HomeMy WebLinkAbout1 LEGOLAND DR; ; AS010033; Permit3/7/24, 2:41 PM
Job Address:
Permit Type:
Parcel No:
Lot#:
Reference No.:
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Applicant:
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Fees($)
379.75
AS010033 Permit Data
City of Carlsbad
Sprinkler Permit
Permit No: AS010033
1 LEGOLAND DR Status:
SPRINK Applied
Approved:
0
Issued:
Inspector:
LEGOLAND CALIFORNIA
Owner:
Add'I Fees ($)
0
Total($)
379.75
ISSUED
1/30/2001
2/28/2001
2/28/2001
Balance($)
0
7
1 /1
Macl~:intosh & Macl~intosh, Inc.
February 9, 2001 CONS·.ILTING STRUCTURAL ENGINEERS S tNCE 1941
M&M File No. soc-c2000-:~17
Ken Feingold
Academy Tent & Canvas
5035 Gifford Avenue
Los Angeles, CA 90058
Subject: Sprinkler Loads, L:~goland Structure
Dear Ken:
ASotoo33
We have reviewed the sprinkler drawings which you supplied. We understand that each
of the building purlins will i;upport two 265 pound (design) hanging loads from branch
lines, and that each buildin~1 frame will carry one 344 pound (design) hanging load from
the main line, in the "eave" arBa. The structure can safely support these loads provided:
1)
2)
3)
4 )
5)
Purlin size must be increased to the 4inch 0.0., 5 piece purlin.
Sprinklers should hang from a clamp-type hanger that wraps around the purlin
and not a self-tapping bolt as shown in the drawings you sent.
Hangers from the building frames may utilize a through-bolted connection as
shown in tlie drawinqs you sent.
It is important that lhe sprinkler pipe system be designed to accommodate the
flexibility inherent in this type of building. Points on the frames may deflect as
much as 8 inches ve,rtically and laterally under full design wind loads.
We have not chec~:ed the ability of the sprinkler pipes to span the intended
distance, nor the capacity of any sprinkler hangers. These items are the
responsibility of the :,prinkler contractor.
I have included stamped re·,ised Drawing Sheets A.H.I & J to reflect changes necessary
to support the sprinklers. The structural frames have been designed to support
suspended loads of at leas : 5 PSF over the full roof area. This capacity is adequate for
the sprinklers plus lights and HVAC ducts if used. Please let me know if you have any
questions.
Respectfully submitted,
CARY RAPOPORT
Civil Engineer
CR/SP:ke
Enclosures
3838 OAKWOOD AVENUE • Los AN,iELES, CALIFORNIA 90004 • TEL: (323) 662-1184 • FAX: (323) 662-754 1
OBEBLL2E2E
FEB.23.2001 1:10PM MACK I NTOSH & MACK INTOSH INC.
DATE
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MACKINTOSH & MACKINTOSH, INC.
3838 Oakwood Ave., Los Angeles, CA 90004
Phone: 323)662-1184 FAX: 323)662-7541
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Leighton and Associates
GEOTECHNICAL CONSULTANTS
GEOTECHNICAL UPDATE REPORT,
PROPOSED SPECIAL EVENTS TENT STRUCTURE
(NEW LOCATION), LEGOLAND THEME PARK,
CARLSBAD, CALIFORNIA
Project No. 960151-016
November 30, 2000
Prepared For
LEGOLAND CALIFORNIA
One Lego Drive
Carlsbad, California 92008
3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425
(858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com
~-~R--=-• === Leighton and Associates
n --=
A GTG Company G EO TECHNICAL CONSULTANTS
To:
Attention:
Subject:
Introduction
Legoland California
One Lego Drive
November 30, 2000
Carlsbad, California 92008
Mr. Chris Romero
Project No.960151-016
Geotechnical Update Report, Proposed Special Events Tent Structure (New Location),
Legoland Theme Park, Carlsbad, California
In accordance with your request and authorization, this report has been prepared to provide an updated
summary of the geotechnical conditions relative to the proposed Special Events Tent Structure at its new
proposed location in the southern portion of the Legoland Theme Park in Carlsbad, California (Figure I).
The recommendations provided herein are based on the subsurface soil conditions at the new location for
the proposed Tent Structure and the revised foundation design for the proposed structure. These
recommendations supersede those given in our previous reports that dealt with the previously proposed
northern location for the proposed structure within Legoland (Leighton, 2000a, 2000b and 2000c). In
preparation of this update letter, we have reviewed the available geotechnical reports relative to the
Lego land Project (Appendix A) and made a site visit to observe the current site conditions.
Site Development
The subject tent site is located in the southern portion of the Legoland Theme Park in the city of Carl sbad,
Califo rnia (Figure I). We understand that the proposed development will include the rough and fine grading
to construct the building pad for the proposed tent structure. We understand the proposed tent structure will
consist of a slab-on-grade foundation with metal framing and support cables to support the canvas tent
material.
3934 Murphy Canyon Road, #B205, San Diego, CA 92123-4425
(858) 292-8030 • FAX (858) 292-0771 • www.leightongeo.com
NORTH
BASE MAP : Thomas Bros. GeoFinder for
Windows, San Diego County, 1995, Page 1126
LEGOLAND Cali fornia
Special Events Tent Site
One Lego Drive
Carlsbad, California
1"=2,000'
SITE
LOCATION
MAP
Project No.
960151-016
Date
November 2000
4000
UR
Fi gure No. 1
960151-016
Conclusions
Based on the results of our site visit and review of the project geotechnical reports (Appendix A), it appears
that the geotechnical conditions of the site have not changed significantly since the date of our as-graded
report for the site (Leighton, 1998). The subject site was originally graded as part of the Legoland Theme
Park development under the observation and testing of Leighton and Associates (Leighton, 1998). Grading
operations for the subject portion of site included placement of up to approximately 45 feet of compacted
artificial fill above Santiago Formation bedrock. The aerial extent of the geologic units on the site is
depicted the Geotechnical Map (Figure 2). Groundwater was not encountered nor anticipated during the
previous rough grading operations or during our recent site reconnaissance at the location of the proposed
Tent Structure.
As of the date of this report, we have not received or reviewed actual grading plans or foundation plans.
However, based on the current site conditions, our review of the referenced geotechnical reports and our
experience during development of the Legoland project, it is our professional opinion that the proposed
development is feasible from an engineering standpoint provided the appropriate recommendations of this
report are incorporated into the grading and construction phases of the project.
Recommendations
I. Earthwork
We anticipate that future earthwork on the site will consist of site preparation and minor regrading to
create the building pad for the proposed tent site and associated improvements. We recommend that
earthwork on the site be performed in accordance with the following recommendations, the City of
Carlsbad grading requirements, and the General Earthwork and Grading Specifications of Rough-
Grading included in Appendix B. In case of conflict, the following recommendations shall supersede
those in Appendix B.
• Site Preparation
Based on our site reconnaissance, and due to the length of time since the completion of the latest
phase of grading, the near-surface soils have become desiccated, we recommend that the areas of
proposed development be removed to a depth of 12 to 24 inches, moisture-conditioned to near-
optimum moisture content and compacted to a minimum 90 percent relative compaction (based on
ASTM Test Method D 1557).
If additional grading, such as fill placement, is planned on the site, the areas to receive structural fill
or engineered structures should be cleared of subsurface obstructions, potentially compressible
material (such as silt accumulation, and desiccated fill soils) and stripped of vegetation prior to
grading. Vegetation and debris should be removed and properly disposed of offsite. Holes resulting
form removal of buried obstructions which extend below finish site grades should be replaced with
suitable compacted fill material. Areas to receive fill and/or other surface improvements should be
scarified to a minimum depth of 12 inches, brought to near-optimum moisture condition, and
recompacted to at least 90 percent relative compaction (based on ASTM Test Method D 1557).
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960151-0 I 6
• Excavations
Excavations of the on-site materials may generally be accomplished with conventional heavy-duty
earthwork equipment. rt is not anticipated that blasting will be required, or that significant quantities
of oversized rock (i.e., rock with maximum dimensions greater than 6 inches) will be generated
during future grading. However, if oversized rock is encountered, it should be hauled offsite, placed
in non-structural or landscape areas, or it may be placed as fill in accordance with the details
presented in Appendix B.
Excavation of utility trenches should be performed in accordance with the project plans,
specifications and all applicable OSHA requirements. The contractor should be responsible for
providing the "competent person" required by OSHA standards. Contractors should be advised that
sandy soils and/or adversely-oriented bedrock structures can make excavations particularly unsafe if
all safety precautions are not taken. In addition, excavations at or near the toe of slopes and/or
parallel to slopes may be highly unstable due to the increased driving force and load on the trench
wall. Spoil piles due to the excavation and construction equipment should be kept away from and on
the down slope side of the trench.
All temporary excavations, (such as utility trenches) should be excavated or shored or laid back in
accordance with current OSHA requirements. The excavation contractor is responsible for all trench
safety.
• Fill Placement and Compaction
The on-site soils are generally suitable for use as compacted fill provided they are free of organic
material, debris, and rock fragments larger than 6 inches in maximum dimension. All fill soils
should be brought to near-optimum moisture conditions and compacted in unifonn lifts to at least 90
percent relative compaction based on the laboratory maximum dry density (ASTM Test Method
D 1557). The optimum lift thickness required to produce a unifonnly compacted fill will depend on
the type and size of compaction equipment used. In general, fill should be placed in lifts not
exceeding 4 to 8 inches in compacted thickness. Placement and compaction of fill should be
perfonned in general accordance with the current City of Carlsbad grading ordinances, sound
construction practices, and the General Earthwork and Grading Specifications of Rough-Grading
presented in Appendix B
2. Faulting and Seismicity
Our discussion of faults on the site is prefaced with a discussion of California legislation and state
policies concerning the classification and land-use criteria associated with faults. By definition of the
California Mining and Geology Board, an active fault is a fault which has had surface displacement
within Holocene time (about the last 11,000 years). The State Geologist has defined a potentially active
fault as any fault considered active during Quaternary time (last 1,600,000 years) but that has not been
proven to be active or inactive. This definition is used in delineating Fault-Rupture Hazard Zones as
mandated by the Alquist-Priolo Earthquake Fault Zoning Act of 1972 and as most recently revised in
1997. The intent of this act is to assure that unwi se urban development does not occur across the traces
of active faults. Based on our review of the Fault-Rupture Hazard Zones, the site is not located within
any Fault-Rupture Hazard Zone as created by the Alquist-Priolo Act (Hart, 1997).
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960151-016
San Diego, like the rest of southern California, is seismically active as a result of being located near
the active margin between the North American and Pacific tectonic plates. The principal source of
seismic activity is movement along the northwest-trending regional fault zones such as the San
Andreas, San Jacinto and Elsinore Faults Zones, as well as along less active faults such as the Rose
Canyon and Newport Inglewood Fault Zones. Our review of available geologic literature indicates
that there are no known major active faults on or in the immediate vicinity of the site. The nearest
known active regional fault is the Rose Canyon Fault Zone located approximately 4.8 miles west of
the site.
The site can be considered to lie within a seismically active region, as can all of Southern California.
Table I identifies potential seismic events that could be produced by a maximum credible earthquake
on the closest regional active faults. A maximum credible earthquake is the maximum expectable
earthquake given the known tectonic framework. Site-specific seismic parameters included in Table 1
are the distances to the causative faults, earthquake magnitudes, and expected ground accelerations.
Table I
Seismic Parameters for Active Faults
Maximum Credible Peak Horizontal
Potential Causative Distance from Fault to Earthquake Ground Acceleration
Fault Zone Site (Moment Magnitude) (g)
Rose Canyon 4.8 miles (7.7 km) 6.9 0.60
Newport-Inglewood 6.8 miles ( l 0.9 km) 6.9 0.49
Coronado Bank 20.8 miles (33.5 km) 7.4 0.29
As indicated in Table 1, the Rose Canyon Fault Zone is the 'active' fault considered having the most
significant effect at the site from a design standpoint. A maximum credible earthquake of moment
magnitude 6.9 on the fault could produce an estimated peak horizontal ground acceleration of 0.60g at
the site. The effect of seismic shaking may be mitigated by adhering to the Uniform Building Code
and state-of-the-art seismic design parameters of the Structural Engineers Association of California.
• 1997 UBC Seismic Criteria
The site is located within Seismic Zone 4 (per 1997 UBC, Figure 16-2). The Rose Canyon and
Newport-Inglewood Fault Zones are considered Type B seismic sources according to Table 16-U
of the 1997 Uniform Building Code. The Coronado Bank fault is considered a Type A seismic
source according to Table 16-U. Based on our engineering geologic assessment, the site is
considered to have a type So soil profile (per 1997 UBC Table 16-J). The near source factors (N.
equal to 1.00 and Nv equal to 1.09) are considered appropriate based on the seismic setting
applicable to the site (per 1997 UBC, Tables 16-S and 16-T).
Secondary effects that can be associated with severe ground shaking following a relatively large
earthquake include shallow ground rupture, soil liquefaction and dynamic settlement, seiches and
tsunamis. These secondary effects of seismic shaking are discussed in the following sections.
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960151-016
• Shallow Ground Rupture
Ground rupture because of active faulting is not believed to present a significant hazard to the
site. Cracking due to shaking from distant seismic events is not considered a significant hazard
either, although it is a possibility at any site in Southern California.
