HomeMy WebLinkAboutPlansGarfield County
Buiding Department
108 8th street
Glenwood Springs, Co 81601
970-945-8212
Plan analysis based on
the 2003 International Building Code
Project Number: Date: August 28, 2008
Project Name: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Occupancy: S-1,M,B,R-3
Construction: V-B
Contractor: McCauly
Architect: Hauser
Engineer: Austin
Report By: Dave Bartholomew
NOTE: The code items listed in this report are not intended to be a
complete listing of all possible code requirements in the 2003 IBC.
It is a guide to selected sections of the code.
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 = 630 feet.
Perimeter which fronts a public way or accessible open space
Minimum width of public way or accessible open space = 30
Allowable area increased 3.57% for frontage increase.
Sec. 506.2
180 feet.
FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS
2 Dwelling R-3 ok 1040 27321 0.04 ok
TOTAL FOR FLOOR 1040 27321 0.04 ok
1 Office B ok 1280 27321 0.05 ok
1 Sales Room M ok 1300 27321 0.05 ok
1 warehouse S-1 ok 20446 27321 0.75 ok
TOTAL FOR FLOOR 23026 27321 0.84 ok
BUILDING TOTAL 24066 54643 0.44 ok
--Sec. 503, 504, 506 and Table 503
Allowable area and height calculations are based on the most
restrictive use. Different uses are not separated by fire barriers.
--Sec. 302.3.1
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 2
The actual height of this building is 27.0 feet.
PROPERTY DESCRIPTION:
North Side has a property line. -Distance to property line = 10.0
East Side has a property line. -Distance to property line= 10.0
South Side has building. -To building = 45.0 ,assumed property line 22.5
Exterior wall rating based on distance to assumed property line.
--Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE
West Side has a property line. -Distance to property line = 200.0
occ BRG
WALL
S-1 0-hr
M 0-hr
B 0-hr
R-3 0-hr
EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION
Sec. 602, Tables 601 and 602, and Sec. 704
NORTH EAST SOUTH
NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG
BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL
0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr
0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr
0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr
0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr
WEST
NON
BRG
0-hr
0-hr
0-hr
0-hr
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.
OPNG%
UP/PR
NL/NL
NL/NL
NL/NL
NL/NL
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 1hr 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 1hr 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.
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 3
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.
FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS --Table
ELEMENT MATERIAL RATING NOTES
Structural Frame Any 0 hour
Interior Bearing wall Any 0 hour
Interior nonbrg wall Any 0 hour
Shaft Enclosure Any 1 hour Note 1
Floor/Ceiling Assembly Any 0 hour
Roof/Ceiling Assembly Any 0 hour
Stairs Any None
NOTES:
1. Fire resistance rating for shafts based on Section 707.4
NOTE: See Section 707.2 for shaft enclosure exceptions.
SHAFT REQUIREMENTS:
Openings other than those necessary for the purpose of the shaft
shall not be permitted. --Sec. 707.7.1
Penetrations other than those necessary for the purpose of the shaft
shall not be permitted. --Sec. 707.8.1
Shafts that do not extend to the bottom of the building shall:
1. Be enclosed at the lowest level with the same fire-resistance
rating as the lowest floor but not less than the rating
of the shaft enclosure; or
2. Terminate in a room having a use related to the purpose of the
shaft. The room and openings shall have a fire-resistance
rating at least equal to the shaft enclosure; or
3. Be protected by approved fire dampers installed at the lowest
floor level within the shaft enclosure.
Sec. 707.11
PENETRATIONS OF FIRE RESISTIVE ASSEMBLIES --Sec. 712
601
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
WALLS ASSEMBLIES --Sec. 712.3
Through penetrations of walls:
Page # 4
1. Penetrations shall be installed as tested in the fire resistance
rated assembly. --Sec. 712.3.1.1
2. Penetrations shall be protected by an approved penetration firestop
system with a minimum positive pressure differential of 0.01 inch
of water and shall have an F rating of not less than the required
rating of the wall penetrated. --Sec. 712.3.1.2
Exception: Where penetrating items are steel, ferrous or copper
pipes or steel conduits, the annular space between the and the
penetrating item and the fire resistance rated wall shall be
permitted to be protected as follows:
1. In concrete or masonry walls where the penetrating item is a
maximum of 6 inches nominal diameter and the openings is a
maximum 144 square inches, concrete, grout or mortar shall be
permitted.
2. The material used to fill the annular space shall prevent the
passage of flame and hot gasses sufficient to ignite cotton.
Membrane penetrations of walls:
The requirements are the same as for through penetrations.
--Sec. 712.3.2
Exceptions:
1. Steel electrical outlet boxes that do not exceed 16 square inches
provided that the area of such openings does not exceed 100 square
inches for any 100 square feet of wall area. Boxes on opposite
sides of the assembly shall be separated by a horizontal distance
of not less than 24 inches.
2. Sprinklers with metal escutcheon plates.
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 5
FLOOR/CEILING AND ROOF/CEILING ASSEMBLIES.--Sec. 712.4
Through penetrations of fire-resistive horizontal assemblies:
1. Through penetrations shall be installed as tested in an approved
fire resistance rated assembly. --Sec. 712.4.1.1
2. Penetrations shall be protected by an approved penetration firestop
system with a minimum positive pressure differential of 0.01 inch of
water and shall have an F rating and a T rating of not less than
1 hour but not less than the required rating of the floor
penetrated. --Sec. 712.4.1.2
Exceptions:
1. When penetrating items are steel, ferrous or copper conduits,
pipes, tubes and vents through a single concrete floor, the
annular space shall be permitted to be grout or mortar. The
minimum thickness is the thickness required to maintain the fire
rating. The maximum size of the penetrating items is equivalent
to a 6-inch diameter and the opening is a maximum of 144 square
inches.
2. Electrical outlet boxes that have been tested for use in fire
-assemblies.
Membrane penetrations of fire-resistive horizontal assemblies:
The requirements are the same as for through penetrations.
--Sec. 712.4.2
Exceptions:
1. When penetrating items are steel, ferrous or copper conduits,
electrical outlet boxes, pipes, tubes and vents through concrete or
masonry and the annular space is protected by an approved
penetration firestop assembly or protected to prevent the free
passage of flame and products of combustion. Such penetrations
shall not exceed an aggregate area of 144 square inches in any 100
square feet of ceiling area in assemblies without penetrations.
2. Electrical outlet boxes that have been tested for use in fire-
assemblies.
3. Sprinklers with metal escutcheon plates.
DUCTS AND AIR TRANSFER OPENINGS --Sec. 716
Dampers shall be accessible for inspection and servicing. 716.4
Where required. --Sec. 716.5
1. Fire walls. --Sec. 716.5.1
2. Fire barriers --Sec. 716.5.2 See exceptions
3. Shaft enclosures --Sec. 716.5.3 See exceptions
4. Fire partitions --Sec. 715.5.4 See exceptions
5. Smoke barriers --Sec. 715.5.5 (smoke damper) See exceptions
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
DRAFTSTOPPING:
Page # 6
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
OCCUPANCY SEPARATIONS --Sec. 302.3.2 and Table 302.3.2
Uses are not separated by fire barriers. The construction of the building
is based on the most restrictive use. --Sec. 302.3.1
SEPARATION OF INCIDENTAL USE AREAS--Table 302.1.1
Furnace rooms where any piece of equipment is over 400,000 BTU
per hour input --Smoke barrier --Sec. 302.1.1.1
Rooms with any boiler over 15 psi and 10 horsepower
--Smoke barrier --Sec. 302.1.1.1
Refrigerant machinery rooms --Smoke barrier --Sec. 302.1.1.1
Incinerator rooms --2 hours and an automatic sprinkler system
Storage rooms over 100 square feet --Smoke barrier
--Sec. 302.1.1.1
Note: This list covers only the most common uses. See Table
302.1.1 for a complete list.
EXIT REQUIREMENTS:
FL NAME NUMB
occ
MIN MIN
EXITS WIDTH
PANIC CORRIDOR DOOR NOTES
HDWR RATING SWING
2 Dwelling 3 1 0.5 No N/A N/R
TOTAL FOR FLOOR 3 1 0. 6 No N/A N/R 6
1 Office 13 1 2.0 No N/A N/R
1 Sales Room 43 1 6.5 No N/A N/R
1 Warehouse 41 2 6.2 No N/A N/R l
TOTAL FOR FLOOR 97 2 14.6 No N/A Out
FOOTNOTES:
1. Two exits are required from this area since the occupant load exceeds
allowable in Table 1014.1
6. One exit is based on compliance with Section 1018.2 and
Table 1018.2
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
NOTES FOR EXIT TABLE
Door swing is based on Section 1008.1.2
Page # 7
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
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
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
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 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 B, F, M and S areas 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
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
STAIR REQUIREMENTS:
Stairways:
Page # 9
1. The riser heights shall not be less than 4 inches or greater than 7
inches. The minimum tread depth is 11 inches. --Sec. 1009.3 The
maximum variation is 3/8 inch between the largest and the smallest
in a stairway flight. --Sec. 1009.3
2. The minimum width of a stairway is 36 inches, 44 inches if the
occupant load is greater than 50. --Sec. 1009.1
Also, check exit table above to see if minimum width is greater than
44 inches.
3. Provide a handrail on each side of stairways. --Sec. 1009.11
Handrail height, measured above stair tread nosing, shall be not
less than 34 inches and not more than 38 inches. --Sec. 1009.11.1
Handrails with a circular cross section shall have an outside diameter
of at least 1 1/4 inches and not greater than 2 inches or shall
provide equivalent graspability. --Sec. 1009.11.3
Handrail-gripping surfaces shall be continuous without interruption
by newel post or other obstructions. --Sec. 1009.11.4
Handrails shall return to a wall, guard or the walking surface or
shall be continuous to the handrail of an adjacent stair flight.
Where handrails are not continuous between flights, the handrails
shall extend horizontally at least 12 inches beyond the top riser
top riser and continue to slope for the depth of one tread beyond
the bottom riser. --Sec. 1009.11.5
4. Open sides of walking surfaces which are located more than 30 inches
above the floor or grade below are required to have a guard.
--Sec. 1012.1
5. The minimum height of guard is 42 inches. --Sec. 1012.2
6. Open guards shall have balusters or ornamental pattern such that
a 4-inches diameter sphere cannot pass through any opening up to a
height of 34 inches. From a height of 34 inches above the adjacent
walking surface to 42 inches above the walking surface, a sphere
8 inches in diameter shall not pass. --Sec. 1012.3
Exception 1. The triangular opening formed at the riser, tread and
guardrail may be 6 inches.
Exception 3. Areas which are not open to the public within I-3, F,
H, or S occupancies, balusters, horizontal intermediate
rails, or other construction shall not permit a sphere
with a diameter of 21 inches to pass through.
7. The minimum headroom clearance is 80 inches (6ft.-8 inches.)
measured vertically from a line connecting the edge of the nosing.
Headroom shall be continuous to the point where the line intersects
the landing below. The minimum clearance shall be maintained the full
width of the stairway and landing. --Sec. 1009.2
8. Enclosed usable space under the stairs is required to be protected
by 1-hour fire-resistive construction or the fire-resistance rating
of the stairway enclosure, whichever is greater. --Sec. 1019.1.5
9. A flight of stairs shall not have a vertical rise greater than 12 feet
between floor levels or landings. --Sec. 1009.6
Code review for:
Project Id.: Gee. T. Sanders
Address: 6 Powerline Road, Rifle
STAIRWAY ENCLOSURES:
Page # 10
1. Stairways are required to be in 1 hour fire resistive exit enclosures.
--Sec. 1019.1
Exception 4: Stairways that are not a required means of egress element
only need to comply with shaft enclosure requirements in
Section 707.2
See Exception 2 to shaft enclosures in Section 707.2
Exception 7 in Section 707.2, Not required if:
7.1 Does not connect more than two stories.
7.3 Is not concealed.
Exception 8: 50 percent of egress stairways serving one adjacent floor
are not required to be enclosed, provided at least two
means of egress are provided from both floors.
Exception 9: Stairways serving on the ·first and second stories
are not required to be enclosed, provided at least
two means of egress are provided from both floors
served by the unenclosed stairways.
