HomeMy WebLinkAboutCorrespondenceJorge Ochoa
From: Steven Pawlak <spawlak@kumarusa.com>
Sent: Monday, September 10, 2018 12:11 PM
To: Jorge Ochoa
Subject: RE: Airport Mini Storage Phase 2
I've checked around here and we don't see why the moisture barrier below the slab is needed.
We should probably check the subgrade for the native granular soil condition before placing the road base during
construction.
Steven L. Pawlak, P.E.
5020 County Road 154
Glenwood Springs, CO 81601
spawlak@kurnarusa.com
(970) 945-7988
Original Message
From: Jorge Ochoa <Jorgefcagouldconstruction.com>
Sent: Friday, September 7, 2018 4:36 PM
To: Steven Pawlak <spawlak@kumarusa.com>
Subject: Airport Mini Storage Phase 2
Steve,
Per our conversation, the attached above are the civil drawings of this project and the detail of the vapor barrier.
Thank you,
Jorge Ochoa
Gould Construction
Project Manager
Jorge@gouldconstruction.com
Office: (970) 945-7291 Ext. 208
Cell: (970) 314-6028
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From: spawlak@kumarusa.com
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1
CONCRETE
17.2.3.5.2 — Where the shear component of the
strength -level earthquake force applied to anchors
exceeds 20 percent of the total factored anchor shear
Force associated with the same load combination,
anchors and their attachments shall be designed in
accordance with 17.2.3.5.3. The anchor design shear
strength for resisting earthquake forces shall be deter-
mined in accordance with 17.5.
Exceptions:
1. For the calculation of the in -plane shear
strength of anchor bolls attaching wood sill
plates of bearing or nonbearing walls of light -
frame wood .structures to foundations or foun-
dation stem walls, the in -plane shear strength
in accordance with 17.5.2 and 17.5.3 need not
be computed and 17.2.3.5.3 shall be deemed
to be satisfied provided all of the following are
met:
1.1. The allowable in -plane shear strength
of the anchor is determined in accor-
dance with AWC NDS Table 11E for
lateral design values parallel to grain.
1.2. The maximum anchor nominal diame-
ter is 5/8 inch (16 min).
1.3. Anchor bolts are embedded into con-
crete a minimum of 7 inches (178 mm).
1.4. Anchor bolts are located a minimum of
13/4 inches (45 mm) from the edge of
the concrete parallel to the length of
the wood sill plate.
1.5. Anchor bolts are located a minimum of
15 anchor diameters fromthe edge of
the concrete perpendicular to the
length of the wood sill plate.
1.6. The sill plate is 2 -inch (51 mm) or 3 -
inch (76 mm) nominal thickness.
2. For the calculation of the in -plane shear
strength of anchor bolts attaching cold-
formedsteel track of bearing or nonbearing
walls of light frame construction to founda-
tions or foundation stem walls, the in -plane
shear strength in accordance with 17.5.2 and
17.5.3 need not be computed and 17.2.3.5.3
shall be deemed to be satisfied provided all of
the following are met:
2.1. The maximum anchor nominal diame-
ter is 5/8 inch (16 mm).
2.2. Anchors are embedded into concrete a
rninimum of 7 inches (178 mm).
2.3. Anchors are located a minimum of 13/4
inches (45 mm) from the edge of the
concrete parallel to the length of the
track.
450
2.4. Anchors are located a minimum of 15
anchor diameters from the edge of the
concrete perpendicular to the length of
the track.
2.5. The track is 33 to 68 mil (0.84 mm to
1.73 mm) designation. thickness.
Allowable in -plane shear strength of exempt
anchors, parallel to the edge of concrete, shall be
permitted to be determined in accordance with
AISI S100 Section E3.3.1.
3. In light frame construction bearing or non-
bearing walls, shear strength of concrete
anchors less than or equal to 1 inch [25 mm]
in diameter attaching sill plate or track to
foundation or foundation stem wall need not
satisfy 17.2.3.5.3(a) through (c) when the
design strength of the anchors is determined
in accordance with 17.5.2.1(c).
