Specifications (2) •
KING CITY HOTEL .vr 65
FOR
CHARLES HAGEL, AIA
FEBRUARY 17, 1997
•
0
ALL COMPUTATION AND STRUCTURAL
ENGINEERING FOR THIS PROJECT HAVE
BEEN PERFORMED BY MYSELF OR UNDER
MY DIRECT SUPERVISION.
•
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•
FULLER DESIGN & ENGINEERING, INC.
0 CONSULTING ENGINEERS
2323 S.W. IOWA
°Portland, Oregon
a (503) 245 -5977
0
0
12 -31 -1997 10 :47AM FROM FULLER DES IGN"ENGR. 533 5885 P.2
FULLER Project: KINGCITY HOTEL By: RI' Sheet No.
Design & Engineering Location: Portland, Oregon Date: 2/97
I N C. Client: Charles Hage] Job No. 97022
DESIGN LOADS:
SEISMIC: ZONE 3
WIND: 80 MPH, Exposure "B"
ROOF:
Mononopoly roofg 2.2 psf
5/8" Ply. 1.8 psf
Joists 2.4 psf
(2) 5/8" Gyp 5.6 psf
Insulation 1.5 psf
Misc. 1.5 psf
Total DL 15.0 psf
Snow 25.0 psf
• Total 40.0 psf
UPPER FLOORS:
Finish 1.5 psf
1" Gyperete 8.0 psf
3/4" Plywood 2.5 psf
Joists 3.0 psf
1/2 Gyp. 2.5 psf
Misc. 1.0 psf
Total DL 20.0 psf
Live Load 40.0 • sf Reside. '.1
Live oa• 10 .0 psf Corridors, Exit Ways
- 12 -31 -1997 10:48AM FROM FULLER DES IGN "ENGR. 533 5885 P.3
Project: KINGCITY HOTEL By: RF Sheet No.
FILER Location: Portland, Oregon Date: 12/97
Design & Engineering Client: Charles Hagel Job No. 97022
INC.
ROOF FRAMING:
Use prefabricated trusses at 24" o.c.
Manufacturer to submit truss Design For Approval PRIOR To Erection. ' ' •
TRUSS REACTIONS:
/ '/ Z $
Span = 30'-O" —{- Z'd` o�
R (Dead Load) = 15 psf x 2' x (2' + 30' /2) = 510 #
R (Total Load) = 40 psf x 2' x (2" + 30' /2) = 1360 #
Span = 29 -0"
R (Dead Load) = 15 psf x 2' x (2' + 29' /2) = 495 #
R (Total Load) = 40 psf x 2' x (2" + 29' /2) = 1320 #
Check Wind Uplift using UBC Method 2, Area = 68 f^2, 1-10' -0 ":
P1= 1.1 x 1.31 x 16.4 = 23.6 psf
P2 = 2.8 x 1.31 x 16.4 = 60 psf (at eaves)
Maximum Uplift = 23.6 psf x 2' x 15' + 60 psf x 2' x 2' - 510# = 440 #
* * * * Use Simpson "H2.5" uplift clips at each end of each truss * * * * .
W/ (3) 10d toenails,
/a0 Erth_LTZNL__ 1 .12.71 - WS
1D R �-► �� \ i v.sSE
F 4 l DIV ISto►.l 51)c G No E-
J �
- 12-31-1997 10:48AM FROM FULLER DES IGN "ENGR. 533 5885 P.4
FULLER Project: KINGCITY HOTEL By: RF Sheet No.
Location: Portland, Oregon Date: 2/97
- Design & Engineering Client: Charles Hagel Job No. 97022
INC.
FOUNDATIONS:
Exterior -Wall Footing: _S tk S
P (gravity) = 40 psf x 17' + 20 psf x 37' + footing wgt. = 2100 plf
A = 2100 p1f / 1500 psf= 1.5 ft.
* * * * * Use 18" wide x 8" thick W/ (2) #4 cont. T & B * * * * *
w/ #4 dowels at 24" o.c.
Cooridor Wall Footing: )00 { LL .
