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NOTICE AND CALL OF A
SPECIAL MEETING OF THE REDEVELOPMENT AGENCY
OF THE CITY OF MOORPARK
TO THE MEMBERS OF THE REDEVELOPMENT AGENCY OF THE CITY OF
MOORPARK:
NOTICE IS HEREBY GIVEN that a Special Meeting of the Redevelopment Agency of
the City of Moorpark is hereby called to be held on Wednesday, February 7, 2007,
commencing at 5:00 p.m. Said meeting will convene in the Community Center located at
799 Moorpark Avenue, Moorpark, California.
Said Special Meeting shall be for the purpose of considering the following:
1. CALL TO ORDER:
2. ROLL CALL:
3. PUBLIC COMMENT:
4. PRESENTATION /ACTION /DISCUSSION:
(AT THIS POINT IN THE MEETING, THE AGENCY WILL RECESS AND RECONVENE
THE MEETING FOR A TOUR AT 192 HIGH STREET)
A. Tour of Agency Owned Properties at 192 High Street the Train Station
Facade and Adjacent Buildings.
B. Consider Authorizing Staff to Begin the Process of Razing Two Buildings and
Four Silos Located at 192 High Street. Staff Recommendation: Authorize
staff to secure and repair Building No. 3, and begin the CEQA process for the
review of impact relating to the demolition of Building No. 1, Building No. 2 and
four silos. (Staff: David Moe)
SPECIAL MEETING NOTICE — Redevelopment Agency
February 7, 2007
Page 2
5. ADJOURNMENT:
Dated: February 6, 2007.
Deborah S. Traffenstedt, Clt Clerk
Any member of the public may address the Agency during the Public Comments portion of the Agenda, unless it is
a Public Hearing or a Presentation /Action /Discussion item. Speakers who wish to address the Agency concerning
a Public Hearing or Presentations /Action/ Discussion item must do so during the Public Hearing or
Presentations /Action /Discussion portion of the Agenda for that item. Speaker cards must be received by the City
Clerk for Public Comments prior to the beginning of the Public Comments portion of the meeting and for
Presentation /Action /Discussion items priorto the beginning of the first item of the Presentation /Action /Discussion
portion of the Agenda. Speaker Cards for a Public Hearing must be received prior to the beginning of the Public
Hearing. A limitation of three minutes shall be imposed upon each Public Comment and Presentation/
Action /Discussion item speaker. A limitation of three to five minutes shall be imposed upon each Public Hearing
item speaker. Written Statement Cards may be submitted in lieu of speaking orally for open Public Hearings and
Presentation /Action /Discussion items. Copies of each item of business on the agenda are on file in the office of
the City Clerk and are available for public review. Any questions concerning any agenda item may be directed to
the City Clerk at (805) 517 -6223.
In compliance with the Americans with Disabilities Act, if you need special assistance to review an agenda or
participate in this meeting, including auxiliary aids or services, please contact the City Clerk's Division at (805)
517 -6223. Upon request, the agenda can be made available in appropriate alternative formats to persons with a
disability. Upon advance notification of the need for disability- related modification or accommodation, reasonable
arrangements will be made by City staff to provide accessibility to the meeting (28 CFR 35.102- 35.104; ADA Title II).
STATE OF CALIFORNIA )
COUNTY OF VENTURA ) ss
CITY OF MOORPARK )
AFFIDAVIT OF POSTING
I, Maureen Benson, declare as follows:
That I am the Deputy City Clerk of the City of Moorpark and that a notice for a Special
Meeting of the Redevelopment Agency of the City of Moorpark will be held Wednesday,
February 7, 2007, commencing at 5:00 p.m. at the Moorpark Community Center, located at
799 Moorpark Avenue, Moorpark, California.
A copy of said Notice was posted on February 6, 2007, at a conspicuous place at the
Moorpark Community Center, 799 Moorpark Avenue, Moorpark, California.
I declare under penalty of perjury that the foregoing is true and correct.
Executed on February 6, 2007.
Maureen Benson, Deputy City Clerk
ITEM 4.A.
