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5394 Pierson Court
O N O N U O Ib N O N N N N CO J Reviewed for Zoning Compliance by the City of Wheat Ridge Planning Division APPROVED BY: DATE: 3/19/2021 —7 COMMENTS: Complies with approved SDP and master plans One (1) tree in front rd reauired No C.O. may be issued until public improvements are complete as identified in the Subdivision Improvement Agreement. Owner/Contractor is responsible for locating property lines and constructing improvements according to the approved plan and required development standards. The City is not responsible for inaccurate information submitted within the plan set and any construction errors resulting from inaccurate information. 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. USE CITY'S STANDARD FORM. All landscaping shall be in conformance with Section 26-502 of the Zoning and Development Code. All landscaping shall be installed in accordance with the approved landscape plan prior to issuance of a C.O. If landscaping cannot be installed prior to C.O., a landscape escrow agreement with financial guarantee in the amount of 125% of the cost of the installation shall be required. Reviewed by the City of Wheat Ridge Engineering Division APPROVED Jordan Jefferies M DATE: 3/31/2021 COMMENTS: A grading certification with ILC or updated CCP required prior to CO �� '' h � • pit is 1��: APPROVED R&VIId9VA Mike Theisen 04/08/2021 ans &a.," os a� �Mbltl+ih4 MS�af RAe #1lwe; K �t+ Jw mass e(' n� "+ *"q hQ aw 4 Mr pmw.bu a�` t�q'buyl+� -dw,- ft..db, p.ra�nng•'Ist,gi►s,u.tAsi!�iw �ioloir orsgwsi Mra►!m!�rri,�M�p ��9s >K u[�9+' �Pl►�aias9t! � bye �ry fASY+o1i tst ►di 54TH AVENUE North ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com 0-2187 4 O qRO�.� DRAWN BY: MM CHECKED BY: CE PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: SITE PLAN SHEET NUMBER: A000 M M O O 00 U o .j 0 J O (n p W O U 2 0 W � O _ 00 p 04 N M Q O � a)J J p p }; C)o Z U O L V � Cy) M 0-2187 4 O qRO�.� DRAWN BY: MM CHECKED BY: CE PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: SITE PLAN SHEET NUMBER: A000 O N O N 73 a W o 6 x J o a� N N @ N x n > s v a 1 3 U U F.O.S. d I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I IL 7 I iv I L---------- � — — — — — — — — – — F.O.S. F.O.S. 19 C) 0 � J w C:) c� o w Lo 16-0" BEDROOM 4 8'-8"CLG. N 13'-5 1/2" ih / 2668 34'-0" G a P 18'-0" UNEXCAVATED PATIO SLAB ABOVE ------------------------- V-2 --- 1'-2 1/2" F.O.S. 11 00 00 N N SH E3 PAN BATH 4 19 N W I.C. ILL 33 N 8'- 8" CLG. REC ROOM w Co 0 8' - 8" CLG. `" CoCo in J W •d 8' - 8" CLG. o lY � � C7 Cl) 14" BENC 15 `o w 1 R 1 S N _ O (V 6'-1" 3'4" — 7'-10" o 0 N MECHANICAL _ N 3 0 8'- 8" CLG. A102 -BR a 16'-11 " 5 15'-9" 3068 18 0'-3 1/2" – – – – – – I I I 13> 12 3'-8 1 /2" 0'-3 1 /2" O 5'-3" 1'-51/2" 9 o _ , 6T @ 10 1/2''EA. z 1 I I a 8" o -- -ll I ° I L 6-8 1/2"I ILL 12'- 1/2" 1 CO STORAGE �------------- a-- ® ----^1 6 CLIG.WARIES 22) 00 5S I 44 1 I I M ° I I I I STORAGE 1 i 8'- 8" CLG. I I (V 6 I A102 -BR I I I I I I UNEXCAVATED 0'-8" TYP. 8'-4" 1 I GARAGE SLAB ABOVE U.N.O. N 1 I I I I I I I °• I I I I I I I I I 5S I I I I d. I I I I I I I I I I UNEXCAVATED PORCH I I II I 1------------- ---------------------------------J SLAB ABOVE C6 vi— O O 1 I l li li 0 1 - ------------------------- M I I IL------------------------------ I I I L- ------------------------------- 21'-0" 9'-0" 4'-0" ek elk 34'-0" L I I 2 F.O.S. F.O.S. A110 -BR 2 1/2 CAR GARAGE OPT. FOUNDATION OPT. FINISHED BASEMENT FLOOR PLAN SCALE: 1/4" = V -0"1 02-B SCALE: 1/4" = V-0" ih a) I N N O 4 0 M F.O.S. F.O.S. 3 WET BAR OPT. 102-B SCALE: 1/4" = 1'-0" PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNO. 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. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6. ALL EXTERIOR WALLS TO BE 2X6, UNO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING WITH INSULATION PER CODE REQ. 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CELING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 -MIN. FIRE -RATED DOOR W/ SELF -CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE W/ MICROWAVE ABOVE 32 OPT. TECH DESK 33 SHOWER / PAN PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 34 OPTIONAL PLUMBING ROUGH -IN 35 PEDESTAL SINK PER BUILDER'S SPECIFICATION 36 EXTERIOR RAILING AS REQUIRED, PER BUILDER'S SPECIFICATIONS 37 FIREPLACE, PER BUILDER'S SPECIFICATIONS 39 DOWN SPOUT - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER 4 t ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com SOME 0-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: OPT. FINISHED BASEMENT PLAN SHEET NUMBER A1 02 -BR M O 00 U O JL J O C0 .. U W O -2 a) p w cy)Q �_ _ I- < o 04 N Z J 04 O z .j w W o p �Z U o0 U ?� U) V /a) 0- Ln SOME 0-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: OPT. FINISHED BASEMENT PLAN SHEET NUMBER A1 02 -BR O N O N 73 a W M 6 x ' J a� N N @ N x n > s v a 1 3 U U F.O.S. 5'-0" CC? I - - - FRAME -IN 3068 OPT. ADDITONAL 2X4 WALL I N co LO (0 t N I � I I I I I I I 2x4 WALLS o AT GARAGE N - - - - - - - O LL 4 2 1/2 CAR GARAGE OPT. 103-B SCALE: 1/4" = V-0" F.O.S. A111 -BR 1 34'-0" F.O.S. 16-0" 18'-0" 8'-0" 8'-0" 5'-0" 8'-0" 5'-0" C6 14 O - (2) 3060 SH LL- - - - - - I x U- C)DINING _ 9'-0" CLG. N 39 N -6080 SL - - - - - - - ih co I °O I I IN 1'-5" I I I II COI I o LO in I N N 16 (15 I I I I I �x GREAT ROOM I N 9'-0" CLG. N �— I I o p o 8'-0" SOFFIT c F - T - T -T - M � F -o o� J�T�.l 15 III 0 LOo I I 2'-7" 4'-2 1/2" 8'-8" I 16 15 KITCHEN, 29 9'-0" CLG. -C") I I ii 1'-5" N r—� - 3'-2" 6'-10" 1 0'-10" 6-2 1/2" 1 N 3'-2" 15- 15 in 1 -� 31 L? 8'-0" SOFFIT 16) - I i\j 1-1 I - - =�J 3080 ------ j 30 A110 -BR O T13' (V _ 5 MM12 �, UP PDR _ A103 -BR 7 CO OWNER'S ��� CO �3'-8 1/2"0'-3 1/2" 5'-3" 1'-2" HALL - " CLG. = O - o - 6 T 10 1 /2" EA. 9'-0" CLG. °O "' � ENTRY N z N `� o C:) _ Q � N U =r? 9' - 0" CLG. - -j - - N z I I- � bo 72712ai CO -7 � DN �n a 211 �6� 5'-3" o ih 1 - - - - - - Q. - - �� 9 4 6 T @ 10 1/2" EA. ,1 '-2" 4'-10" fIII C 1 4 I oM I - N 1,A1o3-BR 7'-2 1 /2'= � � 2'-8 1 /2" 0'-8" _ 20 10'-5" 1---L--�=STEPS AS REQ'D ' o _ - _ 3068 OPT I, O ' F- L ih GARAPE NCO LO N 1 I to 1 I w ; 1 2x4 WALLS o, AT GARAGE C6 - - —16080 OHL.L - �_------------------1 o M EQ EQ 21 '-0" 34'-0" 2 F.O.S. A110 -BR 0 8' FIT 9'-0" N 3'-11 1/2" 2'-6 1/2" N (.Do 6,' �1 0'-6" 19 FIRST FLOOR PLAN - BR SCALE: 1/4" = 1'-0" mi 12'-10" 10 J 4'-0" 0'-5" �I F.O.S. 0 :k& 0 0 lT U, W O F.O.S. 5 FIREPLACE OPT. LO A103-B)R SCALE: 1/4" = V-0" 5'-6" 6" O C O Od EQ EQ 0 M 6 FIREPLACE OPT._ SCALE: 1/4" = 1'-0" PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, LINO. 