2. The openings into the exit enclosure are required to be 1 hour
fire assemblies. --Table 715.3
Openings into enclosure are limited to those necessary for exit access
to the enclosure from normally occupied spaces and for egress from the
enclosure. --Sec. 1019.1.1
Doors shall be self-closing or automatic closing. --Sec. 715.3.7
3. Exit enclosure must discharge directly to the exterior of the building.
--Sec. 1023.1
Exception 1: 50 percent of the number and capacity may exit through
areas on the level of discharge provided all of the
following are met:
1.1 There is a free and unobstructed way to the exterior that is
readily visible and identifiable form the exit enclosure.
Exception 2: 50 percent of the number and capacity may exit through
a vestibule provided all of the following are met:
2.2 The depth from the exterior of the building is not greater than
10 feet and the length is not greater than 30 feet.
2.3 The vestibule is separated from the remainder of the level of exit
discharge by construction providing at least the equivalent of
approved wired glass in steel frames.
2.4 The vestibule is used only for means of egress and exits directly
to the outside.
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 11
4. The walls and soffits within enclosed usable spaces under stairways
shall be protected by 1 hour fire resistant construction. Access to
the enclosed usable space shall not be directly from within the
stair enclosure. --Sec. 1019.1.5
--Sec. 1019.5
EXIT ACCESS TRAVEL DISTANCE:
The maximum travel distance in Group S1 is 250 feet. --Table 1015.1
The maximum travel distance in Group M is 250 feet. --Table 1015.1
The maximum travel distance in Group B is 300 feet. --Table 1015.1
The maximum travel distance in Group R 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
ROOFING REQUIREMENTS:
1. The roofing on this building is required to be Class C. --Table 1505.1
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.
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 12
Areas containing high piled combustible stock or rack storage in
any occupancy group require smoke and heat vents. Design to comply
with the International Fire Code. --Sec. 910.2.3
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
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
WALL AND CEILING FINISH:
Page # 13
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. 803.7
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
ADDITIONAL REQUIREMENTS:
For S-1 occupancy
For M occupancy
For B occupancy
For R-3 occupancy
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
ACCESSIBLE FACILITIES:
Page # 14
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
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
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 15
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
OCC M/F MALE FEMALE
2nd. floor
Dwelling 3
Ratio = 1 per
TOTAL FOR FLOOR
1st. floor
Office
Ratio = 1 per
Sales Room
Ratio = 1 per
13
43
Warehouse 41
Ratio = 1 per
TOTAL FOR FLOOR
50/50
50/50
50/50
50/50
1 1
unit unit
0 0
1 1
50 50
1 1
500 500
1 1
100 100
1 1
LAVS
M
TUB DRINKING
F SHOWER FOUNTAIN
1 1 1 0
unitunit unit
0 0 0 0
1 1 0 1
80 80 100
1 1 0 1
750 750 1000
1 1 0 1
100 100 1000
1 1 0 1
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
Page # 16
BUILDING TOTAL 1 1 1 1 0
International Plumbing Code Section 403 and Table 403.1
1
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.
Code review for:
Project Id.: Geo. T. Sanders
Address: 6 Powerline Road, Rifle
GLAZING REQUIREMENTS
Page # 17
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.
GENERAL NOTES
GENERAL
1. Design Criteria :
a. Code: 2003 IBC
b. ASCE 7 Building Occupancy Categoty I
c. Design Roof Snow Load 40psf.
d. Seismic Design Categoty "C", Site Class "D",
e. 3 Second Gust Wind Velocity 90 mph, Exposure B
f. Allowable sol/ bearing 1,500 psf
2. Work shell be performed In accordance with regulations of all agencies having jurisdiction, Including, but not limited to:
Federal, State, County, end OSHA standards .
3. The Contractor shall coordinate all dimensions among these documents end verify ell field conditions . Any discrepancies
encountered that may effect the work shell be communicated to the Engineer prior to proceeding with any work that may be
effected.
4. The Contrector Is rasponslble for all bracing and shoring for vertlca/lwlndlselsmlc/soll retention loads , shoring and
protection of adjacent property, temporaty construction, and means that may be required to carty out the work safely and
appropriately. Field observations by the Engineer shall not encompass these considerations.
5. Where discrepancies may be encountered In the construction documents , the more stringent requirement shall govern
unless otherwise clarified by the Engineer.
6. Engineer's acceptance must be secured In advance for all structure/ deviations or substitutions.
7. These documents are Intended for the exclusive use of this project. The use of these documents for any other purpose Is
not authorized. Written authorization from Glenwood Structural and Civil, Inc. must be obtained for any other use. This
document is to be used within one year of the date of preparation. Use after that period is not authorized.
TIMBER PRODUCTS
1. All studs shell be DF or HF Stud Grade and plates shall be DF or HF No . 2. Exterior studs shall be 2x4@ 24" maximum
spacing unless noted otherwise .
3. Laminated Veneer Lumber shall be 2800 Fb grade by Boise Cascade or approved equal.
4. Plywood and Oriented Strand Board. Roof sheathing shall be 19/32" 40/20 rated nailed wl 10d (x 2 1/4) at 6-12 with ell
edges supported by framing, clips or blocking end shell be oriented perpendicular to rafters U.N. 0 . Conventional shear wall
(SW) sheathing shall be 15132" structural use panels. Conventional shear walls shall be nailed wl 10d@ 6-12 with all panel
edges blocked and nailed U.N. 0.
5. All wall door and window headers shall be DF or HF No. 2 grade unless noted otherwise. Headers shall be 2-2x10 U.N.O.
8 . Rafters end all built-up floor/roof sawn lumber members shell be DF or HF No. 2.
14. Provide blocking within the roof systems In conformance with IBC requirements.
15. Lag bolts shall be lead drilled for threads for NDS standards and clearance drilled for unthreaded shank portion.
16. Provide adequate venting within refters (Re : JBC)
17. Unless noted otherwise, minimum nailing shall be In accordance with IBC Table 2304.9 .1 -Fastening Schedule .
18. Steel connectors shall be manufactured by Simpson Company or approved equal. Unless noted otherwise, hangers to
join rafters, joists or beams at flush conditions shell be U or HU designation of the full dimension of the framing member.
Joists shell be glued end nailed to hangers.
FOUNDATIONS & CONCRETE
1. Foundations have bean designed using the values stated under the "Generel" section opposite based on minimum
allowable values from IBC Table 1806.2.
2. Any verification of existing conditions required on the drawings Is to be performed at the start of constru ction. The
Engineer shall be notified of discrepancies In a timely fashion In order that the modifications may be made appropriately.
3. Backfill shall be compacted to a minimum of 95% standard proctor density In structural or paved areas and 90% In
landscaped areas.
4. All footings shall be placed on firm, undisturbed natural soil or properly compacted backfill. Contractor shall protect
excavations and direct site dre lnage to avoid deterioration of substrates prior to concrete placement.
5. Concrete compressive strength (F'c) shall be 4,000 psi at 28 days. Aggregate shall conform to the requirements of
ASTM C-33. Maximum fly ash content In cementltlous material shall be 20%. Maximum slump at the truck discharge point
shall be 6". Air content shall be In accordance with local industty standard practice.
6. Reinforcing steel shall be high strength deformed bars in compliance with ASTM A-615. Reinforcing steel to be welded
shall be ASTM A-706. Yield strength (Fy) shall be 60 ksl. Welded wire reinforcement shall conform to ASTM A-185 and
shall be lapped a minimum of one full mesh at ends and sides and tied together.
7. All bars and embedded Items must be secure prior to placement of concrete; placement of any Items during the pour Is
not permitted without prior approval of the Engineer.
8. Unless noted otherwise, clear distance to reinforcement for placement against earth shall be 3" and clear distance to
reinforcement for placement against forms shall be 2" for bars #6 and greater and 1-112" for bars #5 and smaller.
9. Splices In reinforcement shall not be made unless otherwise detailed herein or previously approved on the fabrication
drawings. Unless noted otherwise or prohibited, lap length of reinforcement steel shall be 32 db (bar diameters).
Continuous reinforcement In beams and footings shall be spliced at midspan for top bars and over supports/comers for
bottom bars .
10. All exposed concrete edges shall have a minimum of 3/4" chamfer or 112" tooled round unless noted otherwise.
11. Waterproofing and drainage provisions are beyond the scope of work for this project.
-ae7e_ pv;f;(ffjY ~:;,f-
1/CCt»#jl,fn'f /;fe ~~/
;z~15-ed /tel/ 5er of' ~~~5
~ ~e.f>&rt!~tce.
APPROVED
SUBJECT TO NOTED
EXCEmONS & INSPECTIONS
GARFIELD COUNTY
BUILD~EPAR~ nate/. ~ '/1 By
LDCO
NO INSPECfiON WITHOUT
THESE PLANS ON SITE
page of
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
51 RUCTURAL
AND CIVIL, INC.
-E -3-EID
En g meers .constructors
8 I 2 Pttktn Avenue
Glenwood Sprtngs, CO
(970) 928-0 I 35
fax 9 28-9804
Scale
AS NOTED
Job Number
11-318
Designer/Drafter
MCJ
Engineer
AG
Date
12/20/11
Sheet
S1.1
if---------15'·8" ---------j,l-
r----
1
I
I
I
I
I
I
I
I
I
I
I
I
--------.,
-------,
4" SLAB ON
GRADEW/#4 @
12" E.W. AT
MID-HEIGHT ON
4" GRAVEL BASE
I
I
I
I
I
I
I
I
I ___________ _J I
@FOUNDATION
S2.1
____________ j
EXISTING VAULT WI
112" ISO JOINT
AROUND PERMITER
AT NEW SLAB
PLAN
EXISTING
OUTFLOW
PIPE
FIELD LOCATE
ACCESS HATCH
(2)·9 112 " LVL
ACCESS c;;....-.--!---___!.--....u..;
HATCH I $
~----~~~--~-----------+~~~
LSSUI2.06 HANGER
HUS1 .81/10 HANGER
@ROOF FRAMING PLAN
S2.1
oc· ==:f2=' ==t:4'======:fa=· ============::::J16' N ffi
SCALE: 1/4" = 1'-0,. 0
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
GLENWOOD
STROCJ ORAL
AND CIVIL, INC .
Eng meers .constructors
81 2 P1tkm Avenue
Glenwood 5pnngs. CO
(970) 928-0 135
Fax 928-9804
Scale
AS NOTED
Job Number
11-318
Designer/Drafter
MCJ
Engineer
AG
Date
12/20/11
Sheet
82.1
• 0 ·' (') ....
T---------15'·8" ---------¥-
r ------
r----
I I
--------.,
-------,
4"SLAB ON
GRADE W/#4@
12" E.W. AT
MID-HEIGHT ON
4" GRAVEL BASE
I
I
I
I
1 r
I
I
I
I ___________ _J I
@FOUNDATION
S2.1
____________ j
EXISTING VAULT WI
112" ISO JOINT
AROUND PERMITER
AT NEW SLAB
PLAN
EXISTING
OUTFLOW
PIPE
(2)·9 112" LVL
FIELD LOCATE
ACCESS HATCH
@ROOF
S2.1
ACCESS
HATCH
LSSUI2.06 HANGER
HUS1 .81/10 HANGER
FRAMING PLAN
oc:· ==f2'===14=' =:=:=:fa=· =============:~16' N EB
SCALE:: 1/4" = f-0"
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
GLENWOOD
SJROCTURAL
AND CIVIL, INC.
Eng meers .constructors
8 I 2 P1tkm Avenue
Glenwood 5pnngs, CO
(B70) B28-0 135
Fa x B28-B804
Scale
AS NOTED
Job Number
11-318
Designer/Drafter
MCJ
Engineer
AG
Date
12/20/11
Sheet
82.1
Roof sheathing per
general notes S1.1
10d@6" edge nailing
on roof sheathing
16d@8" joist to top
plates
10d@6" edge nailing
at wall sheathing
2x4@ 16" max
Wall sheathing per
general notes S1.1
15132" sheathing at ceiling
/-joist per plan (TYP)
Continuous doubled top plates
face nail w/2-16d 's per foot
& min. lap 4'
ROOF EDGE DETAIL
SCALE: 1' • 1'·0 '
Fi/f:R15
10d@6" edge nailing
on roof sheathing
blocking w/(3)·16d
toenails per block
10d@6 " edge nailing at
wall sheathing
Doubled top plates face
nail w/(2)-16d 's per foot &
min . splice 4'
Wall sheathing per
general notes S1 .1
2x4@ 16 " Wall framing , __ _
•
wl sheathing both sides
Exterior grade
slope to dra in away
from foundation
10% first 10 feet
(0
·' ....