• Liquefaction and Dynamic Settlement
Liquefaction and dynamic settlement of soils can be caused by strong vibratory motion due to
earthquakes. Both research and hi storical data indicate that loose, saturated, granular soils are
susceptible to liquefaction and dynamic settlement while the stability of stiff silty clays and clays
and dense sands are not adversely affected by vibratory motion. Liquefaction is typified by a total
loss of shear strength in the affected soil layer, thereby causing the soil to flow as a liquid. This
effect may be manifested by excessive settlements and sand boils at the ground surface.
The site is underlain by artificial fill soils and bedrock materials of the Santiago Formation which
underlie the site at depth below, neither are not generally considered liquefiable due to physical
characteristics and unsaturated condition.
• Tsunamis and Seiches
Based on the distance between the site and large, open bodies of water, and the elevation of the
site with respect to sea level, the possibility of seiches and/or tsunamis is considered very low.
3. Foundation Design Considerations
The proposed foundation and slab of the proposed tent structure should be designed in accordance with
structural considerations provided by the structural engineer. All foundations should be designed for low
expansive soils unless expansion index testing perfonned on the finished building pad soils indicate the
soils within the upper 4 feet of finish grade indicate otherwise. If import material is utilized as fill on the
site, the import material should consist of very low or low-expansive sandy material (with an expansion
index less than SO per UBC 18-1-B).
• Foundation Design
Footings for the proposed structure should have a minimum embedment of 24 inches below
lowest adjacent grade. A minimum width of 12 inches for continuous footings and 18 inches for
column footings is recommended. Footings bearing on undisturbed natural materials may be
designed for a net allowable vertical bearing pressure of 2,000 pounds per square foot (psf) for
dead-plus-live loads. This value may be increased by 500 psf for each additional foot of width
and depth to a maximum value of 3,500 psf. This value may also be increased by one-third for
short-term loading.
All continuous footings should be reinforced with a minimum of one No. 5 steel reinforcing bar at
the top and bottom to provide structural continuity and to permit spanning of local irregularities.
Actual steel reinforcing should be designed by the structural engineer. Footing excavations should
be kept moist from the time they are excavated until foundation concrete is placed. Water should
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960151-016
not be allowed to pond in the bottom of the excavations. Areas that become water damaged
should be overexcavated to a firm base.
Maximum anticipated total and differential settlement of 18-inch-square or 12-inch-wide
continuous footings, constructed in accordance with the above-recommendations, are estimated to
be less than I inch and ½ inch, respectively.
Resistance to lateral loads can be provided by friction acting at the base of foundations and by
passive earth pressure. A coefficient of friction of 0.35 may be assum ed with dead-load forces.
An allowable passive lateral earth pressure of 300 psf per foot of depth up to a maximum of 3,000
psf may be used for sides of footings poured against undisturbed natural materials or properly
compacted fill. This allowable passive pressure is appl icable for level (ground slope equal to or
flatter than 5: I, horizontal:vertical) conditions only.
Bearing values indicated above are for total dead-load and frequently applied live loads. The
above vertical bearing may be increased by 33 percent for short durations of loading which will
include the effect of wind or seismic forces. The allowable passive pressure may be increased by
33 percent of lateral loading due to wind or seismic forces.
In calculating uplift resistance, the foundation engineer may only include the frictional resistance
of the foundation-soil interface for the portion of the foundation that is greater than 2 feet below
the lowest adjacent grade.
• Floor Slab Design
Prior to placing concrete, the exposed subgrade should be scarified to at least 6 inches, moisture-
conditioned, and then compacted to a minimum of 90 percent of the ASTM Test Method D 1557
laboratory maximum density. Slab subgrade soils should then be presoaked as necessary to obtain
a moisture content of at least 1.3 times the optimum-moisture content to a depth of at least 18
inches. Subgrade soils should not be allowed to dry prior to concrete placement.
Slabs-on-grade should be supported on a minimum of 2 inches of sand to provide a capillary
break and uniform support for the slabs. As a minimum, we suggest that the slabs-on-grade be at
least 5 inches thick, and be reinforced with No. 3 deformed steel reinforcing bars at 24 inches on
center each way placed at mid-depth through the slab. Actual slab thickness and reinforcement
should be designed by the Structural Engineer. The minimum recommended steel will not prevent
the development of slab cracks but will aid in keeping joints relatively tight and will reduce the
potential for differential movement between adjacent panels.
Care should be taken to avoid slab curling if slabs are poured in hot weather. Slabs should be
designed and constructed as promulgated by the Portland Cement Association (PCA). Prior to the
slab pour, all utility trenches should be properly backfilled and compacted.
In areas where a moisture-sensitive floor covering (such as vinyl, tile, or carpet) is used, slabs can
be protected by at least a 6-mil-thick (or heavier) vapor barrier between the slab and compacted
subgrade. Where the barrier is used, it should be protected with 2 inches of sand placed above to
prevent punctures and to aid in the concrete cure. Vapor barrier seams should be overlapped a
minimum of 6 inches and taped or otherwise sealed.
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-11 ;::::: ~ --~ =~
960151-016
Cutting the slab to 1/3 the thickness of the concrete (not rebar) on a minimum of IO foot centers will
also help reduce the potential fo r unsightly cracking.
• Footing Setback
We recommend a minimum horizontal setback distance from the face of slopes for all structural
footings and settlement-sensitive structures. This distance is measured from the outside edge of the
footing, horizontally to the slope face (or to the face of a retaining wall) and should be a minimum of
IO feet. We should note that the soils within the structural setback area possess poor lateral stability,
and improvements (such as retaining walls, sidewalks, fences, pools, pavement, underground
utilities, etc.) constructed within this setback area may be subject to lateral movement and/or
differential settlement.
• Anticipated Settlement Design Considerations
Settlement of properly compacted fill soils can occur upon application of structural loads (elastic
settlement), and upon saturation due to water infiltration (hydroconsolidation settlement) which may
occur over a period of many years.
The recommended allowable-bearing capacity is generally based on maximum total and differential
(elastic) settlement of I inch and 1/2 inch, respectively, upon application of structural loads (except
as noted below). Actual settlement can be estimated on the basis that settlement is roughly
proportional to the net contact bearing pressure.
It should be recognized that compacted fills typically increase in moisture and settle (due to
hydroconsolidation)during their lifetime. This occurs over a period of years even when subsurface
and surface drains are provided. Experience has shown that this settlement may approach 0.2 percent
for granular fill soils such as the onsite soils and is dependent on the relative compaction of the fill
soil s. Uniform and/or linearly increasing settlement, where the fill is underlain by gentle natural
ground slopes, often have no adverse effect on structures and may not even be noticeable. This
condition should not be a significant problem under buildings where the fill depths are relatively
uniform, or within sidewalks or streets. However, if structures are partially sensitive to differential
settlements or structures are located such that fill depths vary nonuniformly under the building, or
buildings are situated across cut-fill lines, or transitioning material densities, distress to structures
may occur. Potential long term differential settlements can be roughly estimated by comparing
differential fill thickness below structures. Differential settlement estimates for the fill material under
its own self weight, or due to hydroconsolidationis estimated to be on the order of½ inch in 20 feet.
4. Lateral Earth Pressures and Resistance
Embedded structural walls should be designed for lateral earth pressures exerted on them. The
magnitude of these pressures depends on the amount of deformation that the wall can yield under
load. If the wall can yield enough to mobilize the full shear strength of the soil, it can be designed for
"active" pressure. If the wall cannot yield under the applied load, the shear strength of the soil cannot
be mobilized and the earth pressure will be higher. Such wall should be designed for "at rest"
conditions. If a structure moves toward the soils, the resulting resistance development by the soil is
the "passive" resistance.
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96015 1-016
For design purposes, the recommended equivalent fluid pressure for each case for walls founded
above the static ground water table and backfilled with very low to low expansion potential soils is
provided on Table 2. Determination of which condition, active or at-rest, is appropriate for design will
depend on the flexibility of the wall. The effect of any surcharge ( dead or live load) should be added
to the proceeding lateral earth pressures. Based on our investigation, the sandier onsite soils may
provide low to very low expansive potential backfill material. All backfill soils should have an
expansion potential of less than 40 (per UBC 18-1-8). The passive pressures provided on Table 2
assume that the setback recommendations provided above are adhered to.
Table2
Lateral Earth Pressures
Equivalent Fluid Weight (pct)
Condition Level 2: I Slope
Active 35 55
At-Rest 55 85
Passive 350 (Maximum of 3 ksf) 350 (maximum of3 ksf)
The above values assume a very low to low expansion (less than 30 per UBC 18-I-B) potential
backfill and free-draining conditions. If conditions other than these covered herein are anticipated, the
equivalent fluid pressure values should be provided on an individual-case basis by the geotechnical
engineer. A surcharge load for a restrained or unrestrained wall resulting from automobile traffic may
be assumed to be equivalent to a unifonn pressure of 75 psf which is in addition to the equivalent
fluid pressures given above. All retaining wall structures should be provided with appropriate
drainage and waterproofing. Typical drainage design is illustrated in Appendix B. As an alternative,
an approved drainage board system installed in accordance with the manufacturers' recommendations
may be used.
Wall backfill should be compacted by mechanical methods to at least 90 percent relative compaction
(based on ASTM Test Method D1557). Should structures or driveway areas be located adjacent to
retaining walls, the backfill should be compacted to at least 95 percent relative compaction (based on
ASTM Test Method D1557) and this office should provide additional surcharge recommendations.
Surcharges from adjacent structures, traffic, forklifts or other loads adjacent to retaining walls should
be considered in the design.
Wall footings design and setbacks should be perfonned in accordance with the previous foundation
design recommendations and reinforced in accordance with structural considerations. Soil resistance
developed against lateral structural movement can be obtained from the passive pressure value
provided above. Further, for sliding resistance, a friction coefficient of 0.35 may be used at the
concrete and soil interface. These values may be increased by one-third when considering loads of
short duration including wind or seismic loads. The total resistance may be taken as the sum of the
frictional and passive resistance provided that the passive portion does not exceed two-thirds of the
total resistance.
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5.
960151-016
Segmental Retaining Wall Design
Should segmental or reinforced earth type retaining walls be considered on the subject property,
settlement-sensitive structures should be set back from the top of the wall at a minimum distance
equal to the wall height. Appropriate geotechnical design parameters for these retaining walls are
provided on Table 3:
Table3
Retaining Wall Design Parameters
Friction angle of backfill and soils at toe of 32 degrees
wall
Cohesion neglect in reinforced zone
Passive resistance neglect
Unit weight of backfill soils 125 pcf
Allowable bearing capacity 2,000 psf (12 inch minimum embedment)
2,500 psf ( 18 inch minimum embedment)
Expansion index Less than 50 (per UBC 18-1-B)
Adequate drainage should be designed behind the wall by the wall contractor and reviewed by the
geotechnical consultant. Typical drainage includes a PVC pipe surrounded by gravel and filter cloth
with outlets into non-erosive drainage facilities.
6. Geochemical Considerations
Concrete in direct contact with soil or water that contains a high concentration of soluble sulfates can
be subject to chemical deterioration commonly known as "sulfate attack." Testing of the finish grade
soils should be performed at the completion of site grading. Additional recommendations can be
provided at that time if needed.
7. Concrete Flatwork
In order to reduce the potential for differential movement or cracking of driveways, sidewalks,
patios, other concrete tlatwork, wire mesh reinforcement is suggested along with keeping pad grade
soils at an elevated moisture content. The recommended type of wire mesh reinforcement (based on
the expansion potential of the adjacent lots) is presented on Table 4.
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960151-016
Table 4
Recommended Wire-Mesh Reinforcement of Concrete Flatwork
Expansion Potential/Index Recommended Flatwork Reinforcement
Very Low to Low 6x6-6/6 welded-wire mesh
Additional control can be obtained by providing thickened edges and 4 or 6 inches of granular base
or clean sand, respectively, below the flatwork. Reinforcement should be placed midheight in
concrete. Even though the slabs are reinforced, some expansive soil-related movement (i.e., both
horizontal to vertical differential movement, etc.) should be anticipated due to the nature of the
expansive soils. A uniform moisture content on the site should be maintained throughout the year to
reduce differential heave of flatwork such as sidewalks, tlatwork, etc.
8. Control of Surface Water and Drainage Control
Positive drainage of surface water away from structures is very important. No water should be allowed
to pond adjacent to buildings. Positive drainage may be accomplished by providing drainage away
from buildings at a gradient of at least 2 percent for a distance of at least 5 feet, and further maintained
by a swale or drainage path at a gradient of at least I percent. Eave gutters, with properly connected
downspouts to appropriate outlets, are recommended to reduce water infiltration into the subgrade
soils.
Planters with open bottoms adjacent to buildings should be avoided, if possible. Planters should not be
design adjacent to buildings unless provisions for drainage, such as catch basins and pipe drains, are
made. Overwatering of lots should be avoided.
9. Graded Slopes
It is recommended that all graded slopes on the site be planted with drought-tolerant, ground-cover
vegetation as soon as practical to protect against erosion by reducing runoff velocity. Deep-rooted
vegetation should also be established to protect against surficial slumping. Oversteepening of existing
slopes should be avoided during fine-grading and construction unless supported by appropriately
designed retaining structures. Retaining structures should be designed with structural considerations.
I 0. Construction Observation and Testing and Plan Review
Construction observation and testing should be performed by the geotechnical consultant during future
grading, excavations and foundation or retaining wall construction at the site. Site-specific
recommendations should be provided by a qualified geotechnical consultant and should be based on
actual site conditions. Grading and foundation design plans should also be reviewed by the
geotechnical consultant prior to construction and a final report of geotechnical services should be
prepared to document geotechnical services upon completion of site development.