CITY OF MOORPARK, CALIFORNIA
Redevelopment Agency Meeting
.a -'I - a 00
ACTION: /iii A�'d lit
Tour of Agency Owned Properties at 192 High Street. the Train
Station Facade and Adjacent Buildings. (Tour will commence
at 192 High Street.)
No Agenda Report
000001
'T"z OF MfiO€3.PARK, CALIFORNIA
Re levelopment Agency Meeting
ITEM 4 • `5 -
ACTION _ RPARK REDEVELOPMENT AGENCY
AGENDA REPORT
To: Honorable Agency Board of Directors
From: David C. Moe II, Redevelopment Manager
Date: February 2, 2007 (Special Agency Meeting of 2/7/07)
Subject: Consider Authorizing Staff to Begin the Process of Razing Two
Buildings and Four Silos Located at 192 High Street
BACKGROUND
The agricultural buildings located at 192 High Street were modified in 1979 to
partially resemble the original Moorpark train station constructed in April 1900.
The original depot was located further west along the tracks closer to Moorpark
Avenue until it was removed after a fire in the 1960's. In 1975, Julius Goldman's
Egg City leased the property from the Southern Pacific Transportation Company
for the construction of a number of buildings and silos to handle and mill grain for
animal and poultry feed. The S &K Ranch - Fairview Foods applied the wood
siding to two of the buildings as a part of a required modification to control dust
and to improve their appearance from High Street.
DISCUSSION
On August 7, 1994, the Redevelopment Agency of the City of Moorpark
( "Agency ") acquired the land and structures from the Ventura County
Transportation Commission for redevelopment purposes. The Agency has
leased portions of the property, which extends from Moorpark Avenue to the
north Metrolink parking lot, to various businesses until a plan for redevelopment
could be formulated. Unfortunately, a number of the buildings on the property
are in poor condition and need to be removed.
At the request of the Agency, the City's Building and Safety Department
inspected the buildings and found that the structural integrity of the back wall of
building No. 2 has been severely compromised. The Building Official reported
that the bottom one to two feet of the wooden posts supporting the roof structure
have rotted and are failing by compression. The bottom plates that these
posts rest on have also deteriorated to the point where they no longer support
the post. Also observed were failing wooden catwalks between the silos. An
inspection of the steel silos found them to be sub - standard under the provisions
of the building code requiring structural improvement or removal. A structural
inspection of the other buildings at 192 High Street was also recommended.
000002
The Agency retained Holmes Enterprises, Inc., a Moorpark structural engineering
firm, to conduct an analysis of the three buildings and four silos. The engineering
report (Attachment 1) states the most easterly building, or Building No. 1 on
Attachment II, requires repairs "which would most likely not be economically
feasible" considering the intended use and occupancy for the property. Building
No. 2 (southwesterly building) is considered a severe safety hazard and the
report strongly recommended that this building, vertical conveyors and catwalk
be removed as soon as possible. The vertical conveyors, elevated wooden
platform and catwalk surrounding the four silos have completely deteriorated.
Shelter - challenged individuals are sleeping throughout the various buildings
including on the elevated platform which could collapse causing serious injury to
anyone on or underneath the catwalk. The four silos still have a considerable
amount of grain stored in them, which is providing a food source for the rodents
that infest the complex. The four silos are missing anchor bolts and are not fully
seated to their foundations. The engineer was not able to confirm if the
remaining anchor bolts have been secured properly to the foundation. Seeing
there are no future intended uses for the silos, it is recommended that they be
removed to prevent overturning in the event of high winds or seismic activity.
Building No. 3, which is the two story station facade, was not included in the
detailed analysis performed. However, the engineer did suggest that blocking
should be added to the wood frame perimeter walls and that hold downs
(anchors) to the foundations are needed. This building is intended to remain until
a developer is ready to build on the site.
