HomeMy WebLinkAbout11114 W. 53rd DriveFrom: no-reolvCalci.wheatridae.co.us
To: CommDev Permits
Subject: Online Form Submittal: PERMIT APPLICATION Air Condiboner/Evaporative Cooler
Date: Monday, June 13, 2022 1:26:22 PM
CAUTION:This email originated from outside of the organization. Do not click links or open attachments unless you
recognize the sender and know the content is safe. Report any suspicious activities to the IT Division.
PERMIT APPLICATION Air Conditioner/Evaporative Cooler
This application is exclusively for AIR CONDITIONER OR EVAPORATIVE
COOLER.
YOU MUST ATTACH THE ELECTRONIC PAYMENT FORM IN ORDER FOR
THE PERMIT TO BE PROCESSED.
Your Permit will be emailed to the email address provided below once it is
processed.
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
WORK UNTIL PERMIT HAS BEEN ISSUED.
PROPERTY INFORMATION
Is this a new install or
replacement for an
existing AC unit?
Is this Residential or
Commercial?
New Unit Installation
Residential
Property Address 11114 W 53rd Dr
Property Owner Name Bobbie Sagan
Property Owner Phone
Number (enter WITH
dashes, eg 303-123-
4567)
269-757-3707
Property Owner Email b2sagan@gmail.com
Address
Attach City of Wheat
Ridge Electronic
Payment Form - "DO
NOT ATTACH A
PICTURE OF A
CREDIT CARD"
CONTRACTOR INFORMATION
Contractor Business
Name
Contractor's License
Number (This is a 5 or
6 digit number for the
City of Wheat Ridge)
Contractor Phone
Number (enter WITH
dashes, eg 303-123-
4567)
Contractor Email
Address
Cooper Heating
11-11ififil
720-557-0434
kdaniels@coopergreenteam.com
Retype Contractor kdaniels@coopergreenteam.com
Email Address
DESCRIPTION OF WORK
What type of Air Conditioner
replacement unit are
you installing?
How many tons is the
unit?
For AC - what is the
SEER?
For Evaporative
Coolers, what is the
CFMs?
1.5
II
Where is the unit utility closet
located (for example,
rooftop, backyard on
ground etc)?
Is electrical needed for Yes
re -hook?
Provide Electrical 18111
Contractor's Wheat
Ridge License No.
Project Value (contract 6147
value or cost of ALL
materials and labor)
SIGNATURE OF UNDERSTANDING AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of
Wheat Ridge codes
and ordinances for
work under any permit
issued based on this
application.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
posted on the property.
I certify that I have Yes
been authorized by the
legal owner of the
property to submit this
application and to
perform the work
described above.
I attest that everything Yes
stated in this
application is true and
correct and that
falsifying information in
this application is an
act of fraud and may
be punishable by fine,
imprisonment, or both.
Person Applying for Kathi Daniels
Pe rm it
Email not displaying correctly? View it in your browser.
From: no-reolv(alci.wheatridae.co. us
To: CommDev Perm is
Subject: Online Form Submittal: New Residential Construction
Date: Monday, March 8, 20217:48:23 AM
New Residential Construction
THIS APPLICATION DOES NOT CONSTITUTE A PERMIT. DO NOT BEGIN
WORK UNTIL PERMIT HAS BEEN ISSUED.
PROPERTY INFORMATION
Property Address 11114 W 53rd Drive
Property Owner Name GH Colorado, LLC
Property Owner Phone 7205051880
Number (enter WITH
dashes, eg 303-123-
4567)
Property Owner Email metcalf@wonderlandhomes.com
Address
Attach City of Wheat CR Buildina Aoolication.odf
Ridge Electronic
Payment Form - "DO
NOT ATTACH A
PICTURE OF A
CREDIT CARD"
APPLICANT INFORMATION
Applicant Name GH Colorado, LLC
What is your role in the
Property Owner
project?
Contact Phone Number
7205051880
(enter WITH dashes,
eg 303-123-4567)
Contact Email Address
metcalf@wonderlandhomes.com
for Plan Review
Comments
Retype Contact Email
metcalf@wonderlandhomes.com
Address
DESCRIPTION OF WORK
Detailed Scope of
Work - Example: New
single family home with
2 car attached garage
Square Footage of
New Construction
Upload Proof of
Submission to Water
Department
Upload Proof of
Submission to
Sanitation Department
Upload Soils Report
Engineering Letters
and Other Letter Size
Attachments
Energy Calcs
Construction Plans
scanned on 11'x17" or
larger
Project Value (contract
value or cost of ALL
materials and labor)
Station 53 - New single family townhomes with attached 2 car
garage - 1461 sq ft (132 / Lot 17)
Mr..]
2021.02.16 Tan Application Soreadsheet.Ddf
Quail Run Block 2. Lots 15-18. Dd
9 ..
2021-0226 11114 UNIT TYPE 1 - FLOOR PLANS.Ddf
ROLE"
w�reFl�
P, R" Ft .11 U,
�BSW[e
u86
$a33 ¢6
$ip'iy[5.56
u�n.iervm w:eme.<
o
t��.0
S22.
Sum
mao
4ewfso
4swiso
„9�5s.36
SIGNATURE OF UNDERSTANDING AND AGREEMENT
I assume full Yes
responsibility for
compliance with
applicable City of
Wheat Ridge codes
and ordinances for
work under any permit
issued based on this
application.
I understand that work Yes
may not begin on this
property until a permit
has been issued and
Valuation
Increase
posted on the property.
I certify that I have Yes
been authorized by the
legal owner of the
property to submit this
application and to
perform the work
described above.
Person Applying for tach Metcalf
Permit
I attest that everything Yes
stated in this
application is true and
correct and that
falsifying information in
this application is an
act of fraud and may
be punishable by fine,
imprisonment, or both.
Email not displaying correctly? View it in your browser.
Reviewed for Zoning Compliance by the
City of Wheat Ridge Punning Division
APPROVED
M
DATE:
3/23/2021
connnnENTs: Complies with approved
master permits and SDP
No C.O. may be issued until public improvements are
complete as identified in the Subdivision Improvement
reement.
All landscaping shall be installed in accordance with the
approved landscape plan (Case No. WZ-18-13) prior to C.O.
and pursuant to the phasing identified in the Subdivision
Improvement Agreement. Per the SIA, installation of
landscaping, street trees, and irrigation is not required prior
to Certificate of Occupancy if issuance of the C.O. occurs
outside of the planting season, generally October to June,
and a landscape escrow will be accepted instead.
Reviewed by the City of Wheat Ridge
Engineering Division
APPROVED
Jordan Jefferies
DATE: 3/25/2021
COMMENTS: A grading certification with ILC
required prior to last CO of building.
... xi elf
r#'
at
APPROVED
Rtvieftd_w com-comritaFtee
Mike Theisen 04/06/2021
,Ins Exart�rwt
vili'R'L./Irrwii;,11M.nJ.~Al*0*F"*'ddMoe-oktle�Wk
iM*sai 6e app..vfflK Aran mmmifn{ awy e-1twl to
��pHyl tom;. P w.ieM � trbb�aia►�p Tdwor si' �!K�R s%wv.o.- Ma.l.
p.�a�nriq L1ea�►s v.lAsih" b Miloir orsu"isl Awpr o►ru.,. of a -A"
tR19f �'�[la!''�Al11otBS9t4 oy' iM Orly "ai vi at ra4i
Q)
U
E
O
N
O
0 N
0 U
CO z
H z
z
V LU
LU
N �
M
O H
O n
N W
L
LU
LUory
m
U
M d'
E N J
O Q
� N �
ry
0 1
O
0
U
SITE PLAN
SCALE: 1 " = 30'-0"
W. 54TH AVENUE
� < 9
North
■
cit DESIGN
ARCHITECTURE
PLANNING
LANDSCAPE
ARCHITECTURE
DTJ DESIGN, INC
3101 Iris Ave, Suite 130
Boulder, Colorado 80303
T 303.443.7533
www.dtjdesign.com
W
U)
W
0-
M
M
0
0
00
0
0
Q
0
J
0
0
W
CD
0
Q
W
>2
U)
0
B -2i87 fir
kD ARS
DRAWN BY:
MM
CHECKED BY:
CE
PROJECT NO:
2018033
ISSUE DATE:
02/26/2021
REVISIONS:
4 UNIT BLDG #4 SITE
PLAN
SHEET
NUMBER:
A001
11
E rn
E o
N
0
N 0
Z
Z ()
Z LU
W
NI �
M
O H
O n
N W
Y ry
W
E U)
LUory
U
F.O.S
1 3/4
WALL LENGTH & LOCATION
VARIES PER BUILDING
CONFIGURATION, SEE
BUILDING FOUNDATION PLAN
O
LL
M
N
O
LL.
WALL LENGTH VARIES PER
BUILDING CONFIGURATION, SEE
BUILDING FOUNDATION PLAN
13/4
7'-0"
7'- 8 1/2"
18' - 0"
F.O.S.
9'-4" .1'-8"1.,-13/4"
U)
Uz
LU�g
aw(D
a_z
ago
wQ
o�Of
U)U)cD
GARAGE SLAB ABOVE,
SLOPE TOWARDS
GARAGE DOOR - SEE
SITE SPECIFIC
BUILDING GRADING
PLANS
PROVIDE PASSIVE RADON
MITIGATION PER APPENDIX F,
2018 IRC.
/ 06 -
bo
I - '
Q
c d-
_� 6'-61/2" 1'-201"
Q
U °•
:a
4
A902 I
I I
I
PORCH
ABOVE
I
-----------
J
5'-6"
18" X 24"
CRAWL SPACE
ACCESS HATCH,
PER 2018 IRC R408.4
18' - 0"
F.O.S.
1
1
A120
A110B
12'-6"
1 3/4"
F.O.S.
UNIT 1- CRAWLSPACE/SLAB PLAN
SCALE: 1/4" = 1'-0"
GENERAL PLAN NOTES
1. ALL DIMENSIONS INDICATED ARE TO FACE OF
FRAMING OR STRUCTURE, UNLESS NOTED
OTHERWISE.
2. REFER TO STRUCTURAL DRAWINGS FOR ALL
FOUNDATION AND CONCRETE SLAB SPECIFICATIONS.
3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL
VARY PER INDIVIDUAL SITE GRADING. REFER TO
SITE SPECIFIC FOUNDATION PLANS,SEE
STRUCTURAL DRAWINGS
PLAN KEYNOTES
06 SOIL GAS MITIGATION VENTING, COORDINATE
VENTING THROUGH WALLS TO ROOF TERMINATION,
PER IRC 2018 APPENDIX F
■
cl DESIGN
ARCHITECTURE
PLANNING
LANDSCAPE
ARCHITECTURE
DTJ DESIGN, INC
3101 Iris Ave, Suite 130
Boulder, Colorado 80303
T 303.443.7533
www.dtjdesign.com
OkNlheat
o
CHECKED BY:
v,.,,
(ID
2018013
6� oc
r alna 0rix
V
02/26/2021
J
J
M
M
o
L /
00
Z
70
00
�
L
'^
V J
W
U
0
0)
W
70U
v/
Q
J
~
au
N
Q
101�
W
>�
C)
W
Z
Z
L
0
70L
J
W
Z
� � iT VfiLLIMU3 ms
n B-2187
ARO
DRAWN BY:
CE
CHECKED BY:
DMP, SH
PROJECT NO:
2018013
ISSUE DATE:
02/26/2021
REVISIONS:
UNIT 1
CRAWLSPACE/SLAB
PLAN
SHEET
NUMBER:
A1 00
WALL LENGTH & LOCATION VARIES
PER BUILDING CONFIGURATION, SEE
BUILDING FOUNDATION PLAN &
DEMISING WALL DETAIL 7/A904 AND
8/A904 FOR PARTY WALL CONDITION
cn
0
IN
INSULATE CRAWL
SPACE PER 2018 IRC
R408.3, 2.1; REFER TO
MECH. DRAWINGS
18" X 24"
CRAWL SPACE
ACCESS HATCH, PER
2018 IRC R408.4
N
N
WALL LENGTH VARIES PER BUILDING
CONFIGURATION, SEE UNIT
FOUNDATION PLAN & DEMISING WALL
DETAIL 7/A904 AND 8/A904 FOR PARTY
WALL CONDITION
Z
Z ()
Z LU
W
NI �
M
O H
O n
N W
Y ry
W
E U)
LUory
0
ry
E N J
� o Q
� N �
ry
o�aa
m>nn0
�JJJ 0
U
1 2
A120 A110B
F.O.S. F.O.S.
18' - 0"
100 11'-8" 6'-4"
LINE OF
DECK ABOVE
-------
I I
I I
I I
I
LE
I I
I
p I I
I I
C6
-- O
ILL
9080
I
ELECTRIC METER.
CLEARANCES TO
COMPLY WITH
APPLICABLE CODES
II I
II 1 3'- 5" 1
I.
L
1
3'- 6 1/2"
L
U
�z
Q
I
�Ua
DWELLING /GARAGE FIRE SEPERATION PER 2018
EQ
awz
az
03
DWELLING/GARAGE OPENING PROTECTION PER
ago
2018 IRC -302.5.1, SEALED, 20 MIN FIRE -RATED
5 - 6"
OwQ
06
SOIL GAS MITIGATION VENTING, COORDINATE
I
TANDEM GARAGE
I
CLG. VARIES
I
NOTE: DWELLING
I
/GARAGE FIRE
0"
SEPERATION
PLUMBING
PER 2018 IRC R302.6
I
I
I
I
I
I
I
01
I
I
I
I
I
I
I
HOSE BIB
L—
I
wwC
MECH. W)<
21 5068
4
22
I J
J
O 06
3068
PORCH
1 SOFFIT ABOVE
6050 SLDR
EQ
CONCRETE SLAB PER STRUCTURAL
EQ
DWELLING /GARAGE FIRE SEPERATION PER 2018
EQ
IRC- 302.6
03
DWELLING/GARAGE OPENING PROTECTION PER
EQ
2018 IRC -302.5.1, SEALED, 20 MIN FIRE -RATED
5 - 6"
DOOR, EQUIPPED WITH A SELF-CLOSING DEVICE
06
SOIL GAS MITIGATION VENTING, COORDINATE
1
- 6"
11
20
CONDENSING UNIT, COORDINATE W/ MECH.
11
FURNACE, COORDINATE W/ MECH.
18' -
0"
Z
PLUMBING
48
F.O.S.
C6
0
REFER TO ELEVATIONS
FOR MASONRY
HEIGHTS
FIRST FLOOR PLAN - STD. IN -BOARD
SCALE: 1/4" = V-0"
GENERAL PLAN NOTES
1. ALL DIMENSIONS INDICATED ARE TO FACE OF
FRAMING OR STRUCTURE, UNLESS NOTED
OTHERWISE.
2. REFER TO STRUCTURAL DRAWINGS FOR ALL
FOUNDATION AND CONCRETE SLAB
SPECIFICATIONS.
3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL
VARY PER INDIVIDUAL SITE GRADING. REFER TO
SITE SPECIFIC FOUNDATION PLANS.
4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB -
FLOOR ON FIRST, SECOND FLOOR, AND 7'-0" ON
THIRD FLOOR. SEE ELEVATIONS. TYPICAL EGRESS
WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED
FLOOR.
5. TYPICAL EXTERIOR DOORS ARE 8'-0" TALL, UNO.
TYPICAL INTERIOR DOORS ARE 6'-8", UNO.
6. ALL WINDOW DIMENSIONS ARE SHOWN TO
CENTERLINE OF ROUGH OPENING.
7. ALL EXTERIOR WINDOWS TO BE FLASHED AND
CAULKED PER MANUFACTURER'S INSTRUCTIONS.
8. ALL INTERIOR PARTITIONS TO BE ASSEMBLY TYPE F,
UNO., SEE SHEET A801
9. ALL EXTERIOR WALLS TO BE 2X6 FRAMING. MASONRY
VARIES PER ELEVATION. SEE BUILDING COMPOSITE
ELEVATIONS.
10. PROVIDE WATERPROOF BACKER BOARD AT
TUB/SHOWER SIDEWALLS AND CEILINGS. INSTALL
PER MANUFACTURER'S INSTRUCTIONS.
O PLAN KEYNOTES
01
CONCRETE SLAB PER STRUCTURAL
02
DWELLING /GARAGE FIRE SEPERATION PER 2018
THIRD FLOOR
IRC- 302.6
03
DWELLING/GARAGE OPENING PROTECTION PER
J
2018 IRC -302.5.1, SEALED, 20 MIN FIRE -RATED
DOOR, EQUIPPED WITH A SELF-CLOSING DEVICE
06
SOIL GAS MITIGATION VENTING, COORDINATE
VENTING THROUGH WALLS TO ROOF
M
TERMINATION, PER IRC 2018 APPENDIX F
20
CONDENSING UNIT, COORDINATE W/ MECH.
21
FURNACE, COORDINATE W/ MECH.
22
ON -DEMAND WATER HEATER, COORDINATE W/
Z
PLUMBING
48
1 FLOOR DRAIN
STANDARD (GROSS) UNIT AREA
Name Area
FIRST FLOOR
55 SF
SECOND FLOOR
703 SF
THIRD FLOOR
703 SF
1106 M Ell -916119
MECH. 125 SF
UNCONDITIONED SPACE
Name Area
GARAGE
594 SF
PORCH
28 SF
DECK
40 SF
Total 661 SF
■
cl DESIGN
ARCHITECTURE
PLANNING
LANDSCAPE
ARCHITECTURE
DTJ DESIGN, INC
3101 Iris Ave, Suite 130
Boulder, Colorado 80303
T 303.443.7533
www.dtjdesign.com
OkNlheat
o
.Q,.
CHECKED BY:
V ` ` ,
PROJECT NO:
2018013
oc
02/26/2021
J
J
M
M
o
LO
00
Z
70
O
L
0
wwC
U
G
W
70
v/
U
Q
~
au
w
w
Z
L
o
70L
J
L
Z
B-2187
.UA
DRAWN BY:
CE
CHECKED BY:
DMP, SH
PROJECT NO:
2018013
ISSUE DATE:
02/26/2021
REVISIONS:
UNIT 1 FLOOR PLANS
SHEET
NUMBER:
A1 01
1
A120
F.O.S.
F.O.S.
b)
M N
7 2
� A121
C6
O
WALL LENGTH VARIES PER BUILDING
CONFIGURATION, SEE UNIT
FOUNDATION PLAN & DEMISING WALL
DETAIL 7/A904 AND 8/A904 FOR PARTY
WALL CONDITION
F.O.S.
� z
z �=
z U)
LU
NI �
M
O H
O n
N W
ry
N W
E co
oa�
0��
I
09
18' - 0"
I
WALL LENGTH & LOCATION VARIES
2' - 10 1/2"
SINK WITH DISPOSAL
8' - 9 1/2"
6' - 4"
PER BUILDING CONFIGURATION, SEE
00
11
FIBERGLASS TUB/SHOWER COMBO INSERT
>-
TEMPERED GLASS ENCLOSURE AND DOOR
BUILDING FOUNDATION PLAN &
ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1
N
PEDESTAL SINK PER BUILDER SPEC
lb
DEMISING WALL DETAIL 7/A904 AND
z
zco
LO
W
Z
8/A904 FOR PARTY WALL CONDITION
DN
O
��
C6
2026 FX
6040 SLDR
U
O
LINEN
—
0)
—
— —
o
DINING
w
5S
G
(
MASTER
o
0
9'-0" CLG.