L C a ..=2, 1,9a
P (gravity) = 40 psf x 36'/2 + 10 psf x 27' + 3 x 120 psf x 3'
+ footing wgt. = 2270 plf
A — 2270 plf / 1500 psf = 1.5 ft.
•
* * * * * Use 18" wide x 10" thick w/ (2) #4 cont. * * *
Party Wall Footing:
P (gravity) = 2 x 60 psf x 12.5' + 10 psf x 27' + footing wgt. = 2000 plf
A = 2000 plf / 1500 psf = 1.5 ft.
* * * * * Use 18" wide x 10" thick w/ (2) #4 cont. * * * * *
•
•
•
1
1 (to 10
(), .. ,er____e_e_./._e_c____" _
, A LAN1pAU
`ASSOCIATES, -
IINC.
D S l
Environmental and Geotechnical Services' ` I November 13, 1997
Key West Retaining Systems, Inc.
24285 SW Stafford Road
-' Tualatin, OR 97062
Attn.: Mr. Tim Mann
I SUBJECT: REINFORCING LAYOUT & SPECIFICATIONS FOR
MODULAR BLOCK/GEOGRID' WALL
I KING CITY, OREGON
Dear Mr. Mann:
111 INTRODUCTION
As you requested, we have prepared the • attached specifications and reinforcing schedule for
I construction of a modular block retaining wall system reinforced with geogrid soil reinforcement. The project
site is located west of Highway 99W near Durham Road in King City, Oregon. Our services for this project
were initiated based upon your verbal authorization dated November 11, 1997.
I
U PROJECT DESCRIPTION
The attached design is based upon information which you provided us, including the following:
I 1. "Geotechnical Evaluation for the Proposed New 74 -unit Motel; S.W. Hwy 99W and Durham .
Road, King City, Oregon" by Braun Intertec Corporation dated June 24, 1996.
I 2. Project Plan titled, "Site Plan, Motel 73- units, King City, Oregon" by Charles C. Hagel, dated
February 20, 1997.
According to the information provided to us, we understand that the north side of the site will be filled
I by as much as 8 feet to achieve desired grades. Based on the geotechnical report, the soils underlying the
proposed wall location consist of 5 to 6 feet of silt fill overlying stiff silt to the maximum depth explored of
,, 81/2 feet beneath ground surface. The consistency of the fill is stated as "loose dumped," with some
/ _ construction debris. The geotechnical report states that groundwater was not encountered in any of the
01/ explorations.
Based on the project plans, we understand that a single retaining wall will be built along the northern
I boundary of the site. A modular block wall approximately 300 lineal feet with maximum above- ground height
I 10 NORTH POST STREET • SUITE 218 • SPOKANE. WA 99201 • (509) 327 -9737 • FAX (509) 327 -9691
EDMONDS: (206) 778 -0907 • FAX (206) 778 -6409 / TACOMA: (206) 926 -2493 • FAX (206) 926 -2531
I
of 8 feet is planned. This wall will retain relatively level parking lot and driveway surfaces. The position of
I this wall on the project plans suggests that it will be located at the toe of the "loose dumped" silt fill.
I DESIGN ASSUMPTIONS
Foundation bearing support is an important part of this design. It is assumed that foundation subgrades
I will be observed and approved by a qualified geotechnical engineer, and that the backfill will be monitored
for compliance with the compaction specifications and geotechnical report. We have assumed for this design
I that foundation subgrades for modular block walls will consist of medium stiff silt fill soils or on structural
fills conforming to the recommendations of the geotechnical report. If foundation conditions different than
I assumed are discovered at the proposed wall location, Landau Associates should be notified at once so that
the design can be reviewed and modified as needed.
is assumed that modular block walls will be backfilled with imported granular material conforming
I Tt
to the geotechnical report.
Our scope of services for this project does not include evaluation of overall (global) slope stability for
I the site. We recommend that the Geotechnical Engineer of Record provide an overall slope stability evaluation
considering the loads imposed on the natural soils by the walls and backfill. Landau Associates can provide
I this service, if requested.
We appreciate this opportunity to be of service to you on this project. Please contact the undersigned
I if you have any questions regarding the contents of this letter.
