HomeMy WebLinkAbout901 Oakridge Dr - Special Inspections/Engineering - 02/13/19979 p l 00tkV;J3e O VI*Ue'
95aoG+
13 February 1997
City of Ft. Collins
Building Department
281 North College Avenue
Ft. Collins, Colorado 80524
Re: Miramont Sports Center
Job No. 2452.0
Ladies or Gentlemen:
FEB 181997
RNF Consultants was retained by Vaught Frye Architects as structural
consultants for the contract document and construction administration
phases of the Miramont Sports Center project, recently constructed at
the site by Baldwin Construction Company. Structural drawings have
been prepared under my direction and permits were obtained using
documents bearing the seal and signature of Ronald N. Frickel, P.E..
Foundation systems were designed in accordance with the recommndations
contained in the Soil Report by Water, Waste & Land, Inc., dated Sept.
27, 1993. Verification of soil bearing material for foundation support
was made by the consulting soils engineer.
According to our contract for services and as is standard in the
structural engineering profession, RNF Consultants has reviewed shop
drawings and samples submitted by the contractor for general
conformance to the design concept of the project. During the course of
construction, RNF Consultants personnel made periodic site observa-
tions, when contacted by the contractor, to observe the construction
progress and quality of the work and to determine whether the items
observed were in general conformance with the design intent of the
construction documents. Items requiring correction have been brought
to the attention of the contractor for implementation. On the basis of
our on -site observations as an engineer, we have endeavored to guard
the owner against apparent defects and deficiences in permanent work
constructed by the contractor, but we do not guarantee the performance
of the contractor, nor are we responsible for any possible failure of
the contractor to execute the work in accordance with the construction
contract. Our findings were reported in the form of inspection memos
addressed to the Architect for distribution and are attached for your
information. Dates of these inspections-were-2 August 1995, 11 August
1995, 11 September 1995, 5 October 1995, 11 October 1995 and 1 December
1995.
RI �F CONSULTANTS • STRUCTURAL ENGINEERS • 11290 W. ALAMEDA • LAKEWOOD COLO. 80226.303.986 1546
2 August 1995
SITE OBSERVATION MEt70
TO: Gary Dennison
Vaught Frye Architects
FROM: Ron Frickel
RNF Consultants
Re: Miramont Tennis/Fitness Center
Job No. 2452.3
The project site was visited with the following observations:
1. Concrete foundation and grade wall construction was proceeding.
In general, the east side of the tennis area has been completed,
including grade wall, pilasters and building frame anchor bolts.
A portion of the south wall has been completed, primarily
footings are poured but no grade wall. Footings have been poured
around most of the fitness center area. Some remaining work was
left at the north end of this area.
2. Pad footings had been installed in the area between the two
buildings. No grade wall construction had yet started there.
3. Workmen were in the process of forming and locating reinforcing
on the north end of the tennis area towards the west end. All
reinforcing observed appeared to have adequate cover, was
properly positioned, and in general securely tied to form ties at
these locations.
4, At the southeast tens iv -court corner, the top and bottom grade
wall bars, which had projected from the end of the pour located a
few feet west of the corner, had been cut off with a projection
of 8" to 10". This is not adequate to provide development
through a splice. It will be necessary to drill and epoxy addi-
tional reinforcement. The two top bars can be replaced with 2
- #5 bars located approximately 2" below the existing projecting
bars. These should be drilled a minimum of 2' into the concrete
and should project a minimum of 2' beyond. One bottom bar was
not cut, this can remain as long as straightened. The bottom bar
which was cut should be replaced with a #6 bar embedded 2'-3"
and projecting 2'-3" located no more than 2" higher than the
original bar. It is important to thoroughly clean the drilled
holes before installing the epoxy for this to be acceptable.
In general, the other items observed appeared to be competently
completed and in general conformance to the design intent of the
construction documents.