0�
o
0 2468
III
IIII
BATH
H
Z
L
BATH 2
BEDROOM 2
70
H
a
10" 4' -
8'-0 CLG.
/2"
VAULTED CLG.
3' - 6"
8'-0" CLG.
LO
A121
15
I
- 5 1/2"
Z
—31/211
5'-31/2"
1'-2"
4'-51/2"
7'-1"
M
�
O
BAR
T 306811
DOOR
IL 00
I
111'-
4 5/16"
o 16
(V
I
I
0
I'll
G
I
I
FRAMED
3 1 /2"
in
m 0Li
OPT. CABS.
I
I
5068 BP
3' - 5"
iv
�,
00
P32
BELOW
�0
II
0
�
M00
3.
W.
D.
o8
00
�11
N 38
48" X 34"
MN
11
O
PAN
--------------
KITCHEN
+/- 7'-10" C G.
n n
9'-0" CLG.
1 R & 1 S
r---
5068
I
b)
M N
7 2
� A121
C6
O
WALL LENGTH VARIES PER BUILDING
CONFIGURATION, SEE UNIT
FOUNDATION PLAN & DEMISING WALL
DETAIL 7/A904 AND 8/A904 FOR PARTY
WALL CONDITION
F.O.S.
� z
z �=
z U)
LU
NI �
M
O H
O n
N W
ry
N W
E co
oa�
0��
1
A120
STD. THIRD FLOOR PLAN
SCALE: 1/4" = 1'-0"
F.O.S.
N
0
0
L
�D rn
co
N
N
cn
O
C6
O
cn
O
C6
O
LO
1
A120
F.O.S.
oe
2' - 10 1/2".
1
2046 FX
I
I
46 ; TECH.
OPT.
DESK
1'-5"
1R&1S
STOR.
4'-5"
00
N
WALL LENGTH & LOCATION VARIES
2 PER BUILDING CONFIGURATION, SEE
A110B BUILDING FOUNDATION PLAN &
DEMISING WALL DETAIL 7/A904 AND
8/A904 FOR PARTY WALL CONDITION
F.O.S.
/ 18'-0"
- 9 1/2"
8' -
STD.
' -
6'-4"
6080 SL
6
A901
LIVING
9'-0" CLG.
11'-5"
2'-
5068
'-
BASE CABINET AND COUNTERTOP PER BUILDER
SPEC
09
UPPER CABINET PER BUILDER SPEC
11
5068
12
SINK WITH DISPOSAL
13
UNDER COUNTER DISHWASHER
15
00
11
FIBERGLASS TUB/SHOWER COMBO INSERT
>-
TEMPERED GLASS ENCLOSURE AND DOOR
32
ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1
N
PEDESTAL SINK PER BUILDER SPEC
lb
36" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL
z
zco
LO
W
Z
DN
O
��
-
U)
w
w
U
LINEN
a
0)
00
o
DINING
w
5S
G
(
MASTER
o
0
9'-0" CLG.
0�
w
BATH
H
Z
L
70
H
10" 4' -
5 1
/2"
1 ' - 7 1 /2"
3' - 6"
8'-0" CLG.
W
- 5 1/2"
Z
—31/211
10"
I
M
�
O
BAR
T 306811
DOOR
IL 00
I
111'-
4 5/16"
°6
(V
N
0
I'll
d�
FRAMED
3 1 /2"
in
m 0Li
17
3' - 5"
_10" UP
�,
00
P32
BELOW
�0
II
0
�
II
3.
o8
00
�11
N 38
48" X 34"
U
11
O
PAN
w
KITCHEN
+/- 7'-10" C G.
n n
9'-0" CLG.
r---
I
3'-81/2"
1'-10" 8"
4'-81/2"
I
I
I
7'-1"
Wilk
I
I
MASTER
BEDROOM
I
I
I
I
VAULTED CLG.
------1------r
I
I
I
I
-------------
I
2040 SH_
L
6040 SLDR
DOWNSPOUT
EQ EQ
EQ
EQ
18' - 0"
10
1
A120
STD. THIRD FLOOR PLAN
SCALE: 1/4" = 1'-0"
F.O.S.
N
0
0
L
�D rn
co
N
N
cn
O
C6
O
cn
O
C6
O
LO
1
A120
F.O.S.
oe
2' - 10 1/2".
1
2046 FX
I
I
46 ; TECH.
OPT.
DESK
1'-5"
1R&1S
STOR.
4'-5"
00
N
WALL LENGTH & LOCATION VARIES
2 PER BUILDING CONFIGURATION, SEE
A110B BUILDING FOUNDATION PLAN &
DEMISING WALL DETAIL 7/A904 AND
8/A904 FOR PARTY WALL CONDITION
F.O.S.
/ 18'-0"
- 9 1/2"
8' -
STD.
' -
6'-4"
6080 SL
6
A901
LIVING
9'-0" CLG.
11'-5"
2'-
5068
'-
7 E EQ
A903
\5"' - 6"
7L�_j
6046 SLDR
DOWNSPOUT
EQ EQ
1 - 6"
18'-0"
WALL LENGTH VARIES PER BUILDING
CONFIGURATION, SEE UNIT
FOUNDATION PLAN & DEMISING WALL
DETAIL 7/A904 AND 8/A904 FOR PARTY F.O.S.
WALL CONDITION
STD. SECOND FLOOR PLAN
SCALE: 1/4" = V-0"
LO
M
(O
cn
O
C6
O
GENERAL PLAN NOTES
1. ALL DIMENSIONS INDICATED ARE TO FACE OF
FRAMING OR STRUCTURE, UNLESS NOTED
OTHERWISE.
2. REFER TO STRUCTURAL DRAWINGS FOR ALL
FOUNDATION AND CONCRETE SLAB
SPECIFICATIONS.
3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL
VARY PER INDIVIDUAL SITE GRADING. REFER TO
SITE SPECIFIC FOUNDATION PLANS.
4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB -
FLOOR ON FIRST, SECOND FLOOR, AND 7'-0" ON
THIRD FLOOR. SEE ELEVATIONS. TYPICAL EGRESS
WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED
FLOOR.
5. TYPICAL EXTERIOR DOORS ARE 8'-0" TALL, UNO.
TYPICAL INTERIOR DOORS ARE 6'-8", UNO.
6. ALL WINDOW DIMENSIONS ARE SHOWN TO
CENTERLINE OF ROUGH OPENING.
7. ALL EXTERIOR WINDOWS TO BE FLASHED AND
CAULKED PER MANUFACTURER'S INSTRUCTIONS.
8. ALL INTERIOR PARTITIONS TO BE ASSEMBLY TYPE F,
UNO., SEE SHEET A801
9. ALL EXTERIOR WALLS TO BE 2X6 FRAMING. MASONRY
VARIES PER ELEVATION. SEE BUILDING COMPOSITE
ELEVATIONS.
10. PROVIDE WATERPROOF BACKER BOARD AT
TUB/SHOWER SIDEWALLS AND CEILINGS. INSTALL
PER MANUFACTURER'S INSTRUCTIONS.
O PLAN KEYNOTES
08
BASE CABINET AND COUNTERTOP PER BUILDER
SPEC
09
UPPER CABINET PER BUILDER SPEC
11
5068
12
SINK WITH DISPOSAL
13
UNDER COUNTER DISHWASHER
15
WATER CLOSET
16
FIBERGLASS TUB/SHOWER COMBO INSERT
>-
TEMPERED GLASS ENCLOSURE AND DOOR
32
ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1
38
PEDESTAL SINK PER BUILDER SPEC
46
36" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL
z
zco
LO
W
Z
70
O
L
`a
O
U)
w
w
U
O
a
0)
00
o
DINING
U)
C)
G
-�
9'-0" CLG.
0�
w
M
H
Z
L
70
H
10" 4' -
5 1
/2"
1 ' - 7 1 /2"
3' - 6"
1
W
- 5 1/2"
Z
—31/211
10"
I
�
09
I
111'-
4 5/16"
FF_
46
FRAMED
3 1 /2"
in
_
WALL
3' - 5"
_10" UP
�,
BELOW
�0
II
3.
o8
00
�11
N 38
11
O
POWDER
KITCHEN
+/- 7'-10" C G.
n n
9'-0" CLG.
7 E EQ
A903
\5"' - 6"
7L�_j
6046 SLDR
DOWNSPOUT
EQ EQ
1 - 6"
18'-0"
WALL LENGTH VARIES PER BUILDING
CONFIGURATION, SEE UNIT
FOUNDATION PLAN & DEMISING WALL
DETAIL 7/A904 AND 8/A904 FOR PARTY F.O.S.
WALL CONDITION
STD. SECOND FLOOR PLAN
SCALE: 1/4" = V-0"
LO
M
(O
cn
O
C6
O
GENERAL PLAN NOTES
1. ALL DIMENSIONS INDICATED ARE TO FACE OF
FRAMING OR STRUCTURE, UNLESS NOTED
OTHERWISE.
2. REFER TO STRUCTURAL DRAWINGS FOR ALL
FOUNDATION AND CONCRETE SLAB
SPECIFICATIONS.
3. EXTENTS OF CONCRETE FOUNDATION WALLS WILL
VARY PER INDIVIDUAL SITE GRADING. REFER TO
SITE SPECIFIC FOUNDATION PLANS.
4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB -
FLOOR ON FIRST, SECOND FLOOR, AND 7'-0" ON
THIRD FLOOR. SEE ELEVATIONS. TYPICAL EGRESS
WINDOW SILL HEIGHT 3'-8" MAX. ABOVE FINISHED
FLOOR.
5. TYPICAL EXTERIOR DOORS ARE 8'-0" TALL, UNO.
TYPICAL INTERIOR DOORS ARE 6'-8", UNO.
6. ALL WINDOW DIMENSIONS ARE SHOWN TO
CENTERLINE OF ROUGH OPENING.
7. ALL EXTERIOR WINDOWS TO BE FLASHED AND
CAULKED PER MANUFACTURER'S INSTRUCTIONS.
8. ALL INTERIOR PARTITIONS TO BE ASSEMBLY TYPE F,
UNO., SEE SHEET A801
9. ALL EXTERIOR WALLS TO BE 2X6 FRAMING. MASONRY
VARIES PER ELEVATION. SEE BUILDING COMPOSITE
ELEVATIONS.
10. PROVIDE WATERPROOF BACKER BOARD AT
TUB/SHOWER SIDEWALLS AND CEILINGS. INSTALL
PER MANUFACTURER'S INSTRUCTIONS.
O PLAN KEYNOTES
08
BASE CABINET AND COUNTERTOP PER BUILDER
SPEC
09
UPPER CABINET PER BUILDER SPEC
11
36" SLIDE -IN RANGE/OVEN W/ MICRO/HOOD ABOVE
12
SINK WITH DISPOSAL
13
UNDER COUNTER DISHWASHER
15
WATER CLOSET
16
FIBERGLASS TUB/SHOWER COMBO INSERT
17
TEMPERED GLASS ENCLOSURE AND DOOR
32
ATTIC ACCESS, 22" X 30 " PER 2018 IRC 807.1
38
PEDESTAL SINK PER BUILDER SPEC
46
36" LOW WALL W/ WOOD CAP, OPTIONAL OPEN RAIL
STANDARD (GROSS) UNIT AREA
Name Area
FIRST FLOOR
55 SF
SECOND FLOOR
703 SF
THIRD FLOOR
703 SF
Total 1460 SF
MECH. 125 SF
UNCONDITIONED SPACE
Name Area
GARAGE
594 SF
PORCH
28 SF
DECK
40 SF
Total 661 SF
■
cit
DESIGN
ARCHITECTURE
PLANNING
LANDSCAPE
ARCHITECTURE
DTJ DESIGN, INC
3101 Iris Ave, Suite 130
Boulder, Colorado 80303
T 303.443.7533
www.dtjdesign.com
OkNlheat
o
.Q,.
CHECKED BY:
V`•,,
`acv
2018013
oc
r GX771-n0
V
02/26/2021
J
J
M
M
o
/
W
Z
70
O
L
`a
O
U)
w
U
O
0)
w
70
U)
C)
w
Q
0�
w
Z
Z
L
70
J
VJ
W
Z
SOF cc')40
nV!D JTTV1fiLL1A vFA 0
ARO
DRAWN BY:
CE
CHECKED BY:
DMP, SH
PROJECT NO:
2018013
ISSUE DATE:
02/26/2021
REVISIONS:
UNIT 1 FLOOR PLANS
SHEET
NUMBER:
A102
WALL LENGTH & LOCATION
PER BUILDING CONFIGURATI
BUILDING FOUNDATIOK
DEMISING WALL DETAIL 7/A904 AND
8/A904 FOR PARTY WALL CONDITION
F.O.S.
F.O.S.
E O
O
N 0
Z
Z ()
Z LU
W
N �
o ~
o
N W
ry
W
E U)
LUory
ry
E N J
� o Q
� N �
ry
o�aa
m>nn0
0
U
STD. REAR ELEVATION
SCALE: 1/4" = 1'-0"
00
00
00
00
WALL LENGTH VARIES PER
CONFIGURATION,
FOUNDATION PLAN & I
WALLDETAIL 7/A904 AND 8/A904 FOR
PARTY WALL CONDITION
F.O.S.
STD. FRONT ELEVATION
SCALE: 1/4" = 1'-0"
00
BO
00
00
GENERAL ELEVATION NOTES
1. ELEVATION DRAWINGS DEPICT DESING INTENT ONLY, SEE
STRUCTURAL DRAWINGS FOR FOUNDATION AND FRAMING
SPECIFICATIONS.
2. GRADE LINES INDICATED ARE APPROXIMATIONS, BUILDER
TO COORDINATE SITE SPECIFIC GRADING AT EACH LOT,
PROVIDE POSITIVE SLOPE AWAY FROM STRUCTURE AT
EACH LOT.
3. REFER TO ROOF PLANS FOR ROOFING MATERIAL, SLOPE
AND BEARING INFORMATION.
4. TYPICAL WINDOW HEAD HEIGHT IS 8'-1"ABOVE SUB- FLOOR
ON FIRST, SECOND, AND 7'-0" ON THIRD. SEE ELEVATIONS.
TYPICAL EGRESS WINDOW SILL HEIGHT 3'-8" MAX. ABOVE
FINISHED FLOOR.
5. ALL EXPOSED WOOD POSTS, BEAMS AND TRIM SHALL BE
STAINED, AND OR SEALED.
6. ALL EXTERIOR CONCRETE FDN, WALLS AT GRADE SHALL
NOT BE ALLOWED TO BE EXPOSED MORE THAN 18" IN
HEIGHT.
7. GUTTERS AND DOWNSPOUTS SHALL BE INSTALLED AT ALL
ROOF DRAINAGE CONDITIONS, COORDINATE LOCATIONS W/
BUILDER.
■
cl DESIGN
ARCHITECTURE
PLANNING
LANDSCAPE
ARCHITECTURE
DTJ DESIGN, INC
3101 Iris Ave, Suite 130
Boulder, Colorado 80303
T 303.443.7533
www.dtjdesign.com
OkNlheat
V `•,, `acv
oc
r alna 0rix
V
J
J
Q
r)
Z
Q
J
ryW
D
Z
O
i
U)
w
O
0
z
J
w
0
z
O
w
U)
w
0-
M
M
0
O
00
0
70
L
_0
0
U
a)
70
a
0
70
L
M
� r VWLLIA VF3
B-2187
C� 2•Up �.
ARO
DRAWN BY:
ELEVATION KEYNOTES - BRICK
01
ASPHALT SHINGLES - SEE ASSEMBLY SHEETS
02
BRICK VENEER - SEE ASSEMBLY SHEETS
03
LAP SIDING w/ 8" REVEAL - SEE ASSEMBLY SHEETS
04
GARAGE DOOR - SEE DETAILS
05
GAS METER, COORDINATE w/ CIVIL & PLUMBING
06
ELECTRICAL METER, COORDINATE w/ CIVIL & ELECTRICAL
07
LAP SIDING w/ 4" REVEAL - SEE ASSEMBLY SHEETS
08
SCISSOR TRUSS/VAULTED CLG. RE: STRUCT.
■
cl DESIGN
ARCHITECTURE
PLANNING
LANDSCAPE
ARCHITECTURE
DTJ DESIGN, INC
3101 Iris Ave, Suite 130
Boulder, Colorado 80303
T 303.443.7533
www.dtjdesign.com
OkNlheat
V `•,, `acv
oc
r alna 0rix
V
J
J
Q
r)
Z
Q
J
ryW
D
Z
O
i
U)
w
O
0
z
J
w
0
z
O
w
U)
w
0-
M
M
0
O
00
0
70
L
_0
0
U
a)
70
a
0
70
L
M
� r VWLLIA VF3
B-2187
C� 2•Up �.
ARO
DRAWN BY:
CE
CHECKED BY:
SH
PROJECT NO:
2018013
ISSUE DATE:
02/26/2021
REVISIONS:
UNIT 1 ELEVATIONS -
BRICK
SHEET
NUMBER:
A110B
DEMK CONSULTANTSINC.
ENGINEERING -SURVEYING
7006 SOUTH ALTON WAY. BLDG. F CENTEN
ok Wheats
LOT 18
TRACT E
S89'44'59"W c
Cc
18.29' '1 �
0
80112-2019 (303)694-1520
a/n9 5110
JOB NO.: 13185.00
Ln 4
DRAWN BY: GWR
Reviewed by the City of Wheat Ridge 011
0
Engineering Division
in
NO EXCEPTIONS TAKEN
Z
C
y-
°
CD ��
N°�
I DEC -K
LAND DEVELOPMENT
SERVICES AND SOLUTIONS
COLORADO
80112-2019 (303)694-1520
__jU
JOB NO.: 13185.00
Ln 4
DRAWN BY: GWR
U
QQ
U �
LO
DATE: 02/22/2021
0
COMMENTS: Agratling certification with ILC required
5891845
"}leatld
C
y-
��
11
`rrMMlNIn' L.rvuorrrm
APPROVED
191
17.9' /�_J)
TOF-76 2** TOF:
LJ 7 GARAGE GP
V
O
UNIT 1
__jU
Ln 4
S
U
QQ
U �
LO
CN FF -76.4
Z C
COMMENTS: Agratling certification with ILC required
TOF=76.2
s
76.46..5
7 .3 cO o
7 76.1 0
N89'44'`
)75'.9"75.9 18.29
D
°E U .,
76.376
D
W. 53RD DRIVE
1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1
RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD.
2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F
APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th
INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND
FOR INFORMATIONAL PURPOSES ONLY.
3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T
TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF
AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F
GEOTECHNICAL SPECIFICATIONS BY OTHERS.
4. LOT AREA TAKEN FROM RECORDED PLAT.
5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1
SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF
PRIOR TO HOUSE CONSTRUCTION.
6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE 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.
W rVrCW CYfWYi+ifrYW.l�.frC, WYiaY iSfip for CYfr ami.
Mike Theisen 04/06/2021
Fara onto
wpbw.ba�laArn. b..,R�'1Ma.`N..4'.'ttnn++ a
aT 0.fw p.�.rn.gr/. ellt`m gs,!'�TY ua.se.. m.