I LANDAU ASSOCIATES, INC.
By:
I � i'
ott R. Ward, P.E.
I Senior Geotechnical Engineer
SRW /djn
No. 439001.10 Q PRO
11/13/97 1: \WPROC\439\WIIKEYSTONE.DOC \ Q t N ,
4 copies submitted / . 4. A %.
k 1 1 1 �
I Attachments: '. 11, Details OREGON ,
Soil Reinforcement Schedule �0 G y 2 � P Q
I
Specifications Q
Calculations A BE
� /3 019, f
I 2
LANDAU ASSOCIATES, INC.
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REINFORCEMENT PLACEMENT ON CORNERS REINFORCEMENT PLACEMENT ON CORNERS
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K60 6P0
•
OIN 11.1 ION • MIN I OM MB
TENSAR GEOGRID REINFORCEMENT SCHEDULE
Assumptions: Level Ball with Traffic Surcharge, 1H:8V Wall Batter, 17' Block Units, Embed. per schedule, Firm Compacted Fdn Subgrade, Gravel Leveling Pad, Reinf. Fill is Imported Cashed Rods
Max. Wall Tensar Number Embed- Reinf. Layer No. & Reinf. Elevation Above Leveling Pad, (Ft)
Height" Reinf. of ment Length
(Ft.) Type Layers Depth (ft) (Ft) 1 2 I 3 I 4 5 I 6 I 7 I 8 9 10
2 N/A N/A 0.67 N/A Construct a Minimum 3 foot width of compacted fill behind wail for all wall heights less than 3 feet
4 UX1400SB 1 0.67 5.0 2-8"
6 UX1400SB 3 0.67 5.0 1'-4" 3'-4" 4'-8"
8 UX1400SB 4 0.67 6.0 1' -4" 3'-4" 5-4" 6'-8"
10 UX1400SB 5 0.67 7.0 1'-4" 3 5-4" 7' -4" 8' -8"
Wall Height is Measured from the Base of the first Block.
GEOGRID REINFORCING SCHEDULE SHEET
F LANDAU ASSOCIATES, INC.
Phoenix Inn `
King City, OR J
PROJECT NO. 43900.10
' SPECIFICATIONS FOR MODULAR BLOCK/ GEOGRID WALL
PHOENIX INN
KING CITY, OREGON
' Materials
Fill Snils
' Fill containing brush, sod, peat, roots, forest duff, or other organic perishable or deleterious
materials, shall be considered unusable material and shall be replaced with materials approved by
' the Geoteclmical Engineer.
Reinforced Wall Fill. Material assumed for design is granular, free of organic or other
deleterious debris, with no more than 5 percent by dry weight passing the No. 200 sieve, and
' less than 3 inches in maximum dimension. In general, well - graded mixtures of gravel, crushed
rock, or .sand and gravel are acceptable for use as reinforced wall fill. No alternate reinforced
soil material may be used without the explicit written consent of Landau Associates, Inc.
' Drainage Zone Fill to within 12 inches behind modular block units shall consist of clean, free
draining crushed' /<' -0 rock or base aggregate having no more than 2 percent by dry weight
passing the No. 200 sieve
I . IV1rxlnlar Rl T Tnity
Facing units shall be either Keystone Modular Block units or CornerStone Modular Block units.
No alternate materials may be used without the explicit written consent of Landau Associates,
Inc.
Modular blocks shall be either Keystone Compac block units or Comerstone R -1 00 block units.
Installation of modular block units shall be installed per manufacturer's recommendations
I (Keystone Retaining Wall Systems, Inc., Minneapolis, MN).
(CornerStone Retaining Wal Sy stem Mutual Materials Company, Durham, OR)
Fill within units shall consist of Drainage Zone Fill material.
' Cap Blocks shall be attached with Keystone Kapseal adhesive per the Manufacturer's
recommendations.
Snil Reinfnrrrmrnt
Soil Reinforcement for Keystone blocks shall be Tensar UX1400SB or UX0140SB soil
' reinforcement products manufactured by the Tensar Corporation, Morrow, GA. Soil
Reinforcement for Cornerstone R -l00 blocks shall be Strata Grid 300 soil reinforcement
products manufactured by Strata Systems, Inc, Alpharetta GA. No alternate materials may be
used without the explicit written consent of Landau Associates, Inc. Soil reinforcement shall be
' installed per the manufacturer's recommendations.