Place footing on
properly compacted fill
Min . anchorage:
1/2" AB w/6" min.
embed@ 48" O.C.
Slab-on-grade
per plan
48
#4"L"@24 "0.C.8 ~
(2) #4 continuous
@ top & bottom
wrap @ bends wl
#4 "L" 24X24
12" min concrete ~----1---width@ B.O.F.
TYPICAL FOUNDATION
SCALE: 314'• 1'-0'
1 Od@6" edge nailing
on roof sheathing
Roof sheathing per
general notes S1 .1 12 1 min . ~---'-=---
~~~;;;;;;~~~~'=jR~o~o~f;:·o,~·sts, per plan
'----wlbirdsmouth or VPA
connector at each end
Web stiffener full width of bearing
per manufacturer's reccomendations
2x4x9'@ 16" max Doubled top plates face
nail w/(2)·16d's per foot &
min . splice 4'
blocking w/(3)-16d
toenails per block
10d@6" edge nailing
at wall sheathing
2x4@ 16" max
Wall sheathing per
general notes S1 .1
ROOF JOIST BEARING DETAI
SCALE: 1' = 1'·0 '
Fllt:R t5
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
GLEN WOO D
STR UCJ URA L
AND CIVIL, INC .
En g mee rs • Constru c tor s
8 I 2 F1t krn Ave nu e
Gle nwood 5pnngs, CO
(970) 928-0 135
Fax 928-9804
Scale
AS NOTED
Job Number
11-318
Designer/Drafter
MCJ
Engineer
AG
Date
12/20/11
Sheet
S4.1
26-Ga . "U -Panei/PBU
Panel" metal roofing or
equivalent (appro ved fo r
1:12 roof slope)
w/underlayment per metal
roof supplier
Existing con crete vault
112" Isolation joint aroung
existing vault, typic al
Con cre te fo oting per
1/S4.1
i ·4
@TRANSVERSE
S3.2
' .,.. . A ,
4 . . .
SECTION
• .4 . 4 . 44 . 41 ·
. ~ .·
. •'.---..,..Dr#
..
. 4 •
0 ' 2' 4'
Rough opening roof access
hatch (field loc ated and
fabricated)
Roof j oists per 2/S2. 1 with
--R-26 minimum insulation
between joists
2X4 @ 24" O.C. wall
(typical non-load bea ring
walls) w/R-13 Insulation
and plywood on both sides.
8'
SCALE: 3/8" = 1 '-0"
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
GLENWOO D
51ROC1D RAL
AND CIVI L, IN C.
Eng meer s .constr uc t ors
8 I 2 P1tkm Avenue
Glenwood 5pr mgs, CO
(970) 928-0 I 35
Fax 928-9804
Scale
AS NOTED
Job Number
11-318
De signer/Drafte r
MCJ
Engineer
AG
Date
12/20/11
Sheet
83 .2
Roof framing per 21$2. 1
with R-26 min. insulation
between joists
2X4@ 16 " O.C . wall
(typical at load bearing
walls) w!R-131nsulation
and plywood on both sides .
Existing concrete
vault
112" Isolation j oint aroung
existing vault, typical
Concrete footing
per 1/S4.1
26-Ga. "U-Panei/PBU
Panel" metal roofing or
equlvelent (approved for
1:12 roof slope)
w/underlayment per metal
roof supplier
1:~ .~·
4
<I
Rough opening for roof
access hatch (field located
and framed)
. ., .
"
--~
---===----
4
.,
4
@LONGITUDINAL SECTION
S3.1
=
0' 2' 4'
SCALE: 3/8" = 1' -0"
2X4@ 16 " O.C.
wall w/R-13
Insulation and
plywood on both
sides.
Con crete slab on
g rade per 1/S2 .1 ~ E
<o
Existing outflow pipe
_,
0
~
112" Isolation joint
aroung existing
outflow pipe, typical
Concrete footing
per 1/S4.1
8'
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
GLE NWOOD
SJRU CJURA L
AND CIVIL, IN C .
Eng me ers • Con s t ru ctors
8 I 2 P1tkm Aven ue
Glenwood 5pnn g s , CO
(970) 928-0 135
Fax 928-9804
Scale
AS NOTED
Job Number
11-318
Designer/Drafter
MCJ
Engineer
AG
Date
12/20/11
Sheet
83.1
-jf-----------15'·8" -----------.tt-
,------
1
I
I
I
I
I
I
I
I
I
I
I
I
I
---------,
-------,
4"SLAB ON
GRADE W/#4@
12" E.W AT
MID-HEIGHT ON
4 " GRAVEL BASE
I
I
I
I
I
I
I
I
I ___________ __) I
@FOUNDATION
S2 .1
____________ j
EXISTING VAULT WI
112" ISO JOINT
AROUND PERMITER
AT NEW SLAB
PLAN
EXISTING
OUTFLOW
PIPE
FIELD LOCATE
ACCESS HATCH
(2)·9 112" L VL
..... .. .....
1\) I
ACCESS 1 c::----+-------l.--.....j..4.;
HATCH I :::;!
~------~~---r----------~~~~
(2)·9 112 " L VL
~=+==+=====~~=±========~I ----------_j LSSUI2.06 HANGER
HUS1.81 /10 HANGER
@ROOF FRAMING PLAN
S2.1
oc· :=::f2=' ==t:4'======:f8=' ============:=:J16' N EB
SCALE: 1/411 = 1'-011
G.T. SANDERS
PUMPHOUSE
Garfield County, CO
Kuersten Construction
GLENWOOD
5JROCJURAL
AND CIVIL, INC .
Eng meers .construc tors
8 I 2 P1tkm Av enue
Gle nwood Sprmgs, CO
(t370) B28-0 I 35
Fax B28-B804
Scale
AS NOTED
Job Number
11-318
Designer/Drafter
MCJ
Engineer
AG
Date
12/20/11
Sheet
82.1
f)RE-Et~GINEERED RF TRUSSES
HAVE ENGINEERING FOR 1NSPECTOR
AT TIME OF FRAME INSPECTION · J
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Powerline Professional Park Lot 8
Raw Water Supply-Fire Suppression Plan
CONSTRUCTION NOTES:
1) ENGINEER TO BE PRESENT FOR ALL WATER SYSTEM TESTING. CONTRACTOR TO NOTIFY BOTH
PROPERTY OWNERS ASSOCIATION AND PROJECT ENGINEER 48 HOURS PRIOR TO TESTING.
2) EXISTING CONDITIONS SURVEY PROVIDED BY OTHERS AND SHOULD NOT BE RELIED UPON FOR
CONSTRUCTION PURPOSES. CONTRACTOR TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO
CONSTRUCTION. ANY DIFFERENCES BETWEEN THE VERIFIED CONDITIONS AND DESIGN PLANS SHALL
BE IMMEDIATELY BROUGHT TO THE ATTENTION OF THE ENGINEER OF RECORD.
3)THE LOCATIONS OF KNOWN UNDERGROUND UTILITIES HAVE BEEN PLOTfED BASED ON UTILITY MAPS,
CONSTRUCTION/DESIGN PLANS, AS-BUlL T SURVEYS, AND ACTUAL FIELD LOCATIONS IN SOME
INSTANCES. THESE UTILITIES, AS SHOWN, MAY NOT REPRESENT ACTUAL FIELD CONDITIONS. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS
OF THE UTILITIES PRIOR TO CONSTRUCTION AND TO VERIFY DEPTH BEFORE THE WORK BEGINS. THE
CONTRACTOR IS RESPONSIBLE FOR THE PROTECTION OF ALL EXISTING UTILITIES DURING
CONSTRUCTION.
4) ALL ELBOWS, CAPS, REDUCERS, AND HYDRANTS TO HAVE REACTION BLOCKS PER CITY OF RIFLE
PUBLIC WORKS MANUAL DETAILS FOR 200 psi.
5) ALL WATER MECHANICAL FITTINGS ON PUMP SIDE DISCHARGE TO BE INSTALLED WITH MEGALUGS
AND CONCRETE BLOCKS. ALL FITTINGS ARE TO BE POL YWRAPPED AT TIME OF
INSTALLATION.TRACER WIRE SHALL BE INSTALLED ON ALL UTILITIES.
6) OWNER TO OBTAIN GEOTECHNICAL ENGINEERING FIRM TO COMPLETE CONSTRUCTION
OBSERVATION. FREQUENCY OF INSPECTION TO BE DETERMINED BY PROJECT ENGINEER AND IN
ACCORDANCE WITH THE ROAD AND BRIDGE MANUAL, AT A MINIMUM. ALL FILLS TO BE STRUCTURAL,
PLACED AND TESTED TO MEET GEOTECHNICAL ENGINEERS SPECIFICATIONS AND APPROVAL.
7 ALL WATER MAINS SHALL BE INSTALLED WITH A 5.0 FT MINIMUM DEPTH OF COVER. IF GRADE
CONFLICTS WITH EXISTING UTILITIES, THE PROPOSED WATER MAIN MAY BE ADJUSTED OR
DEFLECTED (PER MANUFACTURER RECOMMENDATIONS) PROVIDED THE MINIMUM DEPTH OF COVER
IS MAINTAINED.
UNCC
CALL BEFORE
YOU DIG
1-800-922-1 987
Utility Notification
Center of Colorado
Amr.,nistrative Oh1·::C 303-232-1 Q91
12000 w. Colfax Ave .. s,ute B-310
Lar..e:wcod, Go 802'·5
e~FQR.E YOL DIG, GRADE, OR E;XCAVi\TE, G/-1Ll2-SUSJt4ESS DAYS if..!
ADVANCE FOR THE MARKING OF UNDeRGROUND MEMBER UTILITIES
UTILITY CON~CT
Electric
Telephone
Gas
Water & Sewer
Xca Energy
Qwesl COllmunications
KN ~ner91
PoverlineProfessional Park
Business Owners Association
Garfield County, Colorado
Powerline Park Lot 8
Scale= 1" to 100'
SHEET INDEX
SHT#
1
2
3
TITLE
COVERSHEEl
PLAN & PROFE
PUMP VAULT JE
OWNER/ DEVELOPER: G.T. SANDERS COMPANY
SG TRUST PROPERTY
E~GINEER:
~~RVEYORS:
C/0 MR. SCOTI ZIMMERMAN
10201 W. 49TH AVENUE
WHEAT RIDGE, CO 80033
COLOR~DO
RIVER··
KN6INE.E.RIN6.
•
INCORPORATED
P.O. BOX 1301
RIFLE, COLORADO 81650
PHONE: 970-625-4933
FAX: 970-625-4564
PROJECT ENGINEER:
CHRISTOPHER MANERA P.E. #30578
BOOKCLIFF SURVEY SERVICES, INC.
136 EAST THIRD STREET
RIFLE, COLORADO 81650
PHONE: 970-625-1330
FAX: 9ZO-e25~4773 ..
o/?l4"1?-~ ...
c: per ;»:r;:'eo/;,r,:; ) . •
•I . I
••• / J' ,. ' /
•' / ,/ ,I •'
FIRE SYSTEM NOTES:
1) The hydrant supply lines shall be 10" Ductile Iron Pipe or 10" C900 DR1 4 PVC p·
the Fire pond Intake and 8" Ductile Iron Pipe or 8" C900 DR14 PVC f ipe to
the existing distribution main in Lot 8 rom the pump to
2) Screening material and shop drains to be approved by engineer period to installation.
3) Owner reasonable for all future maintained record keeping and te t· • , s 1ng per fire Codes
4) Property Owners Association to insure adequate storage volume is availabl · th
at all times per approved raw water supply following NFPA 1142. e In e pond
5) Underground piping work to be completed by state underground lice d
Contractor to notify Fire department for all testing, inspection and ft~=~ingcoonfttrhaector.
system. ·
AS Constructed Compliance:
The raw water system design was built in com r ·
testing requirements based on inspection by !y'=~~:;~t~ thpeasrte co,. nstruction Drawings and
others. re 1ance on report1ng from
by: Christopher Manera P.E. AP'PROVED
SVHIECT TO ;·.;onm
l:XC!:ii'"I'IIONS ,~ [1•i,:iP!:Cn,,:;~:'
(,; ·'IR~'It:tlil' <:·ot·1'~TY
BUilh!Y._· .. '\ffiG ')i!'J' :,R'",~ ,i\ 1 · Oa•~%~11.1. lly --··
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NO lN,:If'I\CT'iOr, 1,\•H'I!C , .. :,
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No. Description By Date Approved Date SHEET NO.