-1 I -
-01 ;::::: -;:::: =.::: _,, ---_._ ~ --=
960151-016
11. Limitations
The conclusions and recommendations in this report are based in part upon data that were obtained
by us and others from a limited number of observations and site visits. Such information is by
necessity incomplete. The nature of many sites is such that differing geotechnical or geological
conditions can occur within small distances and under varying climatic conditions. Changes in
subsurface conditions can and do occur over time. Therefore, the findings, conclusions, and
recommendations presented in this report can be relied upon only if Leighton has the opportunity to
observe the subsurface conditions during grading and construction of the project, in order to confinn
that our preliminary findings are representative for the site.
-12-
If you have any questions regarding our letter, please contact this office. We appreciate this opportunity to
be of service.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, [NC.
Kevin B. Colson
Senior Staff Geologist/Project Man
Timothy Lawson, RCE 53388
Principal Consulting Engineer
Distribution: ( 6) Addressee
ichael R. Stewart,
ice President/Principal Geologist
Attachments: Figure 1 -Site Location Map -Page 2
Figure 2 -Geotechnical Map -Rear of text
Appendix A -References
Appendix B -General Earthwork and Grading Specifications for Rough Grading
Appendix C -Summary of Seismic Design Parameters
-13-
LEGEND
Af Artificial Fill -placed under th«? observation. and
testing of Leighton and Associates, Inc. (Leighton, 1998)
® Tertiary Santiago Formation, circled where. buried
----· ..
_ _...--L • . ., .
--·;,, \ 117
_ __.. .• . ,,,
~
✓~
Geotechnical Map
Legoland Tent Site
Carlsbad, Califonia
BLUEPRINT SOURCE & SUPPLY 165263
Project No. 960151-016
Sc&e ~l-"~=-3-0' ___ _
Engr./Geol. .... T.=JM=/__,.M...,.R....,.S...___ __ _
Drafted By ..:.K ... B-C ____ _
Date 11/30/00
NORTH -
\
D[!J
1042 889
Figure No.2
APPENDIX A
Blake, T. F., 1998a, EQFAUL T, Version 2.2.
__ , 1998b, FRJSKSP, Version 3.01.
References
California Building and Safety Commission (CBSC), 1998, California Building Code.
960151-016
California Division of Mines and Geology, CDMG, 1996, Probabilistic Seismic Hazard Assessment
for the State of California, Open File Report 96-08.
Hart, E. W., 1997, Fault Rupture Hazard Zones in California, Alquist-Priolo Special Studies Zones
Act of 1972 with Index to Special Study Zone Maps, Department of Conservation, Division
of Mines and Geology, Special Publication 42.
International Conference of Building Officials, 1997, Uniform Building Code.
Leighton and Associates, Inc., 1995, Preliminary Geotechnical Investigation, Lego Family Park and
Pointe Resorts, Lots 17 and 18 of the Carlsbad Ranch, Carlsbad, California, Project
No. 950294-001, dated October 5, 1995.
Leighton and Associates, Inc., 1996, Supplemental Geotechnical Investigation, Lego Family Park,
Carlsbad Ranch, Carlsbad, California, Project No. 960151-001, dated July 23, I 996.
Leighton and Associates, Inc., 1998, Final As-Graded Report of Rough Grading, Lego Family Park,
Carlsbad, California, Project No. 960151-003, dated February 10, 1998.
Leighton and Associates, Inc., 2000a, Geotechnical Investigation and Foundation Design for the
Proposed Special Events Tent Structure Located at the Proposed West Expansion Area 1,
Lego land Theme Park, City of Carlsbad, California, Project No. 960151-014, dated
September 18, 2000.
____ , 2000b, Alternative Shallow Foundation Recommendations for Special Events Tent
Structure, Lego land Theme Park, City of Carlsbad, California, Project No. 960151-014, dated
October l 0, 2000.
____ , 2000c, Geotechnical Recommendations for Shallow Foundations and Grading of the
Special Events Tent Structure, Legoland Theme Park, City of Carlsbad, California Project
No. 960151-014, dated October 10, 2000.
Tan, S.S. and Kennedy, M. P., l 996, Geologic Maps of the Northwestern Part of San Diego County,
California, Division of Mines and Geology (DMG) Open-File Report 96-02, San Luis Rey
and San Marcos Quadrangles.
A-I
Leighton and Associates, Inc.
GENERAL EARTHWO RK AND GRADING SPECIFICATIONS
Page 1 of 6
LEIGHTON AND ASSOC IA TES, INC.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS FOR ROUGH GRADING
1.0 General
\(I\() 10'11
1.1 Intent: These General Earthwork and Grading Specifications are for the grading and
earthwork shown on the approved grading plan(s) and/or indicated in the geotechnical
report(s). These Specifications are a part of the recommendations contained in the
geotechnical report(s). In case of conflict, the specific recommendations in the
geotechn ical report shall supersede these more general Specifications. Observations of the
earthwork by the project Geotechnical Consultant during the course of grading may result
in new or revised recommendations that could supersede these specifications or the
recommendations in the geotechnicalreport(s).
1.2 The Geotechnical Consultant of Record: Prior to commencement of work, the owner shall
employ the Geotechnical Consultant of Record (Geotechnical Consultant). The
Geotechnical Consultants shall be responsible for reviewing the approved geotechnical
report(s) and accepting the adequacy of the preliminary geotechnical findings, conclusions,
and recommendations prior to the commencementofthe grading.
Prior to commencement of grading, the Geotechnical Consultant shall review the "work
plan" prepared by the Earthwork Contractor(Contractor) and schedule sufficient personnel
to perform the appropriate level of observation, mapping, and compaction testing.
During the grading and earthwork operations, the Geotechnical Consultant shall observe,
map, and document the subsurface exposures to verify the geotechnical design
assumptions. If the observed conditions are found to be significantly different than the
interpreted assumptions during the design phase, the Geotechnical Consultant shall inform
the owner, recommend appropriate changes in design to accommodate the observed
conditions, and notify the review agency where required. Subsurface areas to be
geotechnically observed, mapped, elevations recorded, and/or tested include natural ground
after it has been cleared for receiving fill but before fill is placed, bottoms of all "remedial
removal" areas, all key bottoms, and benches made on sloping ground to receive fit I.
The Geotechnical Consultant shall observe the moisture-conditioningand processing of the
subgrade and fill materials and perform relative compaction testing of fill to determine the
attained level of compaction. The Geotechnical Consultant shall provide the test results to
the owner and the Contractor on a routine and frequent basis.
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page 2 of 6
2.0
3010 10'1·1
1.3 The Earthwork Contractor: The Earthwork Contractor (Contractor) shall be qualified,
experienced, and knowledgeable in earthwork logistics, preparation and processing of
ground to receive fill, moisture-conditioning and processing of fill, and compacting fill.
The Contractor shall review and accept the plans, geotechnical report(s), and these
Specifications prior to commencement of grading. The Contractor shall be solely
responsible for performing the grading in accordance with the plans and specifications.
The Contractor shall prepare and submit to the owner and the Geotechnical Consultant a
work plan that indicates the sequence of earthwork grading, the number of "spreads" of
work and the estimated quantities of daily earthwork contemplated for the site prior to
commencement of grading. The Contractor shall inform the owner and the Geotechnical
Consultant of changes in work schedules and updates to the work plan at least 24 hours in
advance of such changes so that appropriate observations and tests can be planned and
accomplished. The Contractor shall not assume that the Geotechnical Consultant is aware
of all grading operations.
The Contractor shall have the sole responsibility to provide adequate equipment and
methods to accomplish the earthwork in accordance with the applicable grading codes and
agency ordinances, these Specifications, and the recommendations in the approved
geotechnical report(s) and grading plan(s). If, in the opinion of the Geotechnical
Consultant, unsatisfactory conditions, such as unsuitable soil, improper moisture condition,
inadequate compaction, insufficient buttress key size, adverse weather, etc., are resulting in
a quality of work less than required in these specifications, the Geotechnical Consultant
shall reject the work and may recommend to the owner that construction be stopped until
the conditions are rectified.
Preparation of Areas to be Filled
2.1 Clearing and Grubbing: Vegetation, such as brush, grass, roots, and other deleterious
material shall be sufficiently removed and properly disposed of in a method acceptable to
the owner, governing agencies, and the Geotechnical Consultant.
The Geotechnical Consultant shall evaluate the extent of these removals depending on
specific site conditions. Earth fill material shall not contain more than I percent of organic
materials (by volume). No fill lift shall contain more than 5 percent of organic matter.
Nesting of the organic materials shall not be allowed.
If potentially hazardous materials are encountered, the Contractor shall stop work in the
affected area, and a hazardous material specialist shall be informed immediately for proper
evaluation and handling of these materials prior to continuing to work in that area.
As presently defined by the State of California, most refined petroleum products (gasoline,
diesel fuel, motor oi I, grease, coolant, etc.) have chemical constituents that are considered
to be hazardous waste. As such, the ind iscriminate dumping or spillage of these fluids
onto the ground may constitute a misdemeanor, punishable by fines and/or imprisonment,
and shall not be al lowed.
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Page3 of 6
2.2 Processing: Existing ground that has been declared satisfactory for support of fill by the
Geotechnical Consultant shall be scarified to a minimum depth of 6 inches. Existing
ground that is not sati sfactory shall be overexcavated as specified in the following section.
Scarification shall continue until soils are broken down and free of large clay lumps or
clods and the working surface is reasonably uniform, flat, and free of uneven features that
would inhibit uniform compaction.
2.3 Overexcavation: In addition to removals and overexcavations recommended in the
approved geotechnical report(s) and the grading plan, soft, loose, dry, saturated, spongy,
organic-rich, highly fractured or otherwise unsuitable ground shall be overexcavated to
competent ground as evaluated by the Geotechnical Consultant during grading.
2.4 Benching: Where fills are to be placed on ground with slopes steeper than 5: I (horizontal
to vertical units), the ground shall be stepped or benched. Please see the Standard Details
for a graphic illustration. The lowest bench or key shall be a minimum of 15 feet wide and
at least 2 feet deep, into competent material as evaluated by the Geotechnical Consultant.
Other benches shall be excavated a minimum height of 4 feet into competent material or as
otherwise recommended by the Geotechnical Consultant. Fill placed on ground sloping
flatter than 5: 1 shall also be benched or otherwise overexcavated to provide a flat subgrade
for the fil I.
2.5 Evaluation/Acceptance of Fill Areas: All areas to receive fill, including removal and
processed areas, key bottoms, and benches, shall be observed, mapped, elevations
recorded, and/or tested prior to being accepted by the Geotechnical Consultant as suitable
to receive fill. The Contractor shall obtain a written acceptance from the Geotechnical
Consultant prior to fill placement. A licensed surveyor shall provide the survey control for
determining elevations of processed areas, keys, and benches.
3.0 Fill Material
\Olll 111'11
3.1 General: Material to be used as fill shall be essentially free of organic matter and other
deleterious substances evaluated and accepted by the Geotechnical Consultant prior to
placement. Soils of poor quality, such as those with unacceptable gradation, high
expansion potential, or low strength shall be placed in areas acceptable to the Geotechnical
Consultant or mixed with other soils to achieve satisfactory fill material.
3 .2 Oversize: Oversize material defined as rock, or other irreducible material with a maximum
dimension greater than 8 inches, shall not be buried or placed in fill unless location,
materials, and placement methods are specifically accepted by the Geotechnical
Consultant. Placement operations shal I be such that nesting of oversized material does not
occur and such that oversize material is completely surrounded by compacted or densified
fill. Oversize material shall not be placed within 10 vertical feet of finish grade or within
2 feet of future utilities or underground construction.
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFJCA TIONS
Page 4 of 6
4.0
"10\0 109-l
3.3 Import: If importing of fill material is required for grading, proposed import material shall
meet the requirements of Section 3.1. The potential import source shall be given to the
Geotechnical Consultant at least 48 hours (2 working days) before importing begins so that
its su itabi I ity can be determined and appropriate tests performed.
Fill Placement and Compaction
4.1
4.2
4.3
4.4
4.5
Fill Layers: Approved fill material shall be placed in areas prepared to receive fill (per
Section 3.0) in near-horizontal layers not exceeding 8 inches in loose thickness. The
Geotechnical Consultant may accept thicker layers if testing indicates the grading
procedures can adequately compact the thicker layers. Each layer shall be spread evenly
and mixed thoroughly to attain relative uniformity of material and moisture throughout.
Fill Moisture Conditioning: Fill soils shall be watered, dried back, blended, and/or mixed,
as necessary to attain a relatively uniform moisture content at or slightly over optimum.
Maximum density and optimum soil moisture content tests shall be performed in
accordance with the American Society of Testing and Materials (ASTM Test Method
D1557-91).
Compaction of Fill: After each layer has been moisture-conditioned, mixed, and evenly
spread, it shall be uniformly compacted to not less than 90 percent of maximum dry density
(ASTM Test Method D 1557-91 ). Compaction equipment shall be adequately sized and be
either specifically designed for soil compaction or of proven reliability to efficiently
achieve the specified level of compaction with uniformity.
Compaction of Fill Slopes: In addition to normal compaction procedures specified above,
compaction of slopes shall be accomplished by backrolling of slopes with sheepsfoot
rollers at increments of 3 to 4 feet in fill elevation, or by other methods producing
satisfactory results acceptable to the Geotechnical Consultant. Upon completion of
grading, relative compaction of the fill, out to the slope face, shall be at least 90 percent of
maximum density per ASTM Test Method D1557-91.
