HomeMy WebLinkAboutApplication- Permit-
Garfield County
' Building & Sanitation Department
108 8"' Street, Suite #201 Glenwood Springs, Co. 81601
Office- 945-8212 Inspection Line- 384-5003
Job Address
NO. Ci 4`P
0-35-5- OP S
Nature of Work Building Permit t9/ r 101.0.- on- 0(7 9
Use of Building /I(Ai
CIA Owner S�1'% /J / / , 1 L to 1 l) u OQ C \ ULJ>< C %
Contractor / E (A_(/YlQuj.S2
Amount of Permit $ 5-65-20,9
Date
Clerk
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GARFIELD COUNTY BUILDING PERMIT APPLICATION
GARFIES D COUNTY (GIENWOOD SPRINGS), COLORADO
TELEPHONE: (970) 943-8212
9 INSPECTION LINE: (970)384 5003
PERMIT NO. b PARCELSCHEDULE No.al85-o(0A - 00-at7
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NOTICE
A SEPARATE ELECTRICAL PERMIT IS MGM= AND MUST 98 ISSUED
COLORADO.-$-ife7
THIS PIIEM4f BECOMES NULL AND VOID IF WORK OK
BY THE SATE OF
CONSTRUCTION
CONSTRUCTION OR
DAYS AT ANY TIME
APPLICATION AND
OF LAWS
WHETHER. SPECIFIED
PRESUME TO GIVE
PERMIT FEE:
2202.13 152.
3/28.50
PIAN HECK
-
TOTAL FEE: DATE PERMIT ISSUED:
SeeS7. D Z, .
AMEN
WORK 13
AFTER WORK
I HEREBY
KNOW THE
GOVERNDHP1HISTYPE
TIERED,/
AUTHORITY
L.
18 NOT COMMENCED WIDEN 130 DAYS, OR IF
SUSPENDED OK ABANDONED FORA PERIOD OF 130
IS COMMENCED.
CEI TI Y'HAT I HAVE READ AND EXAMIDHID THIS
SAME TO BE TRUE AND CORRECT. ALL PROVISIONS
OF WORK WILL BE COMPLIED WITH
OR NOT. THE GRANTING OF A PERMIT DOES NOT
ID VIOLATE OR CANCEL THE PROVISIONS OF ANY
LAW REGULATING CONSTRUCTION OR THE
e
Op GROUP: NST: TYPE:
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O ER. STATE OR
PERFORMANCE OF
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PERMISSION IS HERESY GRANTED TO THE
DETAILED ON PLANS AND SPECIFICATIONS
AGREEMENT
CONTRACTOR AND/OR THE AGENT TT OF THE CONTRACTOR OR OWNER TO CONSTRUCT TICE STRUCTURE
AND REVIEW® BY THE BUHDINGDEPARIMFNT.
IN CONSIDERATION OF 11IE ISSUANCE OF ME PFBMHf, THE SIGNER HEREBY AGREES TO COMPLY WITH AL. BUILDING CODES AND LAND USE REGULATIONS ADOPTED
GARFIED COUNTY PURSUANT TO AUTHORDY GIVEN 114 30.22.201 CRS AS ASCENDED. ESE SIGNER FUSILIER AGREES THAT IP TBE ABOVE SAID ORDINANCES ARE NOT FUI
COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF TIE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY THEN BE REVOKED BY NOTICE FR
THE COUNTY AND THAT 1ffiN AND THERE IT SHAH, BECOME MBI. AND VOHI.
THE ISSUANCE OF A PERMIT BASED UPON PLANS. SPECIFICATIONS AND OMR DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING S
CORRECTION OF ERRORS IN SAID PIANS, SPECIFICATIONS AND OTHER DMA OR FRO PREVENTING BUILDING OPERATION BEING CARTED ON THEREUNDER WHEN
VKBATION OF THE CODE OR ANY CTHFAORDINANCE OR REGULATION OFTHIS IURISDICTION.
TEL REVIEW OF THE SUBMITTED PLANS AND SPECIFIC AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONS
RRS}OMISIBn x h33 CR HABIL/MG BY GiARFIE n cowry FOR DORS. OM ESKRNB OR DISC EPANCIES. TMs RESPONSIBILITY FOR DIES
DURING corantucnoN RESTS SPECIFICALLY WITHTBR ARCIHrxcr, DESIGNER, BUILDER AND OWNER. COMMENTS ARE TNIENDFDTO
OF TIE OWNERS BITTEREST.
(IMormsa3 I HEREBY ACD4OWIFDG E THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE.
det- a�
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PLAN REVIEW CHECKLIST
Applicanagitse# 4 37 Date 3'l7• etc
Building
✓Engineered Foundation
L•iriveway Permit
`Surveyed Site Plan
i\,/, -Septic Permit and Setback Pr I..t
✓Grade/Topography 30%
LA
A -Attach Residential Plan Review List
`Minimum Application Questionnaire
Planning/Zoning
Property Line Setbacks
30ft Stream Setbacks
Flood Plain
Building Height
Zoning Sign -off
Road Impact Fees
HOA/DRC Approval
Grade/Topography 40%
Planning Issues
Subdivision Plat Notes
Valuation Determination/Fees
Red Line Plans/Stamps/Sticker
�ach Conditions
Apiplication Signed
elan Revie . - •_ • •lication
Parcel/Sc
40# Snowload Letter- Manf. Hms.
GENERAL NOTES:
5000 S F iota = S'i 9 :Co
J11_.22.2005 9:22AM D M NEIMRN CONSTR
CI M. ` NEUMAN
CONSTRUCTION CO.
FACSIMILE TRANSMITTAL, via 945-6865
FROM: nl✓lo.-
NO.126 P.12
(970)945-7502
910 1Sh Sava Pa Roe 2317
Glenwood springs. Colorado 81802
DATE : 9%21.05
Total Pages, including This Sheet: -2-
Rt e eori ✓ {stater Gmurc- — , reams} entLe.
P(e.a.st_ &t oictacim-DL teiti tyin 42-A ;oG-
An c ,�,®,�-s -- 04 ainilM Cu, .tA .
COU L w( a ol,,aMs
This facsimile transmission 1s intended for the addressee only. Any person who is not the
addressee & communicates ehe contents of this transmission to a third party may be subject to
both criminal end civil penalties. Please call cur phone number collect if you ere an
unintended recipient of this fax transmission.
22.2BB5 9:22q.
Utl •LI• LUUS c.uara
9 �
July 21,2005
DnCONSTR
nAnn tp.1268 P.2'2
CWL,
Canyon Engineering, Inc.;
Duane Neuman
D.M. Neuman 'Construction
310 19Th
PG. Box 2317
Glenwood Springs, CO 31602
RE: Pour Square Chtuoh
Door Frame Modification
Dear Duane:
At your roquest, 1 have reviewed a modification that you nae durigg the construction of the
Four Square Church in West Gleawaod Springs. This letter report summarizes my findings.
Following initial kerning, h was discovered that a 6' doorway was framed slightly smeller than
the door assembly. In order for the door frame to fit, it was necessary to replace one 2x6 trimmer
from each side of the Sane and with a 1x6 trimmer. The door is now framed with one 2x6 and
one 1x6 trimmer on each side. The existing header is now coming on the angle 1x6 on each side.
You have nailed the new lx6 to the 2x6 with 10d nails at 6" const. In addition, you have added
a Simpson A35 framing anchor between the bottom of the header and the face of the 2x6
nimmet.
The modifications that you have made are acceptable from an engineering standpoint. If you or
the building official have any question, plane Si free to contact me. Thank you.
Sincerely,
CANYON GINF�ER(NG, INC
Charles Peterson, P.E.
Engineer
lim'aoiWMiteR1tGUS % eArias tads/
P.O. Bon 398 • Glenwood Springs, CO 81602 • (970) 945'5138 • FAX (970) 945-5138
Garfield County
Building and Planning
108 8th Street Suite 201
Glenwood Springs, CO 81601
970.945.8212
Plan analysis based on
the 2003 International Building Code
Project Number: Date: March 16, 2005
Project Name: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
Contractor: Neuman
Occupancy: A-3 Architect: Miller
Construction: V -B Engineer: Peterson
Report By: Andy Schwaller
This only a partial list of possible code related items.See
2003 IBC for other code items.
SPRINKLER SYSTEM:
NFPA 13 sprinkler system throughout the building
Sprinkler system used to increase the allowable area and height.
-- Sec. 504.2 and 506.3
FRONTAGE INCREASE:
Perimeter of the entire building = 300 feet.
Perimeter which fronts a public way or accessible open space = 150 feet.
Minimum width of public way or accessible open space = 25
Allowable area increased 20.83% for frontage increase.
-- Sec. 506.2
FL
NAME OCC MAX FLR AREA ALLOWED RATIO STATUS
1 Church Worship Area A-3 ok 3059 25250 0.12 ok
1 Class room A-3 ok 338 25250 0.01 ok
1 Class room A-3 ok 177 25250 0.01 ok
1 foyer, hall, b -room A-3 ok 1426 25250 0.06 ok
TOTAL FOR FLOOR 5000 25250 0.2 ok
BUILDING TOTAL 5000 25250 0.2 ok
-- Sec. 503, 504, 506 and Table 503
The actual height of this building is 21.0 feet.
Page # 2
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
PROPERTY DESCRIPTION:
North Side has a property line. - Distance to property line = 80.0
East Side has a property line. - Distance to property line = 90.0
South Side has a property line. - Distance to property line = 260.0
West Side has a property line. - Distance to property line = 180.0
EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION
Sec. 602, Tables 601 and 602, and Sec. 704
NORTH EAST SOUTH WEST
OCC BRG NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG NON OPNG%
WALL BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR
A-3 0 -hr 0 -hr NL/NL 0 -hr 0 -hr NL/NL 0 -hr 0 -hr NL/NL 0 -hr 0 -hr NL/NL
The exterior walls may be of COMBUSTIBLE material. -- Sec. 602.5
Exterior walls are required to be fire -rated for exposure to fire:
1. From Both sides when fire separation is 5 feet or less.
2. On the interior side only when separation is greater than 5 feet.
-- Sec. 704.5
Then maximum percent of area of unprotected opening has been
adjusted for an automatic sprinkler system. -- Sec. 704.8.1
up/pr = Maximum percent of openings in the exterior wall.
-- Table 704.8
up - The maximum percent if all openings are unprotected.
pr - The maximum percent if all openings are protected.
If some are protected and some are not, then use formula
in Sec. 704.8
Openings in lhr walls are required to be protected with
3/4 hour assemblies. -- Sec. 704.12 and Sec. 715.4
Openings in walls required to be greater than lhr are required
protected with 1 1/2 hour assemblies. -- Sec. 715.4
NL = No fire protection requirements for openings.
NP Openings are not permitted in this wall.
Note: Unlimited unprotected openings are allowed in walls not required
to fire-resistant. -- Table 704.8, Note: g.
* = These walls may be required to have a parapet wall 30 inches
above the roofing. The parapet wall is required to have the
same fire rating as the wall and shall have noncombustible faces
for the uppermost 18 inches. -- Sec. 704.11
Exception 1: A parapet wall is not required when the wall is not
required to be fire -resistive.
Page # 3
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS Table 601
ELEMENT MATERIAL RATING NOTES
Structural Frame Any 0 hour
Interior Bearing wall Any 0 hour
Interior nonbrg wall Any 0 hour
Floor/Ceiling Assembly Any 0 hour
Roof/Ceiling Assembly Any 0 hour
Stairs Any None
NOTES:
DRAFTSTOPPING:
Draftstopping is not required in buildings equipped throughout with an
automatic sprinkler system in accordance with NFPA 13. -- Sec. 717.3.3
Exception (floor) and Sec. 717.4.3, Exception (attic)
Opening in the partitions shall be protected by self-closing doors with
automatic latches constructed as required for the partitions.
-- Sec. 717.4.1.1
EXIT REQUIREMENTS:
FL NAME NUMB MIN MIN PANIC CORRIDOR DOOR NOTES
OCC EXITS WIDTH HDWR RATING SWING
1 Church Worship Area 437 2 65.6 Yes N/A Out 1 12
1 Class room 48 1 7.2 No N/A N/R
1 Class room 25 1 3.8 No N/A N/R
1 foyer, hall, b -room 285 2 42.8 Yes N/A Out 1 12
TOTAL FOR FLOOR 795 3 119.3 Yes N/A Out 3 12
FOOTNOTES:
1. Two exits are required from this area since the occupant load exceeds
allowable in Table 1014.1
3. Number of exits in this area is based on Table 1018.1
12. Panic hardware is required when the occupant load is 100 or more.
-- Sec. 1008.1.9
Page # 4
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
NOTES FOR EXIT TABLE
Door swing is based on Section 1008.1.2
Occupant load is based on Section 1004 and Table 1004.1.2
Exit width is in inches and based on Section 1005.1 & Table 1005.1
Width shown for all areas is based on other egress components.
Width shown for 1st floor is based on other egress components.
Width shown for other floors & basements is based on stairways.
For the minimum width of doors, see Section 1008.1.1.
For the minimum width of corridors, see Section 1016.2.
For the minimum width of stairways, see Section 1009.1.
Exits shall be continuous from the point of entry into the exit to
the exit discharge. -- Sec. 1003.6
EXIT SEPARATION
In areas where 2 exits are required, the minimum separation is 1/3 of
the maximum diagonal of the area or floor measured in a straight line
between exits or exit access doorways.-- Sec. 1014.2.1, Exception 2
Note: In areas with more than 2 exits, at least 2 exits must be 1/3 of
the maximum diagonal of the area or floor measured in a straight line
between exits or exit access doorways. Additional doorways shall be
arranged so that if one becomes blocked, the others will be available
- - Sec. 1014.2.2
Multiple means of egress shall be sized such that the loss of any one
means of egress shall not reduce the available capacity by more than
50 percent. -- Sec. 1005.1
EXIT SIGNS
Exits and exit access doors shall be marked by an approved exit sign.
Signs shall be placed where the exit or the path of egress travel is not
immediately visible. No point to be more than 100 feet from an exit sign.
- - Sec. 1011.1
Exception 1: Exit signs are not required in rooms or areas which require
only one exit.
Exception 2: Main exterior exit doors which obviously and clearly are
identifiable as exits need not be signed when approved.
Exit signs shall be internally or externally illuminated.
- - Sec. 1011.2
Exit sign shall be illuminated at all times including during loss of
primary power. -- Sec. 1011.4 & Sec. 1011.5.3
Page # 5
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
BOLT LOCKS:
Manually operated flush bolts and surface bolts are not permitted.
-- Sec. 1008.1.8.4
Exception 2: Where a pair of doors serves a storage or equipment room,
manually operated edge- or surface -mounted bolts are
permitted on the inactive leaf.
LOCKS AND LATCHES:
Egress doors shall be readily openable from the egress side without the
use of a key or any special knowledge or effort. -- Sec. 1008.1.8
Locks and latches shall be permitted to prevent operation where any
of the following exists:
Exception 2: The main door or doors in Group A areas with an occupant
load of 300 or less are permitted to be equipped with key
operating locking devices from the egress side provided:
Exception 2: The main door or doors in churches are permitted to be
equipped with key operating locking devices from the
egress side provided:
2.1 The locking device is readily distinguishable as locked.
2.2 A readily visible durable sign is posted on the egress
side stating: THIS DOOR TO REMAIN UNLOCKED WHEN BUILDING
IS OCCUPIED
Exception 3: Where egress doors are used in pairs, automatic flush bolts
shall be permitted to be used, provided the door leaf having
the automatic flush bolts has no doorknob or surface -mounted
hardware.