ENVIRONMENTAL DOCUMENTATION
The demolition of the buildings at 192 High Street is considered a "project" under
the California Environmental Quality Act ( "CEQA "), requiring preparation of an
Initial Study to determine if significant impacts would result from project
implementation. If no significant environmental impacts would result, a Negative
Declaration or Mitigated Negative Declaration would be prepared. If a
potential significant environmental impact may result, and mitigation is not
identified in the Initial Study, an Environmental Impact Report could be required
to evaluate the project impacts, potential mitigation measures, and project
alternatives. The Negative Declaration, Mitigated Negative Declaration, or
Environmental Impact Report would have to be prepared and released for public
review before this project can be approved. The recommended action is not an
approval of the demolition; it would only give direction to staff to begin the
process, which includes preparation of an Initial Study. Approval of the
demolition would be returned for consideration 'after the environmental
documentation is complete.
000003?
STAFF RECOMMENDATION
Authorize staff to secure and repair Building No. 3, and begin the CEQA process
for the review of impact relating to the demolition of Building No. 1, Building No. 2
and four silos.
Attachment I: Engineer's Report
Attachment ll: Buildings on 192 High Street
000004.
ATTACHMENT
4401mas
1SnteJ*Prises inc.
Inc.
(805) 532 -1571
FAX (805) 532 -1596
City of Moorpark
799 Moorpark Avenue
Moorpark, CA 93021
Attn: Hugh Riley
RE: 192 High Street
Moorpark, CA 93021
.._
ssistant Ch manager's Office
January 25, 2007
Page 1 of 9
On January 23, 2007, our firm performed a structural inspection of existing
buildings at referenced address. The property consists of three buildings and
four steel grain silos (see photos No. 1 through 8). At the time of our inspection,
there were several transients occupying Building 3.
BUILDING NO. 1
The most easterly building is approximately 140 feet in length by 40 feet in width
with an eave height of 14 feet and consists of a pre- engineered metal building
with metal roofing and metal siding. The building was constructed on an
elevated foundation, approximately 3'6" above the natural ground. It appears
that the elevated portion was constructed with perimeter block retaining wall,
after which it was backfilled to the bottom of the slab upon which a concrete slab
was placed. The 3' to 3'6" retaining portion of the perimeter wall has remained
plumb and shows no sign of stress other than areas where anchor bolts have
caused the masonry to split away from the face, exposing anchor bolts. It 00000S
Page 2 of 9
appears that the most easterly 40' of the building was the original building and
the westerly portion was added on afterward. There is a cold joint in the block
foundation and the slab at this location. This building has an approximately
3.5:12 pitch in the roof with a ridgeline running in an east -to -west direction in the
center of the building.
This building consists of pre- engineered structural frames spaced at 20 feet on
centers with '/2" diagonal rod "X bracing" in three bays of the roof, two bays of the
north wall (with one brace broken), and three bays of the south wall. The end
walls consist of portal frames. The siding and roofing is attached to "z" and "c"
channels which span between the steel frames (photos 9 through 21). Several of
the anchor bolts have pulled away from the footing rendering them useless
(photos 22 through 25).
ANALYSIS AND CONCLUSION:
We performed a structural analysis of the steel frames and found that they are
over - stressed by a factor of 5% to 200% (based on UBC `97 Code) depending on
which portion of the member is analyzed (photos 17 through 22). The frames
could be strengthened by adding additional horizontal bracing to the top and
bottom flanges of the horizontal members and adding plates to the inside and
outside flanges of the vertical members, in addition to larger base plates and
anchor bolts. This would require removal of the siding and roofing panels, which
would most likely not be economically feasible.
0000VC
Page 3 of 9
BUILDING NO. 2
The most westerly building on the north side of the property is approximately
150' in length by 37' in width with a 14' eave height. This building has the
perimeter walls resting on an 8" wide curb, approximately 5" above the floor slab.