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. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, LINO. 6. ALL EXTERIOR WALLS TO BE 2X6, LINO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING WITH INSULATION PER CODE REQ. 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CELING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 -MIN. FIRE -RATED DOOR W/ SELF -CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE W/ MICROWAVE ABOVE 32 OPT. TECH DESK 33 SHOWER / PAN PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 34 OPTIONAL PLUMBING ROUGH -IN 35 PEDESTAL SINK PER BUILDER'S SPECIFICATION 36 EXTERIOR RAILING AS REQUIRED, PER BUILDER'S SPECIFICATIONS 37 FIREPLACE, PER BUILDER'S SPECIFICATIONS 39 DOWN SPOUT - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER —BOX MANTLE, PER BUILDER'S SPEC. 0 O —DIRECT VENT GAS FIREPLACE, PER BUILDER'S SPEC. First Floor - T.O. Plate First Floor ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com o�whe�t 6>�'/ang ox J\y\o� KK M SH PROJECT NO: 2018013.20 ISSUE DATE: M REVISIONS: HALL r308O 9'-0" CLG. MOM W ■ U70 ° SHEET TITLE: FIRST FLOOR PLAN JL -BR J 5068 p FULL LIGHT ■. , U W O-2 a) p 00 w 7 _ 00 STUDY ao N � a) 9'-0" CLG. M 04 O z PO C'H . W o pZ3Z CO o0 U ?� LO - U) (C). N O , a) N _ _'(2) 2656 FX ., ,,SLOPE- ',-,SLOPE- _ • ,- - -' - - 91, - Cy) 19 FIRST FLOOR PLAN - BR SCALE: 1/4" = 1'-0" mi 12'-10" 10 J 4'-0" 0'-5" �I F.O.S. 0 :k& 0 0 lT U, W O F.O.S. 5 FIREPLACE OPT. LO A103-B)R SCALE: 1/4" = V-0" 5'-6" 6" O C O Od EQ EQ 0 M 6 FIREPLACE OPT._ SCALE: 1/4" = 1'-0" PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, LINO. 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. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, LINO. 6. ALL EXTERIOR WALLS TO BE 2X6, LINO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING WITH INSULATION PER CODE REQ. 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CELING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 -MIN. FIRE -RATED DOOR W/ SELF -CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 28 TUB, PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE W/ MICROWAVE ABOVE 32 OPT. TECH DESK 33 SHOWER / PAN PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 34 OPTIONAL PLUMBING ROUGH -IN 35 PEDESTAL SINK PER BUILDER'S SPECIFICATION 36 EXTERIOR RAILING AS REQUIRED, PER BUILDER'S SPECIFICATIONS 37 FIREPLACE, PER BUILDER'S SPECIFICATIONS 39 DOWN SPOUT - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER —BOX MANTLE, PER BUILDER'S SPEC. 0 O —DIRECT VENT GAS FIREPLACE, PER BUILDER'S SPEC. First Floor - T.O. Plate First Floor ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com o�whe�t 6>�'/ang ox J\y\o� r� TT JMILLIAFz B-2187 DRAWN BY: KK M SH PROJECT NO: 2018013.20 ISSUE DATE: M REVISIONS: MOM W ■ U70 ° SHEET TITLE: FIRST FLOOR PLAN JL -BR J p CO ■. U W O-2 a) p Q w 7 _ 00 o ao N � a) J M 04 O z J�-t� w W o pZ3Z U o0 U ?� U) a) V Cy) r� TT JMILLIAFz B-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: FIRST FLOOR PLAN SHEET NUMBER: Al 03 -BR A111 -BR F.O.S. 1 34'-0" 8'-0" 8'-0" 2'-10" 8'-9" 6'-5" .� "I vi (2) 3056 SH O EGRESS I I I I I I 17 I _ BEDROOM 3 VOLUME CLG. ih (V I _ I � I I I I I I I I 0 I 8'-9" 1 4'-8 1/2" 1 �1 3680 I 48" x 32" = SHOW CC m 33 P 3 SHOWER PAN OPT. 104-B SCALE: 1/4" = 1'-0" F.O.S. A110 -BR O zo I a ILo I I MASTER BATH 26 9'-0" CLG.Lj I I I I F.O.S. 2 5 -PIECE BATH OPT. 104-B SCALE: 1/4" = 1'-0" o Li N O N 73 W _ Co Co 00 m J O a� N N @ N 2 ) N (7 N s v a 1 � U 0 39 2030 FX ° - - - - I 30 9'-0" CLG. o I i a 30 N I I - I N W ?$ �� o ~� BATH 3 Lo (o 28 3 9'-0" CLG. 2 68 N N 1 I A104 -BR 2R 2S N 5S ------ 1 N MECH. 9'-0" CLG. 5'-0" CO1.4 W.I.C. r---� I ih tY 9'-0" CLG. I — I bo 12'-0_1/2" bo 3'-111/2" 1'-7" ��— —------- -----jj__ -- 1N I I 1 33 1 4 'x34" N I 1 1 LLL d SH > Cl) I O PA C) I-_ Cl) z I 5'-3' I z I 6T @ 1C WAL bo 42" K4EE 16" BENCHbo '1 GLAZING 10'-7" I 0'-4" 6'-1 ABOVE MASTER BAT 3'-8" i 7T @ 10 1 9'-0" CLG. I (o 1 2468 1 3'-9 1/2" 3'-9 1 /2" -4" l o l I 1 o I "' I 30 Lo I 23 N N I — 3068 BARN DOOR _10 N 2 Cl) A104 -BR ' I 4 I N � I `1' 17'-61/2" F.O.S. 01 N I MA ITER BEDROOM VOLUME CLG. I I I I I 17 I I I I I I I -------1------- 056 SLDF EGRESS EQ EQ 7'-6 1/2" EQ 34'-0" 2 A110 -BR "O 610 00 N (2) 3056 SH EGRESS 12'-4 1/2" M BEDROOM 2 9'-0" CLG. 00 O N F.O.S. 9 O Lo N O Lo N 4'-0,1/2'Z 3'-11 " CO CO 8'-5 1/2" CD M 6'-6 1 /2" 0'-6" �I 1 U I 00 2468 ' 0 I0 o 2'-6 112" - - - - - --J 1R 1S o 5'-7 1/2" III 1 o ----___= J co I I AUNDRY 23 V♦ iH z 18 2868 9'-0" CLG. I OPT. BATH 2 O lo- m ° - - - - I 30 9'-0" CLG. o I i a 30 N I I - I N W ?$ �� o ~� BATH 3 Lo (o 28 3 9'-0" CLG. 2 68 N N 1 I A104 -BR 2R 2S N 5S ------ 1 N MECH. 9'-0" CLG. 5'-0" CO1.4 W.I.C. r---� I ih tY 9'-0" CLG. I — I bo 12'-0_1/2" bo 3'-111/2" 1'-7" ��— —------- -----jj__ -- 1N I I 1 33 1 4 'x34" N I 1 1 LLL d SH > Cl) I O PA C) I-_ Cl) z I 5'-3' I z I 6T @ 1C WAL bo 42" K4EE 16" BENCHbo '1 GLAZING 10'-7" I 0'-4" 6'-1 ABOVE MASTER BAT 3'-8" i 7T @ 10 1 9'-0" CLG. I (o 1 2468 1 3'-9 1/2" 3'-9 1 /2" -4" l o l I 1 o I "' I 30 Lo I 23 N N I — 3068 BARN DOOR _10 N 2 Cl) A104 -BR ' I 4 I N � I `1' 17'-61/2" F.O.S. 01 N I MA ITER BEDROOM VOLUME CLG. I I I I I 17 I I I I I I I -------1------- 056 SLDF EGRESS EQ EQ 7'-6 1/2" EQ 34'-0" 2 A110 -BR "O 610 00 N (2) 3056 SH EGRESS 12'-4 1/2" M BEDROOM 2 9'-0" CLG. 00 O N F.O.S. 9 O Lo N O Lo N 4'-0,1/2'Z 3'-11 " CO 8'-5 1/2" CD M 6'-6 1 /2" 0'-6" �I 1 114 00 �8'-0"SOFFIT L - - - - - - --J 1R 1S 70O ----___= J L_ L JO AUNDRY 23 V♦ )N 18 2868 9'-0" CLG. I OPT. O � G O I �—o Q w 7 _ 00 co 0 04 N IICoJoe D°I a--+ O Z J04 M ow�W0- IL J N 0 C? O o n0--3/2" Z °O r - I OO 4'-6 1/2" 8'-5 —1/?" J 'E 6'-7" 0'-6" --- ----- ----� OPT. 24 �8'-0" - SOFFIT 18 _ - 12'-5 1/2" 3'-5 1/2" LOFT q VOLUME CLG. 4'-8" 2020 SECOND FLOOR PLAN - BR SCALE: 1/4" = V-0" 4'-4" 4'-0" F.O.S. N 00 N IT N 0 Lo vi O O A11? -BR zo Lo PLAN NOTES 1. ALL DIMENSIONS INDICATED ARE TO FACE OF FRAMING OR STRUCTURE, UNO. 