ADDITIONAL DOORS:
Where additional doors are provided for egress purposes, they
shall conform to the requirements in Section 1008.1
LANDINGS AT DOORS:
1. There shall be a floor or landing on each side of a door.
-- Sec. 1008.1.4
2. Such floor or landing shall be at the same elevation on each
side of the door. -- Sec. 1008.1.4
3. The floor or landing shall not be more than 1/2 inch lower than the
threshold. -- Sec. 1008.1.6
4. Landings shall have a width not less than the width of the stairway
or width of the doorway, whichever is the greater. Where a landing
serves an occupant load of 50 or more, doors in any position shall
not reduce the landing dimension to less than one half it required
width. The minimum length in the direction of exit travel is 44
inches. -- Sec. 1008.1.5
5. The space between two doors in series shall be 48 inches plus the
width of door swinging into the space. -- Sec. 1008.1.7
Page # 6
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
EXIT ACCESS TRAVEL DISTANCE:
The maximum travel distance in Group A is 250 feet. Table 1015.1
BUILDING ACCESSIBILITY
1. In addition to accessible entrances required by Sections 1105.1.1
through 1105.1.6, at least 50 percent of all public entrances
shall be accessible. -- Sec. 1105.1
2. At least one accessible entrance shall be provided to each tenant,
dwelling unit and sleeping unit in a facility. -- Sec. 1105.1.6
3. Where parking is provided, accessible parking spaces hall be provided
in compliance with Table 1106.1 -- Sec. 1106.1
4. At least one accessible route shall connect each accessible level.
- - Sec. 1104.4 See exceptions.
5. Accessible routes shall coincide with or be located in the same
area as a general circulation path. Where the circulation path is
interior, the accessible route shall also be interior.
- - Sec. 1104.5
6. On floors where drinking fountains are provided, at least 50 percent,
but not less than one fountain shall be accessible. -- Sec. 1109.5
In areas with fixed seating, accessible wheelchair spaces shall be provided
in accordance with Table 1108.2.2.1 At least one seat for a companion shall
be provided beside each wheelchair space. -- Sec. 1108.2.5
Dispersion of wheelchair space clusters shall be based on the availability
of accessible routes to various seating areas including seating at various
levels in multi-level facilities. -- Sec. 1108.2.4
Each assembly area where audible communications are integral to the use
of the space shall have an assistive listening system. -- Sec. 1108.2.7
Receivers shall be provided for assistive listening systems in accordance
with Table 1108.2.7.1. -- Sec. 1108.2.7.1
ROOFING REQUIREMENTS:
1. The roofing on this building is required to be Class C. -- Table 1505.1
Roofing may be of No. 1 cedar or redwood shakes and No. 1 shingles.
- - Exception c
STANDPIPE AND HOSE SYSTEMS -- Sec. 905
Exception: Class I standpipes are allowed in buildings with an automatic
sprinkler system.
A standpipe system is not required.
Page # 7
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
FIRE ALARM SYSTEM -- Sec. 907
A manual fire alarm system is required. -- Sec. 907.2.1
Exception: Manual alarm boxes are not required if the notification
appliances will activate upon sprinkler waterflow.
If the automatic sprinkler system is connected to building fire alarm
system, automatic heat detection is not required. -- Sec. 907.2
LIGHT AND VENTILATION
1. Every space intended for human occupancy shall be provided with
natural light. The minimum net glazed area shall not be less than
8% of the floor area. -- Sec. 1205.1 and 1205.2
Any room is permitted to be considered as a portion of an adjoining
room where one half of the area of the common wall is open and
unobstructed and provided not less than one tenth of the floor area
or 25 square feet, whichever is greater. -- Sec. 1205.2.1
Artificial light shall be provided that is adequate to provide an
average illumination of 10 foot candles over the area of the room
at a height of 30 inches above the floor. -- Sec. 1205.3
2. Natural ventilation of an occupied space shall be through windows,
doors, louvers or other openings to the outdoors. -- Sec. 1203.4
The minimum openable area to the outdoors shall be 4 percent of the
floor area. -- Sec. 1203.4.1
Any room is permitted to be considered as a portion of an adjoining
room where unobstructed openings are provided that have an area not
less than 8% of the floor area of the interior room but no less than
25 square feet. -- Sec. 1202.3.1.1
When openings are below grade, clear space measured perpendicular to
the opening shall be one and one half times the depth of the opening.
-- Sec. 1203.4.1.2
3. Rooms containing bathtubs, showers, spas and similar bathing fixtures
shall be mechanically ventilated. -- Sec. 1203.4.2.1
CEILING HEIGHTS:
Occupiable spaces, habitable spaces and corridors shall have a ceiling
height of not less than 7 feet 6 inches. Bathrooms, toilet rooms,
kitchens, storage rooms and laundry rooms shall be permitted to have a
ceiling height of not less than 7 feet. -- Sec. 1208.2
Page # 8
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
WALL AND CEILING FINISH:
1. Wall and ceiling finish materials are required to comply with
Sec. 803.5 and Table 803.5.
2. Textile wall coverings shall have Class A flame spread index and
shall be protected by automatic sprinklers or meet the criteria in
Section 803.6.1.1 or 803.6.1.2. -- Sec. 803.6.1
3. Carpet and similar textile materials used as a ceiling shall have a
Class A flame spread index and be protected by automatic sprinklers.
- - Sec. 803.6.2
4. Expanded vinyl wall coverings shall comply with the requirements for
textile wall and ceiling materials. -- Sec. 603.7
5. Toilet room floors shall have a smooth, hard nonabsorbent surface
that extends upward onto the walls at least 6 inches.
- - Sec. 1210.1
6. Walls within 2 feet of urinals and water closets shall have a smooth,
hard nonabsorbent surface, to a height of 4 feet above the floor.
- - Sec. 1210.2
INSULATION NOTES:
1. Insulating materials shall have a flame -spread rating of no more than
25 and a smoke developed index of not more than 450. -- Sec. 719 2
(concealed installation) and Sec. 719.3 (exposed installation)
2. Where such materials are installed in concealed spaces, the flame
spread and smoke developed limitations do not apply to facings,
coverings and layers of reflective foil that are installed behind
and in substantial contact with the unexposed surface of the
ceiling, wall or floor finish. -- Sec. 719.2.1
Foam plastic insulations are required to be protected. -- Sec. 2603
ACCESSIBLE FACILITIES:
NOTE: Except as noted, section numbers listed below are from
ICC/ANSI A117.1-1998
WATER FOUNTAINS AND WATER COOLERS:
Accessible units must comply with the following:
1. Spout is to be within 36 inches of the floor. -- Sec. 602.4
2. Spout arranged for parallel approach shall be located 3 1/2
inches maximum from the front edge. Units with a forward approach
shall have the spout 15 inches minimum from the vertical support
and 5 inches maximum from the front edge of the unit.
- - Sec. 602.5
3. Spouts shall provide a flow of water 4 inches height minimum.
- - Sec. 602.6
Page # 9
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
TOILET FACILITIES:
1. A 60 inch diameter turning space or T-shaped space is required
in the toilet room. -- Sec. 603.2.1 and 304.3
Doors shall not swing into the clear floor space for any fixture.
603.2.3 See exception for rooms used for individual use.
2. Water closet shall be mounted adjacent to a side wall or
partition. The distance from the side wall or partition to the
centerline of the water closet shall be 16 to 18 in. Sec. 604.2
3. When the accessible water closet is not in a compartment:
Clearance around the water closet shall be 60 inches minimum,
measured perpendicular to the side wall, and 56 inches minimum,
measured perpendicular to the rear wall. -- Sec. 604.3.1
4. When the accessible water closet is in a compartment:
Wheelchair accessible compartments shall be 60 inches wide
minimum measured perpendicular to the side wall, and 56 inches
deep minimum for wall hung water closets and 59 inches deep
for floor mounted water closets, measured perpendicular to the
rear wall. -- Sec. 604.8.1.1
Compartment doors shall not swing into the minimum required
compartment area. -- Sec. 604.8.1.2
Page # 10
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
5. Grab bars shall have a circular cross section with a diameter of
1 1/4 inch minimum and 2 inches maximum, or shall provide
equivalent graspability. -- Sec. 609.2
The space between the wall and the grab bar shall be 1 1/2 inches.
Sec. 609.3
Grab bars shall be mounted in a horizontal position 33 inches
minimum and 36 inches maximum above the floor. -- Sec. 609.4
a. Side wall grab bars are required to start within 12 inches
of the backwall and extend to 54 inches from the back wall.
(The minimum length of the bar is 42 in) -- Sec. 604.5.1
b. The rear bar shall be 24 in long minimum, centered on the
water closet. Where space permits, the bar shall be 36 in
long minimum, with the additional length provided on the
transfer side. -- Sec. 604.5.2
6. The top of the water closet seats shall be 17 to 19 inches above
the floor. -- Sec. 604.4
7. Accessible urinals shall be of the stall type or wall hung with
the rim at 17 inches maximum above the floor. -- Sec. 605.2
8. Accessible lavatories shall be mounted with the rim 34 inches
maximum above the floor. -- Sec. 606.3
9. Sinks shall be 6 1/2 inches deep maximum. -- Sec. 606.5
10. Water supply and drain pipes under lavatories shall be
insulated or otherwise treated to protect against contact.
-- Sec. 606.6
11. Mirrors shall be mounted with the bottom edge of the reflecting
surface 40 inches maximum above the floor. -- Sec. 603.3
FIXTURE COUNT TABLE:
NAME NUMBER RATIO WATER CLOSETS LAVS TUB DRINKING
OCC M/F MALE FEMALE M F SHOWER FOUNTAIN
1st. floor
Church Worship Area 437 50/50 2 3 2 2 0 1
Ratio = 1 per 150 75 200 200 -- 1000
Class room 48 50/50 1 1 1 1 0 1
Ratio = 1 per 150 75 200 200 -- 1000
Class room 25 50/50 1 1 1 1 0 1
Ratio = 1 per 150 75 200 200 -- 1000
foyer, hall, b -room 285 50/50 2 3 1 1 0 1
Ratio = 1 per 125 65 200 200 -- 500
TOTAL FOR FLOOR 3 6 2 2 0 2
BUILDING TOTAL 3 6 2 2 0 1
International Plumbing Code Section 403 and Table 403.1
Page # 11
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
In each bathroom or toilet room, urinals shall not be substituted for
more than 67 percent of the required water closets. -- IPC Sec. 419.2
NOTE: The number of fixtures for a floor may not match total number of
fixtures per area. The number of fixtures for the building may not
match the total for the floors. The number of fixtures for each
area and floor are rounded up to the next whole number. Totals are
not rounded up until the total is obtained. If the fixtures only
serve an area, use number shown for each area. If the fixtures
serve an entire floor or building, use number shown for totals.
Page # 12
Code review for:
Project Id.: Sonlight Church
Address: 355 County Rd. 132, Glenwood Spr.
GLAZING REQUIREMENTS
All glazing in hazardous locations is required to be of safety
glazing material. -- Sec. 2406.1
Locations: -- Sec. 2406.3
1. Glazing in swinging doors except jalousies.
2. Glazing in fixed and sliding panels of sliding patio door assemblies
and panels in sliding and bifold closet door assemblies.
3. Glazing in storm doors.
4. Glazing in all unframed swinging doors.
5. Glazing in doors and enclosures for hot tubs, whirlpools, saunas,
steam rooms, bathtubs and showers. Glazing in any portion of a
building wall enclosing these compartments where the bottom exposed
edge of the glazing is less than 60 inches above a standing surface.
6. Glazing in fixed or operable panels adjacent to a door where the
nearest exposed edge of the glazing is within a 24 -inch arc of
either vertical edge of the door in a closed position and where the
bottom exposed edge of the glazing is less than 60 inches above the
walking surface.
Exception: Panels where there is an intervening wall or other
permanent barrier between the door and glazing.
7. Glazing in an individual fixed or operable panel, other than those
locations described in items 5 and 6 above, than meets all of the
following conditions:
7.1 Exposed area of an individual pane greater than 9 square feet.
7.2 Exposed bottom edge less than 18 inches above the floor.
7.3 Exposed top edge greater than 36 inches above the floor.
7.4 One or more walking surfaces within 36 inches horizontally of
the plane of the glazing.
See Exceptions.
8. Glazing in guards and railings regardless of the area or height
above a walking surface.
9. Glazing in walls and fences enclosing indoor and outdoor swimming
pools, hot tubs and spas where all of the following are present:
9.1 The bottom edges of the glazing on the pool or spa side is
less than 60 inches above the walking surface.
9.2 The glazing is within 60 inches of the water's edge.
10. Glazing adjacent to stairways, landings and ramps within 36 inches
horizontally of a walking surface when the glass is less than 60
inches above the plane of the walking surface.
11. Glazing adjacent to stairways within 60 inches horizontally of the
bottom tread of a stairway in any direction when the exposed glass
is less than 60 inches above the nose of the tread.
See Exceptions.
Page 1 of 1
Andy Schwaller
From: Ron L. Biggers [rbiggers@ci.glenwood-springs.co.us]
Sent: Thursday, October 20, 2005 5:27 PM
To: Andy Schwaller
Subject: Sonligth Church, Cty RD. 132, Approved
Andy,
Today I reinspected the Sonligt Church, 0355 County Road, Glenwood Springs and approved their sprinkler and fire alarm
systems. D. Neuman said he had already taken the building department sign -off card to you, if you want me to sign it let
me know.
Ron Biggers
970-384-6433
Fire Sprinklers Save Lives
i nnniflnnc
Central Regional
Administrative Center
12/10/2004
Rev. Bernie Masimer
Glenwood Springs Sonligbt Foursquare Church
355 County Road 132
Glenwood Springs CO 81601-5512
Dear Pastor Bernie:
ii
INTERNATIONAL CHURCH OF THE. FOURSQUARE (iOSPEI.
Please fmd enclosed the Corporate Resolution approving the church's request to build a new church
sanctuary and to obtain a loan from Alpine Bank. Also please find enclosed a PT -22 "Church Construction
Progress Report" form.
Please advise those who will prepare the legal documents, such as loan papers, that the correct legal name
of the corporation is International Church of the Foursquare Gospel. ICFG is a religious corporation
organized under the laws of the State of California. Paperwork needing signatures should be sent to the
Properties Department at 1910 West Sunset Blvd., Ste. 200, PO Box 26902, Los Angeles, California
90026-0176.
This approval is granted with the understanding that, since this loan is in the name of the International
Church of the Foursquare Gospel, the loan payments will be made payable to (and mailed to) the
International Foursquare Loan Fund at the corporate office address. The International Church of the
Foursquare Gospel will reissue the payments to the mortgagee.
Please give a copy of the resolution to the bank and also show them the PT -22 form. Explain to them that
our procedure for making construction loan draws is as follows:
1. The church will fill out a PT -22 form and attach to it contractors invoice, receipts, statements, etc.
to support the amount requested.
2. 1 will then obtain the approval of the draw from your District Supervisor.
3. 1 will then fax or email the PT -22 form and attachments and any form the bank may want us to use
and make the request of the bank for the draw.
4. The bank can then fund the draw however you have agreed to do that with them. (Some banks pay
the bills directly while others send the funds to the church for the church to pay them.)
When you send in your first draw request, please include instructions as to how I am to communicate to the
bank to make the draw. (Contact name, email address or fax number, special form to use, etc.)
If you have any questions about the process of making loan draws, please give me a call.