The depth of the foundation and actual width is unknown. The slab within the
building was poured separate from the foundation as a floating slab. This
building has walls constructed of 2x6 studs spaced at 30" on center with 46
studs supporting metal pipe roof trusses spaced at 10' on center (photos 26
through 35). This roof also has an approximate 3.5:12 pitch with a ridge in the
center running in an east -to -west direction. The tubular roof trusses are braced
by 2x6s at each end to the 4x6 wall posts angling at approximately 45 degrees
from vertical with two bolts into the roof trusts. The trusses are connected to the
46 supporting post with a 1/8" steel plate approximately 3 -1/2" x 6" in length,
which are nailed to the face of the 4 "x6" with four 16- penney nails and the plate
welded to the bottom of the truss cord. This connection is inadequate to resist
lateral forces. The roof trusses are cross - braced (x- braced) every fourth bay by
2" tubing to the top and bottom cord of the truss. In between the roof trusses are
2x6 wooden purlins running in an east -to -west direction spaced approximately
16" on center over which '/2" plywood is nailed, over which felt paper is placed,
over which composition roofing is applied. At the ridgeline, there is no blocking
necessary to provide an adequate diaphragm action of the roof system. In
addition to no blocking at the ridgeline, there is also no blocking at the eave line
00000"Y"
Page 4 of 9
which is necessary to provide adequate diaphragm action. The south, west and
east walls of the building are covered by corrugated metal siding placed
horizontally which provides no lateral resistance. The north wall of the building
was most likely covered with metal siding at one time but has since been
replaced by 5/8 tongue- and - groove siding placed horizontally. This siding has no
horizontal blocking at its joints making it inadequate for horizontal resistance.
The concrete floor slab has remained relatively level and shows signs of only
minor cracking most likely due to shrinkage or very minor movement. On the
south wall of this building, there is a substantial amount of siding which has been
blown off on the bottom portion of the building (photo 36) which has resulted in
the deterioration of the sill plate which was not treated wood. The posts have
deteriorated to such an extent that the bottom of the posts have been displaced
as much as 1" from the foundation (photos 37 through 43). This sill plate has
anchor bolts embedded in it approximately 4' on center. The sill plate and many
of the studs, including the 4x6 studs supporting the roof trusses, have
deteriorated to such an extent they no longer have any bearing capacity.
Additionally, the sill plate can be moved horizontally with very little effort due to
its deteriorated condition. The studs on the north wall are in similar condition, but
not as severe. There are also moderate horizontal cracks extending vertically
downward in the concrete curb /footing (photo 44). These cracks vary from 1' to
8' apart, indicating there has either been settlement in the foundation or lateral
separation. This cracking in the foundation also occurs on the east end of the
0000OS
Page 5 of 9
building. We were unable to determine the condition of the foundation at the
west side of the building due to the fact that it is covered.
On the very west end of this building there is an additional 30' two -story building
extending to the west which is constructed of wood studs with metal siding on the
south and west side and wood siding on the north and east side. This portion of
the building was inaccessible at the time of our inspection. However, there are
areas on the south side where the siding is missing exposing extremely rotted
supporting structure (photo 45). The two -story structure is approximately half the
width of the building. The interior walls of this portion were constructed on the
slab with no foundation beneath it. The walls consists of 2x4s laid flat
overlapping each other at the corners (photo 46), with the upper portion
consisting of approximately 2x4 studs spaced at 24" on center. This structure
was used as a two -story grain storage structure and is inadequately designed for
its intended use. Structural enforcement was added on and this structure has
also failed. There are also several nonstructural smaller 7' to 8' wooden
structures within the building which are not of concern or structural importance.
On the very west end of this building there is an opening approximately 15' in
width at the center of the building. This opening is supported by a 2x10 header
which is completely inadequate to support the remaining structure above. There
is also a small basement at the northwest end of this building approximately 5' in
depth, which contains two sets of vertical grain conveyors
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Page 6 of 9
that extend to above the roof (photos 47 through 51). These vertical elevators
consist of 21" x 13 ", 12 gauge sheet metal columns that extend 37' -4" above the
floor and support a metal catwalk and conveyor system (photos 52 through 55)
that feeds the two story building to the north. These columns are anchored by six
3/8" bolts to a sheet metal box in a 6 foot depressed portion of the floor slab.
These columns are dependant on the roof for lateral support. Since the roof
diaphragm is inadequately constructed, the sheet metal columns are inadequate
for supporting the catwalk structure above and should be completely removed as
they are a hazard in the event of a seismic occurrence.