Ci+^F'1w,P. r,m+M1 iwwbba' Ihas.�saf r�a.US
.,,�. a.�rw�.aw.Nm.Esrmsr+Ae.,w
LOT 16
"NOTE: LOT 17
DROP FINISHED GARAGE
FLOOR GRADE 23" BELOW TOF
EA =FRONT ACCESIBLE
LOT AREA:
U.E.=UTILITY EASEMENT
S.E.=SIDEWALK EASEMENT
DS=DROP SIDING/GRADE
NOTE: RAISED
FOUNDATION
WALL (TOF)
y , NOTE:
NOTE: LOWER SIDING OR' -Y( .�\ ADJUST GRADE AS
VENEER ALONG SHOWN TO ACHIEVE
THIS WALL LINE. INDICATED SLOPE.
LEGAL DESCRIPTION
11114 W. 53RD DRIVE, LOT 17, BLOCK 2,
QUAIL RUN FINAL PLAT,
CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON,
STATE OF COLORADO
SETBACKS
FRONT: 10' HOUSE/PORCH OGRAPHIC SCALE,
REAR: 0 �
SIDE: 5' SIDE -CORNER: 10' 1°=101
__jU
BY: Jordan Jefferies
U
QQ
U �
LO
r 3R
X75.1
SLAB
DATE: 3/25/2021
COMMENTS: Agratling certification with ILC required
prior to CO.
H
C
1 TOF=
t
6.1
tin
76.46..5
7 .3 cO o
7 76.1 0
N89'44'`
)75'.9"75.9 18.29
D
°E U .,
76.376
D
W. 53RD DRIVE
1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1
RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD.
2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F
APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th
INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND
FOR INFORMATIONAL PURPOSES ONLY.
3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T
TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF
AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F
GEOTECHNICAL SPECIFICATIONS BY OTHERS.
4. LOT AREA TAKEN FROM RECORDED PLAT.
5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1
SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF
PRIOR TO HOUSE CONSTRUCTION.
6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE 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.
W rVrCW CYfWYi+ifrYW.l�.frC, WYiaY iSfip for CYfr ami.
Mike Theisen 04/06/2021
Fara onto
wpbw.ba�laArn. b..,R�'1Ma.`N..4'.'ttnn++ a
aT 0.fw p.�.rn.gr/. ellt`m gs,!'�TY ua.se.. m.
Ci+^F'1w,P. r,m+M1 iwwbba' Ihas.�saf r�a.US
.,,�. a.�rw�.aw.Nm.Esrmsr+Ae.,w
LOT 16
"NOTE: LOT 17
DROP FINISHED GARAGE
FLOOR GRADE 23" BELOW TOF
EA =FRONT ACCESIBLE
LOT AREA:
U.E.=UTILITY EASEMENT
S.E.=SIDEWALK EASEMENT
DS=DROP SIDING/GRADE
NOTE: RAISED
FOUNDATION
WALL (TOF)
y , NOTE:
NOTE: LOWER SIDING OR' -Y( .�\ ADJUST GRADE AS
VENEER ALONG SHOWN TO ACHIEVE
THIS WALL LINE. INDICATED SLOPE.
LEGAL DESCRIPTION
11114 W. 53RD DRIVE, LOT 17, BLOCK 2,
QUAIL RUN FINAL PLAT,
CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON,
STATE OF COLORADO
SETBACKS
FRONT: 10' HOUSE/PORCH OGRAPHIC SCALE,
REAR: 0 �
SIDE: 5' SIDE -CORNER: 10' 1°=101
DEMK CONSULTANTSINC.
ENGINEERING -SURVEYING
7006 SOUTH ALTON WAY. BLDG. F CENTEN
H
rr
O
U
Z
O
w
FL
TRACT E
LAND DEVELOPMENT
SERVICES AND SOLUTIONS
COLORADO 80112-2019 (303)694-1520
JOB NO.: 13185.00
DRAWN BY: GWR
DATE: 02/22/2021
�p0 REGI
035• �
IL LAW
PREPARED UNDER MY SUPERVISION
FOR AND ON BEHALF OF
EMK CONSULTANTS, INC.
1. EASEMENTS SHOWN ON THIS PLAN ARE TAKEN FROM 1
RECORDED PLAT AND MAY NOT SHOW ALL EASEMENTS OF RECORD.
2. THIS DOCUMENT REPRESENTS A PROPOSED BUILDING LAYOUT F
APPROVAL BY ZONING AND BUILDING AUTHORITIES. ANY 0Th
INFORMATION SHOWN IS INCLUDED BY THE CLIENT'S REQUEST AND
FOR INFORMATIONAL PURPOSES ONLY.
3. RETAINING WALLS ARE DESIGNED HORIZONTALLY AND VERTICALLY T
TO THE EXTENT NECESSARY TO FLATTEN STEEP SIDE OR REAR SLOF
AND NEED TO BE DESIGNED AND CONSTRUCTED PER STRUCTURAL F
GEOTECHNICAL SPECIFICATIONS BY OTHERS.
4. LOT AREA TAKEN FROM RECORDED PLAT.
5. SEWER AND WATER SERVICE LOCATIONS ARE TAKEN FROM 1
SUBDIVISION CONSTRUCTION PLANS AND SHOULD BE FIELD VERIF
PRIOR TO HOUSE CONSTRUCTION.
6. NOTICE: ACCORDING TO COLORADO LAW YOU MUST COMMENCE R
LEGAL ACTION BASED UPON ANY DEFECT IN THIS SURVEY WIT
THREE YEARS AFTER YOU FIRST DISCOVER SUCH DEFECT. IN
EVENT, MAY ANY ACTION BASED UPON ANY DEFECT IN THIS SUR\
BE COMMENCED MORE THAN TEN YEARS FROM THE DATE OF 1
CERTIFICATION SHOWN HEREON. THIS DRAWING DOES NOT REPRESE
A MONUMENTED SURVEY AND IS ONLY INTENDED TO DEPICT 1
ACCOMPANYING LEGAL DESCRIPTION.
LOT 14
**NOTE: LOT
15
**NOTE: LOT 17
DROP FINISHED
GARAGE
DROP FINISHED GARAGE
FLOOR GRADE
18" BELOW
TOF
FLOOR GRADE 23" BELOW TOF
**NOTE: LOT
16
**NOTE: LOT 18
DROP FINISHED
GARAGE
DROP GARAGE FLOOR AN
FLOOR GRADE
23" BELOW
TOF
ADDITIONAL 36" BELOW TOF
FA =FRONT ACCESIBLE
U.E.=UTILITY EASEMENT
S.E.=SIDEWALK EASEMENT
DS=DROP SIDING/GRADE
NOTE: RAISED
FOUNDATION
WALL (TOF)
y , NOTE:
NOTE: LOWER SIDING OR '-Y( .�\ ADJUST GRADE AS
VENEER ALONG SHOWN TO ACHIEVE
THIS WALL LINE. INDICATED SLOPE.
LEGAL DESCRIPTION
11130, 11122, 11114, & 11106 W. 53RD DRIVE,
LOTS 15, 16, 17 & 18, BLOCK 2,
QUAIL RUN FINAL PLAT,
CITY OF WHEAT RIDGE, COUNTY OF JEFFERSON,
STATE OF COLORADO
SETBACKS
FRONT: 10' HOUSE/PORCH
REAR: 0'
SIDE: 5' SIDE -CORNER: 10'
RAPHIC. SCA
City of COMMER CIA LIMUL TI- FA MIL Y
�7�ThDEeatVELOPMENT dge BUILDING PERMIT APPLICATION REVIEW
COMMUNITY
Date: 3/25/2021
Location: 11114 W 53rd Dr
ATTENTION: BUILDING DEPARTMENT
I have reviewed the submitted application documents to construct a Townhome
located at the above referenced address. Please note the comments checked below.
1. ✓ Site Survey: ✓ OK Not OK; refer to stipulations.
2. ✓ Drainage:
a. Final Drainage Report and Plan required ✓ Yes No
b. Drainage Letter and Plan required ✓ Yes No
C. Site drainage/grading have been reviewed and are: ✓ OK Not OK; see stipulations
3. ✓ CDPS Permit & SWNIP Approved: ✓ Yes No _ N/A
4. ✓ Public Improvements to be comnleted:
a. street paving/patching:
✓ Yes
No
b. curb & gutter/drivecut
✓ Yes
No
C. sidewalk:
✓ Yes
No
d. standard street lights:
✓ Yes _
No
e. pedestrian lights:
✓ Yes _
No
f. storm sewer:
✓ Yes
No
g. Letter of Credit (LOC) required:
✓ Yes
No
h. Funds in lieu of construction:
TT Yes ✓ No
If an LOC or funds in lieu of are required,
has it been received?
V/Yes No
5. ✓ SIA/PIA required and received
6. ✓ Traffic impact analysis required & approved:
✓ Yes No
✓ Yes No
7. ✓ If yes, was it approved by the Director of Public Works? ✓ Yes No
8. ✓ Does all existing roadway/alley R.O.W. meet the standards of the City: ✓ Yes No
If not, what is required: N/A
If R.O.W. is required, has the deed been received? ✓ Yes No (See Note below)
NOTE: All deeds must be reviewed and approved prior to issuance of the Certificate of Occupancy.
9. ✓ APPROVED: The Public Works Department has reviewed the submitted material and hereby approves this
Permit Application, subject to the stated or attached stipulations.
L� 3/25/2021
Signature Date
10._a Stipulations: A Grading Certification accompanied by an ILC or updated CCP w/ spot elevations
shall be required prior to issuance of the final C.O. for the building.
11. ✓ NOTE: Any damage to the existing Public Improvements resulting from this construction shall be repaired to
City standards prior to the issuance of the Certificate of Occupancy (C.O.). A Drainage/Grading
Certification Letter with by As -Built plans or updated CCP shall be required prior to the issuance of
the Certificate of Occupancy.
Rev 04/2020
V 1(
City of
Wheat,p
COMMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857
ENGINEERING DEVELOPMENT REVIEW FEES
Date: 3/25/2021
Location of Construction: 11114 W 53rd Dr
Purpose of Construction:
Single Family El
Townhome
Commercial El Multi -Family _a Sitework El
Development Review Processing Fee: ................................................ $100.00
(Required of all projects for document processing)
Single Family Residence/Duplex Review Fee: ..................................... $50.00
Commercial/Multii-Family Review Fees:
(Fees include reviews of the l't and 2nd submittals)
• Review of existing or minimal technical documents: ........................ $200.00
• Initial review' of technical civil engineering documents: ................ $600.00
• Traffic Impact Study Review Fee :.................................................... $600.00
• Trip Generation Study Review Fee :................................................... $200.00
• Stormwater Management Plan (SWMP) Review Fee :....................... $200.00
• O & M Schedule Review & SMA Recording Fee ............................. $100.00
• Construction Control Plan.................................................................. $100.00
$ 100.00
'Each Application will be reviewed by staff once and returned for changes. If after review of the second submittal changes requested by staff
have not been fully made to the civil/slormwater/traffic documents, further reviews will be subject to the following Resubmittal Fees:
• Resubmittal Fees:
3`d submittal ('h initial review fee): .................................................... $300.00 $
4' submittal (full initial review fee): ................................................. $600.00 $
All subsequent submittals:................................................................. $600.00 X = $
(Full initial review fee)
TOTAL REVIEW FEES (due at time of Building Pennit issuance): $100.00
PLEASE NOTE THAT IN ADDITION TO THE ABOVE FEES, THERE WILL BE LICENSING AND
PERMITTING FEES REQUIRED TO CONSTRUCT IMPROVEMENTS AND UTILITIES WITHIN THE
PUBLIC RIGHT-OF-WAY.
www.ci.wheatridge.co.us
Rev 04/20
GENERAL NOTES
1. THESE DRAWINGS ARE "BUILDERS PLANS" INDICATING GENERAL DESIGN INTENT ONLY. IT IS THE BUILDER'S
RESPONSIBILITY TO PROVIDE ANY ADDITIONAL CONSTRUCTION DETAILS REQUIRED ANDTO DICTATE
METHODS OF CONSTRUCTION. THE BUILDER SHALL VERIFY ALL DIMENSIONS OF MANUFACTURED
COMPONENTS AND RELATIONSHIPS BETWEEN MATERIALS OR COMPONENTS. THE BUILDER SHALL VERIFY
EXISTING CONDITIONS AND DIMENSIONS SHOWN ON THE DRAWINGS INCLUDING ALL EXISTING GRADES AT
THE SITE.
2. THIS IS A CUSTOM DESIGN, THESE PLANS MAY NOT BE USED ON ANY OTHER SITE WITHOUT THE
ENGINEER'S PRIOR, WRITTEN APPROVAL.
3. ANY CHANGES TO THESE PLANS WITHOUT PRIOR WRITTEN CONSENT BY THE ENGINEER SHALL
CONSTITUTE ACCEPTANCE OF RESPONSIBILITY BY THE BUILDER AND OWNER OF THAT CHANGE.
4. THE BUILDER/CONTRACTOR AND ALL SUBCONTRACTORS SHALL CONFORM TO ALL APPLICABLE BUILDING
CODES.
5. UTILIZE DETAILS AS APPLICABLE.
6. DISCHARGE ROOF DOWNSPOUTS AND ALL OTHER WATER COLLECTION SYSTEMS WELL BEYOND THE LIMITS
OF THE BACKFILL, A MINIMUM OF 5 FEET.
7. FRAMER RESPONSIBLE FOR BACKOUT FRAMING REQUIRED AT PLUMBING AND HEATING RUNS & CHASES.
DESIGN PARAMETERS
DESIGN CODES:
1. IRC 2018
2. ASCE7
3. AISC STEEL CONSTRUCTION MANUAL
4. ACI BUILDING CODE 318
DESIGN LOADS WITH LOCAL AMENDMENTS:
1. SEISMIC LOADS
1.1. IMPORTANCE FACTOR: 1.0
1.2. SITE CLASS: D
1.3. Ss: 0.192 g Sr: 0.06 g
1.4. SpA: 0.204 Sp r: 0.096
1.5. DESIGN CATEGORY: B
1.6. STRUCTURAL TYPE: LIGHT FRAMED WALLS WITH WOOD STRUCTURAL PANELS RATED FOR
SHEAR RESISTANCE
1.7. RESPONSE MOD FACTOR (R): 6.5
1.8. SYSTEM OVER STRENGTH FACTOR (OMEGA Q): 2.5
1.9. DEFLECTION AMPLIFICATION FACTOR (Cd): 4
2. WIND LOADS
2.1. BASIC WIND SPEED 135 MPH (ULTIMATE)
2.2. RISK CATEGORY II
2.3. WIND EXPOSURE C.
2.4. INTERNAL PRESSURE COEFFICIENT +/- 0.18 (ENCLOSED)
3. ROOFLOADS
3.1. ROOF DEAD LOAD: 15 PSF; TOP CHORD = 7.5 PSF & BOTTOM CHORD = 7.5 PSF
3.2. ROOF SNOW LOAD: Pf 30 PSF
3.3. DRIFTING, SLIDING, AND UNBALANCE SNOW CALCULATED IN ACCORDANCE WITH IBC CHAPTER 16
4. LIVE LOAD
4.1. FLOOR: 40 PSF
4.2. DECK: 40 PSF
5. GROUND SNOW 30 PSF
6. FLOORS AND INTERIOR STAIRS DEAD LOAD: 15 PSF
7. EXTERIOR DECKS DEAD LOAD: 10 PSF LIVE LOAD: 40 PSF SNOW LOAD: 30 PSF
8. WEATHERING: SEVERE
9. FROST DEPTH: 36 INCHES
10. TERMITE INFESTATION: SLIGHT TO MODERATE
11. DECAY: NONE TO SLIGHT
STRUCTURALSTEEL:
1. STRUCTURAL STEEL MEMBERS SHALL CONFORM TO THE FOLLOWING MINIMUM YIELD STRENGTH AND
ASTM SPECIFICATIONS:
FACE MOUNT HANGER
SPECIFICATIONS Fy
ASTM
A. WIDE FLANGE SHAPED STRUCTURAL STEEL 50 KSI
A-992
B. M -,S-, AND HP -SHAPED STRUCTURAL STEEL 36 KSI
A-36
C. STRUCTURAL STEEL CHANNELS AND ANGLES 36 KSI
A-36
D. STRUCTURAL STEEL PLATES AND BARS 36 KSI
A-36
E. SQUARE AND RECTANGULAR HSS 46 KSI
A-500 GRADE B
F. ROUND HSS 42 KSI
A-500 GRADE B
G. STEEL PIPE 35 KSI
A-53 GRADE B
2. FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC SPECIFICATION AND CODE OF
STANDARD PRACTICE LATEST EDITIONS.
GLTV559
3. ALL FIELD CONNECTIONS SHALL BE MADE WITH ae.. DIAMETER ASTM A307 BOLTS
- ENO
4. 3" INTERIOR DIAMETER - SCHEDULE 40 ADJUSTABLE PIPE COLUMNS SHALL BE RATED AT 33.4 KIPS MINIMUM.
5. MINIMUM WELD SIZE TO BE 3/16" U.N.O.
RAI 81/1188
LOOSE LINTELS:
1. UNLESS NOTED OTHERWISE, PROVIDE LOOSE LINTELS AS FOLLOWS: (ONE ANGLE FOR EACH 4" OF WALL
THICKNESS TO BEAR 6" MIN. EACH END).
OPENINGS T04'-0": ANGLE 3 -1/2X3 -1/2X1/4;
OPENINGS 5'-5" TO 6'-6": ANGLE 6 X 3-1/2 X 5/16 LLV.
EPDXY
1. ALL EPDXY SPECIFIED IN THESE PLANS SHALL BE ONE OF:
A. SIMPSON SET -XP ICC -ES ESR -2508, MIN. BASE TEMPERATURE 50 DEG F.
B. HILTI HIT-HY 200 ICC -ES ESR 3187, MIN. BASE TEMPERATURE 14 DEG F.
METAL CONNECTORS:
1. METAL CONNECTORS SPECIFIED'SIMPSON' ON PLANS ARE MANUFACTURED BY SIMPSON STRONG -TIE, INC.
METAL CONNECTORS SPECIFIED 'USP' ON PLANS ARE MANUFACTURED BY UNITED STEEL PRODUCTS.
SUBSTITUTIONS BY OTHER MANUFACTURERS ALLOWED PROVIDED STRENGTH OF SPECIFIED CONNECTORS
IS MET OR EXCEEDED. NAILING/INSTALLATION OF CONNECTORS TO BE PER MANUFACTURER'S
RECOMMENDATIONS.
2. PROVIDE HURRICANE ANCHORS (SIMPSON H2.5/H2.SA/H2.ST OR USP RT7 HURRICANE CLIPS AT EACH
TRUSSIRAFTER AND ADD'L SIMPSON H7Z OR USP RT20 AT ALL GIRDER TRUSSES, TYP. U.N.0). PROVIDE
REQUIRED BLOCKING AT ALL TRUSS / RAFTER BEARING. TRUSS DESIGNER TO PROVIDE ADDITIONAL
HOLDOWNS FOR UPLIFT LOADS EXCEEDING H2.5 AND H7Z.
3. PROVIDE ICC APPROVED JOIST HANGERS AT ALL "FLUSH FRAME" CONDITIONS AND AS DEPICTED ON
FRAMING PLANS. PROVIDE ANY OTHER POST BASES, MULTIPLE JOIST HANGERS, AND BEAM CONNECTORS
AS REQUIRED. INSTALL WITH NUMBER AND TYPE OF NAILS RECOMMENDED BY MANUFACTURER. REFER
HANGER SCHEDULE.