EN61NEERIN6
JI'U: 0 B. :P 0 fL A T B. D
Cover Sheet Drnwn
Checked
Approved
PROJI
.ot 8 -Fire Supply Plan FILE M:\Land Projects R2\790.Sanders\dwg\CRE SandersDesign.dwg Client Approved 1
Revision &
---2"W --
----
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--------
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Exist-Pomp Vau!ltr
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\ Intake location
y /Exist. Main to be abandoned in
\ place with POA project.
Prop. POA Waterline
\ Installation
.t: \ -----
co I ----------,V t/ ____ _
9 /f
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---1 -• -r~~~~
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_,_--, 1· --. _ · · ._ hne, entie \me _ be tested to 200 ~---4...-.
· . _ _ . . p_si.p r·flre G<id<>sNFPA
Exi~t. 6" Fir!> Main--tv
: · lqcationis approx. fie\<) FW
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COVERED
STORAGE
---,
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GEORGC: T. SANDE~~ WAREHOUSE
\
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p,_-,.x-'-· -r---' + ----X ~ X -;r-X '----'---~
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0 I Exist. ~drant connected
to 6" fir r main.
w :r:
0
"-" :r:
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POA Hydrant'3~all
qt:ocattion approx_. to•e!erified.
' I
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0
Plan View
Scale: 1" = 30'
/
./
/
/
/
Install 8"x6'~e & (2) 6" GV I
Connect to Exist,ing 6" Fire Main I
Approximate 1oc~ion shown, I
contractor to field~erify. 1
\ I
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------
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This Drawing Not Valid Unless Latest Revision Initials Are Handwritten
No. Description By ! Date Approved Date
v
v
v
v
v
I
v
I
v
v
Original Drawing Preparation
By Date
Drawn MH/G 01/28/11
Checked
Approved
Client Approved
5280
'
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5270
c -
-
-----···----------· ---'""~-------··------·-----------------···--.. ----------.-------------------------., -' I ftl.
y
c-. Jlev ~ S27 ---·-·--.. ---· ---------------··-· . -----------
I,.,,. -
Suction Deoth = 5.44 ft
Storage 158,003 gallons
Elev = 5274.00
\1 surtace Area -2426 st
----___... ~
I -----:~--
~-------=---1_,_ ---__j
\ -'-
'
1\lln t:I€V = 3£/U.':JL
.lU lllV. UUL • .11
----------------------
_j _, -:-;;-: -.
I 44------------~::!Ltn cf
/
/
/
/
___... L --___... ___...--
.lU+.:!U.O£, II€ (0 t:XIst. IVIaln
POA 10" Main
Too rof 10" • S27Ll nn
5260 10+00
125 General Utility & E ec. Easement
Exist. Ground {approx.)
Fire Supply Profile (Existing POA Main)
J \_
II 1~1
Scale: V=1":5', H=1":5'
c .. .
" 0
w
Po ""
1/
• I
-t·-:~·-······~·· ~--· .. -·
0 ..... ,. ,. ·: .. ·• : ·: ... 4
! '.'_-.
··~···2:1
IP nd ·; 52 4
-... ~ . ------., v ~ ···~····· ... --· .'·~-..
\_ 1 0" Gate Valve
..
;. 'i1 •·.
'\ u . • c
-:
..
r-Min cover depth 5'
I
5274. LWL -~· ~
0::: ' -. w ; .
,, ,_.
-~-Min vault elev 5466.67
/::C
\
\
L Install Concrete Pump & Screen Vault
PUMP VAULT PROFILE
scale: V=1":5', H=1 ":5'
PLAN & PROFILE NOTES:
1) IMPROVEMENTS TO THE FIRE STORAGE POND, OUTLET PIPING, AND FIRE DISTRIBUTION SYSTEM ARE
IN PROCESS BY THE POWERLINE PROFESSIONAL PARK BUSINESS OWNERS ASSOCIATION.
2) GT SANDERS FIRE INTAKE CONNECTION D THE FIRE STORAGE POND TO BE COORDINATED WITH THE
POWERLINE IMPROVEMENTS AND MAY OCURAT A NEW 10" STUB.
3) EXISTING CONDITIONS SURVEY PROVIDED BY OTHERS AND SHOULD NOT BE RELIED UPON FOR
CONSTRUCTION PURPOSES. CONTRACTCK TO FIELD VERIFY ALL EXISTING CONDITIONS PRIOR TO
CONSTRUCTION. ANY DIFFERENCES BET1VEEN THE VERIFIED CONDITIONS AND DESIGN PLANS SHALL
BE IMMEDIATELY BROUGHT TO THE ATT6\TION OF THE ENGINEER OF RECORD.
4) THE LOCATIONS OF KNOWN UNDERGROLND UTILITIES HAVE BEEN PLOTTED BASED ON UTILITY MAPS,
CONSTRUCTION/DESIGN PLANS, AS-BUlL-SURVEYS, AND ACTUAL FIELD LOCATIONS IN SOME
INSTANCES. THESE UTILITIES, AS SHOW~. MAY NOT REPRESENT ACTUAL FIELD CONDITIONS. IT IS THE
RESPONSIBILITY OF THE CONTRACTOR TJ CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS
OF THE UTILITIES PRIOR TO CONSTRUClON AND TO VERIFY DEPTH BEFORE THE WORK BEGINS. THE
CONTRACTOR IS RESPONSIBLE FOR THEPROTECTION OF ALL EXISTING UTILITIES DURING
CONSTRUCTION.
Q)
f
LL
c ..... ...... Vl
.z ;,....;
' ;!1? ...... -.: 1.1"1
""" "
0 Q)
--. -------~-LU--___ ,_ ---·-·· ---------
----
10+50
9/16/11
ei~o
£NEilN££RIN6
lliCOB.POitATID
PO Box 1301
Rifte, CO 81650
Tel 970-625-4933
CLIENT
G.T. Sanders
(SG Trust)
SHEET TITLE
Plan & Profile
Fax 970-625-4564 ~;;-;;;:;::;:-~------------------j-;:;;-;;:--;:;:;=~=~~====:-;c:-==::::::-=---i
PROJECT FILE M:\Land Projects R2\790-Sanders\dwg\GRE SandersDesign.dwg
lndapendent Fire Supply
SHEET NO.
2
Revision M
PIN GR.A!JF
P VALVEBOY r-SET .r .. ·4"'BEL0\-1' I PAVEMENT OR
FLUSrl w/ GROUND
J-\
-~' ~~~@' ..---£7 i.J.-2Y6 WOOD BLOCKTYP.
T" h~
I
.c:JN. GF?ADC:
0
VALVE SOX
St.T J/...J"b"£LOW
PAVEMENT OR
FLL'SHW/GHOUNO.
2.:'<6 Vt'OCO DLCCK HP.
.... ·. :-: :~~_]
Min<rrwn l)llry
uMar pa~emer.t
;~ 5.5'
CONCH£TE BLOClfTYP.
'-. CONCRETE i3LOCK TYP.
TYPICAL VALVE DETAIL
,.
··-
~~ Sla£ 1R£HCH lli4LLS"
RJR SAFETY PER
aJ/UI£NT OSH4 ~
r»lH.-...atENlS
t .v.,-~ lftrK
t) Ft4VCJEIIT P.ERACEAICNT iH4JJ.. ~U i}OSTm 1Hf(J(N£SS AND KIND 'W1H 71£
f!OI..UMifYG IIHIIII.It6: ~Ll" .!i!URFJ.t:NQ • ,r• N/IN.., ~ 1M3£ ~
:= ,. U/N.
2) nJif lDIAtH!"O StJIIF.Al:LS.. 51£ CDlllfSE I'IOf.Ac:EIIEitr ~U lti£CT EJfJSTINC 'IHICICNE!iS IH1H 7H£ flJI.Lr1Wf/tl;,
JINIItAIS~ ~"IE BASE caJRS£ -a• UN..
~ UHf / 1W50M.. PIAf.EJENT $1f,#lL AI£EET £KJSTN:i 1HICI<NE5S NiP KHI Wf1H
11£ RJJ.LolfiN] IINIIUIJS.• Jf." rr:PSOL
.-,1 sn£CT utmiMI. AS~ tf" UAXMN SIE N 7rP 1r' OF" BIC1CFII.l..
-v 12" ~ SlZC IN FIDMHJER CF S4QI(FU
5) PRflrKJC "TfVtCQ WR£ TN'BJ W TH£ lUP OF PI~ FrJR PK" NilAUA TK.WS.
(T'r'PC OF TNF m B£ AIAlOVDJ l1r' 71£ HilliN-) Engineer
~) PRfM(JL" POL"YU11rr.ENE Mi'o'P AHOUNIJ [)iJCf"U 110'1 PPC HtiST~rNJNS. lf.SC .
A N1N/M(/J/ OF tr !AI'S ltlrH THC I'Cf.."1ETH'tf..DE ~ TAP£ WfW1 NfTif .,Jt!IWHngmeer
..tlffiOvm TN£ AT .1'-0" O.C.
7) l.lfP,/l ..4l'ltM" n:Jif "t11r JNOK:H. {XJN~Jf1J()KS. nJR JJNsrAIJl.£ 01 "'H:T mocN""' ~
~A 11/NNIIII W 4"' OF f 1/.2 .. SCR£ENEJ;J ROCK tiNDER BfDDHtl(; "'1E1i"Ml tlffH
F"I.1ER FNIIW FfN:ED BEl.QW AND ABaV£ 1HC SCR££NED HtJCK.
TRENCH CROSS SECTION
MODIFIED
TYPICAL TRENCH DETAIL
,--
6.33'
®-~ v
L_
I
0.67'
It
Screen Construction Regulations
(by Contractor to follow design calculation
minimums)
Puma Screens per NFPA 20 (2007) 5.14.8
5. 14.8. 6 Mesh screens shall be brass, copper, Monet. stainless
steel. or other equivalent corrosion-resistant meta/lie material
wire screen of 0.50 in. maximum mesh and No. 10 B&S
gouge.
5. I 4. 8.7 Where flat panel screens ore used, the wire shall be
secured to a metal frame sf/ding vertically at the entrance to
the intake.
5. 14. 8.8 Where the screens ore located 1h a sump or
depression, they shall be equipped with a debns-lift1ng rake.
5_ 14.8.10 Continuous slot screens shall be brass, copper,
Monel, stainless steel, or other corrosion -rest'stant metallic
material of 0. 125 1n. maximum slot and profile wire
construction.
5. 14.8.11 Screen sha/1 hcve at least 62.5 percent open area.
II
5. 14.8. 13 The overall area of the screen shall be 1. 6 limes
the net screen opening area.
DESIGN: REQUIRED SCREEN AREA
I sq inch per I gpm at 150% of Fireflow
Firef/ow = 1500 gpm
150% Fireflow = 2250 gpm
Screen Open Area = 2250 sq inch ( 15. 6 sq ft)
Aflnimum Pump Screens @ 62.5% Open Area
2250 sq 1nch/ 625 = 3600 sq 1nch {25 sq ft)
Design Area Vault with Safety Factor, Assume 4.8' x 6' =
29 square feet
Actual Screen area approx 29 sq fl x .625 = 18.43 sq
fl (provides 18% safety factor
II
PLAN VIEW
Concrete Vault
9.83'
II II
®_) ®_)
®-
..
5' . .
SCREEN '
CHAMBER .. .. ..
' . . .
'. .. ®-:: -0.5'
'.
3' _I
PUMP 1
CHAMBER
5'
(lid not shown)
-
..j
1 Concrete vauH, Traffic
Rated, pre cast or cast in
place
2 Optional Sump concrete
wall, if not used then
screens to extend to floor
·-~~9.83'-·-~-~--~~---l
0.67' --1--t---3' -~-5281.tTo ofVault 0,67'
3 Install Sewer boot in
concrete wall for flexible
connection to 10" Pipe.