-onald n. frickel • structural engineer • 11290 w. alameda • lakewood Colo. 80226 •303 •9861546
Y
021111%97 12:27 -&970 484 0454 1�RRACON FIC
Dare October 4, 1995
Baldwin Construction
301 East Lincoln
Fort Collins, Colorado 80624
Attention. Mr. Albert Hamill
Ra: Miramont Sports Center
JOG Nc, 20951075
Gentlemen:
we are iransmotlnq ® nerewith
C under sapaoate cover --copies of the
= Field Data !'C laboratory Data
C; Report
Pegaroinq'
Compacted Fills -Boring
Logs
I-oot,ngs -
Location Ulagram
— Drilled Piers
Sal Samples
F,les
Rock Gore Sampie5
_ Concrete
Construction Material
_ Aspnalt
Samples
Roofing
Moisturo-Donsity
_ Aggregate
Consolidation
= Non-destructive Testing Z
Triex!s! Compression
of Steel C
Permeability
_ Non-destructive Tasting C
Field Boring Logs
of Concrete to
structural Steel
Grain Size Analysis
4J u 4:
Irerracon
oONSULTANTS WESTERN. INC.
CM71649 "CRATORIES DIVISION
P.O. Ogg .503• 701 N. Howes
Port Comma. Colarndo 00822
(279) 484k259 Fax (970) 494-0454
Geologic Report of
0 Seismic Survey
❑ Resistivity Survey
7, Site Rock Conditions
❑ Aggregate Development
Ceneral information
❑ TBChnlcal Exporli6A
❑ Hesumes
U Otner
U Report will follow under
separate cover
On -site observation services were provided ❑ Full time F1 Part tirnd
We have not been asked to Interpret the data or to make design and/or construction wcornmendaiions based
pn Toe Clara, and cannot assume respons!billty or llabllity for Interpretation of this date by olners
Rama*s:
Your, truly,
TER'R/A�CO�N CONSULTANTS WESTERN, INC.
Mike t. Walker, CET
Manager of Construction Services
in:bn iR-aT-aa-t
--- -- -------------------------
02/11'27 12;27 IT970 184 0454 TERRACON FTC
Date: 9126/95 Page 1 of 1
234 Aspen Circle
Golden, Colorado 80403 inepex J/N: 9567
Bus; 941.9272
Client J/N: 20951076
Project Name; Miramont Tennis do Fitness Center, Vt. Collins, CO
(Ment's Name: umpire Laboratories Contractor: Baldwin Construction
Description of Work. VT of structural steel repairs.
Persons Notified of Results: M. Walker/Empire; D, Rodarmel/Baldwin
Obgervations: Per the request of D. Rodarmel of Udwin Construction, visual inspection
of structural steel repairs was performed with results as noted in the following locations:
Column to base plate connections. line A @ M2- M7 and line G 0 M2: Column
base plates torch cut to accept oversize anchor bolts; %" x 1034" x 4" plates with drilled
holes to fit anchor bolts placed, functioning as plats washers; added plates welded in Place
with a minimum 3/160 fillet weld at three sides to column base plate and flanges.
Missing roof girder to colutrin connection bolts acceptably placed at grid G-M6-
All roof girder to column bolted connections acceptably tensioned to bring faring
surfaces into contact.
(Note: The above conditions originally reported 9112195)-
One column to anchor bolt connection nut was noted as loose at grid G-M4.
HLO=bO L6-Zi-qaA
U.1t-97 12:28 'a`97U 484 0154 - TERP-WON FTC
-
Empire Laboratories, Inc.
Date: September 26, 1995 A Division of The Torraeon Companies, Ine.
PC, Sox S07 • 301 No. Howes
Baldwin Construction f on cofims. C0101200 e052a
301 East Lincoln 84-0359
FAXN
For[ Collins, Colorado 80524
<xa(3c3).ea-osss
X'e2-1�
Attention: for, Albert HamillRe. Miramont Sports Center -
Job No 20951076
Gentlemen:
wg are transmitting ® herewith
In under separate cover copies of the
C Field Cata M Laboratory Data ❑ Report
Rcge.,ding.