HANGER SCHEDULE
(UNLESS OTHERWISE NOTED)
MEMBER
FACE MOUNT HANGER
TOP FLANGE HANGER
SIMPSON
USP
SIMPSON
USP
(1)13/4"x91/2"EPA
HUS1.81/10
HUS179
WP9
PHM1795
(2)13/4"x91/2"EPA
HHUS410
THD410
HB356/95
PHX3595
(3)13/4"x91/2"EPA
ITGUS550/10
THDH610
GLTV559
PHXU5295
(1)13/4"x117/8"EPA
HUS1.81/10
HUS179
RAI 81/1188
PHXU17118
(2)13/4"x117/8"EPA
HHUS410
THD410
HB356/1188
PHX35118
(3)13/4"x117/8"EPA
HGUS550/12
THDH612
GLTV537/11 .875
PHXU52118
31/2"x14"FILE TRUSS
HU414
HD414
HU414-TF
HD0414
(1)BCI 600018
1USE .37/1188
1HFL23112
ILS2.37/1188
TFL23118
(2)BCI 600018
MIU475111
16d @ 8"1
MIT3511.88-2
L=AS SHOWN PER PLAN
(1) ADS OR (1) 2x10
LUS28
JUS28
18"
18" 12"
22:10
HU2102OR
HUC2102
HD2102OR
HD21021F
----
-----
NOTES 1)ALL HANGERS AT (1) PLY BEAMS ARE APPROVED TO USE EDU I VALENT 11/2"NAIL
2) PROVIDE HDG OR STAINLESS STEEL CONNECTORS AS RED'D FOR TREATED WOOD
MEMBERS AS RED'D PER CODE
CONCRETE:
1. SEE FOUNDATION WALL REINFORCING SCHEDULE FOR VERTICAL AND HORIZONTAL REINFORCING
REQUIREMENTS. STEEL REINFORCING BARS SHALL BE GRADE 60 DEFORMED BARS. #5 GRADE 40 STEEL
MAY BE SUBSTITUTED FOR #4 GRADE 60 STEEL. BEND OR LAP ALL BARS 48 BAR DIAMETERS WITH A
MINIMUM OF 24" AROUND CORNERS. PROVIDE (2) #4S AROUND ALL OPENINGS WITH (2) #4 X 4' AT ALL
CORNERS. ANCHOR BOLTS SHALL BE A MINIMUM 1/2" DIAMETER WITH MIN. 8" EMBEDMENT @ 3'1 ON
CENTER FOR ALL BASEMENT WALLS AND 4'1 ON CENTER FOR ALL CRAWLSPACE AND GARAGE WALLS,
MAXIMUM SPACING W/ MINIMUM OF (2) BOLTS PER PLATE.
2. CONCRETE WALLS SHALL BE 3500 PSI COMPRESSIVE STRENGTH AT 28 DAYS. CONCRETE SHALL HAVE A
WATER TO CEMENT RATIO OF 0.50 OR LESS. CEMENT TYPE SHALL BE TYPE I OR TYPE II MODIFIED.
SLUMP: 4"+/- 1", OR UP TO 8" MAX IF PLASTICIZER IS USED
AIR CONTENT: 6% +/- 1
3. REFER TO ACI 318 FOR ADDITIONAL INFORMATION.
4. DO NOT PLACE BACKFILL AGAINST FOUNDATION UNTIL CONCRETE HAS CURED AND FOUNDATION
ADEQUATELY SHORED. BACKFILL TO REQUIRED GRADE ELEVATION AND SLOPE AWAY FROM BUILDING.
5. ALL CONCRETE SLABS SHALL BE 4" THICK WITH 4000 PSI COMPRESSIVE STRENGTH AT 28 DAYS. PROVIDE
SCORES OR SAWCUTS IN ALL SLABS @ 12'-0" O.C. MAX.. WHERE POSSIBLE, ALIGN SAW CUT WITH COLUMN
CENTERLINES AND RE-ENTRANT CORNERS.
6. CONCRETE PROTECTION FOR REINFORCEMENT (UNO)
CONCRETE POURED AGAINST EARTH 3"
CONCRETE POURED IN FORMS BUT EXPOSED TO EARTH AND WEATHER:
#5 BARS OR SMALLER 1 1/2"
BARS LARGER THAN #5 2"
SLABS 3/4"
FOUNDATION WALL REINFORCING SCHEDULE
WALL HEIGHT
VERTICAL REINFORCEMENT
HORIZONTAL REINFORCEMENT
0'-0" TO 3'1
#4'S @ 48" O.C.
(2) #5'S TOP AND BOTTOM
UP TO 4'1
#4'S @ 24" O.C.
(2) #5'S TOP AND BOTTOM
UP TO 6'1
#4'S @ 24" O.C.
(2) #5'S TOP AND BOTTOM
UP TO 8'1
#4'S @ 24" O.C.
(2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C.
UP TO 9'-0"
#4'S @ 18" O.C.
(2) #5'S TOP AND BOTTOM AND (1) #5 @ 24" O.C.
UP T01"
#5'S@16"O.C.
(2)#5'S TOP AND BOTTOM AND(1)#5@12"O.C.
UPTO12-1
#5'S@12"O.C.
(2)#5'S TOP AND BOTTOM AND (1)#5@12"O.C.
1. WALLS WITH BACKFILL ON EACH SIDE, SUCH AS DEEP GARAGE WALLS, ONLY REQUIRE
REINFORCEMENT AS PER THE SCHEDULE ABOVE FOR WALLS UP TO 4'-0" IN HEIGHT.
2. BUILDER MAY ELECT TO EXTEND PATIO, GARAGE AND CRAWLSPACE FOOTING AND WALLS TO
BASEMENT DEPTH USING SAME SIZE FOOTING.
FOOTING FOUNDATION NOTES
1. FOUNDATIONS, WALLS AND FOOTINGS ARE DESIGNED BASED ON SOILS REPORT NUMBER: DN49,619-120-R1
REPORT PROVIDED BY: CTLTHOMPSON
DATED:
AUGUST 12 2020
MAXIMUM BEARING CAPACITY OF 3000 PSF
MINIMUM DEAD LOAD BEARING CAPACITY OF 1000 PSF
2. CONTRACTOR SHALL NOTIFY ENGINEER OF ANY UNANTICIPATED SOILS CONDITIONS.
3. PLACE 4" TALL x 8" WIDE VOID FORM ACROSS FULL WIDTH OF FOOTING EVERY 12 FEET AND CENTERED
BELOW WINDOWS AT ALL EXTERIOR BASEMENT WALLS WHEN USING INTERIOR DRAINS.
SQUARE FOOTING
STEEL AND THICKNESS
SCHEDULE
FOOTING WIDTH/LENGTH # OF #4 REBAR EACH WAY
THICKNESS OF FOOTING
UP TO 24"
2
NONE NONE
8"
30"
2
8"
8"
36"
3
24"
10"
42"
3
3 @ 18"o.c.
10"
48"
4
10"
12"
54"
4
32"
12"
60"
5
4 @ 12"o.c.
14"
66"
5
12"
14"
72"
6
12" -
6"
IF SPECIFIC FOOTING WIDTH NOT SHOWN, SUPPLY DEPTH AND REBAR OF NEXT LARGER FOOTING
SPREAD
FOOTING STEEL AND THICKNESS
SCHEDULE
FOOTING WIDTH
# OF #4 REBAR LONGITUDINAL #4 REBAR LATERAL
THICKNESS OF FOOTING
16"
NONE NONE
8"
18"
NONE NONE
8"
20"
2 NONE
8"
24"
2 NONE
10"
26"
3 @ 18"o.c.
10"
28"
3 @ 18"o.c.
10"
30"
4 @ 18"o.c.
12"
32"
4 @ 12"o.c.
12"
34"
4 @ 12"o.c.
12"
36"4
@ 12"o.c.
12"
IF SPECIFIC FOOTING WIDTH NOT SHOWN, SUPPLY DEPTH AND REBAR OF NEXT LARGER FOOTING
APPROVED
Mike Theisen 04/06/2021
+'QJ„109�hN.aTF,tY1 u �aM� 1h4.Y .xaR.Nti +•p pWtvrb
� cj'wP iii,ee ebwu't mY.v x{ar�rxo�wn. wrr.
c•�^,o.^eRq
wi. u".rtw.+�tiom a a qr.w+.r r.w
WOOD FRAMING
SAWN LUMBER:
1. STUDS AND PLATES SHALL BE #2 STRUCTURAL LIGHT FRAMING, HEM -FIR OR BETTER. FINGER JOINTED
STUDS ALLOWED PROVIDED THEY MEET GRADE QUALITY.
2. FOUNDATION PLATES SHALL BE REDWOOD CONSTRUCTION COMMON OR PRESSURE TREATED HEM -FIR
AND ANCHORED TO FOUNDATION PER CONCRETE NOTES.
STRUCTURAL COMPOSITE LUMBER:
1. ALL MULTIPLE BEAMS SHALL BE GLUED, NAILED AND/OR BOLTED AS PER MANUFACTURER'S
RECOMMENDATIONS.
2. FLOOR JOISTS SHALL BE BCI JOISTS BY BOISE CASCADE OR APPROVED EQUALS INSTALLED PER
MANUFACTURER'S SPECIFICATIONS. SEE MANUFACTURER'S MANUAL FOR REQUIRED BLOCKING, FILLERS
AND NAILING REQUIREMENTS.
3. LVL BEAMS SHALL BE MICRO -LAMS AS MANUFACTURED BY TRUS JOIST CORP OR EQUAL WITH Fb 2600 PSI,
Fv 285 PSI, E 2000 KSI. TO BE INSTALLED PER MANUFACTURER'S REQUIREMENTS. WOOD BEAMS TO BEAR
FULL DEPTH OF WALL LESS RIM BOARD WHERE APPLICABLE. ENGINEERED WOOD BEAMS SHALL HAVE A
MINIMUM BEARING OF 1-1/2" ENO
4. ENGINEERED WOOD BEAMS AND HEADERS SPECIFIED "EW', SHALL BE AS MANUFACTURED BY TRUS-JOIST
CORPORATION, BOISE, IDAHO (OR APPROVED EQUAL) WITH THE FOLLOWING PROPERTIES:
8 5/8" DEEP OR SMALLER: 9 1/4" DEEP AND LARGER:
Fb = 1,700 PSI Fb = 2,325 PSI
Fv = 400 PSI Fv = 310 PSI
E = 1,300,000 PSI E = 1,550,000 PSI
5. BOISE VERS -LAM BEAMS AND HEADERS SPECIFIED "LVL" SHALL HAVE THE FOLLOWING PROPERTIES:
Fb = 2,600 PSI
Fv = 285 PSI
E = 2,000,000 PSI
6. BUILT-UP TIMBERSTRAND BEAMS MAY BE SUBSTITUTED FOR SINGLE PLY TIMBERSTRAND HEADERS
PROVIDED THAT THE TOTAL WIDTH IS GREATER THAN OR EQUAL TO THAT DESIGNATED ON PLAN. BUILT-UP
BEAMS MUST BE ATTACHED PER MOST STRINGENT INDICATED PER MANUFACTURER RECOMMENDATIONS,
UNLESS NOTED OTHERWISE ON PLANS.
7. MICROLAMS (LVL) OR VERSA -LAM MAY BE SUBSTITUTED FOR TIMBERSTRAND (EW) OF THE SAME WIDTH
AND DEPTH, AS DESIGNATED ON PLAN.
8. PROVIDE MIN. 1-1/8" TIMBERSTRAND LSL RIM BOARD, U.N.O.
FLOOR TRUSSES:
1. FLOOR FRAMING SHALL BE PRE-ENGINEERED TRUSSES.
2. WOOD FLOOR TRUSSES SHALL BE DESIGNED BY REGISTERED A PROFESSIONAL ENGINEER LICENSED TO
PRACTICE IN THE STATE OF THE PROJECT LOCATION. CALCULATED LIVE LOAD AND DEAD LOAD
DEFLECTIONS OF TRUSSES SHALL NOT EXCEED 1/480TH OR 1/240TH RESPECTIVELY OF THE SPAN
LENGTH. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN
ENGINEER SHALL BE SUBMITTED FOR REVIEW BYTHE STRUCTURAL ENGINEER. THESE SHOP DRAWINGS
SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY, AND THE
SIZE AND GRADE OF LUMBER TO BE USED. THE TRUSS MANUFACTURER SHALL PROVIDE DRAWINGS
SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR TRUSS STABILITY,
AT ALL TRUSS AND GIRDER HANGERS.
3. SHOP DRAWINGS AND CALCULATIONS BEARING THE SEAL AND SIGNATURE OF THE DESIGN ENGINEER
SHALL BE SUBMITTED FOR REVIEW BYTHE STRUCTURAL ENGINEER OF RECORD. THESE SHOP
DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION PLATE SIZE AND CAPACITY,
AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE FLOOR TRUSS MANUFACTURER SHALL PROVIDE
DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS, PANELS, BRIDGING AS REQUIRED FOR
STABILITY AND ALL FLOOR TRUSS AND GIRDER FLOOR TRUSS HANGERS. SHOP DRAWINGS REVIEW BY
THE STRUCTURAL ENGINEER SHALL BE COMPLETED PRIOR TO FLOOR TRUSS FABRICATION.
3. FINAL TRUSS PLANS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR
VERIFICATION OF CONSTRUCTABILITY. IF FINAL TRUSS PLANS ARE NOT SUBMITTED TO STRUCTURAL
ENGINEER FOR REVIEW THE TRUSS MANUFACTURER SHALL PROVIDE ALL HOLDOWNS AND VERIFY ALL
TRUSS BEARING CONDITIONS NOTED ON STRUCTURAL PLANS.
4. FLOOR TRUSS ENGINEERING AND VERIFICATION OF DIMENSIONS/PLATE HEIGHTS WILL BE THE
RESPONSIBILITY OF THE SUPPLIER. PROVIDE SOLID BLOCKING BETWEEN TRUSSES AT BEARING POINTS
FOR LATERAL SUPPORT, TO PREVENT ROTATION AND LATERAL DISPLACEMENT.
5. ALL TRUSSES TO BE PRE-ENGINEERED BYTRUSS MANUFACTURER TO INCORPORATE ALL LOADING AS
SPECIFIED IN GENERAL FRAMING NOTES AS WELL AS ANY ADDITIONAL LOADS AS MAY BE REQUIRED BY
CODE AND SPECIFIC POINT OR LINE LOADS AS SHOWN ON DRAWINGS.
6. THE FLOOR LAYOUT IN THIS DRAWING PORTRAYS DESIGN INTENT ONLY. REFER TO TRUSS DRAWINGS BY
TRUSS MANUFACTURER FOR ACTUAL LAYOUT FOR CONSTRUCTION.
ROOF TRUSSES
1. ROOF FRAMING SHALL BE PRE-ENGINEERED TRUSSES.
2. WOOD ROOF TRUSSES SHALL BE DESIGNED BY A REGISTERED PROFESSIONAL ENGINEER LICENSED TO
PRACTICE IN THE STATE OF THE PROJECT LOCATION. CALCULATED LIVE LOAD DEFLECTIONS OF TRUSSES
SHALL NOT EXCEED 1/240TH OF THE SPAN LENGTH. SHOP DRAWINGS AND CALCULATIONS BEARING THE
SEAL AND SIGNATURE OF THE DESIGN ENGINEER SHALL BE SUBMITTED FOR REVIEW BY THE STRUCTURAL
ENGINEER. THESE SHOP DRAWINGS SHALL SHOW THE LOCATIONS OF ALL THE TRUSSES, CONNECTION
PLATE SIZE AND CAPACITY, AND THE SIZE AND GRADE OF LUMBER TO BE USED. THE TRUSS
MANUFACTURER SHALL PROVIDE DRAWINGS SHOWING BLOCKING AT BEARING LOCATIONS PANELS
BRIDGING AS REQUIRED FOR TRUSS STABILITY AT ALL TRUSS AND GIRDER HANGERS.
3. FINAL TRUSS PLANS TO BE SUBMITTED TO STRUCTURAL ENGINEER FOR REVIEW AFTER CONTRACTOR
VERIFICATION OF CONSTRUCTABILITY. IF FINAL TRUSS PLANS ARE NOT SUBMITTED TO STRUCTURAL
ENGINEER FOR REVIEW THE TRUSS MANUFACTURER SHALL PROVIDE ALL HOLDOWNS EXCEEDING TYPICAL
H2.ST, AND VERIFY ALL TRUSS BEARING CONDITIONS NOTED ON STRUCTURAL PLANS.
4. ROOF TRUSS ENGINEERING AND VERIFICATION OF DIMENSIONS/PLATE HEIGHTS WILL BE THE
RESPONSIBILITY OF THE SUPPLIER. PROVIDE SOLID BLOCKING BETWEEN TRUSSES AT BEARING POINTS
FOR LATERAL SUPPORT, TO PREVENT ROTATION AND LATERAL DISPLACEMENT.
5. ALL TRUSSES TO BE PRE-ENGINEERED BY TRUSS MANUFACTURER TO INCORPORATE ALL LOADING AS
SPECIFIED IN GENERAL FRAMING NOTES AS WELL AS ANY ADDITIONAL LOADS AS MAY BE REQUIRED BY
CODE AND SPECIFIC POINT OR LINE LOADS AS SHOWN ON DRAWINGS.
6. THE ROOF LAYOUT IN THIS DRAWING PORTRAYS DESIGN INTENT ONLY. REFER TO TRUSS DRAWINGS BY
TRUSS MANUFACTURER FOR ACTUAL LAYOUT FOR CONSTRUCTION.
WOOD FRAMING CONT.
WALL FRAMING:
1. DENOTES LOAD BEARING WALL:
2. WALL FRAMING PER TABLE:
3. IF SPECIFIC WALL HEIGHT NOT SHOW, SUPPLY STUD SPACING OF NEXT TALLER WALL HEIGHT
CAI CRIVR sMRMVC VVMLLJ JIIMLL OC LA4 IIW, L4 Di V.IV.V
4. PROVIDE "SOLID STUDS," 2 MINIMUM GANGED STUDS IN WALLS, ALL 2-2X & LARGER POSTS, AND AT BEAM
BEARINGS AS SHOWN, CONTINUOUS THROUGH SOLID BLOCKING IN FLOORS TO THE FOUNDATION. SQUASH
BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY.
5. ALL OPENINGS IN EXTERIOR AND BEARING WALLS (DOORS, WINDOWS, ETC.) SHALL HAVE MINIMUM
HEADERS OF (2)F2X&S, WITH 1-2X TRIMMER STUD & 1-2X KING STUD AT ALL OPENINGS UP TO 5'1 WIDE -
TYPICAL ENO
6. ALL OPENINGS OVER 6'1 SHALL HAVE HEADER, KING STUDS AND TRIMMERS AS INDICATED ON PLAN. ALL
OPENINGS IN NON BEARING WALLS (DOOR, WINDOWS, ETC.) SHALL HAVE 1-2X KING STUD EACH SIDE.
7. KING STUDS ARE NOTED AS"K"AND TRIMMER STUDS ARE NOTED AS'T".
8. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES
FOR 3 OR 4 PLYS.
9. CRIPPLES AT NONBEARING WALL OPENINGS MAY BE REMOVED WHERE DISTANCE BETWEEN TOP OF
OPENING AND TOP PLATE IS LESS THAN 24".
