HomeMy WebLinkAbout3301 Youngfield Service RoadCity of Wheat Ridge
Commercial Retaining Wall PERMIT - 201803203
r
PERMIT NO: 201803203 ISSUED: 01/14/2019
JOB ADDRESS: 3301 Youngfield Service Rd EXPIRES: 01/14/2020
JOB DESCRIPTION: Construction of soil nail retaining wall - 10 LF height, 423 LF length,
2,630 sq ft total
*** CONTACTS ***
OWNER 303-279-5565 LONG PEAKS METROPOLITAN DISTRI
GC (303)295-2511 M.A. Mortenson, Jr 018817 M. A. Mortenson Company
*** PARCEL INFO ***
ZONE CODE: UA / Unassigned USE: UA / Unassigned
SUBDIVISION CODE: 120 / Hotels BLOCK/LOT#: 0 /
*** FEE SUMMARY *** ESTIMATED PROJECT VALUATION: 421,200.00
FEES
Total Valuation 0.00
No Fees 0.00
** TOTAL ** 0.00
*** COMMENTS ***
*** CONDITIONS ***
Approved per plans and red -line notes on plans. Must comply with 2012 IBC and all
applicable City of Wheat Ridge Municipal Codes. Work is subject to field inspections.
** PRIOR TO FINAL INSPECTION APPROVAL - ALL FIELD AND ENGINEERING OBSERVATION REPORTS MUST
BE SUBMITTED TO BUILDING DIVISION FOR REVIEW AND APPROVAL **
11 by rn � 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 permit. I further attest that I am legally authorized to include all entities named within this document as parties to the work to be
performed d that all work to be performed is disclosed in this document and/or its' accompanying approved plans and specifications.
Signature of OWNER or T ircle one) Date
I . This permit was issued base on the information provided in the permit application and accompanying plans and specifications and is
subject to the compliance with those documents, and all applicable statutes, ordinances, regulations, po icies and procedures.
2. This. permit shall expire 365 days after the date of issuance regardless of activity. Requests for extension must be made in writing and
received prior to the date of expiration. An extension of no more than 180 days made be granted at the discretion of the Chief Building
Official and may be subject to a fee equal to one-half of the originalpermit tee.
3, If this permit expires, a new permit may be required to be obtained. Issuance of a new permit shall be subject to the standard
requirements, fees and procedures for approval of any new permit. Re -issuance or extension of expired permits is at the sole discretion of
the Chief Building Official and is not guaranteed.
4. No work of any manner shall be performed that shall results in a changeof the natural flow of water without prior and specific approval.
5. The permit holder shall notify the Building and Inspection Services Division in accordance with established policy of all required
inspections and shall not proceed or conceal work without written approval of such work from the Building and Inspection Services
Division.
6. The issuance or granting of a permit shall not be construed to be a permit for, or an approval of, anviolation of any provision of any
applicable code or any ordinance or regulation of this jurisdiction. Approval of work is subject to field inspection.
Signature of Chief Building Official Date
REQUESTS MUST BE MADE BY 11:59PM ANY BUSINESS DAY FOR INSPECTION THE FOLLOWING BUSINESS DAY.
City of
Wheat dge
COMMUNITY DEVELOPMENT
Building & Inspection Services
7500 W. 291h Ave., Wheat Ridge, CO 80033
Office: 303-235-2855 " Fax: 303-237-8929
Inspection Line: 303-234-5933
Email: permits(c�ci.wheatridae.co.us
FOR OFFICE USE ONLY
Date:
Plan/Permit # � � � �
4-7 3
Plan Review Fee: n 0
Building Permit Application
Complete all applicable highlighted areas on both sides of this form.
Incomplete applications may not be processed. ***
Property Address: 3301 Youngfield Service Road, Golden, CO 80401
Property Owner (please print): Longs Peak Metropolitan District Phone: 303.770.2700
Property Owner Email: kseter@svwpc.com
Tenant Name (Commercial Projects Only) NIA
Property Owner Mailing Address: (if different than property address)
Address: 7400 E Orchard Road, Suite 3300
City, State, Zip: Greenwood Village, CO 80111
Arch itect/Enaineer: Brierley Associates
Architect/Engineer E-mail:
bzietlow@bderleyassociates.com
Contractor Name: MA Mortenson Co
City of Wheat Ridge License #: 0 ( �?2 I J
Contractor E-mail Address: dave.callas@mortenson.com
For Plan Review Questions & Comments (please print):
Phone: 303.703.1405
Phone: 303.295.2511
CONTACT NAME (please print): Dave Callas Phone:
CONTACT EMAIL(please print): dave.callas@mortenson.com
845.489.6574
Sub Contractors (Must provide Wheat Ridge License No & Signed Subcontractor AuthoriZationform
}
Electrical: Plumbing: Mechanical:
W.R. City License # W.R. City License # W.R. City License #
Other City Licensed Sub: Other City Licensed Sub:
City License # City License #
Complete all highlighted fields.
[]COMMERCIAL ❑ RESIDENTIAL
Provide description of work: For ALL projects, provide a detailed description of work to be
performed, including current use of areas, proposed uses, square footage, existing condition and
proposed new condition, appliance size and efficiency, type and amount of materials to be used, etc.
Construction of a soil nail retaining wall with a sculpted shotcrete face at northern and western property boundary of La Quinn
This construction is to allow for Clear Creek Drive to be constructed to the west and for pad development to the north.
i Q CWuc 0')
Sq. F#.JL.F ) L�- BTUs
Amps Squares
Gallons
For Solar: Kw # of Panels Requires Structural
For Commercial Projects Only: Occupancy Type: Construction Type:
Occupancy Load: Square Footage:
Project Value: (Contract value or the cost of all materials and labor included in the entire project)
$ $421,200.00
OWNER/CONTRACTOR SIGNATURE OF UNDERSTANDING AND AGREEMENT
I hereby certify that the setback distances proposed by this permit application are accurate and do not violate applicable ordinances, rules or
regulations of the City of Wheat Ridge or covenants, easements or restrictions of record, that all measurements shown and allegations made are
accurate; that I have read and agree to abide by all conditions printed on this application and that I assume full responsibility for compliance
with applicable City of Wheat Ridge codes and ordinances for work under any permit issued based on this application; that I am the legal owner
or have been authorized by the legal owner of the property to perform the described work and am also authorized by the legal owner of any
entity included on this application to list that entity on this application, 1, the applicant for this building permit application, warrant the
truthfulness of the information provided on the application,
ORC'LE ONE: (OWNER) (CONTRA CTOR),fiowrUTHORIZED REPRESENTATIVE of (OWNER) CDNTR.4CTOR}
Signature (first and lust name): -- DATE: Z Z
Printed Name: % .
DEPARTMENT USE ONLY
ZONING COMMMENTS A- ` \ fAIM, PCZ %A, r Q�1vjV� Q � T ed< OCCUPANCY CLASSIFICATION:
Revtewer.—��r w
�j`�j� 2�L� k r& I t Ct CONSTRUCTION TYPE:
BUI DING DEP TME COMM NTS:
Reviewer
IZ//:t
PUBLIC WORKS COMMENTS:
Reviewer: -� L' AL"T` C
/ ��S .
/C/amu 11 C I -eek C4
Building Division Valuation: �� r' zk
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Clear Creek Crossing UbO3
La Quinta Inn Retaining Wall
Wheat Ridge, Colorado IN
11/19
Soil Nall Wall Design Calculations V2
ASD Method
Designed for: SubTerra Geotechnical Solutions Designed by: Brierley Associates
990 South Broadway, Suite 222
Denver, Colorado
Calculation Index Ph 303-703-1405
1. Wall and soil inputs
1.1 General wall properties
1.2 Soil properties
1.3 Factors of safety, load factors, strength reduction factors
1.4 Shotcrete properties
1.5 Bearing plate properties
1.6 Soil nail properites
1.7 Shotcrete reinforcing properties behind bearing plate (initial shotcrete)
1.8 Shotcrete reinforcing properties between studs heads and bearing plate
(secondary shotcretel
1.9 Shotcrete reinforcing properties for combined initial and secondary shotcrete
2. Internal failure mechanisms
2.1 Facing load
2.2 Soil nail bar tensile capacity
2.3 Facing punching primary shotcrete
2.4 Facing punching secondary shotcrete
2.5 Facing punching combined primary and secondary shotcrete
2.6 Facing flexure, primary shotcrete
2.7 Facing flexure, secondary shotcrete
2.8 Facing flexure, combined shotcrete
2.9 Minimum reinforcement ratios
2.10 Bearing plate
-
3. External failure mechanisms
3.1 Basal heave
3.2 Sliding
4. Global stability
_ 0'4
5. Seismic stabilityp-i
o J
5.1 Pseudo -static seismic coefficient
/i�5i �(?N�+ � 11
5.2 Global stability with seismic load
6. Estimated wall deformation
Design References 1. Soil Nails Reference Manual, FHWA GEC 007
Federal Highway Publication No. FHWA-NHI-14-007.
2. LRFD Bridge Design Specifications,
AASHTO, 7th Edition, 2014.
Calculation by: BZ / City 01
Wreat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
1. Wall and soil inputs
1.1 General wall properties
Soil nail wall height#,:= 1041
Wall batter angle (from vertical)- a := atan (TIO) = 5.711 -deg
0 := a + 90- deg = 95.711 -deg
Maximum back slope angle - R := 0•deg (From horizontal)
Vertical surcharge pressure at top of wall - q := 0•psf
1.2 Soil properties
Long-term
Retained soil unit weight- ry := 125•pcf
Retained soil friction angle - 4) := 34 -deg
Retained soil cohesion - C":= 0•psf
Retained soil ultimate bond strength - qult 8 -psi = 1152•psf
Shotcrete-concrete/soil interface friction angle - 5,:= (� = 34 -deg 5.7.3 a
Coulomb active earth pressure coefficient -
sin (0 + �)2
Ka := 2 = 0.217
sin (0)2sin(0—S) 1+ sin (4+S)•sin(�—(3)
sin(0 — 6)•Sin(0 +
Eq. 5.21
City of
Calculation by: BZ 2
Wheat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
1.3 Factors of safety, load factors, strength reduction factors
Table 5.1: \fiuimum Recommended Factors of Safety for the Design of Soil \;til Falls
Using the ASD Method'fl
tio�r. tlj T�Irmn:tae avd:.mboC naorarclamre daffea fiomahat pae:eabdmd•.a pra:�wa::w:wn of
du. arawal. h:am of tDew shame: nffae rL mo:Y wward u:r;.j LRFII raroa¢obaa- a:
pn:a_t^ d m AASHIO C'2:Qtj
non -w.L pumanem :nusmra.. — 0-- may atter. a uije &r stays lox& red
kej-rent soodmoas -th FS,, . 1.55 when uarsern is wandered r be timird dw to dr
n-ulabiDtr d mff-- jenraehmsa. mfmsanoc am] -- iosil aapramce on :oil
w '—M, rasp of a&r: &scar_ for jlnbal :nbdm� comp-&- ro &h. <a:e oft-p—y
r.�o� hR: tDa: ue msuppwrd for � m ? da.- Defoe avl: m ic:raLd. 7'he larFu
ave maybe .pied io Wesal :mrc:mc w cause awns onrutamnenz rejudmj :oil
ooadmac.
