plate Grip DOL 1.15 " _ R Lumber DOL 3x4 TCDL 10.0 ' Rep Stress Incr 2" BCLL 0.0 I Code IRC2015fTP12014 TY " 2x4 11 m 1 ,, W1 vii W3 W2 W4 9-M Plate Offsets_CX Y) --12.0-1-12,0-1-q LOADING (psf) SPACING- 2-0-0 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TCDL 10.0 ' Rep Stress Incr YES BCLL 0.0 I Code IRC2015fTP12014 BCDL 10.0 1 LUMBER - TOP CHORD 2x4 SPF 165OF 1.5E BOT CHORD 2x4 SPF 165OF 1.5E WEBS 2x4 WW Stud 3x4 = 4 3x4 9-M 8-0-4 8-0A - - -- — - CSL DEFL. in (loc) I/defl TC 0.66 Vert(LL) -0.20 4-5 >464 BC 0.54 Vert(CT) -0.40 4-5 >232 WB 0.25 Horz(CT) -0.00 4 n/a Matrix -P REACTIONS. (Ib/size) 4=386/Mechanical, 5=386/0-5-8 (min. 0-1-8) Max Horz 5=304(LC 7) Max Uplift4=-167(LC 7), 5=-124(LC 6) Max Grav4=437(LC 16), 5=402(LC 16) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=46/71,2-6=-142/42,3-6=-136/56,3-4=-155/71,1-5=-111/67 BOT CHORD 4-5=-214/221 WEBS 2-4=-302/211, 2-5=-311/150 BRACING - TOP CHORD BOT CHORD Scale: 3/8"=1' L/dPLATES GRIP 240 I MT20 169/123 180 n/a Weight: 36 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. MiTek recommends that Stabilizers and required cross braces be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 167 Ib uplift at joint 4 and 124 Ib uplift at joint 5. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrTPI 1. 46 = 10 12 Scale = 1:41.7 39 38 37 36 35 3433 32 31 30 29 26 27 26 25 24 23 22 3x4 = 9-0-0 22-" 22-" Plate Offsets (X,Y) - [2:0-1-12,0-0-9], [3:0-5-1,0-0-12], [19:0-5-1,0-0-12], [20:0-1-12,0-0-9], [20:Edge,0-2-6], [22:0-1-12,0-0-0], [39:0-1-12,0-0-0], [39:0-0-0,0-2-6] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 21 n/r 120 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.02 Vert(CT) 0.00 21 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 22 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TP12014 Matrix -R Weight: 93 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 39=267/22-0-0 (min. 0-3-13), 22=267/22-0-0 (min. 0-3-13), 30=130/22-0-0 (min. 0-3-13), 31=139/22-0-0 (min. 0-3-13),32=133/22-0-0 (min. 0-3-13),33=133/22-0-0 (min. 0-3-13),35=133/22-0-0 (min. 0-3-13), 36=134/22-0-0 (min. 0-3-13),37=138/22-0-0 (min. 0-3-13),38=75/22-0-0 (min. 0-3-13),29=139122-0-0 (min. 0-3-13),28=133/22-0-0 (min. 0-3-13), 27=133/22-0-0 (min. 0-3-13),26=133/22-0-0 (min. 0-3-13), 25=134/22-0-0 (min. 0-3-13),24=138/22-0-0 (min. 0-3-13),23=75/22-0-0 (min. 0-3-13) Max Horz39=70(LC 10) Max Uplift39=-153(LC 6), 22=-162(LC 7), 31=-51(LC 10), 32=-60(LC 6), 33=-56(LC 10), 35=-56(LC 6), 36=-58(LC 10), 37=-53(LC 6), 38=-77(LC 16), 29=-50(LC 11), 28=-60(LC 7), 27=-56(LC 11), 26=-56(LC 7), 25=-58(LC 11), 24=-56(LC 7), 23=-77(LC 16) Max Grav39=373(LC 16), 22=373(LC 16), 30=130(LC 1), 31=177(LC 17), 32=170(LC 17), 33=171(LC 17), 35=152(LC 17), 36=134(LC 1), 37=139(LC 17), 38=80(LC 23), 29=177(LC 18), 28=170(LC 18), 27=171(LC 18), 26=152(LC 18), 25=134(LC 1), 24=139(LC 18), 23=75(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-39=-358/172,1-2=0/54,2-3=-65152,3-4=-46/55, 4-5=-42/58, 5-6=-31/75, 6-7=-12/91, 7-8=-116/1107,8-9=116/1123' 9-10=-16/143, 10-11=-18/159, 11-12=-18/156, 12-13=-16/130, 13-14=-16/110, 14-15=-16/91, 15-16=-10!73, 16-17=-13/57, 17-18=24/45, 18-19=-29/37, 19-20=-50/33, 20-21=0/54, 20-22=-358/179 BOT CHORD 38-39=-30/64, 37-38=-30/64, 36-37=30/64, 35-36=-30/64, 34-35=-30/64, 33-34=-30/64, 32-33=-30/64, 31-32=-30/64, 30-31=-30/64, 29-30=-30/64, 28-29=-30/64, 27-28=-30/64, 26-27=-30/64, 25-26=-30/64, 24-25=-30/64, 23-24=-30/64, 22-23=-30/64 WEBS 11-30=-104/0, 10-31=-150/67, 9-32=-143/76, 8-33=-144/72, 7-35=-125/72, 6-36=-107/73, 5-37=-113/73, 3-38=-45/107, 12-29=-150/66, 13-28=-143/76, 14-27=-144/72, 15-26=-125/72, 16-25=-107/73, 17-24=-113/74, 19-23=-45/107 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. It; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 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 2.00 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. G�Wblede�uires continuous bottom chord bearing. n mue o page City of *ii" Qt 110 "k-1 Pe --- -.- — PP Mok 11645 W 32nd St. - - -- Job Truss �s� .Qty .Ply 18-715 COt i Common Supported Gable 1 1 L ID:1 hXwu4U55x16Lx?7xAR3 Job Reference 18 MlTe�_ High Plateau Truss,-Inc., Commerce City, CO 80022 13.220 s May 29 2018 MiTek Industries, Inc. Fri Oct 19 12:02:59 2018 Page 2 ARzSnKJ-tXgFFu W VRVF4EGQjhjbd45juAVC6mZpBVICgxmyRrGg NOTES- 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 153 Ib uplift at joint 39, 162 Ib uplift at joint 22, 51 Ib uplift at joint 31, 60 Ib uplift at joint 32, 56 Ib uplift at joint 33, 56 Ib uplift at joint 35, 58 Ib uplift at joint 36, 53 Ib uplift at joint 37, 77 Ib uplift at joint 38, 50 Ib uplift at joint 29, 60 Ib uplift at joint 28, 56 Ib uplift at joint 27, 56 Ib uplift at joint 26, 58 Ib uplift at joint 25, 56 Ib uplift at joint 24 and 77 Ib uplift at joint 23. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 18-715 �1 Common 10 1 Job Reference ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-LjDdSEX7CoNxsQ?wFR6scl 1-6-09-0-0 5-7-12 11-" 16-4-4 22-M 1-6- — ---- - — ' 0 —~ 5-7-112 � 5-4-4 5-4-4 5-7-12 Scale = 1:40.3 4x6 = 5x8 = 3x5 = 5x6 = 5x6 = r� 9-0-0 -----._—_75-3 7-5-3 14-6-13 7-1-11-- 22-0-0 7-5-3 --� 9-0-0 Plate Offsets (X,Y)-- [2:0-3-0,0-1-12] [3:0-2-12,0-2-01, [5:0-2-12,0-2-0], [6:0-3-0,0-1-12], [8:0-3-0,0-3-0], [10:0-4-0,0-3-0], [11:0-3-0,0-3-01__ LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.11 9-10 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.39 Vert(CT) -0.20 9-10 >999 180 Rep Stress Incr YES WB 0.60 Horz(CT) L.— 0.05 8 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 - - Matrix -S - Weight: 84 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 9-11-3 oc bracing. WEBS 1 Row at midpt 3-11,5-8 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 11=1217/0-5-8 (min. 0-1-15), 8=1217/0-5-8 (min. 0-1-15) Max Horz 11=-70(LC 15) Max Uplift11=-441(LC 6), 8=-441(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-3=-368/147, 3-4=-1766/542, 4-5=-1766/542, 5-6=-368/146, 6-7=0/73, 2-11=-453/275, 6-8=-453/275 BOT CHORD 10-11=-614/1743,9-10=-278/1339,8-9=-461/1743 WEBS 4-9=-153/523, 5-9=-327/264, 4-10=-153/523, 3-10=-327/264, 3-11=-1624/475, 5-8=-1624/475 NOTES - 1) Wind. ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 It; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 Ib uplift at joint 11 and 441 Ib uplift at joint 8. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. City of VVheat Ridge Job russ 18-715 CO3 High Plateau Truss Inc.. Commerce City, CO 80022 -1-8-0�-0 5-7-12 -- 1-6-0 5-7-12 c?1 9 ti Truss Type Qty Pry Mok, 11645 W 32nd St. Common 1 1 !Job Reference (optional) 8-220 s May 29 2018 Mi-rek Inc. Fri Oct 19 12:03:01 Pe 1 ID: 1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-pvn?gaYlzVoT a6p8d59W AKJo ELrUy2 yRrGel 11-0-0 16-4-4 22-0-0 - _ - -- -- - - - - -- 55-4-4-4 �-- 5-0-0 - ---- - 5-77 -12 Scale = 1:39.1 4x6 - 4x6 4 11 -" 10 5x6 -- V2 W1 W1 4x6 5 2 4x6 I W2 5x8 - 3x5 - 5x6 = 0 s-0 0 9-0-0 7-5-3 14-6-13 22-0-0 7-5-3 7-1-11 -75-3 _ Plate Offsets�X,Y)-- [2:0-3-0,0-1-12], [3:0-2-12,0-2-0], [5.0-2-12,0-2-0117:03 0,0- 19-.0-4-0,0-3-0], [10:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) -0.11 8-9 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.39 Vert(CT) -0.20 8-9 >999 180 TCDL 10.0 Rep Stress Incr YES BCLL 0.0 WB 0.61 Horz(CT) 0.05 7 n/a n/a BCDL 10.0 Code IRC2015/TP12014 - --- Matrix -S - - -L- Weight: 82 Ib FT = 20% - ---- _ - LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 9-9-0 oc bracing. WEBS 1 Row at midpt 3-10,5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation_ guide. REACTIONS. (Ib/size) 10=1222/0-5-8 (min. 0-1-15), 7=1080/0-5-8 (min. 0-1-11) Max Horz 10=84(LC 10) Max Uplift10=-442(LC 6), 7=-327(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-3=-368/147, 3-11=-1778/523, 4-11=-1765/544, 4-5=-1797/561, 5-6=-361/127, 2-10=-454/275, 6-7=-297/150 BOT CHORD 9-10=-533/1753,8-9=-297/1350,7-8=-532/1785 WEBS 4-8=-163/548, 5-8=-352/274, 4-9=-153/508, 3-9=-312/264, 3-10=-1628/477, 5-7=-1662/500 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 Ib uplift at joint 10 and 327 Ib uplift at joint 7. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. - - - -- - ype ty - - ,Job - L�ISS _-- rUSsT - __ _ — Mok, 11645 W 32nd St. 18-715 C04 Common 1 1 Job Reference (9 6 q High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018IT k Industries, Inc. Fd Oct 19 12:03:02 2018 Page 1 9-0-0 ID:1hXwu4U55xl6Lx?7xAR3ARzSnKJ-H6LN kQde5k91Ns8KhjLQ8jDrzt5dBGRUX5yRrGd 9-0-0 1-6-105-8-4 10-1-6 1-6-10 4-1-10 4-5-2 4x6 — Scale = 1:29.1 — 11 2 3x4 = axo — /xa 9-0-0 9-0 0 0 87 PLATES GRIP MT20 169/123 Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. _ REACTIONS. (Ib/size) 5=45/Mechanical, 8=421/1-11-1 (min. 0-1-8), 4=432/Mechanical, 7=84/0-3-8 (min. 0-1-8) Max Horz 8=-230(LC 6) Max Uplift8=-190(LC 6), 4=-1 77(1-C 7) Max Grav5=78(LC 5), 8=421(LC 1), 4=432(LC 1), 7=134(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-86/76,2-3=-511/264,3-4=-498/165,1-8=-56140,4-5=0/0 BOT CHORD 7-8=-2/169, 6-7=-2/169, 5-6=-37/45 WEBS 2-6=-218/438, 3-6=-382/263, 2-8=-420/195, 4-6=-120/408 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MW FRS (envelope) gable end zone; 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=1.10 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 190 Ib uplift at joint 8 and 177 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. City of Wheat Ridge Diviso 1-7-9 5-8-4 4-0-11 10-1-6 4-5-2 Plate Offsets (X,Y)[4:Edge 0-2-12j LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL in (loc) I/deft L/d (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.24 Vert(LL) -0.01 6 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.09 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.29 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -S PLATES GRIP MT20 169/123 Weight: 45 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 1650E 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. _ REACTIONS. (Ib/size) 5=45/Mechanical, 8=421/1-11-1 (min. 0-1-8), 4=432/Mechanical, 7=84/0-3-8 (min. 0-1-8) Max Horz 8=-230(LC 6) Max Uplift8=-190(LC 6), 4=-1 77(1-C 7) Max Grav5=78(LC 5), 8=421(LC 1), 4=432(LC 1), 7=134(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-86/76,2-3=-511/264,3-4=-498/165,1-8=-56140,4-5=0/0 BOT CHORD 7-8=-2/169, 6-7=-2/169, 5-6=-37/45 WEBS 2-6=-218/438, 3-6=-382/263, 2-8=-420/195, 4-6=-120/408 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MW FRS (envelope) gable end zone; 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=1.10 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 190 Ib uplift at joint 8 and 177 Ib uplift at joint 4. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. City of Wheat Ridge Diviso -- - - - ,O� NSS NSS ype 18-715 C05 - - - Common Supported Gable High Plateau Truss, Inc., Commerce City, CO 80022 _ 9-0-0 11-1= Qty Ply Mok, 11645 W 32nd St. Job Reference iop6onalj_ 8.220 s May 29 2018 MiTek Industries, Inc. Fn Oct 19 12:03:03 2018 Page 1 ID:1 hXwu4U55x16Lx?7xAR3ARzSnKJ-mlvl5GZOVjIVItkVwZgZE tbm7Y5iMfmPwA24XyRrGc ------ - - 13-4-10 2-2-11 - - 4X _ - Scale = 1:27.3 9 % g 10 _ 11 12 7 T3 1 1 I 5 T2 8 3x8 11 4 ST$ / T T9 1, Ih 2 \ T($T 1 T T5 ST1 T ST 6 23 22 21 20 19 18 17 16 15 14 13 L0610 - 13-4-10 13-0-10 - -- --� *** Design Problems *** REVIEW REQUIRED Analog creation failure :0-5-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.24 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 10.0 ' Rep Stress Incr YES WB 0.15 Horz(CT) -0.00 13 n/a n/a BCLL 0.0 Code IRC2015/TP12014 Matrix -R BCDL 1.0_.0 BRACING - LUMBER- PLATES GRIP MT20 169/123 Weight: 58 Ib FT = 20% TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer [_Installation guide. REACTIONS. (Ib/size) 23=103/13-4-10 (min. 0-3-10),13=42/13-4-10 (min. 0-3-10),15=212/13-4-10 (min. 0-3-10),16=217/13-4-10 (min. 0-3-10),17=213/13-4-10 (min. 0-3-10),18=213/13-4-10 (min. 0-3-10),19=213/13-4-10 (min. 0-3-10), 20=215/13-4-10 (min. 0-3-10), 21=205/13-4-10 (min. 0-3-10),22=254/13-4-10 (min. 0-3-10), 14=181/13-4-10 (min. 0-3-10) Max Horz23=482(LC 6) Max Uplift23=-16(LC 9), 13=-41(LC 7), 15=-171(LC 6), 16=-152(LC 6), 17=-147(LC 6), 18=-148(LC 6), 19=-145(LC 6), 20=-158(LC 6), 21=-94(LC 6), 22=-366(LC 6), 14=-11O(LC 7) Max Grav23=199(LC 6), 13=46(LC 17), 15=237(LC 17), 16=241(LC 17), 17=237(LC 17), 18=237(LC 17), 19=237(LC 17), 20=239(LC 17), 21=228(LC 17), 22=283(LC 17), 14=202(LC 17) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-23=-70/6, 1-2=-382/37, 2-3=-207/37, 3-4=-310/37, 4-5=-279/48, 5-6=-237/59, 6-7=-196/70, 7-8=-156/81, 8-9=-116/91 , 9-10=-73/101, 10-11=-76/97, 11-12=-110/89, 12-13=-53/60 BOT CHORD 22-23=-105/71, 21-22=-105/71, 20-21=-105/71, 19-20=-105/71, 18-19=-105/71, 17-18=-105/71,16-17=-105/71, 15-16=-105/71, 14-15=-105/71, 13-14=-105/71 WEBS 10-15=-102/127, 9-16=-111/122, 8-17=-106/113,7-18=-107/114, 6-19=-107/113, 5-20=-107/118, 4-21=-105/85, 2-22=-128/251,1-23=-70/6,11-14=-89/105 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf, BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) All plates are 2x4 MT20 unless otherwise indicated. 76) The Fabrication Tolerance at joint 1 = 4% CAnlmauledor�upage �ntinuous bottom chord bearing. Jou—MUSS - fuss ype j1:4y I Mok, 11645 W 32nd St. 18-715 G05 Common Supported Gable '._ 1 j, 1 NOTES - 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 23, 41 Ib uplift at joint 13, 171 Ib uplift at joint 15, 152 Ib uplift at joint 16, 147 Ib uplift at joint 17, 148 Ib uplift at joint 18, 145 Ib uplift at joint 19, 158 Ib uplift at joint 20, 94 Ib uplift at joint 21, 366 Ib uplift at joint 22 and 110 Ib uplift at joint 14. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. City of VVheat Ridge uty 11645 W 32nd St. DOI� -- I Common Supported Gable 1 -- ---�Y 1_�JOb'Reference (optional)_ - High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 M7ek Industries, Inc. Fri Oct 19 12:03:04 2018 Page 1 18 1 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-EUT81caeG1tMK1IhUHBon8QIvWvTRg3weawbczyRrGb 16-0 7-1-12 14-3-815-9-8 _ --r ---... �. -- 1 6-0 7-1-12 7-1-12 1-6-0 Scale = 1:28.9 46 - 8 9 10 7 3x8 11 6 - ,5 ��i _ , _ 12 3x8 TS,_ 13 14 10x10 r1 2 3 4 ST' ST6 1516 $T4 T4TiT ST3 \ST SJT- S 17,0 r� o �,� - - �' k��� L - Ed KXXXXXX_ XXX XXXXXXXXXXXxxxxXXXXXXXXXXXXXXXX 28 27 26 25 24 23 22 21 20 19 18 10x10 18-1-4 14-3-8 _ 14-3-8 Plate Offsets (X,Y}- [2:0-1-12,0-0-9], [3:0-1-12,0-0-9], [4:0-5-1,0-0-12], [14:0-5-1,0-0-12], [15:0-1-12,0-0-9], [16:0-1-12,0-0-9], [16:Edge,0-2.4], [18:0-0-4,0-0-0], [28:0-0-4 0-0-0], [28:Edge,0-2-4] -- -- - LOADING (Psfl SPAPlatGrip DOL 1.15 TC 0.28 - TOLL 30.0 SPACING- 2-0-0 CSI. DEFL. n Qoc) I/deft L/d PLATES GRIP (Roof Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 17 n/r 120 MT20 169/123 TCDL 10.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.00 18 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015(TP12014 Matrix -R I Weight: 57 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud M Teikrecommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ !. REACTIONS. (Ib/size) 28=276/14-3-8 (min. 0-2-10),18=276/14-3-8 (min. 0-2-10),23=147/14-3-8 (min. 0-2-10), 24=141114-3-8 (min. 0-2-10), 25=132/14-3-8 (min. 0-2-10), 26=138/14-3-8 (min. 0-2-10), 27=69/14-3-8 (min. 0-2-10), 22=141/14-3-8 (min. 0-2-10),21=132/14-3-8 (min. 0-2-10), 20=138/14-3-8 (min. 0-2-10),19=69/14-3-8 (min. 0-2-10) Max Horz 28=-37(LC 11) Max Uplift28=-186(LC 6), 18=-192(LC 7), 24=-56(LC 10), 25=-58(LC 10), 26=-60(LC 6), 27=-82(LC 16), 22=-56(LC 7), 21=-58(LC 11), 20=-61 (LC 7), 19=-82(LC 16) Max Grav28=364(LC 16), 18=364(LC 16), 23=147(LC 1), 24=169(LC 17), 25=160(LC 17), 26=153(LC 17), 27=73(LC 5) , 22=169(LC 18), 21=160(LC 18), 20=153(LC 18), 19=73(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-28=-312/204, 1-2=0/54, 2-3=-24/72, 3-4=-38/55, 4-5=-26/86, 5-6=-24/97, 6-7=-9/93, 7-8=0/94, 8-9=0/92, 9-10=0/92, 10-11=0/94, 11-12=0/93, 12-13=-14/97, 13-14=-16/86, 14-15=-27/55, 15-16=-22/72, 16-17=0/54, 16-18=-312/198 BOT CHORD 27-28=-85/61, 26-27=-85/61, 25-26=-85/61, 24-25=-85/61, 23-24=-85/61, 22-23=-85/61, 21-22=-85/61, 20-21=-85/61, 19-20=-85/61, 18-19=-85/61 WEBS 9-23=-12016, 8-24=-143/72, 7-25=-133/74, 6-26=-126/75, 4-27=-42/106, 3-28=-94/24, 10-22=-143/72, 11-21=-133/74, 12-20=-126/76,14-19=-42/106, 15-18=-94/12 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 Job - � ss muss yp—e _._ 18-715 - D01 Common Supported — High Plateau Truss, Inc., Commerce City, CO 80022 NOTES - 11) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 28, 192 Ib uplift at joint 18, 56 Ib uplift at joint 24, 58 Ib uplift at joint 25, 60 Ib uplift at joint 26, 82 Ib uplift at joint 27, 56 Ib uplift at joint 22, 58 Ib uplift at joint 21, 61 Ib uplift at joint 20 and 82 Ib uplift at joint 19. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSITTPI 1. City of Wheat Ridge fob Truss - - _ Truss Type ty ?PTy-Mok 11645 W 32nd St. 18-715 D02Common �7 1 . _J 1Job Reference (optional) High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 tiArl"ek Industries, Inc. Fri Oct 19 12:03:04 2018 Page 1 181-4 7-1-12 ID: 1hXwu4U55xl6Lx?7xAR3ARzSnKJ-EUT81caeG1tMK1IhUHBon8QgRWff i_rhweawbczyRrGb 14-3-8 15-9-8 ----1-6-0 _ _ _ --...__.------ -- — - ' 7-1-12 _ -----------__.--._.-------�---- 1 � 7-1-12 -" Scale = 1:27.9 4x8 ii 3 9- i 10 T -T , T,t M 2 ---- 5 0 - W -Z- -- � -- — - — I i 7 4x8 10x12 M18SHS = 10x12 M18SHS- 18-1-4 18-14 7-1-1214-3-8 - 7-1-12 _ --- -- 7-1-12 Plate Offsets (X Y) -[6-.E4604-8LL6.-O-1-12,0-0-0], 0 1-12,0-0 0] [8:Edge,0-7-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d l PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.05 7-8 >999 240 MT20 169/123 (Roof Snow=30.0) I Lumber DOL 1.15 BC 0.29 Vert(CT) -0.10 7-8 >999 180 M18SHS 169/123 Rep Stress Incr YES 10.0 * 0.0 WB 0.35 Horz(CT) 0.01 6 n/a n/a BCLDL Code IRC2015/TP12014 Matrix -S Weight: 54 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3: 2x4 SPF 1650F 1.5E i MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 8=832/0-5-8 (min. 0-1-8),6=832/0-5-8 (min. 0-1-8) Max Horc8=-37(LC 15) Max Uplift8=-326(LC 6), 6=-326(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-9=-985/241, 3-9=-887/257, 3-10=-887/257, 4-10=-985/241, 4-5=0/73, 2-8=-766/362, 4-6=-766/362 BOT CHORD 7-8=-255/496,6-7=-2201496 WEBS 3-7=0/241, 2-7=-66/524, 4-7=-68/524 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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 326 Ib uplift at joint 8 and 326 Ib uplift at joint 6. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. Scale = 1:26.9 M -M 10x12 M18SHS= BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 10x12 M18SHS= 18-1-4 be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (Ib/size) 7=692/Mechanical, 5=839/0-5-8 (min. 0-1-8) _ Max Horz7=-51(LC 15) 18-1-4 Max Uplift7=-210(LC 6), 5=-327(LC 7) 7-1-12 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-1002/244, 2-8=-913/260, 2-9=-913/273, 3-9=-1009/260, 3-4=0/73, 1-7=-626/245, 3-5=-773/363 BOT CHORD 6-7=-178/404,5-6=-217/464 14-3-8 7-1-12 7-1-12 Plate Offsets (X,Y)- [5:Edge,0-7-8]. [5:0-1-12.0-0-0], [7:0-1-12,0-0-0], [7:Edge,0-7A LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.05 5-6 >999 240 MT20 169/123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.29 Vert(CT) -0.10 5-6 >999 180 M18SHS 169/123 TCDL 10.0 ' Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015ffP12014 Matrix -S Weight: 52 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins, BOT CHORD 2x4 SPF 165OF 1.5E except end verticals. WEBS 2x4 WW Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W3: 2x4 SPF 165OF 1.5E MiTek recommends that Stabilizers and requd cross bracing ire be installed during truss erection, in accordance with Stabilizer Installationguide. REACTIONS. (Ib/size) 7=692/Mechanical, 5=839/0-5-8 (min. 0-1-8) _ Max Horz7=-51(LC 15) Max Uplift7=-210(LC 6), 5=-327(LC 7) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-1002/244, 2-8=-913/260, 2-9=-913/273, 3-9=-1009/260, 3-4=0/73, 1-7=-626/245, 3-5=-773/363 BOT CHORD 6-7=-178/404,5-6=-217/464 WEBS 2-6=01237,1-6=-107/538,3-6=-85/561 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 7 and 327 Ib uplift at joint 5. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. city of '4?Vj,eat f-wge 18-715 Truss D04 C `High-— -- -- High Plateau Truss, Inc., Commerce City, CO 80022 - 18-1-4 7-1-12 Lumber DOL 7-1-12 3x4 11 12 25 3x5 — 18-1-4 Type Oty 3n Supported Gable 1 ID:1 hXww 4x6 - 7 24 23 22 21 20 LOADING (Ps SPACING- 2-0-0 T 30.0 .0 Plate Grip DOL 1.15 (Roof Snow=30 Lumber DOL 1.15 TCDL 10.0 Rep Stress Incr YES BCLL O,p Code IRC2015/TP12014 BCDL 10.0 14 n/r LUMBER- Mok, 11645 W 32nd St - 1, Job Reference 14-3-8 15-9-8 7-1-12 1-6-0 Scale = 1:26.1 19 18 14-3-8 14-3-8 CSI. DEFL. in (loc) I/deft TC 0.29 Vert(LL) 0.01 14 n/r BC 0.04 Vert(CT) 0.01 14 n/r WB 0.09 Horz(CT) -0.00 15 n/a Matrix -R BRACING - 17 16 3x4 1i 12 13 STI 14 0 o 15 3x5 — L/d PLATES GRIP 120 MT20 169/123 120 n/a Weight: 54 Ib FT = 20% TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ -_ REACTIONS. (Ib/size) 25=42/14-3-8 (min. 0-2-6),15=283/14-3-8 (min. 0-2-6), 20=144/14-3-8 (min. 0-2-6), 21=140/14-3-8 (min. 0-2-6),22=135/14-3-8 (min. 0-2-6), 23=120/14-3-8 (min. 0-2-6),24=189/14-3-8 (min. 0-2-6),19=141/14-3-8 (min. 0-2-6),18=128/14-3-8 (min. 0-2-6),17=155/14-3-8 (min. 0-2-6), 16=50/14-3-8 (min. 0-2-6) Max Horz 25=-51 (LC 11) Max Uplift25=-54(LC 16), 15=-180(LC 7), 21=-54(LC 10), 22=-60(LC 10), 23=-49(LC 6), 24=-92(LC 10), 19=-56(LC 7), 18=-58(LC 11), 17=-69(LC 7), 16=-108(LC 16) Max Grav25=64(LC 17), 15=367(LC 16), 20=144(LC 1), 21=168(LC 17), 22=163(LC 17), 23=138(LC 17), 24=189(LC 1), 19=165(LC 18), 18=148(LC 18), 17=156(LC 18), 16=68(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=93/43,1-2=-25/29,2-3=-36/104,3-4=-10/87, 4-5=-9/91, 5-6=-10/91, 6-7=-12/103, 7-8=0/107, 8-9=0/91, 9-26=0/89,10-26=0/81, 10-11=-20/99, 11-12=-38/57, 12-13=-15/49, 13-14=0/73, 13-15=-338/232 BOT CHORD 24-25=-82/76, 23-24=-82/76, 22-23=-82/76, 21-22=-82/76, 20-21=-82/76, 19-20=-82/76, 18-19=-82/76, 17-18=-82/76, 16-17=-82/76,15-16=-82/76 WEBS 7-20=-117/1, 6-21=-141/71,5-22=-135175, 4-23=-115/66,3-24=-144/101, 2-25=-26/136,8-19=-139/71, 9-18=-123/74, 10-17=-126/82, 11-16=-38/108, 12-15=-78/30 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 1-4-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. Continued on page 2 NOTI=S- 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 Ib uplift at joint 25, 180 Ib uplift at joint 15, 54 Ib uplift at joint 21, 60 lb uplift at joint 22, 49 Ib uplift at joint 23, 92 Ib uplift at joint 24, 56 Ib uplift at joint 19, 58 Ib uplift at joint 18, 69 Ib uplift at joint 17 and 108 Ib uplift at joint 16. 13) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. City of VVt+eat R-Idge Job - Truss ]TrussType uty P� Mok, 11645 W 32nd St. 18-715 D05 Common Supported Gable 1 1 - _-Job Reference (optional High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 MiTek Industries, I 181 4 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-e39GwdcWZyFxBV 1 G9P -1-6-0 5-6-0 11-0-0 --._. - - __.-------- -- -- - 1-M ' 5-6-0 5-6-0 4x6 — 2x4 i 8 12-6-0 ---- -1-6-0 - - - Scale = 1:23.4 22 21 20 19 18 17 16 15 14 10x10 2x4 2x4 11 2x4 l 11 2x4 1 2x4 11 2x4 i 2x4 18-1-4 11_" 11-0-0 Plate Offsets (X,Y)--_12:0 1-12,0-0-9] [3:0-5-1,0-0-12], [11:0-5-1,0-0-12], [12:0-1-12,0-0-9], [12:Edge,0-2-6], [14:0-1-12,0-0-0], [22:0-1-12,0-0-0], L22:0 0 0,0_2-6L__- _ LOADING (psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP Plate Grip DOL 1.15 TC 0.28 Vert(LL) 0.01 13 n/r 120 MT20 1691123 (Root Snow=30.0) Lumber DOL 1.15 BC 0.01 Vert(CT) 0.00 13 n/r 120 TCDL 10.0 Rep Stress Incr YES WB 0.08 Horz(CT) -0.00 14 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 Matrix -R i Weight: 44 Ib FT = 20% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 WW Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 22=262/11-0-0 (min.0-2-1), 14=262/11-0-0 (min.0-2-1), 18=134/11-0-0 (min.0-2-1), 19=141/11-0-0 (min. 0-2-1),20=135/11-0-0 (min. 0-2-1), 21=62/11-0-0 (min. 0-2-1),17=141/11-0-0 (min.0-2-1), 16=135/11-0-0 (min. 0-2-1), 15=62/11-0-0 (min. 0-2-1) Max Hort 22=-23(LC 11) Max Uplift22=-186(LC 6), 14=-188(LC 7), 19=-59(LC 10), 20=-61(LC 6), 21=-84(LC 16), 17=-58(LC 11), 16=-61(LC 7), 15=-84(LC 16) Max Grav22=374(LC 16), 14=374(LC 16), 18=134(LC 1), 19=166(LC 17), 20=154(LC 17), 21=67(LC 5), 17=166(LC 18) , 16=154(LC 18), 15=67(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-22=-363/197, 1-2=0/54, 2-3=-27/37, 3-4=-5/43, 4-5=-4/50, 5-6=-7/59, 6-7=-10/78, 7-8=-10/75, 8-9=-7/56, 9-10=-0/50, 10-11=-1/43, 11-12=-27/33, 12-13=0/54, 12-14=-363/199 BOT CHORD 21-22=-41/34, 20-21=-41/34, 19-20=-41/34, 18-19=-41/34, 17-18=-41/34, 16-17=-41/34, 15-16=-41/34, 14-15=-41/34 WEBS 7-18=-107/5, 6-19=-139/74, 5-20=-128/78, 3-21=-33/114, 8-17=-139/74, 9-16=-128/78, 11-15=-33/114 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=11Omph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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 1-2002. 3) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 1-4-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 22, 188 Ib uplift at joint 14, 59 lb uplift at joint 19, 61 Ib uplift at joint 20, 84 Ib uplift at joint 21, 58 Ib uplift at joint 17, 61 Ib uplift at joint 16 and 84 Ib uplift at joint 15. Continued on page 2 7TNSS Truss Type Zity T�']:J.b ok, 11645 W 32nd St. 18-715 D05 Common Supported Gable 1 -__ ReferenceAoptional) High Plateau Truss, Inc., Commerce City, CO 80022 8.220 s May 29 2018 MTek Industries, Inc. Fn Oct 19 12:( ID: 1hXwu4U55xl6Lx?7xAR3ARzSnKJ-e39GwdcWZyFxBV1G9PkVOn2F9kxBeB NOTES - 12) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. city 01 O ' NSS 18-715 D06 High Plateau Truss, Inc., Commerce City, CO 80022 1-6-0 1811-0 Truss Type Common 5-6-0 5-6.0 - - my rly MOK, i ib4b W 3zn0 St. _ - Job Reference�cptlonal) 8.220 s e 1 ID:1hXwu4U55xl6Lx?7xAR3ARzSnK -6Gie6 d29 2018�8KGNopfcSj6FkxIndustriesInc.Fit b%gF�NbxWZCuplkyOct 19�bg 2018 RrGX 11-04) 12-6-0 5-6-0 -- - 1-6-0 4x6 - Scale = 1:22.6 18-1-4 5-6-0 11-0-0 - - _ _ - 5-6-0 - - --- - 5-0-0 Plate Offsets (X,Y)-- 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) -0.02 6-7 >999 240 MT20 1691123 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.16 Vert(CT) -0.04 6-7 >999 180 BCDL 10.0 I Rep Stress Incr YES WB 0.27 Horz(CT) 0.00 6 n/a n/a Code IRC2015ITP12014 Matrix -S Weight: 43 Ib FT = 20% BCDL 10.0_ LUMBER- BRACING - TOP CHORD 2x4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SPF 1650F 1.5E except end verticals. WEBS 2x4 WW Stud BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I Installation guide. REACTIONS. (Ib/size) 8=667/0-5-8 (min. 0-1-8), 6=667/0-5-8 (min. 0-1-8) Max Horz 8=23(LC 14) Max Uplift8=-277(LC 6), 6=-277(LC 7) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/73, 2-9=-684/166, 3-9=-609/178, 3-10=-609/179, 4-10=-684/166, 4-5=0/73, 2-8=-615/303, 4-6=-615/303 BOT CHORD 7-8=-116/223,6-7=-94/223 WEBS 3-7=0/162, 2-7=-60/403, 4-7=-61/403 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone; 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=1.10 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 2.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 277 Ib uplift at joint 8 and 277 Ib uplift at joint 6. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. G - IV- 14 _ 2-10-12 2-7-0 2-7-4 2-10-12 5x6 = Scale = 1:18.8 2 �7� 0 11 11 0 B1 11 10 12 9 13 8 14 3x8 II 7x8 = 3x8 II 7x8 11 7x8 11 18-14 18-14 0-11.4 2-10-12 5-6-0 8-1-4 11-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.37 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.55 TCDL 10.0 ' Rep Stress Incr NO WB 0.86 BCLL 0.0 BCDL 10,0 Code IRC2015ITP12014 Matrix -S LUMBER - TOP CHORD 2x6 SPF 165OF 1.5E BOT CHORD 2x6 SPF 165OF 1.5E WEBS 2x4 WW Stud SLIDER Left 2x4 WW Stud 1-6-5, Right 2x4 WW Stud 1-6-5 REACTIONS. (Ib/size) 1=2406/0-5-8 (min. 0-3-12), 7=2056/0-5-8 (min. 0-3-4) Max Horc 1=-61(LC 11) Max Upliftl=-777(LC 6), 7=-662(LC 7) DEFL. in (loc) I/defl L/d I PLATES GRIP Vert(LL) -0.05 8-9 >999 240 MT20 169/123 Vert(CT) -0.09 8-9 >999 180 Horz(CT) 0.03 7 n/a n/a BRACING - TOP CHORD BOTCHORD Weight: 53 Ib FT = 20% Structural wood sheathing directly applied or 4-4-6 oc purlins. Rigid ceiling directly applied or 8-10-14 oc bracing. r Mitek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installatior�uide. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3583/1140, 2-3=-3498/1141, 3-4=-3061/1000, 4-5=-3061/1000, 5-6=-3414/1116, 6-7=-3505/1116 BOT CHORD 1-11=-1004/3126, 10-11=-1004/3126, 10-12=-1004/3126, 9-12=-1004/3126, 9-13=-934/3045, 8-13=-934/3045, 8-14=-934/3045, 7-14=-934/3045 WEBS 4-9=-404/1288, 5-9=-173/115, 5-8=-207/759, 3-9=-267/143, 3-10=-230/826 NOTES - 1) Wind: ASCE 7-10; Vult=139mph (3 -second gust) Vasd=110mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable and zone; 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=1.10 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 777 Ib uplift at joint 1 and 662 Ib uplift at joint 7. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 673 Ib down and 229 Ib up at 0-11-4, 672 Ib down and 230 Ib up at 2-11-4, 672 Ib down and 230 Ib up at 4-11-4, and 672 Ib down and 230 Ib up at 6-11-4, and 672 Ib down and 230 Ib up at 8-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-80, 4-7=-80, 1-7=-20 Continued on page 2 City of \r11eat Ridge DIV150n f Jo7i Truss i TrussType 18-715 D07 Common Girder High Plateau Truss, Inc., Commerce City, CO 80022 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 10= -672(6)11= -673(B)12= -672(B)13= -672(B)14=-672(8) Qty Pty - � Mok, 11645 W 32nd St. 1 Jab Reference (optional) 8.220 s May 29 2018 MiTek tndusMes, Inc. FriOct 19 12:03:10 2018 Page 2 ID:1 hXwu4U55xl6Lx?7xAR3ARzSnKJ-2eq PZftPrtcIW3ymrrXICOPgl1 xgSrMAoOVNvpdyRrGV OCT ? p6i ARM Subsurface Exploration and Foundation Analysis Proposed Single Family House with Basement 11645 West 32nd Street Wheat Ridge, CO 80033 Mr. Allen Mok 5743 Teller St Apt 406, Arvada, CO 80002 yne Project No.: C181008 March 12, 2018 CilY of whL t Rrc79e 15403 E 170 Avanvo, Suit E • Awa, Ct lomb 80011 0 Ptt 30141, 9317 + F ; TorraOm OEM. k7c Subsurface Exploration and Foundation Analysis Proposed Single Family House with Basement 11645 West 32nd St. Wheat Ridge, CO 80033 Mr. Allen Mok Terradyne Project No.: C181008 March 12, 2018 Terradyne DEN, Inc. 15403 East 17`h Avenue Aurora, CO 80011 303-463-9317 Fax 303-463-9321 TCR/2�117Y/VE Engineers. 6eolagrsts 6 Errrirenmentaf Sciertfrs# Engineering the Future Since 1995 O AM•'' J` ' P� GG• F 53039 John A Chief Yosief Araia, P.E.{Texas} Branch Manager r City of Wheat Ridge TC�R�OY/VC Ergr�crs, 6eolag;str 8 EmironmenM7 ScieMisYs Terradyne DEN, Inc. 15403 E. 17th Avenue, Suite E Aurora, Colorado 80011 Phone: 303.463.9317 Fax: 303.463.9321 www.ferradyne.com May 7, 2018 Attn: Mr. Allen Mok 5743 Teller St Apt 406, Arvada, CO 80002 Re: Subsurface Exploration and Foundation Analysis Proposed Single Family House with Basement 11645 West 32nd St. Wheat Ridge, CO 80033 Terradyne Project No.: C181008 Dear Mr Allen Mok: Terradyne DEN, Inc. has completed a soil and foundation engineering report at the above referenced project site. The results of the exploration are presented in this report. We appreciate and wish to thank you for the opportunity to service you on this project. Please do not hesitate to contact us if we can be of additional assistance during the Construction Materials Testing and Quality Control phases of construction. Respectfully Submitted, Very Truly Yours, Terradyne DEN, Inc. Yosief Araia Branch Manager i TABLE OF CONTENTS Page EXECUTIVESUMMARY.......................................................................................................................... v 1.0 INTRODUCTION................................................................................................................................. 1 2.0 PROPOSED CONSTRUCTION............................................................................................................ 1 3.0 PURPOSE AND SCOPE OF SERVICES.............................................................................................. 1 4.0 SITE CONDITIONS.............................................................................................................................. 2 5.0 GEOTECHNICAL INVESTIGATION.................................................................................................. 2 5.1 Field Tests and Measurements................................................................................................................ 