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Home My WebLink About11122 W. 53rd Driverue: ocAci.hexnme a us Sell Online rvm sutril: PERMIT APNCAT10N Nr Owkr Dead Wednesday, Pyril 13, 2@21:20:32 LM C UnON:ThIs email originated room outside of the organization.Do not click links or open attachments unless you recognize the sender and know the content is safe. Report any suspicious activities the IT Division. PERMIT APPLICATION Air Conditioner/Evaporative Cooler This application is exclusively for AIR CONDITIONER OR EVAPORATIVE COOLER. YOU MUST ATTACH THE ELECTRONIC PAYMENT FORM IN ORDER FOR THE PERMIT TO BE PROCESSED. Your Permit will be emailed to the email address provided below once it is Processed. THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Is this a new install or Replacement of Existing Unit replacement for an existing AC unit? Is this Residential or Residentlal Commercial? Property Address 11122 W 53rd, w1heatridge, Co,80033 Property Owner Name Harmany Bouchard Property Owner Phone 30& 0302 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email hannanyb23Q1knotmail.com Address Attach City of Wheat Election ir PAvirintent Firm New (21 202202021539 Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" CONTRACTOR INFORMATION Contractor Business Precision Plumbing and Heating Name Contractor's License 100107 Number (This is a 5 or 6 digit number for the City of Wheat Ridge) Contractor Phone 303-042-3355 Number (enter WITH dashes, eg 303-123- 4567) Contractor Email accounting@precisionplumbing.mm Address Retype Contractor accounting®precisionplumbing.com Email Address DESCRIPTION OF WORK What type of Air Conditioner replacement unit are you installing? How many tons is the 2 unit? For AC - what is the 13 SEER? For Evaporative Coolers, what is the CFMs? Where is the unit Backyard! located (for example, rooftop, backyard on ground etc)? Is electrical needed for No re -hook? Project Value (contract 4255 value or cost of ALL materials and labor) SIGNATURE OF UNDERSTANDING AND AGREEMENT Yes 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. I understand that work yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have yes been authorized by the legal owner of the property to submit this application and to perform the work described above. I attest that everything yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Person Applying for Holly Goldmann Pennit Email not displaying correctly? View It in your browser. From: no-reolv(alci.wheatridae.co. us To: CommDev Perm is Subject: Online Form Submittal: New Residential Construction Date: Monday, March 8, 20217:44:32 AM New Residential Construction THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 11122 W 53rd Drive Property Owner Name GH Colorado, LLC Property Owner Phone 7205051880 Number (enter WITH dashes, eg 303-123- 4567) Property Owner Email metcalf@wonderlandhomes.com Address Attach City of Wheat City of Whet Ridae Payment Form - GH Colorado, LLC.odf Ridge Electronic Payment Form - "DO NOT ATTACH A PICTURE OF A CREDIT CARD" APPLICANT INFORMATION Applicant Name GH Colorado, LLC What is your role in the Property Owner project? Contact Phone Number 7205051880 (enter WITH dashes, eg 303-123-4567) Contact Email Address Metcalf@wonderlandhomes.com for Plan Review Comments Retype Contact Email metcalf@wonderlandhomes.com Address DESCRIPTION OF WORK Detailed Scope of Work - Example: New single family home with 2 car attached garage Square Footage of New Construction Upload Proof of Submission to Water Department Upload Proof of Submission to Sanitation Department Upload Soils Report Engineering Letters and Other Letter Size Attachments Energy Calcs Station 53 - New single family townhomes with attached 2 car garage - 1461 sq ft (132 / Lot 16) Mr..] 2021.02.16 Tan Application Soreadsheet.Ddf Quail Run Block 2. Lots 15-18. Dd 9 .. Construction Plans 2021-0226 11122 UNIT TYPE 1 - FLOOR PLANS.pdf scanned on 11'x17" or larger Project Value (contract 137649 U ,. a, $= 91i56 Valuation =o°° value or cost of ALL `� ""_ Increase materials and labor) a "°° $'fl°"'° i6u $z3s x593[ SIGNATURE OF UNDERSTANDING AND AGREEMENT I assume full Yes responsibility for compliance with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application. I understand that work Yes may not begin on this property until a permit has been issued and posted on the property. I certify that I have Yes been authorized by the legal owner of the property to submit this application and to perform the work described above. Person Applying for tach Metcalf Permit I attest that everything Yes stated in this application is true and correct and that falsifying information in this application is an act of fraud and may be punishable by fine, imprisonment, or both. Email not displaying correctly? View it in your browser. Reviewed for Zoning Compliance by the City of Wheat Ridge Punning Division APPROVED Wr DATE: COMMENTS: 3/23/2021 �6'• Complies with approved master permits and SDP No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June, and a landscape escrow will be accepted instead. Reviewed by the City of Wheat Ridge Engineering Division APPROVED Jordan Jefferies DATE: 3/25/2021 V COMMENTS: A grading certification with ILC required prior to last CO of building. .� V s ,4y or ]0 ?`W11eat P�e APPROVED Mike Theisen 04/06/2021 Plans Exanwmw Utile V.j. r. . nle.fweeurA/nM.rnFaraMl+►�tsKMmcu�+�d�tc'ive -P.1 'N.AWBata ,11gtr..a:yK-0--SM-4(at 0-tki* t—tx nar �+� rn.rsor � nb�wai-R :�r,o. sl' a!t'a7►F siio�o• w.ac, e'C+!^�'1D'yoi,gA,�u�tfiura'Y'k wabir prKuv_i eRr,c�o.aria. �a(rrr�dHr.g �fAs �r ,ri�4r uvllwbrst w ine �y a�s>'� nr va�Gtt Q) U E O N O 0 N 0 U CO z H z z V LU LU N � M O n O n N W L E U) LUory U M d' E N J O Q � N � ry 0 1 O 0 U SITE PLAN SCALE: 1 " = 30'-0" W. 54TH AVENUE � < 9 North ■ cl DESIGN ARCHITECTURE PLANNING LANDSCAPE ARCHITECTURE DTJ DESIGN, INC 3101 Iris Ave, Suite 130 Boulder, Colorado 80303 T 303.443.7533 www.dtjdesign.com W U) W 0— M M 0 0 00 O 0 Q O J O U W CD 0 Q W 2 U) 0 N N 8-2187 fir �p ARS DRAWN BY: MM CHECKED BY: CE PROJECT NO: 2018033 ISSUE DATE: 02/26/2021 REVISIONS: 4 UNIT BLDG #4 SITE PLAN SHEET NUMBER: A001 E rn E o N 0 N 0 Z Z () Z LU W NI � M O H O n N W Y ry W E U) LUory N N O U F.O.S 1 3/4 WALL LENGTH & LOCATION VARIES PER BUILDING CONFIGURATION, SEE BUILDING FOUNDATION PLAN cn O LL M N O LL. WALL LENGTH VARIES PER BUILDING CONFIGURATION, SEE BUILDING FOUNDATION PLAN 13/4 7'-0" 7'- 8 1/2" 18' - 0" F.O.S. 9'-4" .1'-8"1.,-13/4" U) Uz LU (D az LU wQ o�Of U)U)cD GARAGE SLAB ABOVE, SLOPE TOWARDS GARAGE DOOR - SEE SITE SPECIFIC BUILDING GRADING PLANS PROVIDE PASSIVE RADON MITIGATION PER APPENDIX F, 2018 IRC. / 06 - I bo \ L--- I Q c d- _� 6'-61/2" 1'-2" Q U °• :a 4 A902 I I I I PORCH ABOVE I ----------- J 5'-6" 18" X 24" CRAWL SPACE ACCESS HATCH, PER 2018 IRC R408.4 18' - 0" F.O.S. 1 1 A120 A110B 12'-6" 1 3/4" F.O.S. UNIT 1- CRAWLSPACE/SLAB PLAN SCALE: 1/4" = 1'-0" cn O GENERAL PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS,SEE STRUCTURAL DRAWINGS PLAN KEYNOTES 06 SOIL GAS MITIGATION VENTING, COORDINATE VENTING THROUGH WALLS TO ROOF TERMINATION, PER IRC 2018 APPENDIX F ■ cl DESIGN ARCHITECTURE PLANNING LANDSCAPE ARCHITECTURE DTJ DESIGN, INC 3101 Iris Ave, Suite 130 Boulder, Colorado 80303 T 303.443.7533 www.dtjdesign.com o� W heal I?/m � '17 g D,J\qlo U J J M M o L / 00 Z 70 00 70 L J � L PROJECT NO: '^ V J W W U REVISIONS: W 70U v/ Q J ~ au N Q 101� W W >� C) Z Z L < 3: 70 L J DMP, SH PROJECT NO: 2018013 W N Z � � iT VfiLLIMU3 ms n B-2187 ARO DRAWN BY: CE CHECKED BY: DMP, SH PROJECT NO: 2018013 ISSUE DATE: 02/26/2021 REVISIONS: UNIT 1 CRAWLSPACE/SLAB PLAN SHEET NUMBER: A1 00 WALL LENGTH & LOCATION VARIES PER BUILDING CONFIGURATION, SEE BUILDING FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION IN INSULATE CRAWL SPACE PER 2018 IRC R408.3, 2.1; REFER TO MECH. DRAWINGS 18" X 24" CRAWL SPACE ACCESS HATCH, PER 2018 IRC R408.4 N N WALL LENGTH VARIES PER BUILDING CONFIGURATION, SEE UNIT FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION EI o 0 N N [if z. Z F__ Z Z 0 Z co W NI � M O H O n N W Y ry w E co o 0 N O 1 2 A120 A110B F.O.S. F.O.S. 18' - 0" 100 11'-8" 6'-4" oe LINE OF DECK ABOVE ------- I I I I I I I Eo�1 I I I p I I I I C6 O 9080 ELECTRIC IMETER. CLEARANCES TO COMPLY WITH APPLICABLE CODES II I II 1 3'- 5" 1 L I 3'- 6 1/2 L �z Q I 'jUa DWELLING /GARAGE FIRE SEPERATION PER 2018 EQ aw( az 03 DWELLING/GARAGE OPENING PROTECTION PER ago 2018 IRC -302.5.1, SEALED, 20 MIN FIRE -RATED 5 - 6" pwQ 06 SOIL GAS MITIGATION VENTING, COORDINATE -- �� ----J F- I I TANDEM GARAGE 11 CLG. VARIES I NOTE: DWELLING I /GARAGE FIRE 0" SEPERATION PLUMBING PER 2018 IRC R302.6 I I I I I I I 01 I I I I I I I HOSE BIB L- I MECH. z1 5068 q4 I � 22 I J O 06 3068 PORCH SOFFIT ABOVE 6050 SLDR EQ CONCRETE SLAB PER STRUCTURAL EQ DWELLING /GARAGE FIRE SEPERATION PER 2018 EQ IRC- 302.6 03 DWELLING/GARAGE OPENING PROTECTION PER EQ 2018 IRC -302.5.1, SEALED, 20 MIN FIRE -RATED 5 - 6" DOOR, EQUIPPED WITH A SELF-CLOSING DEVICE 06 SOIL GAS MITIGATION VENTING, COORDINATE w 1 - 6" 11 20 CONDENSING UNIT, COORDINATE W/ MECH. 21 FURNACE, COORDINATE W/ MECH. 18' - 0" PLUMBING 48 F.O.S. C6 0 REFER TO ELEVATIONS FOR MASONRY HEIGHTS FIRST FLOOR PLAN - STD. IN -BOARD SCALE: 1/4" = V-0" GENERAL PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB - FLOOR ON FIRST, SECOND FLOOR, AND 7'-0" ON THIRD FLOOR. SEE ELEVATIONS. TYPICAL EGRESS WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED FLOOR. 5. TYPICAL EXTERIOR DOORS ARE 8'-0" TALL, UNO. TYPICAL INTERIOR DOORS ARE 6'-8", UNO. 6. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 7. ALL EXTERIOR WINDOWS TO BE FLASHED AND CAULKED PER MANUFACTURER'S INSTRUCTIONS. 8. ALL INTERIOR PARTITIONS TO BE ASSEMBLY TYPE F, UNO., SEE SHEET A801 9. ALL EXTERIOR WALLS TO BE 2X6 FRAMING. MASONRY VARIES PER ELEVATION. SEE BUILDING COMPOSITE ELEVATIONS. 10. PROVIDE WATERPROOF BACKER BOARD AT TUB/SHOWER SIDEWALLS AND CEILINGS. INSTALL PER MANUFACTURER'S INSTRUCTIONS. O PLAN KEYNOTES 01 CONCRETE SLAB PER STRUCTURAL 02 DWELLING /GARAGE FIRE SEPERATION PER 2018 THIRD FLOOR IRC- 302.6 03 DWELLING/GARAGE OPENING PROTECTION PER REVISIONS: 2018 IRC -302.5.1, SEALED, 20 MIN FIRE -RATED w DOOR, EQUIPPED WITH A SELF-CLOSING DEVICE 06 SOIL GAS MITIGATION VENTING, COORDINATE w VENTING THROUGH WALLS TO ROOF TERMINATION, PER IRC 2018 APPENDIX F 20 CONDENSING UNIT, COORDINATE W/ MECH. 21 FURNACE, COORDINATE W/ MECH. 22 ON -DEMAND WATER HEATER, COORDINATE W/ PLUMBING 48 1 FLOOR DRAIN STANDARD (GROSS) UNIT AREA Name Area FIRST FLOOR 55 SF SECOND FLOOR 703 SF THIRD FLOOR 703 SF E14116y9 MECH. 125 SF UNCONDITIONED SPACE Name Area GARAGE 594 SF PORCH 28 SF DECK 40 SF Total 661 SF ■ cl DESIGN ARCHITECTURE PLANNING LANDSCAPE ARCHITECTURE DTJ DESIGN, INC 3101 Iris Ave, Suite 130 Boulder, Colorado 80303 T 303.443.7533 www.dtjdesign.com o� W heal CD o 6>�la'ng U J J M M o LO 00 Z70 0(a 70 L J L 0 PROJECT NO: U CwC G W U REVISIONS: w 70 U) C) w Q w w Zo L 0 0 Z B-2187 �U ASO DRAWN BY: 70 L J LO PROJECT NO: 2018013 W N 0 Z B-2187 �U ASO DRAWN BY: CE CHECKED BY: DMP, SH PROJECT NO: 2018013 ISSUE DATE: 02/26/2021 REVISIONS: UNIT 1 FLOOR PLANS SHEET NUMBER: A101 1 A120 F.O.S. F.O.S. C6 O WALL LENGTH VARIES PER BUILDING CONFIGURATION, SEE UNIT FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION F.O.S. � z z (D z U) LU NI � M O H O n N W ry N W E co oa� N O I 09 18' - 0" I WALL LENGTH & LOCATION VARIES 2' - 10 1/2" SINK WITH DISPOSAL 8' - 9 1/2" 6' - 4" PER BUILDING CONFIGURATION, SEE 00 11 FIBERGLASS TUB/SHOWER COMBO INSERT >- TEMPERED GLASS ENCLOSURE AND DOOR BUILDING FOUNDATION PLAN & ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1 N PEDESTAL SINK PER BUILDER SPEC 46 DEMISING WALL DETAIL 7/A904 AND F_ ct) zLO M o / 8/A904 FOR PARTY WALL CONDITION DN]c_2 Z �� C6 O 2026 FX 6040 SLDR L O O LINEN — U — — o DINING 5S G ( U) MASTER o 0 9'-0" CLG. Q o 0 2468 I I I I BATH8'-0" C) w I BATH 2 I BEDROOM 2 L H 4 10" 4' - 8'-0 CLG. /2" VAULTED CLG. 3'- 6" CLG. L? A121 15 I - 5 1/2" 0 3 1/2" 5'-31/2" 1'-2" In 4'-51/2" 1 Of 7'-1" O O BAR T 306811 DOOR 00 L I 111'- 4 5/16" o 16 N I I 0 I'll G I I FRAMED 3 1 /2" in m 0 OPT. CABS. I I 5068 BP 3'-5" iv co 00 – ---- ----- (�0 ----- 0 O M W. D. F 00 00 O Ilt N 38 48" X 34" MN 11 11 0 PAN -------------- II L — J +/- 7'-10" C G. m n n 9'-0" CLG. 1 R & 1 S F_ 5068 I C6 O WALL LENGTH VARIES PER BUILDING CONFIGURATION, SEE UNIT FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION F.O.S. � z z (D z U) LU NI � M O H O n N W ry N W E co oa� N O 1 A120 STD. THIRD FLOOR PLAN SCALE: 1/4" = 1'-0" F.O.S. N O 0 LO N AL AL L rn M N N C6 O C6 O LO 1 A120 F.O.S. oe 2' - 10 1/2". 