(4"-
Minimum
1j
Minimum required factors of safety (ASD)
Global, permanent- FSgI_p := 1.35 Table 5.1, Note 2
Global, temporary - FSgu := 1.3
Table 5.1
Pullout- FSPo:= 2
Sliding - Hsi := 1.5
Tensile - FSt := 1.8 1.8 for Grades 60 and 75, 2.0 for Grades 95 and 150
Facing flexure - FSff := 1.5
Facing punching - FSfp := 1.5
Stud tension - FSst := 2.0 2.0 forASTMA307 studs, 1.7 forASTMA325 studs
Calculation by: BZ city of 3
Wtieat Ridge
\finimam
Jfinim.tm
Recomm.
Recomm.
Limit State
Coudirion
Symbol
Factors of
Fatctotz of
Safen. Static
Saferv.
Loads
Seismic Loads
Overall
Overall Stabilir;
FSO;
15.,:1
1.1'-:
O rral]
Short Term Condition.
FSO,
1.25-1.33'3
NA
Fxcatiation
Overall
Basal Heave
FSS;
?.04. -"53
2.3f!:
Strength-
Pullout Resistance
FSP,
2.0
15
Geotechrucai
Strength -
Lateral Sliding
FS_;
1.3
1 i
Geotechnical
Strength -
Tendon Tensile Strength
FSr
1.8
1.35
Structural
Grades 60 and 751
Strength -
Tendon Tensile Strength
FS -1
2.0
150
Structural
Grades 95 and 150"
Strength-
FacingFiestiral
FS-
1.5
11
Structural
Strength-
FacmgPunching Shear
FS17
1-5
1.1
Simctural
Strength-
Headed Stud Tensile
FSt
1.5
Stnutural
(.4.307 Bolt)
_.0
Strength -
I Headed Stud Tensile
FStF
1.7
13
Structural
(,.43^-5 Bolt)
tio�r. tlj T�Irmn:tae avd:.mboC naorarclamre daffea fiomahat pae:eabdmd•.a pra:�wa::w:wn of
du. arawal. h:am of tDew shame: nffae rL mo:Y wward u:r;.j LRFII raroa¢obaa- a:
pn:a_t^ d m AASHIO C'2:Qtj
non -w.L pumanem :nusmra.. — 0-- may atter. a uije &r stays lox& red
kej-rent soodmoas -th FS,, . 1.55 when uarsern is wandered r be timird dw to dr
n-ulabiDtr d mff-- jenraehmsa. mfmsanoc am] -- iosil aapramce on :oil
w '—M, rasp of a&r: &scar_ for jlnbal :nbdm� comp-&- ro &h. <a:e oft-p—y
r.�o� hR: tDa: ue msuppwrd for � m ? da.- Defoe avl: m ic:raLd. 7'he larFu
ave maybe .pied io Wesal :mrc:mc w cause awns onrutamnenz rejudmj :oil
ooadmac.
(4"-
Minimum
1j
Minimum required factors of safety (ASD)
Global, permanent- FSgI_p := 1.35 Table 5.1, Note 2
Global, temporary - FSgu := 1.3
Table 5.1
Pullout- FSPo:= 2
Sliding - Hsi := 1.5
Tensile - FSt := 1.8 1.8 for Grades 60 and 75, 2.0 for Grades 95 and 150
Facing flexure - FSff := 1.5
Facing punching - FSfp := 1.5
Stud tension - FSst := 2.0 2.0 forASTMA307 studs, 1.7 forASTMA325 studs
Calculation by: BZ city of 3
Wtieat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Minimum required factors of safety for seismic (ASD) Table 5.1
Global, seismic - FSgI_seis_min 1.1
Pullout- FSpo_seis 1.5
Sliding - FSsI seis 1.1
Tensile - FSt seis 1.35 1.35 for Grades 60 and 75, 1.5 for Grades 95 and 150
Facing flexure - FSff seis 1.1
Facing punching - FSfp_seis 1.1
Stud tension - FSst seis 1.5 1.5 forASTM A307 studs, 1.3 forASTM A325 studs
1.4 Shotcrete properties
Shotcrete 28 -day unconfined compressive strength - fc := 4000 -psi
Initial shotcrete (behind bearing plate)
Initial shotcrete thickness -hp :_ 4 -in
Facing punching factor- Cp—P := 1.0 6.6.6
eEARMIG vuTe '
ISI
SHOTCRETEI --1 I --I
I"
Secondary shotcrete (in front of bearing plate)
Secondary shotcrete thickness - hs := 6 -in
Facing punching factor- CP s := 1.0 6.6.6
Calculation by: BZ
c,4
Wheat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
rhs;�hP�-
_r_a
PRIMARYI-
SHOTCRETE _
STUDS
BEARING PLATE
SECONDARY—I—
SHOTCRETE n =I I I—I
1.5 Bearing plate properties
Bearing plate yield strength - Fy—bp := 36•ksi
Bearing plate side dimension - Lbp := 8 -in
Bearing plate thickness - tbp := 0.5 -in
Number of studs per bearing plate - nstud := 4
Stud yield strength - Fy—stud := 51000 -psi
City of
Calculation by: BZ 5
Wheat Rii ge
(Ruildina Divison
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Stud shaft diameter- Dsc := 1 -in
2
Stud head diameter- Dsh := 1 -in
Nelson standard stud dimensions
Shaft
A
H
Diameter
75
No.8
(in.)
(in.)
(in.)
1/4
0.187
0.5
3/8
0 281
0 75
Stud head thickness - tsh := 0.312 -in 1/2 0.312 1.0
Stud spacing - Sst := 6 -in 5/8 0.312 1.25
Stud length (Lst) available in even inch increment:
Stud length (including head) - Lst := 3 -in
Studs are mild steel in accordance with ASTM A-108 for 1010-1020 and AWS D1.1
1.6 Soil nail properites
Vertical soil nail spacing - SV := 5 -ft
Horizontal soil nail spacing - Sh := 10 -ft (maximum in single row sections)
Soil nail bar tensile strength - Fy_sn := 75000 -psi
Soil nail bar cross-sectional area -
Asn := 0.6•in2
Grade 75
Ain^ F ksi
No.7
0.60
75
No.8
0.79
75
No.9
1.00
75
No. 10
1.27
75
Grade 150
1"
0.85
150
1-1/4"
1.25
150
Williams Form Hollow bar
32 mm
0.556
85
32X mm
0.776
85
38 mm
1.067
85
51 mm
1.795
85
DSI Hollow bar
R32N
0.614
81
R32S
0.756
83
R38N
1.111
78
R51 L
1.203
84
R51 N
1.455
97
Soil nail inclination - an := 15 -deg
Effective drill hole diameter- do := 6 -in = 0.5ft
Cantilever distance between upper soil nail and top of shotcrete - hcant 2 -ft (maximum)
1.7 Shotcrete reinforcing properties behind bearing plate (initial shotcrete)
rimary shotcrete thickness
Distance from reinforcing steel to excavation side of shotcrete - he_p:= 2 -in
Distance from reinforcing steel to soil side of shotcrete - hs_p := 2 -in
Calculation by: BZ
city of
WhAt Ridge
ng
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Table 6.5: Factor Cr
Facing
Facing Thickness.
hi or hf (in.)
C. F
Initial
4
2.0
Initial
6
1.5
Illltlal
S
1.0
Final
All
1.0
Facing flexure factor- CFi_p := 2.0
hs_p
II _
REINFORCEMENT---``; 1 i-
1 1 `4d
BEARING PLATE--
la
SHOTCRETE
I—
he_p
Chain link mesh
Table 6.5
Number of chain link mesh mats - nc1m_P := 0 From Chain Link Fence Manufacturers Institute
Size
Gauge
Diameter
Chain link mesh wire diameter- dW–P := 0.113•in 2n)
6
0.192
2
9
0.148
2
11
0.120
2-1/8
11.5
0.113 City o�
Calculation by: BZ
Wheat ' se
Viding pivison ,
Brierley Associates La Quinta Inn SNW
516068-000
2
Chain link mesh wire cross-sectional area - AWire_p �'( W2 = 0.01•in2
Chain link mesh size - Sclm_P 12+1 I in
(diagonal opening clear span) l 8
Sept. 28, 2018
2
Chain link mesh equivalent vertical wire spacing - Wclm� 21SCIm-p = 3.005 -in
Chain link mesh vertical steel area perfoot of wall - As_CIM � AW're p.nclm_p = 0. in
2
W CIM -P ft
Chain link mesh yield strength - fy_clm-P • •= 36000P si
Welded wire mesh
Number of welded wire mesh mats - nW� 0.028 in2/ft for 6x6 - W1.4xW1.4
:= 1 0.040 in2/ft for 6x6 - W2.OxW2.0
0.058 in2/ft for 6x6 - W2.9xW2.9
Welded wire mesh yield strength - f := 70000P si 0.080 in2/ft for 6x6 - W4.OxW4.0
y -W -p 0.042 in2/ft for 4x4 - W1.4xW1.4
. 2 0.060 i n2/ft for 4x4 - W2.OxW2.0
Welded wire mesh per unit width - A •= 0.087• In 0.087 in2/ft for 4x4 - W2.9xW2.9
WWm_P ft 0.120 in2/ft for 4x4 - W4.OxW4.0
.2
Total welded wire mesh per unit width - as W -P := nW-P•AWWm_P = 0.087•n
ft /
Calculation by: BZ
or OV 01 1
wMQt"} ip6
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Vertical bearing bars
Number of vertical rebars per soil nail - nrv2 := 0
Rebar yield strength - fY_r_p = 60000 -psi
Individual vertical rebar cross-sectional area - Abar v_p 0.2•in2 0.20 in2/ft for No. 4
0.31 in2/ft for No. 5
0.44 in2/ft for No. 6
0.60 in2/ft for No. 7
0.79 in2/ft for No. 8
Vertical rebar cross-sectional area - As rv� Abar v�'nrv� = 0 in
2
Sh ft
Horizontal waters
Number of horizontal rebars per soil nail - nrh_p := 0
Individual horizontal rebar cross-sectional area -Abar h—P 0.2•in2 0.20 in2/ft for No. 4
0.31 in2/ft for No. 5
0.44 in2/ft for No. 6
0.60 in2/ft for No. 7
0.79 in2/ft for No. 8
Horizontal rebar cross-sectional area - As rhe .—Abar h_p nrh_p _ 0 in
2
SV ft
Total steel reinforcement
Equivalent WWM cross-sectional area of vertical rebar- Eq. 5.27
A,s_ry _ fy_r� As—ry _ 0 in
2
—p fy—W _P ft
Equivalent WWM cross-sectional area of horizontal rebar - Eq. 5.27
_ fy_r� in
2
A s_rh p f -As = 0 ft
Y_W_p
Equivalent WWM cross-sectional area of chain link mesh - Eq. 5.27
fy_clm—P in
`°` s_clm_p f As_clm—P = 0' ft
Y_W—P
Total WWM equivalent steel area, vertical at midspan - Eq. 5.28
.2
avm_p := as_w_p + A's clm_p = 0.087• m
ft
Calculation by: BZ Cm ,, 9
4A 1?