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. ALL WINDOW DIMENSIONS ARE SHOWN TO CENTERLINE OF ROUGH OPENING. 5. ALL INTERIOR PARTITIONS TO BE 2X4, UNO. 6. ALL EXTERIOR WALLS TO BE 2X6, UNO. 7. PROVIDE WOOD FRAMING SPACED NO GREATER THAN 16" O.C. WITHOUT BLOCKING AT TUB/SHOWER SIDEWALLS AND CEILINGS, 24" ON CENTER WITH BLOCKING WHEN USING 1/2" DENSSHEILD TILE BACKER, OR 24" ON CENTER WITH 5/8" DENSHSHIELD FIREGUARD (20 GAUGE STEEL STUDS ARE REQUIRED FOR TILE APPLICATIONS). PLAN KEYNOTES 1 CONCRETE FOUNDATION WALL PER STRUCTURAL, DAMP-PROOF WHERE BELOW GRADE 2 LINE OF FOUNDATION / GRADE BEAM ABOVE, PER STRUCTURAL PLANS 3 CONCRETE SLAB, PER STRUCTURAL PLANS 4 COLUMN PER STRUCTURAL PLANS 5 FURNACE, COORDINATE W/ MECH. 6 WATER HEATER, COORDINATE W/ MECH. 7 FLOOR DRAIN 8 SUMP PIT & ELEC. PUMP, COORDINATE W/ MECH. 9 SOIL GAS MITIGATION SYSTEM, COORDINATE VENTING 10 WALL FURRING WITH INSULATION PER CODE REQ. 11 22" x 30" ATTIC ACCESS HATCH 12 WOOD STAIRS, FINISH PER BUILDER 13 WOOD HANDRAIL, PER APPLICABLE CODES 14 HOSE BIBB, VERIFY LOCATION W/ BUILDER 15 BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 16 UPPER CABINET PER BUILDER'S SPECIFICATIONS 17 SOFFIT OR LINE OF CELING PLANE CHANGE ABOVE 18 42" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL 19 EGRESS WINDOW WELL WITH LADDER PER APPLICABLE CODES 20 DWELLING / GARAGE SEPARATION PER APPLICABLE CODES 21 SOLID WOOD 20 -MIN. FIRE -RATED DOOR W/ SELF -CLOSER, PER APPLICABLE CODES 22 PROVIDE 5/8" TYPE "X" GYPSUM BOARD TO UNDERSIDE OF ENCLOSED USABLE SPACE AT STAIRS AND LANDING 23 OPTIONAL BASE CABINET AND COUNTERTOP PER BUILDER'S SPECIFICATIONS 24 OPTIONAL UPPER CABINET PER BUILDER'S SPECIFICATIONS 25 36" COOKTOP 26 TUB, PER BUILDER'S SPECIFICATIONS 27 CONCRETE CURB LINE, TYP. AT ALL GARAGES 'S SPECIFICATIONS - SEE PLAN NOTE #7 28 TUB, PER BUILDER 29 36" FRIDGE SPACE 30 WATER CLOSET 31 36" RANGE W/ MICROWAVE ABOVE 32 OPT. TECH DESK 33 SHOWER / PAN PER BUILDER'S SPECIFICATIONS - SEE PLAN NOTE #7 34 OPTIONAL PLUMBING ROUGH -IN 35 PEDESTAL SINK PER BUILDER'S SPECIFICATION 36 EXTERIOR RAILING AS REQUIRED, PER BUILDER'S SPECIFICATIONS 37 FIREPLACE, PER BUILDER'S SPECIFICATIONS 39 DOWN SPOUT -VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com o�whe�t C-) ` � `' 4�1 6>G�/ang ox J\y\o F 0-2187 deo AR&' DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: SECOND FLOOR PLAN SHEET NUMBER A1 04 -BR M O O 00 U 70O J L_ L JO V♦ .. U WWC O � G O Q w 7 _ 00 0 04 N a--+ O Z J04 M ow�W0- z 0 0 O 3 Z OO V TT� VJ Lo F 0-2187 deo AR&' DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: SECOND FLOOR PLAN SHEET NUMBER A1 04 -BR aW x Lo CO M 66 x O J N Q N O N � x co N (' N r� as � U 0 F.O.S. F.O.S. 4 LEFT - GARAGE OPT. 110-B SCALE: 1/4" = 1'-0" Second Floor -t Floor - T.O. Plate First Floor ,ement - T.O. Plate LEFT ELEVATION 110-6 SCALE: 1/4" = 1'-0" F.O.S. II II II II II II � I 1 I Second Floor First Floor - T.O. Plate First Floor Basement - T.O. Plate FRONT - GARAGE OPT. SCALE: 1/4" = V-0" 3 A110 -B If I I I I I I I I I I I I I I I I I I I I I I I I I L_ 19'-4" lasement - T.O. Plate Basement z J a w w CO CO w ELEVATION NOTES 1. ELEVATION DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2. GRADE LINES INDICATED ARE APPROXIMATE. BUILDER TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT. PROVIDE POSITIVE SLOPE GRADING AWAY FROM STRUCTURE AT EACH LOT. 3. REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND BEARING INFO. 4. TYPICAL WINDOW HEAD HEIGHT TO BE AS FOLLOWS, REFER TO ELEVATIONS FOR NON -TYPICAL CONDITIONS: BASEMENT: 7'- 1"A.F.F. FIRST FLOOR: 8'- 1" A.F.F. SECOND FLOOR: 8'- 1" A.F.F. 5. ALL MANUFACTURED TRIM AND SIDING MATERIALS SHALL BE PAINTED. 6. ALL EXPOSED WOOD POSTS, BEAMS, AND TRIM SHALL BE PAINTED PER FINISH SPECIFICATIONS. 7. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS. COORDINATE LOCATIONS w/ BUILDER. ELEVATION KEYNOTES - BR 1 ASPHALT SHINGLES 2 LAP SIDING W/ 5" REVEAL 3 LAP SIDING W/ 7" REVEAL 4 BOARD AND BATTEN SIDING 5 PAINTED TRIM, SMOOTH FINISH 6 GUTTER - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER 7 STONE VENEER 8 GARAGE DOOR PER SPECS 9 8'- 0" ENTRY DOOR PER SPECS 10 EXTERIOR RAILING AS REQUIRED, PER BUILDER'S SPECIFICATIONS F.O.S. F.O.S. - - - - - - - - - - - - - - - - - - - 2 FRONT ELEVATION 110 -BR SCALE: 1/4" = V-0" ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com 0-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: BUILDING ELEVATIONS SHEET NUMBER A1 1 0 -BR M M O O 00 U O 70 L J p Cl) .. U W O-2 a) p Q LLJ�_ _ 00 0 04 N � a--+ CU a) Z J M 04 O z J W � > W 0 a p � �Z U o0 U ?� U) a) Cy) M 0-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: BUILDING ELEVATIONS SHEET NUMBER A1 1 0 -BR F.O.S. F.O.S. II I II L II II II II I II II II I I �-- I F.O.S. O N O N aW x M 66 x O J N Q N O N � x N (' N W CO as � U 0 (__2 RIGHT ELEVATION t11 -B SCALE: 1/4" = 1'-0" II II II II II II II II M 11 F.O.S. F.O.S. REAR ELEVATION 111-B SCALE: 1/4" = 1'-0" nor - T.O. Second nor - T.O. Plate F.O.S. First Floor ent - T.O. Plate - T.0 recon - T.0 Firs - T.O. Plate z a w w co co w ELEVATION NOTES 1. ELEVATION DRAWINGS DEPICT DESIGN INTENT ONLY. SEE STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING SPECIFICATIONS. 2. GRADE LINES INDICATED ARE APPROXIMATE. BUILDER TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT. PROVIDE POSITIVE SLOPE GRADING AWAY FROM STRUCTURE AT EACH LOT. 3. REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE AND BEARING INFO. 4. TYPICAL WINDOW HEAD HEIGHT TO BE AS FOLLOWS, REFER TO ELEVATIONS FOR NON -TYPICAL CONDITIONS: BASEMENT: 7'- 1"A.F.F. FIRST FLOOR: 8'- 1"A.F.F. SECOND FLOOR: 8'- 1"A.F.F. 5. ALL MANUFACTURED TRIM AND SIDING MATERIALS SHALL BE PAINTED. 