1 2046 FX I I 46 TECH. OPT. DESK 1'-5" I 1R&1S STOR. 4'-5" 00 N WALL LENGTH & LOCATION VARIES 2 PER BUILDING CONFIGURATION, SEE A110B BUILDING FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION F.O.S. / 18'-0" - 9 1/2" 8' - STD. ' - 6'-4" 6080 SL 6 A901 LIVING 9'-0" CLG. 11'-5" 2'- P. '- BASE CABINET AND COUNTERTOP PER BUILDER SPEC 09 UPPER CABINET PER BUILDER SPEC 11 5068 12 SINK WITH DISPOSAL 13 UNDER COUNTER DISHWASHER 15 00 11 FIBERGLASS TUB/SHOWER COMBO INSERT >- TEMPERED GLASS ENCLOSURE AND DOOR 32 ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1 N PEDESTAL SINK PER BUILDER SPEC 46 36" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL F_ ct) zLO M o / DN]c_2 Z �� - O w L O LINEN a U CwC G O o DINING 5S G ( U) MASTER o 0 9'-0" CLG. Q 0� BATH8'-0" C) w Z Z L H 10" 4' - 5 1 /2" 1 ' - 7 1/2" 3'- 6" CLG. W - 5 1/2" 0 3 1/2" 10" I O O BAR T 306811 DOOR 00 L I 111'- 4 5/16" 0611 N N 0 I'll d� FRAMED 3 1 /2" in m 0 17 3'-5" 10" UP co 00 32 BELOW (�0 0 O F –1 00 O Ilt N 38 48" X 34" U 11 11 0 PAN w II L — J +/- 7'-10" C G. m n n 9'-0" CLG. F_ I 3'-81/2" 1'-10" 8" 4'-81/2" I I I 7'-1" I I I MASTER BEDROOM I I I I VAULTED CLG. ------1------r I I I I ------------- I 2040 SH_ L 6040 SLDR DOWNSPOUT EQ EQ EQ EQ 18' - 0" 10 1 A120 STD. THIRD FLOOR PLAN SCALE: 1/4" = 1'-0" F.O.S. N O 0 LO N AL AL L rn M N N C6 O C6 O LO 1 A120 F.O.S. oe 2' - 10 1/2". 1 2046 FX I I 46 TECH. OPT. DESK 1'-5" I 1R&1S STOR. 4'-5" 00 N WALL LENGTH & LOCATION VARIES 2 PER BUILDING CONFIGURATION, SEE A110B BUILDING FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION F.O.S. / 18'-0" - 9 1/2" 8' - STD. ' - 6'-4" 6080 SL 6 A901 LIVING 9'-0" CLG. 11'-5" 2'- P. '- 7 E EQ A903 \5"' - 6" 7L�_j 6046 SLDR DOWNSPOUT EQ EQ 1 - 6" 18'-0" WALL LENGTH VARIES PER BUILDING CONFIGURATION, SEE UNIT FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY F.O.S. WALL CONDITION STD. SECOND FLOOR PLAN SCALE: 1/4" = V-0" LO M (O C6 O GENERAL PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB - FLOOR ON FIRST, SECOND FLOOR, AND 7'-0" ON THIRD FLOOR. SEE ELEVATIONS. TYPICAL EGRESS WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED FLOOR. 5. TYPICAL EXTERIOR DOORS ARE 8'-0" TALL, UNO. TYPICAL INTERIOR DOORS ARE 6'-8", UNO. 6. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 7. ALL EXTERIOR WINDOWS TO BE FLASHED AND CAULKED PER MANUFACTURER'S INSTRUCTIONS. 8. ALL INTERIOR PARTITIONS TO BE ASSEMBLY TYPE F, UNO., SEE SHEET A801 9. ALL EXTERIOR WALLS TO BE 2X6 FRAMING. MASONRY VARIES PER ELEVATION. SEE BUILDING COMPOSITE ELEVATIONS. 10. PROVIDE WATERPROOF BACKER BOARD AT TUB/SHOWER SIDEWALLS AND CEILINGS. INSTALL PER MANUFACTURER'S INSTRUCTIONS. O PLAN KEYNOTES 08 BASE CABINET AND COUNTERTOP PER BUILDER SPEC 09 UPPER CABINET PER BUILDER SPEC 11 5068 12 SINK WITH DISPOSAL 13 UNDER COUNTER DISHWASHER 15 WATER CLOSET 16 FIBERGLASS TUB/SHOWER COMBO INSERT >- TEMPERED GLASS ENCLOSURE AND DOOR 32 ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1 38 PEDESTAL SINK PER BUILDER SPEC 46 36" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL F_ ct) zLO M o / W Z 70 O w L O U) a U CwC G O o DINING G C3) 70 U) -� U 9'-0" CLG. Q 0� MH C) w Z Z L H 10" 4' - 5 1 /2" 1 ' - 7 1/2" 3'- 6" LO W - 5 1/2" 0 3 1/2" 10" I O 09 I 111'- 4 5/16" _ FF 46 FRAMED 3 1 /2" in _ WALL 3'-5" 10" UP co BELOW (�0 LO o8 00 O Ilt N 38 11 11 0 POWDER KITCHEN +/- 7'-10" C G. n n 9'-0" CLG. 7 E EQ A903 \5"' - 6" 7L�_j 6046 SLDR DOWNSPOUT EQ EQ 1 - 6" 18'-0" WALL LENGTH VARIES PER BUILDING CONFIGURATION, SEE UNIT FOUNDATION PLAN & DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY F.O.S. WALL CONDITION STD. SECOND FLOOR PLAN SCALE: 1/4" = V-0" LO M (O C6 O GENERAL PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNLESS NOTED OTHERWISE. 2. REFER TO STRUCTURAL DRAWINGS FOR ALL FOUNDATION AND CONCRETE SLAB SPECIFICATIONS. 3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL VARY PER INDIVIDUAL SITE GRADING. REFER TO SITE SPECIFIC FOUNDATION PLANS. 4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB - FLOOR ON FIRST, SECOND FLOOR, AND 7'-0" ON THIRD FLOOR. SEE ELEVATIONS. TYPICAL EGRESS WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED FLOOR. 5. TYPICAL EXTERIOR DOORS ARE 8'-0" TALL, UNO. TYPICAL INTERIOR DOORS ARE 6'-8", UNO. 6. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 7. ALL EXTERIOR WINDOWS TO BE FLASHED AND CAULKED PER MANUFACTURER'S INSTRUCTIONS. 8. ALL INTERIOR PARTITIONS TO BE ASSEMBLY TYPE F, UNO., SEE SHEET A801 9. ALL EXTERIOR WALLS TO BE 2X6 FRAMING. MASONRY VARIES PER ELEVATION. SEE BUILDING COMPOSITE ELEVATIONS. 10. PROVIDE WATERPROOF BACKER BOARD AT TUB/SHOWER SIDEWALLS AND CEILINGS. INSTALL PER MANUFACTURER'S INSTRUCTIONS. O PLAN KEYNOTES 08 BASE CABINET AND COUNTERTOP PER BUILDER SPEC 09 UPPER CABINET PER BUILDER SPEC 11 36" SLIDE -IN RANGE/OVEN W/ MICRO/HOOD ABOVE 12 SINK WITH DISPOSAL 13 UNDER COUNTER DISHWASHER 15 WATER CLOSET 16 FIBERGLASS TUB/SHOWER COMBO INSERT 17 TEMPERED GLASS ENCLOSURE AND DOOR 32 ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1 38 PEDESTAL SINK PER BUILDER SPEC 46 36" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL STANDARD (GROSS) UNIT AREA Name Area FIRST FLOOR 55 SF SECOND FLOOR 703 SF THIRD FLOOR 703 SF Total 1460 SF MECH. 125 SF UNCONDITIONED SPACE Name Area GARAGE 594 SF PORCH 28 SF DECK 40 SF Total 661 SF ■ cit DESIGN ARCHITECTURE PLANNING LANDSCAPE ARCHITECTURE DTJ DESIGN, INC 3101 Iris Ave, Suite 130 Boulder, Colorado 80303 T 303.443.7533 www.dtjdesign.com o� W heat �/91m CHECKED BY: DMP, SH PROJECT NO: 2018013 ISSUE DATE: 0 REVISIONS: U J J M M o / W Z 70 O L O U) U CwC G O W C3) 70 U) C) U Q 0� C) w Z Z L 70 J LO W N 0 Z SOF cc')40 nV!D JTTV1fiLL1A vFA 0 ARO DRAWN BY: CE CHECKED BY: DMP, SH PROJECT NO: 2018013 ISSUE DATE: 02/26/2021 REVISIONS: UNIT 1 FLOOR PLANS SHEET NUMBER: A102 WALL LENGTH & LOCATION PER BUILDING CONFIGURATI BUILDING FOUNDATIOK DEMISING WALL DETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION F.O.S. F.O.S. E O O N 0 Z Z () Z LU W N � o ~ o N W ry W E U) LUory N N O U STD. REAR ELEVATION SCALE: 1/4" = 1'-0" 00 00 00 00 WALL LENGTH VARIES PER CONFIGURATION, FOUNDATION PLAN & I WALLDETAIL 7/A904 AND 8/A904 FOR PARTY WALL CONDITION F.O.S. STD. FRONT ELEVATION SCALE: 1/4" = 1'-0" 00 BO 00 00 GENERAL ELEVATION NOTES 1. ELEVATION DRAWINGS DEPICT DESING INTENT ONLY, SEE STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2. GRADE LINES INDICATED ARE APPROXIMATIONS, BUILDER TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT, PROVIDE POSITIVE SLOPE AWAY FROM STRUCTURE AT EACH LOT. 3. REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND BEARING INFORMATION. 4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB- FLOOR ON FIRST, SECOND, AND 7'-0" ON THIRD. SEE ELEVATIONS. TYPICAL EGRESS WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED FLOOR. 5. ALL EXPOSED WOOD POSTS, BEAMS AND TRIM SHALL BE STAINED, AND OR SEALED. 6. ALL EXTERIOR CONCRETE FDN, WALLS AT GRADE SHALL NOT BE ALLOWED TO BE EXPOSED MORE THAN 18" IN HEIGHT. 7. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS, COORDINATE LOCATIONS W/ BUILDER. ■ cl DESIGN ARCHITECTURE PLANNING LANDSCAPE ARCHITECTURE DTJ DESIGN, INC 3101 Iris Ave, Suite 130 Boulder, Colorado 80303 T 303.443.7533 www.dtjdesign.com o� W heal I?/m 6 'ng D,J\qlo U J J Q r) Z Q J ryW D Z O i U) w O 0 z J w 0 z O w U) w 0- M M 0 O 00 0 70 L _0 0 U a) 70 a 0 70 L M N N � r VWLLIA VF3 B-2187 C� 2•Up �. ARO DRAWN BY: ELEVATION KEYNOTES - BRICK 01 ASPHALT SHINGLES - SEE ASSEMBLY SHEETS 02 BRICK VENEER - SEE ASSEMBLY SHEETS 03 LAP SIDING w/ 8" REVEAL - SEE ASSEMBLY SHEETS 04 GARAGE DOOR - SEE DETAILS 05 GAS METER, COORDINATE w/ CIVIL & PLUMBING 06 ELECTRICAL METER, COORDINATE w/ CIVIL & ELECTRICAL 07 LAP SIDING w/ 4" REVEAL - SEE ASSEMBLY SHEETS 08 SCISSOR TRUSS/VAULTED CLG. RE: STRUCT. ■ cl DESIGN ARCHITECTURE PLANNING LANDSCAPE ARCHITECTURE DTJ DESIGN, INC 3101 Iris Ave, Suite 130 Boulder, Colorado 80303 T 303.443.7533 www.dtjdesign.com o� W heal I?/m 6 'ng D,J\qlo U J J Q r) Z Q J ryW D Z O i U) w O 0 z J w 0 z O w U) w 0- M M 0 O 00 0 70 L _0 0 U a) 70 a 0 70 L M N N � r VWLLIA VF3 B-2187 C� 2•Up �. ARO DRAWN BY: CE CHECKED BY: SH PROJECT NO: 2018013 ISSUE DATE: 02/26/2021 REVISIONS: UNIT 1 ELEVATIONS - BRICK SHEET NUMBER: A110B DEMK CONSULTANTSINC. ENGINEERING—SURVEYING 7006 SOUTH ALTON WAY. BLDG. F CENTEN of `N heat CD �L:id/R9 �y.0° LOT 17 Reviewed by the City of Wheat Ridge I1 A i Engineering Division NO EXCEPTIONS TAKEN BY: Jordan Jefferies DATE: 3/25/2021 COMMENTS: A grading certification with ILC required prior to CO. TRACT E LAND DEVELOPMENT SERVICES AND SOLUTIONS COLORADO 80112-2019 (303)694-1520 JOB NO.: 13185.00 DRAWN BY: GWR DATE: 02/22/2021 `iS89'44'59"W,� �' S89'4 N 18.29' N 3z'1 Cc� cc 00 O O N cc DECK > 17.9' 4.9 .2** TOF=76.8** .E GARAGE 16 NO 1 0 UNIT 1 � _* �o �Nf #11122 N 4 N FF -77.0 '[Rz E 8a TOF=76.8LO N ;c ci �> ei. C:) V z V i;a F of `N heat CD �L:id/R9 �y.0° LOT 17 Reviewed by the City of Wheat Ridge I1 A i Engineering Division NO EXCEPTIONS TAKEN BY: Jordan Jefferies DATE: 3/25/2021 COMMENTS: A grading certification with ILC required prior to CO. TRACT E LAND DEVELOPMENT SERVICES AND SOLUTIONS COLORADO 80112-2019 (303)694-1520 JOB NO.: 13185.00 DRAWN BY: GWR DATE: 02/22/2021 `iS89'44'59"W,� �' S89'4 N 18.29' N 3z'1 Cc� cc 00 O O N cc DECK > 17.9' 4.9 .2** TOF=76.8** .E GARAGE 16 1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1 RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD. 2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND FOR INFORMATIONAL PURPOSES ONLY. 3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F GEOTECHNICAL SPECIFICATIONS BY OTHERS. 4. LOT AREA TAKEN FROM RECORDED PLAT. 5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1 SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF PRIOR TO HOUSE CONSTRUCTION. 6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE I LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WIT THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SUR\ BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF 1 CERTIFICATION SHOWN HEREON. THIS DRAWING DOES NOT REPRESE A MONUMENTED SURVEY AND IS ONLY INTENDED TO DEPICT 1 ACCOMPANYING LEGAL DESCRIPTION. i ay .d i� W hear ida, APPROVED Mike Theisen 04/06/2021 Plans E"nange Rete svme Aunt tr+.pe�ln,a*++wvewf <.y ,Yf11U" k aq¢,er po..w. dNo-uwr.o}.dq �+�rgi.o.. ,r.0 LOT 15 **NOTE: LOT 16 DROP FINISHED GARAGE FLOOR GRADE 23" BELOW TOF FA =FRONT ACCESIBLE LOT AREA: U.E.=UTILITY EASEMENT S.E.=SIDEWALK EASEMENT DS=DROP SIDING/GRADE NOTE: RAISED FOUNDATION WALL (TOF) y , NOTE: NOTE: LOWER SIDING OR' -Y( .�\ ADJUST GRADE AS VENEER ALONG SHOWN TO ACHIEVE THIS WALL LINE. INDICATED SLOPE. LEGAL DESCRIPTION 11122 W. 53RD DRIVE, LOT 16, BLOCK 2, QUAIL RUN FINAL PLAT, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SETBACKS FRONT: 10' HOUSE/PORCH OGRAPHIC SCALE, REAR: 0 � SIDE: 5' SIDE -CORNER: 10' 1°=101 1 0 UNIT 1 � _* �Nf #11122 W� 4 N FF -77.0 '[Rz 6.2 TOF=76.8LO ei. C:) V z V w 3:O 13R �� r 75.6 8 00 X SLAB CD '7.4 06 1 TOF= 8.0 PC 1 5 2 1 7 76.8 77. t'7 .0 R O o O 765 l 76.5 0 �.Cy (.0 O O c � 1 r� "E TT N89'44'59"E 76. 76, 6.318.29 F7 .7 > D D We 53RD DRIVE 1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1 RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD. 2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND FOR INFORMATIONAL PURPOSES ONLY. 3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F GEOTECHNICAL SPECIFICATIONS BY OTHERS. 4. LOT AREA TAKEN FROM RECORDED PLAT. 5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1 SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF PRIOR TO HOUSE CONSTRUCTION. 6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE I LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WIT THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SUR\ BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF 1 CERTIFICATION SHOWN HEREON. THIS DRAWING DOES NOT REPRESE A MONUMENTED SURVEY AND IS ONLY INTENDED TO DEPICT 1 ACCOMPANYING LEGAL DESCRIPTION. i ay .d i� W hear ida, APPROVED Mike Theisen 04/06/2021 Plans E"nange Rete svme Aunt tr+.pe�ln,a*++wvewf <.y ,Yf11U" k aq¢,er po..w. dNo-uwr.o}.dq �+�rgi.o.. ,r.0 LOT 15 **NOTE: LOT 16 DROP FINISHED GARAGE FLOOR GRADE 23" BELOW TOF FA =FRONT ACCESIBLE LOT AREA: U.E.