Soil reinforcement shall be placed at the location and elevations shown on the drawings and the
Soil Reinforcement Schedules.
' SPECIFICATIONS
A LANDAU ASSOCIATES, INC. Page 1
PHOENIX INN
King City, Oregon Of 3
PROJECT NO. 439001.10
i
1
Soil reuiforeenent length skill be as listed on tie drawings and schedule for each wall section Reinforced fill zone shall
' be as treasured from de front face of the Modular block unit. Wall height is treasured from the base of lie first will
course.
Soil reinforcement shill be attadied firniy between the modular block sections over tie two connecting fiberglass pins
(Keystone) or tic concrete slim Icy (ComerStore) per the nmufacturef s recommendations.
Prior to placing fill the soil reinforcement shall be pulled tight to remove any slack in Ile soil reinforcainert and reneve
' any slack around the connecting pins or shear keys.
Fill materials skill be placed from de back face of the block bade towards the fill to allow further tension ng of the soil
reinforcenen t.
Construction Sequence
All construction shall conform to the UnifonnBuilding Code, and applicable King Cry and Washington County, OR
' Standards.
Prior to construction of tie Modular Block/Te sar Geogrid reinforced retaining will, tie contractor stall clear and grub
' the retained back ill and base of reinforced soil zorss, lemming topsoil, bush, sod, forest duff or otter organc or
deleterious ni terials. The Geotechncal Engineer of record should observe tie prepared subgrade. Any soft areas
revealed shall be overexcavated and replaced as re ann ended by the Geotedunical Engireer prior to placing additional
fall soils.
Fills shall be placed in horizontal lifts not acceding 12 inches (urconpacted thickness) for heavy corrpaction
equipment. Heavy conpaction equipnent stall not be allowed within 3 feet of tie front face of the Modular block units.
' Within 3 feet of t Modular block units, compaction stall be aeconplished using hand -operated equipnrrt.
Fills shall be conpacted to a nimimunnof 92% of the mixinuundensity deteminod in accordance with de ASIMD-
1557 test procedure (Modified Proctor Deity).
Fill soil density shall be dote rnined at minmun2- footvatical intervals, or as specified by the E ngireer or local
' jurisdiction Conpaction testing reports stall mite the location and elevation, and offset lomtl a faze of Modular block
will for each compaction test. Copies of conpaction test reports stall be h warded to Landau Associates, Inc.
' Changes to Soil Reinforcement lfa3out or Placement or Wall Height
No charges to the Modular blockiTensar Geogrid layout, including, but not limited to length soil reeinforoenent type, or
' elevation, or wall Leigh skill be made without the explicit written consent of Landau Associates, Inc The contractor
may use longer soil reinforoerent lengths t the design sections require for ease of construction
SPECIFICATIONS
LANDAU ASSOCIATES, INC. Page 2
PHOENIX INN
King City, Oregon Of 3
PROJECT NO. 439001.10
1 .
Drainage
Badc ill shall be graded away from the wall face and rolled at the end of each work day to prevent pond ng of water on
the surface of the reinforced soil mass.
Install a 4 -irrrh (minimum diameter) perforated drain line at the base of the wall behind the Modular block units and
' slope to drain to an approved collection or impondment facility.
' Design Parameters
Design is based on the following soil parameters:
Friction Angle Cohesion Unit Weight
Reinforced Wall Fill 35 0 psf 128 pcf
Retained Back ill 26 . 200 psf 120 pcf
Foundation Soil 26 200 paf 120 pcf
It is assumed that the wall will retain relatively level parking lot and/or driveway fills. For purposes of analysis, a 250
' pound per square foot surcharge is applied to the wall. It is assumed that the toe of the Modular block wall will be
embedded in accordance with the reinforcing schedule.
internal Stability of Walls
1 Factor of Safety against Over- tensioning =1.0
Factor of Safety against Pullout= 1.5
Factor of Safety for Uncertainties =1.5
Percent Coverage of Reinforcement =100.