Compaction Testing: Field tests for moisture content and relative compaction of the fill
soils shall be performed by the Geotechnical Consultant. Location and frequency of tests
shall be at the Consultant's discretion based on field conditions encountered. Compaction
test locations will not necessarily be selected on a random basis. Test locations shall be
selected to verify adequacy of compaction levels in areas that are judged to be prone to
inadequate compaction ( such as close to slope faces and at the fil I/bedrock benches).
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADING SPECIFICATIONS
Pages of 6
4.6
4.7
Frequency of Compaction Testing: Tests shall be taken at intervals not exceeding 2 feet in
vertical rise and/or 1,000 cubic yards of compacted fill soils embankment. In addition, as a
guideline, at least one test shall be taken on slope faces for each 5,000 square feet of slope
face and/or each IO feet of vertical height of slope. The Contractor shall assure that fill
construction is such that the testing schedule can be accomplished by the Geotechnical
Consultant. The Contractor shall stop or slow down the earthwork construction if these
minimum standards are not met.
Compaction Test Locations: The Geotechnical Consultant shall document the approximate
elevation and horizontal coordinates of each test location. The Contractor shall coordinate
with the project surveyor to assure that sufficient grade stakes are established so that the
Geotechnical Consultant can determine the test locations with sufficient accuracy. At a
minimum, two grade stakes within a horizontal distance of I 00 feet and vertically less than
5 feet apart from potential test locations shall be provided.
5.0 Subdrain Installation
6.0
10"\CJ lll'II
Subdrain systems shall be installed in accordance with the approved geotechnical report(s), the
grading plan, and the Standard Details. The Geotechnical Consultant may recommend additional
subdrains and/or changes in subdrain extent, location, grade, or material depending on conditions
encountered during grading. All subdrains shall be surveyed by a land surveyor/civil engineer for
line and grade after installation and prior to burial. Sufficient time should be allowed by the
Contractor for these surveys.
Excavation
Excavations, as well as over-excavation for remedial purposes, shall be evaluated by the
Geotechnical Consultant during grading. Remedial removal depths shown on geotechnical plans
are estimates only. The actual extent of removal shall be determined by the Geotechnical
Consultant based on the field evaluation of exposed conditions during grading. Where fill-over-cut
slopes are to be graded, the cut portion of the slope shall be made, evaluated, and accepted by the
Geotechnical Consultant prior to placement of materials for construction of the fi ll portion of the
slope, unless otherwise recommended by the Geotechnical Consultant.
Leighton and Associates, Inc.
GENERAL EARTHWORK AND GRADI NG SPECIFICATIONS
Page 6 of 6
7.0 Trench Backfills
7.1 The Contractor shall follow all OHSA and Cal/OSHA requirements for safety of trench
excavations.
7.2 All bedding and backfill of utility trenches shall be done in accordance with the applicable
provisions of Standard Specifications of Public Works Construction. Bedding material
shall have a Sand Equivalent greater than 30 (SE>30). The bedding shall be placed to I
foot over the top of the conduit and densified by jetting. Backfill shall be placed and
densified to a minimum of 90 percent of maximum from I foot above the top of the
conduit to the surface.
7.3 The jetting of the bedding around the conduits shall be observed by the Geotechnical
Consultant.
7.4 The Geotechnical Consultant shall test the trench backfill for relative compaction. At least
one test should be made for every 300 feet of trench and 2 feet of fill.
7.5 Lift thickness of trench backfill shall not exceed those allowed in the Standard
Specifications of Public Works Construction unless the Contractor can demonstrate to the
Geotechnical Consultant that the fill lift can be compacted to the minimum relative
compaction by his alternative equipment and method.
OUTLET PIPES
4•t NON-PERFORATED PIPE,
100' MAX. O.C. HORIZONTALLY,
30' MAX. O.C. VERTICALLY
• SUBDRAIN INSTALLATION -Subdraln collector pipe shall be Installed with perforations down or,
unless otherwise designated by the geotechnlcal consultant. Outlet pipes shall be non-perforated
pipe. The subdraln pipe shan have at least 8 perforations uniformly spaced per foot. Perforation shall
be ¼8 to ½• If drilled holes are used. All subdraln pipes shall hav.e a gradient $ least 2% towards the
outlet
• SUBDRAIN PIPE -Subdrain pipe shall be ASTM D2751, SOR 23.5 or ASTM D1527, Schedule 40, or
ASTM 03034, SOR 23;5, Schedule 40 Polyvinyl Chloride Plastic (PVC) pipe.
• All outlet pipe shall be placed In a trench no wider than twice the subdrain pipe. Pipe shall be in soil
of SE>30 jetted or flooded in place except for the outside 5 feet which shall be native soil backfill.
BUTTRESS OR
REPLACEMENT FILL
SUBDRAINS •
GENERAL EARTHWORK AND GRADING [lj[}J,
SPECIFICATIONS U
STANDARD DETAILS D
◄/95
PROJECTED PlANE
1 TO 1 ~ FROM TOE
OF SLOPE TO APPACNED GAOUNO
NATURAL
GROUND
------
-
LOWEST BENCH
(KEY)
NATURAL
GROUND
~ -
2' MIN.
HEIGHT
CTED-------------~
,:_-:._-~
BENCH
HEIGHT
REMOVE
UNSUITABLE
MATERIAL
FILL SLOPE
FILL-OVER-CUT
SLOPE
KEY DEPTH
CUTfACE
8tW.I.. BE OONSTRJCTED PflOR
TO FU. PlACEMENT TO ASSURE
ADEQUATE OEOl.OOIC CONorT10NS
PROJECTED PLANE
1 TO 1 MAXIMUM FROM
TOE OF SLOPE TO
APPROVED GROUND
DESIGN SLOPE
CUT FACE
TO BE CONSTRUCTE0 PRIOR _..-
TO Fl.l PLACEMENT / /
NATURAL /
GROUND /
>/~
.c-
lCAL
CUT-OVER-FILL
SLOPE
For Subdrains See
Standard Detail C
NCH BENCH HEIGHT ~----i
2'MIN.
KEY DEPTH
KEYING AND BENCHING
BENCHN3 8HALL BE DONE WHEN SLOPES
ANGLE IS EQUAL TO OR GREATER THAN 5:1
MINIMUM BENCH HEIGHT SHALL BE 4 FEET
MINIMUM FILL WIDTH SHALL BE g FEET
GENERAL EARlliWORK AND GRADING [f][l]
SPECIFICATIONS U
STANDARD DETAILS A
REV. -4111 ,,ge
FINISH GRADE
---------------------------· --------------------------------------------------------· -----------------------------
-----------10' Mi°M.----COMPACTED Flu~---_:-...::. SLOPE ____________ £ _________________ _
FACE _-__.:-_-_:-_-_-_-_-__.:-_-_-__.:-___ -===================~ -----=---=:£n _____ ~=-----n---=-=-=-=-:::-a-----________ --------------------________ :;2: __ --------• ---------------=-=~-=-=-=-✓ _-_7-=~-=~~---=-=-=-= -=-=-:::.-=-=-=-=-=-=-=-=-=-::--=-:-------~----~-------n---------------a---------------------
________ -----co-------_-_-_-_-:... ~ ~----_-_-_--:70• MIN-.... __ ::z _________ --------_-_:-_-__ -------·
------~-------------=4• MIN :-:_--=~15' MIN ·-----_-_-_-:...-:-·
==-=-=-=-=-=-=-=/=~-=~ --=-=-=-=-=-=-=~~~-=~-=-=--=-:--=~--~~== ----~:Jf ~-~~-------::~~°t=-~== ===· ===~=---.••
------------------------------------.------~~OVERSIZE · -------------------:--· JETTED OR FLOODED
.:;._-...;;.._~---_-_-_WINDROW:-__.:-_-_-_-_-_-....::..-----·----_____ GRANULAR MATERIAL
• Oversize rock Is larger than e Inches
In largest dimension. •
• Excavate a trench In the compacted
fill deep enough to bury all the rock.
• Backfill with granular soil jetted or
flooded In place to fiU all the voids.
• Do not bury rock within 1 o feet "
finish grade.
• Windrow " buried rock shall be
parallel to the finished slope fiU. ELEVATION A-A'
PROFILE ALONG WINDROW
-A-----
--
-----~·~------________ a_ _____ _
JETTED OR FLOODED
GRANULAR MATERIAL
OVERSIZE
ROCK DISPOSAL
GENERAL EARTHWORK AND GRADING [ifJDJli SPECIFICATIONS U
STANDARD DETAILS B
4/95
NATURAL
x-GROUND
~
-----------------------------------------------------------------------------------------------------------------------------~~=-= --------------~ COMPACTED FILL:....-_-_--_-_-_--------------------------BENCHING --~ _ -----:-:-:-:-:-:-:--::::-:-::::-::-:--::::--::::--::::-:-:--REMOVE
.;:::,i~-~ UNSUITABLE ----------------
~--2~--
-------------------------------------------------
-----~------------~:n-'
\
\
CAL TRANS CLASS II
PERMEABLE OR #2 ROCK
(9FT.3/FT.) WRAPPED IN
FILTER FABRIC
FILTER FABRIC
...........
MATERIAL
FROM THE TOP
RY 6 FEET
(MIRAFI 140 OR .
APPROVED '-..coLLECTOR PIPE SHALL
EQUIVALENl) BE MINIMUM &-DIAMETER
CANYON SUBDRAIN OUTLET DETAIL
SCHEDULE 40 PVC PERFORATED
PIPE. SEE STANDARD DETAIL D
FOR PIPE SPECIFICATION
DESIGN
FINISHED
GRADE
PERFORATED PIPE
&•♦ MIN.
20' MIN.
NON-PERFORATED 5' MIN.
s•+ MIN.
CANYON SUBDRAINS
FILTER FABRIC
(MIRAFI 140 OR
APPROVED
EQUIVALENT)
#2 ROCK WRAPPED IN FILTER
FABRIC OR CAL TRANS CLASS II
PERMEABLE.
GENERAL EARTHWORK AND GRADING [][I]
SPECIFICATIONS c; U
STANDARD DETAILS C
_RETAINING WALL DRAINAGE DETAIL
WALL. WATERPROOFING
PER ARCH1t·ec f is·
SPECIFICATIONS
FINISH GRADE
NO-T TO SCALE
SPECIF ICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. Standard
Sieve Size
l"
3/4"
3/8"
No . 4
No. 8
No . 30
No. 50
No. 200
% Passing
100
90-100
40-100
25 -40
18-33
5-15
0-7
0-3
Sand Equ i val ent >75
SOIL BAC!(Fl.LL. COMPACTED .TO .
90 PERCENT;RELATIVE COMPACTION*
= --=::r ~~i==. i= --4_;::_;:: ;,cj::i=gi=~--
=---= -------tryi_fr---
7 -----=-=--=--..::...=-::..:--·
-, o oh°1 ==-=~~=~-=-o . '" ., r I ~~ ~~ ~:=-.
Io e· MIN.JP ~~~~.,. FILTER FABRtc· ENVELOPE· OVERLAP----=-= : · · -··---. · -·· -• ::::'.= (MIRAFI 140N OR APPROVED O O O ----• • • EQUIV~~~~T)'.-lrlr
()
0 0 • ----L 1: MIN.
~-(MIN:f DIAMETER PERFORATED -_::.,,,,,,--•• --~~...::...C...~----• I . 0
0 ·pv~ PIPE (SCHEDULE 40 OR
EQUIVALE.NT) WITH PERFORATIONS
ORIENTED: DOWN. AS DEPICTED
MINIMUM f PERCENT GRADIENT
• -=--=--=
TO SUITABLE OUTLET
s• MIN.
COMPETENT BEDROCK OR MATERIAL
AS EVALUATED BY THE GEOTECHNICAL
CONSULTANT
*BASED ON ASTM 01667
**IF CAL TRANS CLASS 2 PERMEABLE MATERIAL
(SEE GRADATION TO LEFT) IS USED IN PLACE OF
3/4•-1-112• GRAVEL, FILTER FABRIC MAY BE
DELETED. CAL TRANS CLASS 2 PERMEABLE
MATERIAL SHOULD BE COMPACTED TO 90
PERCEN1'--RELATIVE COMPACTION*
NOTE:COMPOSITE DRAINAGE PRODUCTS SUCH AS MIRADRAIN
OR J-DRAIN MAY BE USED AS AN ALTERNATIVE TO GRAVEL OR
CLASS 2. INSTALLATION SHOULD BE PERFORtv'ED IN ACCORDANCE
WITH MANUFACTURER'S SPECIACA TIONS.
STABILITY FILL / BUTTRESS DETAIL
OUTLET PIPES
4 • ~ NONPERFORATED. PIPE,
100' MAX. O.C. HORIZONTALLY,
30' MAX. O.C. VERTICALLY
==-==-= =.__-1::1 1~11
-~~::t=t==--" M~!!fJlf~= 1,1 °ti~L~J\en
---------=--SEE SUBDRAIN TRENCH
-~Cc~~ -=~=~~iiii~i;_=-~~=====~ LOWEST sue:::~~L SHOULD
--=-=-==-==-=-co"M-PXCY~P'==-==-==~-==-=-• BE s1TuATED As· Low As • POSSIBL~ to ALLOW
SUIT ABLE OUTLET
,--...,_ 1 O' MIN •
PERFORATED M EACH SIDE
NON-PERFOR
PIPE~CAP
I
.. Ill"' . ~ 11::; 11-OUTLET PIP
' KEY WIDTH I AS NOTED ON· GRADING PLANS T-CONNECTION DETAIL
314•-1-112·
CLEAN GRAVEL
(3fti3/ft. MIN.