Sewer boot elevation may
be adjusted but top of pipe
not to exceed 5274'
PLAN VIEW
Concrete Vault
5273.00, Top of 10" Pipe
4
•
4
4
8.47'
55'
4 s p
=
1.4'
=I j_
@)
0::: w
al
:E
<(
J:
0
z w w
0:::
0
(/)
•
7.47'
6.33'
1'
0::: w
al
:::2:
<(
J:
0
a..
:::2:
:::> a..
1'ump
"
This Drawing Not Valid Unless Latest Revision Initials Are Harvritten
Description By te Approved
14.8'
Date
4
··<
4 Trash Screen (2 each),
cover opening to pump
Chamber. Screen to be
manufactured to meet
codes identified these
drawings. Screens to
include lifting mechanism
for removal and cleaning to
be field approved by
engineer. Screen and
guide rail system to insure
no open (non-screened)
area exists between screen
Chamber and pump
Chamber.
5 Guide rails trash
screens. The construction
of the guide rails will not
restrict open area less than
30 square feet between
screen Chamber and pump
Chamber
6 Steps, extend to floor
Original Drawing Preparation
Drawn
Checked
Approved
Qient Approved
1 0" inflow from pond
ei=o
EN6.1N£.£RIN6.
IBCOitPO&A.Tir.D
1' o.round vault-
PO Box 1301
Rifle, CO 81650
Tel 970-625-4933
CLIENT
r-------6'-·
I
3.25'
1.75'-
L 208' I I 2.75'
Floor Craie
L
Slope Floor to
Dr01n to Gra le
Slab on 'Jrade Floor and
foundation. 8" thick
cone with #4 bar @ 16"
c.c. each ways
G.T. Sanders
(SG Trust)
..
•)
8" out
6'
..-----Pump Chamber Vault
PLAN VIEW
Pump Chamber Lid
PUMP
CHAMBER
Locate Hatch in roof
above pump
" Ql a;
_j 13'
0
Ql
OJ
1 Vault Housing
schematic. Details of
building construction by
others
2 Concrete floor to be slab
on Grade 8" thick with #4
bar@ 16" c.c each way.
Provide felt between
Concrete vault and slab
and between 8" pipe
through floor.
PLAN VIEW
Pumphouse & Vault
9/16/11
SHEET TITLE SHEET NO.
Pump Vault Details
F~97~625-45~~~~~--~--~--------~--~~~~~~~~~~~~~~~~~~~~~--~
PROJECT FILE M:\Land Projects R2\790-Sanders\dwg\CRE SandersDesign.dwg
Independent Fire Supply 3
Revision &
.,
\t
~------------------------------------------------,---------------------------------------------------T-------------------------------
I
I
I
BUILDER: MOUNTAIN WEST CONSTRUCTORS
CUSTOMER: SG TRUST
LOCATION: RIFLE, CO
WIDTH LENGTH
Bldg A : ao.oo 2oo.oo
Roof Sheeting~
Type: cs
Gage: 26
Color: Galvalume
Cano~y Roof Sheeting:
Type: LTC
Gage: 24
Color: Emerald Green
Finish: K.ynar
Wall Sheeting:
Type: AP
Gage: 26
Color: Parchment
Finish: Kynar
---. ----------
Framing:
Purlin Type: Zees
Girt Type: Cees
i
SWA
HEIGHT
18.00
FRONT
ROOF PITCH
1.000
DOWNSPOUT
OROPS..SWA
9
DOWNSPOUT
DROPS..SWC
0
Ordered Options:
Base Condition: Base C w/ trim
Base Trim Color: Parchment
Wall Mastic: No
UL Rating: 90
Thermal Blocks: N/a
Sidewall Eave Trim Type: Eave Gutter
Eave & Gable Trim Color: Emerald Green
Downspout Type: Closed
Downspout Color: Parchment
Elbows at Bottom of Drops: Yes
Corner Trim Color: Parchment
Framed Opening Trim Color: Parchment
Light Transmitting Panels: 0
TYPES
TABLE OF CONTENTS
GlcNERAL INFORMATION
ANCHOR ROD PLAN A 1-A4
CROSS SECTION ~S1-CS3
ROOF FRAMING RF1-RF2
ROOF SHEETING CS1-CS1
SIDEWALL S1-S4
ENDWALL E1-E2
CANOPY CY1-CY4
UPDATED DETAILS
QUALITY ASSURANCE POLICY ---
Framing Kits & Wall Openings
See Accessory Schedule on
Anchor Rod Plan, Page A 1.
I
Loading Information & Frame ColumnHeactions
See Load Notes and Reactions' on Anchor
Rod Detail Page, Page A4
•
Soffit Panel:
Type: AP
Gage: 26
Color: Polar White
Finish: Kynar
_ 1_'::'==--='"':'~~~c:~'-==~l _ I--__________ __§TEEL>Jl!E_
STEEL LINE 1.-......,
____ ?"\ r-f' ______ SlE_E<,__h!N_E ____ _ . -= ---S_!IOE,JoiN!_ -~ I_IL=-=-=-=-=c-:::-==-=~1-,l_l ~ --l J STEEL LINE
LTC Panel AP Panel L,_ _ __// \'------' ~-~~~----~~--------~~---~
~~~~~~~~~~~~-_SIEE~NE ' --sTEeL LINE -1 '----"-/'=-c;~-=~ --;o~~-=:: --~-=--=---'~~
CFW-PANEL FSP-PANEL MVF/MVP~PANEL
c
B BUILDING 'A'
A
KEY PLAN
PURLINS/GIRTS
DESIGNATION D B
816 8.00 3.00
814 8.00 3.00
612 8.00 3.00
1014 10.00 a.sa
1012 10.00 3.50
~)ra~~;_;~:itamped "PERMIT DRAWINGS" are drawings that
are compl~te for the most part, however, since some
details and part marks are mleeing, they are preliminary
and are not to be used for construction and are not
considered final drawings.
b) Drawings stamped "PROGRESS DRAWINGS" are drawings
that are complete for the most part, however, since some
detalla and part mari<t are mlaalng, they are preliminary
and are not to be l.lsed for construction and are not
considered final drawings.
c) Drawings stamped "DOCUMENTS FOR APPROVAl" are
preliminary drawings, used for approval with
no part markings and are not to be used for construction.
DESIGNATION
816
614
812
1014
1012
D
D
a.co
8.00
s.oo
10.00
10.00
GENERAl.
DETAil.
B
2.60
2.60
2.60
2.75
2.75
MANUAl V -----
ROOF PANEl
MANUAl V -----
NolW\THsTANDINGTHEADJAcENT {~,~\-\· ~~-"'-cnvt=~ PAGE
I ..t. SEAL, NEITHER THE ENGINEER NAMED • I -~!' -~ ""' INIIO Au.J '""~T LlJN">I tr<U" 0 ur<d 1 ""Too o<>T ! NORCHIEFBUilOINGSISACTING ~,... ~~ __!_VIVUI" •.••.. 'IIYVI:.OI --··-··--·----<~tvv lri.VYI
I
I;,·-·=~~,~~~~~'E\i~~==~~==========··~~~-:--: ==~·-~~ AS THE ENGINEER OF RECORD. THE ._ ~_.:..:: 01
.:_--"'::::._ ", _:::"":_ __ ~------------------------I ~REVIEW ENGINEERNAMEDANDCHIEFBUJLDINGS , • ..:!:_1 -~ 1'\.H"L.l:., vv
STC Panel CS Panel
J ~ -RESPONSIBILilYlSLIMITEDTOTHE ! :~ C~P..t -1·-i"> I
:_-.'::o-__ ~_=_-_=_~_=~-M~S~C~j_p:-a_'"n __ ~:=--1~_-= __ ~ ___ =_~_~ __ ~_=::_~~ ------~~!--_-___ E_N_G~_' __ N~E_E~R~-·~~-~---~D-AT_E ___ ---.lf='~ !=~=-~-~~.~~-~----= __ = __ = ___ :-: __ -= __ -= __ ------~----==----___ :-___ -·_-_-•. ____ ._-__ -_ • __ :_. __ -_-__ -__ ==---~-~----------~----~-L~~~-i~-~~-T~_r_~y~-~_t_~:_~~_:~_r_~_~~·-~r_~ __ TH_E __ ~_\_ .. ~~ ~;,:::~;/~;,~:= \4.,_; "';:--vti!~~£~~~l ____ j··· ~~-"~·:' ':":8~0~::'X~2"'JOO'X~ 8,.' .=2,5:_'_~ o:""WK'AA"'wy"'NS;:--1T-.::_; "c~HEc""K-,---C---oQ o"'R9=oE2R<"8' N"o8.-5---,[Y,":...-1·7i:
,---------------------
200'·3" OUT TO OUT OF CONCRETE 1-----------
0'·1~" 200'-Q" BL TO BL
25'..()" 25'-0" 25'-0" 25'-0" ~I lid 5'..()" "'f-ll 7'·1" 12'...()" 7'-1" 12'-0" ~1N" II .,.;~N 91 [lj] 4'-1" llll lSI 4'-1" 181 ICJ ·' 0
' II
V=4.8k@
_, I@ @I I @I 0 @ Vo3rP~'fc~ 0@ 0 Vup=2.6k V=3.0k V=3.0k V=3.0k V=3.0k V=3.0k
Hx=1.2k Vup=O.Sk Vup=O.Bk Vup=0.81< Vup=0.8k Vup=0.6k Vup=0.6k
Hx=1.5k Hx=1.5k I Hx-=1.5k Hx=1.5k I Hx=1.5k Hx=1.5k I ~
N
,------H V=16.6k [
I 0 Vup=11.6k " I I Hx:::3.2k ~ Hy=3.6k
~ ~
" I I I " z ~~-·. 8 ~
r-b~o t~~= .,
iS 12 5 ~ H V=14.0k ., 0 Vup=10.2k
12 ~ Hx=3.0k '
5 00 Hy=3.6k
181
0--0
0
~
00 ~
N
9
b N
.,.;:IN :;
0
REFERENCE NOTES:
1. ALL ANCHOR RODS INCLUDING NUTS AND WASHERS FOR SAME
ARE NOT FURNISHED BY CHIEF BUILDINGS.
181
.----
5> l!iJ ;!
~~----
2. ANCHOR ROD MATERIAL SHALL CONFORM TO ASTM F1554 HAVING
A YIELD OF 36 KSI OR GREATER.
H® V=13.9k
R Vup=7.4k
Hx=2.8k
V=4.6k 0 Vup=2.6k
I Hx=1.6k
3. ROD PROJECTIONS ARE RECOMMENDED MINIMUMS BASED ON THE BASE PLATE
BEARING DIRECTLY ON THE CONCRETE PIER. IF THE BASE PLATE IS TO BEAR
ON GROUT, THE ROD PROJECTION MUST BE INCREASED ACCORDINGLY.
4. CONCRETE SHALL HAVE A MINIMUM STRENGTH OF 3000 PSI.
5. ALL DRAWINGS ARE NOT TO SCALE.
[
~
~
'
99'-6"
I
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±0 '
i£19'-6" 99'-6"
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10 f0
ANCHOR ROD PLAN
FINISHED FLOOR ELEVATION= 100'-0"
BASE Of ALL COLUMNS AT ELEVATION= 100'-0" UNLESS NOTED
BASE OF FRAME OPENING JAMBS AT ELEVATION= 100'..()"
NOTWITHSTANDING THE ADJACENT
SEAL, NEITHER THE ENGINEER NAMED
NOR CHIEF BUILDINGS IS ACTING
AS THE ENGINEER OF RECORD. THE
ENGINEER NAMED AND CHIEF BUILDINGS
RESPONSIBILITY IS LIMITED TO THE
STRUCTURAL PERFORMANCE OF THE
PRE-ENGINEERED COMPONENTS ---------------------1 DESIGNED BY CHIEF BUILDINGS.