' F,demal Stability of Wall%
Factor of Safety against Base Sliding = 1.5
Factor of Safety : y inst Overturning about toe = 2.0 .
Factor of Safety against Bearing Capacity Failure = 3.0
Fxtemal i nailing
111 Bearing Capacity = 2,000 psf
' Inspection
The construction shall be, at a minimum, periodically inspected by an engineer registered in the state of Oregon with
' experience in the design and construction of reinforced earth retaining walls.
END OF SECTION
' SPECIFICATIONS
A LANDAU ASSOCIATES, INC. Page 3
PHOENIX INN
King City, Oregon Of 3
' PROJECT NO. 439001.10
I page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver la, July 11, 1997
Landau Associates, Inc.
I Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters 5
c psf y pc t::: >:«: >: >:: >:: » >:;
I Reinforced Fill: 35 0 128 = ::::::
Retained Fill: 26 200 120 3
Foundation Fill: 26 200 120
I Reinforce Fill Type: 0.75" minus crushed stone or gravel < 2
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 10.00 ft embedment: 0.70 ft
Level Backfill
Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
I Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 18.98 31.92 5.94 4.12 3.90
Calculated Bearing Pressure: 1482 psf
I Eccentricity at base: -0.70 ft
Reinforcing: (ft & lbs /ft)
Layer Height Length Reinf. Td Tension Tconn FSpo
I 5 8.67 7.00 UX1400SB 485 143 485 * 2.14
4 7.33 7.00 UX1400SB 570 194 570 * 4.96
3 5.33 7.00 UX1400SB 698 321 698 * 8.06
2 3.33 7.00 UX1400SB 826 419 826 * FS >10
I 1 1.33 7.00 UX1400SB 889 611 913 FS >10
Reinforcing Quantities (no waste included):
UX1400SB: 3.89 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
I 1,to P110/4
I / r', *W „ /,Vq;
I- Keystone Retaining Wall Systems, Inc.
OREGON , O 4444 West 78th Street
I O G • y 25 ' PQ
Tr Minneapolis, MN 55435
nu et.R
I page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver 1a, July 11, 1997
I Landau Associates, Inc.
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters c psf y pcf R °< <: 4
I Reinforced Fill: 35 0 128
Retained Fill: 26 200 120
Foundation Fill: 26 200 120 2
I Reinforce Fill Type: 0.75" minus crushed stone or gravel >` ~''........
Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar Geogrids
Tuft RFcr RFd RFid LTDS FS Tal Ci Cds
UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. .7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 8.00 ft embedment: 0.70 ft
Level Backfill
I
Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 42205.00 6.65 4.73 3.90
Calculated Bearing Pressure: 1217 psf
I Eccentricity at base: -0.69 ft
Reinforcing: (ft & lbs/ft)
Layer Height Len h Reinf. Td Tension Tconn FSpo
4 6.67 6.00 UX1400SB 485 143 485 * 2.29
I 3 5.33 6.00 UX1400SB 570 194 570 * 5.18
2 3.33 5.50 UX1400SB 698 321 698 * 6.99
1.33 5.50 UX1400SB 826 498 826 * 9.05
I i
Reinforcing Quantities (no waste included):
UX1400SB: 2.56 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT BE B FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
�CQ PROF
` � 01N F � f � CO I 5, 9
I cf$ P i. • GON 0_ r 25 4976 P Q• Keystone Retaining Wall Systems, Inc.
4444 West 78th Street
RO Minneapolis, MN 55435
W ?r
I
• page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver 1a, July 11, 1997
I Landau Associates, Inc.