Sincerely,'er
Michael Margheim
ICFG Central RAC
HERBERT E. SCHNEIDA U, JR., REGIONAL ADMINISTRATOR
1425 N UNION BLVD., STE.I00, COLORADO SPRINGS, CO 80909
ILL (7191575-0444 TOLL-FREE. (866) 660-2722 FAX (719) 575-0459 E-MAIL' cennulrac(gfoursqual OL
CORPORATE RESOLUTION
RESOLVED: By the Executive Staff Committee of the Board of Directors of International Church of the
Foursquare Gospel, a religious corporation, the unanimous vote of the church membership present at a duly called
meeting, the vote of the church council of the GLENWOOD SPRINGS, COLORADO #30733 Foursquare
Church having been received and the recommendation of the Rocky Mountain District Supervisor having been
secured in accordance with corporation Bylaws, that approval be granted to build a church facility, located at 0355
County Road 132, at a cost of Three Hundred Ninety Two Thousand Dollars($392,000) and that approval be
granted to obtain a loan from Alpine Bank of up to Six Hundred Thousand Dollars ($600,000), with Three
Hundred Forty Four Thousand Five Hundred Dollars ($344,500) being a construction loan with interest only
during construction of Chase Manhattan Prime +0.5%, until construction is completed, then to be converted to a
term loan and combined with loan #2043500031 with Alpine Bank with interest at Chase Manhattan Prime Rate
plus 0.5% adjusted annually, amortized over 30 years, to assist with aforesaid construction, said loan to be secured
by a mongage or deed of trust on the following described property:
P ARCEL 1: A PARCEL OF LAND SITUATED IN GOVERNMENT LOT 4 OF SECTION 6, TOWNSHIP 6 SOUTH. RANGE 89
WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, STATE OF COLORADO; SAID PARCEL BEING
MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHWEST CORNER OF SECTION 34,
TOWNSHIP 5 SOUTH, RANGE 89 WEST OF THE SIXTH PRINCIPAL MERIDIAN, A G.L.O. BRASS CAP STANDARD
MONUh1EN'r IN PLACE, SAID CORNER ALSO BEING AT THE NORTH LINE OF SAID LOT 4, TOWNSHIP 6 SOUTH, RANGE
89 WEST OF THE SIXTH PRINCIPAL MERIDIAN; THEN N.89'S0'00'E. ALONG THE NORTH LINE OF SAID LOT 4, A
DISTANCE OF 352.83 FEET TO A REBAR AND ALUMINUM CAP: THEN 8.19'19'00"E. A DISTANCE OF 197.07 FEET TO A
REBAR AND CAP, PLS N 29030; THEN S.28'20'00"E. A DISTANCE OF 234.50 FEET TO A REBAR AND CAP, PIS N 29030
(FROM WHICH A REBAR AND CAP, PLS N 29030, WITNESS CORNER BEARS S.72'10'OO"W. A DISTANCE OF 10.60 FEET);
THEN S.72'10'OO"W. A DISTANCE OF 131.18 FEET TO A REBAR AND CAP, PLS N 29030; THEN N.86'42'l7"W. A DISTANCE
OF 263.32 FEET TO A REBAR AND CAP, PIS N 7972 AT THE EASTERLY LINE OF THAT PROPERTY DESCRIBED IN BOOK
643 AT PAGE 686 OF THE GARFIELD COUNTY RECORDS; THEN S.89'S0'OO"W. ALONG THE SOUTHERLY LINE OF SAID
PARCEL, 4 DISTANCE OF 133.52 FEET TO A REBAR AND CAP, PIS N 7972; TEEN 5.89'08'30"W. ALONG SAID SOUTHERLY
LINE, A DISTANCE OF 314.40 FEET; THEN N.0r06'00"W. ALONG THE WESTERLY LINE OF SAID PARCEL, A DISTANCE
OF 416.48 FEET TO A REBAR AND CAP, PIS N 29030 AT TILE NORTH LINE OF SAID GOVERNMENT LOT 4 OF SECTION 6;
THEN N.8902'50" E. ALONG SAID NORTH LINE, A DISTANCE OF 314.56 FEET; TO THE POINT OF BEGINNING, SAID
PARCEL CONTAINING 7.190 ACRES. MORE OR LESS. ALSO KNOWN AS: LOT 1, FIRST AMENDED BETZ SUBDIVISION
EXEAIPTION PLAT, ACCORDING TO THE PLAT RECORDED MAY 6, 1998 AS RECEPTION NO. 524696.
PARCEL 2: A PARCEL OF LAND SITUATED W GOVERNMENT LOT 4 OF SECTION 6, TOWNSHIP 6 SOUTH, RANGE 89
WEST OF THE SIXTH PRINCIPAL MERIDIAN, COUNTY OF GARFIELD, SIATE OF COLORADO; SAID PARCEL BEING
MORE PARTICULARLY DESCRIBED AS FOLLOWS; BEGINNING AT A REBAR AND CAP, PLS N 7972 AT THEEASTERLY
LINE OF THAT PROPERTY DESCRIBED IN BOOK 643 AT PAGE 686 OF THE GARFIELD COUNTY RECORDS FROM WHICH
THE SOUTHWEST CORNER OF SECTION 34, TOWNSHIP 5 SOUTH. RANGE 89 WEST OF THE SIXTH PRINCIPAL
MERIDIAN, A G.L.O. BRASS CAP STANDARD MONUMENT IN PLACE, BEARS N.18'44'47"W. A DISTANCE OF 479%1 FEET;
THEN S.8642'37"E. A DISTANCE OF 263.32 FEET TO A REBAR. AND CAP, PIS N 29030; THEN N.72'10'OO"E. A DISTANCE OF
131.18 FEET (FROM WHICH A REBAR AND CAP, PLS 29030, WITNESS CORNER BEARS S.72'10'OO"W. A DISTANCE OF
10.60 FEET); THEN S.28'20'00'E. A DISTANCE OF 60.00 FEET TO A REBAR AND CAP, PLS X 29030;; THEN S.26'20'OO"E. A
DISTANCE OF 160.05 FEET TO A REBAR AND CAP, PIS 29030;; THEN S.02'16'O0"E. A DISTANCE OF 3.62 FEET TO A REBAR
AND CAP, PLS 429030;; TIIEN S.79127'54" W. A DISTANCE OF 153.86 FEET; THEN S.13'06'21"E. A DISTANCE OF 153.04 FEET
TO REBAR AND CAP, PLS X 29030; THEN 8.89'50'06"W. A DISTANCE OF 155.54 FEET; THEN N.31'25'00" W. A DISTANCE
OF 412.98 FEET; TO THE POINT OF BEGINNING, SAID PARCEL CONTAINING 2.68 ACRES, MORE OR 1 FSS. ALSO KNOWN
AS: LOT 2, FIRST AMENDED BETZ SUBDIVISION EXEMPTION PLAT, ACCORDING TO THE PLAT RECORDED MAY 6,
1998 AS RECEPTION N0.524696.
FURTHER RESOLVED: That any two of the following individuals acting together, are hereby authorized to
sign on behalf of and in name of aforesaid Corporation and under its corporate seal all instruments necessary to
provide for purchase, sale, loan, easement, lease or other real property transactions: Jack W. Hayford, Glenn C
Bun is, Jr., Michael P. Larkin, James C. Scott, Jr., Sterling Brackett, Arthur J. Gray, II, Jeffrey L. Bird, Lynda 1.
Gupton, David Mee, Adam Davidson.
END OF RESOLUTION
1 Sterlline Brackett Secretary of INTERNATIONAL CHURCH OF THE FOURSUARE GOSPEL, a religious corporal ion of
California, do certify that the above is a true and correct copy of a resolution duly adopted by the Executive Staff of the Board of Director of
aforesaid corporation ata meeting held on the 9th day of December, 2004; that the resolution was unanimously adopted; that rhe resolution has
not been rescinded, but is in full force and effect.
Slate of California )
County of Los Angeles)
On December 9, 2004 before me,
Slerl1+ly Brackett
Name of Person signing
Dated al ngeles, California this 91h da of December, 04.
44.
- GABRIELA PENA
Commission # 1456794 7
< Nola! y Public - Cahtornto
z1.. re X's."r ,,. nnn-kss County 1
Gabedp Prue
Rema of Notary
S($erary
personally appeared
personalty known to me proved lo me the basis of satisfactory evidence to be the
person whose name's subscribed to the within instrument and acknowledged to
me that he executed the same In his opacity, and that by his signature on the
instrument the person, or the entity upon behalf of which the person acted.
executed the Instrument.
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COUNTY OF GARFIELD - BUILDING DEPARTMENT
CORRECTION NOTICE
108 8th St., Suite 201 Glenwood Springs, Colorado
Phone (970) 945-8212
Job located at
o25-5 c /32
Permit No. '95196,
I
97' -
I have this day inspected this structure and these
premises and found the following corrections needed:
- dam. � AQ�l-
141' (R6P-4,
You are hereby notified that the above correction must be inspected
before covering.
When correction(s) h.ve been made, call for inspection at 970384-5003.
Date
Building Inspector
Phone (970) 9454212
A
20
) 0,222
No.
Job Addr s�� `
Owner III Z�S; / '
Contractornt\ rti
0
c-!
Assessor's Parcel No vt /W l-i0kg-60-
Date 479-/i-ni s "5
UILDING PERMIT CARD
S tbacks: Front Rear
Address i tjv-C>.-- Phone
�r
Address fl L Phone
RH LH
INSPECTIONS
Soils Test
Footing a 8.7-01
Foundation 5-3-o 7)4 -
Grout
Underground Plumbing 5 -9 -or -Mit --
Rough
1 -
Rough Plumbin %-/ -05-
Framing 7- .lits-rM-
Insulation %-fd'-Rt"/A -
Rooting
Drywall 6-3 -0
Gas Piping 1-70641":OF7,1�-
+Stn. -o5 c �a
'," e-x.4H GJ R - ok av—
Snctubeo (y -LI -crud
NOTES
.57
Zoning
Weatherproofing
Mechanical
Electrical Rough (State)
Electrical Final ( tate)
Cert hecklist Co Opted?
Certificate Occupancy # / �5
Date
Septic System # -
Date
Final
Other
(continue on back)
INSPECTION WILL NOT BE MADE UNLESS
THIS CARD IS POSTED ON THE JOB
24 HOURS NOTICE REQUIRED FOR INSPECTIONS
BUILDING PERMIT
GARFIELD COUNTY, COLORADO
Date Issued -01/0V Zoned Area Permit No C1
AGREEMENT
In consideration of the issuance of this permit, the applicant hereby agrees to comply with all
laws and regulations related to the zoning, location; construction and erection of the proposed
structure for which this permit is granted, and further agrees that if the above said regulations
are not fully complied with in the zoning, location, erection and construction of the above
described structure, the permit may then be revoked by notice from the County Building
Inspector and IMMEDIATELY BECOME NULL AND VOID.
Use
Address or Legal Desc ' doe $ S a
S CR_ 1-
Owner�t +Y}t..lr (JQ%cContractor AA. 0 e E..F,i'►ti,n t,
Setbarkt Front Side Side Rear
This Card Must Be Posted So It is Plainly -visible From The Street Until Final Inspection.
INSPECTION RECORD
Footing y f.-5(.7%-- a 4(
Driveway
Foundations 3 tn.- /1.__
Underground Plumbing
Insulation 7_6 -
Rough Plumbing5_9, ___
Drywall S-3-- 06-91--____
Chimney & Vent 7-// as ,f9 -7,,i
Electric Final (by State Inspector)
1
Gas Piping 7, / L -p.5" /Ont.
Final /O-7, DS rg.
Electric Rough (By State Iospector)7-6-5-
Septic Final
Notes: Sptuvk-c c 7 -t6 --or
Framing IP 7-(b—osi —
(To include Roof in place and Windows
and Doors installed).
ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING -
WIIETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND.
TIIIS PERMIT IS NOT TRANSFERABLE
For Inspections Call 384-5003 108 8th Street Glenwood Springs, Colorado
APPROVEDDO NOT DESTROY THIS CARD
Date
By
IF PLACED OUTSIDE COVER WITH CLEAR PLASTIC
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1 SOISJLSUHT FoLIRSQUARE
1 CNURC.F -
0355 Couf1TY RoA 132.
1 GLEN IA00D SPRI Nq-9 I Co
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1
ptaitetwer CALcutATtorts
MVAC- L t' CAt,cULATtCNS �4
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GARFIELD COUNTY BUILDING AND PLANNING
970-945-8212
MINIMUM APPLICATION REQUIREMENTS
FOR
CONSTRUCTION OF
COMMERCIAL OR MULTI -FAMILY RESIDENTIAL BUILDINGS
Including
NEW CONSTRUCTION
ADDITIONS
ALTERATIONS
And
MOVED BUILDINGS
In order to understand the scope of the work intended under a permit application and expedite
the issuance of a permit it is important that complete information be provided. When reviewing a
plan and it's discovered that required information has not been provided by the applicant, this will
result in the delay of the permit issuance and in proceeding with building construction. The owner
or contractor shall be required to provide this information before the plan review can proceed.
Other plans that are in line for review may be given attention before the new information may be
reviewed after it has been provided to the Building Department.
Please review this document to determine if you have enough information to design your
project and provide adequate information to facilitate a plan review. Also, please consider
using a design professional for assistance in your design and a construction professional for
construction of your project. Any project with more than ten (10) occupants requires the
plans to be sealed by a Colorado Registered Design Professional.
To provide for a more understandable plan and in order to determine compliance with the
building, plumbing and mechanical codes, applicants are requested to review the following
checklist prior to and during design.
Plans to be included for a Building Permit must be on draft paper at least 18"x 24"" and
drawn to scale.
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Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with _
decks, balcony steps, hand rails and guard rails, windows and doors, including the finish grade and
original grade line. A section showing in detail, from the bottom of the footing to the top of the
roof, including re -bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing,
insulation, sheeting, house -rap, (which is required), siding or any approved building material.
Engineered foundations may be required. Check with the Building Department.
A window schedule. A door schedule. A floor framing plan, a roofing framing plan, roof must be
designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H
windspeed, wind exposure B or C, and a 36 inch frost depth.
All sheets need to be identified by number and indexed. All of the above requirements must be
met or your plans will be returned.
All plans submitted must be incompliance with the 2003 IBC, IPC, IMC and IFGC.
Applicants are required to indicate appropriately and to submit completed checklist at time
of application for a permit:
Is a site plan included that identifies the location of the proposed structure, additions or
other buildings, setback easements, and utility easements showing distances to the
property lines from each corner of the proposed structure prepared by a licensed surveyor
and has the surveyors signature and professional stamp on the drawing? Slopes of 30% or
more on properties must be show on site plan. (NOTE: Section 106.2) Any site plan for
the placement of any portion of a structure within 50 ft. of a property line and not within a
previously surveyed building envelope on a subdivision final plat shall be prepared by a
licensed surveyor and have the surveyors signature and professional stamp on the drawing
Any structure to be built within a building envelope of a lot shown on a recorded
subdivision plat, shall include a copy of the building envelope as it is shown on the final
plat with the proposed structure located within the envelope.
YesA
2. Does the site plan when applicable include the location of the I.S.D.S. (Individual Sewage
Disposal System) and distances to the property lines, wells (on subject property and
adjacent properties), streams or water courses? This information must be certified by a
licensed surveyor with their signature and professional stamp on the design.
Yes No Not necessary for this project ,(
Are the plans submitted for application review construction drawings and not drawings
that are stamped or marked identifying them as "Not for construction, for permit issuance
only", "Approval drawings only", "For permit issuance only" or similar language?
Yes '+. No Not necessary for this project
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Is the I.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a
Colorado Registered Engineer?
Yes No Not necessary for this project r,
Does the site plan indicate the location and direction of the State, County or private road
accessing the property?
Yes X
Do the plans include a foundation plan indicating the size, location and spacing of all
reinforcing steel in accordance with the uniform building code or per stamped engineered
design?
Yes X No Not necessary for this project
If the building is a pre-engineered structure, is there a stamped, signed engineered
foundation plan for this building?
Yes No Not necessary for this project
Do the plans indicate the location and size of ventilation openings for under floor crawl
spaces and the clearances required between wood and earth?
Yes_ No Not necessary for project X
Do the plans indicate the size and location of the ventilation openings for the attic, roof
joist spaces and soffits?
Yes X No Not necessary for this project
10. Do the plans include design loads as required under the IBC or IRC for roof
snowlo ds, (a minimum of 40 pounds per square foot in Garfield County)?
Yes X/ No Not necessary for this project
11. Do the plans include design loads as required for floor loads under the IBC or IRC?
Yes No Not necessary for this project X
12. Does the plan include a building section drawing indicating foundation, wall, floor, and
roof construction?
Yes X No Not necessary for this project
13. Is the wind speed and exposure design included in the plan?
Yes $ No Not necessary for this project
14. Does the building section drawing include size and spacing of floor joists, wall studs,
3
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ceiling joists, roof rafters or joists or trusses?
Yes X No Not necessary for this project
15. Does the building section drawing or other detail include the method of positive
connection of all columns and beams?
Yes % No Not necessary for this project
Does the plan indicate the height of the building or proposed addition from the highest
point of the building or addition measured at mid span between the ridge and the eave
down to existing grade contours?
Yes No Not necessary for this project
17. Does the plan include any stove or zero clearance fireplace planned for installation
including make and model and Colorado Phase II certifications or Phase II EPA
certification?
Yes No Not necessary for this project X
18 Does the plan include a masonry fireplace including a fireplace section indicating design to
comply with the IBC or IRC?
Yes No Not necessary for this project X
19. Does the plan include a window schedule or other verification that egress/rescue windows
from sleeping rooms and/or basements comply with the requirements of the IBC or IRC?