4. ,a
NON-PERFORAT
• f5' MIN.
e• MIN.
OVERLAP
SEE T-CONNECTION .
DETAIL
4• ~
PERFORATED
PIPE PIP~==-::;>-~~~~~I
6ft ,M;NT --FILTER FABRIC
ENVELOPE (MIRAFI
140N OR APPROVED
EQUIVALENT)*
4• MIN.'
BEDDING
SUBDRAIN TRENCH DETAIL
NOTES:
* IF CAL TRANS CLASS 2 PERMEABLE
MATERIAL IS USED IN PLACE OF
314•-1-112:-GRAVEL, FILTER FABRIC
MAY BE DELETED
SPECIFICATIONS FOR CALTRANS
CLASS 2 PERMEABLE MATERIAL
U.S. St andard
Sieve Si ze
1"
3/4"
3/8"
No . 4
No . 8
No . 30
No. 50
No . 200
% Passing
100
90-100
40-100
25-40
18-33
5-15
0-7
0-3
Sand Eq uivalent>75
For buttress dimensions, see geotechnlcal •report/plans. Actual dimensions of buttress and. sub.drain
may be changed by the geotechnlcal consultant based on field conditions.
SUBDRAIN INSTALLATION-Subdraln pipe should be Installed with perforations down as depicted.
At locations r e commended by the geotechnlcah consultant. nonperforated pipe should be Installed
SUBDRAIN TYPE-Subdraln type should be Ac rylon trlle Butadlene Styrene (A.B.S.), Polyvinyl Chloride
(PVC) or approved equivalent. Class 125, SOR 32.5 should be used for maximum fill depths of 35 feet.
Class 200, SOR 21 should be used for maximum fill depths of 100 feet.
***********************
*
*
*
*
*
E Q F A U L T
Version 3.00
*
*
*
*
*
***********************
DETERMINISTIC ESTIMATION OF
PEAK ACCELERATION FROM DIGITIZED FAULTS
JOB NUMBER : 9 1051-016
JOB NAME : Legoland/Tent Site
CALCULAT I ON NAME : Test Run Analysis
FAULT-DATA-FILE NAME : CDMGFLTE .DAT
SITE COORDINATES :
SITE LATITUDE :
SITE LONGITUDE :
33 .1318
117 .3156
SEARCH RADIUS: 100 mi
DATE : 11-30-2000
ATTENUATION RELATION : 5) Boore et al. (1997) Horiz . -SOIL (310)
UNCERTAINTY (M=Median , S=Sigma): S Number of Si gmas : 1 .0
DISTANCE MEASURE: cd_2drp
SCOND: 0
Basement Depth: 1 .00 km Campbell SSR:
COMPUTE PEAK HORIZONTAL ACCELERATION
FAULT-DATA FILE USED : CDMGFLTE .DAT
MINIMUM DEPTH VALUE (km): 0.0
Campbell SHR :
EQFAULT SUMMARY
DETERMINISTIC SITE PARAMETERS
Page 1 -------------------------------------------------------------------------------
ABBREVIATED
FAULT NAME
-===----======-======-==========
ROSE CANYON
NEWPORT-INGLEWOOD (Offshore)
CORONADO BANK
ELSINORE-TEMECULA
ELSINORE-JULIAN
ELSINORE-GLEN IVY
PALOS VERDES
EARTHQUAKE VALLEY
SAN JACINTO-ANZA
SAN JACI NTO-SAN JACINTO VALLEY
NEWPORT-INGLEWOOD (L.A.Basin)
CHINO-CENTRAL AVE . (Elsinore)
SAN JACINTO-COYOTE CREEK
WHITTIER
ELSINORE-COYOTE MOUNTAIN
COMPTON THRUST
ELYSIAN PARK THRUST
SAN JACINTO-SAN BERNARDINO
SAN JACINTO -BORREGO
SAN ANDREAS -San Bernardino
SAN ANDREAS -Southern
SAN JOSE
PINTO MOUNTAIN
CUCAMONGA
SIERRA MADRE
SAN ANDREAS -Coachella
NORTH FRONTAL FAULT ZONE (West)
BURNT MTN .
CLEGHORN
NORTH FRONTAL FAULT ZONE (East)
EUREKA PEAK
SUPERSTITION MTN . (San Jacinto)
RAYMOND
CLAMSHELL-SAWPIT
SAN ANDREAS -1857 Rupture
SAN ANDREAS -Mojave
VERDUGO
ELMORE RANCH
SUPERSTITION HILLS (San Jacinto) I
HOLLYWOOD I
!ESTIMATED MAX . EARTHQUAKE EVENT
APPROXIMATE
DISTANCE
1-------------------------------
mi (km)
1 MAXIMUM I PEAK IEST. SITE
I EARTHQUAKE I SITE I INTENSITY
I MAG . (Mw) I ACCEL . g IMOD .MERC.
==============1==========1========== =========
4. 8 ( 7 . 7) I
6.8( 10.9)1
20 .8( 33 .5)
2 4.4 ( 39.2)
24 .4 ( 39.2)
35 .4 ( 56.9)
37 .5( 60.4)
42 .6( 68 .6)
47 .1( 75.8)
47 .9( 77 .1)
48 .1( 77 .4)
49 .0( 78.8)
51.8( 83.4)
53.3( 85 .7)
56.4 ( 90 .7)
57.8( 93.0)
60.5( 97.3)
61.3( 98 .6)
65.1( 104.7)
65 .7( 105.8)
65 .7( 105.8)
7 0.1 ( 112 .8)
72.6( 116 .9)
72 .7( 117 .0)
72 .8( 117 .1)
73.3( 118 .0)
76.8( 123 .6)
78.2( 125 .8)
79.0( 127 .2)
80 .8( 130 .1)
81.0( 130.3)
81.2( 130 .7)
81.9( 131.8)
82 . 2 ( 132. 3)
82.4( 132.6)
82 .4( 132 .6)
84 .4( 135.8)
84 .8( 136.5)
85 .9( 138 .2)
86 .4( 139.0)
6.9
6 .9
7 .4
6 .8
7 .1
6 .8
7 .1
6 .5
7.2
6 .9
6 .9
6 .7
6.8
6 .8
6 .8
6.8
6 .7
6.7
6 .6
7 .3
7 .4
6 .5
7.0
7 .0
7 .0
7 .1
7 .0
6.4
6.5
6 .7
6 .4
6 .6
6.5
6 .5
7 .8
7.1
6.7
6 .6
6.6
6. 4
0 .599
0. 4 92
0.290
0 .187
0.219
0 .141
0 .157
0 .104
0 .139
0 .117
0 .117
0 .126
0 .105
0 .103
0.098
0.117
0.107
0 .087
0 .079
0 .113
0 .119
0 .086
0.090
0.109
0 .109
0 .094
0.104
0 .062
0 .064
0 .086
0 .060
0 .067
0.076
0 .076
0.124
0.086
0 .083
0.064
0.064
0 .069
X
X
IX
VIII
IX
VIII
VIII
VII
VIII
VII
VII
VIII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VII
VI
VI
VII
VI
VI
VII
VII
VII
VII
VII
VI
VI
VI
DETERMINISTIC SITE PARAMETERS
Page 2
-------------------------------------------------------------------------------
I !ESTIMATED MAX. EARTHQUAKE EVENT
I APPROXIMATE 1-------------------------------
ABBREVIATED I DISTANCE I MAXIMUM I PEAK IEST . SITE
FAULT NAME I mi ( km) I EARTHQUAKE I SITE I INTENSITY
I I MAG . (Mw) I ACCEL . g IMOD .MERC .
================================i==============i========== ----=--------------
LAGUNA SALADA I 87.6( 140.9) 7 .0 0 .077 VII
LANDERS I 88 .2( 142.0) 7 .3 0 .090 VII
HELENDALE -S . LOCKHARDT I 89 .4( 143.9) 7 .1 0 .080 VII
SANTA MONICA I 91.2( 146.7) 6 .6 0 .074 VII
LENWOOD-LOCKHART-OLD WOMAN SPRGSI 93 .1( 149.9) 7 .3 0 .086 VII
MALIBU COAST I 93 .9( 151.1) 6 .7 0.076 VII
BRAWLEY SEISMIC ZONE I 94 . 3 ( 151. 7) 6. 4 0 . 053 VI
JOH NSON VALLEY (Northern) I 96 .1 ( 154 . 7) 6 . 7 0. 062 VI
EMERSON So. -COPPER MTN . I 96 .3( 155 .0) 6 .9 0.068 VI
SIERRA MADRE (San Fernando) I 97 .4 ( 156.7) 6 .7 0.074 VII
NORTHRIDGE (E. Oak Ridge) I 97 .6( 157.1) 6.9 0 .082 VII
SAN GABRIEL I 99 .2( 159.6) 7 .0 0.070 VI
ANACAPA-DUME I 99 .2( 159.6) 7 .3 0.100 VII
*********************************************** ********** ********************
-END OF SEARCH-53 FAULTS FOUND WITHIN THE SPECIFIED SEARCH RADIUS.
THE ROSE CANYON FAULT IS CLOSEST TO THE SITE.
IT IS ABOUT 4 .8 MILES (7.7 km) AWAY .
LARGEST MAXIMUM-EARTHQUAKE SITE ACCELERATION : 0 .5992 g
/
FIREMASTER
1525 S. MOONEY #E
VISALIA, CA 93277
HYDRAULIC CALCULATIONS
FOR
LEGOLAND
Carlsbad, CA 92008
FILE NUMBER: 075-015
DATE: 01-25-01
-DESIGN DATA-
OCCUPANCY CLASSIFICATION: Light Hazard
DENSITY : .10 gpm/sq .
AREA OF APPLICATION: 1559 sq. ft.
COVERAGE PER SPRINKLER: 131 sq. ft.
NUMBER OF SPRINKLERS CALCULATED: 13
TOTAL SPRINKLER WATER FLOW REQUIRED: 258.0 gpm
TOTAL WATER REQUIRED (including hose): 358.0 gpm
ft.
FLOW AND PRESSURE (@ BOR): 257.5 gpm @ . 52. 8
SPRINKLER ORIFICE SIZE: 1/2 inch
NAME OF CONTRACTOR: Firemaster
DESIGN/LAYOUT BY: Pete Griego/B. Westwood
AUTHORITY HAVING JURISDICTION: Carlsbad Fire Dept.
CONTRACTOR CERTIFICATION NUMBER: C-16 No. 555875
psi
CALCULATIONS BY HASS COMPUTER PROGRAM (LICENSE# 50060561
HRS SYSTEMS, INC.
ATLANTA, GA
I\
Node
Name
1THRU13
Spr.
K-fac.
5.50
)
EQUIVALENT K-FACTOR CALCULATOR
Press. Pipe dia.
(psi ) ( in)
7.0 1. 049
Pipe
Len. ( ft)
0.84
Ftgs. Total H-W Equiv.
Len. (ft) coef. K-fac.
ET 7.84 120 5.29
SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 1
Date: 02/05/2001 075-015.SDF
JOB TITLE: Legoland 60x80 Tent
WATER SUPPLY DATA
SOURCE STATIC RESID. FLOW AVAIL. TOTAL REQ'D
NODE PRESS. PRESS. @ PRESS. @ DEMAND PRESS.
TAG (PSI) (PSI) (GPM) (PSI) (GPM ) (PSI)
X 80 .0 75.0 993.0 79.2 357.5 63.2
AGGREGATE FLOW ANALYSIS:
TOTAL FLOW AT SOURCE 357.5 GPM
TOTAL HOSE STREAM ALLOWANCE AT SOURCE 100.Cl GPM
OTHER HOSE STREAM ALLOWANCES 0.0 GPM
TOTAL DISCHARGE FROM ACTIVE SPRINKLERS 257.5 GPM
NODE ANALYSIS DATA
NODE TAG ELEVATION NODE TYPE PRESSURE DISCHARGE
(FT) (PSI ) (GPM)
X ) 0.0 SOURCE 63.2 257.5
1 12.7 K= 5.29 8.7 15.6
2 17.7 K= 5.29 7 .6 14.6
3 22.7 K= 5.29 10.5 17.1
4 17 .7 K= 5 .29 20.9 24.2
5 12.7 K= 5.29 27.7 27.9
6 12.7 K= 5.29 9.5 16.3
7 17.7 K= 5.29 8 .4 15.4
8 22.7 K= 5.29 11.7 18 .1
9 17.7 K= 5.29 22.9 25.3
10 12.7 ----30.2 ---
11 12.7 K= 5.29 12.4 18.6
12 17.7 K= 5 .29 11. 7 18.1
13 22.7 K= 5.29 16 .7 21. 6
14 17.7 K= 5.29 22 .0 24.8
15 12.7 30.3 ---
A 10.8 43.2 ---
B 10.8 ----40 .5 ---
C 10.8 ----36.7 ---
D 10.8 35.1 ---
E 10.8 34.3 ---
F 10.8 ----34.0 ---
Rl 0.5 52 .8 ---
R2 0.5 51. 5 ---
BOR 0.5 ----52 .8 ---
BORl 0.5 ----53.0 ---
POC 0.5 ----54.0 ---
Ul 0.0 54.8 / ' ---
U2 0.0 ----56.7 ---
Dl 0.0 ----56.9 ---
D2 3.0 55.7 ---
D3 3.0 ----61. 7 ---
D4 0 .0 ----63.1 ---
..:....:. __
SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 2
Date: 02/05/2001 075-015.SDF
JOB TITLE: Legoland 60x80 Tent
PIPE DATA
PIPE TAG Q(GPM) DIA ( IN) LENGTH PRESS.