SECTION 1906
STRUCTURAL PLAIN CONCRETE
1906.1 Scope. The design and construction of structural plain
concrete, both cast -in-place and precast, shall comply with
the minimum requirements of ACI 318, as modified in Sec-
tion 1905.
Exception: For Group R-3 occupancies and buildings of
other occupancies less than two stories above grade plane
of light -frame construction, the required footing thickness
of ACI 318 is permitted to be reduced to 6 inches (152
mm), provided that the footing does not extend more than
4 inches (102 mm) on either side of the supported wall.
SECTION 1907
MINIMUM SLAB PROVISIONS
1907.1 General. The thickness of concrete floor slabs sup-
ported directly on the ground shall not be less than 3 `/Z inches
(89 mm). A 6 -mil (0.006 inch; 0.15 mm) polyethylene vapor
retarder with joints lapped not less than 6 inches (152 mm)
shall be placed between the base course or subgrade and the
concrete floor slab, or other approved equivalent methods or
materials shall be used to retard vapor transmission through
the floor slab.
Exception: A vapor retarder is not required:
1. For detached structures accessory to occupancies in
Group R-3, such as garages, utility buildings or
other unheated facilities.
2. For unheated storage rooms having an area of less
than 70 square feet (6.5 m2) and carports attached to
occupancies in Group R-3.
3. For buildings of other occupancies where migration
of moisture through the slab from below will not be
detrimental to the intended occupancy of the build-
ing.
2015 INTERNATIONAL BUILDING CODE®
Dave Argo
From: Dave Argo
Sent: Friday, September 14, 2018 11:37 AM
To: jorge@gouldconstruction.com'
Cc: Andy Schwaller (aschwaller@garfield-county.com)
Subject: Mini -Storage Phase II - Permit #BLCO-08-18-5402
Attachments: Airport Mini -Storage Reqts.pdf
Jorge:
I have reviewed the proposed Airport Mini -Storage Phase II drawings, but before we can issue a building permit we have
the following items that need to be addressed by the Structural Engineer:
A. Snow Load Requirements — Trachte's calculations show 40 PSF Ground Snow Load, but Garfield County's
minimum requirements are for 40 PSF Roof Snow Load.
B. Wind Velocity: Trachte's calculations call out 105 mph Ultimate wind speed, but Garfield County's minimum
requirements are 115 mph.
Please refer to the attachments identifying these items which do not meet our minimum our building requirements.
Before we can issue a building permit, we will need to receive email letter (with Engineer's stamp) from the Structural
Engineer verifying compliance of the storage buildings with these minimum requirements. Please have the Engineer
email this verification directly to me.
In addition to these structural requirements, is there a soils report for this project? If so, please forward a digital copy to
me.
Once we have these items, we will be able to issue the building permit. Unfortunately, I will be out of the office for the
remainder of the day, but I will return on Monday morning. If you can get these items addressed by Monday, we should
be able to issue the building permit by end of day Monday.
Thanks for your assistance with these items.
Dave Argo
Plans Examiner
. Garfield County
Community Development Department
108 8th Street, Suite 401
Glenwood Springs, CO 81601
Tel: 970-945-8212 Ext. 1610
Email: dargo@garfield-county.com
Web: garfield-county.com
CUSTOMER "Mark Gould"
LOCATION = "Glenwood Springs, CO"
PLAN_NU • BER :_ "P47868, Phase 0"
BUILDING = "E"
CODEBOD = "IBC 2015"
BUILDING 1 ESCRIPTION
rf 19 Snow l oad GS hwcovswv voof
TRACHTE BUILDING SYSTEMS, INC.