Yes No Not necessary for this project, X
20. Does the plan include a window schedule or other verification that windows provide
natural light and ventilation for all habitable rooms?
Yes X No Not necessary for this project
21. Do the plans indicate the location of glazing subject to human impact such as glass doors,
glazing immediately adjacent to such doors; glazing adjacent to any surface normally used
as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub
enclosures and specify safety glazing for these areas?
Yes X No Not necessary for this project
22. Do the plans include a complete design for all mechanical systems planned for installation
in this building?
Yes No Not necessary for this project
23. Have all areas in the building been accurately identified for the intended use? (Occupancy
as identified in the IBC Chapter 3)
Yes X No Not necessary for this project
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24. Does the plan indicate the quantity, form, use and storage of any hazardous materials that
may be in use in this building?
Yes No Not necessary for this project
25. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters
indicated on the plan?
Yes X No Not necessary for this project
26. Do the plans indicate the location and dimension of restroom facilities and if more than
four employees and both sexes are employed, facilities for both sexes?
Yes X No Not necessary for this project
27. Do the plans indicate that restrooms and access to the building are handicapped
accessible?
Yes )( No Not necessary for this project
28. Have two (2) complete sets of construction drawings been submitted with the application?
Yes x No
29. Have you designed or had this plan designed while considering building and other
construction code requirements?
Yes X No Not necessary for this project
30. Does the plan accurately indicate what you intend to construct and what will receive a
final inspection by the Garfield County Building Department?
Yes X No
31. Do your plans comply with all zoning rules and regulations in the County related to your
zone district? For corner lots see supplemental section 5.05.03 in the Garfield County
Zoning Resolution for setbacks.
Yes X No
32. Do you understand that approval for design and/or construction changes are required
rior to the implementation of these changes?
Yes X No
33. Do you understand that the Building Department will collect a "Plan Review" fee from
you at the time of application and that you will be required to pay the "Permit" fee as well
as any "Septic System" or "Road Impact" fees required, at the time you pick up your
building permit?
Yes __/ No
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34. Are you aware that you are required to call for all inspections required under the IBC
including approval on a final inspection prior to receiving a Certificate of Occupancy
and occupancy of the building?
Yes X No
35. Are you aware that the Permit Application must be signed by the Owner or a written
authority be given for an Agent and that the party responsible for the project must comply
with the Uniform Codes?
Yes / No
36. Are you aware that you must call in for an inspection by 3:30 the business day
before the requested inspection in order to receive it the following business day?
Inspections will be made between 7:30 a.m. and 3:30 p.m. Monday through Friday.
Inspections are to be called in to 384-5003.
37. Are you aware that requesting inspections on work that is not ready or not accessible
will result in a $47.00 re -inspection fee?
Yes )( No
38. Are you aware that prior to issuance of a building permit you are required to show proof
of a driveway access permit or obtain a statement from the Garfield County Road &
Bridge Department stating one is not necessary? You can contact the Road & Bridge
Department at 625-8601.
Yes .( No
39. Do you understand that you will be required to hire a State of Colorado Licensed
Electrician and Plumber to perform installations and hookups? The license number will be
required at time of inspection.
Yes ./ No
40. Are you aware, that on the front of the building permit application you will need to fill in
the ParceV Schedule Number for the lot you are applying for this permit on prior to
submittal of the building permit application? Your attention in this is appreciated.
Yes 1( No
4L Do you know that the local fire district may require you to submit plans for their review of
fire safety issues? Yes X No (Please check with the
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building department about this requirement)
1 hereby acknowledge that 1 have read, understand, and answered these questions to
the best of my ability.
Signature Dat
Phone: (00-4V-5 163 days); (evenings)
Project Name:
Project Address: .355-- G2-- /3Z 6, S .
Note:
If you answered "No" on any of these questions you may be required to provide this information
at the request of the Building Official prior to beginning the plan review process. Delays in
issuing the permit are to be expected. Work may not proceed without the issuance of the permit.
*If you have answered "Not necessary for this project" on any of the questions and it is
determined by the Building Official that the information is necessary to review the application and
plans to determine minimum compliance with the adopted codes, please expect the following:
A. The application may be placed behind more recent applications for building permits in the
review process and not reviewed until required information has been provided and the application
rotates again to first position for review.
B. Delay in issuance of the permit.
C. Delay in proceeding with construction.
*If you answered "No" to this question the circumstances described in the question could result in
a "Stop Work Order" being issued or a "Certificate of Occupancy" not being issued.
Bpcomm
Oct2004
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h
5020 COUP!) Rune 15-1
Glenwood Springs. t'olor xiu ti 44i
Phone: 970-945-7988
970-945-845-
Iipgeo@hpgeoi ec if.c4Pi
PRELIMINARY SUBSOIL STUDY
FOR FOUNDATION DESIGN
PROPOSED CHURCH
0335 MITCHELL CREEK
GLENWOOD SPRINGS, COLORADO
JOB NO. 101 294
MAY 3, 2001
PREPARED FOR:
SONLIGHT FOURSQUARE CHURCH
ATTN: BERME MASIMER
P,@: X37
GLENWOOD SPRINr_iGS COLORADO 81602
C� 1512 d .z
A
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HEPWORTH - PAWLAK GEOTECHNICAL, INC.
May 3, 2001
Sonlight Foursquare Church
Attn: Bernie Masimer
P.O. Box 217
Glenwood Springs, Colorado 81602
Job No. 101 294
Subject: Report Transmittal, Preliminary Subsoil Study for Foundation Design,
Proposed Church, 0335 Mitchell Creek Road, Glenwood Springs,
Colorado
Dear Bernie:
As requested, we have conducted a preliminary subsoil study for the proposed church at
the subject site.
Subsurface conditions encountered in the exploratory borings drilled in the proposed
building area, below a thin topsoil layer, consist of 15 to 26 feet of medium stiff to stiff
clay overlying relatively dense sandy gravel at depths of 16 to 27 feet. The upper soils
are low density and tend to settle under loading. Groundwater was not encountered in
the borings at the time of drilling.
The proposed church can be founded with a drilled pier foundation that extends into the
underlying dense gravel subsoils and designed for an allowable end bearing pressure in
the range of 10,000 to 12,000 psf and a skin friction value of 1,200 to 1,500 psf. As an
alternative, spread footings designed for an allowable soil bearing pressure of 1,500 psf
may be used for support of the structure provided that some risk of long term settlement
can be tolerated.
The report which follows describes our exploration, summarizes our findings, and
presents our recommendations. It is important that we provide consultation during
design, and field services during construction to review and monitor the implementation
of the geotechnical recommendations.
If you have any questions regarding this report, please contact us.
Sincerely,
HEPWORTH - PrLAKGEOTECHNICAL, INC.
)44-C
Daniel E. Hardin, P.E.
Rev. by: SLP
DEII/ksw
TABLE OF CONTENTS
PURPOSE AND SCOPE OF STUDY 1
PROPOSED CONSTRUCTION 1
SITE CONDITIONS 2
GEOLOGIC HAZARDS 2
FIELD EXPLORATION 2
SUBSURFACE CONDITIONS 3
FOUNDATION BEARING CONDITIONS 3
PRELIMINARY DESIGN RECOMMENDATIONS 4
DRILLED PIERS 4
FOUNDATION ALTERNATIVE 5
FOUNDATION AND RETAINING WALLS 5
FLOOR SLABS 7
UNDERDRAIN SYSTEM 7
SITE GRADING 8
SURFACE DRAINAGE 8
LIMITATIONS 9
FIGURE 1 - LOCATION OF EXPLORATORY BORINGS
FIGURE 2 - LOGS OF EXPLORATORY BORINGS
FIGURE 3 - LEGEND AND NOTES
FIGURES 4 & 5 - SWELL -CONSOLIDATION TEST RESULTS
FIGURE 6 - GRADATION TEST RESULTS
TABLE I - SUMMARY OF LABORATORY TEST RESULTS
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PURPOSE AND SCOPE OF STUDY
This report presents the results of a subsoil study for a proposed church to be
located at 0335 Mitchell Creek Road, Glenwood Springs, Colorado. The project site is
shown on Fig. 1. The purpose of the study was to develop preliminary
recommendations for the foundation design. The study was conducted in accordance
with our proposal for geotechnical engineering services to Sonlight Foursquare Church,
dated April 6, 2001. We understand that this report will be considered in the
purchase/sale of the lot where our client is the buyer.
A field exploration program consisting of exploratory borings was conducted to
obtain information on subsurface conditions. Samples of the subsoils obtained during
the field exploration were tested in the laboratory to determine their classification,
compressibility or swell and other engineering characteristics. The results of the field
exploration and laboratory testing were analyzed to develop recommendations for
foundation types, depths and allowable pressures for the proposed building foundation.
This report summarizes the data obtained during this study and presents our
conclusions, design recommendations and other geotechnical engineering considerations
based on the proposed construction and the subsoil conditions encountered.
PROPOSED CONSTRUCTION
Design plans for the church had not been developed at the time of our study.
We assume the church will be a two story masonry structure over a walkout basement
level. Ground floor will be slab -on -grade. Grading for the structure is assumed to
involve cut depths between about 5 to 15 feet. We assume relatively light foundation
wall loadings and moderate to possibly heavy column loads, typical of the proposed
type of construction.
When building location, grading and loading information have been developed,
we should be notified to re-evaluate the recommendations presented in this report.
H -P GEOTECH
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SITE CONDITIONS
The site is occupied by several existing wood frame buildings including the
residence, sheds and barns. The building area slopes down to the east at grades of 10%
to 25 % with a relatively flat topographic bench in the area of the existing buildings.
The hillside slope steepens above and below the building area. There has been some
minor cutting and filling due to past site development. Vegetation in the building area
consists of grass and scattered trees with oak brush on the steeper slopes above and
below the site.
GEOLOGIC HAZARDS
Based on the geologic hazards mapping prepared by Lincoln-DeVore (1978),
there are no geologic hazards which will adversely impact the proposed development.
FIELD EXPLORATION
The field exploration for the project was conducted on April 17, 2001. Three
exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the
subsurface conditions. The borings were advanced with 4 inch diameter continuous
flight auger powered by a truck -mounted Longyear BK-51HD drill rig. The borings
were logged by a representative of Hepworth-Pawlak Geotechnical, Inc.
Samples of the subsoils were taken with 13/8 inch and 2 inch I.D. spoon
samplers. The samplers were driven into the subsoils at various depths with blows
from a 140 pound hammer falling 30 inches. This test is similar to the standard
penetration test described by ASTM Method D-1586. The penetration resistance values
are an indication of the relative density or consistency of the subsoils. Depths at which
the samples were taken and the penetration resistance values are shown on the Logs of
Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review
by the project engineer and testing.
12
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SUBSURFACE CONDITIONS
Graphic logs of the subsurface conditions encountered at the site are shown on
Fig. 2. The subsoils in the building area (Borings 1 and 2) consist of about 1 foot of
topsoil overlying medium stiff to stiff slightly sandy to sandy silty clay. Dense silty
sandy gravel was encountered below the clay at a depth of 16 to 27 feet. Boring 3 was
drilled in the proposed parking area and encountered 2 feet of granular fill and 3 feet of
stiff sandy clay overlying dense silty sandy gravel with cobbles. Drilling in the dense
gravel with auger equipment was difficult due to the cobbles and boulders and drilling
refusal was encountered in the deposit.
Laboratory testing performed on samples obtained from the borings included
natural moisture content and density, Atterberg limits and gradation analyses. Results
of consolidation testing performed on relatively undisturbed drive samples of the sandy
clay, presented on Figs. 4 and 5, indicate moderate to high compressibility under
loading and wetting. Results of a gradation analysis performed on a small diameter
drive sample (minus 1' inch fraction) of the underlying coarse granular subsoils are
shown on Fig. 6. Atterberg limits testing shows the clay soils are medium plastic. The
laboratory testing is summarized in Table I.
No free water was encountered in the borings at the time of drilling and the clay
subsoils were moist. The deeper gravel soils were slightly moist.
FOUNDATION BEARING CONDITIONS
The subsoils encountered to a depth of about 16 to 17 feet consist of low density
and compressible clay. These soils tend to settle under loading. We assume the church
could have long roof spans and relatively heavy column loads in the sanctuary area and
moderate to light wall loads elsewhere. Significant differential loading on the clay at
this site could result in large differential settlement and possible building distress. A
relatively low risk foundation system with regard to potential settlement caused by
loading the clay is straight -shaft drilled piers that extend into the underlying dense
1
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sandy gravel subsoils. In addition to their ability to reduce settlements, the piers have
the advantage of providing relatively high load capacity.
PRELIMINARY DESIGN RECOMMENDATIONS
The following recommendations are presented for planning and preliminary
design. When building locations and grading plans have been developed, we should be
contacted for additional analysis to develop site specific design level recommendations.
DRILLED PIERS
Considering the subsoil conditions encountered in the exploratory borings and
the nature of the assumed construction, we recommend straight shaft piers drilled into
the underlying sandy gravels for building support. The design and construction criteria
presented below should be observed for a straight -shaft drilled pier foundation system.
1) The piers should be designed for an allowable end bearing pressure in the
range of 12,000 psf and a skin friction of 1,200 to 1,500 psf for that
portion of the pier embedded in gravel. Pier penetration through the
upper clay deposit should be neglected in the skin friction calculations.
2) All piers should have a minimum total embedment length of 10 feet and a
minimum penetration into the gravel of 2 feet or refusal.
3) The pier holes should be properly cleaned prior to placement of concrete.
The natural clays are generally stiff which indicates that casing of the
holes should not be required. Some caving and difficult drilling may be
experienced in the bearing soils due to gravels and cobbles. Placing
concrete in the pier hole immediately after drilling is recommended.
4) The pier drilling contractor should mobilize equipment of sufficient size
to achieve the design pier sizes and depths.
5) Free water was not encountered in the borings made at the site and it
appears that dewatering will probably not be needed.
14
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6) A representative of the geotechnical engineer should observe pier drilling
operations on a full-time basis.
FO1NNDAMN ALTERNATIVE
If the church is a relatively lightly loaded building, then spread footings placed
on the sandy clay soils can be used with some risk of long term foundation settlement
and distress. The design and construction criteria presented below should be observed
for a spread footing foundation system.
I)
2)
3)
4)
5)
Footings should be designed for an allowable soil bearing pressure of
1,500 psf. Based on experience, we expect settlement of footings
designed and constructed as discussed in this section will be about 1 to
2 inches which could occur over a long time period. Heavily reinforced
continuous wall foundations rather than isolated pads should be used to
limit the effects of differential settlement.
The footings should have a minimum width of 18 inches for continuous
walls and 2 feet for isolated pads.
Exterior footings and footings beneath unheated areas should be provided
with adequate soil cover above their bearing elevation for frost
protection. Placement of foundations at least 36 inches below exterior
grade is typically used in this area.
Continuous foundation walls should be reinforced top and bottom to span
an unsupported length of at least 12 feet.
A representative of the geotechnical engineer should observe all footing
excavations prior to concrete placement to evaluate bearing conditions.
FOUNDATION AND RETAINING WALLS
Foundation walls and retaining structures which are laterally supported and can
be expected to undergo only a slight amount of deflection should be designed for a
lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf
for backfill consisting of the on-site fine grained soils and 45 pcf for backfill consisting
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of imported granular materials. Cantilevered retaining structures which are separate
from the building and can be expected to deflect sufficiently to mobilize the full active
earth pressure condition should be designed for a lateral earth pressure computed on the
basis of an equivalent fluid unit weight of 45 pcf for backfill consisting of the on-site
fine grained soils and 35 pcf for backfill consisting of imported granular materials.
All foundation and retaining structures should be designed for appropriate
surcharge pressures such as adjacent footings, traffic, construction materials and
equipment. The pressures recommended above assume drained conditions behind the
walls and a horizontal backfill surface. The buildup of water behind a wall or an
upward sloping backfill surface will increase the lateral pressure imposed on a
foundation wall or retaining structure. An underdrain should be provided to prevent
hydrostatic pressure buildup behind walls.