2 5.2 Field Logs.............................................................................................................................................. 3 5.3 Presentation of the Data.......................................................................................................................... 3 5.4 Laboratory Testing Program................................................................................................................... 3 5.5 General Subsurface Conditions............................................................................................................... 4 6.0 FOUNDATIONS ON EXPANSIVE SOIL............................................................................................ 5 7.0 DESIGN ENGINEERING ANALYSIS................................................................................................. 7 8.0 FOUNDATION RECOMMENDATIONS............................................................................................. 7 9.0 CONSTRUCTION GUIDELINES....................................................................................................... 11 10.0 DRAINAGE AND MAINTENANCE............................................................................................... 14 11.0 EXCAVATIONS........................................................................................................................... 16 12.0 SHORING......................................................................................................................................16 13.0 LIMITATIONS..................................................................................................................................16 ILLUSTRATION SECTION Boring Location Boring Log Figure 1 Figure 2 - 3 Key to Classifications and Symbols Figure 4 Terradyne DEN, Inc. !810dy °t Wheat Ridge Di EXECUTIVE SUMMARY The soil conditions at the location of the proposed Home at 11645 West 32nd St. in Wheat Ridge, Colorado were explored by drilling two (2) borings to a depth of 20 and 15 feet (Refusal). Laboratory tests were performed on selected specimens to evaluate the engineering characteristics of various soil strata encountered in our boring. The project consists of a new single family house with basement. This report presents a description of subsurface conditions encountered at the site, recommended foundation systems, and design and construction criteria influenced by the subsurface conditions. It is based on data obtained from field investigations, laboratory test results and our previous experience. A summary of our findings and recommendations is presented below: • The subsurface conditions may generally be grouped into two different layers with similar physical and engineering properties. For detailed descriptions, the boring log is provided at the end of this report. • Groundwater seepage was not encountered in the boring below existing ground surface, during the time of our field exploration. However, ground water levels will fluctuate with seasonal climatic variations and changes in the land use. • Based on the results of the field investigation, we recommend using spread or strip footings below the basement to support the proposed residence. • An allowable soil bearing pressure of 3,000 pounds per square foot (PSF) is recommended for the design of spread or strip footings for the structure bearing on undisturbed in-situ soils, founded at the proposed depth of bottom of the basement. • An allowable soil bearing pressure of 3,000 pounds per square foot (PSF) is recommended for the design of spread or strip footings for the garage bearing on undisturbed in-situ soils, founded at a minimum depth of 3 feet below finished grade. The footings should have a minimum dead load pressure of 1,000 psf to reduce the amount of vertical movement. • Care should be provided to prevent the drying out of soils during construction. Drying and subsequent wetting of the underlying clay and sandy clay soils may cause swelling and subsequent movement. • There is a low risk of slab movement at the proposed slab elevations when the slab is supported by the clay soils at a depth of 10 to 12 feet below existing grade. Potential vertical movements on the order of 1 inch is anticipated depending on the depth of the basement and the moisture conditions at the time of construction. If movement of the slab is unacceptable then the floor slab should be structurally suspended. If some movement of the floor slab is acceptable to the owner, the clay soils below the floor can be removed, replaced with select Terradyne DEN, Inc. C181008 fill. The depth of the replacement should be three feet but should not extend below the footings. Slabs supported on grade should be free to move vertically and not connected to the foundation system. • In order to minimize the chance for moisture infiltration into the foundation soils and limit the potential for movement of the foundations and/or slabs, positive drainage down and away from all foundation walls and the structure should be established and maintained at all times. An exterior foundation perimeter drain is recommended around the basement walls and below the basement floor. The basement walls should also be waterproofed. • Detailed descriptions of subsurface conditions, engineering analysis, and design recommendations are included in this report. Terradyne DEN, Inc. 1.0 INTRODUCTION This report presents the results of our subsurface exploration and foundation analysis for the proposed new house with basement at 11645 West 32nd St. in Wheat Ridge, Colorado. The object of this investigation was to evaluate the physical properties of the soils underlying the site to provide recommendations for foundation design, slab support and related earthwork. 2.0 PROPOSED CONSTRUCTION It is our understanding that the proposed house shall be a single family house with a basement. If the final construction plans vary from what has been assumed, please contact Terradyne for further evaluation as the revisions may affect the foundation recommendations provided in this report. This project was authorized by Mr. Allen Mok. 3.0 PURPOSE AND SCOPE OF SERVICES The purpose of our geotechnical investigation was to evaluate the subsurface and groundwater conditions of the site and provide geotechnical engineering recommendations for the design and construction of the residence. Our scope of services includes the following: 1) Drilling and sampling of two borings, one to a depth of 20 feet and one to 15 feet (refusal) ; 2) Evaluation of the in-place conditions of the subsurface soils through the California ring sampler tests; 3) Observation of the groundwater conditions during drilling operations; 4) Performing laboratory tests such as Atterberg limits and moisture content tests; 5) Review and evaluation of field and laboratory tests; 6) Compilation, generalization and analysis of the field and laboratory data according to the project requirements; 7) Estimation of potential vertical movements; 8) Preparation of recommendations for the design and construction of the residences; 9) Consultations with Prime Professionals and members of the design team on findings and recommendations and the preparation of a written geotechnical engineering report for their use in the preparation of design and construction documents. The Scope of Services does not include an environmental assessment of the presence or absence of wetlands and/or hazardous or toxic materials in the soil, surface water, groundwater, or air, in the proximity of this site. Any statements in this report or on the boring log regarding odors, colors or unusual or suspicious items or conditions are strictly for the information of the client. 4.0 SITE CONDITIONS The property is located at 11645 West 32nd St. in Wheat Ridge, Colorado. The site is generally flat and within a developed area. The boring locations were established by information provided by the client. 5.0 GEOTECHNICAL INVESTIGATION The field exploration to determine the engineering characteristics of the subsurface materials included a reconnaissance of the project site, drilling the borings, performing standard penetration tests and obtaining samples using California sampler. The boring locations at the site were selected based on information provided by the client and established in the field by the drilling crew. The test borings were performed with a Little beaver drilling rig equipped with a rotary head. Conventional solid stem augers were used to advance the holes and samples of the subsurface materials were obtained. The samples were identified according to depth, sealed properly to protect against moisture loss, and transported to our laboratory in special containers. The following samples, presented in Table No. 1, were collected as a part of our field exploration procedure: Table No. I Type of Sample Number Collected California Ring Sampler 3 Auger Samples 4 5.1 Field Tests and Measurements Penetration Tests: During the sampling procedures, standard penetration tests were performed in the borings. In general, the Samples were taken at selected intervals using a California ring sampler, which was driven into the soil by dropping a 140 -pound hammer through a free fall of 30 inches. The number of blows required to drive the sampler into the soil is known as a penetration test. The number of blows required for the sampler to penetrate 12 inches is evaluated and gives an indication of the consistency or relative density of the soils and bedrock encountered. TIts - 7City of Wheat Ridge of the standard penetration tests indicate the relative density and comparative consistency of the soils, and thereby provide a basis for estimating the relative strength and compressibility of the soil profile components. Water Level Measurements: Water level observations made during the drilling operations are noted on the boring log. In relatively pervious soils, such as sandy soils, the indicated elevations are considered reliable groundwater levels. In relatively impervious soils, an accurate determination of the groundwater elevation may not be possible even after several days of observation. Seasonal variations, temperature and recent rainfall conditions may influence the level of the groundwater table and the volume of water encountered will depend on the permeability of the soils. 5.2 Field Logs A field log was prepared for each of the borings. The logs include information concerning the boring method, samples attempted and recovered, the presence of various materials (such as silt, clay, gravel or sand) and groundwater observations. They also include an interpretation of the subsurface conditions between samples. Therefore, the logs include both factual and interpretive information. 5.3 Presentation of the Data The final logs represent our interpretation of the contents of the field logs for the purpose delineated by our client. The final logs are included on Figures 2 and 3 included in the Illustration Section. A key to classification terms and symbols used on the log is presented on Figure 4. 