END ELEV. NOZ. PT DISC . VEL (FPS) HW (C) (FT) SUM .
NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI)
Pipe: 1 -15.6 1.049 PL 12.92 PF 1.1
1 12.7 5.3 8.7 15.6 5.8 120 FTG PE -2.2
2 17.7 5.3 7.6 14 .6 0.082 TL 12.92 PV 0.2
Pipe: 2 -30 .2 1.049 PL 13 .92 PF 5.0
2 17.7 5.3 7.6 14.6 11.2 120 FTG 2E PE -2.2
3 22.7 5.3 10.5 17.1 0 .279 TL 17.92 PV 0.8
Pipe: 3 -47.3 1.049 PL 12.92 PF 8.3
3 22.7 5.3 10.5 17.1 17.6 120 FTG PE 2.2
4 17.7 5.3 20.9 24.2 0 .640 TL 12.92 PV 2.1
Pipe: 4 -71.5 1. 380 PL 12.92 PF 4.7
4 17.7 5.3 20.9 24.2 15.3 120 FTG PE 2.2
5 12.7 5.3 27.7 27.9 0 .361 TL 12.92 PV 1.6
Pipe: 5. -99.4 1.380 PL 2.17 PF 5.4
5 V2 .7 5.3 27.7 27.9 21. 3 120 FTG T PE 0 .8
F 10.8 0.0 34.0 0 .0 0.664 TL 8.17 PV 3.1
Pipe: 6 -16.3 1.049 PL 12.92 PF 1.1
6 12.7 5.3 9 .5 16.3 6.0 120 FTG PE -2.2
7 17.7 5.3 8.4 15.4 0 .089 TL 12.92 PV 0 .2
Pipe: 7 -31.6 1 .049 PL 13.92 PF 5.4
7 17.7 5 .3 8.4 15 .4 11.7 120 FTG 2E PE -2.2
8 22.7 5.3 11. 7 18.1 0.304 TL 17.92 PV 0.9
Pipe: 8 -49.7 1 .049 PL 12.92 PF 9.1
8 22.7 5.3 11.7 18.1 18 .5 120 FTG PE 2 .2
9 17.7 5.3 22.9 25.3 0.702 TL 12.92 PV 2.3
Pipe : 9 -75.1 1.380 PL 12.92 PF 5.1
9 17.7 5.3 22.9 25.3 16.1 120 FTG PE 2.2
10 12.7 •• 0. 0 30.2 0.0 0.395 TL 12.92 PV 1. 7
Pipe: 10 -75.1 1.380 PL 2.17 PF 3.2
10 12.7 0.0 30.2 0.0 16.1 120 FTG T PE 0 .8
E 10.8 0.0 34.3 0.0 0.395 TL 8 .17 PV 1. 7
Pipe : 11 -18.6 1.049 PL 12.92 PF 1.5
11 12.7 5.3 12.4 18.6 6.9 120 ..FTG PE -2.2
12 17.7 5.3 11. 7 18.1 0.114 TL 12.92 PV 0 :3
. Pipe : 12 -36.7 1.049 PL 13.92 PEY , 7 -~
12 17.7 5.3 11. 7 18.1 13 .6 120 FTG 2E PE -2.2
13 22.7 5.3 16.7 21. 6 0.399 TL 17 .92 PV 1.2
Pipe: 13 -58.3 1.380 PL 12.92 PF 3.2
13 22.7 5.3 16.7 21.6 12.5 120 FTG PE 2.2
14 17 .7 5 .3 22.0 24.8 0.247 TL 12.92 PV 1.1
SPRINKLER SYSTEM HYDRAULIC ANALYSIS Page 3
Date: 02/05/2001 075-015.SDF
JOB TITLE: Legoland 60x80 Tent
PIPE DATA (cont.)
PIPE TAG Q(GPM) DIA ( IN) LENGTH PRESS.
END ELEV. NOZ. PT DISC. VEL(FPS) HW(C) (FT) SUM.
NODES (FT) (K) (PSI) (GPM) F.L./FT (PSI)
Pipe: 14 -83.1 1 .380 PL 12.92 PF 6.2
14 17.7 5.3 22 .0 24.8 17.8 120 FTG PE 2.2
15 12.7 0.0 30.3 0 .0 0.477 TL 12.92 PV 2.1
Pipe: 15 -83 .1 1.380 PL 2.17 PF 3.9
15 12.7 0.0 30.3 0.0 17.8 120 FTG T PE 0.8
D 10.8 0.0 35.1 0.0 0.477 TL 8.17 PV 2 .1
Pipe: 16 -99 .4 2 .635 PL 10.00 PF 0 .3
F 10.8 0.0 34.0 0 .0 5 .8 120 FTG PE 0.0
E 10.8 0.0 34.3 0 .0 0.028 TL 10.00 PV 0.2
Pipe: 17 -174.4 2.635 PL 10 .00 PF 0 .8
E 10.8 0.0 34.3 0.0 10.3 120 FTG PE 0.0
D 10.8 0 .0 35.1 0 .0 0.081 TL 10.00 PV 0.7
Pipe: 18 -257.5 2 .635 PL 10.00 PF 1. 7
D J!O .8 0.0 35.1 0.0 15.1 120 FTG PE 0 .0
C 10.8 0.0 36 .7 0.0 0.166 TL 10.00 PV 1.5
Pipe: 19 -257.5 2 .635 PL 5.92 PF 3.8
C 10.8 0.0 36.7 0.0 15.1 120 FTG T PE 0.0
B 10.8 0.0 40 .5 0.0 0 .166 TL 22.92 PV 1.5
Pipe: 20 -257.5 2.635 PL 4.08 PF 2.7
B 10.8 0.0 40.5 0 .0 15.1 120 FTG 2L PE 0 .0
A 10.8 0.0 43.2 0.0 0.166 TL 16 .08 PV 1.5
Pipe: 21 -257.5 2.635 PL 7.50 PF 3.9
A 10 .8 0.0 43.2 0.0 15.1 120 FTG LB PE 4.5
R2 0.5 0.0 51.5 0.0 0.166 TL 23.50 PV 1.5
Pipe: 22 -257 .5 2.635 PL 1. 67 PF 1. 3
R2 0.5 0.0 51. 5 0.0 15.1 120 FTG L PE 0.0
Rl 0.5 0.0 52 .8 0.0 0.166 TL 7.67 PV 1.5
Pipe: 23 -257.5 4.260 PL 0.50 PF 0.0
Rl 0.5 0.0 52.8 0.0 5.8 120 FTG PE 0.0
BOR 0.5 0.0 52.8 0.0 0.016 TL 0.50 PV 0.2
Pipe: 24 -257.5 4 .220 PL 3.50 PF 0.2
BOR 0 .5 0 .0 52.8 0.0 5.9 140 FTG L PE 0.0
BORl 0.5 0 .0 53.0 0.0 0 .013 TL 14.50 ·pv 0 :2
Pipe: 25 ' . -257.5 4.220 PL 36.00 P:s>' ,1.0
BORl 0.5 0.0 53.0 0.0 5.9 140 FTG TG PE 0.0
POC 0.5 0.0 54.0 0.0 0.013 TL 76.00 PV 0.2
Pipe: 26 -257.5 4.220 PL 37 .50 PF 0.6
POC 0.5 0.0 54.0 0.0 5.9 140 FTG L PE 0.2
Ul 0.0 0.0 54.8 0.0 0.013 TL 48.50 PV 0.2
·-· •. -
SPRINKLER SYSTEM HYDRAULIC ANALYSIS
Date: 02/05/2001
Page 4
075-015.SDF
JOB TITLE : Legoland 60x80 Tent
PIPE DATA (cont.)
PIPE TAG Q{GPM) DIA(IN) LENGTH PRESS.
END ELEV. NOZ.
NODES ( FT) (K)
PT DISC. VEL(FPS) HW(C) (FT)
(PSI) (GPM) F.L./FT
SUM.
(PSI)
Ul
U2
U2
Dl
Dl
D2
D3
D2
D3
D4
D4
X
Pipe: 27
0.0
0.0
Pipe: 28
0.0
0.0
Pipe: 29
0.0
3.0
Pipe: 30
3.0
3.0
Pipe: 31
)3. o
0.0
Pipe: 32
0.0
0.0
NOTES:
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0 .0
SRCE
54.8
56.7
56.7
56.9
56.9
55.7
61.7
55.7
61. 7
63.1
63.1
63.2
-257.5
0.0 5.9
0.0
-257.5
0.0 2.7
0.0
-257.5
0 .0 2 .7
0.0
4.220 PL 140.00 PF
140 FTG L PE
0.013 TL 151.00 PV
6.280 PL 120.00 PF
140 FTG L PE
0.002 TL 136.00 PV
6 .-280 PL
140 FTG
0.002 TL
6.00
T
58 .00
PF
PE
PV
FIXED PRESSURE LOSS DEVICE
0.0 6 .0 psi, 257.5 gpm
0.0
-257 .5
0 .0 2.7
0.0
-257 .5
0.0 2.7
(N/A)
6.280 PL
140 FTG
0.002 TL
6 .280 PL
140 FTG
0.002 TL
6.00
L
22.00
25.00
TG
82.00
PF
PE
PV
PF
PE
PV
1.9
0.0
0.2
0.2
0.0
0.0
0.1
-1. 3
0.0
0.0
1. 3
0.0
0.1
0.0
0.0
(1) Calculations were performed by the HASS 6.5 .0 computer program
under license no. 50060561 granted by
HRS Systems, Inc.
4792 Lavista Road
Tucker, GA 30084
(2) The system has been balanced to provide an average
imbalance at each node of 0 .002 gpm and a maximum
imbalance at any node of 0 .057 gpm.
(3) Velocity pressures are printed for information only, and are
not used in balancing the system. Maximum water velocity
is 21.3 ft/sec at pipe 5.
.. •• ... ._.;.-... -......... .c ....... ,:.. •
SPRINKLER SYSTEM HYDRAULIC ANALYSIS
Date: 02/05/2001
JOB TITLE: Legoland 60x80 Tent
(4) PIPE FITTINGS TABLE
Pipe Table Name: STANDARD.PIP
MATERIAL: S40 HWC: 120
Equivalent Fitting Lengths in Feet
Page 5
075-015.SDF
PAGE: A
Diameter
(in) E T L C B G A D
1.049
1.380
PAGE: B
Diameter
(in)
2.635
4.260
)
PAGE: D
Diameter
( in)
4.220
6.280
Ell Tee LngEll ChkVlv BfyVlv GatVlv AlmChk DPVlv
N
NPTee
2.00 5.00 2.00 5.00 6.00
5.00
3.00 6.00 2.00 7.00 6.00
6.00
MATERIAL: THNWL HWC: 120
Equivalent Fitting Lengths
E T L C B
Ell Tee LngEll ChkVlv BfyVlv
N
NPTee
8.00 17.00 6.00 19.00 10 .00
17.00
13.00 26.00 8.00 29.00 16 .00
26.00
MATERIAL: DIRON HWC: 140
Equivalent Fitting Lengths
E T L C B
Ell Tee LngEll ChkVlv BfyVlv
18 .00 36.00 11.00 39.00 22.00
24.00 52. 00 16.00 55.00 17.00
1.00 10.00
1.00 10.00
in Feet
G A
GatVlv AlmChk
1.00 14.00
3.00 26 .00
in Feet
G N
GatVlv NPTee
4.00 36 .00
5.00 52 .00
10.00
10.00
D
DPVlv
14.00
13.00
,..,_,.;,,..,:_
SPRINKLER SYSTEM HYDRAULIC ANALYSIS
Date: 02/05/2001
Page 6
075-015.SDF
JOB TITLE: Legoland 60x80 Tent
WATER SUPPLY CURVE
84+
I *\\\\\\\\\\\\\\\\\\\\\ I o \\\\\\\\\\\\\\\\\\\\\
77+ \\\\\\\\\\\\\\\\\\\\\
70+
63+
P 56+
R
E
s
S 49+
u
R
E
42+
(
p
s
I 35+
)
28+
21+
14+
7+
X
)
LEGEND
X = Required Water Supply
63.22 psi@ 357.5 gpm
0 = Available Water Supply
79.24 psi@ 357.5 gpm
75.0 psi@ 993 gpm-> *
Flow Test Point
/ '
0++-+---+----+-----+----7-+--------+--------+---------+-----------+
200 300 400 500 600 700 800 900 1000
FLOW (GPM)
... 1/25/2001 11:33 AM FROM: (510) 471-4441 R.C. Hartnett _AsSOClates TO: +l (5591 6351965 PAGE: 002 OF 004
ES-709DCDA
For Non Health Hazard Applications
Job Name _______________ _
Job Location ______________ _
Engineer ________________ _
Approval ________________ _
Series 709DCDA
Doub I e Check Detector
Assembly Backflow Preventer
Sizes: 3", 4", 6 ", 8", 10"
(80, 100, 150, 200, 250mm)
Series 709DCDA is designed exclusively for use in accor-
dance with water authority containment requirements. It is
mandatory to prevent the reverse flow of fire protection sys-
tem substances. i.e. glycerin wetting agents, stagnant water
and water of non-potable quality from being pumped or si-
phoned into t~e potable water line.