Backfill should be placed in uniform lifts and compacted to at least 90% of the
maximum standard Proctor density at a moisture content near optimum. Backfill in
pavement and walkway areas should be compacted to at least 95 % of the maximum
standard Proctor density. Care should be taken not to overcompact the backfill or use
large equipment near the wall since this could cause excessive lateral pressure on the
wall. Some settlement of deep foundation wall backfill should be expected even if the
material is placed correctly and could result in distress to facilities constructed on the
backfill.
The lateral resistance of foundation or retaining wall footings will be a
combination of the sliding resistance of the footing on the foundation materials and
passive earth pressure against the side of the footing. Resistance to sliding at the
bottoms of the footings can be calculated based on a coefficient of friction of 0.30 .
Passive pressure of compacted backfill against the sides of the footings can be calculated
using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive
pressure values recommended above assume ultimate soil strength. Suitable factors of
safety should be included in the design to limit the strain which will occur at the
ultimate strength, particularly in the case of passive resistance. Fill placed against the
H -P GEOTECH
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sides of the footings to resist lateral loads should be compacted to at least 95 % of the
maximum standard Proctor density at a moisture content near optimum.
FLOOR SLABS
The upper fine-grained soils encountered in the borings possess variable
compressibility potential and slab settlement could occur if the subgrade soils were to
become wet. Slab -on -grade construction may be used provided precautions are taken to
limit potential settlement and the risk of distress to the building is accepted by the
owner.
To reduce the effects of some differential settlement, nonstructural floor slabs
should be separated from all bearing walls and columns with expansion joints which
allow unrestrained vertical movement. Floor slab control joints should be used to
reduce damage due to shrinkage cracking. Slab reinforcement and control joints should
be established by the designer based on experience and the intended slab use.
A minimum 4 inch layer of base course gravel should be placed immediately
beneath slabs -on -grade. This material should consist of minus 2 inch aggregate with
less than 50% passing the No. 4 sieve and less than 12% passing the No. 200 sieve.
The gravel will provide slab support and help break capillary moisture rise.
Required fill beneath slabs can consist of a suitable imported granular material,
excluding topsoil and oversized rocks. The fill should be spread in thin horizontal lifts,
adjusted to at or above optimum moisture content, and compacted to at least 95 % of the
maximum standard Proctor density. All topsoil and loose or disturbed soil should be
removed and the subgrade compacted prior to fill placement.
UNDERDRAIN SYSTEM
Although free water was not encountered during our exploration, it has been our
experience in mountainous areas that local perched groundwater can develop during
times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff
can create a perched condition. We recommend below -grade construction, such as
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retaining walls, crawlspace and basement areas, be protected from wetting and
hydrostatic pressure buildup by an underdrain system.
The drains should consist of drainpipe placed in the bottom of the wall backfill
surrounded above the invert level with free-dra ni , %casinos wahe ia&. &SI
should be placed at each level of excavation and at least 1 foot below lowest adjacent
finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining
granular material used in the underdrain system should contain less than 2% passing the
No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of
2 inches. The drain gravel backfill should be at least 2 feet deep.
SITE GRADING
The risk of construction -induced slope instability at the site appears low
provided the building is located as planned, and cut and fill depths are limited. We
assume the cut depth for the basement level will not exceed about 15 feet. Fills should
be limited to about 8 to 10 fret deep, especially at the downhill side of the lot where the
slope steepens. Embankment fills should be compacted to at least 95% of the maximum
standard Proctor density near optimum moisture content. Prior to fill placement, the
subgrade should be carefully prepared by removing all vegetation and topsoil and
compacting to 95 % standard Proctor density. The fill should be benched into the
portions of the hillside exceeding 20% grade.
Permanent unretained cut and fill slopes should be graded at 2 horizontal to
1 vertical or flatter and protected against erosion by revegetation or other means. The
risk of slope instability will be increased if seepage is encountered in cuts and flatter
slopes may be necessary. If seepage is encountered in permanent cuts, an investigation
should be conducted to determine if the seepage will adversely affect the cut stability.
This office should review site grading plans for the project prior to construction.
SURFACE DRAINAGE
The following drainage precautions should be observed during construction and
maintained at all times after the church has been completed:
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1) Inundation of the foundation excavations and underslab areas should be
avoided during construction.
2) Exterior backfill should be adjusted to near optimum moisture and
compacted to at least 95 % of the maximum standard Proctor density in
pavement and slab areas and to at least 90% of the maximum standard
Proctor density in landscape areas.
3) The ground surface surrounding the exterior of the building should be
sloped to drain away from the foundation in all directions. We
reconunend a minimum slope of 12 inches in the first 10 feet in unpaved
areas and a minimum slope of 3 inches in the first 10 feet in paved areas
Free -draining wall backfill should be capped with about 2 feet of the
on-site soils to reduce surface water infiltration.
4) Roof downspouts and drains should discharge well beyond the limits of
all backfill.
LI IIT&TIONIS
This study has been conducted in accordance with generally accepted
geotechnical engineering principles and practices in this area at this time. We make no
warranty either expressed or implied. The conclusions and recommendations submitted
in this report are based upon the data obtained from the exploratory borings drilled at
the locations indicated on Fig. 1, the proposed type of construction and our experience
in the area. Our findings include interpolation and extrapolation of the subsurface
conditions identified at the exploratory borings and variations in the subsurface
conditions may not become evident until excavation is performed. If conditions
encountered during construction appear to be different from those described in this
report, we should be notified at once so re-evaluation of the recommendations may be
made.
This report has been prepared for the exclusive use by our client for planning
and preliminary design purposes. We are not responsible for technical interpretations
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by others of our information. As the project evolves, we should provide continued
consultation and field services during construction to review and monitor the
implementation of our recommendations, and to verify that the recommendations have
been appropriately interpreted. Additional analysis should be conducted for design
level recommendations. We recommend on-site observation of pier drilling,
excavations for foundation bearing strata and testing of structural fill by a representative
of the geotechnical engineer.
Sincerely,
HEPWORTH - PAWLAK
Daniel E. Hardin, gE.! 244.3 1
Reviewed by: �o�•. •'.z`'�!
viSi•N Gifsuinitar
Steven L. Pawlak, P.E.
DEHlksw
REFERENCE
Lincoln-DeVore, 1978. Geologic Hazards of the Glenwood Springs Metropolitan Area,
Garfield County, Colorado. Colorado Geological Survey Open File Report 78-
10.
H -P GEOTECH
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5825
I
5900 5875 I
t 5925 \ `
\ \ \ 5850
\ \ \ I 1
\ \ 1 I 1
\ \ \ 1 1
\ \ \ 1 1
\ \ 1 1 1 1
\ \ 1 1 /
\ \ 1 /
1 1 1 1 I
11 1 1 I EXISTING
NG c
APPROXIMATE; 1 1 1 I • y�
I O
I 1 1 1 BORING 3
/ 1 1 I 1 9 0
I 1 I 1 11 0
/ ► I I `�1 N
/ ; i 1 BORING 2 •
/ 1 1 I EXISTING \ z
1 1 I 1 r; IWINGS
1 1 \ `
1 \ i 1 LJ $
1 1 1 1;l
1 1 1 1 1 1 0
5925 \1 1 1 1-
/ 1 1 1 I
1 1
I 11
1 1 EXISIfING • 1
/ 1 1 1° BORING 11
/1 \ 1 I 1 1
1 1 1 1 I \
I 1\ 1
\ 1 1 1 I I
\ 1 \ 1 I I
1 1 1 1 I
1 1 1 1
1 1 1 1
1 1 I 1 \ 1 I
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I
5875 - ' 1 5800
5775
5850, 5825,
1
1101 294
HEPWORTH-PAWLAK
GEOTECHNICAL, INC_
LOCATION OF EXPLORATORY BORINGS 1 Fig.
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BORING 1
ELEV.= 5812
0
n 7/12
5 rl
a5/12
11-21.5
00=102
-200=91
t 0 10/12
1
r
J
8/12
I C=23.9
oor99
-200=94
10/12
a35/4.10/0
W0=i2
+4=57
-200=13
BORING 2
ELEV.= 5823'
14/12
5/12
11-24.3
00=97
-200=92
15/12
Note Explanation of symbols is shown on 19g. 3.
rf
BORING 3
ELEV.= 5811'
12/12
111).17.4
00=113
- 200-80
LL -38
P1=22
35/3,10/0
11-3.8
- 200=30
0
5
10
15
20
25
30
35
—J
I Ps
0
L
W
0.
0
0
LOGS OF EXPLORATORY BORINGS
294
HEPWORTH-PAWLAK
GEOTECHNICAL, INC.
Fig. 2
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LEGEND:
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M
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RLL sand and gravel, silty, medium dense, moist, brown, mostly 3/4 inch road base.
TOPSOIL; organic sandy day, soft, Sightly moist to moist. dark brown.
CLAY (CO; silty. sandy to sfightiy sandy, scattered gravel, medium stiff to stiff, moist, reddish
brown to dark brown. calcareous zones.
GRAVEL (Gib); sandy, silty, with cobbles, posslle boulders, dense, moist, brown.
Relatively undisturbed drive sample; 2—inch I.D. California liner sample.
Drive sample; standard penetration test (SPT). 1 3/8 inch I.D. split spoon sample, ASTU 0-1586.
Drive sample blow count indicates that 7 bows of a 140 pound hammer falling 30 inches were
required to drive the California or SPT sampler 12 Indies.
Practical rig refusal.
NOTES:
1. Exploratory borings were drilled on April 17. 2001 with a 4—Inch diameter continuous flight power auger.
2. Locations of exploratory borings were measured approximately by pacing from features shown on the site
plan provided
3. Elevations of exploratory borings were obtained by interpolation between contours on the site pion provided.
Logs are drawn to depth.
4. The exploratory boring locations and elevations should be considered accurate only to the degree irnplied
by the method used.
5. The lines between materiels shown on the exploratory boring logs represent the approximate boundaries
between material types and transitions may be gradud.
6. No free water was encountered in the borings at the tine of drilling.
Fluctuation in water level may occur with time.
7. Laboratory Testing Results:
WC = Water Content ( % )
DD = Dry Density ( pcf )
+4 = Percent retailed on No. 4 sieve.
—200 = Percent passing No. 200 sieve.
LL=Liquid Lknit(X)
PI Plasticity Index ( % )
101 294 I HEPWOR TH- PAWLAK I
LEGEND AND NOTES
I ng. 3
om •rase on
0
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K
c
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w 2
O
Moisture Content = 21.5 percent
Dry Density = 102 pcf
Sample of: Slightly Sandy Clay
From: Borang 1 at 5 Feet
0.1
No movement
upon
wetting
1.0 10
APPLIED PRESSURE — ksf
100
Moisture Content = 23.9 percent
Dry Density = 99 pcf
Sample of: Slightly Sandy Clay
From: Boring 1 at 15 Feet
4
No movement
upon
wetting
0.1
101 294
1.0 10
APPUED PRESSURE — ksf
100
HEPWORTH—PAWLAK I SWELL CONSOLIDATION TEST RESULTS
GEOTECHNICAL, INC.
Fig. 4
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Moisture Content = 24.3 percent
Dry Density = 97 pcf
Sample of: Slightly Sandy Cloy
From: Boring 2 at 10 Feet
•
L
6
7
8
9
No movement
upon
wetting
0.1
1.0 10
APPUED PRESSURE — ksf
100
101 294 ' HEPWORTH—PAWLAK 1 SWELL CONSOLIDATION TEST RESULTS
Fig. 5 25
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24 NE 71R
O 45 TOIL 13 MOL OOEIL NINE 4 M. 1 IR
>o
ED
50
40
10
A
O 0
100
USSINUSOID SIRES
I>rAS SCONE OPENINGS
Sir We 11rt r sr r 100
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-
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MEM
5
—• 5
MIIS
ME WS
MEWS
5
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.001 102 d05 a .012 107 .074
111 294
L10
2>0 4.75
DIAMETER OF PARTICLES IN MIWMETERS
LSA, 100
R3
752
122
127
205
CLAY 70 9Lr
FINE 1034119E I FINE�L1
GRAVEL 57 X
LIQUID LIMIT X
SAND 30 X
SILT AND CLAY 13 %
PLASTICITY INDEX
SAMPLE OF: Silty Sandy Gravel FROM: Boring 1 at 30 Feet
HEPWORTH—PAWL AK
GEOTECHNICAL, INC.
GRADATION TEST RESULTS
10
A
70
00
00
40
20
ID
10
0
Fig. 6
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BOIL OR
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Slightly Sandy Clay
Slightly Sandy Clay 0
Sandy Clay
Silty Sand with Gravel
1
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Job
4.201u 004 Jan
Inns
TESTI
Trusfab Inc , Nen Cade CO 51647
a«.
Tars T1
COMMON
Inuarnn sm..
4201 SR1 s Sep 132000
k Indestrles, Inc. 10 11:10:51 2004 Page
-(2-01 5-2-10 4_ 10-1.12 15-0-14 -, 2000 2.500304q 34.11-2 , 35-104 449-5 1 50-00 129
2-0-0 5.3.10 411.2 4-11-2 4-11-2 5-0-0 5-0-0 4-11-2 4114 411.2 53.10 2-0-0
5.00 12
4h6
064
4a1% r
E
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6,8 11
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USS
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f \I \II e- N -O
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410-
X W V LF 416-5- AJ S R Q P
_ 6116 415 = ,. _ 5x15 = UdLs = 45 = 12902 .
426= 416= OS=
GA,/ mo Aso 6 6 It Rs�
rte- 5-10-5 , 15.0-14 , 26-0-0
2-0-0
LOADING (PM) SPACING 2-0-0
TCLL 40.0 pleas Increase 1.00
TC% 10.0 umber brasses 1.00
BCLL 0.0 Rep Stress Ince YES
eWL 10.0 Coda UBCIAtIS516
GSI
TC 0.57
EC 016
W6 0.72
OAaoe9
30-0-0
50-00
34.11-2 43-1-11 50-0-0 ,
2-0-0
179 la,
0
DE?L In poo) WOO PLATES GRIP
Va1(LL) -0.10 T -V •91e MI120 1601123
Itorz�) T.977
(TL)012 P We
111W LL Min Wen = 240 Weight: 313 6
Salle =1:115.
LUMBER BRACMIG
TOP CHORD 2 X 3 SPPS 1660E 1 SE TOP Q10RD SheBhed a 3.59 n Purlio, ssc.Pt sed serewle-
BOT CHORD 2 X 8 $WS 155W 1 S BLOT CHORD Rigid Sing directly new or 1508 ac breol g.
WtSS 2 X 4 W Stud•BIWsrP WEBS 1Raw Y midst! F-U,G-11,I-7,J-T.C-Y, MP
W3 2 X 4 SPFS 2100E 1.BE, W2 2 X 4 SPF -5 2100? 1.8E
WI 2 X 4 SPF -5 2108E I.09, WI 2 X4 SPF -5 210W 1.5E
W2 2 X4 SPF -5 2100E IJt, W3 2 X 45PF-52100F 1.0C
W92 XS SPP32100F 1.11E, W82 X4 SPF -5 2100F ISE
W9 2 X 1 SPFS 2100E 11E, We 2 X 4 SPP -52100E 1St
REACTIONS Ob'si2e) Y=3480/038, P•345043.8
Mac Hoye Y=45000M1 rase 6)
Max urih y.a481med Ata 7). F-6180oS at. 7)
FORCES (a) - Fsst Load Case Only
TOP CHORD A -11400,19-0.-98S. GD= -5411, O-E•-•a1S2. to -5297,? -G -4966, a 4943 1i-1=4943, I -J 4988, J -X -629 .
K -L•-5392, Ld/=-5411, M -N=-900, N-089. 61•=4/39, 1a -P -S38
SOT CHORD X -Y=4719. W.X=6124. V -W=4669, U.V=4696, U-2=3936, Z-AA=3536, TaVw383S, S -T4098, R-5=4500. 0-R=5124.