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters _C. c psf y ocf
Reinforced Fill: 35 0 128 �:;;:::::
Retained Fill: 26 200 120 I=.. ::„
Foundation Fill: 26 200 120
Reinforce Fill Type: 0.75" minus crushed stone or gravel =
I Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft embedment: 0.70 ft
Level Backfill
I Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 22380.00 7.81 5.48 3.90
Calculated Bearing Pressure: 943 psf
l Eccentricity at base: -0.57 ft
Reinforcing: (ft & Ibs /ft)
Laver Height Length Reinf. Td Tension Tconn FSpo
I 3 4.67 5.00 UX1400SB 485 143 485 * 2.44
2 3.33 5.00 UX1400SB 570 194 570 * 5.39
1 1.33 4.00 UX1400SB 698 385 698 * 4.95
Reinforcing Quantities (no waste included):
I UX1400SB: 1.56 sy /ft
NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
I NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
�: PROF /
I 0��
5
I
`PO 9 Keystone Retaining Wall Systems, Inc.
0' L 25 ` *P 4444 West 78th Street
I ' rFIO BE0 Minneapolis, MN 55435
. /SA
I
I • page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver la, July 11, 1997
I Landau Associates, Inc.
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters _C. c psf y pcf
I Reinforced Fill: 35 0 128
Retained Fill: 26 200 120
Foundation Fill: 26 200 120
Reinforce Fill Type: 0.75" minus crushed stone or gravel
I Unit Fill: Crushed Stone, 1 inch minus rya
M
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
UX1400SB 3697 2.64 1.00 1.05 1334 1.50 889 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 4.00 ft embedment: 0.70 ft
Level Backfill
I Results: Surcharge: LL — 250 psf uniform surcharge DL — 0 psf uniform surcharge
Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 32473.00 11.12 4.43 3.90
Calculated Bearing Pressure: 705 psf
I Eccentricity at base: -0.48 ft
Reinforcing: (ft & Ibs /ft)
Layer Height Len h Reinf. Td Tension Tconn FSpo
I 1 2.67 5.00 UX1400SB 485 384 485 * 1.59
Reinforcing Quantities (no waste included):
UX1400SB: 0.56 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
I j:
$CCp PROF
31Ne /may
I V *15-r 9 '''iI
/ A I ///047
-7.'I Keystone Retaining Wall Systems, Inc.
4444 West 78th Street
I ,f, GA/9S Minneapolis, MN 55435
I page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver la, July 11, 1997
I Landau Associates, Inc.
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters _L c psf y pcf
I Reinforced Fill: 35 0 128
Retained Fill: 26 200 120 '` `' ` ' '''
Foundation Fill: 26 200 120 1 " °` > >a; : << 3
Reinforce Fill Type: 0.75" minus crushed stone or gravel :::::: :::;` ::::::::::::::::::::::::: 2
I Unit Fill: Crushed Stone, 1 inch minus =>
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar -Gray Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
UX0140SB 1199 1.10 1.00 1.05 1038 1.50 692 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 10.00 ft embedment: 0.70 ft
Level Backfill
Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
I Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 18.98 31.92 5.94 4.12 3.90
Calculated Bearing Pressure: 1482 psf
I Eccentricity at base: -0.70 ft
Reinforcing: (ft & Ibs /ft)
Layer Height Length Reinf. Td Tension Tconn FSroo
I 5 8.67 7.00 UX0140SB 428 143 428 * 2.14
4 7.33 7.00 UX0140SB 513 194 513 * 4.96
3 5.33 7.00 UX0140SB 641 321 641 * 8.06
2 3.33 7.00 UX0140SB 692 419 769 FS >10
I 1 1.33 7.00 UX0140SB 692 611 856 FS >10
Reinforcing Quantities (no waste included):
UX0140SB: 3.89 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
SED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
I `7 4 $ 01N 4' `y0
V 1 50 9
' . / /' /' l
OREGON � Q O Keystone Retaining Wall Systems, Inc.
CE ' . y zs A � /- 4444 West 78th Street
I l'7'RO B E R � Minneapolis, MN 55435
I page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver la, July 11, 1997
I Landau Associates, Inc.