Compacted Ells
Footings
Drilled PiGr5
❑ Piles
- Concrete
Asphalt
Rooting
Aggregate
Non-destruclive Testing
of Steel
- Nan -destructive TVsling
of Concrete
Crain Size Analysis
C
Boring Logs
O
Location Dlaoram
C
Sell samples
O
ROCk Core Samples
n
construction Material
Samples
0
Moisture -Density
LJ
Consolidation
❑
Triaxial Compression
171
Permeability
n
Field Boring Logs
3
Structural Steel
n Geologic Report of
❑ Seismic Survey
G Resistivity Survey
LJ Site Rock Conditions
Fl Aggregate Development
r-1 General Intormation
0 Technical Expertise
U Aesumcs
U Other
F7 Report will fellow under
separate cover
On -Site observation services were provided 0 Full time ❑ Part time
1N,; have not peen asked to intcrprot the data or to make de3ign ancior constroctiotr racorrtrrlendaiions based
on Ine data. and cannot assume responsibility or liability for interpretation of this data by others.
Remarks: —
Yours truly,
EMPIRE LABORATORIES, INC.
14i ke 1. Walker, CET
manager of Construction Services
HLO=bO L6-Zi—qad
.,,11%97 19:28 $970 484 0454 TERRACQN FTC
234 Aspen Card• Date: 9 12/9S Page 1 of 1
Golden, C010tadO 80403
8us:941-9272 Tnspex J/N: 9567
Client J/N: 20951076
Project Name: Miramont Tennis & Fitness Center, Ft, Collins
Client's Norm: Empire Laboratories Contractor: RaM win Coustiucticn
Description of Work: VT of structural steel erection.
Persons Notified of Results: M. Walker/Empire; D. Rodarmel/Saldwin
Observations: Per the request of M. Walker of Empire Laboratories, visual inspection of
the erection of structural steel in the tennis court structure was perforoied with results as
noted in the following locations:
Roof girder to column bolted connections along lines A and 0 not sufficiently
tensioned to hring member faying surfaces into contact; bolt placement noted as incomplete
at two locations along lint G.
Window frame and girt to roof rafter welding acceptably complete at all locations at
the north and south building walls.
Column to anchor bolt connection modifications neccessitated by mismatched bolt
and bast plate hole sizes have yet to be accomplished.
10005
i
1by
ANI11
4C�1 p
tam 121 °70 WM
M;
13 February 1997
Miramont Sports Center
Page 2
'special Inspection"- of high Tension Molting was performed by Terracon
Consultants Western, Inc. on September 12, 1995 and September 26, 19950,
report copies attached. These reports indicate substantial compliance
with project specifications for High Strength Bolting.
"Special Inspection" for welding was not provided by RNF Consultants as
we had no prior knowledge of this requirement. However, our periodic
site observations noted general compliance for deck welding and
miscellaneous bracing welds. It should be noted that all field welds
for this project were designed for less than 50% of the allowable weld
stresses, and as such, are minimally loaded and should be excluded from
the "Special Inspections" requirement of UBC Sections 305 and 306. We
believe the welds observed generally conform to the design intent of
the construction documents.
For those portions of the building(s) observed, based on the completion
of the recommendations above noted, we believe the building constructed
to be in general conformance to the design intent of the construction
documents. On the basis of our onsite observations as the engineer and
to the best of our knowledge, we believe that the structural systems
have been constructed in general conformance with the requirements of
the construction documents.
Please call if you have any questions.
Very truly yours, aaaagaa.•n,�q
N TANTS Fe kk E O
10
Ro d N. Frickel, P.E1,-49:.-0)4(-A7
RNF/co �'4PONAL
I December 1995 +
SITE OBSERVATION MEMO
TO: Gary Dennison
Vaught Frye Architects
FROM: Ron Frickel
RNF Consultants
Re: Miramont Tennis & Fitness Center
Job No. 2452.3
The project site was visited today with the following observatons:
1. Finish work is proceeding. Ceilings have not yet been installed,
however, drywall partitions have been erected and painted.