BENEFrfs: Detects leaks ... with emphasis on the cost
ot unaccountable water; incorporates a meter which allows
the water utility to.
• Detect leaks underground that historically create great
annual cost due tu waste.
• It provides a detection point for 1.:nauthorized use. It
can help locate illegal taos.
Modular check design concept facilitates maintenance and
assembly access. All sizes are standardly equipped with resil-
ient seated OS&Y shutoff valves, ¥ax¼ (16 x 19mm) meter
and ball type test cocks,
FEATURES
• Booy construction fused epoxy coated cast iron.
• Replaceable bronze seats.
• Maximum flow at low pressure drop.
• Compact for economy combined with performance.
• Design simplicity for easy m&mter:ance.
• Furnished withs~ x 3/4 (16 x 19rnm) meter Model 25, bronze.
No special tools required for serticing.
SPECIFICATIONS
A double check detector backflow preventer shall be installed
on fire protection systems when connected to a potable water
supply. Degree of hazard present is determined by the local
authority having jurisdiction. The unit shall be a complete as-
sembly including UL listed resilient seated OS&Y shutoff
valves and test cocks. The unit shat! be UL/FM approved with
UL/FM approved OS&Y shutof' valves. The auxiliary line shall
consist of an approved backnow preventer and water meter.
The assembly shall meet the basic requirements of ASSE
1048; AWWA Std. C510 for Double Check Valves. Approved
by the Foundation for Cross-Connection Control and Hydrau-
• lie Research at the University of Southern California and shall
be a Watts Regulata Company Series 709DC0A OSY.
Contractor ________________ _
Approval _________________ _
Contractor's P.O. No. _____________ _
Representative _______________ _
CHECK ASSEMBLY MODULE
Features a modular desigr> concept which facilitates complete
maintenance ano assembly by retaining t.he spring load.
First and second dleck valve spring modues are not ,nterchangeable.
Now Av,11l,1ble,
W attsBox Insulated Enclosures.
ror mmi, ,nformallnn. \Pfld for rs-WB"' fS-WE-T
A L6AD6R IN VALV6 T6CHNOJ.Ol1Y ,l)EW■WAI ·IS" ,,,,., ig REGULATOR
... .. . .... . -· ·-..... .-........ ~ .. --,--..-
-Since 1 B7•----Walls Industries, Inc. -
Water Product• Division• Slflty & ContralValvu
USA: 815 Chestnut Street, North Andover, MA 01845,;iOSS
Canada: 543S North Service Road. Burlington. Ortario L 7L 5.Y7
• l/25/ZOOl U:33 Al< FROM: {510) 47l-H4l ;;..:;. Hartn-att _Associates '!'C,: +l {5!>9) 6351965 PAGE: 004 OF v!J•
0
0
0
0
CAPACITY
•Typical maximum system ftow rate (7 .5 ~./Sac.)
100
380
100
380
zoo
760
5 7.5
1.5 Z.3
JOO
1140
400 gpm
1520 1pm
fps
mps
200 JOO 400 500 600 gpm
760 1140 1520 1900 2280 1pm
5 7.5 fps
1.8 2.3 mps
) f riltlT I l11 ltt1 11
0 200 400 600 800 1000 1200 1400 gpm
O 760 1520 2280 3040 3800 4560 5320 1pm
0
0
5 7.5 fps
1.8 2.3 mps
400 800
1520 3040
5
, .8
1200
4560
7 .5
2.3
1600
6080
2000
7800
gpm
1pm
fps
mps
0 400 800 1200 1600 2000 2400 2800 3200 3600 gpm
0 1520 3040 4560 6080 7600 9120 10,640 12,160 13,680 1pm
5 7~ ~s
1.8 ~3 mps
Wans product speci~cations in U.S. customary units and rrietric· are approximate ar.o are provided ror reference only. Watts reserves the right !b
change or moOify product design, construction. specifications, or materials wi1hout prior notice ar,d without incurrmg any obligation to meka such
char.ges and modlncarions on Watts products previously or subsequently sold. ._
./
3
1/25/2001 11 :33 All FROM: (510) 471 -4441 R.C. Hartneet _Associates 70 : +l (5591 6351965 ?AGE: 003 OF 004
MATERIALS
Size 3" to 10·• (76-250mm) have epoxy coated cast iron body,
replaceaoie brcnzP. seat and disc holder; stainless steel trim
and durable. tight-seating rubber check valve discs.
All sizes furnished with bronze body ball valve test cocks, out-
side stem and yoke (OS&Y) shutoff valves UL/FM lis:ed. No.
709DCDA bypass line unit consists of an approved No. 007
double clieck valve and Sfa x ¥, 116 x 19mm) water meter.
AVAILABLE MODELS
Suffix:
OS&Y • outside stem & yoke resilient seated
gate 'Jalves
CFM • with cubic feet per minute
GPM • with gallons per minute meter
LF • less gate valves (4. -10"}(100-250mm)
PRESSURE -TEMPERATURE
Sizes 3" through 10" (76-250mm) are suitable for supply pres-
sures up to 175 psi (12.06 bars) and water temperatures to
110°F (43°C) constant, 140°F (60°C) intermittent
STANDARDS
A\'VWA Standard C510
CSA 8.64, ASSE 1048
UL Classified file No. EX 3185
APPROVALS
@ ® ®
~~
\/@~
Wit" OS&V gete salves.
AWWA, CSA, UL Classified, FM a;iprovcd
Approved by t!ie foundation for Cross-Connection Control
and Hydraulic Research at the University of Sou,hern Califor-
nia. (Sizes 4" through 1 O" {100-250mm) approved for horizon-
tal and vertical ·now up". Size 3" (76mm) approved for hori-
zontal only.)
Factcry Mutual approved 4" • 10" vertical "now up".
IMPORTANT: INQUIRE WITH GOVERNING AUTHORITIES
FOR LOCAL INSTALLATION REQUIREMENTS.
) DIMENSIONS • WEIGHTS
--r-i s
I -'--
t
---------1-----E---
i
C
Open
l If--'-------L ---------i ----------A----------
Size (DN) A
In. I mm in. mm
~80 40 1016 , I ioo s2 1321
6 I 150 ! 62¼ 1588
8 200 i 75 1905
10 j 250 j 90 I 2286
2
Dimensions I Weight
c I E I F I L R s r u· ! oS& Y1
in. mm I in. I mm in. I mm in. mm in. mm in. nvn in. I mm in. mm lbs. kgs.
18'k 479 121 305 8 203 11 24 61Q 14 356 71h 191 3 1 76 14 356 190 86
22¼ 578 17 432 9 229 34 864 15 381 9 229 6 152 14 356 403 183
301k 765 21 533 10'h 267 1 41'h 1054 16 406 11 279 7'h I 191 16 406 727 330
37¼ 1959 26 f560 111h 292 11 52 11321 17 432 13 330 9 I 229 21 533 1327 602
45¥, 11162 32 813 13 330 64 11626 1s 4s1 15 406 i 10¼ I 260 25 s3s 2093 949
• Service clearance for check assembly from center.
1UL/FM approved backflow preventers must include UL/FM approved OS&Y.
April 16, 1998
1. PRODUCT NAME
VIKING MicrofastHP® Model M
Quick Response Sprinklers
Styles available: Upright, Pendent, and
Horizontal Sidewall
2. MANUFACTURER
THE VIKING CORPORATION
210 N. Industrial Park Road
Hastings, Michigan 49058, U.S.A.
Telephone: (616) 945-9501
(800) 968-9501
Fax Number: (616) 945-9599
From outside the U.S.A.:
Telephone: +1 (616) 945-9501
Fax Number: +1 (616) 945-9599
3. PRODUCT DESCRIPTION
The Viking MicrofastHP® Model M Quick
Response Sprinkler is a small, thermo-
sensitive glass-bulb spray sprinkler for
use with water wor!<ing pressures
ranging from the mi_pimum 7 PSI (48,3
kPa) up to 250 PSI (1 724 kPa) for
high-pressure systems. The high
pressure (HP) sprinkler can be iden-ff:": tified by locating the number "250" on '2~ 0~~i~e~~:~~stHP®Model M Quick Re-
sponse Sprinklers are available in up-
right, pendent, and horizontal sidewall
styles with several finishes and tem-
perature ratings to meet design require-
ments. The special polyester and Tef-
lon® coatings can be used in decorative
applications where colors are desired.
In addition, these two finishes are corro-
sion resistant and provide protection
against many corrosive environments.
The pip cap and sealing assembly of the
sprinkler are held in place by a rugged
3mm glass bulb. During fire conditions,
when the temperature around the sprin-
kler reaches it's operating_ temperature,
. the heat-sensitive liquid in the glass bulb
expands, causing the bulb to shatter,
releasing the pip cap and sealing spring
assembly. Water flowing through the
sprinkler orifice strikes the sprinkler de-
flector, forming a uniform spray pattern
to extinguish or control the fire.
--4 .• TECHNICAL DATA
See approval chart (page 41 c) for list of
approvals ..
Glass-bulb fluid temperature rated to
-65oF (-55oC). •
Minimum operating pressure: 7 PSI
(48,3 kPa)
Rated to 250 PSI {1 724 kPa) water
working pressure.
Form No. F _081296
-·-------
TECHNICAL DATA
~¥'1f?'-"~~t°-~'r•••"::• •• I -• ~, .. , ' ""r ~•r <,
;; ...... -;.
1::
Sprinkler 41 a
MicrofastHP® MODEL M
QUICK RESPONSE
SPRINKLERS
,, ... ~, . , .; : .. i:1-~"
v!J:.~r:;.~~{L.:~. ~!··~ ;,~i~~~~
Sprinkler
Temperature
Classlflcatlon
Nominal Sprinkler
Temperature Rating
Fusi
Max. Ambient
Tem . Allowed1
Max. Recommended
Amble .2
Bulb
Color
Ordina Oran e
Ordina Red
Intermediate Yellow
Intermediate Green
Hi h 266"F 130"C Blue
Sprinkler Finishes: Brass. Bright Brass, Chrome-Enloy11 (patents pending), WMe Polyester',
Navajo Polyester3, Black Polyester', and Black Te0oni>l
'Based on National Fire Prevention and Control Administralion Contract No. 7-34860.
2Based on NFPA-13. Other Rmijs may apply depending on fire loading, sprinkler location, and other
· Authority-Having-Jurisdiction requirements. Refer to specific installation standards.
3 The Corrosion-Resistant Coatings have passed standard corrosion tests required by particular approving
agencies. Refer to the approval chart. These tests cannot and do not represent all possible corrosive
environments. Prior to installing, verify through the end user that the coatings are compatible or suitable
for the proposed environment. The coatings indicated are applied to the e,cposed elClerior surfaces only.
Note: The spring is e,cposed on the Te0on~-coated sprinkler and on the polyester-coated sprinkler.
Factory tested hydro statically to 500 PSI
(3 448 kPa).
Spring: USA Patent No. 4,167,974
Bulb: USA Patent No. 4,796,710
Testing: USA Patent No. 4,831,870
Minimum.operating pressure: 7 PSI
(48,3 kPa)
Materials:
Frame -Brass Castings UNS-C84400
Deflector -Brass UNS-C26000
Bushing -Brass UNS-C36000
Bulb -Glass, nominal 3mm diameter
Seal -Teflon• tape
Spring -Nickel alloy
Screw -Brass UNS-C36000
Pip Cap -Copper UNS-C14500
• Polyester-Coated Sprinklers:
Spring -Nickel alloy, exposed
Screw -Brass UNS-C36000
Painted for appearance only.
Pip~ap -Copper UNS-C14500
Teflon•-Coated Sprinklers:
Spring -Nickel alloy, exposed
Screw -Brass UNS-C36000
Painted black for appearance only.
Pip Cap -Copper UNS-C14500
Teflon• Coated
Accessories:
Sprinkler Wr~nches:
Standard Wrench: Part No.
05000CM
Wrench for coated and recessed
Viking Microfast«' and MicrofastHP®
Sprinklers: Part No. 07398W
(1/2" ratchet required)
Refer to "Sprinkler Accessories·· for approved
escutcheons and other accessories.
5. AVAILABILITY AND SERVICE
Viking sprinklers are available through a net-
work of domestic, Canadian, and interna-
tional distributors. See the Yellow Pages of
.the telephone directory (listed under "Sprin-
klers-Automatic-Fire'') or write to The Viking
Corporation.
6. GUARANlEES
For details of warranty, refer to Viking's cur-
rent list price schedule or contact Viking di-
rectly.
7. INSTALLAllON .
WARNING: Viking sprit)kl~I} ·are banu-
factured and tested to meet the rigid
requirements of approving agencies.
The sprinklers are designed to be in-
stalled in accordance with recognized
installation standards. Deviation from
:::•: ;:• .. ::~~-",· •,·
Replaces sprinkler page 41 a-d, dated March 17, 1997.
(updated approved finish and escutcheon lists, and
added 10mm sprinklers on page 41 c).
.....
• ~pri'nkter 41 b
the standards or any alteration to the
sprinkler after it leaves the factory in-
cluding, but not limited to, painting, plat-
ing, coating, or modification, may render
the sprinkler inoperative and will auto-
matically nullify the approval and any
guarantee made by The Viking Corpora-
tion.
A. Sprinklers are to be installed in ac-
cordance with the latest published
standards ofthe National Fire Protec-
ti on Association, Factory Mutual,
Loss Prevention Council, Assemblee .