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters ;
Soil Parameters A_ �
ii::;:iiiiiii::::::C 4
' Reinforced Fill: 35 0 128 3
Retained Fill: 26 200 120
11110a:
Foundation Fill: 26 200 120 III ': ` ::.;.'. «.,.�:::: "'`:` = _,_ 2
I Reinforce Fill Type: 0.75" minus crushed stone or gravel
Unit Fill: Crushed Stone, 1 inch minus __:. °. :.:' 1
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar -Gray Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
UX0140SB 1199 1.10 1.00 1.05 1038 1.50 692 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 8.00 ft embedment: 0.70 ft
Level Backfill
I Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 42205.00 6.65 4.73 3.90
Calculated Bearing Pressure: 1217 psf
Eccentricity at base: -0.69 ft
Reinforcing: (ft & Ibs /ft)
Laver Height Length Reinf. Td Tension Tconn FSpo
4 6.67 6.00 UX0140S6 428 143 428 * 2.29
I 3 5.33 6.00 UX0140SB 513 194 513 5.18
2 3.33 5.50 UX0140SB 641 321 641 * 6.99
1 1.33 5.50 UX0140SB 692 498 769 9.05
Reinforcing Quantities (no waste included):
UX0140SB: 2.56 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT = " is 0 FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
c ep
PROF e
I C '� " y
(Iv . 5 ' di/09
I OREGON O IP
0 v 1 , Keystone Retaining Wall Systems, Inc.
0� Y , 2 5 . 4444 West 78th Street
I Rosei Minneapolis, MN 55435
I
I page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver 1 a, July 11, 1997
I Landau Associates, Inc.
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters _L c psf y pcf
I Reinforced Fill: 35 0 128 a '�
Mt i
Retained Fill: 26 200 120 M : : :::
Foundation Fill: 26 200 120 ``
Reinforce Fill Type: 0.75" minus crushed stone or gravel I� IVA
i Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar -Gray Geogrids
Tult RFcr RFd RFid LTDS FS _ Tal Ci Cds
UX0140SB 1199 1.10 1.00 1.05 1038 1.50 692 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg. •
I Leveling Pad: Crushed Stone
Wall Ht: 6.00 ft embedment: 0.70 ft
Level Backfill
Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
I Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 22380.00 7.81 5.48 3.90
Calculated Bearing Pressure: 943 psf
I Eccentricity at base: -0.57 ft
Reinforcing: (ft & Ibs /ft)
Layer Height Length Reinf. Td Tension Tconn FSpo
3 4.67 5.00 UX0140SB 428 143 428 * 2.44
I 2 3.33 5.00 UX0140SB 513 194 513 * 5.39
1 1.33 4.00 UX0140SB 641 385 641 * 4.95
Reinforcing Quantities (no waste included):
I UX0140SB: 1.56 sy /ft
NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
I NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
OP
I _ j olt%
,�/ d i . i0z/0
t d' OREGON , Q
p � e� Q Keystone Retaining Wall Systems, Inc.
O� _ Y 2s . 4444 West 78th Street
I ROBS Q� Minneapolis, MN 55435
I page of
' KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver 1a, July 11, 1997
Landau Associates, Inc.
I
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters c psf y pcf
I Reinforced Fill: 35 0 128
Retained Fill: 26 200 120
Foundation Fill: 26 200 120 NWI!'::!!i:i
Reinforce Fill Type: 0.75" minus crushed stone or gravel 1 ..
I Unit Fill: Crushed Stone, 1 inch minus
mir
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Tensar -Gray Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
UX0140SB 1199 1.10 1.00 1.05 1038 1.50 692 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 4.00 ft embedment: 0.70 ft
Level Backfill
Surcharge: LL -- 250 psf uniform surcharge DL — 0 psf uniform surcharge
I Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 100.00 32473.00 11.12 4.43 3.90
Calculated Bearing Pressure: 705 psf
I Eccentricity at base: -0.48 ft
Reinforcing: (ft & lbs/ft)
Layer _Height Length Reinf. Td Tension Tconn FSpo
2.67 5.00 UX0140SB 428 384 428 * 1.59
I i
Reinforcing Quantities (no waste included):
UX0140SB: 0.56 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
I `��,0 PROF4(i
�` • '
I v I 4. 4
�r - . f //AO;
9
00 �, V 25 , � �P Keystone Retaining Wall Systems, Inc.