2. The metal screen framing around the mechanical equipment has been
installed. The bracing angles are placed at the underside of the
top chord joist angle and across the bottom of the bottom chord
of the trusses. Pipe extending through the roof is welded adja-
cent to the joists as detailed.
3. There does not appear to be any angle braces from the ends of the
joists down to the bottom flanges of the beams at or near column
locations. Refer to the structural drawings. This condition is
typical throughout the project. The angle braces which were not
installed need to be completed ASAP so as not to delay ceiling
construction.
4. At the ends of the mechanical frame or screen, the installation
has top and bottom angles between joists and X-bracing between,
as indicated on the drawings.
5. At a point just west of the north entry, between the third and
fourth joist west of the beam which is on the west side of the
entry area, the deck splice is located midway between joists.
There is no attachment at this point, and I could not tell if the
lap goes all the way to the joist on the west.
6. Top of studs appear to have all been unscrewed so that they are
no longer attached to the top track. Where drywall does not
extend all the way to the top of the wall, the superintendent was
advised to provide a continuous track member just below the top
in order to brace the studs.
W CONSULTANTS • STRUCTURAL ENGINEERS • 11290 W. ALAMEDA • LAKEWOOD COLO. 80226.303.986 1546
11 October 1995
SITE OBSERVATION MEMO
To: Gary Dennison
Vaught -Frye Architects
From: Mark A. Miller
RNF Consultants
Re: Miramont Fitness & Tennis Center
Job No. 2452.0
The referenced project site was visited today and the following items were noted:
1. Roof deck welding at the highest roof, and north of grid line 2 was
substantially complete. It appeared to be in compliance with the drawings
where it was finished. Joists were being installed over the massage -spa -
equipment rooms. '
2. Diagonal bracing was not installed on the four sides of the high roof
framing. This was discussed with the superintendent, and should be as
noted on plan on sheet S3, as shown on detail M/3-5, and per shop
drawing detail P on sheet E3.
3. The roof deck splice which was discussed with Front Range Steel had been
located between grids 0 and 1 just east of M. It appeared to be properly
done.
4. At the junction of the main building and the tennis building, the cap flashing
on the masonry to the north was observed. The horizontal surface did not
appear to slope away from the wall as required by your details 3/A-503 and
4/A-503.
With the exceptions noted, the work appeared to be in general compliance with
the construction documents. If you have any questions, please call.
W CONSULTANTS • STRUCTURAL ENGINEERS • 11290 W. ALAMEDA • LAKEWOOD COLO. 80226.303.986 1546
5 October 1995
SITE OBSERVATION MEMO
Zn: Gary Dennison
Vaught Frye Architects
FROPI: Ron Frickel
RNF Consultants
Re: Miramont Tennis & Fitness Center
Job No. 2452.3
The project site was visited at the request of the contractor for the
purpose of observing the construction progress and quality of
construction. The following items were noted:
1. The wedge anchors used to attach the edge angle to the masonry
wall are "Dual -bolt" wedge anchors made by Dual Fastening, Inc..
2. The south end of the joists, which bear on the exterior masonry
wall, have bearing plates which are accurately set. Welds to the
plate are appropriate. Edge angle is welded to the joists as
required. Joist spacing varies in accordance with the framing
plans.
3. The LH joists are braced with 3 rows of bridging, center row is
"X", the outside two are straight top and bottom. This is
satisfactory.
4. The lintel over the open area into the mechanical room has
approximately 1-1/2" of bearing at the south end. It is attached
to a tube column at the north end. We believe this bearing
should be extended. We recommend extending the beam web by
adding a 1/4" plate to the end of the web, extending at least 6"
onto the masonry bearing plate.
5. The interior metal wall studs have been placed so the top is
tight up to the underside of beams and joists. Some slip joint
allowance should be made for beam/joist deflection under snow
loads. The studs have a slip joint under some of the joists but
not under the beams.