=UTILITY EASEMENT S.E.=SIDEWALK EASEMENT DS=DROP SIDING/GRADE NOTE: RAISED FOUNDATION WALL (TOF) y , NOTE: NOTE: LOWER SIDING OR' -Y( .�\ ADJUST GRADE AS VENEER ALONG SHOWN TO ACHIEVE THIS WALL LINE. INDICATED SLOPE. LEGAL DESCRIPTION 11122 W. 53RD DRIVE, LOT 16, BLOCK 2, QUAIL RUN FINAL PLAT, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SETBACKS FRONT: 10' HOUSE/PORCH OGRAPHIC SCALE, REAR: 0 � SIDE: 5' SIDE -CORNER: 10' 1°=101 DEMK CONSULTANTSINC. ENGINEERING -SURVEYING 7006 SOUTH ALTON WAY. BLDG. F CENTEN H rr O U Z O w FL TRACT E LAND DEVELOPMENT SERVICES AND SOLUTIONS COLORADO 80112-2019 (303)694-1520 JOB NO.: 13185.00 DRAWN BY: GWR DATE: 02/22/2021 �p0 REGI 035• � IL LAW PREPARED UNDER MY SUPERVISION FOR AND ON BEHALF OF EMK CONSULTANTS, INC. 1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1 RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD. 2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND FOR INFORMATIONAL PURPOSES ONLY. 3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F GEOTECHNICAL SPECIFICATIONS BY OTHERS. 4. LOT AREA TAKEN FROM RECORDED PLAT. 5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1 SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF PRIOR TO HOUSE CONSTRUCTION. 6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE R LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WIT THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SUR\ BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF 1 CERTIFICATION SHOWN HEREON. THIS DRAWING DOES NOT REPRESE A MONUMENTED SURVEY AND IS ONLY INTENDED TO DEPICT 1 ACCOMPANYING LEGAL DESCRIPTION. LOT 14 **NOTE: LOT 15 **NOTE: LOT 17 DROP FINISHED GARAGE DROP FINISHED GARAGE FLOOR GRADE 18" BELOW TOF FLOOR GRADE 23" BELOW TOF **NOTE: LOT 16 **NOTE: LOT 18 DROP FINISHED GARAGE DROP GARAGE FLOOR AN FLOOR GRADE 23" BELOW TOF ADDITIONAL 36" BELOW TOF FA =FRONT ACCESIBLE U.E.=UTILITY EASEMENT S.E.=SIDEWALK EASEMENT DS=DROP SIDING/GRADE NOTE: RAISED FOUNDATION WALL (TOF) y , NOTE: NOTE: LOWER SIDING OR '-Y( .�\ ADJUST GRADE AS VENEER ALONG SHOWN TO ACHIEVE THIS WALL LINE. INDICATED SLOPE. LEGAL DESCRIPTION 11130, 11122, 11114, & 11106 W. 53RD DRIVE, LOTS 15, 16, 17 & 18, BLOCK 2, QUAIL RUN FINAL PLAT, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SETBACKS FRONT: 10' HOUSE/PORCH REAR: 0' SIDE: 5' SIDE -CORNER: 10' RAPHIC. SCA City of COMMER CIA LIMUL TI- FA MIL Y �7�ThDEeatVELOPMENT dge BUILDING PERMIT APPLICATION REVIEW COMMUNITY Date: 3/25/2021 Location: 11122 W 53rd Dr ATTENTION: BUILDING DEPARTMENT I have reviewed the submitted application documents to construct a Townhome located at the above referenced address. Please note the comments checked below. 1. ✓ Site Survey: ✓ OK Not OK; refer to stipulations. 2. ✓ Drainage: a. Final Drainage Report and Plan required ✓ Yes No b. Drainage Letter and Plan required ✓ Yes No C. Site drainage/grading have been reviewed and are: ✓ OK Not OK; see stipulations 3. ✓ CDPS Permit & SWNIP Approved: ✓ Yes No _ N/A 4. ✓ Public Improvements to be comnleted: a. street paving/patching: ✓ Yes No b. curb & gutter/drivecut ✓ Yes No C. sidewalk: ✓ Yes No d. standard street lights: ✓ Yes _ No e. pedestrian lights: ✓ Yes _ No f. storm sewer: ✓ Yes No g. Letter of Credit (LOC) required: ✓ Yes No h. Funds in lieu of construction: TT Yes ✓ No If an LOC or funds in lieu of are required, has it been received? V/Yes No 5. ✓ SIA/PIA required and received 6. ✓ Traffic impact analysis required & approved: ✓ Yes No ✓ Yes No 7. ✓ If yes, was it approved by the Director of Public Works? ✓ Yes No 8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: ✓ Yes No If not, what is required: N/A 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. 9. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated or attached stipulations. L� 3/25/2021 Signature Date 10._a Stipulations: A Grading Certification accompanied by an ILC or updated CCP w/ spot elevations shall be required prior to issuance of the final C.O. for the building. 11. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage/Grading Certification Letter with by As -Built plans or updated CCP shall be required prior to the issuance of the Certificate of Occupancy. Rev 04/2020 V 1( City of Wheat,p COMMUNITY DEVELOPMENT City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857 ENGINEERING DEVELOPMENT REVIEW FEES Date: 3/25/2021 Location of Construction: 11122 W 53rd Dr Purpose of Construction: Single Family El Townhome Commercial El Multi -Family _a Sitework El Development Review Processing Fee: ................................................ $100.00 (Required of all projects for document processing) Single Family Residence/Duplex Review Fee: ..................................... $50.00 Commercial/Multii-Family Review Fees: (Fees include reviews of the l't and 2nd submittals) • Review of existing or minimal technical documents: ........................ $200.00 • Initial review' of technical civil engineering documents: ................ $600.00 • Traffic Impact Study Review Fee :.................................................... $600.00 • Trip Generation Study Review Fee :................................................... $200.00 • Stormwater Management Plan (SWMP) Review Fee :....................... $200.00 • O & M Schedule Review & SMA Recording Fee ............................. $100.00 • Construction Control Plan.................................................................. $100.00 $ 100.00 'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees: • Resubmittal Fees: 3`d submittal ('h initial review fee): .................................................... $300.00 $ 4' submittal (full initial review fee): ................................................. $600.00 $ All subsequent submittals:................................................................. $600.00 X = $ (Full initial review fee) TOTAL REVIEW FEES (due at time of Building Pennit issuance): $100.00 PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE PUBLIC RIGHT-OF-WAY. www.ci.wheatridge.co.us Rev 04/20 GENERAL NOTES 1. THESE DRAWINGS ARE "BUILDERS PLANS" INDICATING GENERAL DESIGN INTENT ONLY. IT IS THE BUILDER'S RESPONSIBILITY TO PROVIDE ANY ADDITIONAL CONSTRUCTION DETAILS REQUIRED ANDTO DICTATE METHODS OF CONSTRUCTION. THE BUILDER SHALL VERIFY ALL DIMENSIONS OF MANUFACTURED COMPONENTS AND RELATIONSHIPS BETWEEN MATERIALS OR COMPONENTS. THE BUILDER SHALL VERIFY EXISTING CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWINGS INCLUDING ALL EXISTING GRADES AT THE SITE. 2. THIS IS A CUSTOM DESIGN, THESE PLANS MAY NOT BE USED ON ANY OTHER SITE WITHOUT THE ENGINEER'S PRIOR, WRITTEN APPROVAL. 3. ANY CHANGES TO THESE PLANS WITHOUT PRIOR WRITTEN CONSENT BY THE ENGINEER SHALL CONSTITUTE ACCEPTANCE OF RESPONSIBILITY BY THE BUILDER AND OWNER OF THAT CHANGE. 4. THE BUILDER/CONTRACTOR AND ALL SUBCONTRACTORS SHALL CONFORM TO ALL APPLICABLE BUILDING CODES. 5. UTILIZE DETAILS AS APPLICABLE. 6. DISCHARGE ROOF DOWNSPOUTS AND ALL OTHER WATER COLLECTION SYSTEMS WELL BEYOND THE LIMITS OF THE BACKFILL, A MINIMUM OF 5 FEET. 7. FRAMER RESPONSIBLE FOR BACKOUT FRAMING REQUIRED AT PLUMBING AND HEATING RUNS & CHASES. DESIGN PARAMETERS DESIGN CODES: 1. IRC 2018 2. ASCE7 3. AISC STEEL CONSTRUCTION MANUAL 4. ACI BUILDING CODE 318 DESIGN LOADS WITH LOCAL AMENDMENTS: 1. SEISMIC LOADS 1.1. IMPORTANCE FACTOR: 1.0 1.2. SITE CLASS: D 1.3. Ss: 0.192 g Sr: 0.06 g 1.4. SpA: 0.204 Sp r: 0.096 1.5. DESIGN CATEGORY: B 1.6. STRUCTURAL TYPE: LIGHT FRAMED WALLS WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE 1.7. RESPONSE MOD FACTOR (R): 6.5 1.8. SYSTEM OVER STRENGTH FACTOR (OMEGA Q): 2.5 1.9. DEFLECTION AMPLIFICATION FACTOR (Cd): 4 2. WIND LOADS 2.1. BASIC WIND SPEED 135 MPH (ULTIMATE) 2.2. RISK CATEGORY II 2.3. WIND EXPOSURE C. 2.4. INTERNAL PRESSURE COEFFICIENT +/- 0.18 (ENCLOSED) 3. ROOFLOADS 3.1. ROOF DEAD LOAD: 15 PSF; TOP CHORD = 7.5 PSF & BOTTOM CHORD = 7.5 PSF 3.2. ROOF SNOW LOAD: Pf 30 PSF 3.3. DRIFTING, SLIDING, AND UNBALANCE SNOW CALCULATED IN ACCORDANCE WITH IBC CHAPTER 16 4. LIVE LOAD 4.1. FLOOR: 40 PSF 4.2. DECK: 40 PSF 5. GROUND SNOW 30 PSF 6. FLOORS AND INTERIOR STAIRS DEAD LOAD: 15 PSF 7. EXTERIOR DECKS DEAD LOAD: 10 PSF LIVE LOAD: 40 PSF SNOW LOAD: 30 PSF 8. WEATHERING: SEVERE 9. FROST DEPTH: 36 INCHES 10. TERMITE INFESTATION: SLIGHT TO MODERATE 11. DECAY: NONE TO SLIGHT STRUCTURALSTEEL: 1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM YIELD STRENGTH AND ASTM SPECIFICATIONS: FACE MOUNT HANGER SPECIFICATIONS Fy ASTM A. WIDE FLANGE SHAPED STRUCTURAL STEEL 50 KSI A-992 B. M -,S-, AND HP -SHAPED STRUCTURAL STEEL 36 KSI A-36 C. STRUCTURAL STEEL CHANNELS AND ANGLES 36 KSI A-36 D. STRUCTURAL STEEL PLATES AND BARS 36 KSI A-36 E. SQUARE AND RECTANGULAR HSS 46 KSI A-500 GRADE B F. ROUND HSS 42 KSI A-500 GRADE B G. STEEL PIPE 35 KSI A-53 GRADE B 2. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION AND CODE OF STANDARD PRACTICE LATEST EDITIONS. GLTV559 3. ALL FIELD CONNECTIONS SHALL BE MADE WITH ae.. DIAMETER ASTM A307 BOLTS - ENO 4. 3" INTERIOR DIAMETER - SCHEDULE 40 ADJUSTABLE PIPE COLUMNS SHALL BE RATED AT 33.4 KIPS MINIMUM. 5. MINIMUM WELD SIZE TO BE 3/16" U.N.O. RAI 81/1188 LOOSE LINTELS: 1. UNLESS NOTED OTHERWISE, PROVIDE LOOSE LINTELS AS FOLLOWS: (ONE ANGLE FOR EACH 4" OF WALL THICKNESS TO BEAR 6" MIN. EACH END). OPENINGS T04'-0": ANGLE 3 -1/2X3 -1/2X1/4; OPENINGS 5'-5" TO 6'-6": ANGLE 6 X 3-1/2 X 5/16 LLV. EPDXY 1. ALL EPDXY SPECIFIED IN THESE PLANS SHALL BE ONE OF: A. SIMPSON SET -XP ICC -ES ESR -2508, MIN. BASE TEMPERATURE 50 DEG F. B. HILTI HIT-HY 200 ICC -ES ESR 3187, MIN. BASE TEMPERATURE 14 DEG F. METAL CONNECTORS: 1. METAL CONNECTORS SPECIFIED'SIMPSON' ON PLANS ARE MANUFACTURED BY SIMPSON STRONG -TIE, INC. METAL CONNECTORS SPECIFIED 'USP' ON PLANS ARE MANUFACTURED BY UNITED STEEL PRODUCTS. SUBSTITUTIONS BY OTHER MANUFACTURERS ALLOWED PROVIDED STRENGTH OF SPECIFIED CONNECTORS IS MET OR EXCEEDED. NAILING/INSTALLATION OF CONNECTORS TO BE PER MANUFACTURER'S RECOMMENDATIONS. 2. PROVIDE HURRICANE ANCHORS (SIMPSON H2.5/H2.SA/H2.ST OR USP RT7 HURRICANE CLIPS AT EACH TRUSSIRAFTER AND ADD'L SIMPSON H7Z OR USP RT20 AT ALL GIRDER TRUSSES, TYP. U.N.0). PROVIDE REQUIRED BLOCKING AT ALL TRUSS / RAFTER BEARING. TRUSS DESIGNER TO PROVIDE ADDITIONAL HOLDOWNS FOR UPLIFT LOADS EXCEEDING H2.5 AND H7Z. 3. PROVIDE ICC APPROVED JOIST HANGERS AT ALL "FLUSH FRAME" CONDITIONS AND AS DEPICTED ON FRAMING PLANS. PROVIDE ANY OTHER POST BASES, MULTIPLE JOIST HANGERS, AND BEAM CONNECTORS AS REQUIRED. INSTALL WITH NUMBER AND TYPE OF NAILS RECOMMENDED BY MANUFACTURER. REFER HANGER SCHEDULE. HANGER SCHEDULE (UNLESS OTHERWISE NOTED) MEMBER FACE MOUNT HANGER TOP FLANGE HANGER SIMPSON USP SIMPSON USP (1)13/4"x91/2"EPA HUS1.81/10 HUS179 WP9 PHM1795 (2)13/4"x91/2"EPA HHUS410 THD410 HB356/95 PHX3595 (3)13/4"x91/2"EPA ITGUS550/10 THDH610 GLTV559 PHXU5295 (1)13/4"x117/8"EPA HUS1.81/10 HUS179 RAI 81/1188 PHXU17118 (2)13/4"x117/8"EPA HHUS410 THD410 HB356/1188 PHX35118 (3)13/4"x117/8"EPA HGUS550/12 THDH612 GLTV537/11 .875 PHXU52118 31/2"x14"FILE TRUSS HU414 HD414 HU414-TF HD0414 (1)BCI 600018 1USE .37/1188 1HFL23112 ILS2.37/1188 TFL23118 (2)BCI 600018 MIU475111 16d @ 8"1 MIT3511.88-2 L=AS SHOWN PER PLAN (1) ADS OR (1) 2x10 LUS28 JUS28 18" 18" 12" 22:10 HU2102OR HUC2102 HD2102OR HD21021F ---- ----- NOTES 1)ALL HANGERS AT (1) PLY BEAMS ARE APPROVED TO USE EDU I VALENT 11/2"NAIL 2) PROVIDE HDG OR STAINLESS STEEL CONNECTORS AS RED'D FOR TREATED WOOD MEMBERS AS RED'D PER CODE CONCRETE: 1. SEE FOUNDATION WALL REINFORCING SCHEDULE FOR VERTICAL AND HORIZONTAL REINFORCING REQUIREMENTS. STEEL REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS. #5 GRADE 40 STEEL MAY BE SUBSTITUTED FOR #4 GRADE 60 STEEL. BEND OR LAP ALL BARS 48 BAR DIAMETERS WITH A MINIMUM OF 24" AROUND CORNERS. PROVIDE (2) #4S AROUND ALL OPENINGS WITH (2) #4 X 4' AT ALL CORNERS. ANCHOR BOLTS SHALL BE A MINIMUM 1/2" DIAMETER WITH MIN. 8" EMBEDMENT @ 3'1 ON CENTER FOR ALL BASEMENT WALLS AND 4'1 ON CENTER FOR ALL CRAWLSPACE AND GARAGE WALLS, MAXIMUM SPACING W/ MINIMUM OF (2) BOLTS PER PLATE. 