25'..(1" I··~" I··~" I ~I 12'-Q"
[Q] 181 4'-1"
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200'·3" OUT TO OUT OF CONCRETE
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200'-<l"BL TO BL ------------------If---_-_
25'-0" 26'-0" 26'-0"
I 12'-0'' 7'-1" 11-=--~7'-1" 1r 12'-0" I 7'-1" II 12'-0"
4'·1" liD 11!1 4'·1"
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FINISHED FLOOR ELEVATION a100'-0"
I
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~ ~
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BASE OF ALL COLUMNS AT ELEVATION= 100'-D" UNLESS NOTED
BASE OF FRAME OPENING JAMBS AT ELEVATION= 100'-0"
NOTWITHSTANDING THE ADJACENT
SEAL, NEITHER THE ENGINEER NAMED
--------------------j NOR CHIEF BUILDINGS IS ACTING
rc----------------------1 AS THE ENGINEER OF RECORD. THE
ENGINEER NAMED AND CHIEF BUILDINGS ------------------------1 RESPONSIBILITY IS LIMITED TO THE
r----------------------1 STRUCTURAL PERFORMANCE OF THE
--------------------1 PRE-ENGINEERED COMPONENTS
~----------------------------1 DESIGNED BY CHIEF BUILDINGS.
11!1
5'-0"
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Hx=1.6k Hx=1.2k
V=16.6k
Vup;:i10.5k0 H
Hx=3.2k R
Hy=3.6k
V=14.0k
Vup=9.3k 0 H
Hx=3.0k R
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·-3'-7" (3068 & 3070)
4'-7" (4070)
6'-7" (6068 & 6070)
WALK DOOR ANCH9R ROD DETAIL
REFERENCE NOTES
1. ACTUAL BASE PLATE DIMENSIONS MAY BE SMALLER
THAN BASE PLATE DIMENSIONS SHOWN.
(4) 3/4" DIA.
ANCHOR RODS
(NOT BY CHIEF)
EW
6" II 1" -
(4) 3/4" DIA. ANCHOR
RODS (NOT BY CHIEF) \
\ n_£.._ .;.!-... 1 + + . j '!
lo.L _ __._-+ + 0, ~r l
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EW
4
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4
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(NOT BY CHIEF)
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ANCHOR RODS '=="==I
(NOT BY CHIEF)
~
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OVERHEAD DOOR WIDTH I
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11"
1-_I__
12'-0" X 7'-2" FRAMED OPENING
AN~HOR ROD DETAIL OVERHEAD DOOR
ANCHOR ROD DETAIL
REVIsioNs --------j NOTWITHSTANDING rHe: ADJACENT ,,,,:.:_· \\EGtsi'',,, 1-A..--:-------'-===:.: SEAL, NEITHER THE ENGINEER NAMED ,••'~'t-~.".•~'"L'''••~.·.L>r'.t'::,~. ·--·--· ------~------
4 ------------------~ NOR CHIEF BUILDINGS IS ACTING ,J,.'<" ._:'<"~ MOUNTAIN WEST CONSTRUCTORS I SG TRUST I
ASTHEENGINEEROFRECORD. THE i <S.•\\ • r..,_•.,. \ -4 1--A-,-,-_--:_--:_--:_-_-_-~---~~ _-_~ _-_ -------~~ ~~ -~---~---~--------~-ENGINEER NAMED AND CHIEF BUILDINGS il!::~ [(:)'~ ?; RifLE, CO
~ -~ RESPONSIBILITYISLIMITEDTOTHE ~~ "'P• ..,. F~----------------1 STRUCTURAL PERFORMANCE OF THE : ;; RFM BO'X200'X18' 25' BAYS 1:12
.-} __ PRE-ENGINEEREDCOMPONENTS ;:zs
ANCHOR ROD DRAWINGS
f"~=---------·--------! DESIGNED BY CHIEF BUILDINGS. • • .f. I 0 -§ :~,, cHIEF.¥ f-=D=.RAc::W=N+_-C::_:HE::.:C::.:K+---O::_R:::DE:::R~N":"O._~II:::3~i
t -----~------------i \,()_'ll_~::: •••••••••. ·~~-~-~ •• ? BU_ILDINGS :....... AWK --C092885
--------------------------____ _[_"~=---------------~-_L_______ vr,.·~ .. L'I..'\" •drvSti>Jl<IChlatrM;IIJIOI,Inc. ~:;;~~-o,N£ 9·10·08 9·10·08 A4 ' ~-----------------".;.Y*.Wl\'1\'\':;~----'------"""'"'---_l___"=>____j_----""=-__l_--------_L.l\'!__j ,,~,-:.~l,l}/, ;:,,t'-
REFERENCE NOTES
1. ALL PURLINS ATTACH TO FRAMING USING "STO"
ATTACHMENT UNLESS NOTED. REFER TO GO MANUAL
SECTION 4 FOR BOLT LOCATIONS.
2. "T": TOP SAG ANGLE.
"B" : BOTTOM SAG ANGLE.
(i)
200'-0" BL TO BL
25'-0" 25'..()" 25'..()"
P3A (TYP U.N.) P2A (TYP U.N.) P1A (lYP U.N.)
3'·1~" 3'-1!"
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2'-1!"
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" /
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/ " / "
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ROOF FRAMING PLAN
REVISIONS NOTWITHSTANDING THE ADJACENT
A SEAL, NEITHER THE ENGINEER NAMED
ill -----------------1 NOR CHIEF BUILDINGS IS ACTING
t==------------·-------------1 AS THE ENGINEER OF RECORD. THE
A3 -----------------j ENGINEERNAMEDANDCHIEFBUJLDINGS ill RESPONSIBILITY IS LIMITED TO THE
---------------1 STRUCTURAL PERFORMANCE OF THE 1 -------------------1 PRE-ENGINEERED COMPONENTS ...i..6t. DESIGNED BY CHIEF BUILDINGS.
~
0'·3i" O'·ol"
-----ji----'---
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ROOF FRAMING DRAWINGS
MOUNTAIN WEST CONSTRUCTORS I SG TRUST
RIFLE, CO
RFM 80'X200'X18' 25' BAYS 1:12
CHIEF.~ DRAWN CHECK ORDERNO. RF2
BUILDINGS T f-'";AW=K '-!__:::="'__+-_ _-::.::~_:::-: __
,,.,;,;.,orC/J;,""drr<IIieM~ ~=~r~?D.M' C092885 R(Z
L
cp
~~ 25'-0"
--
I
-1---
REFERENCE NOTES
1. GIRTS LOCATED ABOVE COLUMN STIFFENER ARE TO BE INSTALLED
AT TIME OF FRAME ERECTION. (GIRTS THAT INTERFERE WITH
COLUMN STIFFENER MUST BE FIELD NOTCHED TO FIT.)
-----·
cp
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cp
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25'-0'' 25'-0" 25'-0" 25'-0" -r
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4WB
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SIDEWALL FRAMING E~EVATION
COL. LINE A Gl T DEPTH: 8"
cp cp cp
25'-0" 29'-0''
I
.26'-0" ·~If
//
/
v/
~'----._ /
/
'--./ I I I /'-.
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SIDEWALL FRAMING ELEVATION
COL LINE A GIRT DEPTH: 8"
REVISIONS:::__ _____ -J NOTWITHSTANDING THE ADJACENT ···~<::>..·:..i·L···J-?;;·.. SIDEWALL DRAWINGS -·---
A SEAL,NEITHERTHEENGINEERNAMED l~.•"-\\\' . f.•f/.J\; :---------------------------\ ~ ----------------1 NOSRTCHIEF BUEILDINGS IS ACTING :•·~ •• ~;';" "1.A.. \_ MOUNTAIN WEST CONSTRUCTORS I SG TRUST ~0:..-----------------..\ A HE ENG\N EROF RECORD. THE -:;-""'
A, ------------------..\ ENGINEER NAMED AND CHIEF BUILDINGS ~· • ):P: a -RESPONSIBILITY IS LIMITED TO THE !
~0:..------------------l STRUCTURAL PERFORMANCE OF THE i.ft}$ RFM 80'X200'X18' 25' BAYS 1:12
A PRE.ENGINEEREDCOMPONENTS .•f!_ii$ •
ill DESIGNED BY CHIEF BUILDINGS. .. .... ~···~ ~/tJ ~··~ ... ~ ,HIE F. DRAWN CHECK ORDER NO. 81
A, -----------------1 ...... ~J-t.•···u•• ""~~...... a.~ILDIN~S P0.60X2013 AWK fl .,.,.,,S$/Ql\~\.,,, odrAAMoiChlollodllffTIJI,fn:. G~OISW!D.~Ei-=::.....+-----1 CQ92885 S.J
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cp cp cp cp cp Cf r-25'-0" 25'-0" 25'-0" 25'-0'' 25'-0"
---·-----~-~--r
-
[I== 1-------
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12'-0" I 4'·0" I 4'·'" I 12'-0"
REFERENCE NOTES
1. GIRTS LOCATED ABOVE COLUMN STIFFENER ARE TO BE INSTALLED
AT TIME OF FRAME ERECTION. {GIRTS THAT INTERFERE WiTH
COLUMN STIFFENER MUST BE FIELD NOTCHED TO FIT.)
SIDEWALL FRAMING ELF\fATION
COl. LINE E GIRT DEPTH: 8"
25'-0'' 25'-0"
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SIDEWALL FRAMING ELEVATION
COL. LINE E GIRT DEPTH: S" --------,~~~~~~~---------~~·~"i'"F"~"~··~c-----r~-------------------------f----------~R,_,E,_.v"ls~I,_,O~N~s~-------J NolW\rHsTANDINGTHEADJACENT ····~'>:i ....... !l"t;;;•.. SIDEWALL DRAWINGs ---
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~"'-----------------1 STRUCTURAL PERFORMANCE OF THE ; :""~ RFM 80'X200'X18' 25' BAYS 1:12
A2 --------------------1 PRE-ENGINEERED COMPONENTS ":. .,~ ,:. "~=-----------------1 DESIGNED BY CHIEF BUILDINGS_ \_...,·... " 'f?0t~l HIEF.~ DRAWN ' ---·;;pa ... 'll ... l'~ .......
CHECK
A
1
~ .. ,_ ~~'s."• .... ,o•~-~'\1-.._.,."' BUILDINGS f--::"AWKc::-_+----1 ----------------~J.!Jo='----------_________ __L __________________ '·::,{,.·S;;t~O~\. ~.,.. •IM•iot>I!ICI>'•''"d"flrl'~'"'· ?~J~o.NE
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COL. LINE A
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SIDEWALL SHEETING ELEVATION
COL. LINE A
'
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REVISIONS NOTWITHSTANDING THE ADJACENT
SEAL, NEITHER THE ENGINEER NAMED
NOR CHIEF BUILDINGS IS ACTING
AS THE ENGINEER OF RECORD. THE
ENGINEER NAMED AND CHIEF BUILDINGS
RESPONSIBILITY IS LIMITED TO THE
STRUCTURAL PERFORMANCE OF THE
PRE·ENGINEEREO COMPONENTS
DESIGNED BY CHIEF BUILDINGS.
--
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SIDEWALL DRAWINGS
MOUNTAIN WEST CONSTRUCTORS I SG TRUST --
RIFLE, CO
RFM BO'X200'X18' 25' BAYS 1:12
CHIEF.. DRAWN CHECK ORDER NO. ~ BUIL~JNG_S P.o uo~wa 1-AWK C092885 1 d1vfSfDO IIIC!•IIIndui1Jif$, 1M. GRAND ISL.AA~. NE
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SIDEWALL SHEETING ELEVATION
,.,, ... ":'·.:1::,~.;, COL. LINE E
Rl=\11!':1()1\10:: NOTWITHSTANDING THE ADJACENT :~'fjj\_\1'< L. J::: '\ "'·DR!~
&
SEAL, NEITHER THE ENGINEER NAMED "'' ,. NOR CHIEF BUILDINGS IS ACTING MOUNTAIN WEST vu"" 1 "ul.d u"" I SG TRUST AS THE F.NGINEER OF RECORD. THE ?.'f{:i?.fJr
REFERENCE NOTES & ENGINEER NAMED AND CHIEF BUILDINGS RIFLE, CO
RESPONSIBILITY IS LIMITED TO THE
1. FOR OPENING TRIMS, REFER TO GENERAL DETAILS. J.t.
STRUCTURAL PERFORMANCE OF THE RFM OUA.<UUAI8' 25' BAYS 1:12
PRE-ENGINEERED COMPONENTS
DESIGNE[l BY CHIEF BUILDINGS. ~~~!!::" ~ o:; CHECK l;t $.. C092885
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ENDWALL SHEETING ELEVATION
COL LINE 1 I
cp cp cp cr cp
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ENDWALL SHEETING ELEVATION
... ·,··:~~~ COL LINE 9
ONR NOTWITHSTANDING THE ADJACENT (~~;~: :~~~:~• """ ,u,,, ""', u"o ''G musT ..1l
SEAL, NEITHER THE ENGINEER NAMED
NOR CHIEF BUILDINGS IS ACTING
AS THE ENGINEER OF RECORD. THE
REFERENCE NOTES ~ ENGINEER NAMED AND CHIEF BUILDINGS
-·---·--·~·---·----·--RESPONSIBILITY IS LIMITED TO THE G};;;;} ~...... 80'X200'X18' 25' BAYS 1:12 1. FOR OPENING TRIMS, REFER TO GENERAL DETAILS. STRUCTURAL PERFORMANCE OF THE
.& PRE-ENGINEERED COMPONENTS / :~~~ Hll=== DRAWN CHECK ORDER NO. ·~ DESIGNED BY CHIEF BUILDINGS.