5.4 Laboratory Testing Program In addition to field exploration, a supplemental laboratory testing program was conducted to determine additional pertinent engineering characteristics of the subsurface materials that are necessary to evaluate the soil parameters. All phases of the laboratory testing program were performed in general accordance with the indicated applicable ASTM Specifications. In the laboratory, each sample was examined and classified by a geotechnical engineer. As a part of this classification procedure, the natural water content of selected specimens was determined. Liquid and Plastic Limit tests were performed on representative specimens to determine the plasticity characteristics of the different soil strata encountered. The following tests, presented in Table No. 2, were conducted in the laboratory to evaluate the engineering characteristics of the subsurface materials. The results of these tests are presented on the boring log. Table No. 2 Type of Test Number Conducted Natural Moisture Content 7 Atterberg Limits 2 Particle Size Analysis 2 Swell Potential 1 5.5 General Subsurface Conditions The soils underlying the site may be grouped into two generalized strata with similar physical and engineering properties. The soil stratigraphy at the boring location is presented in the Boring Log, Plate 1. The engineering characteristics of the underlying soils, based on our field and laboratory test results, are summarized and presented in Table No. 3. Table No. 3 Stratum Depth Interval Blow Re Recd LL PI Feet LL — Counts % Lean Sandy 1. Claystone Tan 0-14 11-16 24-25 6-7 >80/6" (CL) Lean Sandy Light 2 14-20 14-17 Claystone(CL) Brown The above description generally highlights the major soil stratification features and soil characteristics. The test boring log should be consulted for specific information at the boring location. Groundwater seepage was not observed in the boring below existing ground surface, during drilling operation. Groundwater levels will fluctuate with seasonal climatic variations and changes in the land use. The low permeability of the soils may require several days for groundwater to enter and stabilize in the borehole. It is not unusual to encounter shallow groundwater during or after periods of rainfall. Surface water tends to percolate through the surface until it encounters a relatively imperious layer. city Of VV""'Ridge 'd9e 6.0 FOUNDATIONS ON EXPANSIVE SOIL There are many plastic clays that swell when water is added to them and shrink when water is removed. Foundations constructed on these clays are subjected to large uplifting forces caused by the swelling. Two factors contribute to potential shrink -swell problems within a building site. Problems can arise either the soil has expansive or shrinkage properties, or environmental conditions cause the moisture levels in the soil to change. Evaluation of the Shrink -Swell Potential of the Soils: Subsurface sampling, laboratory testing, and data analysis is used to evaluate the shrink -swell potential of the soils under the foundations. The Mechanism of Swelling: The mechanism of swelling in expansive clays is influenced by number of factors. The expansion in clays is a result of changes in the soil -water system that disturbs the internal stress equilibrium. Clay particles have negative electrical charges on their surfaces and positively charged ends. The negative charges are balanced by actions in the soil - water and give rise to an electrical interparticle force field. In addition, adsorptive forces exist between the clay crystals and water molecules, and Van Der Waals surface forces exist between particles. Thus, there exists an internal electro -chemical force system that must be in equilibrium with the externally applied stresses and capillary tension in the soil water. If the soil -water chemistry is altered, either by changing the amount of water or chemical composition in the soil, the inter -particle force field will change. If the change in internal forces is not balanced by a corresponding change in the state of stress, the particle spacing changes until equilibrium is reached. This change in particle spacing manifests itself as a shrinkage or swelling. Antecedent Rainfall Ratio: This is defined as the total monthly rainfall for the current and previous months prior to laying the slab, divided by twice the average monthly rate measured for the period. The intent of this ratio is to give a relative measure of ground moisture conditions at the time the slab is placed. Thus, if a slab is placed at the end of a wet period, the slab should be expected to experience some loss of support around the perimeter as the wet soil begins to dry out and shrink. The opposite effect could be anticipated if the slab is placed at the end of an extended dry period; as the wet season occurs, uplift around the perimeter may occur as the soil at the edge of the slab gains in moisture content. Agge of Slab: The length of time since the slab was cast provides an indication of the type of swelling the soil profile may have beneath the slab. Initial Moisture Condition and Moisture Variation: A volume change in an expansive soil mass is the result of increases or decreases in water content. The initial moisture content influences the swell and shrink potential of a soil. However, moisture content alone is useless as an indicator or predictor of shrink -swell potential. The relationship between moisture content and other soil characteristics, such as the Plastic Limit and Liquid Limit, must also be known. If the moisture content is below or near the Plastic Limit, the soils may have a high potential to swell. Expansive soils with Liquidity Index` in the range of 0.20 to 0.40 tend to experience little additional swell. The availability of water in an expansive soil profile is influenced by many environmental and manmade factors. Generally, the upper few feet of the profile are subjected to the widest ranges of moisture variation, and are the least restrained from movement by overburden. This upper stratum of the profile is referred to as the active zone. Moisture variation in the active zone of a natural soil profile is affected by climatic cycles at the surface and fluctuating groundwater levels at the lower moisture boundary. The superficial boundary moisture conditions are changed by placing a barrier, such as a building floor slab or pavement, between the soil and atmospheric environment. Other causes of moisture variation result from altered drainage conditions or manmade sources of water, such as irrigation or leaky plumbing. The latter factors are difficult to quantify and incorporate into the analysis, but should be controlled to the extent possible for each situation. For example, proper drainage and attention to landscaping are simple means of minimizing moisture fluctuations near structures, and should always be taken into consideration. Manmade Conditions That Can Be Altered: There are number of factors that can influence whether a soil might shrink or swell and the magnitude of this movement. For the most part, the owner and/or designer have some control over whether these factors can be avoided, and if not avoided, the degree to which these factors may influence the shrink -swell process. Lot Drainage: How a lot is graded affects the accumulation of surface water around the slab. Most builders are aware of the importance of grading the soil away from the structure so that rainwater does not collect and pond adjacent to the foundation. If allowed to accumulate next to the foundation, water may infiltrate the expansive soils underlying the foundation, which could cause the foundation to settle. Similarly, runoff from surface water drainage patterns and swales must not collect adjacent to the foundation. TopographP: As it swells, soil heaves perpendicularly to the ground surface or slope, but as it shrinks, it recedes in the direction of gravity and gradually moves downslope in a sawtooth fashion over a number of shrink -swell cycles. In addition to this shrink -swell influence, soil will exhibit viscoelastic properties and creep downhill under the steady influence of the weight of the soil. Therefore, to avoid a structure constructed on this slope from moving downhill with the soil, it must be designed to compensate for this lateral soil influence. Pre -Construction Vegetation: A large amount of vegetation, especially large trees, on a site prior to construction may have desiccation at the site. Constructing over a desiccated soil can produce some dramatic instances of heave and associated structural distress and damage as it becomes wet. ` LIQUIDITY INDEX NATURAL WATER CONTENT — PLASTIC LIMIT LIQUID LIMIT — PLASTIC LIMIT City of Wheat Ricf+9e Diviso Post -Construction Vegetation: The type, amount, and location of vegetation that has grown since construction can cause localized desiccation. Planting trees or large shrubs near a building can result in the loss of foundation support as the vegetation robs moisture from the foundation soil. Conversely, the opposite effect can occur if flowerbeds or shrubs are planted next to the foundation and these beds are kept well -watered or flooded. This practice can result in swelling of the soil around the perimeter where the soil remains wet. Summation: It is beyond the scope of this investigation to do more than point out the factors that may influence the amount and type of swell a slab -on -grade foundation may be subjected to during its lifetime. The design engineer must be aware of these factors in developing his design, using his engineering experience and judgment as a guide. 7.0 DESIGN ENGINEERING ANALYSIS Foundation Design Considerations: Review of the boring and test data indicates that the factors presented on the following page will affect the foundation design and construction at this site: 1) The site is underlain by subsoils of low plasticity at shallow depths. Structures supported at shallow depths will be subjected to potential vertical movements on the order of 1 -inch. 2) The strengths of the underlying soils are adequate to support shallow foundations below the basement level. 3) Groundwater seepage was not encountered below existing ground surface at the time of the subsurface exploration phase. 