6. ALL EXPOSED WOOD POSTS, BEAMS, AND TRIM SHALL BE PAINTED PER FINISH SPECIFICATIONS. 7. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL ROOF DRAINAGE CONDITIONS. COORDINATE LOCATIONS w/ BUILDER. ELEVATION KEYNOTES - BR 1 ASPHALT SHINGLES 2 LAP SIDING W/ 5" REVEAL 3 LAP SIDING W/ 7" REVEAL 4 BOARD AND BATTEN SIDING 5 PAINTED TRIM, SMOOTH FINISH 6 GUTTER - VERIFY ALL GUTTER AND DOWNSPOUT LOCATIONS IN FIELD WITH BUILDER 7 STONE VENEER 8 GARAGE DOOR PER SPECS 9 8'- 0" ENTRY DOOR PER SPECS 10 EXTERIOR RAILING AS REQUIRED, PER BUILDER'S SPECIFICATIONS 4 t ■ DESIGN ARCHITECTURE PLANNING LANDSCPE ARCHITECTURE DTJ DESIGN, Inc. 3101 Iris Avenue, Ste. 130 BOULDER, CO 80301 T 303.443.7533 www.dtjdesign.com 0-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: BUILDING ELEVATIONS SHEET NUMBER A111 -BR M M O O 00 U O 70 J � L J p .. U WWC O N � G p Qw �_ _00 D 00 N � a", CD � Z J 't 04 O z .j W d- > W o a 0Z C) o O a) n M 0-2187 DRAWN BY: KK CHECKED BY: SH PROJECT NO: 2018013.20 ISSUE DATE: 02/26/2021 REVISIONS: SHEET TITLE: BUILDING ELEVATIONS SHEET NUMBER A111 -BR Re En N BY Of cc ul EMK CONSULTANTS, INC. LAND DEVELOPMENT D EXCEPTIONS TAKEN ALONG THIS WALL y , NOTE: LOWER SIDING OR '-Y( .�\ SERVICES AND SOLUTIONS FINISHED GRADE 3/31/2021 ENGINEERING ®SURVEYING It. www.EMKC.com NMENFS: Agrading certifca[in with ILC or 7006 SOUTH ALTON WAY, BLDG. F CENTENNIAL, COLORADO 80112-2019 (303)694-1520 PLOT PLAN TOF=78.9 JOB NO.:00 DRAWN BY:: GWR GWR TRACT Q STATION 53, LLC (SKYLINE ESTATES FIL. 1) DATE: 02/22/2021 **OPTIONS: -FULL BASEMENT -9' BASEMENT WALLS -2-1/2 CAR GARAGE -F.P.® GREAT ROO f? w%1C�t'- APPROVED yY atYitl IM Cdei CdaCl lMi. Mike Theisen 04/08/2021 Plans 4sa,ni Dolt ..YAfY diWNI M.�,M�Jp.Pun,MM°E ^e.HA.ie'Y 11,e �_.ee?1 ek. 1,.H) ttr4ridv,'^aReia>. 1�'m. ,trm" lnw...iwwY..wup .aflrrvuf+ar�vP.o�r r{w6FMN+w1MwK Iowed by the City of Wheat Ridge A **NOTE: reeding Division STEP GRADE EXCEPTIONS TAKEN ALONG THIS WALL y , NOTE: LOWER SIDING OR '-Y( .�\ LINE TO ACHIEVE Jordan Jefferies FINISHED GRADE 3/31/2021 SHOWN. THIS MAY It. AFFECT NMENFS: Agrading certifca[in with ILC or FOUNDATION dated CCP required priorto CO DESIGN. Reviewed for Zoning Compliance by the City of Wheat Ridge Planning Division APPROVED BY: DATE: 3/19/2021 COMMENTS: 9 PHE. OA 1 ry 2% IS ,AD � � o H7 1 AD�R j7 9 �� FOUNDATION 1^ DG=p WALL (TOF) 12• u PATio y , NOTE: LOWER SIDING OR '-Y( .�\ N 18.0' w SF2 0 0 _ BACKCOUNTRY RANCH #5394 o rn FULL BASEMENT N 9' WALLS FF -80.1 TOF=78.9 24A ONE 6 XE �77 5AB RISER 9. naaRox. SLAB FOUR }" RISERS N+ 14% a b2 DG= EXTENDED 2 CAR GARAGE 24 TOF=78.9* p 0% 1.0' 4 PORCH n �n o h i�4 " 7*a RISERS yI alo ry,�0 �6'90, 1 \ 000"11 �p REG ; w S.'jf� O �1' N89'57'46"W 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 SUM 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. �NJheat U~ /Xl%0 CIDO G"O/ng D� c o� ;6 J (n 0 TRACT A U.E.=UTILITY EASEMENT **NOTE: S.E.=SIDEWALK EASEMENT DROP GARAGE FLOOR AN DS=DROP SIDING/GRADE ADDITIONAL 14" (22" TOTAL) NOTE: RAISED FOUNDATION WALL (TOF) y , NOTE: LOWER SIDING OR '-Y( .�\ NOTE: ADJUST GRADE AS VENEER ALONG SHOWN TO ACHIEVE THIS WALL LINE. INDICATED SLOPE. LEGAL DESCRIPTION 5394 PIERSON COURT, LOT 9, BLOCK 1, QUAIL RUN FINAL PLAT, CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON, STATE OF COLORADO SETBACKS FRONT: 10' HOUSE, 15' GARAGE (BOW) G R A P H I CO, S C A REAR: 15' SIDE: 5' SIDE -CORNER: 10' 1 22 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 a 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 TITD410 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 16" 16" 1T 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 9'1 #4'S @ 18" O.C. (2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C. UPTO10'i #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" 1 6 12" - 16" 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 0o 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 04/08/2021 Plans Eaancaw Opts 1fYbe�a�l me.+ws�•Mr•w..t.. +rF+..+utY�e+�l.Ntw •'Yww�btweJ+•wlon•I��.h var•+l'4 •^w wrnMk am 9)�ry..rass Mawu�p mM.v ar �r^fi olo�o.. wpm. r.,...-e..w,�M.*r•..m.,.�r n,», �vuba. �.a>•a: n as mrM.•.ar.ocs 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 P%4 V 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),2X&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"ICAND 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 23 STUD SPACING SCHEDULE NAILS 6 6 4 PANEL EDGES 8d 12 6 6 PANEL FIELD WALL HEIGHT HOLD DOWN NOTES DOWN 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 @ 3'-0" 2X4 16" 16" 16" 12" - - - - 7/16" PLYWOOD / OSB EXTERIOR 8d @ 12" ---- -- 2x 1/2" AB @ 2'-0" 16d @ 8"1 PER PLAN L=AS SHOWN PER PLAN 56 24" 16" 16" 16" 1T 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" ---- ----- 16" 1/2" AB @ 4'1 2X6 1 24„ PER PLAN CAI CRIVR sMRMVC VVMLLJ JIIMLL OC P%4 V 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),2X&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"ICAND 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 23 PANEL LOCATION NAILS 6 6 4 PANEL EDGES 8d 12 6 6 PANEL FIELD 8d I nw lr! 11MA'd 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 :T. (INCLUDING FT. OVERHANG J 0 low0 0 !