PROJECT CALCULATIONS
PREPARED_BY = "Michael L. Prochaska"
ROOF PITCI
ROOF ANGLE
ROOF TYPE
RISK CATEGORY
SNOW LOAD
GROUND SNOW LOAD
SNOW EXPOSURE CATEGORY
SNOW IMPORTANCE FACTOR
THERMAL FACTOR
SNOW EXPOSURE
ROOF LIVE LOAD
REVIEWED_DY
r v1r
Wiz,: ategf9tAivtiow is 9WLu rweig4-
cv r"
giro ! vw t mot pw Gelefiziel eet.
AY WIDTH
Rpitch 0.25— B DING HEIGHT
ft
BUILNG WIDTH
0 = 1.19•deg BUILDI LENGTH
Type :_ "Lean-to" FLOOR TI FLOOR
UseGroup := 1"
FLAT ROOF SNOW LOAD
UNBALANCE SNOW LOAD
SNOW LOAD USED IN DESIGN
RAIN SURCHARGE
WIND LOAD
WIND VELOCITY
WIND EXPOSURE CATEGORY
40psf
snow "C"
Is = 0.8
Ct:= 1.2
Exp := "Partial"
L := 20psf
Pf = 27•psf
Punbalanced = 27•psf
Ps = 40•psf
RainSurcharge = 0•psf
Vuit
Vasd
Ewind = '0"
bay :— 10ft
height := 8ft+ 4in
width := 20ft
length := 1600
lower := Oft
Use "r or"II"
SEISMIC LOAD
ANALYSIS PROCEDURE
BUILDING FRAME SYSTEM
SEISMIC SITE CLASS
SHORT PERIOD SPECTIAL ACC.
1 SECOND PERIOD SPECTRAL ACC.
PURLIN BRIDGING
ROOF MATERIAL
PURLIN SPACING
INT. PARTITION PANEL
INT. LATERAL BRIDGING
FOUNDATION SLOPE
SPECTRAL RESPONSE ACC.
SPECTRAL RESPONCE ACC.
RESPONSE FATOR
SEISMIC DESIGN CATEGORY
PBridging! no'
Roof := "SSR"
space 5ft
Ptpanel "yes"
Bridge :_ "no"
Fndsiope 0%
EQUIVALENT LATERAL FORCE
BFS = "Light Frame Wall w/ Flat Strap Bracing"
Sitedass "D"
SS := 0.334
S1 := 0.083
SPS = 0.34
SOI = 0.13
Response = 4
Seismicpc = "C"
SEISMIC RESPONSE COFFICIENT Cs = 0.09
—105mph
EDGE STRIP WIDTH a = 3ft
COMPONENTS AND CLADDING (Method 2)
ENDWALL GIRT
SIDEWALL GIRT
PURLIN
MAIN WIND FORCE (Method 21
FES = 25•psf
FSG = 24.psf
Fpurlin =—23•psf
WALL (Suction and Pressure) Fw = 17.54•psf
ROOF FR = 8•psf
P47868b_e.xmcd
I15Impl'l IW Ow€Id riop.
DEAD LOAD
ROOF DEAD LOAD
PARTITION DEAD LOAD
ADDITIONAL LONG, DEAD LOAD
ADDITIONAL TRANS, DEAD LOAD
BASE SHEAR LONGITUDINAL
SEISMIC
WIND
Al
Vis = 6691b
Vow = 8881b
DR = 2•psf
Dp = 3.psf
DL = 0•psf
DT = 0•psf
TRANSVERSE
VTs = 421b
VTw = 5631b
7/30/2018
Garfield County
BUILDING DEPARTMENT
108 Eighth Street, Suite 401, Glenwood Springs, CO 81601
Tel: (970) 945-8212
BUILDING REQUIREMENTS
COMMERCIAL PROJECTS
Effective: July 1, 2016
Reference Building Codes: 2015 IRC, IBC, IFGC, IMC, IPC
2009 IFC, IECC
Setbacks: Check subdivisions and zone district for
setback requirements.