Pleniere, Verband der Sachver-
sicherer or other similar organiza-
tions, and also with the provisions of
governmental codes, ordinances,
and standards whenever applicable. -
The use of quick response sprinklers
may be limited due to occupancy and
hazard. Refer to the Authority Having
Jurisdiction prior to installation.
B. Sprinklers must be handled with care.
They must be sjored in a cool, dry
place in their cfriginal shipping con-
tainer. Never install sprinklers that
have been dropped, damaged in any
way, or exposed to temperatures in
excess of the maximum ambient
temperature allowed. Never install
any glass-bulb sprinkler if the bulb is
cracked or if there is a loss of liquid
from the bulb. If a glass bulb lacks
the appropriate amount of fluid, it
should be set aside and returned to
Viking (or an authorized Viking dis-
tributor) for analysis as soon as pos-
sible. If the sprinkler is not returned
to Viking, it should be destroyed im-
mediately.
C. Corrosion-resistant sprinklers must
be installed when subject to corrosive
atmospheres. When installing corro-
sion-resistant sprinklers, take care
not to damage the corrosion-resis-
tant coating. Use only the special
wrench designed for installing· coated
Viking sprinklers (any other wrench
may damage the unit).
D. Use care when locati11g sprinklers
near fixtures that can generate heat
Do not install sprinklers where they
_ will be exposed to temperatures that
exceed the maximum recommended
ambient-temperature for the tem-
perature rating used.
E. The sprinklers must be installed after the piping is in place to prevent me-
chanical damage. Before installation,
be sure to have the appropriate sprin-
I
TECHNICAL DATA
kier model and style, with the proper
orifice size, temperature rating, and
response characteristics.
1. Install escutcheon (If used), which is
designed to thread onto the external
threads of the sprinkler. For pendent
sprinklers listed for recessed installa-
tion, refer to approval chart (page
41 c). Viking pendent sprinklers, listed
for recessed installation, are for use
with the Viking Model E-1 Recessed
Escutcheon only.
2. Apply a small amount of pipe-joint
compound or tape to the external
threads of the sprinkler only, taking
care not to allow a buildup of com-
pound in the sprinkler inlet.
3. Install the sprinkler on the piping using
the special sprinkler wrench only, tak-
ing care not to over-tighten or damage
the sprinkler operating parts. DO NOT
use the denector to start or thread the
sprinkler into a fitting.
F. After installation, the entire sprinkler
system must be tested in accordance
with the recognized installation
standards. Viking MicrofastHPf> ·
Model M Quick Response Sprinklers
may be hydrostatically tested at a
maximum of 300 PSI (2 069 kPa)
for limited periods oftime (two ho_urs),
for the purpose of acceptance by the
Authority Having Jurisdiction. The
test is applied after the sprinkler in-
stallation to ensure that no damage
has occurred to the sprinkler during
shipping and installation, and to
make sure the sprinkler has been
properly tightened. If a thread leak
should occur, normally the sprinkler
must be removed, -new pipe-joint
compound or tape applied, and then
reinstalled. This is due to the fact that
when. the joint seal is damaged, the
sealing compound or tape is washed
outofthejoint Airtesting (do not ex-
ceed 40 PSI [276 kPa]) the sprinkler
piping prior to testing with water may
be considered in areas where. leak-
age during testing must be pre-
vented. Refer to the Installation
Standards and the Authority Having
Jurisdiction.
G. Sprinklers must be protected from
mechanical damage. Wet pipe sys-
tems must be provided with adequate
heat. When installing quick re-
sponse sprinklers on dry systems,
refer to the Installation Standards
and the Authority Having Jurisdiction.
April 16, 1998
MicrofastHP® MODEL M
QUICK RESPONSE
SPRINKLERS
8. MAINTENANCE
NOTICE: The owner is responsible for
maintaining the fire-protection system
and devices in proper operating condi-
tion. For minimum maintenance and in-
spection requirements, refer to the Na-
tional Fire Protection Association Pam-
phlet that describes care and mainte-
nance of sprinkler systems. In addition,
the Authority Having Jurisdiction may
have additional maintenance, testing,
and inspection fequirements which must
be followed.
A. Sprinklers must be inspected on a
regular basis for corrosion, mechani-
cal damage, obstructions, paint, etc.
The frequency of the inspections may
vary due to corrosive atmospheres,
water supplies, and activity around
the device.
B. Sprinklers that have been painted or
mechanically damaged must be re-
p I aced immediately. Sprinklers
showing signs of corrosion shall be
tested and/or replaced immediately
as required. Quick response sprin-
klers that are 20 years old shall be
tested and/or replaced as required .
Sprinklers-that have operated cannot
be reassembled or re-used, but must
be replaced. When replacing sprin-
klers, use only new sprinklers.
C. The sprinkler discharge pattern is critical
for proper fire protection. Nothing should
be hung from, attached to, or otherwise
obstruct the discharge pattern. All ob-
structions must be immediately removed
or, ·if necessary, additional sprinklers in-
stalled.
D. \Nhen replacing existing sprinklers, the
system must be removed from service.
Refer to the appropriate system descrip-
tio~ and/or valve instructions. Prior to re-
moving the system from service, notify all
Authorities Having Jurisdiction. Consid-·
eration should be given to employment of
a fire patrol in the affected area. •
1. Remove the system from service, drain
all water, and relieve all pressure on
the piping.
2. Using the special sprinkler wrench, re-
move the old sprinkler and install the
new unit Care must be taken to en-
sure that the replacement sprinkler is
the proper model and style'-and has
the appropriate Qllfice, size, lempera-
ture rating, arid response charac-
teristics. A fully stocked spare sprinkler
cabinet should be provided for this
purpose.
(continued on page 41 d)
• .
-~ •
April 16, 1998 Sprinkler 41 c
TECHNICAL DATA
MicrofastHP® MODEL M
QUICK RESPONSE
SPRINKLERS L--------------_____________ __.
MicrofastHP®
MODEL M 3mm GLASS BULB
QUICK RESPONSE SPRINKLERS
STANDARD ORIFICE UPRIGHT AND PENDENT
Thread Nominal Deflector Nominal Overall
Size Orifice Style K Factor Length
NPT BSP nch.,., mm DescriotionBase P/N1 US Memcl Inches mm UL C.UL
112· 15mm 1/2 15 Uoriaht 066618 5.5 79 2.3 58 A2 A2
112• 15mm 1 /2 15 Pendent5 06662B 5.5 7 9 2.3 58 AZX B2Y AZX B2Y
SMALL ORIFICE6 UPRIGHT AND PENDENT
Thread Nominal Deflector Nominal Overall
Size Orifice Stvle K Factor Lenath
NPT BSP lncheslmm Descriotion Base P/N1 usiMetric8I lnchesbm. UL C.UL
1/2" 15mm 3/8 -Pendent4,5 067188 2.7 3,9 2.7 69 A2.X,82Y AZX,82Y
1/2" 15mm 3/8 -Uoriaht4 067178 2.71 3,9 2.7 69 A2 A2
-10mm -10 Upright 069318 -1 5,8 2.3 58 A2 -
-Hemm -10 Pendent6 069328 -5,8 2.3 58 AZX,B2Y -
STANDARD ORIFICE
r--Temperature KEY
i ~ Finish A 1 x-Escutcheon (Pdt. Sprinkler Only)
Approval2
FM NYC3 VDS LPC
Approval2
FM NYC3 VDS LPC
----
----
----
----
HORIZONTAL SIDEWALL FOR INSTALLATION 4" (102 mm) TO 12" (304 mm) BELOW CEILINGS
Thread Nominal Deflector Nominal Overall
Size Orifice Style K Factor Lenqth
NPT BSP lncheshim DescriotionlBase P/N1 US :Metric8 lncheslmm UL C.UL
1 /2" 15mm 1 /2 15 Horizontal 09533 5.5 I 7 9 I 2.5 64 AZX B2Y AZX 82Y
SMALL ORIFICE6
HORIZONTAL SIDEWALL
Thread Nominal Deflector Nominal Overall
Size Orifice Stvle K Factor Lena h
NPT BSP lnches!mm Descriotionisase P/N1 US 1Metric8 Inches mm UL C.UL
112· I 15mm 3/8 -Horizontal4 10035 2.7 I 3,9 2.5 64 AZX, B2Y AZX, B2Y
APPROVED TEMPERATURES
A. 135•F (57°C). 155°F (68°C),
175"F (79°C), 200?F (93°C),
28_s•F (141°C)
e . 135°F (57°C), 1 ss°F (68°c),
175°F (79°C), 200°F (93°C)
APPROVED FINISHES
1 -Brass and Chrome-Enloy411
2 -Brass, Bright Brass, Chrome-Enloy411, V\itiite
Polyester7, Navajo Polyester7, Black
Polyester7, and Black Tefton~7
Approval2
FM NYC3 • VOS LPC
Approval2
FM NYC3 VOS LPC
APPROVED ESCUTCHEONS
X •.Standard surface or F-1 Adjustable
Escutcheon9
Y -Standard surface or F-1 Adjustable
Escutcheon, or Recessed with the
E-1 Recessed Escutcheon
FOOTNOTES
1 Base part number shown. For complete part number, see price list.
'! This chart shows the listings and approvals available at the time of printing. Other approvals are in process. Check with the manufacturer
for any additional approvals.
3 Approval by the New York City Board of Standards and Appeals is pending ~
4 The ~rinkler frame is identified with the nominal orifice size, and the deflector has a protruding pintle. The sprinkler orifice is bushl!(1.
5 Refer to *Sprinkler Accessories· for approved escutcheons and other accessories. / ,
5 lfmited to light-hazard, hydraulically calculated wet systems. ,
7 Listed as corrosion-<esistant sprinkler.
8 Metric K Factor shown is for use when pressure is mea~red In kPa. Wien pressure is measured in BAR, multiply the metric K Factor
shown by 10.0, • _,_ • • -• ----•
9 The Model F-1 Adjustable Escutcheon is considered a surface-mounted escutcheon because it does not allow the fusible element of the
sprinkler to be recessed behind the face of the wall or ceifing. •
Sprinkler 41 d
3. Place the system back in service and
secure all valves. Check and repair all
leaks.
E. Sprinkler systems that have been sub-
jected to a fire must be returned to service
TECHNICAL DATA
as soon as possible. The entire system
must be inspected for damage and re-
paired or replaced as necessary. Sprin-
klers that have been exposed to corrosive
products of combustion or high ambient
April 16, 1998
MicrofastHP® MODEL M
QUICK RESPONSE
SPRINKLERS
temperatures, but have not operated,
should be replaced. Refer to the Authority
Having Jurisdiction for minimum replace-
ment requirements.
Ceiling Hole Size
,-----2-5/16" (58,7 mm) minimum-----,
• 2-1 /2" (63,5 mm) maximum r
I 1 -3/ 4''
(44,45mm)
I '
Microfast HP®Model M
Pendent Sprinkler
Installed with 1 /8" (3, 1 mm)
Escutcheon
2-11/16"
(68,3mm)
1-3/ 4"
(44,5mm)
Maximum
1 -1 /8"(28,Smm)
Minimum
Figure A
2-7/16~
I i
-~'~--... ~~::;t~i;];:.::n:::,
i
Microfast Hf® Model M
Pendent Sprinkler
Installed with
Model E-1 Recessed
Escutcheon
t
1-5/8"
(61,9mm)
Minimum ·
Ceiling Hole Size
2-5/16" (58,7 mm) minimum
2-1/2" (63,5 mm) maximum
2-1/4"
(57,2mm)
Maximum
Viking
Microfost HP® Model M
Horizontal Sidewall Sprinkler
~ose Part Number 09533
Viking Microfost HP® Model M
Horizontal Sidewall Sprinkler
Bose Port Number 09533
Installed with 1 /8" (3.1 mm)
Escutcheon
Viking Microfost HP® Model M
Horizontal Sidewall Sprinkler
Bose Port Number 09533
Installed with 4.
Model E-1 R✓cessed
Escutcheon
Replaces sprinkler page 41 a-d, dated March 17, 1997
(updated approved finish and escutcheon lists, and .
added 10mm sprinklers on page 41 c).
I
Figure B
Form No. F _081296
,.•:0:-.
'. ·-:::::::::·
Flow Test Record
Test Hydrant
Location
Hydrant JD No. _____ Size Main ____ _
Static............. /0
Residual......... 15'
Pressure Drop.. .{ (PDI 1) ..... K factor for PDI 1 ). 31
Flow Hydrant(s)
Hydrant 1 location. ___ /l/:......:..=t_ef'-ll--.1./0-~...a;....,at}:""-'---'o/~-~_..,_...,.;.~....:_::_· _ __._ __
Hydrant 2 location ___________________ _
Hydrant 3 location ___________________ _
Hydrant 1 Pitot -------.J5' PSI GPM: 915"
PSI Hydrant 2 Pitot ______ _ GPM:
PSI GPM: Hydrant 3 Pitot. ______ _
Total: t/ ~5'"
Calculated test and flow data -
Static:.................... jO
Desired Residual....... 20
(Ql)
OxPD2 k =Q2
PDl*k
Size of Orifice
Size of Orifice
Size of Orifice
.J' I.J-
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Pressure Drop (PD 2).. t;O ................................. K factor PD 2: __ 1_._/_,J-__
q °I 5' x q_ /.J-divided by .;J.31 equals_ 3 1 '/ ') GPM at 20 psi residual
Q 1 PD 2 k PD 1 k Q 2
Comments: ----------------------------
Test conducted for :
Conducted by: ______________________ _
Date: I µ5 / 0 / Time: __ /_(}_: o_o __