10. BUILDER MAY OPT FOR PANELIZED WALLS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCTURAL ENGINEER
FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY.
11. INSTALL FLAT BLOCKS @ 24" O.C. TO SUPPORT WALL T -INTERSECTS ILO 2X6 STUDS @ NON BEARING
WALLS.
ROOF OVERFRAMING:
1. DENOTES OVERFRAME AREAS:
2. OVERFRAMING TO BE COMPLETED AS FOLLOWS: 2X6 @ 24" O.C. FOR SPANS Ti OR LESS, 2X8 @ 24" O.C.
FOR SPANS BETWEEN Ti AND 10'-8". TRUSS MANUFACTURER SHALL PROVIDE OVERFRAME TRUSS FOR
SPANS OVER 10'-9"
3. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN
TRUSSES.
4. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER.
5. PLACE (2)-1X4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMBERS TO BEAR ON.
6. ATTACH 2X4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'1 O.C. W/
(3)-10d NAILS EA. SIDE.
SHEATHING
1. WALL SHEATHING SHALL BE 7/16" O.S.B. APA RATED PER TYPICAL WALL SECTION WITH A MINIMUM NAILING
OF 6" AT EDGES AND 12" IN FIELD. RE: SHEAR WALL PANEL SCHEDULE FOR REQUIRED NAILING AT SHEAR
WALLS
2. FLOOR SHEATHING SHALL BE 23/32" T&G, APA RATED STURD-I-FLOOR, 24" O.C., EXPOSURE I, T&G. GLUE AND
NAIL WITH 8d COMMON NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT ALL INTERMEDIATE
SUPPORTS.
3. ROOF SHEATHING SHALL BE 7/16" APA RATED SHEATHING 24/16 RATED, EXPOSURE I. NAIL WITH 8d COMMON
NAILS ACCORDING TO DETAIL BELOW AND PROVIDE PSCL SHEATHING CLIPS AT 2'1 O.C. BETWEEN
SUPPORTS.
FASTENING SCHEDULE (INCHESON CENTER)
ROOF FASTENING ZONE
1 2 3
STUD SPACING SCHEDULE
NAILS
6 6
4
PANEL EDGES
8d
12 6
6
PANEL FIELD
WALL HEIGHT
HOLD DOWN
NOTES
i
WALL TYPE
7/16" PLYWOOD / OSB
8d @ 6"
8d @ 12"
16g @ 4", 2" LONG
16g @ 12", 2" LONG
2x
12" AB @ 4'1
16d @ 16"1
PER PLAN
L=4' OR AS SHOWN PER PLAN
8'_0"
9'_0"
10'-0"
11' 0" 12'1
14'1
16'1
18'1
2x
1/2" AB @ Ti
2X4
16"
16"
16"
12" -
-
-
-
7/16" PLYWOOD / OSB
EXTERIOR
8d @ 12"
----
--
2x
1/2" AB @ 2'1
16d @ 8"1
PER PLAN
L=AS SHOWN PER PLAN
2X6
24"
16"
18"
18" 12"
12"
8"
8"
----
-----
BEARING
---
----
N/A
SEE PFH DETAIL
DBL. STUD TYP.
GB -1
1/2" GYPSUM BOARD
5d @ 7"
5d@7
2X4
24"
16"
16"
12" -
-
-
-
GB -2
INTERIOR
2X6
24"
24"
16"
16" 12"
12"
12"
12"
NON-
BEARING
INTERIOR
2X4
5/8" GYPSUM BOARD
6d @ 4"
24"
I
16"
1/2" AB @ 4'1
2X6 24„
PER PLAN
CAI CRIVR sMRMVC VVMLLJ JIIMLL OC LA4 IIW, L4 Di V.IV.V
4. PROVIDE "SOLID STUDS," 2 MINIMUM GANGED STUDS IN WALLS, ALL 2-2X & LARGER POSTS, AND AT BEAM
BEARINGS AS SHOWN, CONTINUOUS THROUGH SOLID BLOCKING IN FLOORS TO THE FOUNDATION. SQUASH
BLOCKS ARE NOT SHOWN ON PLAN FOR CLARITY.
5. ALL OPENINGS IN EXTERIOR AND BEARING WALLS (DOORS, WINDOWS, ETC.) SHALL HAVE MINIMUM
HEADERS OF (2)F2X&S, WITH 1-2X TRIMMER STUD & 1-2X KING STUD AT ALL OPENINGS UP TO 5'1 WIDE -
TYPICAL ENO
6. ALL OPENINGS OVER 6'1 SHALL HAVE HEADER, KING STUDS AND TRIMMERS AS INDICATED ON PLAN. ALL
OPENINGS IN NON BEARING WALLS (DOOR, WINDOWS, ETC.) SHALL HAVE 1-2X KING STUD EACH SIDE.
7. KING STUDS ARE NOTED AS"K"AND TRIMMER STUDS ARE NOTED AS'T".
8. ALL MULTIPLE BEAM HEADERS SHALL BE ATTACHED IN ACCORDANCE WITH MANUFACTURER'S
SPECIFICATIONS. FOR SAWN LUMBER, USE (2) ROWS OF 16d NAILS @ 16" O.C.. USE NAILING BOTH SIDES
FOR 3 OR 4 PLYS.
9. CRIPPLES AT NONBEARING WALL OPENINGS MAY BE REMOVED WHERE DISTANCE BETWEEN TOP OF
OPENING AND TOP PLATE IS LESS THAN 24".
10. BUILDER MAY OPT FOR PANELIZED WALLS. SHOP DRAWINGS TO BE SUBMITTED TO STRUCTURAL ENGINEER
FOR REVIEW AFTER CONTRACTOR VERIFICATION OF CONSTRUCTABILITY.
11. INSTALL FLAT BLOCKS @ 24" O.C. TO SUPPORT WALL T -INTERSECTS ILO 2X6 STUDS @ NON BEARING
WALLS.
ROOF OVERFRAMING:
1. DENOTES OVERFRAME AREAS:
2. OVERFRAMING TO BE COMPLETED AS FOLLOWS: 2X6 @ 24" O.C. FOR SPANS Ti OR LESS, 2X8 @ 24" O.C.
FOR SPANS BETWEEN Ti AND 10'-8". TRUSS MANUFACTURER SHALL PROVIDE OVERFRAME TRUSS FOR
SPANS OVER 10'-9"
3. OVERFRAMING MEMBERS TO BEAR DIRECTLY OVER THE TRUSSES OR SOLID BLOCKING BETWEEN
TRUSSES.
4. USE ONE SIZE LARGER RIDGE RAFTER THAN THE LARGEST COMMON RAFTER.
5. PLACE (2)-1X4 VALLEY PLATES SIDE BY SIDE FOR OVERFRAMING MEMBERS TO BEAR ON.
6. ATTACH 2X4 VERTICAL MEMBERS BETWEEN OVERFRAMING MEMBERS AND ROOF TRUSSES AT 4'1 O.C. W/
(3)-10d NAILS EA. SIDE.
SHEATHING
1. WALL SHEATHING SHALL BE 7/16" O.S.B. APA RATED PER TYPICAL WALL SECTION WITH A MINIMUM NAILING
OF 6" AT EDGES AND 12" IN FIELD. RE: SHEAR WALL PANEL SCHEDULE FOR REQUIRED NAILING AT SHEAR
WALLS
2. FLOOR SHEATHING SHALL BE 23/32" T&G, APA RATED STURD-I-FLOOR, 24" O.C., EXPOSURE I, T&G. GLUE AND
NAIL WITH 8d COMMON NAILS AT 6" O.C. AT ALL PANEL EDGES AND 12" O.C. AT ALL INTERMEDIATE
SUPPORTS.
3. ROOF SHEATHING SHALL BE 7/16" APA RATED SHEATHING 24/16 RATED, EXPOSURE I. NAIL WITH 8d COMMON
NAILS ACCORDING TO DETAIL BELOW AND PROVIDE PSCL SHEATHING CLIPS AT 2'1 O.C. BETWEEN
SUPPORTS.
FASTENING SCHEDULE (INCHESON CENTER)
ROOF FASTENING ZONE
1 2 3
PANEL LOCATION
NAILS
6 6
4
PANEL EDGES
8d
12 6
6
PANEL FIELD
8d
0
OJ
:T. (INCLUDING
FT. OVERHANG
J
SHEAR WALL LEGEND
E
- na
lr!
ii�i
SW
�1
EDGE
NAILING
'
EDGE STAPLE/
SCREW
FIELD STAPLE/
SCREW
EDGE STUD
AND BILKS.
SILL BOLTING
@ FND
SILL NAILING
UPPER STORIES
HOLD DOWN
NOTES
i
WSP
0
OJ
:T. (INCLUDING
FT. OVERHANG
J
SHEAR WALL LEGEND
SHEAR WALL PANEL SCHEDULE
SHEAR WALL
HOLD
SW
SHEATHING
EDGE
NAILING
FIELD
NAILING
EDGE STAPLE/
SCREW
FIELD STAPLE/
SCREW
EDGE STUD
AND BILKS.
SILL BOLTING
@ FND
SILL NAILING
UPPER STORIES
HOLD DOWN
NOTES
DOWN
WSP
7/16" PLYWOOD / OSB
8d @ 6"
8d @ 12"
16g @ 4", 2" LONG
16g @ 12", 2" LONG
2x
12" AB @ 4'1
16d @ 16"1
PER PLAN
L=4' OR AS SHOWN PER PLAN
HDX HDX
ABW-1
7/16" PLYWOOD / OSB
8d @ 4"
8d @ 12"
15g @ 3", 2" LONG
15g @ 12", 2" LONG
2x
1/2" AB @ Ti
16d @ 12"1
PER PLAN
L=AS SHOWN PER PLAN
ABW-2
7/16" PLYWOOD / OSB
8d @ 3"
8d @ 12"
----
--
2x
1/2" AB @ 2'1
16d @ 8"1
PER PLAN
L=AS SHOWN PER PLAN
WSP
PFH
7/16" PLYWOOD /OSB
----
----
----
-----
-----
---
----
N/A
SEE PFH DETAIL
DBL. STUD TYP.
GB -1
1/2" GYPSUM BOARD
5d @ 7"
5d@7
No. 6 S OR W @ 4"
No. 6 S OR W @ 12'
2x
1/2" AB @ 4'1
16d @ 16"1
PER PLAN
L= AS SHOWN PER PLAN
@ HOLD DOWN
GB -2
1/2" GYPSUM BOARD
Sd @ 4"
Sd @ 7"
No. 6 S OR W @ 4"
No. 6 S OR W @ 12'
2x
1/2" AB @ 4'-0"
16d @ 16"1
PER PLAN
L= AS SHOWN PER PLAN
STUD WALL
GB -3
5/8" GYPSUM BOARD
6d @ 4"
6d @ 7"
I
2x
1/2" AB @ 4'1
16d @ 12"1
PER PLAN
I L= AS SHOWN PER PLAN
1. NAILS FOR GYP BOARD (GB) ATTACHMENT SHALL BE DRITITE OR COOLER' TYPE NAILS, AND SHALL CONFORM TO REQUIREMENTS OF IRC.
2. NAILS FOR WOOD STRUCTURAL PANEL (WSP) SHALL BE COMMON NAILS. USE OF PNEUMATICALLY DRIVEN NAILS IS SUBJECT TO APPROVAL BY THE BUILDING DEPARTMENT AND STRUCTURAL ENGINEER. DO NOT
OVERDRIVE NAILS
3. INTERIOR GYP BOARD (GB) SHEATHING SHALL OCCUR ON EACH SIDE OF WALL. (NOTE: INTERIOR SIDE OF GB -3 MAY BE%" GYPBOARD NAILED WITH 5d NAILS SPACED AT 4"1 AT PANEL EDGES)
4. EXTERIOR WALLS (WSP) SHALL BE SHEATHED ON THE INTERIOR FACE WITH Y7" GYP BOARD (MINIMUM).
5. PLYWOOD/OSB SHEATHING SHALL BE STRUCTURAL 1 GRADE WITH EXTERIOR GLUE.
6. PROVIDE EDGE NAILING TO STUD OR POST WHERE HOLD DOWNS OCCUR.
7. GYPBOARD AND PLYWOOD/OSB TO CONFORM TO IBC
8. STAPLES SHALL HAVE A MINIMUM CROWN WIDTH OF 7/16 INCH, MEASURED OUTSIDE THE LEGS, AND SHALL BE INSTALLED WITH THEIR CROWNS PARALLEL TO THE LONG DIMENSION OF THE FRAMING MEMBERS.
9. THE PRESCRIPTIVE METHOD DESCRIBED IN SECTION R602.10 WAS FOLLOWED WHEN APPLICABLE. WHEN THE RESIDENTIAL FRAMING DOES NOT ALLOW THE PRESCRIPTIVE METHOD TO BE FOLLOWED, SECTION R301.1
WAS FOLLOWED.
10. REFER TO ARCH PLANS FOR FIRE RATING REQUIREMENTS IN ADDITION TO SHEATHING NOTED PER STRUCTURAL PLANS.
REVISIONS LOG
DELTA# I COMMENTS
Wstudio
Denver, CO
Evergreen, CO
303.670.7242
design@evstudio.com
inspections@evstudio. com
www. evstud io. com
VJ
5W
0
2
0
Z
W
C)
Z
0
460,4
r
LO
V_
J
`.J
M
LO
co
O
r
r
r
N
N
r
M
HOLD-DOWN SCHEDULE
Ln
"HDx"
HOLD DOWN ANCHOR BOLT EMBED DEPTH
HD1
SIMPSON CS16 w/(22) 10d + 13" END LENGTH
N.A.
HD2
SIMPSON STHD10RJ or HDU4
712"
HD3
SIMPSON HDU8-SDS2.5 or STHD14 or USPDHD8
1012"
HD4
SIMPSON CS14 w/(30) 10d + 16" END LENGTH
N.A.
HD5
SIMPSON CMST12 w/(84) 16d+38" END LENGTH
N.A.
HD6
SIMPSON HD19
12"
HD7
SIMPSON CMSTCI6 w/(58) 10d +25" END LENGTH
N.A.
REVISIONS LOG
DELTA# I COMMENTS
Wstudio
Denver, CO
Evergreen, CO
303.670.7242
design@evstudio.com
inspections@evstudio. com
www. evstud io. com
VJ
5W
0
2
0
Z
W
C)
Z
0
460,4
r
LO
V_
J
`.J
M
LO
co
O
r
r
r
N
N
r
M
r
Ln
r
0
O
I-
M
CD
r
Ii
U)
r
19356
0
�J
0
U
CD
N
COPYRIGHT 2021
This document s an instrument of serace, and as such
remai
ofthins the property of the Architect Permission for use
of this document s umlle0 and can be extended only by
written agreementwlm Evswelo, LLc.
REVISION
PERMIT SET
DATE: 03/03/2021
DRAWN BY: KMT
CHECKED BY: RRM
GENERALNOTES
SG0.0
PROVIDE 1"DEEP
2x CONT TREATED PLATE w/ 112"
BEAM POCKET,
CONTROL
VRFY
WOOD COLUMN w/ STANDARD
JOINTS AROUND
1'-0" OF EACH END OF EACH
SCUD GROUT.
CONTINUOUS TOP
BAR, BEYOND
71 AB44 OR AB66 BASE OR P T. 2X4
X
a (1)#5 CONT. TOP BAR
COLUMNS
DIA x 10" LONG A B. W/ 2" HOOK
RE REINFORCING
RE PLAN FOR JOIST SIZE,
PLATE ATTACHED w/ (2) 1/2" DIA.
SCHEDULE TOP BAR, TURN
RE'. REINFORCING
--�—�—
90°9EDGE OF OPENING
WEDGE ANCHORS EA. PLATE
4..
4'-0" 0 & WITHIN 1'-0" OF
BAR, TURN 90° @
10MIL. PLASTICBETWEEN
SECTION. BEAR ON TOP OF SLAB
4"CONCRETE
SCHEDULE
MIN. LENGTH
OF SILL PLATE.
SLAB ON GRADE
RE FOUNDATION WALL
REINFORCING SCHEDULE
SCORE SLAB w/ 1"
RE'. FRAMING
.e. 411
#4J"'Cm 18"oc.
DEEP CONTROL
U -
TOP BARS ABOVE
i
II II
RE ARCH
JOINTS 200 S F. MAX
RE'. PLAN
BLOCKING @24"OC.
Ijje IL
HOLD TOP OF WALL DOWN
TYR)
CRAWLSPACE
STEP
®
AND POUR SLAB OVER WALL
SCHEDULE
N %
SCALE 314"-1'0
s
SCHEDULE
co
II e.
PROVIDE VAPOR BARRIER
l
•
RE FOUNDATION FOUNDATION WALL
BETWEEN UNTREATED
m
WASHER AND 112
II
�I
REINFORCING SCHEDULE
a
STANDARD STEEL NUT
WOOD MEMBERS AND
SPACING AND BLOCKING.
8"UNO
FILL PER
II
REPORT
10 MI L. PLASTIC BETWEEN
(2) #5 CONT. TOP
i
U
GEOTECH
I
VERTICALBARSRE FOUNDATION
j
o
WALL REINFORCING SCHEDULE
�
z
PLACE HAUNCHES AT
REPORToc
o
_
III
#4X� @18"oc.
�I
g"
S GRADE,
F
OMIT AT VOID
cc
RE FOUNDATION WALL
SCOORERE SLAB W/ 1CONTROL
0
M
d
II(I
(2) i15 CONT. BOT
REINFORCING SCHEDULE
'
AS SUPPLIED BY
FORGINGS
REINFORCING SCHEDULE
ell
BARTON SUPPLY
JOINTS @ F.
II II
HAUNCH
DETAIL
(S
MAX X (TV PJ
8" I
4" VOID SPACE PER PLAN
V
RE PLAN
SCALE 3/4" -1 0
z
'
RE'. FOUNDATION WALL
a
RE'. FRAMING
REINFORCING SCHEDULE
I @18"oc.
2x STUDS RE FRAMING
10
-
elle>
2x CONT. PLATE w/ 1/2" DIA X
-
OMIT AT VOID
cc
M
U
4'-0"O C. &WITHIN 1'-0"OF
m�
d
EACH END OF EACH PIECE OF
L@SAME
4" VOID SPACE PER PLAN
SILL PLATE.
#4X-
SPACING AS
(2) #5 CONT. TOP BARS
I
RE'. PLAN
8 WALL STEEL
'
II
II
16"UNO
DEMISING WALL
,PATIO
I
L
PERIMETER SECTION
la
SCALE1'-0..
SCALE 314"=1'0
1j MIN 1jj'MIN
,
VRFY VRFY
CENTERLINE OF WALL
2x STUDS, RE'. FRAMING
FLOOR SHEATHING,
RE'. FRAMING
SIMPSON HANGER
RE HANGER
V SCHEDULE
2x CONT TREATED PLATE w/ 112
DIAx 10" LONG A B. W/ 2" HOOK
(8" EMBED) @4'-0" 0 . & WITHIN
1'-0" OF EACH END OF EACH
x PIECE OF SILL PLATE.
(1) #5 CONT. TOP BAR
1/2" EXP. JOINT
MATERIAL
_ 4"CONCRETE
SLAB ON GRADE SCORE
SLAB w/1 DEEP CONTROL
JOINTS @ 200 S . MAX (TYP)
7 RE'. FOUNDATION WALL
REINFORCING SCHEDULE
#4 k @18"oc.