ANALYSIS AND CONCLUSION:
We performed an analysis of the tubular roof trusses an determined that they are
30% under - designed. In addition, the wood framing system and curb /footing has
deteriorated to such a degree it is not salvageable. We strongly recommend
this building, vertical conveyors and catwalk be removed as soon as
possible as it is a severe safety hazard.
SILOS:
To the west of Building 2 are four 14' diameter steel grain storage tanks 39 feet
high (photos 56 and 57). We were not able to determine the depth of the
foundation of this structure (photos 58 and 59). On the southerly end of the
easterly tank there is an anchor bolt that has been exposed due to cracking of
the foundation (photo 60). This anchor bolt shows substantial rusting and
000010
Page 7 of 9
deterioration in addition to being improperly embedded in the concrete. There are
also areas where the base angle of the tanks has severely eroded (photos 61
and 62). Many of these anchor bolts do not have nuts or the nuts are not fully
seated to their base anchors with as much as a 1" separation (photos 63 and 64).
At the east end of the east two tanks there is approximately Y2" settlement of the
tanks (photos 65 and 66) The inside of the tanks still have grain remaining in
them up to as high as 6'.
There is a second -floor wooden structure built surrounding the tanks that has
completely deteriorated (photos 67, 68 and 69). People have been sleeping on
this elevated area and there are holes in the floor and the framing system has
completely deteriorated and is a hazard.
ANALYSIS AND CONCLUSION:
We strongly recommend the elevated wooden platform, vertical conveyors
and catwalk be removed as soon as possible as it is a severe safety hazard.
Analysis of the silos shows that the tanks can overturn in the event of high winds
or seismic event IF they are not anchored, but are stable with the existing anchor
bolts provided the anchor bolts have a proper embedment and the foundation is
adequate. Since we were unable to confirm the latter, we would recommend
removal of the silos if there is no future intended use for them.
000011
Page 8 of 9
BUILDING 3:
The most northwesterly building was built to appear as a train depot, is
approximately 129' by 17'4" (photos 70 through 74). This building was used as a
scale house and truck grain loading area in the past. The westerly half 57 feet has
a 12' eave height with exterior walls constructed of 4x6 posts at 24" on center
which support ceiling joists of 24" on center and 2x6 roof rafters at 24" on center
(photo 83). The eastern half of the building is a two -story structure, the second
floor being 17' above ground and the overall height being 35'. On the north side of
the building there is a 5 foot roof overhang supported by 4x4 wooden posts. Some
of these posts have deteriorate at their base due to contact with the ground (photo
75). The first floor walls are constructed of 2x4 studs at 24" on center. In addition,
there are four steel wide flange frames which support two steel tanks on the
second floor (photos 76 through 82). These tanks were used to store grain for
loading into the trucks below. The second floor is constructed of 2x6 floor joists at
24" on center overlain by Y2" CDX plywood unblocked. The walls are constructed
of 2x4 studs at 24" on center, which support an open beam ceiling exposed and
the roof is constructed of 2x6 rafters at 24" on center overlain by '/2" sheeting.
The shear walls are covered with1x6 lap siding unblocked. The ridge of the roof
is an 8" deep steel beam supported in three places by a metal structure which is
supported by the steel frames on the first floor. 1x6 collar ties are spaced at 10' on
center. There are two 11 foot high steel tanks (8' 2" x 8' 2" and 17' x 8'2") on the
second floor which encompass the majority of the floor area (photo 84). The tanks
have tapered hoppers on their bottom side to supply grain to trucks below. The
tanks are supported by the steel frames on the first floor and appear to be empty.
000012
Page 9 of 9
ANALYSIS AND CONCLUSION:
No detailed analysis of this building was performed since we are unsure of its
future use. However, we feel that the building could be salvaged by removing the
steel tanks, adding plywood and blocking to the perimeter walls and hold downs to
the foundation. The second floor would also require blocking at the plywood joints
and blocking would need to be added along the ridge line. If you desire further
analysis, kindly advise us of same.
Very truly,
Dan Holmes
Holmes Enterprises, Inc.
Attachment: Photo album
QROFESS�G `.
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No. 2476<,?
Exp: 12/31/07
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ATTACHMENT 11
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