W CONSULTANTS • STRUCTURAL ENGINEERS • 11290 W. ALAMEDA • LAKEWOOD COLO. 80226.303.986 1546
5 October 1995
Miramont Tennis & Fitness Center
Page 2
6. Deck welding was observed and, in general, looked to be of
relatively good quality. Near the southeast corner, there were
several ribs that were missed at the third row from the east end.
Further to the north on that same row, the weld did not hit the
joists below and there are 3 or 4 connections that should be
re -welded.
7. Edges were welded at 6" on center as specified.
S. End of -deck is not yet welded where the roof steps up along the
west side of the raised area.
In general, the work observed appeared to be in conformance with the
design intent of the construction documents.
Please call if you have any questions.
11 September 1995
SITE OBSERVATION MEMO
TO: Gary Dennison
Vaught Frye Architects
FROM: Ron Frickel
RNF Consultants
Re: Miramont Tennis & Fitness Center
Job No. 2452.3
The site was visited this day with the following observations:
1. The rigid frame steel building frames have been erected and roof
purlins are being_ installed at this time.
2. Some of the large anchor bolts at the bottom of the frame re-
quired enlarging of the holes to get the frame to fit over them.
We recommend a plate of equal thickness to the existing plate be
welded over the top with beveled edge cuts at the existing
flange/web to plate intersections to fit over the existing welds.
The edge of this plate should be welded all around to the column
web and flanges. Anchor bolt locations should be carefully
located so that holes through the new plates can be accurately
punched.
3. X-braces in the walls have not yet been completely installed but
are in place ready for tensioning.
4. Some of the frame splice connections, particularly at the top of
the knee where the rafter beam frames into the top of column, do
not appear to be tightly fit. There is a gap noted between the
plates. These bolts and plate connections need to be tested for
compliance with AISC specifications.
5. Anchor bolts along the north end wall were also observed to have
been mislocated and new expansion anchors installed at these
locations. It appears that a 3 x 3 x 1/4" plate washer welded
around the top of the enlarged hole before the nut is tightened
would satisfactorily repair this condition.
6. Asphalt paving has been laid in the,tennis center building.
W CONSULTANTS • STRUCTURAL ENGINEERS • 11290 W. ALAMEDA • LAKEWOOD COLO. 80226.303.986 1546
11 September 1995
Miramont Tennis & Fitness Center
Page 2
7. Masonry work was proceeding around the southwestern portion of
the fitness center. Grout was being installed and reinforcement
was being placed near gridlines 5.2 and U. Procedures observed
being used were appropriate for the condition.
8. Slab -on -grade has been poured in a portion of the fitness center.
Fine grading was underway in other areas.
The work observed appeared to be in general conformance with the
design intent of the construction documents. I discussed the need to
test the high strength bolts at the moment connections on the rigid
frames to comply with the ACI specifications for moment connected bolt
conditions.
11 August 1995
SITE OBSERVATION MEMO
TO: Gary Dennison
Vaught Frye Architects
FROM: Ron Frickel
RNF Consultants
Re: Miramont Tennis & Fitness Center
Job No. 2452.3
The site was visited this day to observe progress. The following
items were noted:
1. A portion of the west wall of the tennis area grade wall was
being readied for pouring later today. Forms were set from
approximately the intersection with the south wall of the fitness
center northward 4 column bays. This will complete the grade
wall pour on this wall line.
2. The top bars being placed were resting on top of the top row of
form ties. This resulting in_ a concrete cover- at the top- of
approximately 1-3/8". I advised the Superintendent to lower the
top row to the bottom of the ties and hang them to provide a 2"
top cover.
3. The tension tie bars extending across the building at each metal
building column frame line were located in trenches and supported
on concrete brick turned on edge. This provides the necessary
cover at the location of the brick; however, at some locations
between supports, the bottom of the trench was not level and in
some cases reduced the cover to approximately 2". The
Superintendent was advised to lower these high spots to provide a
minimum 3" cover in all locations.
No other discrepancies to the design intent of the construction
documents were noted.
ronald n. frickel • structural engineer • 11290 w. alameda • lakewood colo. 80226 •303 •986154t