._,.n Vivi`on
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Total WWM equivalent steel area, vertical at nail head -
Eq. 5.28
.2
m
avn_p as w_p + Ass rv_p + A's_clm—P = 0.087.
ft
Total WWM equivalent steel area, horizontal at midspan - Eq. 5.28
2
ahm_P _
asw_p + A's _rh—P = 0.087. in
ft
Total WWM equivalent steel area, horizontal at nail head -
.2
m
ahn_p as w—P + A's,_rh—p = 0.087.
ft
1.8 Shotcrete reinforcing properties between studs heads and bearing plate
(secondary shotcrete)
Oecondary shotcrete thickness - hs 7 6•i
Distance from reinforcing steel to excavation side of shotcrete - he s := 3 -in
Distance from reinforcing steel to soil side of shotcrete - hs—s := 3 -in
Table 6.5: Factor CF
Facing
Facing Thickness.
hi or hf (in.)
F
Initial
4
2.0
Initial
6
1.
Initial
8
1.0
Final
All
LO
Facing flexure factor- CF -s := 1.0
Calculation by: BZ
Eq. 5.28
Table 6.5
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
hs s
;
REINFORCEMENT--
AlI i
PRIMARY . I-
SHOTCRETE
STUDS- -- �
�°
BEARING PLATE
SECONDARY - -
I_
SHOTCRETE ;`L I ; • ;_
he 9�
Chain link mesh
Number of chain link mesh mats - nclm s 0
From Chain Link Fence Manufacturers Institute
Chain link mesh wire diameter- dw s = 0.113•in Size
Gauge
Diameter
— (in.)
(in.)
2
6
0.192
2
9
0.148
2
11
0.120
2-1/8
11.5
0.113
Chain link mesh wire cross-sectional area -
2
Awire_s := r,.(dw_sl = 0.01•in2
2 J
City of
Calculation by: BZ t Whegt Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Chain link mesh size -
(diagonal opening clear span)
1
Sclm_s 12 + 8 in
2
1SCIm s
Chain link mesh equivalent vertical wire spacing - Wclm_s 2 2— = 3.005 -in
2
Chain link mesh vertical steel area per foot of wall - As clm s W ire_s CIM—S = 0' ift
n
CIM—S
Chain link mesh yield strength - fy_clm_s 36000 -psi
Welded wire mesh
Number of welded wire mesh mats - nw s = 1
Welded wire mesh yield strength - fy_w_s := 50000 -psi
.2
Welded wire mesh per unit width - AWWm_s := 0.087. in
ft
Total welded wire mesh per unit width -
Calculation by: BZ
0.028 in2/ft for 6x6 - W1.4xW1.4
0.040 i n2/ft for 6x6 - W2.OxW2.0
0.058 in2/ft for 6x6 - W2.9xW2.9
0.080 in2/ft for 6x6 - W4.OxW4.0
0.042 in2/ft for 4x4 - W1.4xW1.4
0.060 in2/ft for 4x4 - W2.OxW2.0
0.087 in2/ft for 4x4 - W2.9xW2.9
0.120 in2/ft for 4x4 - W4.OxW4.0
.2
in
as_w_s nw S*Awwm_s = 0.087 ft
City of
2° e
Wheat F?�
.Building Divia�r a%
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Vertical bearing bars
Number of vertical rebar per soil nail - nry s = 2
Rebar yield strength - f := 60000 -psi
y_r s
Individual vertical rebar cross-sectional area - Abar v s 0.2 -in 0.20 in2/ft for No. 4
– – 0.31 in2/ft for No. 5
0.44 in2/ft for No. 6
0.60 in2/ft for No. 7
0.79 in2/ft for No. 8
Vertical rebar cross-sectional area - As ry s Abar_v s'nry s = 0.04• m 2
Sh ft
Horizontal walers
Number of horizontal rebar per soil nail - nrh s 2
Individual horizontal rebar cross-sectional area -Abar h s 0.2 -in 0.20 in2/ft for No. 4
– – 0.31 in2/ft for No. 5
0.44 in2/ft for No. 6
0.60 in2/ft for No. 7
0.79 in2/ft for No. 8
Horizontal rebar cross-sectional area - As rh s Abar_h s'nrh s _ 0.08.—
in 2
SV ft
Total steel reinforcement
Equivalent WWM cross-sectional area of vertical rebar - Eq. 5.27
fY_r_s
Ass ry s = 'As_ry s = 0.048. in
2
fy_v –s – ft
Equivalent WWM cross-sectional area of horizontal rebar - Eq. 5.27
fy_r_s in
2
A's rh s f As_rh_s = 0.096• ft
y_w_s
Equivalent WWM cross-sectional area of chain link mesh - Eq. 5.27
fy clm Sin
A's clm s:= f – 'As_clm_s = 0 ft
y_w_s
Total WWM equivalent steel area, vertical at midspan - Eq. 5.28
Calculation by: BZ
.2
in
avm s as w s + A's rv_s + A's clin s = 0.13
City of
Whe1,A Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Total WWM equivalent steel area, vertical at nail head -
Eq. 5.28
.2
avn s as w s + Ass ry s + Ass clm s = 0.135• in
ft
Total WWM equivalent steel area, horizontal at midspan -
.2
ahm s as w s+A's_rh s = 0.183•m
— — — ft
Total WWM equivalent steel area, horizontal at nail head -
.2
ahn s as w s+ A's_rh s= 0.183• in
ft
1.9 Shotcrete reinforcing properties for combined initial and secondary shotcrete
Distance from reinforcing steel to excavation side of shotcrete - he—c := 3- in
Distance from reinforcing steel to soil side of shotcrete - hs c := 7- in
Table 6.5: Factor Q
F:iClilg
Facing Thickness,
hi 01' hf (ill.)
F
Illitial
4
2.0
Initial
6
1.5
Iilitial
8
1.0
Final
All
1.0
Facing flexure factor- CF—c := 1.0
Eq. 5.28
Eq. 5.28
Table 6.5
City of
Calculation by: BZ ( Wht3At Ridge
Brierley Associates La Quinta Inn SNW
516068-000
qhs _
. I .
I _
d
REINFORCEMENT
PRIMARY --"'� � b. ��— I I I-
SHOTCRETE _ .r a /. f I I
STUDS---
BEARING PLATE--
°Q•
SECONDARY
SHOTCRETE
2. Internal failure mechanisms
2.1 Facing load
ertical soil nailspacing
Horizontal soil nailspacing
- Sh = loft
Maximum soil nail spacing - Smax := max(Sv,Sh) = loft
oil nail wall hei ht- H =loft
etained soil unitwei ht 7 = 125 pc
oulomb active earth pressure coefficient - Ka = 0.217
Average tensile nail force at nail head - To := (0.5•Ka'-y•H + Ka q)•SV•Sh = 6.777 -kip
Calculation by: BZ
Sept. 28, 2018
5.2.1 c
City of
Wheaiipidge
.Ruildina Dlvison
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
2.2 Soil nail bar tensile capacity
T
Maximum tensile nail force - Tmax o = 6.783 -kip Eq. 5.1
0.6 + 0.057• Smax 3
ft
oil nail bar tensile stren th -
oil nail bar cross-sectional area
oil nail tensile factor of safety
Fy sn = 75•9
Asn = 0.6•in
FS, := 1.