2. CONCRETE WALLS SHALL BE 3500 PSI COMPRESSIVE STRENGTH AT 28 DAYS. CONCRETE SHALL HAVE A WATER TO CEMENT RATIO OF 0.50 OR LESS. CEMENT TYPE SHALL BE TYPE I OR TYPE II MODIFIED. SLUMP: 4"+/- 1", OR UP TO 8" MAX IF PLASTICIZER IS USED AIR CONTENT: 6% +/- 1 3. REFER TO ACI 318 FOR ADDITIONAL INFORMATION. 4. DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE HAS CURED AND FOUNDATION ADEQUATELY SHORED. BACKFILL TO REQUIRED GRADE ELEVATION AND SLOPE AWAY FROM BUILDING. 5. ALL CONCRETE SLABS SHALL BE 4" THICK WITH 4000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. PROVIDE SCORES OR SAWCUTS IN ALL SLABS @ 12'-0" O.C. MAX.. WHERE POSSIBLE, ALIGN SAW CUT WITH COLUMN CENTERLINES AND RE-ENTRANT CORNERS. 6. CONCRETE PROTECTION FOR REINFORCEMENT (UNO) CONCRETE POURED AGAINST EARTH 3" CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH AND WEATHER: #5 BARS OR SMALLER 1 1/2" BARS LARGER THAN #5 2" SLABS 3/4" FOUNDATION WALL REINFORCING SCHEDULE WALL HEIGHT VERTICAL REINFORCEMENT HORIZONTAL REINFORCEMENT 0'-0" TO 3'1 #4'S @ 48" O.C. (2) #5'S TOP AND BOTTOM UP TO 4'1 #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM UP TO 6'1 #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM UP TO 8'1 #4'S @ 24" O.C. (2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C. UP TO 9'-0" #4'S @ 18" O.C. (2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C. UP T01" #5'S@16"O.C. (2)#5'S TOP AND BOTTOM AND(1)#5@12"O.C. UPTO12-1 #5'S@12"O.C. (2)#5'S TOP AND BOTTOM AND (1)#5@12"O.C. 1. WALLS WITH BACKFILL ON EACH SIDE, SUCH AS DEEP GARAGE WALLS, ONLY REQUIRE REINFORCEMENT AS PER THE SCHEDULE ABOVE FOR WALLS UP TO 4'-0" IN HEIGHT. 2. BUILDER MAY ELECT TO EXTEND PATIO, GARAGE AND CRAWLSPACE FOOTING AND WALLS TO BASEMENT DEPTH USING SAME SIZE FOOTING. FOOTING FOUNDATION NOTES 1. FOUNDATIONS, WALLS AND FOOTINGS ARE DESIGNED BASED ON SOILS REPORT NUMBER: DN49,619-120-R1 REPORT PROVIDED BY: CTLTHOMPSON DATED: AUGUST 12 2020 MAXIMUM BEARING CAPACITY OF 3000 PSF MINIMUM DEAD LOAD BEARING CAPACITY OF 1000 PSF 2. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY UNANTICIPATED SOILS CONDITIONS. 3. PLACE 4" TALL x 8" WIDE VOID FORM ACROSS FULL WIDTH OF FOOTING EVERY 12 FEET AND CENTERED BELOW WINDOWS AT ALL EXTERIOR BASEMENT WALLS WHEN USING INTERIOR DRAINS. SQUARE FOOTING STEEL AND THICKNESS SCHEDULE FOOTING WIDTH/LENGTH # OF #4 REBAR EACH WAY THICKNESS OF FOOTING UP TO 24" 2 NONE NONE 8" 30" 2 8" 8" 36" 3 24" 10" 42" 3 3 @ 18"o.c. 10" 48" 4 10" 12" 54" 4 32" 12" 60" 5 4 @ 12"o.c. 14" 66" 5 12" 14" 72" 6 12" - 6" IF SPECIFIC FOOTING WIDTH NOT SHOWN, SUPPLY DEPTH AND REBAR OF NEXT LARGER FOOTING SPREAD FOOTING STEEL AND THICKNESS SCHEDULE FOOTING WIDTH # OF #4 REBAR LONGITUDINAL #4 REBAR LATERAL THICKNESS OF FOOTING 16" NONE NONE 8" 18" NONE NONE 8" 20" 2 NONE 8" 24" 2 NONE 10" 26" 3 @ 18"o.c. 10" 28" 3 @ 18"o.c. 10" 30" 4 @ 18"o.c. 12" 32" 4 @ 12"o.c. 12" 34" 4 @ 12"o.c. 12" 36"4 @ 12"o.c. 12" IF SPECIFIC FOOTING WIDTH NOT SHOWN, SUPPLY DEPTH AND REBAR OF NEXT LARGER FOOTING APPROVED Mike Theisen 04/06/2021 +'QJ„109�hN.aTF,tY1 u �aM� 1h4.Y .xaR.Nti +•p pWtvrb � cj'wP iii,ee ebwu't mY.v x{ar�rxo�wn. wrr. c•�^,o.^eRq wi. u".rtw.+�tiom a a qr.w+.r r.w WOOD FRAMING SAWN LUMBER: 1. STUDS AND PLATES SHALL BE #2 STRUCTURAL LIGHT FRAMING, HEM -FIR OR BETTER. FINGER JOINTED STUDS ALLOWED PROVIDED THEY MEET GRADE QUALITY. 2. FOUNDATION PLATES SHALL BE REDWOOD CONSTRUCTION COMMON OR PRESSURE TREATED HEM -FIR AND ANCHORED TO FOUNDATION PER CONCRETE NOTES. STRUCTURAL COMPOSITE LUMBER: 1. ALL MULTIPLE BEAMS SHALL BE GLUED, NAILED AND/OR BOLTED AS PER MANUFACTURER'S RECOMMENDATIONS. 2. FLOOR JOISTS SHALL BE BCI JOISTS BY BOISE CASCADE OR APPROVED EQUALS INSTALLED PER MANUFACTURER'S SPECIFICATIONS. SEE MANUFACTURER'S MANUAL FOR REQUIRED BLOCKING, FILLERS AND NAILING REQUIREMENTS. 3. LVL BEAMS SHALL BE MICRO -LAMS AS MANUFACTURED BY TRUS JOIST CORP OR EQUAL WITH Fb 2600 PSI, Fv 285 PSI, E 2000 KSI. TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. WOOD BEAMS TO BEAR FULL DEPTH OF WALL LESS RIM BOARD WHERE APPLICABLE. ENGINEERED WOOD BEAMS SHALL HAVE A MINIMUM BEARING OF 1-1/2" ENO 4. ENGINEERED WOOD BEAMS AND HEADERS SPECIFIED "EW', SHALL BE AS MANUFACTURED BY TRUS-JOIST CORPORATION, BOISE, IDAHO (OR APPROVED EQUAL) WITH THE FOLLOWING PROPERTIES: 8 5/8" DEEP OR SMALLER: 9 1/4" DEEP AND LARGER: Fb = 1,700 PSI Fb = 2,325 PSI Fv = 400 PSI Fv = 310 PSI E = 1,300,000 PSI E = 1,550,000 PSI 5. BOISE VERS -LAM BEAMS AND HEADERS SPECIFIED "LVL" SHALL HAVE THE FOLLOWING PROPERTIES: Fb = 2,600 PSI Fv = 285 PSI E = 2,000,000 PSI 6. BUILT-UP TIMBERSTRAND BEAMS MAY BE SUBSTITUTED FOR SINGLE PLY TIMBERSTRAND HEADERS PROVIDED THAT THE TOTAL WIDTH IS GREATER THAN OR EQUAL TO THAT DESIGNATED ON PLAN. BUILT-UP BEAMS MUST BE ATTACHED PER MOST STRINGENT INDICATED PER MANUFACTURER RECOMMENDATIONS, UNLESS NOTED OTHERWISE ON PLANS. 7. MICROLAMS (LVL) OR VERSA -LAM MAY BE SUBSTITUTED FOR TIMBERSTRAND (EW) OF THE SAME WIDTH AND DEPTH, AS DESIGNATED ON PLAN. 8. PROVIDE MIN. 1-1/8" TIMBERSTRAND LSL RIM BOARD, U.N.O. FLOOR TRUSSES: 1. FLOOR FRAMING SHALL BE PRE-ENGINEERED TRUSSES. 2. WOOD FLOOR TRUSSES SHALL BE DESIGNED BY REGISTERED A PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF THE PROJECT LOCATION. CALCULATED LIVE LOAD AND DEAD LOAD DEFLECTIONS OF TRUSSES SHALL NOT EXCEED 1/480TH OR 1/240TH RESPECTIVELY OF THE SPAN LENGTH. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BYTHE STRUCTURAL ENGINEER. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR TRUSS STABILITY, AT ALL TRUSS AND GIRDER HANGERS. 3. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BYTHE STRUCTURAL ENGINEER OF RECORD. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE FLOOR TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR STABILITY AND ALL FLOOR TRUSS AND GIRDER FLOOR TRUSS HANGERS. SHOP DRAWINGS REVIEW BY THE STRUCTURAL ENGINEER SHALL BE COMPLETED PRIOR TO FLOOR TRUSS FABRICATION. 3. FINAL TRUSS PLANS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. IF FINAL TRUSS PLANS ARE NOT SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW THE TRUSS MANUFACTURER SHALL PROVIDE ALL HOLDOWNS AND VERIFY ALL TRUSS BEARING CONDITIONS NOTED ON STRUCTURAL PLANS. 4. FLOOR TRUSS ENGINEERING AND VERIFICATION OF DIMENSIONS/PLATE HEIGHTS WILL BE THE RESPONSIBILITY OF THE SUPPLIER. PROVIDE SOLID BLOCKING BETWEEN TRUSSES AT BEARING POINTS FOR LATERAL SUPPORT, TO PREVENT ROTATION AND LATERAL DISPLACEMENT. 5. ALL TRUSSES TO BE PRE-ENGINEERED BYTRUSS MANUFACTURER TO INCORPORATE ALL LOADING AS SPECIFIED IN GENERAL FRAMING NOTES AS WELL AS ANY ADDITIONAL LOADS AS MAY BE REQUIRED BY CODE AND SPECIFIC POINT OR LINE LOADS AS SHOWN ON DRAWINGS. 6. THE FLOOR LAYOUT IN THIS DRAWING PORTRAYS DESIGN INTENT ONLY. REFER TO TRUSS DRAWINGS BY TRUSS MANUFACTURER FOR ACTUAL LAYOUT FOR CONSTRUCTION. ROOF TRUSSES 1. ROOF FRAMING SHALL BE PRE-ENGINEERED TRUSSES. 2. WOOD ROOF TRUSSES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED TO PRACTICE IN THE STATE OF THE PROJECT LOCATION. CALCULATED LIVE LOAD DEFLECTIONS OF TRUSSES SHALL NOT EXCEED 1/240TH OF THE SPAN LENGTH. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL ENGINEER. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS PANELS BRIDGING AS REQUIRED FOR TRUSS STABILITY AT ALL TRUSS AND GIRDER HANGERS. 3. FINAL TRUSS PLANS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. IF FINAL TRUSS PLANS ARE NOT SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW THE TRUSS MANUFACTURER SHALL PROVIDE ALL HOLDOWNS EXCEEDING TYPICAL H2.ST, AND VERIFY ALL TRUSS BEARING CONDITIONS NOTED ON STRUCTURAL PLANS. 4. ROOF TRUSS ENGINEERING AND VERIFICATION OF DIMENSIONS/PLATE HEIGHTS WILL BE THE RESPONSIBILITY OF THE SUPPLIER. PROVIDE SOLID BLOCKING BETWEEN TRUSSES AT BEARING POINTS FOR LATERAL SUPPORT, TO PREVENT ROTATION AND LATERAL DISPLACEMENT. 5. ALL TRUSSES TO BE PRE-ENGINEERED BY TRUSS MANUFACTURER TO INCORPORATE ALL LOADING AS SPECIFIED IN GENERAL FRAMING NOTES AS WELL AS ANY ADDITIONAL LOADS AS MAY BE REQUIRED BY CODE AND SPECIFIC POINT OR LINE LOADS AS SHOWN ON DRAWINGS. 6. THE ROOF LAYOUT IN THIS DRAWING PORTRAYS DESIGN INTENT ONLY. REFER TO TRUSS DRAWINGS BY TRUSS MANUFACTURER FOR ACTUAL LAYOUT FOR CONSTRUCTION. WOOD FRAMING CONT. WALL FRAMING: 1. DENOTES LOAD BEARING WALL: 2. WALL FRAMING PER TABLE: 3. IF SPECIFIC WALL HEIGHT NOT SHOW, SUPPLY STUD SPACING OF NEXT TALLER WALL HEIGHT CAI CRIVR sMRMVC VVMLLJ JIIMLL OC LA4 IIW, L4 Di V.IV.V 4. PROVIDE "SOLID STUDS," 2 MINIMUM GANGED STUDS IN WALLS, ALL 2-2X & LARGER POSTS, AND AT BEAM BEARINGS AS SHOWN, CONTINUOUS THROUGH SOLID BLOCKING IN FLOORS TO THE FOUNDATION. SQUASH BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY. 5. ALL OPENINGS IN EXTERIOR AND BEARING WALLS (DOORS, WINDOWS, ETC.) SHALL HAVE MINIMUM HEADERS OF (2)F2X&S, WITH 1-2X TRIMMER STUD & 1-2X KING STUD AT ALL OPENINGS UP TO 5'1 WIDE - TYPICAL ENO 6. ALL OPENINGS OVER 6'1 SHALL HAVE HEADER, KING STUDS AND TRIMMERS AS INDICATED ON PLAN. ALL OPENINGS IN NON BEARING WALLS (DOOR, WINDOWS, ETC.) SHALL HAVE 1-2X KING STUD EACH SIDE. 7. KING STUDS ARE NOTED AS"K"AND TRIMMER STUDS ARE NOTED AS'T". 8. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES FOR 3 OR 4 PLYS. 9. CRIPPLES AT NONBEARING WALL OPENINGS MAY BE REMOVED WHERE DISTANCE BETWEEN TOP OF OPENING AND TOP PLATE IS LESS THAN 24". 10. BUILDER MAY OPT FOR PANELIZED WALLS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. 11. INSTALL FLAT BLOCKS @ 24" O.C. TO SUPPORT WALL T -INTERSECTS ILO 2X6 STUDS @ NON BEARING WALLS. ROOF OVERFRAMING: 1. DENOTES OVERFRAME AREAS: 2. OVERFRAMING TO BE COMPLETED AS FOLLOWS: 2X6 @ 24" O.C. FOR SPANS Ti OR LESS, 2X8 @ 24" O.C. FOR SPANS BETWEEN Ti AND 10'-8". TRUSS MANUFACTURER SHALL PROVIDE OVERFRAME TRUSS FOR SPANS OVER 10'-9" 3. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN TRUSSES. 4. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER. 5. PLACE (2)-1X4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMBERS TO BEAR ON. 6. ATTACH 2X4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'1 O.C. W/ (3)-10d NAILS EA. SIDE. SHEATHING 1. WALL SHEATHING SHALL BE 7/16" O.S.B. APA RATED PER TYPICAL WALL SECTION WITH A MINIMUM NAILING OF 6" AT EDGES AND 12" IN FIELD. RE: SHEAR WALL PANEL SCHEDULE FOR REQUIRED NAILING AT SHEAR WALLS 2. FLOOR SHEATHING SHALL BE 23/32" T&G, APA RATED STURD-I-FLOOR, 24" O.C., EXPOSURE I, T&G. GLUE AND NAIL WITH 8d COMMON NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. 3. ROOF SHEATHING SHALL BE 7/16" APA RATED SHEATHING 24/16 RATED, EXPOSURE I. NAIL WITH 8d COMMON NAILS ACCORDING TO DETAIL BELOW AND PROVIDE PSCL SHEATHING CLIPS AT 2'1 O.C. BETWEEN SUPPORTS. FASTENING SCHEDULE (INCHESON CENTER) ROOF FASTENING ZONE 1 2 3 STUD SPACING SCHEDULE NAILS 6 6 4 PANEL EDGES 8d 12 6 6 PANEL FIELD WALL HEIGHT HOLD DOWN NOTES i WALL TYPE 7/16" PLYWOOD / OSB 8d @ 6" 8d @ 12" 16g @ 4", 2" LONG 16g @ 12", 2" LONG 2x 12" AB @ 4'1 16d @ 16"1 PER PLAN L=4' OR AS SHOWN PER PLAN 8'_0" 9'_0" 10'-0" 11' 0" 12'1 14'1 16'1 18'1 2x 1/2" AB @ Ti 2X4 16" 16" 16" 12" - - - - 7/16" PLYWOOD / OSB EXTERIOR 8d @ 12" ---- -- 2x 1/2" AB @ 2'1 16d @ 8"1 PER PLAN L=AS SHOWN PER PLAN 2X6 24" 16" 18" 18" 12" 12" 8" 8" ---- ----- BEARING --- ---- N/A SEE PFH DETAIL DBL. STUD TYP. GB -1 1/2" GYPSUM BOARD 5d @ 7" 5d@7 2X4 24" 16" 16" 12" - - - - GB -2 INTERIOR 2X6 24" 24" 16" 16" 12" 12" 12" 12" NON- BEARING INTERIOR 2X4 5/8" GYPSUM BOARD 6d @ 4" 24" I 16" 1/2" AB @ 4'1 2X6 24„ PER PLAN CAI CRIVR sMRMVC VVMLLJ JIIMLL OC LA4 IIW, L4 Di V.IV.V 4. PROVIDE "SOLID STUDS," 2 MINIMUM GANGED STUDS IN WALLS, ALL 2-2X & LARGER POSTS, AND AT BEAM BEARINGS AS SHOWN, CONTINUOUS THROUGH SOLID BLOCKING IN FLOORS TO THE FOUNDATION. SQUASH BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY. 5. ALL OPENINGS IN EXTERIOR AND BEARING WALLS (DOORS, WINDOWS, ETC.) SHALL HAVE MINIMUM HEADERS OF (2)F2X&S, WITH 1-2X TRIMMER STUD & 1-2X KING STUD AT ALL OPENINGS UP TO 5'1 WIDE - TYPICAL ENO 6. ALL OPENINGS OVER 6'1 SHALL HAVE HEADER, KING STUDS AND TRIMMERS AS INDICATED ON PLAN. ALL OPENINGS IN NON BEARING WALLS (DOOR, WINDOWS, ETC.) SHALL HAVE 1-2X KING STUD EACH SIDE. 7. KING STUDS ARE NOTED AS"K"AND TRIMMER STUDS ARE NOTED AS'T". 8. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES FOR 3 OR 4 PLYS. 9. CRIPPLES AT NONBEARING WALL OPENINGS MAY BE REMOVED WHERE DISTANCE BETWEEN TOP OF OPENING AND TOP PLATE IS LESS THAN 24". 