� o� 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 T ABW-1 7/16" PLYWOOD / OSB 8d @ 4" 8d @ 12" 15g @ 3", 2" LONG 15g @ 12", 2" LONG 2x 1/2" AB @ 3'-0" 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'-0" 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 I GB -3 5/8" GYPSUM BOARD 6d @ 4" 6d @ 7" ---- ----- 2x 1/2" AB @ 4'1 16d @ 12"1 PER PLAN 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.evstudio.com gm U Cl J U. J U) 0 0 '< 0 0 U Z n< Lo 0 CD 101 I 0 U 19356 0 U 0) 70 COPYRIGHT 2021 This document s an instrument of service, 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: 03/08/2021 DRAWN BY: _BV CHECKED BY: RRM GENERALNOTES SG0.0 HOLD-DOWN SCHEDULE "i 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.evstudio.com gm U Cl J U. J U) 0 0 '< 0 0 U Z n< Lo 0 CD 101 I 0 U 19356 0 U 0) 70 COPYRIGHT 2021 This document s an instrument of service, 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: 03/08/2021 DRAWN BY: _BV CHECKED BY: RRM GENERALNOTES SG0.0 1" 6 1' 3 w (3)2xPOST 3/4" 8 FLOOR RE REINFORCING 3' MIN ° Wstudio -' PLATE TE /(4) SHEATHING SCHEDULE RE REINFORCING "DIA. SCHEDULE STEEL COL PER PLAN - EXPANSION Denver, CO PLATE ON LEVEL BOLTS ;LATE SETS/ - ' OSB. NAIL PER �'������������ BUILDER MAY ELECT TO EXTERIOR SHEATHING DIAMOND SHAPED NONSHRINK STEEL coL., RIM Evergreen, CO RE'. FRAMING BLOCK-OUT FOR COLUMN. OR RE PLAN BOARD SCHEDULE d CAST 8" MAY CONC HAUNCH g 2x STUDSRE FRAMING FILLw/ CONC AFTER COL. 6•_ A I _ IS SECURE i 0"MIN 1"EXP .JOINT COLT w/16d@g�PT ATE • SECTION A-A@>3"DI A. COL .I, ?•11,11��'•�• (2)-#6x6'0"J �� MATERIAL SLOPE/F MINIMUMwo� 303.670.7242 CONC. SLAB A A EXPANSION w O SIZE "• CAST IN PLACE ee 2x CONT. PLATE w/1/2"DIA CONTRACTOR TO PROVIDE I+•P u,. I Il:',' •.:. < _���������� design@evstudio.com 10 PER PLAN BOLTS A.B. W/8"EMBEDMENT@ VAPOR BARRIER AT NON �.� ",• STRAPTIE HOEDOWN PER 4R E W/. & WITHIN 1'-0" OF TREATED WOOD IN ` � 1" 6" 1" 1 1" "I ' '. � !% �: " m5 eCtons eVStUd O.COm EACH END OF EACH PIECE CONTACT W/ CONCRETE — I 1/4 PLATE w/ EXPANSION PLAN E�' ��'�' "`•" •' .'i �'� �• ` r li (EMBED AT TIME OPDOONC. 6' O MIN o z • • 8 ' LACE OPTION www.evstuaio.com MINIMUM OF (2) TOP SLAB RE FRAMING BATHING O FOUNDATION �� .I II�� I � � r MANUFACTURER (3)2x POST w oc z �� I ��� 4" OR PATTTOO FBARS OR ADD SCHEDULE LE I CONCRETE --\ E TE II SEE FRAMING PLAN FOR RE FND PLAN � � � . I r FACTURER'S I � 9 I OR PATI O RE • ABOVE HAUNCH OF SILL PLATE. 4 DIA PLACEMENT) O _ • e Imo' • �" S�24 AP�INOG OEBLOCKING Rzo F POR SIZE �1 -'F SECTION A-A(cb 3"DIA. COL SHEATHIINNG \ BAC COMP OIL AND P ® ® ® • • • WASHERAND STEEL 4 CONCRETE ,S OR FLOOR PORCH/PATIO I 1 BASE PLATE W ARCH'L REPAIR ul SIGHED. 91 Ild 8�� y (2)#6xS 0" ACT PER ° HOLE ORS ND 122 UT II 11/2"CLEAR 2 TYP. RE HANGER TABLE m REINF. PER III'"' 11 i14x �L@EACH CORNER RIM : 1 ���� GEOTECHNICAL REPORT 2 68DIAMETER CAST II ( )#6CONT. TOPTVP. RE'. BOARD SII FOUNDATION WALL O I:_ III BUILDER MAY ELECT TO USE O S.B. NAIL PER SCL O PVC PIPE. • d REINFORCING SCHEDULE NATIVE SOIL OR Fj— MANUFACTURER'S DETAIL FOR COUPLER NUT SCHEDULE z SEAL WITH QEW heat COMPACTED FILL BASE ANCHORING WHEN IFNEEDED. S / PLACE HAUNCHES AT 6-0 oc. MAX. TENSION TIE �. BITUMINOUS SEALANT ♦ II' I " 1 MONOPOST PLATE DIFFERS w ,��, 0. • II NOTE. BASEMENT FLOOR OR '�11 II • FROM PLATE IN THIS DETAIL HOEDOWN RE — BRACING MUST BE INSTALLED U �ocoo=— -- _-�------- RE TWO ANCHOR OPENINGS FRAMING PLAN JOS SYSTEMS PLASTIC HAUNCH OR PRE -CAST --. ——gyp-+— JOS SYSTEMS PRIOR TO BACKFILLING. t' ! VS. FOUR ANCHOR OPENINGS I _ �';'.Y +'Y:. BOLT HAUNCH BY OTHER MAY BE USED. PRECASTPLASTIC HAUNCH AS L TO HAVE AT MINIMUM 1/2"COIL RODx 18"ANDi14 BAR ALL AROUND. PROVIDE SUBMITTAL OF SUPPLIED BY BARYON III—II —11 —III -11. III -11 ,u : 5/8 DIA ALL THREAD ---- .,: SUPPLY p;�d �0 SEE PLAN Y � � �.'..:1 C r: i � L � � ��� .:'�. r: i BOLT w/ S' EMBEDMENT PRECAST CONCRETE HAUNCH PRIOR TO USE. �R8 D5 BASEMENT WALL SECTION MPS°NET-HIP PATIO PORCH STEEL COLUMN FND @ GARAGE EPDXY OR EQUAL DOWN ©PATIO PORCH Z WALL STEP SECTION HAUNCH DETAIL 3/4„ = 1,-0" 13 N.T.S. EXTERIOR SHEATHING PROVIDE 1"DEEP COLUMN RE 'O DIA ,R OR EPDXY FRAMING PLAN RE FRAMING CONTROL WOODOR LUMN w/ AB66 BASSOSTANDARD WEDGED ALL THREAD BOLT JOINTSAROUND PLATER TACHE SE ORPT.2x4 BONDED ALL EMBED ENT 2x STUDS RE FRAMING COLUMNS PLATE ATTACHED E (2) LA DIA. w/4 EMBEDMENT. COLUMN BASE BUILDER MAY ELECT TO USE 2x CONT. PLATE WEDGE ANCHORS EA. PLATE RE FRAMING PLAN M MANUFACTURER'S DETAIL FOR 1 BASE ANCHORING WHEN w/16d@8"oc 4"CONCRETE SECTION. BEAR ON TOP OF SLAB MON RE'. TWO ANCHOR OPENINGS DEEP CONTROL fl M FROM PLA T PLATE DIFFERS FLOORSLAKE SLAB ADE FROM PLATE IN THIS DETAIL _ VS. FOUR ANCHOR OPENINGS RE FRAMING JOINTS @R200 SAF MAX —S Fo REFRAMING 1� 6�� w 2x CONT D TYR) • '• 0� Ik HOLD TOP OF WALL DOWN '! - AND POUR SLAB OVER WALL EXTERIOR SHEATHING 0 TIMBERSTRAND OR LP RIM BOAR _ 0 6�� _ J�:�4"PLATE w/(4J PLATEw/12"DIAxL__ __ __ _ __ _ 2x STUDS RE FRAMING 1/4"PLATEw/(4) 4"DIA. A.B. W/8"EMBEDMENT@ 3 I N WALL_I (2)#6 BARS TOP IR EMBEDMENT OF _ EXPANSION BOLTS `o STEEL ION BOLTS w m II SEACH END EE PLAMI FRAMING PLAN FOR • I REINFORCING SCHEDULE II II! • &BOTTOM 2x CONT PLATE w/12" 10� W 0 OC &OF EACHIN H PI ECE OF • z 11 II AB W/8 T STEEL COL., RE IL PLATE _ (2)#4 IL'll • J'd FOUNDATION WALL 4'-0"OC.&WITHIN 1'-" 71 H VERTICAL Ildl " •a EACH END OF EACH PIECE OF R FLOOR FILL PER .. �' II • RE FND PLAN SILL PLATE. II II JOIST SIZE AND SPACING OR GEOTECH II O ill 1/2"CLEAR II• I JICU (� II BLOCKING @24"OG REPORT o IM WO IF II m II Ilk 112 EXP. JOINT SECTION A (b 3" DIA. COL SECTION A @>3" DIA. COL L _(�________��_ O G II 8"U.N.O. 4"VOID FORM 1i I11 I MATERIAL II 2) #5 COLT TOP O RE'. FOUNDATION WALL u 4" CONCRETE SLAB ON GRADE II REINFORCING SCHEDULE c ".. G II SCORE SLAB w/1"DEEP II z •II A \ II 8"UNCI. CONTROL JOINTS 200 S F. m n II z i O O MAX (TYP) OR CUPOLEX FLOOR "II RE FOUNDATION WALL C BY OTHERS DIAMOND BLOCK _ REINFORCING SCHEDULE POST FOUNDATION STEEL COLPER PLAN F - I Q < II OUT FOR COLUMN. FILL w/ o I o MUN V II CONC AFTER COL. IS SECURE PLATEON NONSH SHRINK RIGID FOAM INsuLATION, SET w/NON SHRwK GRouT II m� "3/4" = 1•_0••RE.ARCH GONG. PAD FOOTING PER ASNEEDED WPLAN AND SCHEDULE. 0 RE'. FOUNDATION WALL i14xL @SAME SPACING AS EXPANSION BOLTS REINFORCING SCHEDULE 8��WALLSTEELIGONG. SLAB PER PLAN A z II EXTERIOR SHEATHINGO • RE'. FOUNDATION WALL REINF. PER SIGHED. Q I I RE FRAMING 0 0) REINFORCING SCHEDULE a II 2x STUDS RE FRAMING z RE'. FOUNDATION WALL •" W 70 " I I w/16d @g�POLATE I REINFORCING HED PATIO PERIMETER SECTION O MLS II 2)#5 CONT. ROT 3/4" = 1•-0" FLOOR SHEATHING UD W It RE FRAMING _ w • ..• �� E________________________3 o o TIMBERSTRAND OR LP RIM BOARD 4_ �L @ MATCH VERTICAL /�� U �TiR+-�TiR+AT0.