Check soil nail bartensile capacity (ASD) - Check := "OK" if Fy—sn•Asn Tmax = "OK"
FSt
"WARNING" otherwise
2.3 Facinq punching primary shotcrete
Pacing unchin factor Cpl = 1
Oearinq plate side dimension
Primary shotcrete thickness - hp = 4 i
PUNCHING SURFACE -
BEARING PLATE
SHOTCRETE--
"
hp
j a
i—IIII I I I �
Equivalent punching diameter- D'c := Lbp+hp = 12. in
Calculation by: BZ
6.25"" of '
%ifteat pidge
16
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
hotcrete 28 -day unconfined compressive stren th - fc = 4000psi
Nominal punching shear resistance -
Eqs. 6.20 and 6.21
fc psi D'c h
RFP := 0.58•kip psi •�•—ft • ft p•Cp-p = 38.414 -kip
vera a tensile nail force at nail head - To = 6.777 ki
racinq
punchingfactor of safety FSfp = 1.5
Check punching capacity (ASD),Check :_ "OK" if S P >_ To = "OK"
FS
otherwise
2.4 Facing punching secondary shotcrete
Not used because primary shotcrete is part of the permanent facing, see 2.5 for combined punching
2.5 Facing punching combined primary and secondary shotcrete
racing unchin factor Cps = 1
tud spacing FT -7-6. i
Primary shotcrete thickness -
�econdary shotcrete thickness - hs = 6•i
Combined shotcrete thickness - he := hp + hs = 10•in
City of
v",eat Ridge
Calculation by: BZ 17
Building Divisor
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
i� hs -1 hp
-T—
PRIMARYI—
SHOTCRETE
ff 1
PUNCHING SURFACE -
- L-11
r �
STUDS TIS
BEARING PLATE
SECONDARY--' ; .• � ;,,
SHOTCRETE
�r/�
�! -he
Oearing plate thickness tbp = 0.5•i
tud head thickness tSh = 0.312 i
tud length includin head]- IL,t = 3•i
l
i I-�Dsih-1
City of
Wheat Ridge
Calculation by: BZ 18
Building Divison,
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Effective depth of conical punching surface - h,, := Lst + tbp — tsh + hp = 7.188• in
Equivalent punching diameter- Dc := min( Sst+hc,2•hc) = 13.188•in
Nominal punching shear resistance -
Eq. 6.24
Eqs. 6.20 and 6.21
fc•psi D'c he
R,Ff, := 0.58 -kip. -7r---CP s = 75.863 -kip
psi ft ft —
vera a tensile nail force at nail head - To = 6.777 ki
racing punching factor of safety FS fp = 1.5
Check punching capacity (ASD) Check :=
2.6 Facing flexure, primary shotcrete
"GK" if �srPn" � To = "OK"
c
"WARNING" otherwise
hotcrete 28 -day unconfined compressive strenqthl-
Primary shotcrete thickness - hp = 4 i
istance from reinforcing steel to excavation side of shotcrete - hem 7;7i
i
istance from reinforcing steel to soil side of shotcrete
City of
uVheat Ridge
Calculation by: BZ (19
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
hs
�T�
i f
REINFORCEMENT--
'1
F1 vI I —
BEARING PLATE-
SHOTCRETE -
Welded wire mesh yield stren th w� = 70000psi
fy
Vertical bending resistance, midspan -
mvm •= avTnfY_w-p hs_p - avm-p fy_w- = 0.977. SiE±
1.7•fc ) ft
Vertical bending resistance, nail head -
mvn avn_p' fy_w-p' he_ - avn_p' fy_w-p = 0.977. kip• ft
1.7•fc ft
Calculation by: BZ
Eq. 6.9
Eq. 6.10
City of
V,Iheat Wdge
`Building Divison,
.2
otal WWM equivalent
steel area vertical at mids a -
avm_p = 0.087• in
ft
2
otal WWM equivalent
steel area vertical at nail hea -
avn_p = 0.087•'n
ft
.2
otal WWM equivalent
steel area horizontal at mids a
-
ahm_p = 0.087•'n
ft
.2
otal WWM equivalent
steel area horizontal at nail hea
-
ahn_p = 0.087• in
ft
Vertical bending resistance, midspan -
mvm •= avTnfY_w-p hs_p - avm-p fy_w- = 0.977. SiE±
1.7•fc ) ft
Vertical bending resistance, nail head -
mvn avn_p' fy_w-p' he_ - avn_p' fy_w-p = 0.977. kip• ft
1.7•fc ft
Calculation by: BZ
Eq. 6.9
Eq. 6.10
City of
V,Iheat Wdge
`Building Divison,
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Horizontal bending resistance, midspan - Eq. 6.11
mhm ahm�i fy_w�' hs_p — ahm� f y—w� = 0.977. kip• ft
1.7•fc ft
Horizontal bending resistance, nail head - Eq. 6.12
mhn ahn_p' fy_w,' hem — ahn�' fy w� = 0.977. kip• ft
1.7•fc ft
acing flexure factor C = 2.0
Nominal bending resistance - Eq. 6.13 and 6.14
R :=min C m +m •8•Sh C m +m 8•Sv = 15.634. kip.
FF Fid (vm vn) S , Fid (hm hn) S ft
V
h
vera a tensile nail force at nail head - To = 6.777 ki
Pacinq flexure factor of safe FSff = 1.5
Check flexure capacity (ASD) - Ckeck :_ "OK" if RFF > To = "OK"
FSff
"WARNING" otherwise
Vertical bearing bar length - LV := 0.6• SV = 3 ft 6.6.5 a
3 2
Ka'ry•hcant Ka'q'hcant kip -ft
Flexure due to upper cantilever - Fcant 6 + 2 = 0.036• ft
Check flexure capacity (ASD) - Ckeck :_ "OK" if RFF > Fcant = "OK"
FSff
"WARNING" otherwise
2.7 Facing flexure, secondary shotcrete
Not used because primary shotcrete is part of the permanent facing, see 2.5 for combined punching
2.8 Facing flexure, combined shotcrete
hotcrete 28 -day unconfined compressive strenqthl-
Primary shotcrete thickness - hp = 4•i
Calculation by: BZ
��+ty o�
V'u 21i
• r
rig Divisors/
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
ISecondary shotcrete thickness -
istance from reinforcing steel to excavation side of shotcrete -
istance from reinforcing steel to soil side of shotcrete
ihs s1
J
REINFORCEMENT - --
PRIMARY
SHOTCRETEI—
�,��--�--�----�-��
STUDS-----anr,?xrt%`i.
BEARING PLATE ----t
SECONDARY C I—
SHOTCRETE
Welded wire mesh yield strength fy w s = 50000p—Si
Vertical bending resistance, midspan - Eq. 6.9
avm_s' fy_w_s kip• ft
avm—s �—�'—s hs —c 1.7•fc = 3.891• ft
City of
Calculation by: BZ (1vvheatj2jdge
.2
otal WWM equivalent steel area vertical at mids a -
avm s = 0.135• In
— ft
2
otal WWM equivalent steel area vertical at nail hea -
avn s = 0.135•'n
— ft
.2
otal WWM equivalent steel area horizontal at mids a
in
- ahm s = 0.183•
— ft
. 2
otal WWM equivalent steel area horizontal at nail hea
- ahn s = 0.183•n2
— ft
Vertical bending resistance, midspan - Eq. 6.9
avm_s' fy_w_s kip• ft
avm—s �—�'—s hs —c 1.7•fc = 3.891• ft
City of
Calculation by: BZ (1vvheatj2jdge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Vertical bending resistance, nail head - Eq. 6.10
f h _ avn_s' fy_w_s = 1.641. kip• ft
n — avn—s y—�—s e—c 1.7• fc ft
Horizontal bending resistance, midspan - Eq. 6.11
ahm_s' fy_w_s kip ft
mho:= ahm—s fyws hs —c 1.7•fc = 5.252 ft
Horizontal bending resistance, nail head - Eq. 6.12
ahn_s' fy_w_s kip• ft
m�hrr, ahn_s'fy_w_s' he c— = 2.202•
— 1.7•fc ft
racing flexure factor FC = 1.0
Nominal bending resistance - Eq. 6.13 and 6.14
K= min C (m + m ) 8 Sh C — (m + m ) 8 Sv = 29.816• kip.
ft
F, F s vm vn S F s' hm hn ' S ft
V h
vera a tensile nail force at nail head - To = 6.777 ki
racinq flexure factor of safe FSff = 1.5
Check flexure capacity (ASD) - Check :_ "OK" if RFF > To = "OK"
FSff
"WARNING" otherwise
Vertical bearing bar length - Lv := 0.6•Sv = 36 -in 6.6.5 a
3 2
Flexure due to upper cantilever -;= Ka'7'hcant + Ka'9'hcant = 0.036• kip. ft
6 2 ft
Check flexure capacity (ASD) - "OK" if RFF > Fcant = "OK"
FSff
"WARNING" otherwise
2.9 Minimum reinforcement ratios
Combined shotcrete
hotcrete 28 -day unconfined compressive strength - fc = 4000psi
City ai
Calculation by: BZ
(Vv ieat Ri ag, e
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Primary shotcrete thickness - 1hr, = 4•i
�econdary shotcrete thickness -
2.10 Bearing plate
Number of studs
tud yield stren th
nstud = 4
Fy_stud = 51000psi
tud shaft diameter
tud head diameter Dsh = 1 i
Calculation by: BZ
alfa=,'tit )x;24
Divisor,
.2
otal WWM equivalent steel area vertical at mids a -
avm s = 0.135• in
— ft
2
otal WWM equivalent steel area vertical at nail hea -
i
avn s = 0.135• n
— ft
.2
otal WWM equivalent steel area horizontal at mids a
- ahm s = 0.183 in
ft
.2
otal WWM equivalent steel area horizontal at nail hea
-
ahn s = 0.183 in
— ft
Reinforcement ratio (%) - pvm := a`m s + avm.2• 100 =
0.5- (hs + hp)
0.37
Eq. 6.6
Reinforcement ratio(%) - p — avn_s + a` n_p • 100 = 0.37
vn'— 0.5•(hs+hP)
Eq. 6.6
Reinforcement ratio (%) - P .— — ahm s + ahm 2. 100 =
hm '0.5•(hs + hp)
0.45
Eq. 6.6
Reinforcement ratio (%) - Phn .= ahn_s + ahn_ 100 = 0.45
0.5•(hs + hp)
Eq. 6.6
f�•psi
Minimum reinforcement ratio (%) - pmin := 0.24• psi
= 0.253 Eq. 5.51 in previous GEC 7
fy_r s
ksi
Check minimum reinforcement -
Check :=
"OK" if min(pvm,pvn,Phm>phn) > pmin
= "OK"
""WARNING"
I
otherwise
2.10 Bearing plate
Number of studs
tud yield stren th
nstud = 4
Fy_stud = 51000psi
tud shaft diameter
tud head diameter Dsh = 1 i
Calculation by: BZ
alfa=,'tit )x;24
Divisor,
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
tud head thickness tsh = 0.312 i
tud tension factor of safe FSst = 2
2
Cross-sectional area of stud shaft- AS :_ Tr.rDscl = 0.196•in2
I\ 2
Nominal headed stud tensile strength - RFH := nstud'AS' Fy_stud = 40.055•kip Eq. 6.26
Check stud tensile capacity (ASD) -"OK" i f RFH � To = .,OK..