R BEPk 4444 West 78th Street
4 M; %8' Minneapolis, MN 55435
I page of
KEYSTONE RETAINING WALL DESIGN
I Based on Coulomb -NCMA Methodology
KeyWall Ver la, July 11, 1997
Landau Associates, Inc.
I Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters c psf v pcf
I Reinforced Fill: 35 0 128
Retained Fill: 26 200 120
Foundation Fill: 26 200 120
Reinforce Fill Type: 0.75" minus crushed stone or gravel - .
I Unit Fill: Crushed Stone, 1 inch minus
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter: 7.10 deg.
Leveling Pad: Crushed Stone
I Wall Ht: 2.00 ft embedment: 0.70 ft
Level Backfill
Surcharge: LL -- 250 psf uniform surcharge DL -- 0 psf uniform surcharge
I Results:
Factors of Safety: Sliding Overturning Bearing Shear Bending
100.00 1.18 « 15.53 N/A N/A
Calculated Bearing Pressure: 417 psf
Eccentricity at base: 0.41 ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY A QUALIFIED ENGINEER
I
I
I .
p PROF
I $$ o 1 NZ o
I -e' � ,. ,,1 04eft;
A O GO
' � 0 G Y 25 ` � ii-
- R0BEI Keystone Retaining Wall Systems, Inc.
F � 6 /� 4444 West 78th Street
/ Minneapolis, MN 55435
I
I page of
I KEYSTONE RETAINING WALL DESIGN
Based on Coulomb -NCMA Methodology
KeyWall Ver la, July 11, 1997
Landau Associates, Inc.
I
Project: Phoenix Inn, King City, OR Date: 11/12/97
Proj. No.: 43900.10 By: SRW
I Design Parameters
Soil Parameters _L c psf y pcf r•<::::;:::::;::;;;: 5
I
Reinforced Fill: 35 0 128 :"'
Retained Fill: 26 200 120
Foundation Fill: 26 200 120 . >> 3
Reinforce Fill Type: 0.75" minus crushed stone or gravel �`` 2
I Unit Fill: Crushed Stone, 1 inch minus ti. >: >: >: > >:: > : : > : : > : :; : >: >:<'>
Factors of Safety
I Sliding: 1.50 Overturning: 2.00
Pullout: 1.50 Uncertainties: 1.50 Bearing: 2.00
Connection Peak: 1.50 Serviceability: 1.00
I Reinforcing Parameters: Strata -Grid Geogrids
Tult RFcr RFd RFid LTDS FS Tal Ci Cds
Strata -300 2997 1.61 1.10 1.15 1472 1.50 981 1.00 1.00
I Analysis: General Case for Level Parking Lot Fills
Unit Type: COMPAC Wall Batter. 7.10 deg.
I Leveling Pad: Crushed Stone
Wall Ht: 10.00 ft embedment: 0.70 ft
Level Backfill
Surcharge: LL - 250 psf uniform surcharge DL - 0 psf uniform surcharge
I Results: Sliding Overturning Bearing Shear Bending
Factors of Safety: 18.98 31.92 5.94 4.12 3.90
Calculated Bearing Pressure: 1482 psf
I Eccentricity at base: -0.70 ft
Reinforcing: (ft & lbs/ft)
Layer Height Length Reinf. Td Tension Tconn FSpo
I S 8.67 7.00 Strata -300 419 143 419 2.14
4 7.33 7.00 Strata -300 473 194 473 • 4.96
3 5.33 7.00 Strata -300 552 321 552 * 8.06
2 3.33 7.00 Strata -300 632 419 632 * FS>10
I 1 1.33 7.00 Strata -300 686 611 686 * FS> 10
Reinforcing Quantities (no waste included):
Strata -300: 3.89 sy /ft
I NOTE: THESE CALCULATIONS ARE FOR PRELIMINARY DESIGN ONLY AND SHOULD
NOT BE USED FOR CONSTRUCTION WITHOUT REVIEW BY QUALIFIED ENGINEER
I , PROF
I e 5 •
_4 ,,,' • ' t i / / Keystone Retaining Wall Systems, Inc.
S " - CON ,� O 4444 West 78th Street
I O v y ?s Ae
� � Minneapolis, MN 55435
• 1 40 BEP