OMIT AT VOID
2X6 WALL
DOWEL TO MATCH
VERTICAL
REINFORCEMENT
SII
10" 'll
9"WIDE o II' .II RE TYPICAL BASEMENT WALL
FOUNDATION I'Il j SECTION FOR ADDITIONAL
WALL a �I INFORMATION.
REVERSE LEDGE
isxJ SCALE 314"1=0"
BEAM POCKET
I I SCALE NTS
CENTERLINE OF WALL
2x STUDS, RE'. FRAMING
FLOOR SHEATHING,
RE FRAMING
1 4" VOID SPACE PER PLAN
RE ARCH 1
IF I
' RE PLAN '
DEMISING WALL @ STEP - CRAWL
,SPACE TO GARAGE SLAB
O SCALE. 314"-1'-0"
1°j"MIN , 1}"MIN,
VRFV VRFY
CENTERLINE OF WALL
2xSTULAS, RE FRAMING
2x CONT TREATED PLATE w/ 1/2"
DIAx 10" LONG A . W/ 2" HOOK
(8" EMBED) @4'-0" 0 & WITHIN
1'-0" OF EACH END OF EACH
PIECE OF SILL PLATE.
MATERIAL
�4"CONCRETE
SLAB ON GRADE, SCORE
SLAB w/ 1" DEEP
CONTROL JOINTS @ 200
S . MAX(TYR)
RE'. FOUNDATION WALL
REINFORCING SCHEDULE
#4 j @18"oc.
OMIT AT VOID
4" VOID SPACE PER PLAN
' RE PLAN '
DEMISING WALL@ GARAGE
SCALE NTS
14 MIN 1'y"MIN
,
VRFY VRFY
2x CONT TREATED PLATE w/ 112"
BEAM POCKET,
RE'. REINFORCING
VRFY
SIZE PER PLAN.
SCHEDULE
1'-0" OF EACH END OF EACH
SCUD GROUT.
CONTINUOUS TOP
BAR, BEYOND
r�
X
a (1)#5 CONT. TOP BAR
I�
DIA x 10" LONG A B. W/ 2" HOOK
RE REINFORCING
RE PLAN FOR JOIST SIZE,
11
SCHEDULE TOP BAR, TURN
RE'. REINFORCING
--�—�—
90°9EDGE OF OPENING
SCHEDULETOP
4..
4'-0" 0 & WITHIN 1'-0" OF
BAR, TURN 90° @
10MIL. PLASTICBETWEEN
(1) # 5 BAR 24"
EDGE OF
SCHEDULE
MIN. LENGTH
BEAM POCKET
I I SCALE NTS
CENTERLINE OF WALL
2x STUDS, RE'. FRAMING
FLOOR SHEATHING,
RE FRAMING
1 4" VOID SPACE PER PLAN
RE ARCH 1
IF I
' RE PLAN '
DEMISING WALL @ STEP - CRAWL
,SPACE TO GARAGE SLAB
O SCALE. 314"-1'-0"
1°j"MIN , 1}"MIN,
VRFV VRFY
CENTERLINE OF WALL
2xSTULAS, RE FRAMING
2x CONT TREATED PLATE w/ 1/2"
DIAx 10" LONG A . W/ 2" HOOK
(8" EMBED) @4'-0" 0 & WITHIN
1'-0" OF EACH END OF EACH
PIECE OF SILL PLATE.
MATERIAL
�4"CONCRETE
SLAB ON GRADE, SCORE
SLAB w/ 1" DEEP
CONTROL JOINTS @ 200
S . MAX(TYR)
RE'. FOUNDATION WALL
REINFORCING SCHEDULE
#4 j @18"oc.
OMIT AT VOID
4" VOID SPACE PER PLAN
' RE PLAN '
DEMISING WALL@ GARAGE
SCALE NTS
14 MIN 1'y"MIN
,
VRFY VRFY
1j MIN 1'y MIN,
VRFY VRFY
CENTERLINE OF WALL
2x STUDS, RE'. FRAMING
FLOOR SHEATHING,
RE'. FRAMING
= II
II
SIMPSON
HANGER
RE.HANGER
SCHEDULE
m S
U
RE ARCH
' RE PLAN '
DEMISING WALL
SCALE 314"-1'-0"
RE PLAN FOR JOIST SIZE,
SPACING AND BLOCKING.
2x CONT TREATED PLATE w/ 1/2"
DIA X 10" LONG A B. W/ 2" HOOK
(8"EMBED) @4'0 OC.&WITHIN
1'-0" OF EACH END OF EACH
PIECE OF SILL PLATE.
PROVIDE VAPOR BARRIER
BETWEEN UNTREATED
WOOD MEMBERS AND
CONCRETE AS RED'D
RE'. FOUNDATION WALL
REINFORCING SCHEDULE
#4j @18"oc.
OMIT AT VOID
- 4" VOID SPACE PER PLAN
CRAWLSPACE
2x CONT TREATED PLATE w/ 112"
DIA X 10" LONG A B. W/ 2" HOOK
VRFY
(8"EMBED) @4'-0"OC.&WITHIN
1'-0" OF EACH END OF EACH
PIECE OF SILL PLATE.
m
X
a (1)#5 CONT. TOP BAR
I�
DIA x 10" LONG A B. W/ 2" HOOK
II 1
ti II
RE PLAN FOR JOIST SIZE,
11
SPACING AND BLOCKING.
1
A . W/ 8" EMBEDMENT @
o G21I
SLOPE
4..
4'-0" 0 & WITHIN 1'-0" OF
v SMPSON HANGER
10MIL. PLASTICBETWEEN
e o.
RE HANGER d
JOISTAND FOUNDATIONWALL
SCHEDULE
2x STUDS RE FRAMING
OF SILL PLATE.
W
d. n
RE FOUNDATION WALL
REINFORCING SCHEDULE
RE'. FRAMING
.e. 411
#4J"'Cm 18"oc.
8
OMIT AT VOID
U -
TOP BARS ABOVE
102'
JOIST SZE AND SPACI NG OR
RE ARCH
4" VOID SPACE PER PLAN
RE'. PLAN
BLOCKING @24"OC.
' '
DEMISING WALL @
CRAWLSPACE
STEP
®
.e
SCHEDULE
N %
SCALE 314"-1'0
1j MIN 1'y MIN,
VRFY VRFY
CENTERLINE OF WALL
2x STUDS, RE'. FRAMING
FLOOR SHEATHING,
RE'. FRAMING
= II
II
SIMPSON
HANGER
RE.HANGER
SCHEDULE
m S
U
RE ARCH
' RE PLAN '
DEMISING WALL
SCALE 314"-1'-0"
RE PLAN FOR JOIST SIZE,
SPACING AND BLOCKING.
2x CONT TREATED PLATE w/ 1/2"
DIA X 10" LONG A B. W/ 2" HOOK
(8"EMBED) @4'0 OC.&WITHIN
1'-0" OF EACH END OF EACH
PIECE OF SILL PLATE.
PROVIDE VAPOR BARRIER
BETWEEN UNTREATED
WOOD MEMBERS AND
CONCRETE AS RED'D
RE'. FOUNDATION WALL
REINFORCING SCHEDULE
#4j @18"oc.
OMIT AT VOID
- 4" VOID SPACE PER PLAN
CRAWLSPACE
CRAWLSPACE TO GARAGE FND
v SCALE NTS
VARIES RE ARCH IT
1"EXP .JOINT MATERIAL
2x CONT. PLATE w/16d @ 8" o c.
VRFY
EXTERIOR SHEATHING
WALL AND FLOOR
RE'. FRAMING
2x CONT. PLATE, FULL
(3)114X2'-6" CENTERED
DIA x 10" LONG A B. W/ 2" HOOK
WIDTH OFWALLw/112 DIAX10
OVER HAUNCH
(8" EMBED) @4'-0" O C. & WITHIN
A . W/ 8" EMBEDMENT @
SLOPE
4'-0" 0 & WITHIN 1'-0" OF
EACH END OF EACH PIECE
b
2x STUDS RE FRAMING
OF SILL PLATE.
e e
FLOOR SHEATHING
RE'. FRAMING
MINIMUM OF(2)#4
4"GONG STOOP OR -q 11411
SEE FRAMING PLAN FOR FLOOR
TOP BARS ABOVE
PATIO RE ARCH IT
JOIST SZE AND SPACI NG OR
II
BLOCKING @24"OC.
HAUNCH BOLT
II
SIMPSON HANGER, RE'. HANGER
®
®
.e
SCHEDULE
N %
SCHEDULE
co
II e.
PROVIDE VAPOR BARRIER
_
II
BETWEEN UNTREATED
m
WASHER AND 112
II
112 EXP. JOINT
a
STANDARD STEEL NUT
WOOD MEMBERS AND
SPACING AND BLOCKING.
MATERIAL
CONCRETE AS RED'D
II
REPORT
10 MI L. PLASTIC BETWEEN
(2) #5 CONT. TOP
i
U
O
I
VERTICALBARSRE FOUNDATION
j
o
WALL REINFORCING SCHEDULE
�
z
PLACE HAUNCHES AT
zo
jI 1
_
III
#4X� @18"oc.
�I
g"
S GRADE,
i
OMIT AT VOID
cc
JOS SYSTEMS
SCOORERE SLAB W/ 1CONTROL
r
d
II(I
(2) i15 CONT. BOT
cc
'
AS SUPPLIED BY
FORGINGS
REINFORCING SCHEDULE
BARTON SUPPLY
JOINTS @ F.
II II
HAUNCH
DETAIL
(S
MAX X (TV PJ
8" I
4" VOID SPACE PER PLAN
V
RE PLAN
SCALE 3/4" -1 0
II
'
CRAWLSPACE TO GARAGE FND
v SCALE NTS
VARIES RE ARCH IT
1"EXP .JOINT MATERIAL
VRFV
VRFY
WALL AND FLOOR
2x CONT TREATED PLATE w/ 1/2"
FRAMING NOT SHOWN
(3)114X2'-6" CENTERED
DIA x 10" LONG A B. W/ 2" HOOK
OVER HAUNCH
(8" EMBED) @4'-0" O C. & WITHIN
RE SITE PLAN
SLOPE
f
b
CENTERLINE OF WALL
e e
'
MINIMUM OF(2)#4
4"GONG STOOP OR -q 11411
TOP BARS ABOVE
PATIO RE ARCH IT
SIMPSON HANGER
HAUNCH BOLT
®
®
®
.e
N %
SCHEDULE
• d
3'k3'k1/4"STEEL
BACKFUL SOIL AND
®
®
m
WASHER AND 112
COMPACT PER �+�
112 EXP. JOINT
a
STANDARD STEEL NUT
GEOTECHNICAL
SPACING AND BLOCKING.
MATERIAL
II
REPORT
10 MI L. PLASTIC BETWEEN
DDDIAMETER
2'-0
d
OLE OR C" ST 112
STANDARD STEEL NUT
PLACE HAUNCHES AT
e
jI 1
5'-0" o, MAX
�
4" CONCRETE
�I
S GRADE,
.4 '.
JOS SYSTEMS
SCOORERE SLAB W/ 1CONTROL
I
d
PLASTIC HAUNCH
'
AS SUPPLIED BY
FORGINGS
REINFORCING SCHEDULE
BARTON SUPPLY
JOINTS @ F.
II II
HAUNCH
DETAIL
(S
MAX X (TV PJ
V
SCALE 3/4" -1 0
II
EXTERIOR SHEATHING
RE'. FRAMING
#4
I @18"oc.
2x STUDS RE FRAMING
10
-
2x CONT. PLATE w/ 1/2" DIA X
-
OMIT AT VOID
RE W/8 EMBEDMENT @
U
4'-0"O C. &WITHIN 1'-0"OF
EACH END OF EACH PIECE OF
I
4" VOID SPACE PER PLAN
SILL PLATE.
d .
(2) #5 CONT. TOP BARS
I
RE'. PLAN
'
II
II
RE'. FOUNDATION WALL
DEMISING WALL
LL
I
L
,SLAB TO CRAWL
REINFORCING SCHEDULE
EXP. JOINT
SCALE 314"=1'0
Ili
11
MATERIAL
MA
11
J
4"CONCRETE
II
SLAADE, SCORE
ABB w/ w/1 DEEP
1 D
SL
CONTROL JOINTS @200
.I
S. F. MAX(TYR)
W
d
e yl
HOLD TOP OF WALL DOWN 8"
rL
o
TYP. OR RE PLAN AT
d
GARAGE DOOR AND POUR
W0
1
SLAB OVER WALL
(2)#5CONT. TOP BARS
~
a
Ij
44 VERT .@24"o. c.
(2)
#5 CONT. BOTTOM BARS
t
#4x
t@24"oc.
--
Ur
41
4"
8"
OMIT ATVOID
VOID SPACE PER PLAN
RE PLAN
GARAGE FND. SECTION
Q-
1+
a/4"-1'-0"
1°y"MI N, 1'j'MIN,
VRFV
VRFY
2x CONT TREATED PLATE w/ 1/2"
DIA x 10" LONG A B. W/ 2" HOOK
(8" EMBED) @4'-0" O C. & WITHIN
1'-0" OF EACH END OF EACH
PIECE OF SILL PLATE.
CENTERLINE OF WALL
FLOOR SHEATHING,
2X STUDS, RE FRAMING
RE'. FRAMING
SIMPSON HANGER
RE HANGER
N %
SCHEDULE
U
m
RE'. PLAN FOR JOIST SIZE,
112 EXP. JOINT
li
p
SPACING AND BLOCKING.
MATERIAL
II
10 MI L. PLASTIC BETWEEN
JOIST AND FOUNDATION WALL
II
e
jI 1
�
4" CONCRETE
�I
S GRADE,
SCOORERE SLAB W/ 1CONTROL
I
RE. WALL
DEEP CONTROL
I�
FORGINGS
REINFORCING SCHEDULE
JOINTS @ F.
II II
(S
MAX X (TV PJ
II
ill
#4
I @18"oc.
-
-
OMIT AT VOID
U
102"
I
4" VOID SPACE PER PLAN
RE ARCH
RE'. PLAN
' '
DEMISING WALL
NO STEP -
GARAGE
,SLAB TO CRAWL
SPACE
SCALE 314"=1'0
3'-0"MIN
(2) #5 BARS RE'. SCHEDULE
L
WALL STEP SECTION
SCALE NTS
EXTERIOR SHEATHING
RE'. FRAMING
2x STUDS RE'. FRAMING
RE PLAN
2x CONT. PLATE w/16d @ 8" o,
2x CONT. PLATE, FULL
WIDTH OF WALL w/ 1/2" DIA X10
A . W/ 8" EMBEDMENT @
4'-0" 0 & WITHIN 1'-0" OF
EACH END OF EACH PIECE
OF SILL PLATE.
FLOOR SHEATHING
RE'. FRAMING
SEE FRAMING PLAN FOR FLOOR
JOIST SIZE AND SPACING OR
BLOCKING @24" OC
SIMPSON HANGER, RE'. HANGER
SCHEDULE
PROVIDE VAPOR BARRIER
BETWEEN UNTREATED
WOOD MEMBERS AND
CONCRETE AS REVD
(2) #5 CONT. TOP
VERTICAL BARS RE FOUNDATION
WALL REINFORCING SCHEDULE
#4XmL@18oX
8..
OMIT AT VOID
(2) #5 CONT. BOT
4" VOID SPACE PER PLAN
V
CRAWLSPACE FND. SECTION
sGALE NTS
Wstudio
Denver, CO
Evergreen, CO
303.670.7242
design@evstudio.com
inspections@evstudio.com
www.evstudio.com
o`Wheat
R, �L
. 4J�I�9 DSS L
M
LO
O
r
U) r
W
ill
O
cv CD
O m r L
co � 0
0 r r 0
U
Z LO N
r
J J r 0)
M r
Uj D LO r �
Z O
O c6 r
Cn -11 r
19356
COPYRIGHT 2021
This documentl5 an instrument of service, and as such
remai
ofthins Mthe property of e Act Permission for use
of this document Is limited and can be extended only by
written agreementwlm Evswdlo, LLc.
REVISION
PERMIT SET
DATE: 03/03/2021
DRAWN BY: KMT
CHECKED BY: RRM
FOUNDATION DETAILS
O ■ O
8" WIDE CONCRETE FOUNDATION WALL
OVER 16" WIDE X 8" DEEP CONCRETE
SPREAD FOOTI NG- TVP. @ GARAGE
(SEE TV P. W ALL SECTION FOR
DRAINAGE &REINFORCING
REQUIREMENTS) RE'. DETAIL 2/SO 0
STEP
0
O
I EI
8" WIDE CONCRETE FOUNDATION WALL
OVER 16" WIDE X 8" DEEP CONCRETE
SPREAD FOOTING -TVP. @
ORAWLSPACE (SEE TY P. WALL SECTION
FOR DRAINAGE & REINFORCING
REQUIREMENTS) RE'. DETAIL 1/SO 0
86'-1
25'-]" 18_31" 17 5 25'_]"
1' 42'
16'-0" ]'S" 9'-4" 2'-3" - 2 9'-0" ]'S" 16'-0"
6'F2 10-" 6'
2
4" CONCRETE DRIVE SLAB ON GRADE
------- SLOPE AWAY FROM BUILDING ELEVATION----- -------
. .. .. .0 ... — �,.... .
F LO]WR
ION WALL @ O.H. OOR
,. 1 ]'- " 6'-0" VOID 12'-]"
OW @ 2"
1 BOW@93'-2"
I ':: I I
I .:�' I I
g'• OW @ 98'-1'
BOW @ 93'-2"
I •, I
6'-2"
I �I
I I
I L--_
I ill
I 1
OW
BOW
1 4.0..
I
OW @ 93'-2"
5'-0" VOID
91"
1
/CRA`WLSPACE
/AGEFLOOR. 4"CONCRETE
SLABSLOPEDOWN FROM
BACK TO FRONT
8 WIDE CONCRETE FOUNDATION WALL OVER
[16" WI DE X 8" DEEP CONCRETE SPREAD
FOOTING -TVP. @CRAWLSPACE (SEE TYP.
WALL SECTION FOR DRAINAGE & REINFORCING
REQUIREMENTS) RE'. DETAIL 10/S0.0
]'-]"
OL@ 98'-11"
BOW@ 95'-0"
5'-0" VOID
'1 11�� 3'-�12
s -1 c2 a'-10.. s
TOP OF WALLTO BE 6"
9" WIDE CONCRETE FOUNDATION -'BELOW TOP OF SLAB
WALL OVER 16" WIDE X 8" DEEP
CONCRETE SPREAD FOOTING- 8" WIDE CONCRETE FOUNDATION
TYP.@CRAWLSPACE(SEE TYP. WALL OVER 16"WIDE X8"DEEP
WALL SECTION FOR DRAINAGE& CONCRETE SPREAD FOOTING-TYP.