~ < "'' I AWK C092885 •. 0.1 '
--
BUILDING A BUILDING A BUILDING A
e--////////// e--//////////
:
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CANQPY ROOF SHEETING PLAN Q..I'\_1\!QP_LR_QOF SHEEJING PLAN
'
CANOPY ROOF SHEETING PLAN
'
'
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BUILDING A ~Uil,DINGA BUILDING A
_/ e--/// //:_/L/ // e--//////////
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CANOPY ROOF SHEETING PLAN CANOPY ROOF SHEETING PLAN CANOPY ROOF SHEETING PLAN
L_ ___________________________________ _
, ....... ,,,, ,,,•'~\) REG!sj;ll,.~c :-'('>,~~ ~·r..tr· ~~ ,, •" •o I "
I REVISIONS NOlWITHSTANDING THE ADJACENT l~."if:.''' . ~;: .. ;Q~ CANOPY DRAWINGS
.& SEAl, NEITHER THE ENGINEER NAMED : (..j:t.t; ~ ...
NOR CHIEF BUILDINGS IS ACTING l fg 285M >} !MOUNTAIN WEST CONSTRUCTORS I SG TRUST
AS THE ENGINEER OF RECORD. THE --j A ENGINEER NAMED AND CHIEF BUILDINGS ~ ·~ .:~ "'RIFLE, CO -~ RESPONSIBILITY IS LIMITED TO THE ~ ·t:i -STRUCTURAL PERFORMANCE OF THE ···~~ RFM 80'X200'X18' 25' BAYS 1:12
A PRE·ENGINEERED COMPONENTS .. .. ... s. ..... \. .... ~ ...... CHIEF.¥ DRAWN CHECK ORDER NO. ZJ DESIGNED BY CHIEF BUILDINGS. -~;gilt\\.······ --
& : yu~•'' BUILDINGS AWK C092885 o divi•i .. oiCII!oi/Mu;MIJ, /no. ~.\:;_~0::02~~!>, NO
-01002·2018
BUILDING A
/
BUILDING A
L
[] []
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1 I
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CANOPY ENDWALL SHEETING ELEVATION
[] []
,--------~
r -j--
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CANOPY ENDWALL SHEETING ELEVATION
BUILDING A
BUILDING A
/
BUILOINGA
BUILDING A
[] []
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r -j--
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CANOPY ENDWALL SHEETING ELEVATION
[] Dl
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CANOPY ENDWALL SHEETING ELEVATION
REVISIONS NOTWITHSTANDING THE AOJACENT
BUILDING A
BUILDING A
f-,------===::'.:'~---------i SEAL, NEITHER THE ENGINEER NAMED A -------------------j NOR CHIEF BUILDINGS IS ACTING
F=--------------------j AS THE ENGINEER OF RECORD. THE
A
3
-------------------j ENGINEER NAMED AND CHIEF BUILDINGS ~ -RESPONSIBILITY IS LIMITED TO THE
F=----------------------j STRUCTURAL PERFORMANCE OF THE
A PRE-ENGINEERED COMPONENTS
ill DESIGNED BY CHIEF BUILDINGS.
t_. ------------------1
/
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NOlWlTHSTANDING THE ADJACENT
SEAL, NEITHER THE ENGINEER NAMED 1----------~--------1 NOR CHIEF BUILDINGS IS ACTING
f".j,_=".<'------------------1 AS THE ENGINEER OF RECORD. THE A
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ENGINEER NAMED AND CHIEF BUILDINGS ~ ---------~--------1 RESPONSIBILITY IS LIMITED TO THE
r-:------------------1 STRUCTURAL PERFORMANCE OF THE
A PRE-ENGINEERED COMPONENTS ~ DESIGNED BY CHIEF BUILDINGS.
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CANOPY SOFFIT SHEETING PLAN
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IITRUCTURAL li:NIIINii:£1111
4700 SOUTH COllfGE # 1
FORT COWNS, CO 80525
PHONE (970) 225-2422
FAX (970) 225-2622
PROJECT NUMBER : 281 29
DESIGNED BY: PLC
CHECKED BY: GGW
ISSUE
JULY 181 2008 -PREUM .
SEPTEMBER 24 2008
CONSTRUCTION SIT
REVISIONS
FILE
DRAWING TITI.E
FOUNDATION PLAN
DRAWING NUMBER
81.1
SITE PLAN
FOR THE
SG TRUST WAREHOUSE BUILDING
ON LOT 8 OF APPROVED
POWERLINE PROFESSIONAL PARK SUBDIVISION SUBJECT TO NOTED
EICIPTIONS A INSP ECTJOMl
GARFIILD COUNTY
BUILDING DI:PAf\TtiENT
n.a/B>-/-D 73 BTJI.:d'!':l.l_...__ ~fiELD COPY
!'IOJNSnerioN wmJOOT COUNTY OF GARFIELD, STATE OF COLORADO ·-PIAI"SOII .-n ... ,
GENERAL CONSTRUCTION NOTES:
1. LOCATIONS OF EXJSTING UTIL!TJES SHOWN ON THESE PLANS ARE APPROXIMATE ONLY.
CONTRACTOR IS TO CONTACT AFFECTED UT!LITY FOR SPECIFIC LOCATIONS BEFORE
DIGGJNG.
2. THE CON TRAC TOR SHALL NOTIFY THE ENGINEER IF UNANTJCJPATED CONDITIONS AREA
ENCOUNTERED DURING COMPLETION OF THE WORK WHICH REQUIRE MOOJFICATIONS TO THE
CONTRACT DRAWINGS. THE ENGINEER CAN BE REACHED AT 970-242-7650.
3. CONTRACTOR SHALL GIVE 48-HOUR NOTJCE TO ALL AUTHORJZED JNSPECTORS,
SUPERJNTENDENTS, OR PERSON JN CHARGE OF PUBLJC AND PRJVATE UTILJTJES AFFECTED
BY H!S OPERATIONS PRJOR COMMENCEMENT OF WORK . CONTRACTOR SHALL ASSURE
HJMSELF THAT ALL CONSTRUCTION PERMITS ARE CURRENT.
4. CONTRACTOR SHALL CONFINE HIS CONSTRUCTION OPERATIONS TO THE RIGHT-OF-WAY ,
EASEMENTS, AND LOTS, AS SHOWN ON PLANS AND PLAT. ANY DAMAGE TO PRIVATE
FACILITI ES OUTSIDE THESE LIMJTS SHALL BE REPAIRED BY THE CONTRACTOR AT NO
EXPENSE TO TH E OWNER.
5. ALL ROAD CONSTRUCTION, AND RELATED WORK, ALL MA TERIALS , PERFORMANCE AND
QUALJTY OF WORK PROV !DED OR PERFORM ED W!TH!N THE PUBLIC RIGHT-OF-WAY, SHALL
CONFORM TO THE REQUJREMENTS OF THE COUNTY OF GARFIELD STANDARD SPECJFICATIONS
AND DRAW!NGS AND THE APPLICABLE SECTIONS OF THE MOST CURRENT ED!TION OF TH E
DIVISION OF HIGHWAYS. STATE OF COLORADO STANDARD SPECIFJCATJONS FOR ROAD AND
BRJDGE CONSTRUCTJON, COLORADO STANDARD PLANS, DJVISJON OF HJGHWAYS M & S
STANDARDS.
6. CONTRACTOR SHALL FAMILIARIZE HIMSELF WITH THE GEOTECHNICAL TESTING
REQUIREMENTS OF THE COUNTY OF GARFIE LD. THE RESULTS OF THE REQUIRED TYPES OF
TESTS AND NUMBERS OF PASSING TESTS SHALL BE FURNISHED TO THE ENGINEER FOR
VERIFICATION BEFORE FINAL ACCEPTANCE BY THE OWNER WIL L BE GRANTED. ALL
FAILJNG TES TS SHALL BE BROUGHT TO THE JMMED!ATE ATTENTION OF THE ENGINEER AND
RETESTS SHALL BE PERFORMED UNTIL PASSING RESULTS ARE OBTAINED. ALL UTILITY
LINES. INCLUDING SERVICE LINES FALL!NG WITHIN THE PUBLIC RIGHT-OF -WAY OR THE
PUBLIC EASEMENTS SHALL BE TESTED.
7. ONLY MATERIALS ON WHICH A PROCTOR TEST CAN BE PERFORMED AND ACCURATE
NUCLEAR DENSITY TESTS CAN BE RUN ARE APPROVED FOR UTILITY TRENCH BACK FIL L
UNLESS OTHERWISE APPROVED BY THE ENGINEER.
8. ALL UTILITY INSTALLATJONS ARE TO BE PERFORMED IN ACCORDANCE WITH THE
COUNTY OF GARFIELD STANDARD SPECIFICATIONS FOR THE CONSTRUCTION OF
UNDERGROUND UTILITIES AND STANDARD DETAILS.
9. ALL WATER AND SEWER L!NES MU ST BE TESTED AND APPROVED PRIOR TO STREET
CONSTRUCTION. CONTRACTOR IS REQUIRED TO NOTIFY THE OWNER'S REPRESENTATIVE
PRIOR TO TESTING. THE OWNER'S REPRESENTATIVE MUS T BE PRESENT TO WITN ESS
TES TING OF WATER AND SEWER LJNES OR THE COUNTY WILL NOT APPROVE THE
INSTALLATION .
10 . IN THE EVENT OF A DISCREPANCY BE TWEEN THE CONSTRUCTION NOTES CONTAINED
HEREJN AND THE NOTES AND DETAILS IN THE COUNTY OF GARFIELD STANDARD CONTRACT
DOCUMENTS FOR CAP ITAL IMPROVEMENTS CONSTRUCTION MANUAL, THE COUNTY'S MANUAL
SHALL CONTROL.
11. ALL AREAS TO RECEIVE FILL, ASPHALT, CONCRETE OR STRUCTURES SHALL BE
STRIPPED OF ALL VEGETATION, ORGANIC SOILS & DEBRIS AS SPECIFIED BY THE
GEOTECHNICAL REPORT.
12. ALL AREAS TO RECEIVE FILL, ASPHALT, CONCRE TE OR STRUCTURES SHALL BE
SCARJFIED A MINIMUM OF 8", MOISTURE CONDITIONED AND RECOMPACTED AS SPECIFIED
BY THE PROJECT GEOTECHNICAL REPORT.
BASIS OF BEARING:
BAS IS OF BEAR ING IS A BEARING OF S 89' 43' 20" E BETWEEN THE WEST
QUARTER CORNER OF SECTION 11 A NO. 5 REBAR AND 3" ALUMINUM CAP LS NO .
15 71 0 IN PLACE AND THE CENTER QUARTER CORNER OF SECT! ON 11 A 3" BRASS
CAP ON A STEEL PIPE LS NO . 9009 IN PLACE .
SITE ADDRESS: 6 POWERLINE RD. RIFLE, COLORADO
JULY 2008
i=tU, AliiiZlA'ljSpiU14)der per114 , ~0!9 I!UtX
1111 ':>pee-hoM +htwUifh the (2, fie..
F11ze P t ~hz..,·c.-t
PAVING CONSTRUCTION NOTES:
1 . ALL ROAD WJDTHS AND RADII ARE TO FLOW LINE UNLESS NOTED OTHERWISE.
ANY "SPOT" DESIGN ELEVATIONS ARE TO FLO W LINE OF CURB AND GUTTER
UNLESS OTHERWISE NOTED.