FSst
"WARNING" otherwise
2
Cross-sectional area of stud head - AH :_ 7T•(2h) = 0.785•in2
Verify sufficient cross-sectional area of headed stud -
Check :_ "OK" if AH >_ 2.5•AS = "OK"
Eq. 6.28
"WARNING" otherwise
C
Dsh — Dsc
— ec, OK if tsh —
"OK"
Eq. 6.29
"WARNING" otherwise
Bearing plate design is based on numerical finite element model using the RISA 3D structural
design software. By symmetry, the model consists of one quarter of the actural bearing plate, with
one -dimension fixed boundary conditions representing the planes of symmetry in the full body. The
other boundary conditions are full fixity around the edge of the center hole and one-dimensional fixit.
in the Z direction for all nodes representing the washer footprint.
lBearing plate yield strength
lBearing plate side dimension -
Oearing plate thickness - Itbp = 0.5 i
vera a tensile nail force at nail head - To = 6.777 ki
1Equivalent punching diamete - D'c = 13.188•i
T
Bearing plate effective load - P — o = 7.144•ksf (Applied pressure in RISA
by (D' cl2 numerical model)
\ 2) 1110
e,Oy o)
Calculation by: BZ
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Maximum bearing plate deformation - Sbp := 0.001•in
Maximum bearing plate stress (Von Mises) - (Tvm max 3.2•ksi
Vacing punchingfactor of safety FSfp= 1.5
(from RISA output)
F b ""RCheck punching capacity (ASD) - Check :_ "OK" if Qvm max < FS fp = "OK"
"WARNING" otherwise
Allowable stress in bearing plate - Qbp all Fy by = 24000psi
FS fp
Maximum allowable surface load to bearing plate - 6bp := 120•psi
(from RISA FEM analysis, output shown below)
Maximum bearing plate deformation - 5.�:= 0.015•in
RISA 1/4 bearing plate FEM model, 1/2" thick, mesh with boundary conditions
Calculation by: BZ
city cit
wheaLP'idOe
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Model View O E3
ai -M i¢i -• ,Li1 �• �` <� W 0 ❑ 0
Results for LC 1, 1 - -
RISA 1/4 bearing plate FEM model, 1/2" thick, deformed mesh (x100)
-i(v Of
Calculation by: BZ Riaje
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
0 Model View
Results for LC 1.1
� Irl
pi.b
Vcn Ml—Top
ka
LCI)
1,12,9
20.E
19.3
11
197
11 s
B.1
E.9
<.!
2.2
.1
RISA 1/4 bearing plate FEM model, 1/2" thick, Von Mises stresses (ksi)
Calculation by: BZ
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
I s
hp-
0
PRIMARY
SHOTCRETE
PUNCHING SURFACEI-
'
° _ III III III
STUDS��
BEARING PLATE
4 d' -II I III _`4
,+ d -
CLOSURE II
POUR
he
D, 2
Bearing plate allowable load - Pbp_all :_ "bp' (2c) ''r - Asn = 16.32 -kip
Check punching capacity (ASD) - Check :_ "OK" if To < Pbp_all = "OK"
"WARNING" otherwise
I External failure mechanisms
3.1 Basal heave
Not used due to firm foundation
3.2 Sliding
Not used due to firm foundation (5.7.3a)
4. Global stability
ertical soil nails acin
Horizontal soil nailspacing
-Sh = lOft
oil nail bar tensile stren th - Fy sn = 75000 psi City y ot.
Wheat &rd
Calculation by: BZ g,,;, ,
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
oil nail bar cross-sectional area Asn = 0.6 in
etained soil unit wei ht ry = 125•pc
retained soil friction angle = 34•de
etained soil cohesion c =0 ps
etained soil ultimate bond stren th 9ult = 8psi
oil nail inclination F%-= 15•de
ffective drill hole diameter-
Pullout factor of safely
FSpo = 2
oil nail tensile factor of safetyFSt = 1.8
ft
Nominal bendinq resistance RFF = 29.816• kip. lt
ft
Nominal punching shear resistance - RFp = 75.863•ki
racing flexure factor of safety FS f := 1.
racing punching factor of safe FSS := 1.
Soil nail allowable load distribution
Pull out capacity
Allowable pullout strength - Q 9ult 4 si
FSpo P
Allowable pullout load per unit length of nail - := Q•-rr•dn = 0.905• kip
ft
Nail tensile capacity
Nail bar yield - Tnail := Fy_ . sn•Asn = 450001bf
Allowable nail tension - TNL := FFSt Asn = 25 -kip
FSt
15 -ft lonq soil nail Soil nail length - L:= 15•ft
,. Cit
Calculation by: BZ W1) -ari.
8uik�ing Divi��;,
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
�RFF RFP
Allowable nail head strength - Tfn := min = 19.877 -kip
FS ff FS fp
Nail length - X:= 0,0.01•m.. L Facing - Facing(X) :_ Tfn + X'9
Sh
Nail yield - Yield := TNL Pullout - Pullout(x) := 9 L — 9 X
Sh Sh
Allowable Load Distribution / ft of Wall
1x104
9x 103
8x103
7x103
6x 103
Sx 103
4x103
� 3x103
2x103---------------
-------------•
--
O
1x103
0 1.5 3 4.5 6 7.5 9 10.5 12 13.5 15
Distance from nail head (ft)
Pullout
----- Facing
— - Yield
Global stability
Calculation by: BZ
C JtYOf
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Minimum required permanent global factor of safety FSg1p = 1.35
Minimum required temporary lobal factor of safe - FSgI t = 1.3
Temporary (to bottom of shotcrete with short-term soil properties) and permanent (bottom of wall at
final grade with long-term soil properties) global stabilities are checked for each design section
(seismic is checked below). All stability calculations are performed using the Spencer method of
slices. The soil nail lengths in all analyses are reduced 6 in. from the specified lengths to account for
end hardware and tails.
City of
Calculation by: BZ
y (Wheat Ridge
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Single soil nail row, temporary over -excavation
Soil nails: : : : : : " ..... :
No. 7 Gr 75 " " 2. 1i, . " " '
....
........
5'x5' spacing ' ' ' ' • ' ' ' • '
.... .........
• ' ` . ' •
6" drill hole....
... .....
Name: Bedrock
8 psi ultimate bond strength ; ; ; ; ; ;
Unit Weight: 150 pcf
• • •
Cohesion': 1,000 psf
30
250 psf surcharge :: .... ; ... ; ;
Phi _ 28
20
..........
Name: Clayey sand
10
loft
Unit Weight: 125 pcf
0
Cohesion': 0 psf
-10
Phi': 34 °
-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120
(ft)
City of
Calculation by: BZ
y (Wheat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
30
20
10
0
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Global Stability Limit Equilibrium Analysis
Two soil nail rows, long-term
Performed with SlopeW software
Soil nails:
Single soil nail row, long-term
Soil nails: • • • •
....
• • • • • • •• •
..........
No. 7Gr75 ••
5'x5'spacing •'••
6" drill hole • ' • •
••••••••••
••••••••••
` ' • • • • • • • •
Name: Bedrock
Unit Weight: 150 pcf
8 psi ultimate bond strength ; ; ;
; ; ; ; ; ; ; ; ; ;
Unit Weight: 150 pcf
Phi': 28 °
'
Cohesion': 1,000 psf
• .
250 surchargb :.
a'05 ; ... • . • ::
:....
Phi': 28 °
20
psf
. .19
. . .. . . .
ultimate bond strength250
0,2,192
1101
psi
Name: Clayey sand
10
loft
Unit Weight: 125 pcf
0
Cohesion': 0 psf
1
Phi': 34 °
-101
-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50
60 70 80 90 100 110 120
(ft)
30
20
10
0
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Two soil nail rows, long-term
Soil nails:
No. 7 Gr 75
Name: Bedrock
Unit Weight: 150 pcf
Cohesion': 1,000 psf
5'x5' spacing
Phi': 28 °
6" drill hole8
ultimate bond strength250
0,2,192
psi
psf surchargir :
-10
-70 -60 -50 -40 -30 -20 -10 0
loft
10 20 30 40 50 60 70 80 90 100 110 120
(ft)
Name: Clayey sand
Unit Weight: 125 pcf
Cohesion': 0 psf
Phi': 34 °
City of
Calculation by: BZ 33
Wheat Ridge
Name: Bedrock
Unit Weight: 150 pcf
Cohesion': 1,000 psf
Phi': 28 °
10 20 30 40 50 60 70 80 90 100 110 120
(ft)
Name: Clayey sand
Unit Weight: 125 pcf
Cohesion': 0 psf
Phi': 34 °
City of
Calculation by: BZ 33
Wheat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Two soil nail rows, temporary over -excavation
Soil nails:
No. 7 Gr 75
5'x5' spacing
6" drill hole
8 psi ultimate bond strenath
Name: Bedrock
Unit Weight: 150 pcf
Cohesion': 1,000 psf
30 iiiii: MP
hi': 28
20 250 psf s rc rg s S .99
•••�=� Name: Clayey sand
10 10•f • _ _ _ _ Unit Weight: 125 pcf
0 Cohesion': 0 psf
-10 Phi': 34 °
-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120
(ft)
Calculation by: BZ 1 Wheat Ridge
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Northwest corner, temporary over -excavation
Soil nails:
No. 7 Gr 75
5'x5' spacing
.... . . ....
6"drill hole •••• •••••••••
• • • • • • • • •
Name: Bedrock
8 psi ultimate bond strength • •
.... .. ......
Unit Weight: 150 pcf
• • • • • • ' • •
.... .......
....
Cohesion': 1,000 psf
'
.... ...
Phi': 28
250 f rc r •
:::::
20
......
• • • • • •
13 ft` ' ' ' '
Name: Clayey sand
+� 10
loft
Unit Weight: 125 pcf
o
Cohesion': 0 psf
-10
Phi': 34 °
-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120
(ft)
City of
Calculation by: BZ 1 Wheat Ridge
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Northwest corner, long-term
Soil nails:
No. 7 Gr 75
5'x5' spacing
6"drill hole ••••••
8 psi ultimate bond strength '
... . ......
.... .......
Name: Bedrock
Unit Weight: 150 pcf
Cohesion': 1,000 psf
30
250
::::
fs rc r ••
14::::: ; :
Phi': 28 °
201—
;;;;;;;
1:::::::
Name: Clayey sand
10
loft,
Unit Weight: 125 pcf
0
Cohesion': 0 psf
-10
Phi': 34 °
-70 -60 -50 -40 -30 -20 -10
0 10 20 30 40 50
60 70 80 90 100 110 120
(ft)
Minimum permanent global factor of safety - FSgI_min_p1.99
Check :_ "OK" if FSgl_min_p > FSgI_p _ "OK"
"WARNING" otherwise
Minimum temporary shoring global factor of safety - FSg1 mint 1.32
Check :_ "OK" if FSgI_min_t > FSgI_t = "OK"
"WARNING" otherwise
5. Seismic stability
5.1 Pseudo -static seismic coefficient
Peak ground acceleration coefficient- PGA := 0.06 AASHTO Fig. 3.10.