REINFORCING REQUIREMENTS) @ PORCH(SEETVP. WALL SECTION
RE DETAIL 13/S0. 0 FOR DRAINAGE & REINFORCING
REQUIREMENTS) RE DETAIL 12/S0.0
16'-2"
24'-81"
I,
UNIT TYPE 1
L18 B2
L17 B2
11106 W 53rd Drive
77
I`sl
4-PLEX
4'-0" 1'-32' 5'-0"VOID
OW @ 98'-11"
BOW @ 93'-2"
B@ 0-9 93-
PORCH -4" CONCRETE SLAB ON
�
PORCH -4" 3'-q
PORCH -4" CONCRETE
12
CONCRETE SLAB
I
ON GRADE
_
SLAB ON GRADE -SLOPE TOP OFWALLTO
SLOPE 1/4" PER
AWAY FROM BUILDING
FOOT AWAV
I
•s
FROM BUILDING
I
•.
102"
WALL OVER 16" WIDEX8" DEEP
OW@VERIFY
0
2 2'-6" VOID`
IIrII
r
BOW@ 93'-2"
->00
L[
_
- �
1 2 11
I
STEP
1
I
SPREAD FOOTING—TYP. (SEE
L-
s -1 c2 a'-10.. s
TOP OF WALLTO BE 6"
9" WIDE CONCRETE FOUNDATION -'BELOW TOP OF SLAB
WALL OVER 16" WIDE X 8" DEEP
CONCRETE SPREAD FOOTING- 8" WIDE CONCRETE FOUNDATION
TYP.@CRAWLSPACE(SEE TYP. WALL OVER 16"WIDE X8"DEEP
WALL SECTION FOR DRAINAGE& CONCRETE SPREAD FOOTING-TYP.
REINFORCING REQUIREMENTS) @ PORCH(SEETVP. WALL SECTION
RE DETAIL 13/S0. 0 FOR DRAINAGE & REINFORCING
REQUIREMENTS) RE DETAIL 12/S0.0
16'-2"
24'-81"
I,
UNIT TYPE 1
L18 B2
L17 B2
11106 W 53rd Drive
I`sl
4-PLEX
TOW 8-"1 "
1'Z'
B@ 0-9 93-
PORCH -4" CONCRETE SLAB ON
�
PORCH -4" CONCRETE
12
I
1'-6" 2'-6"VOID 1'-6"
0�
SLAB ON GRADE -SLOPE TOP OFWALLTO
1'-6" 2'-6"± 1'-6"
AWAY FROM BUILDING
8" WIDE CONCRETE FOUNDATION
I
•s
I
I
•.
102"
WALL OVER 16" WIDEX8" DEEP
OW@VERIFY
FROM BUILDING OF SLAB
2 2'-6" VOID`
IIrII
CONCRETE SPREAD FOOTING-TYP.
BOW@ 93'-2"
—
elm
I
@ PORCH (SEE TVP. WALLSECTION
1
I
6' 3" 1'-3" 1'-0"V. 6'-0" 3" 1'-3" o o
�J x
•TI' 4"CONCRETE DRIVE SLAB ON GRADE
r r r SLOPE AWAY FROM BUILDING ELEVATION
—
DRI
DRI
E SLAB
4" CONCRETE FROM
BUILDING
N GRADE 4" CONCRETE FROM
BUILDING E GRADE m •, . _ •, �; ...:.,. : ,.•.• .. , _ . •;.IY q,�
SLOPE AWAY FROM BUILDING ELEVATION SLOPE AWAY FROM BUILDING ELEVATION -
— -------------O -- 0--� .
..I LOW FOUNDAT
..: .. ..�•. - I 12']" 6 NWALL OH. OOR
-- 1O I .
. .... .. r
Yx
------- ---
LOWER=OUNDATI NWALL@O. .DOOR r STEP BOW LOWER OUNDATI NWALL @O. DO R
5'- 641D 4._. 2 4'0": 3
BOW V11
OID TOW BOW C�4'11I rc•
OW A]
OW @ 93-p . _ •.
y' olD s' -a2° Bow@olv0
STEP TOW 11� _ OW
„, a' -e”
Cm3s'-11" STEP
11"I 10}" WIDE CONCRETE FOUNDATION
WALL OVER 19" WIDEX8" DEEP
' I I r I CONCRETESPREADFOOTING,UNO.-
TYP. @ PARTY WALL (SEE TYP. WALL
�.
10} "WIDE CONCRETE FOUNDATION.. I 10WIDE CONCRETE FOUNDATION I I SECTION FOR DRAINAGE & REINFORCING REQUIREMENTS) RE'.
WALL OVER 19"WIDE X8"DEEP WALL OVER 19"WIDE X8"DEEP
CONCRETE SPREAD FOOTING, U N O.- [ • I CONCRETE SPREAD FOOTING, U. N. O.- I I DETAIL 4/SO0
TYP. @ PARTY WALL (SEE TYP. WALL TYP. @ PARTY WALL (SEE TYP. WALL •'
1 I
SECTION FOR DRAINAGE & I SECTION FOR DRAINAGE &
om REINFORCING REQUIREMENTS) RE -
/GARAGE FLOOR 4
1 I BOW REINFORCING
EINFORCING
REQUIREMENTS) RE mo I�
CONCRETE
DETAIL 4/50.0DETAIL 4/S00 99-6" I SLABSLOPEDOW
Bow@93-2BAC
O 100 0 I
NAFILO1R0C/SINO
OW@ lot
BOW 94 1 BOW9D411
2 0
GAGE FLOOR G.wEFEOE �GssnEBAC�soPTowETE 8 WD C2 FOOTING ONCRETE WALL OVERSLAB-sLOPEooLoo•BACK TO FRONT 6WIDEX8QDEEPCONCRETE SPREADOW99-6" WALL SECTION FOR DRAINAGE &REOW @ 98 - MREQUIREMENTS) RED
-10'0 1 , o2 ]
OW 9 93
`..
1 10
II
,o
� 11" 62
LL JJ 2 II
I I
1- I
ow Cm9a'-1 v' ,. I
2-O 1 2
ow @ 99sEPncE(sEE TYPALL "
p
STEP
_ TQ_
W
WIDE
DATION —8 WIDE CONCRETEFOUD ON D WIDEX8 DEEP WALL OVER 16EP
CONCRETE FOOTING
CONCRETE FOOTIN -TVP
SPREAD
TI
I
II --- --
DETnlo1O/SO0 ouIREMENTSIRe y- BOW �..:___ DETAIo10/SO0 ouIRREEDETaRLE I I I L r ow@loon
1 --- 1 '. --- I u,, a/Soo ". I u 2 0' 50 VOID
560 I �� 1 I L� FO —70 0016 J 4- BQW o
RE DETAIL I ID 4,_
BOW
5 93- I i �cRnwLSPACE o P w@ 98 1 .'.Y i lcRAwLSPACE 'i•' o P w@ 99'- ��� i i BO0 @ 100�4 STEP
6
OW @ 98
0 1
BOW @ 21'ac@�4'-11"
+ 1 RE DETAIL . 3�_�1m
CRAWLSPACE t' BOW
OW@93-2' 8/S00 OW 9D4 11 I „ `Z PORO -4 "CONCRETE
OW y I I y QW �a 66'_0" SLAB ON GRADE - OW@ 101,2"
ow ss_o" I J ., . I J_ I I BOW 9 97 0 SLOPE 1/4 PER Fool - oL9 100'_0"
STEP: I }: I I ^ STEP AWAY FROM BUILDING BOW@ 9]'-0"
BOW .J o
vOW :•@:ya ?,V(:E:R.IF'Y.i :_ : OW..a.98'-" — .."_'. 1W -o-m
'--I
=m
'IIIi •... Ii BOW 99_6"
BOW @ 93 2 .P Bow ^/
2 6 -
@ 11 99-
Bow3-Bowy4-HAUNH
•—. ..—.:' —.—" � •--.o. ---
ow@ 10-
z
/s6t REs oHAUNCH
RE s/soL@ 100-6
oo@s]-6
z-1 • 6' z4 s 10Ow X8o ow 496 5 4 s 0
BOW @93 2 r29vo
.. —4-0
TOWSTEPTow 1 STEP Tow —
JI
'
'.
J
...... 8z s volD m2 �z ....:2•;
— 2 m as
9' ... .0 2.
Owj 95 vER9]w00'_3EP Bow@ 941W1�01oOwW @@STEP To00 536 ST�-----
\O--:'B4w5-0 6 •, R ST TOW
o STE
F-
7
STEP BOW 'tip :
" 6
RSOPTOHAUNCH STEPTOW 9STE10
EfiOSTEP TOW /RE ' RE DETAIL0
�OO TOP OF WALL TO BE 60 STEP
tO2^ 1 BELOW TOP OF SLAB
r' 11' 9 BOW 11'_9" 1 y'
86'-1fel
UNIT TYPE a
UNIT TYPE 1
L18 B2
L17 B2
11106 W 53rd Drive
11114 W 53rd Drive
4-PLEX
TOP OF WALL TO BE 6°
1'Z'
PORCH -4" CONCRETE SLAB ON
BELOW TOP OF SLAB
PORCH -4" CONCRETE
GRADE -SLOPE 1/4" PER FOOT
1'-6" 2'-6"VOID 1'-6"
SLAB ON GRADE -SLOPE TOP OFWALLTO
1'-6" 2'-6"± 1'-6"
AWAY FROM BUILDING
8" WIDE CONCRETE FOUNDATION
1/4" PER FOOT AWAY BE 6" BELOW TOP
WALL OVER 16" WIDEX8" DEEP
OW@VERIFY
FROM BUILDING OF SLAB
OW@VERIFY
BE FOUNDATION WALL
CONCRETE SPREAD FOOTING-TYP.
BOW@ 93'-2"
BOW@ 94'-11'
OVER1W WIDEX8
OVER16"WIDEX8"DEEP CONCRETE
@ PORCH (SEE TVP. WALLSECTION
SPREAD FOOTING—TYP. (SEE
FOR DRAINAGE &REINFORCING
42
2
12'-92"
2
" 41"
2 2
DRAINAGE
TYP. WALL SECTION FOR DRAINAGE&
REQUIREMENTS) RE DETAIL 12/S00
8
REINFORCING REQUIREMENTS) RE'.
DETAIL 12/SO 0
8'-B?'
5'-Y2
6'_1��
13'_1"
13'-0
18'_-2'
19'_2"
86'-1fel
UNIT TYPE a
UNIT TYPE 1
L18 B2
L17 B2
11106 W 53rd Drive
11114 W 53rd Drive
4-PLEX
UNIT TYPE 1
L16 B2
11122 W 53rd Drive
CRAWLSPACE FOUNDATION PLAN
SCALE: 1/4" = Vi
8" WIDE CONCRETE FOUNDATION WALL
OVER 16" WI DE X 8" DEEP CONCRETE
SPREAD FOOTING -TVP. @PORCH (SEE
TYP. WALL SECTION FOR DRAINAGE &
REINFORCING REQUIREMENTS) RE'.
DETAIL 12/S0.0
8_92 16'_2"
24'-82'
UNIT TYPE a
L15 B2
11130 W 53rd Drive
8" WIDE CONCRETE FOUNDATION WALL
OVER 16' WIDEX8" DEEP CONCRETE
SPREAD FOOTING -TVP. @ GARAGE
(SEE TV P. WALL SECTION FOR
DRAINAGE & REINFORCING
REQUIREMENTS) RE'. DETAIL 2/SO 0
9" WIDE CONCRETE FOUNDATION WALL
OVER 16' WIDE X8" DEEP CONCRETE
SPREAD FOOTING -TVP. @
ORAWLSPACE (SEE TY P. WALL SECTION
FOR DRAI NAGE & REI NFORCI NG
BEGIN REMELTS) RE'. DETAIL 13/S0 0
Wstudio
Denver, CO
Evergreen, CO
303.670.7242
design@evstudio.com
inspections@evstudio.com
www.evstudio.com
o`W heat R. L
B ' c
co
LO
0
Ir—
U) U) r
LU r 0
N CD
O m r L-
00
pp 0
Q r r O
U
Z LO N
r 0
J J r 0)
M r
W Vill r
Z0CU
O 'Cu v--
19356 19356
COPYRIGHT 2021
remains
the nils property
of t umwt oe Architect
Permission
er antl as or u
femal
nscument erty of and
Penn1dedoNr use
wof rida document Is Ilmlletl antl can be extended only by
wtltten Xgreemen[wltl/ EVSWtlIo, LLC.
REVISION
PERMIT SET
DATE: 03/03/2021
DRAWN BY: KMT
CHECKED BY: RRM
FOUNDATION PLAN
S1.10
V 1(
City of
Wheat,p
COMMUNITY DEVELOPMENT
City of Wheat Ridge Municipal Building 7500 W. 29' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2861 F: 303.235.2857
NOTIFICATION FOR PUBLIC IMPROVEMENTS RESTORATION
DATE: 3/25/2021 ADDRESS: 11114 W 53rd Dr
Dear Contractor:
In conjunction with the approval of the building permit application for the above referenced
address, this letter is to inform you that all existing public improvements located along the
frontage of said address shall be restored, (if damaged from related construction) to an
acceptable condition, as determined by City of Wheat Ridge Public Works Department, and prior
to the issuance of a Certificate of Occupancy.
Prior to any construction commencing, the City's representative will conduct an onsite
inspection to determine the existing condition(s) of the public improvements at this address.
If you have any questions, please contact me at 720-429-6051
Sincerely,
Signature
CC: File
w .ci.wheatridgexo.us
Rev 0420
August 12, 2020
Wonderland Homes
8246 Northfield Boulevard
Building J, Suite #2600
Denver. Colorado 80238
Subject: Soils and Foundation Summary Letter
Quail Run
Block 2, Lots 15-18
Wheat Ridge, Colorado
Project No. DN49,619-120-R1
I N C O R P O R A T E D
I HOME BUYER ADVISORY
Expansive and compressible soils and expansive bedrock
are present at this subdivision; which results in a geologic
hazard. This letter describes the soil conditions on this lot
more specifically. Prospective home buyers are strongly
advised to read this letter and the referenced documents.
If you do not understand the risk(s) associated with the
hazard and the important role you must accept to manage
and mitigate the risk(s), we recommend you contact a
competent geotechnical (soils) engineer for advice.
CTL I Thompson, Inc. performed a Soils and Foundation Investigation for
56 lots within Quail Run and presented results in a report dated July 30, 2020.
This letter presents a summary of our findings and recommendations for the sub-
ject lots. The report referenced above should be reviewed for foundation design.
Colorado is a challenging location to practice geotechnical engineering.
The climate is relatively dry and the near -surface soils are typically dry and com-
paratively stiff. These soils and related sedimentary bedrock formations tend to
react to changes in moisture conditions. Some of the soils and bedrock swell as
they increase in moisture and are referred to as expansive soils. Other soils can
compress significantly upon wetting and are identified as compressible soils.
Most of the land available for development east of the Front Range is underlain
by expansive clay or claystone bedrock near the surface. The soils that exhibit
compressible behavior are more likely west of the Continental Divide; however,
both types of soils occur throughout the state.
Expansive and compressible soils and expansive bedrock as well as shal-
low groundwater that may affect basement construction are present at this subdi-
vision, which constitutes a geologic hazard. There is risk that foundations and
slab -on -grade floors will experience heave or settlement, and damage. Covering
the ground with houses, streets, driveways, patios, etc., coupled with lawn irriga-
tion and changing drainage patterns, leads to an increase in subsurface moisture
conditions. Thus, some soil movement due to heave or settlement is inevitable.
Wonderland Homes elected to perform sub -excavation of the soils to reduce po-
tential movements. Our records indicate sub -excavation was effective. A more
detailed discussion of the sub -excavation process is presented in Exhibit C. Sub -
excavation will not eliminate potential movements, it is intended to reduce total
and differential movement. It is likely some cosmetic distress will occur (dry wall
cracks, slab heave and cracks, etc.). Fill can also soften and compress upon wet-
ting. It is critical that all recommendations in this report are followed to increase
the chances that the foundations and slabs -on -grade will perform satisfactorily.
1971 West 121h Avenue I Denver, Colorado 80204 1 Telephone: 303-825-0777 Fax: 303-8254252
After construction, homeowners must assume responsibility for maintaining the
structures and use appropriate practices regarding drainage and landscaping.
In summary, the strata encountered in the boring on this lot consisted of 7
to 8 feet of fill, 3.5 to 5 feet of clean to slightly silty, clayey sand underlain by
sandstone, weathered claystone and comparatively unweathered claystone
bedrock to the maximum depth explored of 25 feet. Groundwater was
encountered at a depth of 13.2 to 17.5 feet. The clayey soils and bedrock are ex-
pansive. Use of footings with minimum deadload is recommended. A structurally
supported basement floor is recommended. Further details are described in fol-
lowing paragraphs.
Based on our investigation, predominantly low to moderate swelling mate-
rials are present at depths likely to influence shallow foundation and slab perfor-
mance, and we believe there is low to moderate risk of ground movement suffi-
cient to damage slabs -on -grade and foundations. The risk of foundation and slab
movements can be mitigated, but not eliminated, by careful design, construction,
and maintenance procedures. We believe the recommendations in this report will
help control risk of foundation and slab damage; they will not eliminate that risk.
The builder and homebuyers should understand that slabs -on -grade and, in
some instances, foundations may be affected by the subsoils. Homeowner
maintenance will be required to control risk. We recommend the builder provide a
booklet to homebuyers that describes swelling soils and includes recommenda-
tionsfor care and maintenance of homes constructed on expansive soils. Colo-
rado Geological Survey Special Publication 431 was designed to provide this in-
formation.
Laboratory tests were performed on samples from these lots and nearby
lots. Samples from these lots compressed 0.1 percent, did not swell, and swelled
0.4 to 5.0 percent when wetted. Based upon results of laboratory tests and other
factors, we judge basement slab performance risk for these lots to be low. Exhibit
A provides a discussion of slab performance risk evaluation, as well as slab in-
stallation and maintenance recommendations. We performed calculations of total
potential ground heave and basement heave as part of our study. The calcula-
tionsindicate the ground surface on low risk lots included in this investigation
could heave less than 0.5 -inch to 3.2 inches and the basement floor slabs could
heave less than 0.5 -inch to 2.0 inches. The calculated potential heave for these
lots is less than 0.5 to 3.2 inches at the ground surface. It is not certain this
movement will occur. If home buyers cannot tolerate movement of a slab -on -
grade basement floor, they should select a lot where a structurally supported
floor will be constructed or request that a structurally supported floor be installed.
�"A Guide to Swelling Soils for Colorado Homebuyers and Homeowners; Second Edition Revised and Updated by David
C. Noe, Colorado Geological Survey, Department of Natural Resources, Denver Colorado, 200].
oUAIL RUN
BLOCK 2, LO75 15-18
Considering the subsurface conditions at these lots, we recommend
construction of the proposed residence on a footing foundation with minimum
deadload. Footings should be designed for a maximum allowable soil pressure of
3,000 psf with a minimum deadload pressure of 1,000 psf. Footings should be at
least 16 inches in width. Column pads should be at least 18 inches square. There
should be a 4 -inch continuous void between the footings to concentrate the
deadload, if interrupted footings are necessary. Exterior footings should be
protected from frost action with at least 3 feet of cover. It is sometimes necessary
to alter the foundation design based on conditions exposed during construction.
The buyer can discuss the changes, if any, with the builder.
Basement and/or foundation walls and grade beams that extend below
grade should be designed for lateral earth pressures where backfill is not present
to about the same extent on both sides of the wall. Our experience suggests
basement walls can deflector rotate slightly under normal design loads and that
this deflection typically does not affect the structural integrity of the walls. We rec-
ommend design of the basement walls on these lots using an equivalent fluid
density of at least 60 pounds per cubic foot. This value assumes slight deflection
of the wall can occur, generally less than 0.5 to 1 percent of the wall height.