8.0 FOUNDATION RECOMMENDATIONS The type and depth of foundation suitable for a given structure primarily depends on several factors: the subsurface conditions, the function of the structure, the loads it may carry and the cost of the foundation. Additional considerations may include acceptable performance criteria set by the owner, architect, or structural designer with respect to vertical and differential movements that the structure can withstand without damage. Based on these conditions and the engineering design analysis spread or strip type footings are recommended to support the proposed structure below the basement. Either a slab on grade or a structurally suspended slab can be used for the basement 8.1 Spread -Type Footings Spread or strip type footings founded in undisturbed in-situ soils, bearing at the planned depth of the basement can be used to support the house. An allowable soil bearing pressure of 3,000 pounds per square foot (PSF) is recommended for the design of spread or strip type footings bearing on undisturbed in-situ soils. To reduce the amount of vertical movement the footings for the garage should be designed with a minimum dead load pressure of 1,000 psf. In order to minimize the sensitivity of the structure to differential movement, the footings and walls should be reinforced to allow for a degree of load re -distribution should a localized zone of the supporting soils become saturated. Stem walls should either be positively separated from the floor slabs or reinforced to prevent cracking at the slab stem wall interface. 8.2 Foundation Construction Guidelines Significant moisture increase in the in-situ soils could create additional and/or excessive movements in the site. Accordingly, the site drainage and moisture protection provisions, recommended in this report are critical design considerations. Prior to placing concrete, all bearing surfaces must be cleared of all loose material. Disturbed material may only be re -compacted with guidance from, and after contacting this office. To verify the soil conditions and soil bearing capacity, it is required that an open hole observation be performed. The entire excavation must be dug down to final grade prior to the observation. If potentially expansive clay, deleterious material, or other unsuitable conditions are found, additional over -excavation of some or the entire site may be required — replacing inadequate soils with acceptable materials. Revised foundation recommendations — such as the use of drilled piers — may also be required. Please call to schedule this inspection. Ensure that the requirements contained herein are reflected in any construction plans developed for this site. Floor Slabs: Floor slabs, or portions of the floor slab, which have high performance criteria and are movement sensitive in nature, shall be structurally suspended above grade because of the anticipated ground movements that may occur due to shrinking and swelling of the site clays. As a result, we recommend that all floors to be structurally suspended. A positive void space of at least 8 inches shall be provided beneath the floor slab. The crawl space shall be designed with a positive drainage flow so that water will not accumulate in the crawl space. Excavated on-site material that is free of deleterious material may be used to raise the grade in the crawl space area. This material shall be compacted to at least 95 percent of the ASTM D 698 maximum dry density at moisture contents that range from optimum to four (4) percent above the optimum, and the compacted soil should be tested City of V✓11eat F'idge Diviso by Terradyne to verify the moisture content and density for each compacted six (6) inch lift of material. 8.3 Slab -on -Grade Construction The Slab Performance Risk at this site is judged to be low. However, it must be understood, that changes in the water content of these soils may cause the soil to swell or shrink, which may cause movement or cracking of slabs. Potential vertical movement on the order of 1 inch is anticipated at the project site. Removal of underlying clays and replacing with 3 feet of non -expansive compacted select structural fill may be used to reduce the risk of movement if desired. However, if some movement of a slab is not acceptable, the proposed structure should be constructed utilizing a structural floor system, rather than a slab. Should the owner elect to accept the risks of expansive/consolidating soils and the effects they may have on slabs, the following measures have been shown to be helpful when constructing slabs. The following information however, must not be construed as an approval to construct slabs—on— grade. Slabs should bear on proof -rolled and re -compacted materials. A proof -roll of the subgrade shall be observed by the geotechnical engineer's representative. They must not bear on gravel or other materials which may allow the migration of water below the slabs. If the.on-site soils are not acceptable, it is preferable to bear slabs on non -expansive imported materials. This will minimize the transfer and retention of water below the slab. Materials with a Liquid Limit below 30 and a Plasticity Index between 10 and 15 are preferred. Slabs shall be isolated from foundation components by slip joints constructed to allow the independent movement of the slab. Slabs shall also be separated from any utility components by isolation joints. Mechanical equipment resting on slabs must be fitted with expandable/collapsible sections in order to allow movement of the slab without damage to the equipment or to the structure. Non-bearing partition walls must be constructed with a minimum of 3 inches of float to allow for movement of the slab without damaging any part of the structure. All doors shall be constructed with at least 1 -inch gap at floor level. It is the owner's responsibility to monitor and maintain all floats and gaps as necessary. If additional information on float is needed, please contact this office. Slabs must be appropriately reinforced to resist the anticipated loads as well as the effects of the supporting soils. Floor slabs must also be scored in accordance with the American Concrete Institute (ACI) recommendations in order to control cracking of the slab due to shrinkage or other factors. These scores should be a maximum of 12 feet apart. 8.4 Utilities Utilities that project through slab -on -grade floors shall be designed with either some degree of flexibility or with sleeves in order to prevent damage to these lines shall vertical movements occur. 8.5 Contraction, Control and/or Expansion Joints Contraction, control and/or expansion joints shall be designed and placed in various portions of the structure. Properly planned placement of these joints will assist in controlling the degree and location of material cracking that occurs due to soil movements, material shrinkage, thermal affects and other related structural conditions. 8.6 Lateral Earth Pressure Some retaining walls may be needed at this site. The equivalent fluid density values were evaluated for various backfill materials. These values are presented in Table No. 4. Table No. 4 Backfill Material Equivalent Fluid Density, PCF Active Condition At Rest Condition Passive Condition a. Crushed Stone 40 60 530 b. Clean Sand 40 60 360 c. Select Fill (PI < 15) 65 85 265 These equivalent fluid densities do not include the effect of seepage pressures, surcharge loads such as construction equipment, vehicular loads or future storage near the walls. If the basement wall or cantilever retaining wall can tilt forward to generate "active earth pressure" condition, the values under active condition shall be used. For rigid non -yielding walls which are part of the building, the values" at rest condition" shall be used. The compactive effort shall be controlled during backfill operations. Over compaction can produce lateral earth pressures in excess of at rest magnitudes. Compaction levels adjacent to below -grade walls shall be maintained between 95 and 98 percent of standard Proctor (ASTM D698) maximum dry density. The backfill behind the wall shall be drained properly. The simplest drainage system consists of a drain located near the bottom of the wall. The drain collects the water that enters the backfill and this may be disposed of through outlets along the base of the wall. To insure that the drains are not clogged by fine particles, they shall be surrounded by a granular filter. In spite of a well -constructed toe drain, City of Wheat F ic?e Cmiso substantial water pressure may develop behind the wall if the backfill consists of clays or silts. A more satisfactory drainage system, consisting of a back drain of 12 inches to 24 inches width gravel may be provided behind the wall to facilitate to drainage. The maximum toe pressure for wall footings founded a minimum depth of 12 inches into the clay soils shall not exceed 1,000 pounds per square foot. An adhesion value of 290 pounds per square foot shall be used to check against sliding for wall footings bearing on clay. 9.0 CONSTRUCTION GUIDELINES 9.1 Construction Monitoring As Geotechnical Engineer of Record for this proiect, Terradyne, shall be involved in monitoring the foundation installation and earthwork activities. The performance of any foundation system is not only dependent on the foundation design, but is strongly influenced by the quality of construction. Prior to construction, please contact our office so that a Foundation and Earthwork Monitoring Plan can be incorporated into the Prosect Quality Control Program. 9.2 Site Preparation In any areas where soil -supported floor slabs or pavement are to be constructed, vegetation and all loose or organic material shall be stripped and removed from the site. Subsequent to stripping operations, the subgrade shall be proof -rolled to identify soft zones. Any soft zone detected shall be removed to a firm subgrade soils and replaced with compacted suitable soils to reach subgrade level. Upon the acceptance of proof -rolling operations the subgrade shall be scarified to a minimum depth of 8 inches, moisture conditioned and compacted to a 95 percent of maximum dry density as determined by ASTM D 698, between optimum and 4 percentage points above of optimum moisture content. The exposed subgrade shall not be allowed to dry out prior to placing structural fill. 9.3 Drainage Groundwater seepage was not encountered in our boring during drilling operations. However, minor groundwater seepage may be encountered within the proposed building foundation and grading excavations at the time of construction, especially after periods of heavy precipitation. Small quantities of seepage may be removed by conventional sump and pump methods of dewatering. The risk for wetting of foundation soils can be reduced by carefully planned and maintained surface drainage. The following precautions should be observed during construction and be maintained at all times after the structure is completed. Excessive wetting or during of open foundation excavations should be avoided as much as possible during construction. Backfill adjacent to foundation walls should be moistened and compacted. Any settlement of backfill after completion of the structure should be repaired and positive drainage reestablished. The ground surface surrounding the structures should be sloped to drain away from the structures in all directions. A minimum slope of 12 inches in the first 10 feet should be achieved and maintained after construction. Roof downspouts and drains for the structures should discharge to the surface well beyond the limits of all backfill. Irrigated landscaping should not be placed within 5 to 10 feet of the foundation walls. Plastic membranes should not be used to cover the ground surface immediately surrounding the structures. These membranes trap moisture and prevent normal evaporation from occurring. Geotextile fabrics are a suitable option to control weed growth and allow some evaporation. Due to the presence of expansive clay minerals, and in order to minimize the chances of water damage to the structures, an exterior perimeter drain is recommended for any structures build on this site. This drain may flow into a sump pit fitted with a pump, or may flow to a suitable `daylight' outside of these structures. 