P. 4719
WEBS C,X8434, D-11-3* D -W=-038. F-efh142, P41=.421. G•U=-127, W1k1707. N-7=1707, I -Ts -427. J -T4621. JA+142,
I: 5=338, UO=339, M.0.434, C -Y=-4617, MP 4127
NOTES
1) Tae Ines hes been designed for the And bads generated by 5S mph "lids el 25 name ground lend. using 5.0 pas by CMN deed
bad end 5.0 psi boll= chord deed toed. 1 W mi from hormone ooerinn, an an occupant colegc.Y 1. wndhbn 1 e.Otosed bui&fmg. of
dimensions 100 6 by 100 S With e,gecens C ASCE TC per LISCANMW11 end mita!, or cardamom oat, they en exposed 10 And
If porches exist. they ere not espased to wand The Mrher DOL .axone is 133, and be pale g4 increase le 1.33
2) Design loads based on 40.0 pet specified roof vow laid.
3) unbalanced snow bads have bean considered far fins design. NBC section 15313)
4) Yens truss Ilei been designed for • 10.0 paf bottom chord the bed non0oecunenl w*h airy ober lira loads Per Table No. 16-8.000 44.
5) Bearing al Plats) Y. P considers paretic! la gran sae using ANSI?PI 1-1095 angle m grain formula. Wilding designer should wedgy
aplady d bong Sodium
8) Panda rncJen al Conecban (by others) of bus to heating pia capable of WIhslrhding 045 Ib OE at loin Y sal 544 m uplift at
OW P.
7) Tha ins Pa ken dayprd with ANSVTPI 1-1905 cr4•ro,
LOAD G16(6) 9andWd
1) Brow: .enter 41010141F1 .00 Pave Increase.1.00
Uniform loads (p1)
Vat A-9•-1000. 541=100.0, H -N -100.0, N-&-100.0. 7 -45 -20.0.2 -Ase -B0 0. P.M -20.0
in
1
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1./1Uh V4 11: J7
Trutt
TEST
Cie 7U 404
ITrws T,.
SC1550RS
12-01_ 4.1-2 11-0-12
JJJJ
11(UJrAb
DIY
4201 SR1 sSep132
18-04 X25-0.0 31.11_10
WJ DUJ
i
/AT* Indus -Ines, Inc. FII Dec 10 11:11 10 2001 Plage 1
31-11-4 45-10-14 +50-60 111.01
2-0-0 4-1-2 0-11.10 6-11.10 6-11.10 6-11-10 6-11-10 6.11-10 4-1-2 24.0
6.00 rii
BA 7.5 4010=
G
244 II
-12N
12X12
IJ
4.2
6412=c
4x6
6
W
ic arm II see
,_.A._41.2
2-0-0 50-04
Maw Offsets 43J11D3-0)S0-3-8,Edge) gdieL 11.10$ - 7� fdw .7u:a 6 i ,_-
LOADING (p40 SPACING 2-0-0 Cil GER In 0ec) vain
TCLL 40.0 Page lama ILO TC 0.16 Varl(LL) •1.03 S +675
TCDL 10.0 Lumber Increase 1.00 BC 0.80 Venal) -155 S 4118
BCL. 0.0 Rap threes Inc: YES WB 0.10 K ort(1L) 146 N We
BODL 70.0 Code UBC/ANS65 161 LC 11 Min 8de8 a 240
U T
V 71514116 WBS
441 % 502 ..2.0011T
S
417$11116=
R D
P
715/6116 WBZ
5x12 44
11.0-12 11 - , 25-00 , 0-1-11-10 , 36114 45-10-14
0
6216 LT: N
346 11
50-04 1
24.0
0
Scale a 11125
PLATES cost
1w20 7/8/123
11116 12762
Wdek: 2761b
LUMBER
TOP CHORD Z X 6SW-6 2100F 1.SE
SOT CHORD 2 X ISMS 2100E 14E
WEBS 2 X 4 WW Sludtcepl'
W1 2 X 6 6PFS 1650E 1.5E. W5 2 X 4 SPFS 2100E 1 SE
W2 2 X 4 SPF$ 2100F 11E, W2 2 X 4 SPP -5 2100F 1 6
W4 2 X 4 SPF -S sloops W6 2 X 4 SW$ 21O0F 1 B
we 2 X4SPTs 2100E 1 BE. W92 X 4 SP/1-5 2100F 1 BE
W9 2 X 4 SPF -5 2100E I.SE
B RAKING
TOP CHORD Sheathed or 2-1400 puffins. c0npt and verticals.
B OT CHORD Rigid cling dimly applied or 10.0-0 ons basal. net
6-11-2 a bowing: T-V,P-R.
WEBS 1 Pew el midpl E -T, W
R1AC11014$ gala) 74320610.53. N=320603-6
Mas Hurt X43/3(lead rase 5)
Max UpIIkX4-599(Wad base 7). N=-699(Iwl rate 7)
FORCES Ob) • Firm Load Case Orly
TOP CHORD *5=43, 8.C-7139, C-0=-6906, D-14.9605. Ef--8372, Ffr--9322, G-11.4322,11-14.9322.140.964713. J-Ke-QB06.
K{4-7138, L -W42. 671=3186, L- N=-3166
DOT CHORD W -X'-0. V•W=6780. tJ-W3i O, Tin=0330, $-70-7147, R4=7441. G -R 0. P-8330, O-0-43790, N-040
WEBS G-SC741. C -W' -1535, E -W-.443. r-Teag7, f4R-887,N-0---413, K -C4-1530. C-442464. E -T -A82, 6-1'7938.
0-R=1945,1.W-462. K -0=2464.0-W67. L•0 6557
NOTES
1) This was hes been designed for die and heeds generated by 65 mph winds el ZS 6 above ground level, using 50 psi lop chord dead
load and 5.0 par bream chord dad Wad.100 mi from krrcane orawdine, on an occuPseaeaOtgol 1, Media I enclosed Welding. Of
dimensions 100 It by 1017 8 weh exposure C ASCE 7,43 per UICARSIg% 11 end vestals w condemn exist. they are expeagiWwWd.
If porches must trey ars nci eapued lo send. The lumber POL )ne,Nse is 1.33, aid the pips gip increase is 1.33
2) Dion Wad is bred a 40.0 pd swarmed roar &was led.
3) Unbalanced snow toads have been considered for la design. (UBC section 16383)
4) All pare we 141120 plaits unless otherwise indicated
5) This Kiss hu dean designed for a 10.0 pal bar Bawd at toed nese neunM ail, any oda Eve Wads per Table No. 16.8. UBC 94
6) Besting at Pall) X. N considers pan14e1 le grain sdue sig 77$-4701 1-095 angle to grain formula, Belding designer should verify
seemly M bearing taxa.
7) Provide mechanised connection (by others) or Inca to bearing plate capable M withstanding 51191b troth d joint X and 699 Ib uplift al
Iiia N.
5) The bus hes been designed with ANSI/TPI 1-1995 criteria.
LOAD CASE'S) BWtlnd
L
1101/27/2005 13:32 FAX
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RECORD
DATE
LOCATION
2i 2,u�.� �`��.f
21001
SHEPHERD RESOURCES INC 1 AIA
POST OFFICE SOX 1624
AVON COLORADO 81620
T970 949 3302 F970 949 5121
W W W.SRIARCHITECT.COM
-1.2-7-05
27'05 FILE CATEGORY i ICD 11
PRESENTITO
MIcHPet.- 1+pf5
0 TELEPHONE
O FACSIMILE
COMMENTS
PROJECT NO
Otto
PROJECT NAME
RE
5614 U CE }'r Gf 111tt[t I
PLUMP,1N6t MAR
ROUTING
0 CONFERENCE )RESEARCH 0 MEMORANDUM
FAX ND. cj2c� 7155$ NO PAGES 829
Use aoup 4-3
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E itis- 1 n'L " Q. 3 = GJ I matt i
Agit- e - Ust
r rn t •T Eszt -0+e4 Ace-csedzy 5- 11
COPIES TO
EY
Zoe Wbr
1/27/2005 13:32 FAX
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RECORD
Zion
SHEPHERD RESOURCES INC / AIA
POST OFFICE BOX 1614
AVON COLORADO 61620
T970 949 3302 F970 949 5121
W W W.SRIARCMITECT.COM
DATE
LOCATION
FILE CATEGORY
PROJECT NO
PRESENT/TO PROJECT NAME
RE
ROUTING
0 TELEPHONE ❑ CONFERENCE 1 RESEARCH
0 FACSIMILE
FAX NO.
NO PAGES
0 MEMORANDUM
COMMENTS
Mtic%r. ZOG, tlrt.rzl50= 1.3? o
—
• ).44<ue, zoto %la -75 2175 az_
row Zn(, !o l un = LW? ae m_
L1.Ja.latr
r f lS t 7b(o N l re¢-2Co = 1.03 oft
t¢1NL11%kt Etokt'MNS '' ra. t tea- Ian = 1i Orz
5 uict_ n.IV (Jkuti_ 51% 1 lett) . 111
COPIES TO
BY
51
01/27/2005 13:32 FAX
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CHAPTER 29
PLUMBING SYSTEMS
SECTION 2901
GENERAL
2901.1 Scope. The provisions of this chapter and the. Interna-
tional Plumbing Code shall govern the erection, installation. al-
teration, repairs, relocation, replacement, addition to, use or
tnaintenance of plumbing equipment and systems. Plumbing
systems and equipment shall be constructed, installed and
maintained in accordance with the International Plumbing
Code_ Private sewage disposal systems shall conform to the In-
remarional Private Sewage Disposal Code.
al 003
[P] SECTION 2902
MINIMUM PLUMBING FACILITIES
2902.1 Minimum number or fixtures. Plumbing fixtures
shall be provided for die type of occupancy and in the minimum
number shown in Table 2902.1 Types of occupancies not
shown in Table 2902.1 shall be considered individually by the
building official. The number of occupants shall be determined
by this code. Occupancy classification shall be determined in
accordance with Chapter 3.
TABLE 2902.1
MTYMUM NUMBER OF REQUIRED PLUMBING FACILTnESa
No.
CLASSIFICATION
115E
GROUP
WATER CLOSETS
)SEE SECTION 4193 OF THE
INTEAN47IONAL PLUMBING
CODE FOR URINALS)
LAVATORIES
SATHUBS
OR
SHOWERS
DR/MONO
FOUNTAINS
(SEE SECTION
410.1 OPINE
WTERMATION1L
PLLaNBiNG
CODE)
OITIER
DESCRIPTION
MALE
FEMALE
MALE
_ FEMALE
I
Assembly
(sin Sections
2902.2, 2902.5
and 2902.6)
A-1
Theaters usually with
fixed seen and other
buildings for the
performing airs and
motion ukases
i per 125
1 per 65
1 per 200
—
1 per 500
1
service
sink
42
Nightclubs, ban, taverns,
dance hills and buildings
for similar purposes
1 pe 40
1 per 40
1 per 75
—
1 pee 500
1
service
oink
Restaurants., banquet
halls end food tourer
1 per 75
1 pet 75
1 per 200
—
1 per 500
t
service
sink
A-3
Auditrltiums without
permanent seating. an
galleries' exhibition
halls. museums. lecture
halls, libraries. arcades
and gymnasiums
I per 125
1 per 65
1 per 200
—
•1 per 500
1
advice
sink
•
Passenger terminals and
transportation facilities_
1 pa 500
I per 500
1 per 750
—
I per 1.000
1
.service
sink
43
Places ' and
other religious services.
Churches without
assembly halls
1 per."1
h#'-00
—
Ea 1,000
i pc 150
service
sink
44
Coliseums, arenas.
sooting riska, pools and
tennis courts for indoor
sporting events and
ac"V1iC4
I per 75 for the
first 1,500 and
I 12D for
the remainder
rvraeding
1.500
I per 40 for the
first 1.500 and
1 60 for the
Per
remainder
exceeding
1.500
1 pc 200
1 per 150sink
1 1,000
1
service
45
Statlium.s. amusement
parks. bleachers and
grandstands forI
sporting ds and outdoor
activities
1 per 75 for the
first I.500 and
per 120 for
theremainder
exceeding
1,500
1 per 40 for the
first 1.500 and
1 per 60 for du
rcrttainder
exceeding
1,500
1 Der 200
1 per 150
—
t per 1.000
t
service
sink
1
{continued)
e
01/27/2005 13:33 FAX
jp0314 Clear width. Protruding objects shall nor reduce
he minitnum clear width of accessible routes as required in
Section 1104.
03.4 Floor surface. Walking surfaces of the means of egress
sba have a slip•resivant surface and be securely attached.
100},5 Elevation change. Where changes in elevation of less
than 12 inches (3D5 mm) exist in the means of egress. sloped
stafaces shall be used. Where the slope is greater than one unit
vertical in 20 units horizontal (5 -percent slope), ramps comply-
ing with Section 1010 shall be used. Where the difference in el-
evation is 6 inches (152 mm) or less, the ramp shall be equipped
with either handrails or floor finish materials that contrast with
adjacent floor finish materials.
1. A single step with a maximum riser height of 7 inches
(17 S mm) is permitted for buildings with occupancies
in Groups F, 11, R-2 and R-3 as applicable in Section
1012, and Groups S and U at exterior doors not re-
quired to be accessible by Chapter 11.
2. A stair with a single riser or with two risers and a tread
is permitted at locations not required to be accessible
by Chapter 11, provided that the risers and treads
comply with Section 1009.3. the minimum depth of
the tread is 13 inches (330 mm) and at least one hand-
rail complying with Section 1009.11 is provided
within 30 inches (762 nun) of the centerline of the
normal path of egress travel on the stair.
3. An aisle serving seating that bas a difference in eleva-
tion less than 12 inches (305 mm) is permitted at loca-
tions oot required to be accessible by Chapter 11,
provided that the risers and treads comply with Sec-
tion 1024.11 and the aisle is provided with a handrail
complying with Section 1024.13.
• Anyc angeinelevationinacorridorservingnonambulatory
; cions in a Group 1-2 occupancy shall be by means of a ramp
9k _doped walkway.
• 1043.6 Means of egress continuity- The path of egress travel
y: Song ameana of egress shall not be interrupted by any building
:eS eat other than a means of egress component as specified in
Ihis chapter. Obstructions shall not be placed in the required
ry tyid6l of a means of egress except projections perrnitted by this
". The required capacity of a means of egress system
• 144
not diminished along the path of egress travel.
h 10133 Elevators, escalators and moving walks. Elevators, es-
eaLlatus and moving walk shall not be used as a component of a
-•„*.teleited Means of egress from any other part of the building.
Exception: Elevators used as an accessible means of egress
to accordance with Section 1007.4.
SECTION 1004
OCCUPANT LOAD
+'1 �ailpn occupant load. In determining means of egress
2:, the number of occupants for whom means of
•t"me+hties shall be provided shall be established by the
number computed in accordance with Sections
1.1 li¢pugh 1004.1.3.
Rj 00 4
MEANS OF EGRESS
1004.1.1 Actual number. The actual number of occupants
for whom each occupied space. floor or building is de-
signed.
1004.1.2 Number by Table 1004.1. The number of occu-
pants computed at the rate of one occupant per unit of area as
prescribed in Table 1004.1.2.
TABLE 1004.1.2
MAXIMUM FLOOR AREA ALLOWANCES PER OCCUPANT
OCCUPANCY
FLOOR AREA IN 50. Fr.
PER OCCUPANT
Agricultural building
300 gross
Micron hangars
500 gross
Airport terminal
Baggage claim
Baggage handling
concourse
Waiting areas
20 gross
300 gross
100 gross
15 gross
Assembly
Gaming Room (keno. clots. etc.)
11 gross
Assembly with fixed scam
See Section 1003.2.2.9
Assembly without fixed seats
Concentrated (chain only—rot fixed)
Standing space
t)ncoreeaNaoed (tables and chairs)
o net
15 net
Bowring centras, allow 5 pawns for each law
including 15 fat of runway. and for additional
21E2S
7 net
Business areas
t00 Emu
Courtrooms—other than find seating teas
40 net
Domdtories
50 gross
Educational
asuman area
Sbops and otter vocational room areas
—.
20 net
Exercise rooms
511snoss
K-5 fabrication and manufacturing areas
200 gross
Indusuialescas
100 gross
Institutional areas
Inpadcnt treatment areas
Outpatient areas
Sleeping areas
240 gross
100 gross
120 gross
Kitchens, commercial
200 gross
Library
Reading rooms
Stack area
50 net
l DD gross
Locker rooms
50 gross
Mercantile
Areas on other nous
Basement and grade floor areas
Storage. stock- shipping ares
60 gross
30 gross
300 gross
Parking ger
200 gross
Residential
200 gratis
Skating rinks. swimming pools
Rink and pool
Deets
50 gross
15 gross
Stages and platforms
CIS net
Arcesrory mirage areas. mechanical
equipment room
300 gross
Warehouses
500 gross
For SI: I square foot = 0.0929 m2.