Some minor cracking of the walls may occur.
A subsurface drain is recommended around the entire perimeter of the
lowest excavation area for this residence. The drain should lead to a positive
gravity outlet or to a sump where water can be removed with a pump. The provi-
sion of the drain will not eliminate slab movement or prevent moist conditions in
crawl spaces. The pump must be maintained by the home owner.
Proper design, construction and maintenance of surface drainage are criti-
cal to the satisfactory performance of foundations, slabs -on -grade, and other im-
provements. Landscaping and irrigation practices will also affect performance.
Exhibit B contains our recommendations for surface drainage, irrigation, and
maintenance.
The concept of risk is an important aspect with any geotechnical evalua-
tion, primarily because the methods used to develop geotechnical recommenda-
tions do not comprise an exact science. We never have complete knowledge of
subsurface conditions. Our analysis must be tempered with engineering judg-
mentand experience. Therefore, the recommendations presented in any ge-
otechnical evaluation should not be considered risk-free. We cannot provide a
guarantee that the interaction between the soils and a proposed structure will be
as desired or intended. Our recommendations represent our judgment of those
measures that are necessary to increase the chances that the structure will per-
form satisfactorily. It is critical that all recommendations in the referenced report
are followed. Home owners must assume responsibility for maintaining the struc-
ture and use appropriate practices regarding drainage and landscaping.
ouni�RUN
BLOCK 2, LO75 15-18
As this letter is meant only as a summary of our findings and recommen-
dationsfor the subject lots, we recommend home buyers review the Soils and
Foundation Investigation from which this summary is taken.
CTL THOMPSON, INC.
Alan 1. Lisowy
Aug 12 2020
ouni�RUN
BLOCK 2, LO75 15-18
EXHIBIT A
SLAB PERFORMANCE RISK EVALUATION,
INSTALLATION AND MAINTENANCE
As part of our evaluation of the subsoils and bedrock, samples were tested in the labora-
tory using a swell test. In the test procedure, a relatively undisturbed sample obtained during
drilling is first loaded and then flooded with water and allowed to swell. The pressure applied
prior to wetting can approximate the weight of soil above the sample depth or be some standard
load. The measured percent swell is not the sole criteria in assessing potential movement of
slabs -on -grade and the risk of poor slab performance. The results of a swell test on an individ-
ual lot are tempered with data from surrounding lots, depth of tests, depth of excavation, soil
profle, and other tests. This judgment has been described by the Colorado Association of Ge-
otechnical Engineers (CAGE, 1996) as it relates to basement slab -on -grade floors. It can also
be used to help judge performance risk for other slabs -on -grade such as garage floors, drive-
ways, and sidewalks. CTL Thompson also performs potential heave calculations to aid in our
judgment. The risk evaluation is considered when we evaluate appropriate foundation systems
for a given site. In general, more conservative foundation designs are used for higher risk sites
to control the likelihood of excessive foundation movement.
As a result of the Slab Performance Risk Evaluation, sites are categorized as low, mod-
erate, high, or very high risk. This is a judgment of the swelling characteristics of the soils and
bedrock likely to influence slab pertormance.
REPRESENTATIVE MEASURED SWELL
AND CORRESPONDING SLAB
PERFORMANCE RISK CATEGORIES
Slab Pertormance
Risk Category
Representative Percent Swell'
(500 psf Surcharge)
Representative Percent Swell'
(1000 psf Surcharge)
Low
Oto <3
OtoQ
Moderate
3 to <5
2 to <4
High
Sto <8
4to <6
Very High
> 8
> 6
*Note: The representative percent swell values presented are not necessarily measured values; rather, they are
a judgment ofthe swelling characteristics of the soil and bedrock likely to inFluence slab performance.
The rating of slab performance risk on a site as low or high is not absolute. Rather, this
rating represents a judgment. Movement of slabs may occur with time in low, moderate, high,
and very high risk areas as the expansive soils respond to increases in moisture content. Over-
all, the severity and frequency of slab damage usually is greater in high and very high rated ar-
eas. Heave of slabs -on -grade of 3 to 5 inches is not uncommon in areas rated as high or very
high risk. On low and moderate risk sites, slab heave of 1 to 2 inches is considered normal and
we believe in the majority of instances, movements of this magnitude constitute reasonable slab
pertormance; more heave can occur. Slabs can be affected on all sites. On lots rated as high or
very high risk, there is more likelihood of need to repair, maintain or replace main level and gar-
agefloors and exterior flatwork.
The home buyer should be advised slabs -on -grade may move and crack due to heave
or settlement and that there may be maintenance costs associated during and after the builder
oun�� RUN Exhibit A-1
BLOCK 2, LOTS 1 S18
warranty period. Heave or settlement may require maintenance of finish details to control dam-
age. Our experience suggests that soil moisture increases below residence sites due to cover-
ing the ground with the house and exterior flatwork, coupled with the introduction of landscape
irrigation. In most cases, slab movements (if any) resulting from this change occur within three
to fve years.
For portions of the houses where conventional slabs -on -grade are used, we recommend
the following precautions. These measures will not keep slabs -on -grade from heaving; they tend
to mitigate damages due to slab heave.
Slab -on -grade floor construction should be limited to areas where slab movement
and cracking are acceptable to the builder and home buyer.
The International Residential Code (IRC R506) states that a flinch base course
layer consisting of clean graded sand, gravel, crushed stone or crushed blast fur-
nace slag shall be placed beneath below slab -on -grade floors (unless the under-
lying soils are free -draining), along with a vapor retarder. Installation of the base
course and vapor retarder is not common in this area. Historically, there has
been some concern that installation of clean base course could allow wetting of
expansive soils to spread from an isolated source.
IRC states that the vapor retarder can be omitted where approved by the building
official. The merits of installation of a vapor retarder below floor slabs depend on
the sensitivity of floor coverings and building use to moisture. A properly installed
vapor retarder is more benef tial below concrete slab -on -grade floors where floor
coverings, painted floor surtaces, or products stored on the floor will be sensitive
to moisture. The vapor retarder is most effective when concrete is placed directly
on top of it, rather than placing a sand or gravel leveling course between the va-
por retarder and the floor slab. Placement of concrete on the vapor retarder may
increase the risk of shrinkage cracking and curling. Use of concrete with reduced
shrinkage characteristics including minimized water content, maximized coarse
aggregate content, and reasonably low slump will reduce the risk of shrinkage
cracking and curling. Considerations and recommendations for the installation of
vapor retarders below concrete slabs are outlined in Section 5.2.3.2 of the 2015
American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and
Slab Construction (ACI 302.1 R-15)".
Conventional slabs should be separated from exterior walls and interior bearing
members with a slip joint that allows free vertical movement of the slabs. These
joints must be maintained by the home buyer to avoid transfer of movement.
Underslab plumbing (if any) should be thoroughly pressure tested during con-
struction for leaks and be provided with flexible couplings. Gas and waterlines
leading to slab -supported appliances should be constructed with flexibility. The
homebuyer must maintain these connections.
Use of slab bearing partitions (if any) should be minimized. Where such partitions
are necessary, a slip joint (or float) allowing at least 3 inches of free vertical slab
movement should be used. Doorways should also be designed to allow vertical
movement of slabs. To limit damage in the event of movement, sheetrock should
oun�� RUN Exhibit A-2
BLOCK 2, LOTS 1 S18
not extend to the floor. The home buyer should monitor partition voids and other
connections and re-establish the voids before they close to less than %-inch.
Plumbing and utilities that pass through slabs (if any) should be isolated from the
slabs. Heating and air conditioning systems constructed on slabs should be pro-
vided with flexible connections capable of at least 3 inches of vertical movement
so slab movement is not transmitted to the ductwork. These connections must be
maintained by the home buyer.
Roofs that overhang a patio or porch should be constructed on the same founda-
tion as the residence. Isolated piers or pads may be installed beneath a roof
overhang provided the slab is independent of the foundation elements. Patio or
porch roof columns may be positioned on the slab, directly above the foundation
system, provided the slab is structural and supported by the foundation system.
Structural porch or patio slabs should be constructed to reduce the likelihood that
settlement or heave will affect the slab by placing loose backfill under the struc-
turally supported slab or constructing the slab over void -forming materials.
Patio and porch slabs without roofs and other exterior flatwork should be isolated
from the foundation. Movements of slabs should not be transmitted to the foun-
dation. Decks are more flexible and more easily adjusted in the event of move-
ment.
Frequent control joints should be provided in conventional slabs -on -grade to re-
duce problems associated with shrinkage cracking and curling. Panels that are
approximately square generally perform better than rectangular areas. We sug-
gest an additional joint about 3 feet away from and parallel to foundation walls.
oun�� RUN Exhibit A-3
BLOCK 2, LOTS 1 S18
EXHIBIT B
SURFACE DRAINAGE,
IRRIGATION AND MAINTENANCE
Performance of foundations and concrete flatwork is influenced by the moisture condi-
tions existing within the foundation soils. Surface drainage should be designed to provide rapid
runoff of surtace water away from proposed residences. Proper surtace drainage and irrigation
practices can help control the amount of surface water that penetrates to foundation levels and
contributes to settlement or heave of soils and bedrock that support foundations and slabs -on -
grade. Positive drainage away from the foundation and avoidance of irrigation near the founda-
tion also help to avoid excessive wetting of backfill soils, which can lead to increased backfll
settlement and possibly to higher lateral earth pressures, due to increased weight and reduced
strength of the backfll. CTL � Thompson, Inc. recommends the following precautions. The home
buyer should maintain surtace drainaoe and, if an irrioation system is installed, it should sub-
stantially conform to these recommendations.
Wetting or drying of the open foundation, utility and earthwork excavations
should be avoided.
The ground surface surrounding the exterior of each residence should be sloped
to drain away from the building in all directions. For non -basement residences,
we recommend a minimum constructed slope of at least 6 inches in the frst
10 feet (5 percent) in landscaped areas around each residence, where practical.
For residences with basements, we recommend a minimum constructed slope of
at least 12 inches in the frst 10 feet (10 percent) in landscaped areas around
each residence, where practical.
Between houses that are separated by a distance of less than 10 feet, the con-
structed slope should generally be at least 5 percent to the swale used to convey
water out of this area.
Swales used to convey water across yards and between houses should be
sloped so that water moves quickly and does not pond for extended periods of
time. We suggest minimum slopes of about 2 to 2.5 percent in grassed areas and
about 2 percent where landscaping rock or other materials are present. If slopes
less than about 2 percent are necessary, concrete -lined channels or plastic pipe
should be used.
Backfill around the foundation walls should be moistened and compacted.
Roof downspouts and drains should discharge well beyond the limits of all back-
fill. Splash blocks and/or extensions should be provided at all downspouts so wa-
ter discharges onto the ground beyond the backfll. We generally recommend
against burial of downspout discharge. Where it is necessary to bury downspout
discharge, solid, rigid pipe should be used and it should slope to an open gravity
outlet. Downspout extensions, splash blocks and buried outlets must be main-
tained by the home owner.
oun��RUN Exhibit B-1
BLOCK 2, LOTS 1 S18
ments. Landscaping should be carefully designed and maintained to minimize
irrigation. Plants placed close to foundation walls should be limited to those with
low moisture requirements. Irrigated grass should not be located within 5 feet of
the foundation. Sprinklers should not discharge within 5 feet of foundations. Plas-
tic sheeting should not be placed beneath landscaped areas adjacent to founda-
tion walls or grade beams. Geotextile fabric will inhibit weed growth yet still allow
natural evaporation to occur.
The design and construction criteria for foundations and floor system alternatives
were compiled with the expectation that all other recommendations presented in
this report related to surface and subsurtace drainage, landscaping irrigation,
backf 11 compaction, etc. will be incorporated into the project. It is critical that all
recommendations in this report are followed.
oun��RUN Exhibit B-2
BLOCK 2, LOTS 1 S18
EXHIBIT C
MITIGATION OF EXPANSIVE SOILS AND BEDROCK
THROUGH SUB -EXCAVATION
EDGEWATER CROSSING TOWNHOMES
EDGEWATER, COLORADO
Much of the soils and un-
derlying bedrock found
beneath the Front Range
area of Colorado are ex-
pansive; they swell when
wetted. Deep sub -exca-
vation of these clayey
soils and bedrock is seen
as an appropriate mitiga-
tion method in areas
where expansive materi-
als are present. Excava-
tion destroys the frac-
tures and non-uniform
structure of the near -sur-
face soils and bedrock.
The excavation typically
extends about 10 feet
below anticipated foun-
dation levels, although
deeper or shallower sub -
excavations are some-
times used. At this subdi-
vision, the excavation
was planned to bottom 8
to 15 feet below pro-
posed construction grades (Fig
The excavated soils and
bedrock are compacted in
thin, nearly horizontal lay-
ers (Fig. 2). Water is
mixed with the materials
as they are placed to "pre -
swell" the expansive soils
and reduce potential future
swell. On projects where
deep sub -excavation has
been employed, testing of
the soils, bedrock, and
backfill has demonstrated
that significant reduction in
swelling characteristics
can be achieved.
Figure 1
1).
Figure 2
QUAIL RUN Exhibit C-1
BLOCK 2, LOTS 15-18
The sub -excavation ap-
proach mitigates the influ-
ence of expansive materi-
als on man-made im-
provements and struc-
tures in several ways.
The weight of the fill helps
to resist potential heave
of the underlying natural
materials. The fill acts
like a cushion to spread
movement over a larger
area, reducing damaging
movements near the
ground surface (Fig. 3).
The fill also covers the
site with a thick layer of
compacted material that
limits penetration of water
to the underlying natural
soils and/or bedrock.
The sub -excavation pro-
cess can provide greater
stability for streets, side-
walks, driveways, and
buried utilities (Fig. 4), if
the sub -excavated layer
extends beneath these
improvements. Founda-
tion drains around base-
ments and under -drains
below sanitary sewer
mains (if installed within
the subdivision) also help
to collect irrigation and
precipitation water that
seeps into the ground.
Home owner irrigation
practices are critical to
the overall performance
of foundations and con-
crete flatwork and are dis-
cussed in more detail in
Exhibit B.
Figure 3
Figure 4
QUAIL RUN Exhibit C-2
BLOCK 2, LOTS 15-18
City of Wheat Ridge
Single Family - New PERMIT - 202100462
PERMIT NO: 202100462 ISSUED: 04/13/2021
JOB ADDRESS: 11114 W 53rd Dr EXPIRES: 04/13/2022
JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461
sq ft (B2 / Lot 17)
*** CONTACTS ***
GC
KOLBY O'HERRON
202128 WONDERLAND HOMES
OWNER ( 3 0 3) 915-4340
WONDERLAND HOMES
SUB (303)289-3441
ROBERT D. GROSS,
SR.
019659 R&R HEATING & COOLING, INC
SUB (303)650-3393
LAWRENCE GILL
022483 GILL ELECTRIC
SUB (303)978-1051
TODD WOODFORD
070071 C&T PLUMBING LLC
*** PARCEL INFO ***
ZONE CODE:
UA / Unassigned
USE: UA / Unassigned
SUBDIVISION CODE:
2320 / APPLERIDGE
ESTATES, STANDLEY H BLOCK/LOT#: /
*** FEE SUMMARY ***
ESTIMATED
PROJECT VALUATION: 239,259.36
FEES
Total Valuation
0.00
Plan Review Fee
120.00
Use Tax
51024.45
Permit Fee
21035.05
Engin. Review Fee
100.00
** TOTAL **
71279.50
*** COMMENTS ***
*** CONDITIONS ***
All roughs to be done at Framing Inspection.
A printed copy of the permit and city stamped on-site plans must be available on-site for
the first inspection.
Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all
applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections.
No C.O. may be issued until public improvements are complete as identified in the
Subdivision Improvement Agreement.
All landscaping shall be installed in accordance with the approved landscape plan (Case No.
WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision
Improvement Agreement. Per the SIA, installation of landscaping, street trees, and
irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs
outside of the planting season, generally October to June, and a landscape escrow will be
required.
As part of the foundation inspections and PRIOR TO proceeding with any further
construction/inspections, a completed, signed and sealed, Foundation Setback and Elevation
Certification shall be submitted to the City for review. The certification form shall be
fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating
that the foundation was constructed in compliance with all applicable minimum setback and
elevation requirements of the City.
1* � � i City of Wheat Ridge
Single Family - New PERMIT - 202100462
PERMIT NO: 202100462 ISSUED: 04/13/2021
JOB ADDRESS: 11114 W 53rd Dr EXPIRES: 04/13/2022
JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461
sq ft (B2 / Lot 17)
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 - 202100462
PERMIT NO: 202100462 ISSUED: 04/13/2021
JOB ADDRESS: 11114 W 53rd Dr EXPIRES: 04/13/2022
JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461
sq ft (B2 / Lot 17)
*** CONTACTS ***
GC
KOLBY O'HERRON
202128 WONDERLAND HOMES
OWNER ( 3 0 3) 915-4340
WONDERLAND HOMES
SUB (303)289-3441
ROBERT D. GROSS,
SR.
019659 R&R HEATING & COOLING, INC
SUB (303)650-3393
LAWRENCE GILL
022483 GILL ELECTRIC
SUB (303)978-1051
TODD WOODFORD
070071 C&T PLUMBING LLC
*** PARCEL INFO ***
ZONE CODE:
UA / Unassigned
USE: UA / Unassigned
SUBDIVISION CODE:
2320 / APPLERIDGE
ESTATES, STANDLEY H BLOCK/LOT#: /
*** FEE SUMMARY ***
ESTIMATED
PROJECT VALUATION: 239,259.36
FEES
Total Valuation
0.00
Plan Review Fee
120.00
Use Tax
51024.45
Permit Fee
21035.05
Engin. Review Fee
100.00
** TOTAL **
71279.50
*** COMMENTS ***
*** CONDITIONS ***
All roughs to be done at Framing Inspection.
A printed copy of the permit and city stamped on-site plans must be available on-site for
the first inspection.
Approved per plans and red -line notes on plans. Must comply with 2018 IRC, 2020 NEC and all
applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections.
No C.O. may be issued until public improvements are complete as identified in the
Subdivision Improvement Agreement.
All landscaping shall be installed in accordance with the approved landscape plan (Case No.
WZ-18-13) prior to C.O. and pursuant to the phasing identified in the Subdivision
Improvement Agreement. Per the SIA, installation of landscaping, street trees, and
irrigation is not required prior to Certificate of Occupancy if issuance of the C.O. occurs
outside of the planting season, generally October to June, and a landscape escrow will be
required.
As part of the foundation inspections and PRIOR TO proceeding with any further
construction/inspections, a completed, signed and sealed, Foundation Setback and Elevation
Certification shall be submitted to the City for review. The certification form shall be
fully completed by a Professional Land Surveyor licensed in the state of Colorado, stating
that the foundation was constructed in compliance with all applicable minimum setback and
elevation requirements of the City.
1* � � i City of Wheat Ridge
Single Family - New PERMIT - 202100462
PERMIT NO: 202100462 ISSUED: 04/13/2021
JOB ADDRESS: 11114 W 53rd Dr EXPIRES: 04/13/2022
JOB DESCRIPTION: Station 53 - New single family townhome with attached 2 car garage - 11461
sq ft (B2 / Lot 17)
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.