9.4 Temporary Drainage Measures Temporary drainage provisions shall be established to minimize water runoff into construction areas. If standing water does accumulate, it shall be removed by pumping as soon as possible. Adequate protection against sloughing of soils shall be provided for workers and inspectors entering the excavations. This protection shall meet OSHA and other applicable building codes. 9.5 Temporary Construction Slopes Temporary slopes on the order of 1 H to 1 V may be provided for excavations. Fill slopes on the order of 1 H to IV may be used provided a) the fill materials are compacted, as recommended, and b) the slopes are temporary. Compacting operations shall be continued until the slopes are stable but not too dense for planting on the slopes. Compaction of the slopes may be performed in increments of 4 to 6 -feet in fill height or, for shallow fills, until fill reaches its total height. City of Wheat ilding ! "Wi on 9.6 Select Structural Fill Any select structural fill used at the site should have a Liquid Limit less than 30 and a Plasticity Index between 10 and 15. The fill should contain no particles greater than 3 inches in diameter. The percent passing U.S. Standard Sieve No. 4 should be between 40 and 80 percent and passing Sieve No. 40 between 10 and 50 percent. The percent passing Sieve No. 200 should be less than 50 percent. The fill materials shall be placed in loose lifts not to exceed 8 inches and compacted to as outlined in the following table. A properly engineered and constructed vapor barrier should be provided beneath slabs -on -grade that will be carpeted or receive moisture sensitive coverings or adhesives. If the existing grade has to be raised to attain the finish grade elevation, select fill should be placed, compacted and tested for compaction compliance by TERRADYNE. Table 5- Compaction Specifications Area Dry Density OMC Structural Backfill Min. 95% (ASTM D 1557) -2 to +2% Slab on grade Min. 95% (ASTM D 698) 0 to +3% Other Sitework Min. 95% (ASTM D 698) -2 to +2% 9.7 Groundwater In areas where significant cuts (2 feet or more) are made to establish final grades for building pads, attention shall be given to possible seasonal water seepage that could occur through natural cracks and fissures in the newly exposed stratigraphy. Subsurface drains may be required to intercept seasonal groundwater seepage. The need for these, or other dewatering devices, on building pads shall be carefully addressed during construction. Our office could be contacted to visually inspect final pads to evaluate the need for such drains. Groundwater seepage may occur several years after construction if the rainfall rate or drainage changes in the vicinity of the project site. If seepage runoff occurs towards the building, an engineer shall be contacted to evaluate its' effect and determine whether French drains are required at the location. 9.8 Earthwork, Control Testing, and Foundation Acceptance Exposure to the environment may weaken the soils at the foundation bearing level if the excavation remains open for long periods of time. Therefore, it is recommended that all foundation excavations be extended to final grade and the footings constructed as soon as possible to minimize potential damage to bearing soils. The foundation bearing level shall be free of loose soil, ponded water or debris sand, and shall be inspected and approved by the geotechnical engineer or his representative prior to concreting. Foundation concrete shall not be placed on soils that have been disturbed by rainfall or seepage. If the bearing soils are softened by surface water intrusion during exposure or by desiccation, the unsuitable soils must be removed from the foundation excavation and replaced prior to placement of concrete. Subgrade preparation and fill placement operations shall be monitored by the geotechnical engineer or his representative. As a guideline, at least one in-place density test shall be performed for each 2,500 square feet of compacted surface lift. Any areas not meeting the required compaction shall be recompacted and retested until compliance is met. 10.0 DRAINAGE AND MAINTENANCE Final drainage is important for the performance of the proposed building. Landscaping, plumbing, and downspout drainage is also important. It is vital that all roof drainage be transported away from the building so that water does not pond around it, which can result in a soil volume change underneath the building. Plumbing leaks shall be repaired as soon as possible in order to minimize the magnitude of a moisture change under the slab. Large trees and shrubs shall not be planted in the immediate vicinity of the structures, since root systems can cause a substantial reduction in soil volume in the vicinity of the trees during dry periods. Adequate drainage shall be provided to reduce seasonal variations in moisture content of foundation soils. All pavement and sidewalks within 10 feet of the structures shall be sloped away from the structures to prevent ponding of water around the foundations. Final grades within 10 feet of the structure shall be adjusted to slope away from structures preferably at a minimum slope of 3 percent. Maintaining positive surface drainage throughout the life of the structure is essential. In areas with pavement or sidewalks adjacent to the new structure, a positive seal must be provided and maintained between the structures and the pavement or sidewalk to minimize seepage of water into the underlying supporting soils. Post -construction movement of pavement and flat -work is not uncommon. Maximum grades practical shall should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades shall take into consideration post construction movement of flatwork, particularly if such movement would be critical. Normal maintenance shall include inspection of all joints in paving and sidewalks, etc. as well as re -sealing where necessary. There are several factors related to civil and architectural design and/or maintenance that can significantly affect future movements of the foundation and floor slab systems. c,$„ W3te<7t;ln'; e Where positive surface drainage cannot be achieved by grading the ground surface adjacent to the buildings, a complete system of gutters and downspouts shall carry runoff water a minimum of 10 -feet from the completed structures. Planters located adjacent to the structures shall preferably be self-contained. Sprinkler mains should be located a minimum of five feet from the building line. Planter box structures placed adjacent to the building shall be provided with a means to assure concentrations of water do not infiltrate the subsoils stratigraphy. 4. Large trees and shrubs shall should not be planted closer to the foundations than a horizontal distance equal to roughly their mature height due to their significant moisture demand upon maturing. Moisture conditions shall be maintained "constant" around the edge of the slabs. Ponding of water in planters, in unpaved areas, and around joints in paving and sidewalks can cause slab movements beyond those predicted in this report. Roof drains shall discharge on pavement or be extended away from the structures. Ideally, roof drains should discharge to storm sewers by closed pipe. Trench backfill for utilities shall be properly placed and compacted, as outlined in this report, and in accordance with the requirements of local City, County and/or State Standards. Since granular bedding backfill is used for most utility lines, the backfilled trench shall should be prevented from becoming a conduit and allowing an access for surface or subsurface water to travel toward the new structures. Concrete cut-off collars or clay plugs shall should be provided where utility lines cross building lines to prevent water from traveling in the trench backfill and entering beneath the structures. The PVR values estimated and stated under "Vertical Movements" are based on the provision that positive drainage shall be maintained to divert water away from the building and adjacent pavement. If the this drainage is not maintained, the wetted front may occur below the assumed fifteen feet depth, and the resulting PVR may be 2 to 3 times greater than the stated values shown in this report. Utility leaks may also cause similar high movements to occur. Since the house will have a below grade basement it is recommended that measures be taken to prevent water infiltration into the basement. The outside walls of the basement should be waterproofed. In additions the perimeter of the basement and the areas below the basement should be drained to carry any groundwater or seepage water to a sump where it can either be pumped out or gravity flowed away from the structure. 11.0 EXCAVATIONS Excavations should not remain open for extended periods of time, permitting wetting or drying of the bearing materials. Moisture changes of the bearing materials may increase the risk for movement. Care should be taken when working near the sides of excavations at all times, and the slopes should be monitored by onsite personnel during construction for evidence of sloughing, bulging or toppling of the sidewalls or cracking at the ground surface. Surcharge loading at the top of the cut by equipment, materials, or vehicles must be avoided, since surcharge loading will increase the risk of caving. Spoils of the excavation must be placed a minimum of 5 horizontal feet from the edge of the excavation. Final evaluation of excavations, excavation slopes and soil and bedrock materials exposed in excavations should be done during construction by the contractors "competent person" as required by OSHA guidelines. 12.0 SHORING Due to the soil types present, shoring or stabilization of the excavation may be necessary at this site. An open -hole observation should be performed if required by the local municipality or if there are any concerns regarding excavation safety or stability. If the proposed excavation is within 10' of any existing structure, or if potential property damage or safety is an issue, some form of shoring may be required. 