++ �1T 8 8" WALL STEEL w SEE FRAMING PLAN FOR FLOOR �AVI m #4x @ SAME SPACING AS RE'.TOPLAN 4 O II 0 BLOCKING GO 1 NG OR q . SEE PLAN JOIST SIZE AND SPACING E TYPICAL OLT 6UNO 8" WALL STEEL OMIT DOWELS @ VOID N SECTION FOR ADDMEONTAL I V ORM ONLY INFORMATION. "DIA x10 II A B. W/8 EMBEDMENT @ Clio 1 1 WALKOUT FOUNDATION SECTION 1 STEEL COLUMN FND BASEMENT 9 CRAWLSPACE WALL SECTION m h I, °"°°&WITHIN I'°"GF = +� M N.T.S. N.T.S. 3/4" = 1�-0" 0\ r ai EACH END OF EACH PIECE / n II EACH SILL PLATE V RE'. FOUNDATION WALL II II REINFORCING SCHEDULE I II Lo RE FOUNDATION WALL I� II .� .�'. 1112'CLEAR REINFORCING SCHEDULE 19356 AT SIM, SERE DETAIL EDGE NAILING 11• d 11 NOTE BASEMENT FLOOR OR - 1 11 1/2" CLEAR • II TOP BARS WINDOW BLOCKOUT (2) #5 CONTINUOUS BOTTOM BARS BEAM POCKET, �I THICKENED SLAB OVER RE REINFORCING SIZE PER PLAN. EXTEND BARS 3'-0"MINIMUM � i 8"UNCI. SCHEDULE > SOLID GROUT. BEYOND EACH SIDE OF III CONTINUOUSTOP BAR OND , HOLD OF r W WINDOW _ - ,BEV AT GARAGE DOWN AT GARAGE DOOR RE REINFORCING II AND POUR SLAB OVER EXTERIOR SHEATHING 11/2" SCHEDULE TOP BAR, TURN WALL � RE FRAMING z CLEAR RE REINFORCING 90° @EDGE OF OPENING II a SCHEDULE TOP (2)#4 VERTICAL BARS @EACH (1)#6 BAR 24" FOUNDATION 2x STUDS RE FRAMING RE'. FOUNDATION WALL - BAR, TURN 90°@ WALL REINFORCING LL EDGE OF MIN. LENGTH SCHEDULE TOP AND BOTTOM ROW OF 10I 2x CONT. PLATEDIAx `T OPENING STACKED & WELDED A B. 8" EMBEDMMENTNT @ STEEL STEEL SHIMS AS TOW @ 96'-0" RED'D, 2"MAX. 4'-0" O C. &WITHIN 1'-0" OF 0 EACH END OF EACH PIECE OF TYP. BEAM POCKET II LPLATE SILL PLATE. U m 6 _ II II II RE'. FOUNDATION WALL oc N.T.S. REINFORCING SCHEDULE OPENING, EXTEND BARS 3 0 EXTEND Ir 114 x a�L SAME SPACING AS I 112 EXP. JOINT MATERIAL 8 WALL STEEL II OF WINDOW �_164" a U OMIT DOWELS 9 VOID it 4" CONCRETE a SLAADE, SCORE '+ 1 D SLABB 1 DEEP j w/ w/ oc II CONTROL JOINTS 9200 0 0 PROVIDE NON -METALIC MATERIAL SF MAX MAX QYPJ p AS NEEDEDTO PREVENT BARS _ I FROM CONTACTING WINDOW BUCK FILL PER GEOTECH. (2)#5 CONTINUOUS _ d II 8"CONCRETETYP LL cc o TOP BARS WINDOW BLOCKOUT (2) #5 CONTINUOUS BOTTOM BARS (2) 4,4 BARS TOP OF OPENING p �I THICKENED SLAB OVER w EXTEND BARS 3'-0"MINIMUM � i 8"UNCI. THE DEPRESSION > O BEYOND EACH SIDE OF III ®1SNlgOISYir HOLD OF 1lPi O W WINDOW _ (2) 4,4 BARS TOP OF OPENING p �I THICKENED SLAB OVER w EXTEND BARS 3'-0"MINIMUM � z 8"UNCI. THE DEPRESSION > O BEYOND EACH SIDE OF HOLD OF i W WINDOW _ - II AT GARAGE DOWN AT GARAGE DOOR oOF II AND POUR SLAB OVER ¢ 11/2" WALL � z CLEAR z II a (2)#4 VERTICAL BARS @EACH < RE'. FOUNDATION WALL - SIDEOFOPENING. EXTENDTO REINFORCING SCHEDULE TOP AND BOTTOM ROW OF i STEEL U m� U w mM _ r(2)#4BARS OPENING, EXTEND BARS 3 0 EXTEND Ir 114 x a�L SAME SPACING AS MINIMUM BEYOND EACH SIDE 8 WALL STEEL OF WINDOW �_164" VOID FORM, RE PLAN, OMIT DOWELS 9 VOID FORM ONLY TYP. WINDOW OPENING 1 GARAGE WALL SECTION Z BASEL` 5 3/4" = 1'-0" i JOISTTSIZEIVN SP CVK rLV VK O /% JOIST SIZE AND SPACING JUD w � : •ilii d VERTICAL BARS 46537 RE'. FOUNDATION WALL N Zi 1111 II REINFORCING SCHEDULE 9 GYP BOARD, a 4 III a 4 - RE FRAMING ' % 'iii ->_ n ••ONP ENS �`L�� 0 ��- 2x STUDSRE FRAMING U �I HORIZONTAL BARS , 2/ /�IIII SII RE'. FOUNDATION WALL 101i Z9l4OK 18 IN 5'oc. • I RE'. FOUNDATION WALL II REINFORCING SCHEDULE 2x COLT EMBEDMENT S' 112 MENTDIP �/ II J A.B. W/ 8" EMBEDMENT O �G FOUNDATION REINFORCING SCHEDULE 11 4'-0" 0 &WITHIN 1'-0" OF /( FOUNDATION WALL IR It Q it RE'. FOUNDATION WALL w 8" U.N O. EACH OF EACH PIECE OF /� \.II REINFORCING SCHEDULE SILLLPLATE �� II. o COPYRIGHT 2021 Thisrem i nnu e ndsprop rt instrument Arc of Architect Permission ermice no as or u q n C ..�I emamsmepreperty nerve and can b extended only use remains document Is umrceo zoo can be extended Holy oy 8"WIDE COUNTERFORT �t ;I O II written zgreementwith EVsWtlIo, LLC. RE'. FOUNDATION WALL II II REINFORCING SCHEDULE ii.ii • �h REVISION: II II 11 RE'. FOUNDATION WALL JO. If_____________________ __ill II II II II nI REINFORCING SCHEDULE d I u .n • (2)#4 BARS II IM � I nil I I II I II 112 EXP. JOINT u I I In, II d •' RE'. FOUNDATION WALL _ ry 3'-4" I I n II MATERIAL REINFORCING SCHEDULE 1�===____�____________ __ PLACE TO EXTERI OR FACE 1I II II 4^ CONCRETE SLAEON-GRADE, PERMIT SET a 11 II II 4"CONCRETE II SCORESLABS/1"DEEP _ II II DATE: 03/08/2021 RE FOUNDATION WALL II II II SLAB Bw/1 DEEP TRE y' CONTROL JOINTS LEXFL. REINFORCING SCHEDULE W II II II d SLABS/ 2005 CONTROL m II MAX QYP)OR CUPOLEXFLOOR DRAWN BY: _BV #4xmL @12'o.C. II Jowrs @zoos F. MAX o II BY OTHERS CHECKED BY: RRM 8 II II II • (TYP) OR CUPOLEX FLOOR II II BY OTHERS rt- kBARS @16"oc. II II II '_� EA. WAV .* IE_�______�____________ b II II I - II II II m M Rx, x�L@SAME SPACING AS WALL STEEL ___- ik x 0L a SAME SPACING AS VOID FORM REPLAN 8 WALL STEEL FOUNDATION DETAILS OMIT DOWELS@ VOID #4x �L a SAME SPACING AS L116NCI. 4"VOID FORM, RE PLAN, FORM ONLYm gOMIT DOWELS @ VOID 4"± 3'-0" WALL STEEL ' FORM ONLY somo " , CRAWLSPACE SECTION COUNTERFORT 4VOID FORMRE PLAN BASEMENT WALL SECTION 3/4" = 1'-0" � 3/4" = 1'-0" 1 3/4" = 1'-0" 34'-0" 16'-0" 18'-0" 10'-0" 8'-0" 11 1 Y2' 4�5�� 6._3.. 4�5�� YL' IIS CONCRETE FOUNDATION WALL OVER 16 WIDE X 8 DEEP 0 0 0 CONCRETESPREAD TYR WING LL 61 2'-6'VOID 69 TYP.@PATIO DRAINAGE WALL SECTION FOR DRAINAGE & BTOP ELOW WALL TO 6" REINFORCING REQUIREMENTS) RE BELOW TOP OF SLAB DETAILS/50.0 :..'}::y.y.'.:. �,::5:•."^1+..;.: is','::.;..': -Gv... 2'-2" 5'-3" 1'-11" 1. 2 8_21�� OW@VERIFY BUILDE09BASEBUILD EN TING _ OW @ 100'-0" BOW @ 96'-8" @PATIO @BASEMENT DEPTH f' OW@100'-0" BOW 91'-0" '_0"± USE SAME SIZE FOOTIN .�. BOW@ 91'-0" - STEP TOW PATIO - CONCRETE S AB ON GRADE -SLOPE 1/4PER sit_ �j.,..r..