7)3
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Church
HVAC Load Calculations
for
Bait Ohm
R V HVAC LOADS
Prepared By:
High Altitude Heating And Air
Rifle, Colorado
Thursday, January 27, 2005
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1'
Project Report
Project Title:
Project Date:
Company Name:
Company City:
Reference City:
Daily Temperature Range:
Latitude:
Elevation:
Altitude Factor:
Elevation Sensible Adj. Factor:
Elevation Total Adj. Factor:
Elevation Heating Adj. Factor:
Elevation Heating Adj. Factor:
Winter:
Summer:
Church
Monday, January 24, 2005
High Altitude Heating And Air
Rifle, Colorado
Outdoor
Dry Butt
10
94
Total Building Supply CFM:
Square ft. of Room Area:
Volume (ft, of Cond. Space:
40
5500
0.817
0.860
0.973
0.880
0.880
Outdoor
Wet Bulb
0
65
0
4,428
94,827
Total Heating Required With Outside Air:
Total Sensible Gain:
Total Latent Gain:
Total Cooling Required With Outside Air.
Glenwood Springs, Colorado
High
Degrees
ft.
Indoor Indoor Grains
Rel.Hum Dry Bulb Difference
30 80 47
50 70 0
159,617 Btuh
131,737 Btuh
68,516 Btuh
200,252 Btuh
CFM Per Square ft.:
Square ft. Per Ton:
Air Turnover Rate (per hour):
0.000
189
0.0
159.617 MBH (Based On 0.880 Derating)
66 %
34 %
16.69 Tons (Based On Sensible + Latent)
23.47 Tons (Based On 75% Sensible Capacity)
(and 0.973 Total Derating)
Calculations are based on 8th edition of ACCA Manual J.
All computed results are estimates as building use and weather may vary.
Be sure to select a unit that meets both sensible and latent loads.
Jf/
1
1
1
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1
i
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1
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1
1
t
Miscellaneous Report
Winter.
Summer:
Calculate:
Use Schedule:
Roughness Factor:
Pressure Drop:
Minimum Velocity:
Maximum Velocity:
Minimum Height:
Maximum Height:
Infiltration:
Above Grade Volume:
Total Building Infiltration:
Total Building Ventilation:
Main Trunk
Yes
Yes
0.00030
0.1000
650
900
0
0
10
94
in.wg./100 ft.
ft./min
ft./min
in.
in.
Winter
0.430 AC/hr
X 94.827 Cu.ft.
40,776 Cu.ft./hr
X 0.0167
680 CFM
0 CFM
,System 1—
Infiltration & Ventilation Sensible Gain
Infiltration & Ventilation Latent Gain M
Infiltration & Ventilation Sensible Loss
Multiplier:
ultiplier:
Multiplier:
r % NN:A.0ktr e..AG..de..w.w:_L. As..
0
65
30
50
Runouts
Yes
Yes
0.00030
0.1000 in.wg./100 ft.
450 ft./min
750 ft./min
0 in.
0 in.
Summer
0.150 AC/hr
X 94.827 Cu.ft.
14,224 Cu.ft./hr
X 0.0167
237 CFM
0 CFM
80
70
21.56 = (1.10 X 0.817 X 24.00 Summer Temp. Difference)
0.03 = (0.68 X 0.817 X 0.06 Grains Difference)
62.88 = (1.10 X 0.817 X 70.00 Winter Temp. Difference)
46.94
0.06
Load Preview Report
Building
System 1
AED Excursion
Duct Loads
4,428 131,737 68,516 200,252 140,463 1,663 7,333 0
4,428 131,737 68,516 200,252 140,463 1,663 7,333 0 0x0'
883 883
25,498 510 26,008 35,881
Zone 1 4,428 105,355 68,006 173,361 104,582 1,663 7,333 0
1-Sanctury 2,700 83,296 60,004 143,300 59,896 953 5,797 0 0-0•
2 -Storage 112 907 0 907 5,034 80 63 0 0-0'
3-Classroom/Sound&Video 218 5,392 4,000 9,392 1,905 30 375 0 0-0*
4 -Men's & Women's Bathroom 418 2,801 1 2,802 13,350 212 195 0 0-0'
5 -Classroom 399 9,538 4,001 13,539 14,585 232 664 0 0-0'
6 -Foyer 336 2,016 0 2,016 6,370 101 140 0 0-0'
7 -Hall 245 1,405 0 1,405 3,442 55 98 0 0-0*
37
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
11
System 1 - - Ade _uate Exposure Diversi Test
Glass Sensible Gain, Btuh
15,00
10,00
5,00
Test For Adequate Exposure Diversity
41.6% Diff. from Avg. (883 Btuh Excursion)
0 1 1 1 1
Bam 9am 10am 11am 12pm fpm 2pm 3pm 4pm 5pm 6pm 7pm
/ Average Glass Load
Over 12 Hours
/ 1.3 x Average / Hourly Glass Load
-- SYSTEM DOES NOT HAVE ADEQUATE EXPOSURE DIVERSITY. —
System is on N, E, S, W rosette.
Peak load exceeds 12 -hour average load by 41.6%.
AED Excursion (amount by which peak exceeds 1.3 x average): 883 Btuh
Definition: A system has adequate exposure diversity if the peak -hour glass load for the entire conditioned space does not
exceed the average glass load for the entire conditioned space by more than 30 percent.
CAElite\Rhvacw\Proiects\Hirsh Altitiirterr:hiirrhl rhv
Th. in...4a n7 nnnc •n e1 •••
1
1
1
t
1
1
1
1
1
1
1
1
1
1
1
1
1
System 1- Psychrometric Chart
ZC Zone (Room) Condition
LC Leaving Coil Condition
SD Supply Duct Temperature Rise
OC Outdoor Condition
EC Entering Coil Condition
DTF Draw Through Fan Sensible Gain
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Detailed Room Loads - Room 1 - Sanctuty (Average Load Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers:
Runout Air:
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
N -Wall-12B-0bw 54 X 8
E -Wa11-128-0bw 50 X 8
S -Wall-12B-0bw 54 X 8
S -Door -11 P 3 X 7
N -GIs-1 D-cvo shgc-0.56 100%S
(6)
E -GIs-1 D-cvo shgc-0.56 0%S (2)
S -GIs-1 D-cv-o shgc-0.56 54%S (6)
UP -Roof -17A-20 50 X 54
Floor -22A -pm 158 ft..Per.
Subtotals for Structure:
Infil.: Win.: 386.2, Sum.: 134.7
People: 200 lat/per, 230 sen/per:
Room Totals:
Htg. & clg.
50.0 ft.
54.0 ft.
2,700.0 sq.ft.
30.0 ft.
81,000.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft.
0.000 in.wg./100 ft.
Occurrences:
System Number:
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 %
0 CFM
0 %
386 CFM
135 CFM
360 0.097 6.8 2,444 1.6 0 583
376 0.097 6.8 2,553 1.6 0 609
339 0.097 6.8 2,302 1.6 0 549
21 0.290 20.3 426 8.7 0 183
72 0.570 39.9 2,874 24.5 0 1,764
24 0.570 39.9 958 66.5 0 1,596
72 0.570 39.9 2,874 30.0 0 2,160
2700 0.043 3.0 8,127 1.5 0 3,947
158 1.180 82.6 13,051 0.0 0 0
35,609 0 11,391
1,264 19.214 24,287 2.298 4 2,905
300 60,000 69,000
59,896 60,004 83,296
r trIira%G6vatihDrnia.-IeW;nk n u:,, ,a..u^k. ...J.' .�...
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Detailed Room Loads - Room 2 - Storage (Average Load Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers:
Runout Air:
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
N -Wall-12B-Obw 16 X 8
UP-Ceil-16A-19 7 X 16
Floor -22A -pm 16 ft..Per.
Subtotals for Structure:
Infil.: Win.: 39.1, Sum : 13.6
Room Totals:
Htg. & clg.
7.0 ft.
16.0 ft.
112.0 sq.ft.
8.0 ft.
896.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft.
0.000 in.wg./100 ft.
128
112
16
128
C•1EIite\Rhvacw\Proiects\Hich Altitude(Churrh) rhv
0.097
0.049
1.180
Occurrences:
System Number:
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
6.8
3.4
82.6
869
384
1,322
2,575
19.211 2,459
5,034
1.6
3.6
0.0
2.297
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 °%
0 CFM
0 °%
39 CFM
14 CFM
0
0
0
0
0
0
207
406
0
613
294
907
The rcrho Inn•m... n7 7nr1C 9A.99 All
41
Detailed Room Loads - Room 3 - Classroom/Sound&Video (Average Load
Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers:
Runout Air.
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
UP-Ceil-16A-19 15.6 X 14
Floor -22A -pm 14 ft..Per.
Subtotals for Structure:
Infil.: Win.: 0.0, Sum.: 0.0
People: 200 lat/per, 230 sen/per:
Room Totals:
Htg. & clg.
15.6 ft.
14.0 ft.
218.0 sq.ft.
8.0 ft.
1,747.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft.
0.000 in.wg./100 ft.
Occurrences -
System Number:
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 %
0 CFM
0 %
0 CFM
0 CFM
218.4 0.049 3.4 749 3.6 0 792
14 1.180 82.6 1,156 0.0 0 0
1,905 0 792
0 0 0 0 0 0
20
C1EIitnMRhvarw%Prninrtt Winh ARib ,dalrk,.rrh\ rh.,
4,000 4,600
1,905 4,000 5,392
iL
1
1
1
1
1
1
1
1
1
1
1
1
1
1
1
Detailed Room Loads - Room 4 - Men's & Women's Bathroom (Average Load
Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers.
Runout Air:
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
74 -Wall-12B-0bw 19 X 8
W -Wall-12B-0bw 22 X 8
UP-Ceil-16A-19 22 X 19
Floor -22A -pm 41 ft..Per.
Subtotals for Structure:
Infil.: Win.: 100.2, Sum.: 35.0
Room Totals:
Htg. & clg.
22.0 ft.
19.0 ft.
418.0 sq.ft.
8.0 ft.
3,344.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft
0.000 in.wg./100 ft
152
176
418
41
328
0.097
0.097
0.049
1.180
Occurrences:
System Number:
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
C'\Elite\RhVaCwlProiects\Minh Altiti irialr'hi irrhl rhv
6.8 1,032
6.8 1,195
3.4 1,434
82.6 3,387
7,048
19.213 6,302
13,350
1.6
1.6
3.6
0.0
2.299
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 %
0 CFM
0 %
100 CFM
35 CFM
0 246
0 285
0 1,516
0 0
0 2,047
1 754
1 2,801
1
1
1
1
1
1
11
1
1
1
1
1
1
1
1
1
Detailed Room Loads - Room 5 - Classroom (Average Load Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers.
Runout Air.
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
W -Wall-12B-Obw 21 X 8
S -Wall-12B-Obw 19 Y 8
W -GIs-1 Dcvo shgc-0.56 0%S (2)
S -GIs-1 Dcvo shgc-0.56 54%S (2)
UP-Ceil-16A-19 19 X 21
Floor -22A -pm 40 ft.. Per.
Subtotals for Structure:
Infil.: Win.: 97.8, Sum.: 34.1
People: 200 lat/per, 230 sen/per:
Room Totals:
Htg. & clg.
19.0 ft.
21.0 ft.
399.0 sq.ft.
8.0 ft.
3,192.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft
0.000 in.wg./100 ft
144 0.097
128 0.097
24 0.570
24 0.570
399 0.049
40 1.180
Occurrences:
System Number.
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 %
0 CFM
0
98 CFM
34 CFM
6.8 978 1.6 0 233
6.8 869 1.6 0 207
39.9 958 66.5 0 1,596
39.9 958 30.0 0 720
3.4 1,369 3.6 0 1,447
82.6 3,304 0.0 0 0
8,436
320 19.216 6,149
20
C:1ElitelRhvacw\Projects1High Altitude(Church).rhv
14,585
0 4,203
2.297 1 735
4,000 4,600
4,001 9,538
Thursday January 97 Wig 1n•99 ARA
Detailed Room Loads - Room 6 - Foyer (Average Load Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers:
Runout Air:
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
S -Wall-12B-Obw 16 X 8
S -Door -11 P 6 X 7
UP-Ceil-16A-19 21 X 16
Floor -22A -pm 16 ft.. Per.
Subtotals for Structure:
Infil.: Win.: 39.1, Sum.: 13.6
Room Totals:
Htg. & clg.
21.0 ft.
16.0 ft.
336.0 sq.ft.
8.0 ft.
2,688.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft.
0.000 in.wg./100 ft.
Occurrences:
System Number:
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 %
0 CFM
0 %
39 CFM
14 CFM
86 0.097 6.8 584 1.6 0 139
42 0.290 20.3 853 8.7 0 365
336 0.049 3.4 1,152 3.6 0 1,218
16 1.180 82.6 1,322 0.0 0 0
3,911 0 1,722
128 19.211 2,459 2.297 0 294
6,370 0 2,016
(` \Fli1nAD6va.vADe..is..•n1L11.J. AI • .• ,rt. •.% L.
4b
Detailed Room Loads - Room 7 - Hall (Average Load Procedure)
Calculation Mode:
Room Length:
Room Width:
Area:
Ceiling Height:
Volume:
Number of Registers:
Runout Air:
Runout Duct Size:
Runout Air Velocity:
Design Loss:
Actual Loss:
Htg. & clg.
7.0 ft.
35.0 ft.
245.0 sq.ft.
8.0 ft.
1,960.0 cu.ft.
0
0 CFM
0 in.
0 ft./min.
0.100 in.wg./100 ft
0.000 in.wg./100 ft
Occurrences:
System Number:
Zone Number:
Supply Air:
Supply Air Changes:
Required Vent.:
Actual Winter Vent.:
Percent of Supply.:
Actual Summer Vent.:
Percent of Supply:
Actual Winter Infil.:
Actual Summer Infil.:
1
1
1
0 CFM
0.0 AC/hr
0 CFM
0 CFM
0 %
0 CFM
0
17 CFM
6 CFM
W -Wall-12B-Obw 7 X 8
W -Door -11 P 6 X 7
UP-Ceil-16A-19 7 X 35
Floor -22A -pm 7 ft.. Per.
Subtotals for Structure:
Infil.: Win.: 17.1, Sum.: 6.0
Room Totals:
14
42
245
7
56
CiElitetRhvacwlPreiertc1Hinh Altih Idatrhi ,rrh1 rhv
0.097
0.290
0.049
1.180
6.8 95
20.3 853
3.4 840
82.6 578
2,366
19.214 1,076
3,442
1.6
8.7
3.6
0.0
2.304
0 23
0 365
0 888
0 0
0 1,276
0 129
0 1,405
TL J 1 n-7 nnnr •n nn AlI
CIVIL ENGINEERING
An Employee -owned Company
LAND SURVEYING
DRAINAGE REPORT
FOR
SONLIGHP FOURSQUARE CH Cf
1517 Blake Avenue, Suite 101
Glenwood Springs, CO 81601
970.945.8676 phone
970.945.2555 fax
PRELIMINARY PLAN SUBMITTAL
PREPARED FOR:
Sonlight Foursquare Church
0355 County Road 132
Glenwood Springs, CO 81601
(970) 945-9657
PREPARED BY:
High Country Engineering, Inc.
1517 Blake Avenue, Suite 101
Glenwood Springs, CO 81601
(970) 945-8676
HCE JOB NO. 2041002.00 x0518
February 21, 2005
k:\wp\204\1002\preliminary-drainage.doc
Prepared By:
Scott Gregory, E.I.
Reviewed By:
Roger D. Neal, P.E.