City of
Calculation by: BZ
(8..tiding
eat i,_ J
Div sz
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Horizontal Response Spectral Acceleration coefficient- S1 := 0.033
Thickness of soil layer- dl := 20•ft
Thickness of weathered bedrock layer- d2:=5 -ft
Thickness of bedrock layer - d3 := 100•ft — dl — d2 = 75 ft
Average blow counts in ground layer one - N1 := 15
Average blow counts in ground layer one - N2 := 30
Average blowcounts in ground layerthree - N3 := 100
dl+d2+d3
Average SPT overtop 100 ft- Nbar = 44
dl d2 d3
NI N2 N3
Site Class = D, Stiff soil
AASHTO Fig. 3.10.2.1-3
Eq. 4.2
Table 4.8
Site adjustment factors - Fpga = 1.6 Table 4.9
FV := 2.4 Table 4.10
Design peak ground accleration - PGAD := Fpga•PGA = 0.096 Eq. 4.3
Design site -corrected response acceleration - SID := FV•SI = 0.079 Eq. 4.4
Seismic Zone -
SZ :_ "Seismic Zone 1" if SID <— 0.15 = "Seismic Zone I"
6.8.1
"Seismic Zone 2" if SID > 0.15 A SID <— 0.30
"Seismic Zone 3" if SID > 0.30 A SID :5 0.50
"Seismic Zone 4+" otherwise
Maximum seismic coefficient - kmax := PGAD = 0.096 Eq. 6.31
SID = leis 0.825 Eq. 6.34
14nax
Wall height adjustment factor - aseis := 1 + 0.01 • Hft (0.5.Oseis — 1) = 0.941 Eq. 6.34
Modified seismic coefficient - khl := kmax•Oxseis = 0.09 Eq. 6.
City of
Wheat P,,ir��
Calculation by: BZ 36
(uildingD1,,
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Ductility reduction factor- r := 0.5 6.8.3
Modified seismic coefficient - kh2 := r•khl = 0.045
ertical soil nailspacing - jSv = Sft
Horizontal soil nails acin - Sh = lOft
oil nail bar tensile stren th - Fy sn = 75000psi
oil nail barcross-sectional area Asn = 0.6 in
etained soil unit wei ht -y = 125 pc
etained soil friction an le = 34 de
etained soil cohesion c = 0 ps
etained soil ultimate bond strength - I9ult = 8psi
oil nail inclination on = 15 de
ffective drill hole diameter-
Pullout factor o—Ts—a—f—e—ty---7 FSpo_seis = 1.5
oil nail tensile factor of safety-- FSt seis = 1.35
Nominal bending resistance - EEH 816.
kip•ft
ft
Nominal punching shear resistance - RFp = 75.863•ki
racing flexure factor of safety= FSff seis
racing punching factor of safe - FSfp seis = 1.1
tud tension - FSst seis = 1.5
Soil nail allowable load distribution
Pull out capacity
City o+
Calculation by: BZ Vi/h�a3 �e
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Allowable pullout strength - Q := 9ult = 5.333 psi
FSpo_seis
Allowable pullout load per unit length of nail - q:= Q•7r•dn = 1.206• kip
ft
Nail tensile capacity
Allowable nail yield load - T�1L := Fy sn Asn = 33.333 kip
FSt seis
15 -ft long soil nail (includes 6" tail) Soil nail length -, := 15 -ft
Allowable nail head strength - Tom,:= min RFF RFP = 27.105 -kip
FSff seis FSfp_seis
Nail length - X:= 0,0.01•m.. L Facing - Facwin(J.) :_ Tfn+X'9
Sh
Nail yield - Yield := TNL Pullout - Pullout(>,) := L — q
Sh Sh
Calculation by: BZ
City o;
F
Wh e,% F,,` s
Building Di�ris
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Allowable Load Distribution / ft of Wall
1.5x 104
1.35x104
1.2x104
1.05x 104
bA
y 9x 103
7.5x 103
6x 103
a�
4.5x103 - --------------- ---
Cz
3x 103 __-----
Q
1.5-10
0 2 4 6 8 10 12 14 16 18 20
Distance from nail head (ft)
— Pullout
------ Facing
— - Yield
5.2 Global stability with seismic load
lobal - FSgI_seis_min = 1.10
Global Stability Limit Equilibrium Analysis
Performed with SlopeW software
Northwest corner, long-term
Pseudo -static seismic analysis
Design seismic coefficient = 0.045
Soil nails:
No. 7 Gr 75
5'x5' spacing
... .. .....
6" drill hole • : • ' ' ` :: " Name: Bedrock
..
8 psi ultimate bond strength ; ; ; Unit Weight: 150 pcf
• :::::: Cohesion': 1,000 psf
... .04
30
250 f s rc r
• • ' Phi': 28 °
20 .......
10 Name: Clayey sand
loft Unit Weight: 125 pcf
0 Cohesion': 0 psf
-10Phi': 34 °
-70 -60 -50 -40 -30 -20 -10 0 10 20 30 40 50 60 70 80 90 100 110 120
(ft)
Calculation by: BZ
City Of
�hoat�'d9e
Brierley Associates La Quinta Inn SNW Sept. 28, 2018
516068-000
Minimum global factor of safety - FSg1 seis 2.04
Check :_ "OK" if FSgl_seis > FSgl—seis_min = "OK"
"WARNING" otherwise
6. Estimated wall deformation
Table 5.12: Values of (Sh[H)t and C as Functions of Soil Conditions
Variable
«eathered Rock
and Stiff Soil
Sandi Soil
Fine -Grained
Soil
Oh H)i
1 1000
1 ;00
1 333
C
0.8
1.2;
1.
Note:'Modified from Clowerre (1990 and Bwlie et al. (1998).
Estimated horizontal deflection and settlement at top of wall - b;= H = 0.36•in Table 5.12
333
Settlement extent coefficient - C := 1.5 Table 5.12
Estimated horizontal extent of settlement behind wall -Ddef C•(1 — tan(a))•H = 14ft Eq. 5-31
City of
Calculation by: BZ Wheat Mge
(Building Divison,
1.0 SOIL NAIL WALL MATERIALS
1.1 SOIL NAIL BARS CONSIST OF GRADE 75 NO. 7 SOLID THREAD BAR IN ACCORDANCE WITH ASTM A-615. BARS SHALL BE EITHER
HOP -DIP GALVANIZED IN ACCORDANCE WITH ASTM A 1060 OR EPDXY-COATED IN ACCORDANCE WITH ASTM A 884.
1.2 WELDED WIRE MESH REINFORCEMENT SHALL BE IN ACCORDANCE WITH ASTM A-1064. WELDED WIRE MESH MAY BE UNCOATED
1.3 GROUT - GROUT MAY BE NEAT -CEMENT OR WITH SAND, WITH TYPE I, II OR III CEMENT IN ACCORDANCE WITH A5TM C-150.
WATER -CEMENT RATIO SHOULD BE BETWEEN 0.4 AND 0.6 BY WEIGHT. F'C=3,000 P51 MINIMUM (28 -DAY STRENGTH)
1.4 END HARDWARE - NUTS AND WASHERS SHALL BE IN ACCORDANCE WITH SOIL NAIL MANUFACTURER'S RECOMMENDATIONS. EITHER
HEX NUTS WITH BEVELED WASHERS OR DOMED NUTS WITHOUT WASHERS MAY BE USED. BEARING PLATES SHALL BE IN
ACCORDANCE WITH ASTM A-36. END HARDWARE SHALL BE EITHER HOP -DIP GALVANIZED IN ACCORDANCE WITH A5TM A 1060 OR
EPDXY-COATED IN ACCORDANCE WITH ASTM A 884.
1.5 SHOTCRETE - SHOTCRETE MIX SHALL CONSIST OF TYPE I, II OR III CEMENT IN ACCORDANCE WITH ASTM C-150, POTABLE WATER
AND NORMAL WEIGHT AGGREGATE IN ACCORDANCE WITH ASTM C-33. FLYASH, IF USED, SHALL BE TYPE C OR F AND CONFORM
TO ASTM C-6113. ADMIXTURES, IF USED, SHALL BE NON -CORROSIVE TO STEEL AND IN CONFORMANCE TO ASTM C-1141. AIR
ENTRAINMENT 15 NOT REQUIRED. f'c=4,000 PSI (28 -DAY STRENGTH).
2.0 SOIL NAIL WALL CONSTRUCTION SEQUENCE
2.1 INSTALL AND TEST TWO 10' VERIFICATION TEST NAILS.
2.2 EXCAVATE THE FIRST LIFT AND INSTALL SOIL NAILS AS SHOWN. THE MAXIMUM TEMPORARILY UNSUPPORTED EXCAVATION
DEPTH 15 0. SOIL NAIL LOCATIONS SHOWN ON THE ELEVATION DRAWING ARE APPROXIMATE. LEAVE TEMPORARY UNGROUTED
LENGTHS ON AT LEAST 5% OF THE NAILS FOR PROOF TESTING AS SHOWN. PERFORM PROOF TESTS AS SHOWN. TOP OFF GROUT
IN PROOF -TESTED NAILS.
2.3 INSTALL STRIP DRAINS BETWEEN EVERY OTHER NAIL COLUMN (10' HORIZONTAL SPACING). STRIP DRAINS SHOULD START
APPROXIMATELY 2' BELOW THE TOP OF THE WALL AND SHOULD BE COMPLETED TO THE UNDERDRAIN AT THE BOTTOM OF THE
WALL.
2.4 INSTALL WELDED WIRE MESH AS SHOWN ON THE DRAWINGS. USE SPACERS TO HOLD THE WELDED WIRE MESH AWAY FROM THE
SOIL AS NECESSARY. OVERLAP WELDED WIRE MESH PANELS BY TWO GRIDS MINIMUM.
2.5 INSTALL PRIMARY AND SECONDARY SHOTCRETE AS SHOWN. FILL BIRDS' BEAKS WITH SHOTCRETE. WET SET BEARING PLATES IN
PRIMARY SHOTCRETE BY EITHER HAND TIGHTENING NUTS OR SHOOTING BEHIND THE BEARING PLATES.
2.6 REPEAT PROCESS IN NEXT LIFT.
2.7 NOT USED.
2.8 THE SHOTCRETE FACING SHOULD BE EXPECTED TO MOVE UP TO 3/8" HORIZONTALLY AT THE TOP OF THE SOIL NAIL WALL. IF
FACING MOVEMENT EXCEEDS THIS DISTANCE, BRIERLEY ASSOCIATES SHOULD BE NOTIFIED IMMEDIATELY.