10. BUILDER MAY OPT FOR PANELIZED WALLS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY. 11. INSTALL FLAT BLOCKS @ 24" O.C. TO SUPPORT WALL T -INTERSECTS ILO 2X6 STUDS @ NON BEARING WALLS. ROOF OVERFRAMING: 1. DENOTES OVERFRAME AREAS: 2. OVERFRAMING TO BE COMPLETED AS FOLLOWS: 2X6 @ 24" O.C. FOR SPANS Ti OR LESS, 2X8 @ 24" O.C. FOR SPANS BETWEEN Ti AND 10'-8". TRUSS MANUFACTURER SHALL PROVIDE OVERFRAME TRUSS FOR SPANS OVER 10'-9" 3. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN TRUSSES. 4. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER. 5. PLACE (2)-1X4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMBERS TO BEAR ON. 6. ATTACH 2X4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'1 O.C. W/ (3)-10d NAILS EA. SIDE. SHEATHING 1. WALL SHEATHING SHALL BE 7/16" O.S.B. APA RATED PER TYPICAL WALL SECTION WITH A MINIMUM NAILING OF 6" AT EDGES AND 12" IN FIELD. RE: SHEAR WALL PANEL SCHEDULE FOR REQUIRED NAILING AT SHEAR WALLS 2. FLOOR SHEATHING SHALL BE 23/32" T&G, APA RATED STURD-I-FLOOR, 24" O.C., EXPOSURE I, T&G. GLUE AND NAIL WITH 8d COMMON NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT ALL INTERMEDIATE SUPPORTS. 3. ROOF SHEATHING SHALL BE 7/16" APA RATED SHEATHING 24/16 RATED, EXPOSURE I. NAIL WITH 8d COMMON NAILS ACCORDING TO DETAIL BELOW AND PROVIDE PSCL SHEATHING CLIPS AT 2'1 O.C. BETWEEN SUPPORTS. FASTENING SCHEDULE (INCHESON CENTER) ROOF FASTENING ZONE 1 2 3 PANEL LOCATION NAILS 6 6 4 PANEL EDGES 8d 12 6 6 PANEL FIELD 8d 0 OJ :T. (INCLUDING FT. OVERHANG J SHEAR WALL LEGEND E - na lr! ii�i SW �1 EDGE NAILING ' EDGE STAPLE/ SCREW FIELD STAPLE/ SCREW EDGE STUD AND BILKS. SILL BOLTING @ FND SILL NAILING UPPER STORIES HOLD DOWN NOTES i WSP 0 OJ :T. (INCLUDING FT. OVERHANG J SHEAR WALL LEGEND SHEAR WALL PANEL SCHEDULE SHEAR WALL HOLD SW SHEATHING EDGE NAILING FIELD NAILING EDGE STAPLE/ SCREW FIELD STAPLE/ SCREW EDGE STUD AND BILKS. SILL BOLTING @ FND SILL NAILING UPPER STORIES HOLD DOWN NOTES DOWN WSP 7/16" PLYWOOD / OSB 8d @ 6" 8d @ 12" 16g @ 4", 2" LONG 16g @ 12", 2" LONG 2x 12" AB @ 4'1 16d @ 16"1 PER PLAN L=4' OR AS SHOWN PER PLAN HDX HDX ABW-1 7/16" PLYWOOD / OSB 8d @ 4" 8d @ 12" 15g @ 3", 2" LONG 15g @ 12", 2" LONG 2x 1/2" AB @ Ti 16d @ 12"1 PER PLAN L=AS SHOWN PER PLAN ABW-2 7/16" PLYWOOD / OSB 8d @ 3" 8d @ 12" ---- -- 2x 1/2" AB @ 2'1 16d @ 8"1 PER PLAN L=AS SHOWN PER PLAN WSP PFH 7/16" PLYWOOD /OSB ---- ---- ---- ----- ----- --- ---- N/A SEE PFH DETAIL DBL. STUD TYP. GB -1 1/2" GYPSUM BOARD 5d @ 7" 5d@7 No. 6 S OR W @ 4" No. 6 S OR W @ 12' 2x 1/2" AB @ 4'1 16d @ 16"1 PER PLAN L= AS SHOWN PER PLAN @ HOLD DOWN GB -2 1/2" GYPSUM BOARD Sd @ 4" Sd @ 7" No. 6 S OR W @ 4" No. 6 S OR W @ 12' 2x 1/2" AB @ 4'-0" 16d @ 16"1 PER PLAN L= AS SHOWN PER PLAN STUD WALL GB -3 5/8" GYPSUM BOARD 6d @ 4" 6d @ 7" I 2x 1/2" AB @ 4'1 16d @ 12"1 PER PLAN I L= AS SHOWN PER PLAN 1. NAILS FOR GYP BOARD (GB) ATTACHMENT SHALL BE DRITITE OR COOLER' TYPE NAILS, AND SHALL CONFORM TO REQUIREMENTS OF IRC. 2. NAILS FOR WOOD STRUCTURAL PANEL (WSP) SHALL BE COMMON NAILS. USE OF PNEUMATICALLY DRIVEN NAILS IS SUBJECT TO APPROVAL BY THE BUILDING DEPARTMENT AND STRUCTURAL ENGINEER. DO NOT OVERDRIVE NAILS 3. INTERIOR GYP BOARD (GB) SHEATHING SHALL OCCUR ON EACH SIDE OF WALL. (NOTE: INTERIOR SIDE OF GB -3 MAY BE%" GYPBOARD NAILED WITH 5d NAILS SPACED AT 4"1 AT PANEL EDGES) 4. EXTERIOR WALLS (WSP) SHALL BE SHEATHED ON THE INTERIOR FACE WITH Y7" GYP BOARD (MINIMUM). 5. PLYWOOD/OSB SHEATHING SHALL BE STRUCTURAL 1 GRADE WITH EXTERIOR GLUE. 6. PROVIDE EDGE NAILING TO STUD OR POST WHERE HOLD DOWNS OCCUR. 7. GYPBOARD AND PLYWOOD/OSB TO CONFORM TO IBC 8. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH, MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS. 9. THE PRESCRIPTIVE METHOD DESCRIBED IN SECTION R602.10 WAS FOLLOWED WHEN APPLICABLE. WHEN THE RESIDENTIAL FRAMING DOES NOT ALLOW THE PRESCRIPTIVE METHOD TO BE FOLLOWED, SECTION R301.1 WAS FOLLOWED. 10. REFER TO ARCH PLANS FOR FIRE RATING REQUIREMENTS IN ADDITION TO SHEATHING NOTED PER STRUCTURAL PLANS. REVISIONS LOG DELTA# I COMMENTS Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio. com www. evstud io. com VJ 5W 0 2 0 Z W C) Z 0 460,4 r LO V_ J `.J M LO co O r r r N N r M HOLD-DOWN SCHEDULE Ln "HDx" HOLD DOWN ANCHOR BOLT EMBED DEPTH HD1 SIMPSON CS16 w/(22) 10d + 13" END LENGTH N.A. HD2 SIMPSON STHD10RJ or HDU4 712" HD3 SIMPSON HDU8-SDS2.5 or STHD14 or USPDHD8 1012" HD4 SIMPSON CS14 w/(30) 10d + 16" END LENGTH N.A. HD5 SIMPSON CMST12 w/(84) 16d+38" END LENGTH N.A. HD6 SIMPSON HD19 12" HD7 SIMPSON CMSTCI6 w/(58) 10d +25" END LENGTH N.A. REVISIONS LOG DELTA# I COMMENTS Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio. com www. evstud io. com VJ 5W 0 2 0 Z W C) Z 0 460,4 r LO V_ J `.J M LO co O r r r N N r M r Ln r 0 O I- M CD r Ii U) r 19356 0 �J 0 U CD N COPYRIGHT 2021 This document s an instrument of serace, and as such remai ofthins the property of the Architect Permission for use of this document s umlle0 and can be extended only by written agreementwlm Evswelo, LLc. REVISION PERMIT SET DATE: 03/03/2021 DRAWN BY: KMT CHECKED BY: RRM GENERALNOTES SG0.0 PROVIDE 1"DEEP 2x CONT TREATED PLATE w/ 112" BEAM POCKET, CONTROL VRFY WOOD COLUMN w/ STANDARD JOINTS AROUND 1'-0" OF EACH END OF EACH SCUD GROUT. CONTINUOUS TOP BAR, BEYOND 71 AB44 OR AB66 BASE OR P T. 2X4 X a (1)#5 CONT. TOP BAR COLUMNS DIA x 10" LONG A B. W/ 2" HOOK RE REINFORCING RE PLAN FOR JOIST SIZE, PLATE ATTACHED w/ (2) 1/2" DIA. SCHEDULE TOP BAR, TURN RE'. REINFORCING --�—�— 90°9EDGE OF OPENING WEDGE ANCHORS EA. PLATE 4.. 4'-0" 0 & WITHIN 1'-0" OF BAR, TURN 90° @ 10MIL. PLASTICBETWEEN SECTION. BEAR ON TOP OF SLAB 4"CONCRETE SCHEDULE MIN. LENGTH OF SILL PLATE. SLAB ON GRADE RE FOUNDATION WALL REINFORCING SCHEDULE SCORE SLAB w/ 1" RE'. FRAMING .e. 411 #4J"'Cm 18"oc. DEEP CONTROL U - TOP BARS ABOVE i II II RE ARCH JOINTS 200 S F. MAX RE'. PLAN BLOCKING @24"OC. Ijje IL HOLD TOP OF WALL DOWN TYR) CRAWLSPACE STEP ® AND POUR SLAB OVER WALL SCHEDULE N % SCALE 314"-1'0 s SCHEDULE co II e. PROVIDE VAPOR BARRIER l • RE FOUNDATION FOUNDATION WALL BETWEEN UNTREATED m WASHER AND 112 II �I REINFORCING SCHEDULE a STANDARD STEEL NUT WOOD MEMBERS AND SPACING AND BLOCKING. 8"UNO FILL PER II REPORT 10 MI L. PLASTIC BETWEEN (2) #5 CONT. TOP i U GEOTECH I VERTICALBARSRE FOUNDATION j o WALL REINFORCING SCHEDULE � z PLACE HAUNCHES AT REPORToc o _ III #4X� @18"oc. �I g" S GRADE, F OMIT AT VOID cc RE FOUNDATION WALL SCOORERE SLAB W/ 1CONTROL 0 M d II(I (2) i15 CONT. BOT REINFORCING SCHEDULE ' AS SUPPLIED BY FORGINGS REINFORCING SCHEDULE ell BARTON SUPPLY JOINTS @ F. II II HAUNCH DETAIL (S MAX X (TV PJ 8" I 4" VOID SPACE PER PLAN V RE PLAN SCALE 3/4" -1 0 z ' RE'. FOUNDATION WALL a RE'. FRAMING REINFORCING SCHEDULE I @18"oc. 2x STUDS RE FRAMING 10 - elle> 2x CONT. PLATE w/ 1/2" DIA X - OMIT AT VOID cc M U 4'-0"O C. &WITHIN 1'-0"OF m� d EACH END OF EACH PIECE OF L@SAME 4" VOID SPACE PER PLAN SILL PLATE. #4X- SPACING AS (2) #5 CONT. TOP BARS I RE'. PLAN 8 WALL STEEL ' II II 16"UNO DEMISING WALL ,PATIO I L PERIMETER SECTION la SCALE1'-0.. SCALE 314"=1'0 1j MIN 1jj'MIN , VRFY VRFY CENTERLINE OF WALL 2x STUDS, RE'. FRAMING FLOOR SHEATHING, RE'. FRAMING SIMPSON HANGER RE HANGER V SCHEDULE 2x CONT TREATED PLATE w/ 112 DIAx 10" LONG A B. W/ 2" HOOK (8" EMBED) @4'-0" 0 . & WITHIN 1'-0" OF EACH END OF EACH x PIECE OF SILL PLATE. (1) #5 CONT. TOP BAR 1/2" EXP. JOINT MATERIAL _ 4"CONCRETE SLAB ON GRADE SCORE SLAB w/1 DEEP CONTROL JOINTS @ 200 S . MAX (TYP) 7 RE'. FOUNDATION WALL REINFORCING SCHEDULE #4 k @18"oc. OMIT AT VOID 2X6 WALL DOWEL TO MATCH VERTICAL REINFORCEMENT SII 10" 'll 9"WIDE o II' .II RE TYPICAL BASEMENT WALL FOUNDATION I'Il j SECTION FOR ADDITIONAL WALL a �I INFORMATION. REVERSE LEDGE isxJ SCALE 314"1=0" BEAM POCKET I I SCALE NTS CENTERLINE OF WALL 2x STUDS, RE'. FRAMING FLOOR SHEATHING, RE FRAMING 1 4" VOID SPACE PER PLAN RE ARCH 1 IF I ' RE PLAN ' DEMISING WALL @ STEP - CRAWL ,SPACE TO GARAGE SLAB O SCALE. 314"-1'-0" 1°j"MIN , 1}"MIN, VRFV VRFY CENTERLINE OF WALL 2xSTULAS, RE FRAMING 2x CONT TREATED PLATE w/ 1/2" DIAx 10" LONG A . W/ 2" HOOK (8" EMBED) @4'-0" 0 & WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. MATERIAL �4"CONCRETE SLAB ON GRADE, SCORE SLAB w/ 1" DEEP CONTROL JOINTS @ 200 S . MAX(TYR) RE'. FOUNDATION WALL REINFORCING SCHEDULE #4 j @18"oc. OMIT AT VOID 4" VOID SPACE PER PLAN ' RE PLAN ' DEMISING WALL@ GARAGE SCALE NTS 14 MIN 1'y"MIN , VRFY VRFY 2x CONT TREATED PLATE w/ 112" BEAM POCKET, RE'. REINFORCING VRFY SIZE PER PLAN. SCHEDULE 1'-0" OF EACH END OF EACH SCUD GROUT. CONTINUOUS TOP BAR, BEYOND r� X a (1)#5 CONT. TOP BAR I� DIA x 10" LONG A B. W/ 2" HOOK RE REINFORCING RE PLAN FOR JOIST SIZE, 11 SCHEDULE TOP BAR, TURN RE'. REINFORCING --�—�— 90°9EDGE OF OPENING SCHEDULETOP 4.. 4'-0" 0 & WITHIN 1'-0" OF BAR, TURN 90° @ 10MIL. PLASTICBETWEEN (1) # 5 BAR 24" EDGE OF SCHEDULE MIN. LENGTH BEAM POCKET I I SCALE NTS CENTERLINE OF WALL 2x STUDS, RE'. FRAMING FLOOR SHEATHING, RE FRAMING 1 4" VOID SPACE PER PLAN RE ARCH 1 IF I ' RE PLAN ' DEMISING WALL @ STEP - CRAWL ,SPACE TO GARAGE SLAB O SCALE. 314"-1'-0" 1°j"MIN , 1}"MIN, VRFV VRFY CENTERLINE OF WALL 2xSTULAS, RE FRAMING 2x CONT TREATED PLATE w/ 1/2" DIAx 10" LONG A . W/ 2" HOOK (8" EMBED) @4'-0" 0 & WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. MATERIAL �4"CONCRETE SLAB ON GRADE, SCORE SLAB w/ 1" DEEP CONTROL JOINTS @ 200 S . MAX(TYR) RE'. FOUNDATION WALL REINFORCING SCHEDULE #4 j @18"oc. OMIT AT VOID 4" VOID SPACE PER PLAN ' RE PLAN ' DEMISING WALL@ GARAGE SCALE NTS 14 MIN 1'y"MIN , VRFY VRFY 1j MIN 1'y MIN, VRFY VRFY CENTERLINE OF WALL 2x STUDS, RE'. FRAMING FLOOR SHEATHING, RE'. FRAMING = II II SIMPSON HANGER RE.HANGER SCHEDULE m S U RE ARCH ' RE PLAN ' DEMISING WALL SCALE 314"-1'-0" RE PLAN FOR JOIST SIZE, SPACING AND BLOCKING. 2x CONT TREATED PLATE w/ 1/2" DIA X 10" LONG A B. W/ 2" HOOK (8"EMBED) @4'0 OC.&WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. PROVIDE VAPOR BARRIER BETWEEN UNTREATED WOOD MEMBERS AND CONCRETE AS RED'D RE'. FOUNDATION WALL REINFORCING SCHEDULE #4j @18"oc. OMIT AT VOID - 4" VOID SPACE PER PLAN CRAWLSPACE 2x CONT TREATED PLATE w/ 112" DIA X 10" LONG A B. W/ 2" HOOK VRFY (8"EMBED) @4'-0"OC.&WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. m X a (1)#5 CONT. TOP BAR I� DIA x 10" LONG A B. W/ 2" HOOK II 1 ti II RE PLAN FOR JOIST SIZE, 11 SPACING AND BLOCKING. 1 A . W/ 8" EMBEDMENT @ o G21I SLOPE 4.. 4'-0" 0 & WITHIN 1'-0" OF v SMPSON HANGER 10MIL. PLASTICBETWEEN e o. RE HANGER d JOISTAND FOUNDATIONWALL SCHEDULE 2x STUDS RE FRAMING OF SILL PLATE. W d. n RE FOUNDATION WALL REINFORCING SCHEDULE RE'. FRAMING .e. 411 #4J"'Cm 18"oc. 8 OMIT AT VOID U - TOP BARS ABOVE 102' JOIST SZE AND SPACI NG OR RE ARCH 4" VOID SPACE PER PLAN RE'. PLAN BLOCKING @24"OC. ' ' DEMISING WALL @ CRAWLSPACE STEP ® .e SCHEDULE N % SCALE 314"-1'0 1j MIN 1'y MIN, VRFY VRFY CENTERLINE OF WALL 2x STUDS, RE'. FRAMING FLOOR SHEATHING, RE'. FRAMING = II II SIMPSON HANGER RE.HANGER SCHEDULE m S U RE ARCH ' RE PLAN ' DEMISING WALL SCALE 314"-1'-0" RE PLAN FOR JOIST SIZE, SPACING AND BLOCKING. 2x CONT TREATED PLATE w/ 1/2" DIA X 10" LONG A B. W/ 2" HOOK (8"EMBED) @4'0 OC.&WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. PROVIDE VAPOR BARRIER BETWEEN UNTREATED WOOD MEMBERS AND CONCRETE AS RED'D RE'. FOUNDATION WALL REINFORCING SCHEDULE #4j @18"oc. OMIT AT VOID - 4" VOID SPACE PER PLAN CRAWLSPACE CRAWLSPACE TO GARAGE FND v SCALE NTS VARIES RE ARCH IT 1"EXP .JOINT MATERIAL 2x CONT. PLATE w/16d @ 8" o c. VRFY EXTERIOR SHEATHING WALL AND FLOOR RE'. FRAMING 2x CONT. PLATE, FULL (3)114X2'-6" CENTERED DIA x 10" LONG A B. W/ 2" HOOK WIDTH OFWALLw/112 DIAX10 OVER HAUNCH (8" EMBED) @4'-0" O C. & WITHIN A . W/ 8" EMBEDMENT @ SLOPE 4'-0" 0 & WITHIN 1'-0" OF EACH END OF EACH PIECE b 2x STUDS RE FRAMING OF SILL PLATE. e e FLOOR SHEATHING RE'. FRAMING MINIMUM OF(2)#4 4"GONG STOOP OR -q 11411 SEE FRAMING PLAN FOR FLOOR TOP BARS ABOVE PATIO RE ARCH IT JOIST SZE AND SPACI NG OR II BLOCKING @24"OC. HAUNCH BOLT II SIMPSON HANGER, RE'. HANGER ® ® .e SCHEDULE N % SCHEDULE co II e. PROVIDE VAPOR BARRIER _ II BETWEEN UNTREATED m WASHER AND 112 II 112 EXP. JOINT a STANDARD STEEL NUT WOOD MEMBERS AND SPACING AND BLOCKING. MATERIAL CONCRETE AS RED'D II REPORT 10 MI L. PLASTIC BETWEEN (2) #5 CONT. TOP i U O I VERTICALBARSRE FOUNDATION j o WALL REINFORCING SCHEDULE � z PLACE HAUNCHES AT zo jI 1 _ III #4X� @18"oc. �I g" S GRADE, i OMIT AT VOID cc JOS SYSTEMS SCOORERE SLAB W/ 1CONTROL r d II(I (2) i15 CONT. BOT cc ' AS SUPPLIED BY FORGINGS REINFORCING SCHEDULE BARTON SUPPLY JOINTS @ F. II II HAUNCH DETAIL (S MAX X (TV PJ 8" I 4" VOID SPACE PER PLAN V RE PLAN SCALE 3/4" -1 0 II ' CRAWLSPACE TO GARAGE FND v SCALE NTS VARIES RE ARCH IT 1"EXP .JOINT MATERIAL VRFV VRFY WALL AND FLOOR 2x CONT TREATED PLATE w/ 1/2" FRAMING NOT SHOWN (3)114X2'-6" CENTERED DIA x 10" LONG A B. W/ 2" HOOK OVER HAUNCH (8" EMBED) @4'-0" O C. & WITHIN RE SITE PLAN SLOPE f b CENTERLINE OF WALL e e ' MINIMUM OF(2)#4 4"GONG STOOP OR -q 11411 TOP BARS ABOVE PATIO RE ARCH IT SIMPSON HANGER HAUNCH BOLT ® ® ® .e N % SCHEDULE • d 3'k3'k1/4"STEEL BACKFUL SOIL AND ® ® m WASHER AND 112 COMPACT PER �+� 112 EXP. JOINT a STANDARD STEEL NUT GEOTECHNICAL SPACING AND BLOCKING. MATERIAL II REPORT 10 MI L. PLASTIC BETWEEN DDDIAMETER 2'-0 d OLE OR C" ST 112 STANDARD STEEL NUT PLACE HAUNCHES AT e jI 1 5'-0" o, MAX � 4" CONCRETE �I S GRADE, .4 '. JOS SYSTEMS SCOORERE SLAB W/ 1CONTROL I d PLASTIC HAUNCH ' AS SUPPLIED BY FORGINGS REINFORCING SCHEDULE BARTON SUPPLY JOINTS @ F. II II HAUNCH DETAIL (S MAX X (TV PJ V SCALE 3/4" -1 0 II EXTERIOR SHEATHING RE'. FRAMING #4 I @18"oc. 2x STUDS RE FRAMING 10 - 2x CONT. PLATE w/ 1/2" DIA X - OMIT AT VOID RE W/8 EMBEDMENT @ U 4'-0"O C. &WITHIN 1'-0"OF EACH END OF EACH PIECE OF I 4" VOID SPACE PER PLAN SILL PLATE. d . (2) #5 CONT. TOP BARS I RE'. PLAN ' II II RE'. FOUNDATION WALL DEMISING WALL LL I L ,SLAB TO CRAWL REINFORCING SCHEDULE EXP. JOINT SCALE 314"=1'0 Ili 11 MATERIAL MA 11 J 4"CONCRETE II SLAADE, SCORE ABB w/ w/1 DEEP 1 D SL CONTROL JOINTS @200 .I S. F. MAX(TYR) W d e yl HOLD TOP OF WALL DOWN 8" rL o TYP. OR RE PLAN AT d GARAGE DOOR AND POUR W0 1 SLAB OVER WALL (2)#5CONT. TOP BARS ~ a Ij 44 VERT .@24"o. c. (2) #5 CONT. BOTTOM BARS t #4x t@24"oc. -- Ur 41 4" 8" OMIT ATVOID VOID SPACE PER PLAN RE PLAN GARAGE FND. SECTION Q- 1+ a/4"-1'-0" 1°y"MI N, 1'j'MIN, VRFV VRFY 2x CONT TREATED PLATE w/ 1/2" DIA x 10" LONG A B. W/ 2" HOOK (8" EMBED) @4'-0" O C. & WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. CENTERLINE OF WALL FLOOR SHEATHING, 2X STUDS, RE FRAMING RE'. FRAMING SIMPSON HANGER RE HANGER N % SCHEDULE U m RE'. PLAN FOR JOIST SIZE, 112 EXP. JOINT li p SPACING AND BLOCKING. MATERIAL II 10 MI L. PLASTIC BETWEEN JOIST AND FOUNDATION WALL II e jI 1 � 4" CONCRETE �I S GRADE, SCOORERE SLAB W/ 1CONTROL I RE. WALL DEEP CONTROL I� FORGINGS REINFORCING SCHEDULE JOINTS @ F. II II (S MAX X (TV PJ II ill #4 I @18"oc. - - OMIT AT VOID U 102" I 4" VOID SPACE PER PLAN RE ARCH RE'. PLAN ' ' DEMISING WALL NO STEP - GARAGE ,SLAB TO CRAWL SPACE SCALE 314"=1'0 3'-0"MIN (2) #5 BARS RE'. SCHEDULE L WALL STEP SECTION SCALE NTS EXTERIOR SHEATHING RE'. FRAMING 2x STUDS RE'. FRAMING RE PLAN 2x CONT. PLATE w/16d @ 8" o, 2x CONT. PLATE, FULL WIDTH OF WALL w/ 1/2" DIA X10 A . W/ 8" EMBEDMENT @ 4'-0" 0 & WITHIN 1'-0" OF EACH END OF EACH PIECE OF SILL PLATE. FLOOR SHEATHING RE'. FRAMING SEE FRAMING PLAN FOR FLOOR JOIST SIZE AND SPACING OR BLOCKING @24" OC SIMPSON HANGER, RE'. HANGER SCHEDULE PROVIDE VAPOR BARRIER BETWEEN UNTREATED WOOD MEMBERS AND CONCRETE AS REVD (2) #5 CONT. TOP VERTICAL BARS RE FOUNDATION WALL REINFORCING SCHEDULE #4XmL@18oX 8.. OMIT AT VOID (2) #5 CONT. BOT 4" VOID SPACE PER PLAN V CRAWLSPACE FND. SECTION sGALE NTS Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com o`Wheat R, �L . 4J�I�9 DSS L M LO O r U) r W ill O cv CD O m r L co � 0 0 r r 0 U Z LO N r J J r 0) M r Uj D LO r � Z O O c6 r Cn -11 r 19356 COPYRIGHT 2021 This documentl5 an instrument of service, and as such remai ofthins Mthe property of e Act Permission for use of this document Is limited and can be extended only by written agreementwlm Evswdlo, LLc. REVISION PERMIT SET DATE: 03/03/2021 DRAWN BY: KMT CHECKED BY: RRM FOUNDATION DETAILS O ■ O 8" WIDE CONCRETE FOUNDATION WALL OVER 16" WIDE X 8" DEEP CONCRETE SPREAD FOOTI NG- TVP. @ GARAGE (SEE TV P. W ALL SECTION FOR DRAINAGE &REINFORCING REQUIREMENTS) RE'. DETAIL 2/SO 0 STEP 0 O I EI 8" WIDE CONCRETE FOUNDATION WALL OVER 16" WIDE X 8" DEEP CONCRETE SPREAD FOOTING -TVP. @ ORAWLSPACE (SEE TY P. WALL SECTION FOR DRAINAGE & REINFORCING REQUIREMENTS) RE'. DETAIL 1/SO 0 86'-1 25'-]" 18_31" 17 5 25'_]" 1' 42' 16'-0" ]'S" 9'-4" 2'-3" - 2 9'-0" ]'S" 16'-0" 6'F2 10-" 6' 2 4" CONCRETE DRIVE SLAB ON GRADE ------- SLOPE AWAY FROM BUILDING ELEVATION----- ------- . .. .. .0 ... — �,.... . F LO]WR ION WALL @ O.H. OOR ,. 1 ]'- " 6'-0" VOID 12'-]" OW @ 2" 1 BOW@93'-2" I ':: I I I .:�' I I g'• OW @ 98'-1' BOW @ 93'-2" I •, I 6'-2" I �I I I I L--_ I ill I 1 OW BOW 1 4.0.. I OW @ 93'-2" 5'-0" VOID 91" 1 /CRA`WLSPACE /AGEFLOOR. 4"CONCRETE SLABSLOPEDOWN FROM BACK TO FRONT 8 WIDE CONCRETE FOUNDATION WALL OVER [16" WI DE X 8" DEEP CONCRETE SPREAD FOOTING -TVP. @CRAWLSPACE (SEE TYP. WALL SECTION FOR DRAINAGE & REINFORCING REQUIREMENTS) RE'. DETAIL 10/S0.0 ]'-]" OL@ 98'-11" BOW@ 95'-0" 5'-0" VOID '1 11�� 3'-�12 s -1 c2 a'-10.. s TOP OF WALLTO BE 6" 9" WIDE CONCRETE FOUNDATION -'BELOW TOP OF SLAB WALL OVER 16" WIDE X 8" DEEP CONCRETE SPREAD FOOTING- 8" WIDE CONCRETE FOUNDATION TYP.@CRAWLSPACE(SEE TYP. WALL OVER 16"WIDE X8"DEEP WALL SECTION FOR DRAINAGE& CONCRETE SPREAD FOOTING-TYP. REINFORCING REQUIREMENTS) @ PORCH(SEETVP. WALL SECTION RE DETAIL 13/S0. 0 FOR DRAINAGE & REINFORCING REQUIREMENTS) RE DETAIL 12/S0.0 16'-2" 24'-81" I, UNIT TYPE 1 L18 B2 L17 B2 11106 W 53rd Drive 77 I`sl 4-PLEX 4'-0" 1'-32' 5'-0"VOID OW @ 98'-11" BOW @ 93'-2" B@ 0-9 93- PORCH -4" CONCRETE SLAB ON � PORCH -4" 3'-q PORCH -4" CONCRETE 12 CONCRETE SLAB I ON GRADE _ SLAB ON GRADE -SLOPE TOP OFWALLTO SLOPE 1/4" PER AWAY FROM BUILDING FOOT AWAV I •s FROM BUILDING I •. 102" WALL OVER 16" WIDEX8" DEEP OW@VERIFY 0 2 2'-6" VOID` IIrII r BOW@ 93'-2" ->00 L[ _ - � 1 2 11 I STEP 1 I SPREAD FOOTING—TYP. (SEE L- s -1 c2 a'-10.. s TOP OF WALLTO BE 6" 9" WIDE CONCRETE FOUNDATION -'BELOW TOP OF SLAB WALL OVER 16" WIDE X 8" DEEP CONCRETE SPREAD FOOTING- 8" WIDE CONCRETE FOUNDATION TYP.@CRAWLSPACE(SEE TYP. WALL OVER 16"WIDE X8"DEEP WALL SECTION FOR DRAINAGE& CONCRETE SPREAD FOOTING-TYP. REINFORCING REQUIREMENTS) @ PORCH(SEETVP. WALL SECTION RE DETAIL 13/S0. 0 FOR DRAINAGE & REINFORCING REQUIREMENTS) RE DETAIL 12/S0.0 16'-2" 24'-81" I, UNIT TYPE 1 L18 B2 L17 B2 11106 W 53rd Drive I`sl 4-PLEX TOW 8-"1 " 1'Z' B@ 0-9 93- PORCH -4" CONCRETE SLAB ON � PORCH -4" CONCRETE 12 I 1'-6" 2'-6"VOID 1'-6" 0� SLAB ON GRADE -SLOPE TOP OFWALLTO 1'-6" 2'-6"± 1'-6" AWAY FROM BUILDING 8" WIDE CONCRETE FOUNDATION I •s I I •. 102" WALL OVER 16" WIDEX8" DEEP OW@VERIFY FROM BUILDING OF SLAB 2 2'-6" VOID` IIrII CONCRETE SPREAD FOOTING-TYP. BOW@ 93'-2" — elm I @ PORCH (SEE TVP. WALLSECTION 1 I 6' 3" 1'-3" 1'-0"V. 6'-0" 3" 1'-3" o o �J x •TI' 4"CONCRETE DRIVE SLAB ON GRADE r r r SLOPE AWAY FROM BUILDING ELEVATION — DRI DRI E SLAB 4" CONCRETE FROM BUILDING N GRADE 4" CONCRETE FROM BUILDING E GRADE m •, . _ •, �; ...:.,. : ,.•.• .. , _ . •;.IY q,� SLOPE AWAY FROM BUILDING ELEVATION SLOPE AWAY FROM BUILDING ELEVATION - — -------------O -- 0--� . ..I LOW FOUNDAT ..: .. ..�•. - I 12']" 6 NWALL OH. OOR -- 1O I . . .... .. r Yx ------- --- LOWER=OUNDATI NWALL@O. .DOOR r STEP BOW LOWER OUNDATI NWALL @O. DO R 5'- 641D 4._. 2 4'0": 3 BOW V11 OID TOW BOW C�4'11I rc• OW A] OW @ 93-p . _ •. y' olD s' -a2° Bow@olv0 STEP TOW 11� _ OW „, a' -e” Cm3s'-11" STEP 11"I 10}" WIDE CONCRETE FOUNDATION WALL OVER 19" WIDEX8" DEEP ' I I r I CONCRETESPREADFOOTING,UNO.- TYP. @ PARTY WALL (SEE TYP. WALL �. 10} "WIDE CONCRETE FOUNDATION.. I 10WIDE CONCRETE FOUNDATION I I SECTION FOR DRAINAGE & REINFORCING REQUIREMENTS) RE'. WALL OVER 19"WIDE X8"DEEP WALL OVER 19"WIDE X8"DEEP CONCRETE SPREAD FOOTING, U N O.- [ • I CONCRETE SPREAD FOOTING, U. N. O.- I I DETAIL 4/SO0 TYP. @ PARTY WALL (SEE TYP. WALL TYP. @ PARTY WALL (SEE TYP. WALL •' 1 I SECTION FOR DRAINAGE & I SECTION FOR DRAINAGE & om REINFORCING REQUIREMENTS) RE - /GARAGE FLOOR 4 1 I BOW REINFORCING EINFORCING REQUIREMENTS) RE mo I� CONCRETE DETAIL 4/50.0DETAIL 4/S00 99-6" I SLABSLOPEDOW Bow@93-2BAC O 100 0 I NAFILO1R0C/SINO OW@ lot BOW 94 1 BOW9D411 2 0 GAGE FLOOR G.wEFEOE �GssnEBAC�soPTowETE 8 WD C2 FOOTING ONCRETE WALL OVERSLAB-sLOPEooLoo•BACK TO FRONT 6WIDEX8QDEEPCONCRETE SPREADOW99-6" WALL SECTION FOR DRAINAGE &REOW @ 98 - MREQUIREMENTS) RED -10'0 1 , o2 ] OW 9 93 `.. 1 10 II ,o � 11" 62 LL JJ 2 II I I 1- I ow Cm9a'-1 v' ,. I 2-O 1 2 ow @ 99sEPncE(sEE TYPALL " p STEP _ TQ_ W WIDE DATION —8 WIDE CONCRETEFOUD ON D WIDEX8 DEEP WALL OVER 16EP CONCRETE FOOTING CONCRETE FOOTIN -TVP SPREAD TI I II --- -- DETnlo1O/SO0 ouIREMENTSIRe y- BOW �..:___ DETAIo10/SO0 ouIRREEDETaRLE I I I L r ow@loon 1 --- 1 '. --- I u,, a/Soo ". 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DETAIL 13/S0 0 Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com o`W heat R. L B ' c co LO 0 Ir— U) U) r LU r 0 N CD O m r L- 00 pp 0 Q r r O U Z LO N r 0 J J r 0) M r W Vill r Z0CU O 'Cu v-- 19356 19356 COPYRIGHT 2021 remains the nils property of t umwt oe Architect Permission er antl as or u femal nscument erty of and Penn1dedoNr use wof rida document Is Ilmlletl antl can be extended only by wtltten Xgreemen[wltl/ EVSWtlIo, LLC. REVISION PERMIT SET DATE: 03/03/2021 DRAWN BY: KMT CHECKED BY: RRM FOUNDATION PLAN S1.10 V 1( City of Wheat,p COMMUNITY DEVELOPMENT 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 DATE: 3/25/2021 ADDRESS: 11122 W 53rd Dr 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 720-429-6051 Sincerely, Signature CC: File w .ci.wheatridgexo.us Rev 0420 City of Wheat Ridge Single Family - New PERMIT - 202100461 PERMIT NO: 202100461 ISSUED: 04/13/2021 JOB ADDRESS: 11122 W 53rd Dr EXPIRES: 04/13/2022 JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461 sq ft (B2 / Lot 16) *** CONTACTS *** OWNER ( 3 0 3) 915-4340 WONDERLAND HOMES GC KOLBY O'HERRON 202128 WONDERLAND HOMES SUB (303)289-3441 ROBERT D. GROSS, SR. 019659 R&R HEATING & COOLING, INC SUB (303)650-3393 LAWRENCE GILL 022483 GILL ELECTRIC SUB (303)978-1051 TODD WOODFORD 070071 C&T PLUMBING LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2320 / APPLERIDGE ESTATES, STANDLEY H BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 239,259.36 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 51024.45 Permit Fee 21035.05 Engin. Review Fee 100.00 ** TOTAL ** 71279.50 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June, and a landscape escrow will be required. As part of the foundation inspections and PRIOR TO proceeding with any further construction/inspections, 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. 1* � � i City of Wheat Ridge Single Family - New PERMIT - 202100461 PERMIT NO: 202100461 ISSUED: 04/13/2021 JOB ADDRESS: 11122 W 53rd Dr EXPIRES: 04/13/2022 JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461 sq ft (B2 / Lot 16) I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This.permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 04/13/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY. August 12, 2020 Wonderland Homes 8246 Northfield Boulevard Building J, Suite #2600 Denver. Colorado 80238 Subject: Soils and Foundation Summary Letter Quail Run Block 2, Lots 15-18 Wheat Ridge, Colorado Project No. DN49,619-120-R1 I N C O R P O R A T E D I HOME BUYER ADVISORY Expansive and compressible soils and expansive bedrock are present at this subdivision; which results in a geologic hazard. This letter describes the soil conditions on this lot more specifically. Prospective home buyers are strongly advised to read this letter and the referenced documents. If you do not understand the risk(s) associated with the hazard and the important role you must accept to manage and mitigate the risk(s), we recommend you contact a competent geotechnical (soils) engineer for advice. CTL I Thompson, Inc. performed a Soils and Foundation Investigation for 56 lots within Quail Run and presented results in a report dated July 30, 2020. This letter presents a summary of our findings and recommendations for the sub- ject lots. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and com- paratively stiff. These soils and related sedimentary bedrock formations tend to react to changes in moisture conditions. Some of the soils and bedrock swell as they increase in moisture and are referred to as expansive soils. Other soils can compress significantly upon wetting and are identified as compressible soils. Most of the land available for development east of the Front Range is underlain by expansive clay or claystone bedrock near the surface. The soils that exhibit compressible behavior are more likely west of the Continental Divide; however, both types of soils occur throughout the state. Expansive and compressible soils and expansive bedrock as well as shal- low groundwater that may affect basement construction are present at this subdi- vision, which constitutes a geologic hazard. There is risk that foundations and slab -on -grade floors will experience heave or settlement, and damage. Covering the ground with houses, streets, driveways, patios, etc., coupled with lawn irriga- tion and changing drainage patterns, leads to an increase in subsurface moisture conditions. Thus, some soil movement due to heave or settlement is inevitable. Wonderland Homes elected to perform sub -excavation of the soils to reduce po- tential movements. Our records indicate sub -excavation was effective. A more detailed discussion of the sub -excavation process is presented in Exhibit C. Sub - excavation will not eliminate potential movements, it is intended to reduce total and differential movement. It is likely some cosmetic distress will occur (dry wall cracks, slab heave and cracks, etc.). Fill can also soften and compress upon wet- ting. It is critical that all recommendations in this report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. 1971 West 121h Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-8254252 After construction, homeowners must assume responsibility for maintaining the structures and use appropriate practices regarding drainage and landscaping. In summary, the strata encountered in the boring on this lot consisted of 7 to 8 feet of fill, 3.5 to 5 feet of clean to slightly silty, clayey sand underlain by sandstone, weathered claystone and comparatively unweathered claystone bedrock to the maximum depth explored of 25 feet. Groundwater was encountered at a depth of 13.2 to 17.5 feet. The clayey soils and bedrock are ex- pansive. Use of footings with minimum deadload is recommended. A structurally supported basement floor is recommended. Further details are described in fol- lowing paragraphs. Based on our investigation, predominantly low to moderate swelling mate- rials are present at depths likely to influence shallow foundation and slab perfor- mance, and we believe there is low to moderate risk of ground movement suffi- cient to damage slabs -on -grade and foundations. The risk of foundation and slab movements can be mitigated, but not eliminated, by careful design, construction, and maintenance procedures. We believe the recommendations in this report will help control risk of foundation and slab damage; they will not eliminate that risk. The builder and homebuyers should understand that slabs -on -grade and, in some instances, foundations may be affected by the subsoils. Homeowner maintenance will be required to control risk. We recommend the builder provide a booklet to homebuyers that describes swelling soils and includes recommenda- tionsfor care and maintenance of homes constructed on expansive soils. Colo- rado Geological Survey Special Publication 431 was designed to provide this in- formation. Laboratory tests were performed on samples from these lots and nearby lots. Samples from these lots compressed 0.1 percent, did not swell, and swelled 0.4 to 5.0 percent when wetted. Based upon results of laboratory tests and other factors, we judge basement slab performance risk for these lots to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab in- stallation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calcula- tionsindicate the ground surface on low risk lots included in this investigation could heave less than 0.5 -inch to 3.2 inches and the basement floor slabs could heave less than 0.5 -inch to 2.0 inches. The calculated potential heave for these lots is less than 0.5 to 3.2 inches at the ground surface. It is not certain this movement will occur. If home buyers cannot tolerate movement of a slab -on - grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. �"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners; Second Edition Revised and Updated by David C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver Colorado, 200]. oUAIL RUN BLOCK 2, LO75 15-18 Considering the subsurface conditions at these lots, we recommend construction of the proposed residence on a footing foundation with minimum deadload. Footings should be designed for a maximum allowable soil pressure of 3,000 psf with a minimum deadload pressure of 1,000 psf. Footings should be at least 16 inches in width. Column pads should be at least 18 inches square. There should be a 4 -inch continuous void between the footings to concentrate the deadload, if interrupted footings are necessary. Exterior footings should be protected from frost action with at least 3 feet of cover. It is sometimes necessary to alter the foundation design based on conditions exposed during construction. The buyer can discuss the changes, if any, with the builder. Basement and/or foundation walls and grade beams that extend below grade should be designed for lateral earth pressures where backfill is not present to about the same extent on both sides of the wall. Our experience suggests basement walls can deflector rotate slightly under normal design loads and that this deflection typically does not affect the structural integrity of the walls. We rec- ommend design of the basement walls on these lots using an equivalent fluid density of at least 60 pounds per cubic foot. This value assumes slight deflection of the wall can occur, generally less than 0.5 to 1 percent of the wall height. Some minor cracking of the walls may occur. A subsurface drain is recommended around the entire perimeter of the lowest excavation area for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The provi- sion of the drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The pump must be maintained by the home owner. Proper design, construction and maintenance of surface drainage are criti- cal to the satisfactory performance of foundations, slabs -on -grade, and other im- provements. Landscaping and irrigation practices will also affect performance. Exhibit B contains our recommendations for surface drainage, irrigation, and maintenance. The concept of risk is an important aspect with any geotechnical evalua- tion, primarily because the methods used to develop geotechnical recommenda- tions do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judg- mentand experience. Therefore, the recommendations presented in any ge- otechnical evaluation should not be considered risk-free. We cannot provide a guarantee that the interaction between the soils and a proposed structure will be as desired or intended. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structure will per- form satisfactorily. It is critical that all recommendations in the referenced report are followed. Home owners must assume responsibility for maintaining the struc- ture and use appropriate practices regarding drainage and landscaping. ouni�RUN BLOCK 2, LO75 15-18 As this letter is meant only as a summary of our findings and recommen- dationsfor the subject lots, we recommend home buyers review the Soils and Foundation Investigation from which this summary is taken. CTL THOMPSON, INC. Alan 1. Lisowy Aug 12 2020 ouni�RUN BLOCK 2, LO75 15-18 EXHIBIT A SLAB PERFORMANCE RISK EVALUATION, INSTALLATION AND MAINTENANCE As part of our evaluation of the subsoils and bedrock, samples were tested in the labora- tory using a swell test. In the test procedure, a relatively undisturbed sample obtained during drilling is first loaded and then flooded with water and allowed to swell. The pressure applied prior to wetting can approximate the weight of soil above the sample depth or be some standard load. The measured percent swell is not the sole criteria in assessing potential movement of slabs -on -grade and the risk of poor slab performance. The results of a swell test on an individ- ual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil profle, and other tests. This judgment has been described by the Colorado Association of Ge- otechnical Engineers (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also be used to help judge performance risk for other slabs -on -grade such as garage floors, drive- ways, and sidewalks. CTL Thompson also performs potential heave calculations to aid in our judgment. The risk evaluation is considered when we evaluate appropriate foundation systems for a given site. In general, more conservative foundation designs are used for higher risk sites to control the likelihood of excessive foundation movement. As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod- erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and bedrock likely to influence slab pertormance. REPRESENTATIVE MEASURED SWELL AND CORRESPONDING SLAB PERFORMANCE RISK CATEGORIES Slab Pertormance Risk Category Representative Percent Swell' (500 psf Surcharge) Representative Percent Swell' (1000 psf Surcharge) Low Oto <3 OtoQ Moderate 3 to <5 2 to <4 High Sto <8 4to <6 Very High > 8 > 6 *Note: The representative percent swell values presented are not necessarily measured values; rather, they are a judgment ofthe swelling characteristics of the soil and bedrock likely to inFluence slab performance. The rating of slab performance risk on a site as low or high is not absolute. Rather, this rating represents a judgment. Movement of slabs may occur with time in low, moderate, high, and very high risk areas as the expansive soils respond to increases in moisture content. Over- all, the severity and frequency of slab damage usually is greater in high and very high rated ar- eas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and we believe in the majority of instances, movements of this magnitude constitute reasonable slab pertormance; more heave can occur. Slabs can be affected on all sites. On lots rated as high or very high risk, there is more likelihood of need to repair, maintain or replace main level and gar- agefloors and exterior flatwork. The home buyer should be advised slabs -on -grade may move and crack due to heave or settlement and that there may be maintenance costs associated during and after the builder oun�� RUN Exhibit A-1 BLOCK 2, LOTS 1 S18 warranty period. Heave or settlement may require maintenance of finish details to control dam- age. Our experience suggests that soil moisture increases below residence sites due to cover- ing the ground with the house and exterior flatwork, coupled with the introduction of landscape irrigation. In most cases, slab movements (if any) resulting from this change occur within three to fve years. For portions of the houses where conventional slabs -on -grade are used, we recommend the following precautions. These measures will not keep slabs -on -grade from heaving; they tend to mitigate damages due to slab heave. Slab -on -grade floor construction should be limited to areas where slab movement and cracking are acceptable to the builder and home buyer. The International Residential Code (IRC R506) states that a flinch base course layer consisting of clean graded sand, gravel, crushed stone or crushed blast fur- nace slag shall be placed beneath below slab -on -grade floors (unless the under- lying soils are free -draining), along with a vapor retarder. Installation of the base course and vapor retarder is not common in this area. Historically, there has been some concern that installation of clean base course could allow wetting of expansive soils to spread from an isolated source. IRC states that the vapor retarder can be omitted where approved by the building official. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder is more benef tial below concrete slab -on -grade floors where floor coverings, painted floor surtaces, or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the va- por retarder and the floor slab. Placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including minimized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders below concrete slabs are outlined in Section 5.2.3.2 of the 2015 American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.1 R-15)". Conventional slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. These joints must be maintained by the home buyer to avoid transfer of movement. Underslab plumbing (if any) should be thoroughly pressure tested during con- struction for leaks and be provided with flexible couplings. Gas and waterlines leading to slab -supported appliances should be constructed with flexibility. The homebuyer must maintain these connections. Use of slab bearing partitions (if any) should be minimized. Where such partitions are necessary, a slip joint (or float) allowing at least 3 inches of free vertical slab movement should be used. Doorways should also be designed to allow vertical movement of slabs. To limit damage in the event of movement, sheetrock should oun�� RUN Exhibit A-2 BLOCK 2, LOTS 1 S18 not extend to the floor. The home buyer should monitor partition voids and other connections and re-establish the voids before they close to less than %-inch. Plumbing and utilities that pass through slabs (if any) should be isolated from the slabs. Heating and air conditioning systems constructed on slabs should be pro- vided with flexible connections capable of at least 3 inches of vertical movement so slab movement is not transmitted to the ductwork. These connections must be maintained by the home buyer. Roofs that overhang a patio or porch should be constructed on the same founda- tion as the residence. Isolated piers or pads may be installed beneath a roof overhang provided the slab is independent of the foundation elements. Patio or porch roof columns may be positioned on the slab, directly above the foundation system, provided the slab is structural and supported by the foundation system. Structural porch or patio slabs should be constructed to reduce the likelihood that settlement or heave will affect the slab by placing loose backfill under the struc- turally supported slab or constructing the slab over void -forming materials. Patio and porch slabs without roofs and other exterior flatwork should be isolated from the foundation. Movements of slabs should not be transmitted to the foun- dation. Decks are more flexible and more easily adjusted in the event of move- ment. Frequent control joints should be provided in conventional slabs -on -grade to re- duce problems associated with shrinkage cracking and curling. Panels that are approximately square generally perform better than rectangular areas. We sug- gest an additional joint about 3 feet away from and parallel to foundation walls. oun�� RUN Exhibit A-3 BLOCK 2, LOTS 1 S18 EXHIBIT B SURFACE DRAINAGE, IRRIGATION AND MAINTENANCE Performance of foundations and concrete flatwork is influenced by the moisture condi- tions existing within the foundation soils. Surface drainage should be designed to provide rapid runoff of surtace water away from proposed residences. Proper surtace drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs -on - grade. Positive drainage away from the foundation and avoidance of irrigation near the founda- tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfll settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfll. CTL � Thompson, Inc. recommends the following precautions. The home buyer should maintain surtace drainaoe and, if an irrioation system is installed, it should sub- stantially conform to these recommendations. Wetting or drying of the open foundation, utility and earthwork excavations should be avoided. The ground surface surrounding the exterior of each residence should be sloped to drain away from the building in all directions. For non -basement residences, we recommend a minimum constructed slope of at least 6 inches in the frst 10 feet (5 percent) in landscaped areas around each residence, where practical. For residences with basements, we recommend a minimum constructed slope of at least 12 inches in the frst 10 feet (10 percent) in landscaped areas around each residence, where practical. Between houses that are separated by a distance of less than 10 feet, the con- structed slope should generally be at least 5 percent to the swale used to convey water out of this area. Swales used to convey water across yards and between houses should be sloped so that water moves quickly and does not pond for extended periods of time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and about 2 percent where landscaping rock or other materials are present. If slopes less than about 2 percent are necessary, concrete -lined channels or plastic pipe should be used. Backfill around the foundation walls should be moistened and compacted. Roof downspouts and drains should discharge well beyond the limits of all back- fill. Splash blocks and/or extensions should be provided at all downspouts so wa- ter discharges onto the ground beyond the backfll. We generally recommend against burial of downspout discharge. Where it is necessary to bury downspout discharge, solid, rigid pipe should be used and it should slope to an open gravity outlet. Downspout extensions, splash blocks and buried outlets must be main- tained by the home owner. oun��RUN Exhibit B-1 BLOCK 2, LOTS 1 S18 ments. Landscaping should be carefully designed and maintained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture requirements. Irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Plas- tic sheeting should not be placed beneath landscaped areas adjacent to founda- tion walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow natural evaporation to occur. The design and construction criteria for foundations and floor system alternatives were compiled with the expectation that all other recommendations presented in this report related to surface and subsurtace drainage, landscaping irrigation, backf 11 compaction, etc. will be incorporated into the project. It is critical that all recommendations in this report are followed. oun��RUN Exhibit B-2 BLOCK 2, LOTS 1 S18 EXHIBIT C MITIGATION OF EXPANSIVE SOILS AND BEDROCK THROUGH SUB -EXCAVATION EDGEWATER CROSSING TOWNHOMES EDGEWATER, COLORADO Much of the soils and un- derlying bedrock found beneath the Front Range area of Colorado are ex- pansive; they swell when wetted. Deep sub -exca- vation of these clayey soils and bedrock is seen as an appropriate mitiga- tion method in areas where expansive materi- als are present. Excava- tion destroys the frac- tures and non-uniform structure of the near -sur- face soils and bedrock. The excavation typically extends about 10 feet below anticipated foun- dation levels, although deeper or shallower sub - excavations are some- times used. At this subdi- vision, the excavation was planned to bottom 8 to 15 feet below pro- posed construction grades (Fig The excavated soils and bedrock are compacted in thin, nearly horizontal lay- ers (Fig. 2). Water is mixed with the materials as they are placed to "pre - swell" the expansive soils and reduce potential future swell. On projects where deep sub -excavation has been employed, testing of the soils, bedrock, and backfill has demonstrated that significant reduction in swelling characteristics can be achieved. Figure 1 1). Figure 2 QUAIL RUN Exhibit C-1 BLOCK 2, LOTS 15-18 The sub -excavation ap- proach mitigates the influ- ence of expansive materi- als on man-made im- provements and struc- tures in several ways. The weight of the fill helps to resist potential heave of the underlying natural materials. The fill acts like a cushion to spread movement over a larger area, reducing damaging movements near the ground surface (Fig. 3). The fill also covers the site with a thick layer of compacted material that limits penetration of water to the underlying natural soils and/or bedrock. The sub -excavation pro- cess can provide greater stability for streets, side- walks, driveways, and buried utilities (Fig. 4), if the sub -excavated layer extends beneath these improvements. Founda- tion drains around base- ments and under -drains below sanitary sewer mains (if installed within the subdivision) also help to collect irrigation and precipitation water that seeps into the ground. Home owner irrigation practices are critical to the overall performance of foundations and con- crete flatwork and are dis- cussed in more detail in Exhibit B. Figure 3 Figure 4 QUAIL RUN Exhibit C-2 BLOCK 2, LOTS 15-18 City of Wheat Ridge Single Family - New PERMIT - 202100461 PERMIT NO: 202100461 ISSUED: 04/13/2021 JOB ADDRESS: 11122 W 53rd Dr EXPIRES: 04/13/2022 JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461 sq ft (B2 / Lot 16) *** CONTACTS *** OWNER ( 3 0 3) 915-4340 WONDERLAND HOMES GC KOLBY O'HERRON 202128 WONDERLAND HOMES SUB (303)289-3441 ROBERT D. GROSS, SR. 019659 R&R HEATING & COOLING, INC SUB (303)650-3393 LAWRENCE GILL 022483 GILL ELECTRIC SUB (303)978-1051 TODD WOODFORD 070071 C&T PLUMBING LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2320 / APPLERIDGE ESTATES, STANDLEY H BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 239,259.36 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 51024.45 Permit Fee 21035.05 Engin. Review Fee 100.00 ** TOTAL ** 71279.50 *** COMMENTS *** *** CONDITIONS *** All roughs to be done at Framing Inspection. A printed copy of the permit and city stamped on-site plans must be available on-site for the first inspection. Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections. No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. All landscaping shall be installed in accordance with the approved landscape plan (Case No. WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision Improvement Agreement. Per the SIA, installation of landscaping, street trees, and irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs outside of the planting season, generally October to June, and a landscape escrow will be required. As part of the foundation inspections and PRIOR TO proceeding with any further construction/inspections, 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. 1* � � i City of Wheat Ridge Single Family - New PERMIT - 202100461 PERMIT NO: 202100461 ISSUED: 04/13/2021 JOB ADDRESS: 11122 W 53rd Dr EXPIRES: 04/13/2022 JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461 sq ft (B2 / Lot 16) I, by my signature, do hereby attest that the work to be performed shall comply with all accompanying approved plans and specifications, applicable building codes, and all applicable municipal codes, policies and procedures, and that I am the legal owner or have been authorized by the legal owner of the property and am authorized to obtain this permit and perform the work described and approved in conjunction with this�permrt. I further attest that I am leg ally authorized to include all entities named within this document as parties to the work to be performed and that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications. Signature of OWNER or CONTRACTOR (Circle one) Date 1, This permit was issued based on the information provided in the permit application and accompanying plans and specifications and is subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, policies and procedures. 2. This.permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and received prior to the date of expiration. An extension of no more than 180, days made be granted at the discretion of the Chief Building Official and may be subject to a fee equal to one-half of the original permit fee. 3. If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard requirements, fees and��procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of the Chief Building Official and is not guaranteed. 4. No work of any manner shall be performed that shall results in a change of the natural flow of water without prior and specific approval. 5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all requ�ired inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services Division. 6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any �pplicabje code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection. 04/13/2021 Signature of Chief Building Official Date REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.