Colorado Registered Professional Engineer No. 29975
www.hceng.com
14 Inverness Drive Easr, Suite F-120
Englewood, CO 80112
303.925.0544 phone
303.925.0547 fax
TABLE OF CONTENTS
SECTION PAGE
INTRODUCTION 3
HYDROLOGY 3
EXISTING HYDRAULIC CONDITIONS 3
PROPOSED HYDRAULIC CONDITIONS 3
EROSION PROTECTION 4
SUMMARY 4
REFERENCES 5
APPENDIX 6
DRAWINGS: Figure 1. Vicinity Map
Figure 2. SCS Soils Survey Map
Figure 3. Existing Drainage Basin Map
Figure 4. Proposed Drainage Basin Map
Pg. 2
K:1wp1204U 002\preliminary-drainage.doc
1
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VICINITY MAP
SCALE: 1" = 2000'
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HIGH COUNTRY ENGINEERING, INC.
Id INVERNESS DRIVE EAST. STE F.120. ENGLEWOOD, CO 50112
PHONE (30319250544 FAX 130319250547
I SI7 BLAKE AVENUE. STE I 01, GLENWOOD SPRINGS. CO 516121
PHONE 1970194543076 FAX 1970/ 9454555
WwvAncEms.com
SONUGHT FOURSQUARE CHURCH
GARFIELD COUNTY COLORADO
SONLIGHT
FOURSQUARE CHURCH
VICINITY MAP
DRAWN SY:
SPG
SCALE.
I" 4 2000'
CHECKED BY'
RDN
PROJECT No
2041002.00
DATE'
2/25/05
PAGE
FILE. .1 /SDSKPROJ/204/ 1 002/DWG/NC MAP DWG
INTRODUCTION
The proposed Sonlight Foursquare Church improvements consist of constructing a new church
building. The project site is located in Govemment Lot 4, Section 6 of Township 6 South and
Range 89 West of the Sixth Principal Meridian, County of Garfield, State of Colorado; being all
parts of I,ot 1 and Lot 2 of the first amended Betz subdivision exemption plat. The proposed site
is bounded on the east by County Road 132, private property along all other sides. I-70 is
approximately 1000 feet south of the site. Please see Figure 1: Vicinity Map.
HYDROLOGY
The hydrologic methods for the on-site basins and all offsite basins are based on the
methodology presented in the Natural Resources Conservation Service (MRCS) publication
"Procedures for Determining Peak Flows in Colorado" (1980), and the computer program
AutoCAD Hydrology TR -55 Tabular Method. Stream gage record analysis in western Colorado
indicates that elevation 7500 feet is approximately the dividing elevation between rainfall derived
critical flood events (below 7500 feet) and snowmelt derived events (above 7500 feet). Since the
on-site and offsite basins are below 7500 feet in elevation, peak flows in this area will be
primarily rainfall derived. The onsite storm drainage system should be more than adequate to
handle on-site spring snowmelt runoff. The 25 year, 24-hour storm was used to size the
proposed drainage culverts. The calculations are provided in the appendix.
EXISTING HYDRAULIC CONDITIONS
The existing runoff from Storm King Mountain is what mostly affects this site. Historically the
runoff sheet flows through the site to a roadside swale along County Road 132, and then
southerly to the intersection with US Highway 6 &24 where it is collected in drainage facilities
and routed to the Colorado River.
There are several offsite basins to the north and west of the site that contribute to the flow in the
roadside swale along County Road 132. These basins are rather large and display debris flow
characteristics. The roadside swale along County Road 132 is considerably small and will not
adequately convey a major storm event. The existing pattern of flow is that minor, nuisance
flows will be carried by the ditch until capacity is reached and excess flows will over top the road
and sheet flow to Mitchell creek. The approximate flow carried by the roadside ditch is 0.18 cfs.
The proposed site is not located in a FEMA designated floodplain and is not in an area designated
as subject to alluvial or shallow flooding.
PROPOSED HYDRAULIC CONDITIONS
The proposed site will incorporate an existing house and playground along with the proposed
church facility and parking area. The overall drainage patterns under developed conditions are
proposed to be similar to those of existing (historic) conditions.
The proposed parking area will be constructed of a compacted gravel surface and perimeter
swales to route flows toward the intersection of the driveway and County road 132. The
proposed church will have concrete sidewalks around the east and south sides that drain towards
the parking area and a small drainage swale around the west and north sides that carry flows
away from the building and towards the parking area then into the drainage swales.
There is an existing 12" cmp culvert under the driveway that conveys flow under the intersection
of the driveway and County Road 132 that is adequate to allow flows to continue in the road side
ditch as it was historically. The existing roadside swale is considerably small and not adequate to
convey enough flow to warrant the use of an 18" pipe, the county minimum standard, and the
existing 12" cmp is in good condition therefore we are proposed to leave the existing pipe under
the driveway. See the appendix for the culvert capacity calculations.
The developed peak flows created a minor increase compared to the existing peak flows during
the 100 year storm event, the timing of the peak flows to the discharge locations being ahead of
the major off-site basins, and the downstream conveyance structures having adequate capacity to
convey the minor increase in the stormwater flows, detention will not be required for this site.
However there is an existing small detention basin at the intersection of the driveway and County
Road 132 which we are proposing to be increased to 610 cubic feet of storage to provide for
sedimentation and water quality capture purposes. See Appendix A for hydraulic calculations.
EROSION PROTECTION
During construction activities, we recommend placing straw bales at the entrance to the culvert to
prevent sediment -laden runoff from continuing downstream. Straw bales should also be located
in swales around the building, see the proposed grading plan for specific locations. Any portion
of the existing roadside swales that are disturbed during construction should be revegetated
immediately but no greater than 30 days without establishing vegetation. Sediment control
fences shall be installed in areas that will be subject to sheet flow across the construction site.
The existing detention basin will be increased in size as stated above. These structures should be
checked and cleaned after storm events to reduce adverse impacts to users downstream.
SUMMARY
The purpose of this study is to outline a storm water management system to accommodate the
runoff from this development in accordance with the regulations by Garfield County, Colorado.
This report is in conformance with Garfield County, Colorado Storm Water Management Criteria.
REFERENCES
1. National Oceanic and Atmospheric Administration: Precipitation -Frequency Atlas of the
Westem United States, Volume III -Colorado. Silver Springs, MD 1973.
2. United States Department of Agriculture, Soil Conservation Service: Soil Survey of Rifle Area,
Colorado, Parts of Garfield and Mesa Counties, May 1992.
EXDR-25
TR -55 Tabular Hydrograph Method
Input Summary
Description
EX -25
Rainfall Distribution Type II
Ia/P Interpolation On
Total Area 8.7882 ac
Peak Time 726.0000 min
Peak Flow 6.3167 cfs
Given Input Data:
Subarea D/S Subareas
Description
Area
(ac)
CN
Tc Tt Rainfall
(min) (min) (in)
EX1
Support Data:
Subarea Name: EX1, Row: 1
Sheet Flow
8.7882
75 6.3318
2.7905 2.2000
Description
Mannirig's n 0.0300
Flow Length 300.0000 ft
Two Yr, 24 hr Rainfall 1.2000 in
Land Slope 0.3124 ft/ft
Computed Sheet flow time > 3.5413 min
Shallow Concentrated Flow
Description'
Surface
Flow Length
Watercourse Slope
Velocity
Computed Shallow flow time
unpaved
1317.3086 ft
0.2378 ft/ft
7.8679 fps
> 2.7905 min
***************************
Total Time of Concentration > 6.3318 min
***t***************n********
shallow concentrated Flow
Description
Surface
Flow Length
Watercourse Slope
Velocity
Computed Shallow flow time
Unpaved
1317.3086 ft
0.2378 ft/ft
7.8679 fps
> 2.7905 min
r*see*arta+**a*+****
Total Time of Travel
***************MM
> 2.7905 min
Composite Runoff curve Number calculator
Description Area (ac) Curve Number
Page 1
Total Area
EXDR-25
0.0247 87
0.5625 89
0.0354 98
0.3728 98
7.7928 73
> 8.7882 75 < weighted CN
Page 2
EXDR-100
TR -55 Tabular Hydrograph Method
Input Summary
Description
EX -100
Rainfall Distribution Type II
Ia/P interpolation On
Total Area 8.7882 ac
Peak Time 726.0000 min
Peak Flow 9.4236 cfs
Given Input Data:
Subarea D/S Subareas Area CN Tc Tt Rainfall
Description (ac) (min) (min) (in)
Ex].
Support Data:
Subarea Name: EX1, Row: 1
sheet Flow
8.7882
75 6.3318
2.7905 2.6000
Description
Manning's n 0.0300
Flow Length 300.0000 ft
Two Yr, 24 hr Rainfall 1.2000 in
Land Slope 0.3124 ft/ft
Computed Sheet flow time > 3.5413 min
Shallow Concentrated Flow
Description
Surface unpaved
Flow Length 1317.3086 ft
watercourse slope 0.2378 ft/ft
velocity 7.8679 fps
Computed Shallow flow time > 2.7905 min
***************************
Total Time of Concentration > 6.3318 min
****************************
Shallow Concentrated Flow
Description
surface unpaved
Flow Length 1317.3086 ft
watercourse Slope 0.2378 ft/ft
velocity 7.8679 fps
Computed Shallow flow time > 2.7905 min
********************
Total Time of Travel > 2.7905 min
*********************
composite Runoff Curve Number Calculator
Description Area (ac) Curve Number
Page 1
Total Area
EXDR-100
0.0247 87
0.5625 89
0.0354 98
0.3728 98
7.7928 73
> 8.7882 75 < Weighted CN
Page 2
PRDR-25
TR -55 Tabular Hydrograph Method
Input Summary
Description
PR -25
Rainfall Distribution Type II
Ia/P Interpolation On
Total Area 8.7882 ac
Peak Time 726.0000 min
Peak Flow 6.9935 cfs
Given Input Data:
subarea D/S Subareas Area CN Tc Tt Rainfall
Description (ac) (min) (min) (in)
PRI
support Data:
Subarea Name: PR1, Row: 1
Sheet Flow
8.7882 76 6.0737 2.5503 2.2000
Description
Manning's n 0.0300
Flow Length 300.0000 ft
Two Yr, 24 hr Rainfall 1.2000 in
Land :slope 0.3164 ft/ft
Computed Sheet flow time > 3.5234 min
shallow Concentrated Flow
Description
Surface unpaved
Flow Length 1317.3086 ft
watercourse slope 0.2847 ft/ft
Velocity 8.6089 fps
Computed Shallow flow time > 2.5503 min
Total Time of concentration > 6.0737 min
****************************
shallow concentrated Flow
Description
surface unpaved
Flow Length 1317.3086 ft
Watercourse Slope 0.2847 ft/ft
velocity 8.6089 fps
Computed Shallow flow time > 2.5503 min
********************
Total Time of Travel > 2.5503 min
*********************
Composite Runoff Curve Number calculator
Description Area (ac) Curve Number
Page 1
Total Area
PRDR-25
0.3728 98
0.0354 98
0.5544 98
0.1312 98
0.0449 89
0.0903 89
0.0630 87
0.0247 87
7.4715 73
> 8.7882 76 < weighted CN
Page 2
PRDR-100
TR -55 Tabular Hydrograph Method
Input Summary
Description
PR -100
Rainfall Distribution Type II
Ia/P Interpolation On
Total Area 8.7882 ac
Peak Time 726.0000 min
Peak Flow 10.2702 cfs
Given Input. Data:
Subarea D/S Subareas Area CN Tc Tt Rainfall
Description (ac) (min) (min) (in)
PR1
Support Data:
Subarea Name: PR1, Row: 1
Sheet Flow
8.7882 76 6.0737 2.5503 2.6000
Description
Manning's n 0.0300
Flow Length 300.0000 ft
Two Yr, 24 hr Rainfall 1.2000 in
Land Slope 0.3164 ft/ft
Computed Sheet flow time > 3.5234 min
Shallow Concentrated Flow
Description
Surface Unpaved
Flow Length 1317.3086 ft
watercourse Slope 0.2847 ft/ft
velocity 8.6089 fps
Computed Shallow flow time > 2.5503 min
***rax*********************
Total Time of Concentration > 6.0737 min
****************************
Shallow Concentrated Flow
Description
Surface unpaved
Flow Length 1317.3086 ft
watercourse Slope 0.2847 ft/ft
velocity 8.6089 fps
Computed Shallow flow time > 2.5503 min
********************
Total Time of Travel > 2.5503 min
*********************
Composite Runoff Curve Number Calculator
Description Area (ac) Curve Number
Page 1
Total Area
PRDR-100
0.3728 98
0.0354 98
0.5544 98
0.1312 98
0.0449 89
0.0903 89
0.0630 87
0.0247 87
7.4715 73
> 8.7882 76 < Weighted CN
Page 2
ditch behind building
Channel Calculator
Given Input Data:
Shape
Solving for
Flowrate
Slope
Mannirig's n
Height
Bottom width
Left slope
Right slope
Computed Results:
Depth
Velocity
Full Flowrate
Flow area
Flow perimeter
Hydraulic radius
Top width
Area
Perimeter
Percent full
Critical Information
Critical depth
Critical slope
Critical velocity
Critical area
Critical perimeter
Critical hydraulic radius
Critical top width
Specific energy
Minimum energy
Froude number
Flow condition
Trapezoidal
Depth of Flow
7.0000 cfs
0.0200 ft/ft
0.0200
2.0000 ft
0.0000 ft
10.0000 ft/ft (v/H)
1.5000 ft/ft (V/H)
1.9057 ft
5.0282 fps
7.9622 cfs
1.3922 ft2
4.2056 ft
0.3310 ft
1.4610 ft
1.5333 ft2
4.4137 ft
95.2851 %
1.8336 ft
0.0246 ft/ft
5.4312 fps
1.2889 ft2
4.0465 ft
0.3185 ft
1.4058 ft
2.2986 ft
2.7505 ft
0.9081
Subcritical
Page 1
ditch on sw side parking area
channel Calculator
Given input Data:
Shape
Solving for
Flowrate
Slope
Manning's n
Height
Bottom width
Left .slope
Right slope
computed Results:
Depth
Velocity
Full Flowrate
Flow area
Flow perimeter
Hydraulic radius
Top width
area
Perimeter
Perce9t full
Critical Information
Critical depth
Critical slope
Critical velocity
Critical area
Critical perimeter
Critical hydraulic radius
Critical top width
Specific energy
Minimum energy
Froude number
Flow condition
Trapezoidal
Depth of Flow
7.0000 cfs
0.0324 ft/ft
0.0200
2.0000 ft
0.0000 ft
3.0000 ft/ft (v/H)
3.0000 ft/ft (v/H)
1.8782 ft
5.9530 fps
8.2769 cfs
1.1759 ft2
3.9596 ft
0.2970 ft
1.2521 ft
1.3333 ft2
4.2164 ft
93.9100 %
1.9391 ft
0.0273 ft/ft
5.5851 fps
1.2533 ft2
4.0879 ft
0.3066 ft
1.2927 ft
2.4289 ft
2.9086 ft
1.0830
Supercritical
Page 1
FYI IIS - = MN = M - - - I= N
0
SONUGHT FOURSQUARE CURCH
GARFILED COUNTY. COLORADO
SONUGHT
FOURSQUARE CHURCH
SOILS MAP
HIGH COUNTRY ENGINEERING, INC.
14 INVERNESS DRIVE EAST. STE F-120. ENGLEWOOD. CO 8011
PHONE(303) 9250544 FAX 1303)9250547
1517 HAKE AVENUE. STE 101 GLENWOOD SPRINGS.COS1901
PHONE (*70) 9454979 FAX 1970) 945-2555
NO DATE
REVISION
BY
E CENTER OF COLOOPA
1600-922.1987
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CALL zanirtss OAr3 n ADVMCE
NM = MN = MN INN
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SONUGHT FOURSQUARE CURCH
GARFILED COUNTY. COLORADO
SONLIGHT
FOURSQUARE CHURCH
PROPOSED DRAINAGE MAP
HIGH COUNTRY ENGINEERING, INC.
14 INVERNESS DRIVE EAST. STE F -12O. ENGLEWOOD. CO 50111
PHONE (303)1125OS44 FAX 13031 B25OL7
1517 BLAKE AVENUE. STE IGI. GLENWOOD SPRINGS, C0111601
PHONE 15701 NSIS70 FAX 1970) 9452553
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1517 BLAKE AVENUE. STE 101. GLENWOOD SPRINGS. CO Bl 801
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