13.0 LIMITATIONS The analysis and recommendations submitted in this report are based upon the data obtained from the two (2) borings drilled at the site. This report may not reflect the exact variations of the soil conditions across the site. The nature and extent of variations across the site may not become evident until construction commences. If variations appear evident, it will be necessary to re- evaluate our recommendations after performing on-site observations and tests to establish the engineering significance of any variations. The project geotechnical engineer shall review the final plan for the proposed building so that he may determine if changes in the foundation recommendations are required. The project geotechnical engineer declares that the findings, recommendations or professional advice contained herein have been made and this report prepared in accordance with generally accepted professional engineering practice in the fields of geotechnical engineering and engineering geology. No other warranties are implied or expressed. City of Wheat Ridge itding This report is valid until site conditions change due to disturbance (cut and fill grading) or changes to nearby drainage conditions or for 3 years from the date of this report, whichever occurs first. Beyond this expiration date, Terradyne shall not accept any liability associated with the engineering recommendations in the report, particularly if the site conditions have changed. If this report is desired for use for design purposes beyond this expiration date, we highly recommend drilling additional borings so that we can verify the subsurface conditions and validate the recommendations in this report. This report has been prepared for the exclusive use of Mr. Allen Mok for the specific application to the proposed addition and basement at 11645 West 32nd St. in Wheat Ridge, Colorado. Boring Location Plan Mok Residence 11645 W 32nd St, Wheat Ridge, CO 80033 15403 E 17th Avenue, Suite E Aurora, CO 80011 303-463-9317 Project No: City of Wheat Ridge udding - � f _ I, I iF—+�� � --1-I p t 3 it 1 I t !f 1 I 1 I.... y Ji _ as e'11 a�O. 1'�' { -- West 32nd Street Boring Location Plan Mok Residence 11645 W 32nd St, Wheat Ridge, CO 80033 15403 E 17th Avenue, Suite E Aurora, CO 80011 303-463-9317 Project No: City of Wheat Ridge udding lt" Project: M ok Residence Log of Boring B-1 Project Location: 11645 West 32nd St, Wheat Ridge, CO 80033 Sheet 1 of 1 Terradyne Project Number: C181008 Date(s) February 22, 2018 Drilled Drifting Solid Stem Auger Total Depth 20 feet bgs Method of Borehole Drill Rig Little Beaver Approximate Type N O Surface Elevation Groundwater Level No Sampling Auger, California o and Date Measured Method(s) Borehole Backfill Yes, with native soil Location See Figure 1 6 TE'RRAOYIVE Figure 2 0 N O o U a � a t rn m to o o c a> wO Z o f- N u J c O ?CQ� Lri c= C C o w a o E rn a z� H - a m 0 MATERIAL DESCRIPTION � p N li � a a 7) REMARKS AND OTHER TESTS 0 Lean Sandy Clay, Stiff, Moist, Dark Brown, CL >80 11 25 1e 7 Lean Sandy Claystone, Hard, Moist, Tan, CL s >90 12 Orange Colored Oxidation. 10 16 60.3 Becomes Light Brown 15 14 20 Bottom of Boring 25- 53035 30- 35-1 6 TE'RRAOYIVE Figure 2 Project: M ok Residence Log of Boring B-2 Project Location: 11645 West 32nd St, Wheat Ridge, CO 80033 Sheet 1 of 1 Terradyne Project Number: C181008 Date(s) February 22, 2018 Drilled Drilling Solid Stem Auger Total Depth 15 feet bgs Method of Borehole Drill Rig Little Beaver Approximate Type N _O Surface Elevation Groundwater Level No Sampling Auger, California o and Date Measured Method(s) Borehole Yes, with native soil Location See Figure 1 Backfill iJd'�Ut�k1W�`�' 0 N _O o V > 2 a a c o m to a 3 ) Z o N 1- N J O > ik Lo 3 m c o U 0) m REMARKS AND 0) o m U)z B 'u = r a a �° C7 MATERIAL DESCRIPTION Z p m a J J -J a n. U :]i OTHER TESTS 0 Lean Sandy Clay, Stiff, Moist, Dark Brown, CL >80 12 Lean Sandy Claystone, Hard, Moist, Tan, CL 5 13 35.6 24 18 6 Orange Colored Oxidation. 10 n Becomes Light Brown 15 Bottom of Boring 20- 02s3035 25- 30- 35 TCRfZAOYNE' iJd'�Ut�k1W�`�' Project: Mok Residence Key to Log of Boring Project Location: 11645 West 32nd St, Wheat Ridge, CO 80033 Sheet 1 of 1 Terradyne Project Number: C181008 COLUMN DESCRIPTIONS 81 Depth (feet): Depth in feet below the ground surface. 9❑ Passing #200 Sieve, %: The percent fines (soil passing the No. 2 Sample Type: Type of soil sample collected at the depth interval 200 Sieve) in the sample. Core shown.LL, a F! N=blows/ft (SPT) T=inches/100 blows (THD): N: Number of blows 1 PL, %: Plastic Limit, expressed as a water content. to advance SPT sampler 12 inches or distance shown, OR T: PI, %: Plasticity Index, expressed as a water content. W O UC, tsf: Unconfined compressive strength. ® PP (tsf): The Relative Consistency of the soil, measured by Pocket o � d N regarding drilling or sampling made by driller or field personnel. ❑5 Graphic Log: Graphic depiction of the subsurface material encountered. aa MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive r 0)a> text. �7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample. to O O ® O/ c w rn y O N H y N JO O ik CL � E 3 r a c❑ � g n U ° •E � y w REMARKS AND o 1 z F a MATERIAL DESCRIPTION � ❑ co a J a a V ❑ OTHER TESTS COLUMN DESCRIPTIONS 81 Depth (feet): Depth in feet below the ground surface. 9❑ Passing #200 Sieve, %: The percent fines (soil passing the No. 2 Sample Type: Type of soil sample collected at the depth interval 200 Sieve) in the sample. Core shown.LL, %: Liquid Limit, expressed as a water content F! N=blows/ft (SPT) T=inches/100 blows (THD): N: Number of blows 1 PL, %: Plastic Limit, expressed as a water content. to advance SPT sampler 12 inches or distance shown, OR T: PI, %: Plasticity Index, expressed as a water content. Penetration in inches of THD Cone for 100 blows UC, tsf: Unconfined compressive strength. ® PP (tsf): The Relative Consistency of the soil, measured by Pocket REMARKS AND OTHER TESTS: Comments and observations Penetrometer in tons/square foot regarding drilling or sampling made by driller or field personnel. ❑5 Graphic Log: Graphic depiction of the subsurface material encountered. © MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptive text. �7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample. ® Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic foot. FIELD AND LABORATORY TEST ABBREVIATIONS SPT: Standard Penetration Test THD: Texas Dept. of Transportation Cone Penetrometer Test LL: Liquid Limit, percent TYPICAL MATERIAL GRAPHIC SYMBOLS ® Lean CLAY, CLAY w/SAND, SANDY CLAY (CL) TYPICAL SAMPLER GRAPHIC SYMBOLS Grab Sample 2 -inch -OD unlined split spoon (SPT) URock Core 0 THD Cone GENERAL NOTES PL: Plastic Limit, percent PI: Plasticity Index, percent PP: Pocket Penetrometer UC: Unconfined compressive strength test, Qu, in ksf OTHER GRAPHIC SYMBOLS Shelby Tube (Thin-walled, —Y Water level (at time of drilling, ATD) fixed head) v. Water level (after waiting) Minor change in material properties within a stratum — — Inferred/gradational contact between strata —?— Queried contact between strata 1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual Iithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times. Figure 4 PERMIT: C�`i 5 ADDRESS: S v,) JOB CODE: ice.(`` INSPECTION RECORD Inspection online form: http://www.cl.wheatridge.co.us/inspection Cancellations must be submitted via the online form before 8 a.m. the day of the inspection Inspections will not be performed unless this card is posted on the project site Request an inspection before MIDNIGHT (11:59 PM) to receive an inspection the following business Foundation Inspections Date Inspector Initials Comments 102 Caissons / Piers 103 Footing / P.E. Letter 104 Foundation Setback Cert. 105 Stem Walls 106 Foundation wall Insulation Do Not Pour Concrete Prior To Approval Of The Above Inspections Underground / Slab Inspections Date Inspector Initials Comments 201 Electrical / Cable/ Conduit 202 Sewer Underground Int. 203 Sewer Underground Ext. 204 Plumbing Underground Int. 205 Plumbing Underground Ext. 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 Inspection 305 Insulation 306 Mid -Roof 307 Metal / Lath / Stucco 308 Rough Electrical Residential 309 Rough Electrical Commercial MY 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 A //& '75 - Rough Inspection (continued) Date Inspector Initials Comments 316 Rough Mechanical Residential 317 Rough Mechanical Commercial 318 Boiler / Furnace 319 Hot water tank 405 Final Mechanical Residential 320 Drywall screw and Nail 406 Final Mechanical Commercial 321 Moisture board / shower walls 407 Final Plumbing Residential 322 Rough Grading 408 Final Plumbing Commercial 323 Miscellaneous 409 Final Roof Z� Final Inspections Date Inspector Initials Comments 402 Gas Meter Release 403 Final Electrical Residential 404 Final Electrical Commercial //'� P�i;s'i:D'(/y} 405 Final Mechanical Residential 406 Final Mechanical Commercial 407 Final Plumbing Residential 408 Final Plumbing Commercial 409 Final Roof Z� 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 District for your project. 412 Row/Drainage/Public Works 413 Flood plain Inspection 414 Fire Insp. / Fire Protection 415 Public Works Final 416 Storm Water Mgmt. 7 Zoning Final Inspectionding F418 BuilFinal InspectionProtection 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. City of Whc at Rd City of Wheat Ridge Municipal Building 750OW,29thAve. Wheat Ridge, CO 80033-8001 P:303.235.2846 F:301235,2857 June 7, 2016 C) "° 'I I L N11: SSS NOTIFICATION is hereby given that the following address has been assigned to theproperty/properties as indicated below: NEW ADRESS: T 1645 West 32 Avenue PA: CEL O: -291-00-01 i `IES. This is a courtesy notification. AUTHORIZED DAT 1. property Owner 2. Jefferson County Assessor, A'1`17N. Data Control, mace I3akct entail to lbk r�r "ef �ajjjs 3. Jefferson County tipping, A'YFN: Addressing, 1 OO.Fefferson County Parkway, Golden, 80419 4. Jefferson County Elections,TTiv: H. Roth, 3500 Illinois Ave., Laramie Building, ing, Suite 1100, Golden, CO 80401 5" Email to Jeffco IT Services at s itchel ii 'effco,us and a T� . U.S. Dost Office, 4210 Wadsworth Blvd., Wheat Ridge, CO 80033 7. Email to , rlit dtl, tt 4rt z f ps r and i s ,'.: u t naa rfi ld i 7u s gCs and rete i rey'& s.t v Xcel Energy, ATTN: Correspondence, 112:3 W. 3rd Ave., Denver, CO 80223 93 Century Link,; Capacity Provisioning Specialist, 5325 Zuni St., Room 725, Denver, CO80221 10. Corn a t, Attn: Scott, Moore, 6550 S. Tucson Way, Englewood, CO 80112 11. Consolidated Mutual Water District 12. Northwest Lakewood Sanitation District 13. rest Metro 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 patties concerned. DRESS MAI? UPDATED BY: DATE: www.d.wheitridge.co.us Site Vice br a