2.9 QUALITY CONTROL IN ADDITION TO PULL TESTING
2.9.1 5HOTCRETE PANELS - ONE SHOTCRETE TEST PANEL SHALL BE PRODUCED IN EACH LIFT. SHOTCRETE TEST PANELS
SHALL BE PRODUCED IN ACCORDANCE WITH A5TM C1140. TEST 5HOTCRETE CORES FOR COMPRESSIVE STRENGTH AT 7 AND 28
DAYS IN ACCORDANCE WITH ASTM C-39.
2.q.2 GROUT TESTING - AT LEAST ONE GROUT SAMPLE SHALL BE COLLECTED AND TESTED IN ACCORDANCE WITH A5TI'1 CIOCI.
2.q.3 HOT WEATHER SHOTCRETING - SHOTCRETE SHALL BE PLACED WHEN THE MATERIAL TEMPERATURE IS BETWEEN 50'F AND
90'F. IF AIR TEMPERATURE IS ABOVE q0'F AND RELATIVE HUMIDITY IS BELOW 10%, PROTECT SHOTCRETE WITH PLASTIC
SHEETING FOR AT LEAST 4 DAYS, OTHERWISE NATURAL CURING MAY BE USED.
2.q.4 COLD WEATHER SHOTCRETING
2.9.4.1 THE GROUND ON WHICH 5HOTGRETE 15 TO BE PLACED SHALL NOT HAVE VISIBLE ICE, FROST, OR SNOW ON THE
SURFACE,
2.q.4.2 THE MINIMUM SHOTCRETE TEMPERATURE AT THE PUMP SHALL BE 50' F.
2.9.4.3 DO NOT INSTALL SHOTCRETE IF THE ANTICIPATED AMBIENT AIR TEMPERATURE DURING INSTALLATION AND CURING
TO AT LEAST 500 PSI COMPRESSIVE STRENGTH 15 EXPECTED TO BE LESS THAN 35' F. IF INSTALLATION AT
LOWER TEMPERATURES 15 REQUIRED, BRIERLEY ASSOCIATES SHALL BE NOTIFIED AND WILL PROVIDED MINIMUM
COLD WEATHER 5HOTCRETING PROCEDURES.
2.10 TOLERANCES /
HORIZONTAL. LOCATION OF WELDED WIRE MESH - X2"
LOCATION OF SOIL NAILS IN PLANE OF WALL - 6"
SOIL NAIL VERTICAL AND HORIZONTAL ANGLE - t5'
PLANENESS OF SECONDARY SHOTCRETE FACE UNDER 10' STRAIGHT EDGE - 1-1/8"
SOIL NAIL
WALL SHEET INDEX
SNW-I
GENERAL NOTES
SNW-2
PLAN
5NW-3
ELEVATION
SNW-4
SECTION A
SNW-5
SECTION B
SNW-6
DETAILS
SNW-7
TESTING
SNW-8
STEEL RAIL BY OTHERS
raapr+
r 37230 `
3.0 SOIL NAIL WALL DESIGN PARAMETERS
3.1 THE SOIL NAILS HAVE BEEN DESIGNED IN GENERAL ACCORDANCE WITH PROCEDURES CONTAINED IN THE FHWA "SOIL NAILS
REFERENCE MANUAL, GEOTECHNICAL ENGINEERING CIRCULAR 7", REPORT NO. FHWA-NHI-14-007, FEBRUARY 2015.
3.2 THE FOLLOWING VALUES HAVE BEEN ASSUMED FOR SOIL DESIGN PARAMETERS:
FRICTION ANGLE W COHESION c UNIT WEIGHT kwWGEOfi(DEG) (PSF) (PCF) mPance hY r
14,
CLAYEY SAND 34 0 125 qty of Wheat F*dge Planning Oivisiott ,
3.3 BEA
NOTIF EDRIMMEDIATELLY IAND THE SOILNNAIL WALLE
EMAY NEED DIFFR FROM HTO BEEPRE-DESIGGNEEDD, �fl�i I4SCRETION OF BRIERIATESEYH
ASSOCIATES.
3.4 MINIMUM FACTORS OF SAFETY AND STRENGTH FACTORS
MINIMUM GLOBAL STABILITY - F5g1=1.35 (PER TABLE 6.1, NOTE 2)
PULLOUT - FSpo=2.0
NAIL YIELD REDUCTION FACTOR - F5t=1.8 _���� lI
FACING FLEXURE FACTOR - F5ff=1.5 DATE:
FACING PUNCHING FACTOR - FSfp=1.5
3.5 THE GROUNDWATER TABLE 15 ASSUMED TO BE BELOW THE BOTTOM OF THE SOILC IL�ALt:
4.0 SPECIAL PROVISIONS
4.1 NOT USED.
4.2 THIS DESIGN 15 VALID ONLY FOR THIS SITE AND IS TO BE CONSTRUCTED BY SUBTERRA GEOTECHNICAL SOLUTIONS ONLY.
4.3 THIS SOIL NAIL WALL DESIGN 15 VALID ONLY FOR MOIST RETAINED SOIL. IF SURFACE WATER OR GROUNDWATER IS
ENCOUNTERED DURING EXCAVATION OR SOIL NAIL INSTALLATION ABOVE THE BOTTOM OF THE WALL, AND 15 NOT CONTROLLED
BY THE STRIP DRAINS OR OTHER DEWATERING MEASURES, BRIERLEY ASSOCIATES SHOULD BE NOTIFIED IMMEDIATELY AND THE
WALL MAY BE REDESIGNED AT THE DISCRETION OF BRIERLEY ASSOCIATES.
4.4 OTHERS ARE RESPONSIBLE FOR THE FOLLOWING:
4.4,IFIELD LOCATING ALL NEARBY UTILITIES. CONFLICTING UTILITIES MAY REQUIRE REDESIGN, AT THE DISCRETION OF
BRIERLEY ASSOCIATES.
4.4.2 OBTAINING ANY NECESSARY PERMITS AND/OR EASEMENTS.
4.4.3 QUALITY CONTROL, QUALITY ASSURANCE AND CHANGED CONDITIONS.
4.4.4 PROBLEMS RESULTING FROM IMPROPER CONSTRUCTION TECHNIQUES.
4.4.5 LAYOUT AND SURVEYING.
4.5 BRIERLEY ASSOCIATES 15 NOT RESPONSIBLE FOR CONSTRUCTION SITE SAFETY. THIS INCLUDES, BUT IS NOT LIMITED TO, THE
FOLLOWING:
4.5.1 FALL PROTECTION. THE WALL HAS BEEN DESIGNED FOR GENERAL EXCAVATION STABILITY, IT IS THE CONTRACTOR'S
RESPONSIBILITY TO EVALUATE THE SAFETY OF THE EXCAVATION AS RELATED TO FALL PROTECTION AND TO IMPLEMENT
ADDITIONAL SAFETY MEASURES AS NECESSARY.
4.5.2 THE CONTRACTOR MUST BE AWARE OF AND RESPONSIBLE FOR 05HA STANDARD1926 SUBPART P, SAFETY AND HEALTH
REGULATIONS FOR CONSTRUCTION EXCAVATIONS.
4.5.3 T14I5 WALL PLAN STAMPED BY A PROFE55IONAL ENGINEER REGISTERED IN THE STATE OF COLORADO MUST BE
IMPLEMENTED AS SHOWN. ANY CHANGES TO THE WALL PLAN MUST BE REVIEWED AND APPROVED IN WRITING BY THE
REGISTERED PROFESSIONAL ENGINEER, WHO 15 BILL ZIETLOW FOR THIS DESIGN. NOTE THAT ORAL DISCUSSIONS REGARDING
CHANGES TO THE WALL PLAN ARE NOT SUFFICIENT TO BE CONSIDERED CHANGES TO THE PLAN.
4.5.4 THE CONTRACTOR MUST PROVIDE AN ON-SITE COMPETENT PERSON, AS DEFINED BY OSHA, TO EVALUATE THE GROUND
CONDITIONS ENCOUNTERED DURING EXCAVATION TO DETERMINE THEIR CONFORMANCE TO THE ASSUMED GROUND CONDITIONS
DESCRIBED HEREIN.
4.6 BRIERLEY ASSOCIATES HAS NOT EVALUATED THIS CONSTRUCTION SITE FOR THE PRESENCE OF HAZARDOUS MATERIALS OR
ENVIRONMENTAL CONTAMINANTS.
4.7 THE PROFESSIONAL ENGINEER'S STAMPS ON THESE DRAWINGS BY BRIERLEY ASSOCIATES' ENGINEER OF RECORD APPLIES TO
THE STRUCTURAL ELEMENTS OF THE 15011-�NAIL WALL ONLY. ALL OTHER STRUCTURES THAT MAY BE SHOWN, PROPOSED AND
._ EXISTING AND RELA ��LIV�V#AS, E,, F CE ON TOP OF THE WALL HAVE NOT BEEN DESIGNED OR REVIEWED BY
BRIERLEY ASSOCIATE Af E55IONAL ENGINEER'S STAMP AND SIGNATURE.
CommuNuy DEvuormwi CITY OF WHEAT RIDGE
PUBLIC WORKS
APPROVED DATE 11/9/2018
Revie pliance
RECEIVED 11/9/2018
/ 5th submittal
M
raaa�,
OWNER
WENT Plan a� �t CLEAR CREEK CROSSING SNW- 1
S u bTe f 1 WHEAT RIDGE, COLORADO
�Of 7t�f�P/�IRa4 ... * od T!"�'.�' Of pkm v DRAWING NO.
Cresting Spac*xWrnderground 7r*rQn4wr0vwqf SOIL NAIL RETAINING WALL I OF 8
Geotechnical Solution 990 SOUTH BROADWAY,SUI$A?2,DENVER C030209 adrrwEREVISION
f or GENERAL NOTES AND SCHEDULES
303.703.1405 J` FAX 303.703.1404 of am CRY 0
APPROVED - DATE _ DESIGNED a EKED _ B D�rewkv1tp/0110.N011{ Cf _ DASEPT. 7, 2018 "'T518068-000 "'AS SHOWN
V3 10-12-18 RAIL REMOVED FOR LATER SUBMISSION BZ -O
G
V2 9-28-18 RAIL ADDED TO TOP OF WALL Bz -
140. 1 DATE REVISIONS BY OKCARD
FLE NAME
M
raaa�,
N: 95T#813.2q-
5'-21(6" BEGINNING OF HAL
CONTROL POI
T +F_
o11-
N: 7,040
825
_ �nNTP91 PnIKT p
E= 1005
.37
a ,6
- _ _ _
— — — —
�� E: 100837.24
I
CLEANOUT
a
PROPERTY CLEANOUT HEADER
CLEANOUT
d
LINE DRAIN LINE
N
SOIL NAILS
IT
`
L GHT
F�LINDA
E
A SOIL NAIL
TIONS, INCLINATIONS,
AND 4KEV45 AS NECESSARY
TO A OID CONFLICT
260 LF 6" PVC HEADER
Observation letter from Engineer AND FPEGD 12E�J�
DRAIN LINE @ 2.0% MIN.