•>,.; _,.: �y: ��+. _. FOOT AWAY FROM BUIL ING I f TEPTOW &Bow1771 o —o�RE1asoBOw @ 9-0° oco L— ----- Iox o o -- 0 0 ---- — • PROVIDE4'k VOIDIN OC 9 I MPO DEEP (ELEVATED WALL STEP TOW FOOTING @ SACH WINDOW 'COBE x23 ROCKET @PORCH/PATIO, STEP To .. I RE 16/50 0 OW @ 101'-0" & BOW OW @ 100'-0" Bow@ sv-0° Bow@ - i LOWER TOW _ DOOR AS NEEDED PROVIDE VOID : I '• R} BOoww@@1s0v0,_00" Mo TNG ESIoCOU SPACE I .4 FOOTING @ACHWNNDww? ;. of 1 0 =1 L m, o LOWER LEVEL FLOOR �U C� CUPOLEX SYSTEM S' FIREINFORCEMENBER E ro l 111 MESH T 8° WIDE COUNTRFORT o I - ON36"WIDEa48"LONG 4: �• �, -i x8"DEEP FOOTING RE SOU ARE FO OTI NG (SEE TAB I OVER WIDER 8' �� DETAIL 2/S0.0 15 18'-0' FOR TYP. THICKNESSA D �. ' BAR REQUIREMENT) 8" WIDE CONCRETE FOUNDATION WALL 1'-6' 1'-6' 1F 'DEEP CONCRETE +' ?.! SE TYR WALL INGSEC - TYP. @ BASEMENT 3 SCH.40 ADJ. PIPE C, L V (SEE TYP. WALL SECTION FOR DRAINAGE �m& REINFORCING REQUIREMENTS) RE - - DETAIL 1/S00 g" WIDE COUNTERFORT _ OW@100'-0" :� ON36"WIDEs48"LONG CONTRACTOR TO COORDINATE BOW@ 91'-0" s8"DEEPFOOTINGRE NECESSARY UNDERGROUNDDETAIL 00 PLUMBING RUNS WITH FOOTING LAYOUT AS NECESSARY .a PROVIDE VOID SPACE 9 12" PROVIDE 4"TALL x8" .� COUNT RFORT - 1 ,Z WIDE VOID ACROSS `oma 22 4 ] FULL WIDTH OF FOOTING @12'_0 OW@161' t.. x x B @ 91 STEP BOW STEP TOW �..... 'Al LOWER TOW a STEP TOW &BOW DOOR AS NEEDED _ m o 0 x.. 0"± 6'-6" 13'-11" z t.� ELEVATED WALL —J^ 9P°RE16//S00 I m i'OW @ 100'_0" BGW @ 91'_0" -Thr TOP OF WALL TO BE 6" BELOW TOP OF SLAB y _ /AGE FLOOR. 4° CONCRETE - is ow @ a 10 SLAB SLOPE DOWN FROM BOW @ 9v -_0o"" : OW@1_ .s { om -ti O `C BOW@94'_2" "In�. BOW995'61FY 8" WIDE CONCRETE FOUNDATION WALL OVER 16" WIDE X 8" DEEP CONCRETE r SPREAD FOOT( NG-TYP.@GARAGE } OW@101'-0" (SEE TY P. WALL SECTI ON FOR BOW@ 91'-0" BUILDER MAY BUILD DRAINAGE & REINFORCING —�FOOTING@PORCH@ REQUIREMENTS) RE'. DETAIL 4/S00 ST TOW BASEMENT DEPTH, USE SAME SIZE FOOTING Q ." L OW @ 9]'_6" OW @ 101_0" — — 5-00 VAR -- HAUNCH m .••'' 4'_0" 6-0" VOID BOW @95'-6" 2 8 600 @ 91'_6" 12" - TYP. I RE 12/S0.0 m o .. -- LOWER FOUNDA I N WALL IT DOOR —� a'-0" s-1 o2" - STEP Tow •.:� �:.. •. o 0 L — — -- STEP BOW 1 PORCH 4"CONCREESLAB BO @956 " STEP BOW 4.. CONCRETE VE SLAB ON GRADE ON GRADE -SLOPE BUILDING PER SLOPEAWAYFROM OMBUILDING ELEVATION FOOT AWAY FROM B STEP Bow UILDING - - s s o x x x Z 1 11'-]2' 4'-0"± 2'-10" 5'-0" VOID 1'-0" 8" WIDE CONCRETE FOUNDATION WALL OVER 16" WI DE X 8" DEEP CONCRETE SPREAD FOOTING- TYP. @ PORCH (SEE TYP. WALL 52" SECTION FOR DRAINAGE & REINFORCING CENTER REQUIREMENTS) RE. DETAILS/S0.0 HAUNCH @ 2'-4" 16'4 1'-8" 8" SIDEWALK S'-0" 21'-0" 9'-0" 4'-0" 39'-0" 9FT BASEMENT FOUNDATION PLAN SCALE: 1/4" = Vi BACKCOUNTRY RANCH ELEVATION Wstudio Denver, CO Evergreen, CO 303.670.7242 design@evstudio.com inspections@evstudio.com www.evstudio.com 0 W heat U~ R m ding Day` Ir - 00 m V! U N 70 J U) � 0 O z O O DQUCU Q J a) 0 O C3) 70 Q Cl O C: 0 CU _ � M CD cn L 19356 COPYRIGHT 2021 This document s an Instrument or service,andassuch remai ofthins the property or the Architect Permission for use of this document s umrceo and can he extended only by written agreemenYwlm Evswolo, LLc. REVISION PERMIT SET DATE: 03/08/2021 DRAWN BY: LBV CHECKED BY: RRM FOUNDATION PLAN S1.10 August 12, 2020 Wonderland Homes 8246 Northfield Boulevard Building J, Suite #2600 Denver. Colorado 80238 Subject: Soils and Foundation Summary Letter Quail Run Block 1, Lot 9 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 lot. The report referenced above should be reviewed for foundation design. Colorado is a challenging location to practice geotechnical engineering. The climate is relatively dry and the near -surface soils are typically dry and 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. Fill can also soften and compress upon wetting. It is critical that all recommenda- tions in this report are followed to increase the chances that the foundations and slabs -on -grade will perform satisfactorily. After construction, homeowners must assume responsibility for maintaining the structures and use appropriate prac- tices regarding drainage and landscaping. 1971 West 121h Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-8254252 In summary, the strata encountered in the boring on this lot consisted of 5 feet of fill and 13.5 feet of sandy clay underlain by claystone bedrock to the maximum depth explored of 20 feet. Groundwater was encountered at a depth of 14.5 feet. The clayey soils and bedrock are expansive. Use of footings with minimum deadload is recommended. A structurally supported basement floor is recommended. Further details are described in following 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 this lot and nearby lots. Samples from this lot compressed 7 percent or swelled 0.6 to 0.7 percent when wetted. Based upon results of laboratory tests and other factors, we judge base- mentslab performance risk for this lot to be low. Exhibit A provides a discussion of slab performance risk evaluation, as well as slab installation and maintenance recommendations. We performed calculations of total potential ground heave and basement heave as part of our study. The calculations indicate 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 this lot is 0.8 inch at the ground surface and 1.6 inches at basement level. It is not certain this movement will oc- cur. If home buyers cannot tolerate movement of a slab -on -grade basement floor, they should select a lot where a structurally supported floor will be constructed or request that a structurally supported floor be installed. �"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 I, LOTS Considering the subsurface conditions at this lot, 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 this lot using an equivalent fluid den- sity 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 I, LOTS As this letter is meant only as a summary of our findings and recommen- dationsfor the subject lot, we recommend home buyers review the Soils and Foundation Investigation from which this summary is taken. CTL THOMPSON, INC. Alan J. Liso�ry Au€ 122020 ouni�RUN BLOCK I, LOTS 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 I, LOTS 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 I, LOTS 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 I, LOTS 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 G1 BLOCK I, LOTS 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 G2 BLOCK I, LOTS City of SINGLE FAMILYIDUPLEX �Wheat�idge BUILDING PERMITAPPLICATIONREVIEW COMMUNITY DEVELOPMENT Date: 3/31/2021 Location: 5394 Pierson Ct ATTENTION: BUILDING DIVISION I have reviewed the submitted application documents to construct a single-family home located at the above referenced address. Please note the comments checked below. 