Snowload: 40 PSF Up to 7000 ft. elevation
(Measured at Roof, not Ground!) 50 PSF 7001— 8000 ft. elevation
Pf not Pg 75 PSF 8001— 9000 ft. elevation
100 PSF 9001-10000 ft. elevation
Roof Load (Wood): Load Duration = 1.0
Seismic Design Category: B or C — See IBC, Chapter 16
Weathering Probability for Concrete: Severe
Termite Infestation Probability: None to slight
Wind Speed: 115 mph (Ultimate Design)
Wind Exposure: B or C — See IBC, Chapter 16
Frost Depth: 36 inches — Up to 8000 ft. elevation
42 inches —Over 8000 ft. elevation
Winter Design Temperature: Minus 2 — Up to 7000 ft. elevation
Minus 16 —Over 7000 ft. elevation
Air Freezing Index: 2500° F -days to 7000 ft. elevation
Over 7000 ft. as determined by Building Official
Ice Shield Underlayment at Roof: Required
Mean Annual Temp: Variable
Insulation: For insulation requirements at building
envelopes & fenestration criteria, refer to
IECC (2009), Sec. 502 and Table 502.1.2
Dave Argo
From: Greg Bak <greg.bak@cogs,us>
Sent: Monday, September 17, 2018 7:42 AM
To: Dave Argo; Gary Tillotson
Subject: Re: Airport Mini Storage Phase II - Permit #BLCO-08-18-5402
Dave - Yes I did receive these plans. I discussed the history of the project with Chief Tillotson regarding the
placement of a hydrant at the beginning of the project. Although it will be a long hose line stretch from that
hydrant to the extreme far corner building, we feel that the current set-up will be adequate given the planned
use of the new buildings (individual storage) and the 40' separation indicated on the drawings.
From: Dave Argo <dargo@garfield-county.com>
Sent: Friday, September 14, 2018 8:40 AM
To: Greg Bak
Subject: Airport Mini -Storage Phase II - Permit #BLCO-08-18-5402
Greg:
Wanted to reach out to you to see if you have received plans from Gould Construction (dba Mental Floss)
regarding Phase II of a mini -storage project located at 1097 County Road 116 (adjacent to Glenwood Springs
Airport). Can you please confirm for me that you have been provided a set of drawings for this project?
One of Ron Biggers requirements for the proceeding Phase I was inclusion of a fire hydrant adjacent to the NW
property corner, and with the new Phase II fire department access will probably be one of your concerns.
From a building permitting perspective, one key item is that the new buildings will need to be a minimum
distance of 40 feet from the existing storage units to avoid fire -rated exterior walls, and their site plan appears
to meet this requirement.
As typical of commercial projects, we will place a condition of our building permit approval a sign -off report
from you regarding all I.F.C. requirements. If you can get back to me at your earliest opportunity to let me
know if you have received these plans, I'd greatly appreciate it.
Dave Argo
Plans Examiner
Garfield County
Community Development Department
108 8th Street, Suite 401
Glenwood Springs, CO 81601
Tel: 970-945-8212 Ext. 1610
Email: dargo@garfield-county.com
Web: garfield-county.com
Jorge Ochoa
From: Greg Bak <greg.bak@cogs.us>
Sent: Tuesday, December 11, 2018 2:52 PM
To: Jorge Ochoa
Subject: Royal Mini Storage, Phase 2
Jorge - this is to review our meeting this morning.
The access for Phase 2 is good: as reflected in the submitted site plan, there is adequate access for fire
apparatus. The temporary asphalt area at the end of Phase 2 will be sufficient until concrete is placed with
the construction of Phase 3.
As discussed, water supply will need to be addressed with the addition of Phase 3 and Phase 4. Placement of
a hydrant along the county road at the open space between Phase 2 and Phase 3, and another hydrant along
the county road at the far end of Phase 4 appears at this time to meet the need. A special access gate will be
needed at each of those hydrants to allow access from the property.
Thank you,
Greg Bak
Fire Protection Analyst
Glenwood Springs Fire Department
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