35 LF 6" PVC HEADER DRAIN LINE a 2.0%
MIN.
required to be provided to Wheat
Ridge Building Inspector at Final
CLEANOUT
Inspection.
JOTCR�
°
HEADER DRAIN LINE NOTES:
7 LF 8" PVC @ 2.0% MIN.
FA I
°
1. MARKUPS SHOWN ON APPROVED SUBTERRA SOIL NAIL RETAINING WALL PLANS
'".
WR DOUBLE CURB INLET 17.2
PREPARED BY BRIERLEY ASSOCIATES, HAVE BEEN PREPARED BY MARTIN/MARTIN AS
1
REQUESTED BY THE CITY OF WHEAT RIDGE ON 11/20/18, TO PROVIDE ADDITIONAL
.
CONTRACTOR TO CONNECT TO
INFORMATION FOR THE CONSTRUCTION OF THE HEADER DRAIN LINE ONLY.
b
INLET AT MINIMUM INV.
1
6.50. CONNECTION TO
IN=5506.
MARTIN/MARTIN HAS NOT DESIGNED NOR MADE ANY ALTERATIONS TO THE APPROVED
INLET HAS BEEN PROVIDED
SOIL NAIL WALL DESIGN AND ASSOCIATED CONSTRUCTION PLANS. MARTIN/MARTIN
ABOVE PUBLIC STORM SEWER
TAKES NO RESPONSIBILITY FOR THE DESIGN AND PERFORMANCE OF THE SOIL NAIL
AND 100-YEAR HGL. GROUT AND
RETAINING WALL. THE CONTRACTOR SHALL ADHERE TO THE APPROVED SOIL NAIL
l°
SEAL PIPE PENETRATION FOR
WALL DESIGN PLANS FOR CONNECTION OF THE WEEP DRAINS, DEPTH, AND LOCATIONS
.•
WATERTIGHT CONNECTION.
TO BE COLLECTED BY THE HEADER LINE.
135 LF 6" PVC HEADER
DRAIN
2, CONTRACTOR TO INSTALL 6" PVC HEADER DRAIN LINE ADJACENT THE FACE AND
I.'
LINE
BOTTOM OF SOIL NAIL WALL TO THE DETPH SHOWN ON THE APPROVED SUBTERRA SOIL
. •
Ex1STIN `
NAIL RETAINING WALL PLANS TO COLLECT THE 2" WEEP DRAINS. CONNECTION OF THE
WATER
WEEP DRAINS TO THE HEADER STORM LINE TO BE DETERMINED BY THE CONTRACTOR
wftw
=No
A d.
(
AND REVIEWED/ACCEPTED BY THE CITY INSPECTOR. HEADER DRAIN LINE TO SLOPE
WITH BOOTOM OF WALL GRADE (2% MINIMUM) PER THE APPROVED WALL PLANS.
3. CLEANOUTS ALONG THE HEADER DRAIN LINE TO BE INSTALLED AS SHOWN ON
'd°
PLAN MARKUP OR AT ADDITIONAL LOCATIONS DETERMINED BY THE CITY INSPECTOR.
-.
CLEANOUTS TO BE INSTALLED WITH CAST IRON VALVE BOX AND LID. CLEANOUT LIDSTV
TO BE SET FLUSH AND ADJUSTED TO FINAL SIDEWALK ELEVATIONS.
�,
4. CONTRACTOR TO PROVIDE CITY AND MARTIN/MARTIN AS-BUILT DRAWINGS
.
SHOWING HEADER DRAIN LINE HORIZONTAL LAYOUT, CLEANOUT LOCATIONS, AND
7230
INVERTS.
It FT.
CONIOL
'
L.-J
CLEANOUT
!% ;��.�.;N:
7
E:
3
1 0 q6,5
I
CLOUDED NOTES IN RED PROVIDED BY MARTIN/MARTIN ON DECEMBER 7, 2018.
PROJECT NUMBER: 18.0180
f_
END OF
W
OWNER CLIENT
SHEET
CLEAR CREEK CROSSING
sNw-2
RAIL REMOVED FOR LATER SUBMISSION BZ - CRAP is scA�E
RAIL ADDED TO TOP of WALL BZ -
REVISIONS BY CI( CADD FlLE NAME
S u bTe r r ASSOCIATES
Creating Space underground
Geotechnical Solution 990 SOUTH BROADWAY, SUITE 2222, DENVER, CO 80209
303.703.1405 FAX 303.703.1404
APPROVED - DATE - DESIGNED BZ CHECKED _ ORAWN EIZ CONTRACT
WHEAT RIDGE, COLORADO
DRAWING NO.
SOIL NAIL RETAINING WALL 2 OF a
PLAN BUa
0
_ 1A SEPT, 7, 2018 P10JECT5I80G8_000 sGA`EAS SHOWN
V3 70-12-18
V2 9-26-19
NO. DATE
552
TOW 5519.25
w
TOW 5518.50
NOTE: STEEL RAIL FENCE NOT
EXISTING
OF WALL
CONTROL POINT A
SHOWN
LIGI-IT
POLE
z
45'-0"
LTOP
FOUNDATION,
H
APPROXIMATE
5'
552
EAST END--.-
ND
OF WALL
OF
• •
•
• •
• • •
• •
/ •
Syr
551
FINAL GRADE IN UNDERDRAIN
FRONT OF WALL BY OTHERS
BOTTOM �11WAIL71
55100+00
1+00
N
w
w
J
J
TOP OF WALL
5'
15
2 6-
•
•
•
• •
• ••
• M
6 .
❑ ❑ ❑
❑
• •
• •
•
{�
• •
•
FINAL GRADE IN
• • •
FRONT OF WALL
UNDERDRAIN
55W
�--BOTTON OF 2+00 BY OTHERS
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METHOD RELATED TO CONSTRUCTION MATERIALS.
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990 SOUTH BROADWAY, SUITE 2222, DENVER, CO 80209
303.703.1405 FAX 303.703.1404
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City of Wheat Ridge Municipal Building 7500 W. 2911' Ave. Wheat Ridge, CO 80033-8001 P: 303.235.2846 F: 303,235.2857
October 21, 2013
The Planning & Zoning Resource Corporation
Attn: Shana Hines
100 NE 5th Street
Oklahoma City, OK 73104
RE: 3301 Youngfield Service Rd / Ref No. 71241-57
Dear Ms. Hines:
This letter is to inform you that the property located at 3301 Youngfield Service Road is located
within the corporate limits of the City of Wheat Ridge. The property is zoned Planned
Commercial Development (PCD). Currently, the property is occupied by a La Quinta Inn which
is a considered a permitted use on the property. Below are responses to your specific inquiries:
1 The current zoning classification for the subject Property is Planned Commercial
r` ## (PQDJ.
2. Adjacent property zoning designations:
North PCD
South PCD
East 6gricultural-Qne
West PCD
1 Is the property part of a Planned Unit Development?
x Yes
No
and Recorder.
4. Is the subject property part of an Overlay District?
Yes
x No
www.d.wheatridge.co.us
5, The subject property is currently regulated by:
Section — of the Zoning Ordinance
x Planned Unit Development Ordinance No,
Site Plan Approval Case No. _
gimm ommurm fiWI(MRSM01 91me-
RRAMBUIrz AXEM
I! � 99MIUMEWAill
V. Information regarding variances, special permits/exceptions, ordinances or conditions:
9. Rebuild In the event of a casualty, in whole or in part, the structure located on the subject
property:
X May be rebuilt in its current form (Le, no loss of sq. footage, same footprint,
with drive through(s), if applicable)
N
May not be rebuilt in its current form, except upon satisfaction of the following
conditions, limitations or requirements. See section _ of the current zoning
code/ordinance for details.
10. To the best of your knowledge, of your records show any unresolved zoning code violations.
Yes, there are open violations on file in our records I
X No, there are no open violations on file in our recordn
11 . To the best of your knowledge, do your records show any unresolved building code violations
and/or complaints?
Yes, there are open violations on file in our records I
X No, there are no open violations • file in our recor(M
Yes, there are open violations on file in our records I
x No, there are no open violations on file in our recorQ@
Please call the undersigned at 303-235-2845, if you have questions or concerns.
Name Lauren Mikulak Dept Communily Development
Title: Planner 11 Email: lmikulakOci.wheatridge.co.us
Ems=
fa'vj�
Lauren Mikulak
Planner 11
7500 West 29th Avenue
Wheat Ridge, Colorado 80033
303/235-2846 Fax: 303/235-2857
November 28, 2005
The City of
Wheat Ridge
Bank of America, N.A., Merrill Lynch Mortgage Lending, Inc. and
Bear Steams Commercial Mortgage, Inc.
c/o The Planning & Zoning Resource Corporation
100 NE 5"' Street
Oklahoma City, OK 73104
Attn: Biba Olsen
To Whom It May Concern:
la
Please let this letter serve as zoning and use confirmation for property located in the City of
Wheat Ridge at 3301 Youngfield Service Road.
What is the current zoning classification of the property? The current zoning on the property
known as Lot 1, 70 West Business Center Subdivision is Planned Commercial Development
(PCD).
Is the current use as a hotel/motel permitted either by right or special permit or as a pre-
existing use? A hotel/motel is a permitted use within the 70 West Business Center Planned
Commercial Development. A combined preliminary and final development plan was approved
for construction of a hotel in 1984 pursuant to Case No. WZ-84-10.
In the event special or conditional use permits were required, can you provide either a copy
of the permit or include a statement that one has been issued and is in effect? No
conditional or special use permits were required for construction of the existing hotel facility.
Are there any open or uncured zoning violations on file for this site? There are no existing
zoning violations documented in the files of the Community Development Department.
If you have any questions or need further clarification, do not hesitate to contact me at 303-235-
2848.
incerely,
Meredith Reckert, AICP
Senior Planner