1. Drainage: a. Drainage Letter & Plan required: ✓ YesNo b. Site drainage/grading plan have been reviewed and are: ✓ OK RNOT OK; refer to stipulations. 2. Public Improvements required & to be completed with9yes ct: a. street paving/patching: Yes No ✓ Completed b. curb & gutter: Yes No ✓ Completed c. sidewalk: Yes No ✓ Completed d. Other (specify): H No Completed For items not constructed, the amount of funds taken in lieu of construction: S 3. V Does all existing roadway/alley R.O.W. meet the standards of the City: M Yes n No If not, what is required? If R.O.W. is required, has the deed been received: IVI Yes No (see Note below) NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy. 4. V APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this Permit Application, subject to the stated requirements and/or attached stipulations. Signature 3/31/2021 Date 5. II Stipulations: A grading certification with ILC or updated CCP is required prior to Certificate of Occupancy. 6. 0 A Drainage Certification Letter accompanied by As -Built plans from the Engineer -of -Record shall be required prior to the issuance of the Certificate of Occupancy. 7. V NOTE: ANY DAMAGE TO EXISTING PUBLIC IMPROVEMENTS AS A RESULT OF PROJECT CONSTRUCTION SHALL BE REPAIRED PER ROW CONSTRUCTION PERMIT PRIOR TO THE ISSUANCE OF THE CERTIFICATE OF OCCUPANCY. Rev 04/2020 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: 3/31/2021 Location of Construction: 5394 Pierson Ct Purpose of Construction: Single-family home Single Family JF71� 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 $ 50.00 '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 Permit issuance): $150.00 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 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: 3/31/2021 ADDRESS: 5394 Pierson Ct 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 From: no-reolv(alci.whea tridae.m. us To: CommDev Perm is Subject: Online Form Submittal: New Residential Construction Date: Thursday, March 11, 20217:14:14 AM New Residential Construction THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN WORK UNTIL PERMIT HAS BEEN ISSUED. PROPERTY INFORMATION Property Address 5394 Pierson Court 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 Station 53 - New single family detached homes with attached 2 Work - Example: New car garage - 2878 sq ft total (B1/Lot 9) single family home with 2 car attached garage Square Footage of 2878 New Construction Upload Proof of water-supply-license.pdf Submission to Water Department Upload Proof of 2021.02.16 Tap Application Spreadsheet.pdf Submission to Sanitation Department Upload Soils Report Quail Run Block 1. Lot 9 .pdf Engineering Letters SF2 L9 131 (5394 Pierson Court) Foundation Plan 03-10-2021 and Other Letter Size STAMPED.pdf Attachments Energy Calcs STATION 53 (QUAIL RUN) -PP 131 L9.pdf Construction Plans 2021-0226 Station 53 SFD SF2 5394 Pierson Ct.. Lot 9.pdf scanned on 11"x17" or larger Project Value (contract Square Feet Price Per Sq Ft Total Calc 226737 Valuation Living Space 2774 $122.46 $339,704.04 value or cost of ALL FnishedBasehed Basement 379 $22.45 $8,508.55 Finished Basement 104 $32.45 $3,374.80 Changed Garage 534 $48.30 $25,792.20 materials and labor) Porch, Deck Patio 315 $22.00 $25,792.20 4106 $403,171.79 SIGNATURE OF UNDERSTANDING AND AGREEMENT 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 may not begin on this property until a permit has been issued and Yes Yes 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. City of Wheat Ridge Single Family - New PERMIT - 202100488 PERMIT NO: 202100488 ISSUED: 04/13/2021 JOB ADDRESS: 5394 Pierson Ct EXPIRES: 04/13/2022 JOB DESCRIPTION: Station 53 - New single family detached home with attached 2 car garage - 2878 sq ft total (Bl/Lot 9) *** CONTACTS *** OWNER ( 7 2 0) 505-1880 GH COLORADO, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2320 / APPLERIDGE ESTATES, STANDLEY H BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 403,171.79 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 81466.61 Permit Fee 31092.85 Engin. Review Fee 150.00 ** TOTAL ** 11, 829.46 *** 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. 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. 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. One (1) tree in front yard is required prior to C.O. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Single Family - New PERMIT - 202100488 202100488 ISSUED: 04/13/2021 5394 Pierson Ct EXPIRES: 04/13/2022 Station 53 - New single family detached home with attached 2 car garage - 2878 sq ft total (Bl/Lot 9) 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. City of Wheat Ridge Single Family - New PERMIT - 202100488 PERMIT NO: 202100488 ISSUED: 04/13/2021 JOB ADDRESS: 5394 Pierson Ct EXPIRES: 04/13/2022 JOB DESCRIPTION: Station 53 - New single family detached home with attached 2 car garage - 2878 sq ft total (Bl/Lot 9) *** CONTACTS *** OWNER ( 7 2 0) 505-1880 GH COLORADO, LLC *** PARCEL INFO *** ZONE CODE: UA / Unassigned USE: UA / Unassigned SUBDIVISION CODE: 2320 / APPLERIDGE ESTATES, STANDLEY H BLOCK/LOT#: / *** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 403,171.79 FEES Total Valuation 0.00 Plan Review Fee 120.00 Use Tax 81466.61 Permit Fee 31092.85 Engin. Review Fee 150.00 ** TOTAL ** 11, 829.46 *** 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. 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. 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. One (1) tree in front yard is required prior to C.O. PERMIT NO: JOB ADDRESS: JOB DESCRIPTION: City of Wheat Ridge Single Family - New PERMIT - 202100488 202100488 ISSUED: 04/13/2021 5394 Pierson Ct EXPIRES: 04/13/2022 Station 53 - New single family detached home with attached 2 car garage - 2878 sq ft total (Bl/Lot 9) 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.