2. TC = TOP OF CURB ELEVATIONS
BOW = BACK OF SIDE WALK
EOP = EDGE OF PAVEMENT ELEVATION
RIM = RIM OF MANHOLE
INV = INVERT ELEV. OF MANHOLE OR INLET
CL = CENTERL!NE
PL = PROPERTY Ll NE
FL = FLOW L!NE
EL = ELEVAT ION
3. THE TOP 8" OF EXISTING GROUND OR THE TOP 8" OF AREAS CUT TO FINAL
GRADE ARE TO BE SCARIFIED, MOISTENED AND RE-COMPACTED TO 95% OF
STANDARD PROCTOR (ASTM D 698) TO A DEPTH OF 8" BEFORE STARTING UP WITH
EMBANKMENTS OR BEFORE BASE JS PLACED.
4. CONTRACTOR TO PROTEC T EXJST I NG UTILITIES AND APPURTENANCES.
MANHOLES, DRAINAGE INLETS, UTILITY LINES, ETC .. DAMAGED, COVERED. OR
FILLED WITH DIRT OR DEBRIS BY TH E CONTRACTOR SHALL BE CLEANED AND
REPAIRED AT NO EXPENSE TO THE OWNER.
5. AGGREGATE BASE COURSE MUST BE COMPACTED 95% AASHTO T-180.
6. HOT-MIX ASPHALTIC CONCRETE TO BE PER COUNTY OF GARFIELD
REQUIREMENTS. A MIX DESIGN FOR THE PROPOSED PIT MUST BE APPROVED BY
ENG!NEER PRIOR TO PL ACEMEN T OF PAVEMEN T.
7. WHERE PROPOSED PAVEMENT JS TO MATCH EXISTING PAVEMENT, EXISTING
PAVEMENT IS TO BE SQUARED CUT, FU LL BASE THICKNESS IS TO BE BROUGHT TO
MATCH L!NE AND EXISTING SURFACE IS TO BE TACK-COATED BEFORE PROPOSED
SURFACE IS PLACED.
8. ALL HANDICAP RAMPS, SIDEWALKS AND CURB AND GUTTER ARE TO BE
CONSTRUCTED WHERE INDICATED ON THE PLANS AND IN ACCORDANCE THE COUNY
OF GARF!ELD REQUIREMENTS.
9. CURB, GUTTER, AND DRAINAGE PANS ARE TO HAVE EXPANSION JOINTS AT
EACH CHANGE IN HORIZON TAL ALIGNMENT OF CUR B AND GUTTER. BUT IN NO CASE
AT A GREATER DISTANCE APART THAN 100 FEET. LOCATE DUMMY GROOVED
JOINTS BETWEEN EXPANSION JOINTS AT INTERVALS NOT EXCEEDING 10 FEE T.
WHERE LENGTH OF POUR PRECLUDES 10 FOOT INTERVA LS, THE END SECTIONS MAY
BE LESS THEN 10 FEET BUT NOT LESS THAN 5 FEET.
FUGITIVE DUST CONTROL PLAN:
1. BEFORE STRIPPING OF THE SITE PREPARATION FOR OVERLOT GRADING, THE
SURFACE IS TO BE PRE -WET TO CONTROL DUST.
2. ANY STOCKPILES OF STR!PPING MATERJALS ARE TO BE PERIODICALLY
SPRAYED WITH WATER OR A CRUSTING AGENT TO STABILIZE POTENTIALLY WIND
BLOWN MATERIAL.
3. HAUL ROAD BO TH INTO AND AROUND THE SITE ARE TO BE SPRAYED AS NEEDED
TO SUPPRESS DUST.
4. THE STORM WATER MANAGEMENT PLAN AND PERM I T SHALL BE OBTAINED AND
KEPT ONSITE BEFORE STARTING ANY CONSTRUCTION WORK. GRAVEL PADS ARE TO
BE CONSTRUCTED AT THE ENTRANCES TO TH E SITE TO HELP IN REMOVJNG MUD
FROM THE WHEELS OF HAULAGE TRUCKS BEFORE THEY ENTER ONTO CITY STREETS.
5. TRUCKS HA ULING IMPORT FILL ARE TO BE TARPED TO AID IN THE CONTROL
OF AIRBORNE DUST.
SHEET INDEX
SH#
COVER
S-1
U-1
G-1
G-2
BMP
L-1
IES 1-1
A1
A2
s 1.2
M1
M2
[1
[2
£5
[6
REV#
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
0
-(3
TITLE
COVER SHEET
SITE PLAN
UTILITY COMPOSITE
VERTICAL GRADING PLAN
HORIZONTAL CONTROL PLAN
TEMPORARY EROSION CONTROL PLAN
LANDSCAPE PLAN
ISOFOOTCANDLE SITE PLAN
SG TRUST WAREHOUSE BUILDING
FLOOR PLAN
SG TRUST WAREHOUSE BUILDING
ELEVATIONS
FOUNDATION PLAN
MECHANICAL FLOOR PLAN
DETAILS
ELECTRICAL ONE -LINE & SCH EDULES
ELECTRICAL PANEL SCHEDULES
APT. LGT., POWER & SITE PLAN
TENANT LEASE ELECTRICAL PLAN
C~~rnoeHS To ~~
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WE! I-'IEi
B BEiEiDI:J:BTE!!iii
STRUCTURAL ENGINEERS
4 700 SOUTH COu.EGE I 1
FORT COWNS, CO 80525
PHONE (970) 225-2422
FAX (970) 225-2622
----.... ,
' \
\
\
\
I
I
I
I
PROJECT NUMBER: 28129
DESIGNED BY: PLC
CHECKED BY: GGW
ISSUE
JUlY 18, 2008 -PREUM.
SEPTEMBER 24 2008 -
CONSTRUCTION SET
REVISIONS
FllE
WEEKSOOCS/2008/28129
DRAWING TITLE
PILASTER
SCHEDULE
DRAWING NUt.IBER
S1.2
II
11f .;_/ 8'X12' CROSS
2-#5 BNIS w
-lN' SPliCE
I~
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1'-4'
®CONCRETE PILASTER DETAIL
s2 . 3/4" = 1'-o"
II • 0 -
• "'
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'.
SAWED JOINT -AU. wtlH
JOINT SEIU.NT. (CUT 1/2 or w.w.F. WIRES)
W.W.f. t-1/2" rROiol
TOP Of ~-(TYPICAL)
-
SAWCUT WHERE
JOINlS AR£ TO
BE fiU£0 wtlH
EPOXY JOINT
f1.l£R
SIIOOlli DOWEL BAR
EPOXY OO'.liD TO
PRN:NT 0011> ON
ONE SIOf Of JOINT
W.W.F. CON11NUOUS
THROUGH JOINT
CO NTROL JOINT CONSTRUCTION JOINT
NOTES:
CONSIRUCTION JOINTS
I. LOCATE ll£S[ JOINTS NOT LESS 1tWI 5 FEET FROiol N« OTHER JOINT TO MilCH
THEY AR£ PARAWL "' \
CONTROL JOINTS
I . LOCATE 1\l[S[ JOINlS AT SUCH INTERVALS THI\T lliE t.tAXliiiJII SLAB oiR£A llfJWEEN
TH£SE JOINTS OOES NOT EXCEED 225 SQLIAAf FEET AND ONE DIIIENSION DOES NOT
EXCEED THE OiliER BY WORE THI\N 50X.. N« CONTROL JOINTS LOCAliD ON
STRIJC1IJRAl PlANS AR£ A IINIIIUII .
2. SAWCUT JOINTS IIUST BE t.tADE N> SOON N> POSSIBL£ AfTER lliE SURF/a IS FlRII
ENOUGH BUT NO lATER THI\N EJGHTEEN HOURS AfTER fUOOIDIT. GD SLAB ON GRADE JOINT DETAILS
REF. PilASTER
SCHEDULE FOO SIZE
&REINFt:lRCOIENT BASE PLATE & .
ANCHOR BOLTS BY OTHER
,__
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• .,
"'
REF. P.ID SCHEDULE
'---3" CLR '-FOR SIZE &
REINFOOCEIIENT Q) CONCRETE PILASTER DETAIL
S2. 3/4" = 1'-0"
• "' T
s
LAP SPLICE SCHEDULE
CLASS A SPUCE CLASS 8 SPUCE (U.N.O.)
BAR SIZE TOP BARS OTHER BARS TOP BARS OTHER BARS
#3 14 12 18 16
14 18 14 24 18
#5 23 18 30 23
#6 28 21 36 28
17 .«J 31 53 40
IB 46 36 60 46
19 52 40 68 52
NOTES :
-ALL lAP LENGTHS AAE IN INCHES {IN .)
-CONCRETE COVER SHOULD BE GREATER THI\N 2'1W DIAIIETERS, WINIWUII. SPN:ING
BElWml SPUCES SHOULD BE GREATER THI\N 4'1W DIAIIETERS, IIINIIoiUiol. SEE 10
J t 8 FOR AOIJIT10NAL COVER AND SPIONG REQUIREIIENTS.
-ClASS B SPLJCE SHOULD BE N>SUIIEO UNLESS NOliD OTHERWISE .
-TOP BARS AAE DEANED N> HORIZONTAL REINFORCING wtlH MOR£ THI\N 12" Of
FRESH CONCRETE CN>T BELOW THE REINFORCING .
@ LAP SPLICE SCHEDULE
24"
f5 ' ---,24" o ts" o.c. I
REFERENC£ PLAN FOR
SLAB LOCATIONS
2-#5 T & B
I
I . ,
I
I
s· I
IS ' 24" 0 16" o.c.
EPOXIED 4" INTO SLAB
-----
;.. ...
1'2\ FOUNDATION WALL @ OPENING DETAIL
~ 3/4" = 1'-o"
CORNER BARS TO WATCH
NT REINf HORIZO AL WALL ·.-
CLN>S 8 TYP SPUCE N> SHOWN. 1\ ClASS B TYP.
l
L
1
~ =-;,= < ;-;~,---~ ------_..::t
-=-F---, 1:. --~-=E:':£~~-.!
I II 1111
II II
TO WATCH 11 II
WALL REINF.-11 11
E N> SHOWN. II 11
COONER BARS
HORIZONTAL
SPUC
11 II
Jl It
. WALL DETAILS FOO II II
REINFORCING II
LA v
RICKT ANGLE I< &ME
ANGLE CORNERS
ClASS 8 IYP.
------------
CORNER BARS TO WATCH
HORIZONTAL WALL REJNF.
SPLJCE N> SHOWN.
REF. WALL DETAILS FOO
'offiTICAL REINFORCNG
ZONTAL REINF. TO BE
CON11NUOUS THROUGH -
INTERSECTION ~
m
HORI
IV, lW.I. ClTAILi FOii
IIERTICAL REINFORCING ~ u
QBUIS£ ANGI f CORNERS
@ lYPICAL CORNER REINFORCING
I I
II II
II II
II II
II II
11 II ,, ,,
II II
II I
~" I v
llf!ERSECDONS
ANCHOR BOLTS BY OTHERS r BN>E PlATE, &
5-#3 TIES
TOP J 0 6" o.c.
~
"' ~
T.O.~ S too -o
..... -.,..-,-i-.,..-,...
j-.,:!P-_-Ja... ---l-=..~ -.....
B.O.PILASTERS
98'-0"
@ INTERIOR PAD DETAIL
2-#5 T & B
@FOUNDATION WALL DETAIL
REFERENCE PAD SCHEDULE
fOR SIZE AND REINFORCING
a·
· .
1~"
oc -' u
• "'
•
SHEAlliiNG
LEDGE
"' ~
C>
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~ ...
ID
z
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lo
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T.O.~ S
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~~ .. oil
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en
--------·-
.1--
W E!M
B B!lii!iiDC::I:BTE!!ii
BTAUCTURAL ENGIINEi:R8
4700 SOUTH COLLEGE #1
FORT COWNS, CO 60525
PHONE (970) 225-2422
FAX (970) 225-2622
PROJECT NUMBER: 28129
DESIGNED BY: PLC
CHECKED BY: GGW
ISSUE
JULY 18, 2008 -PREUt.t.
SEPTEMBER 24, 2008
CONSTRUCTION SET
REVISIONS
-----------------~
---------------·
Fll£
WEII<SOOCS/2008/28129
DRAWING TITLE
FOUNDATION
DETAILS
DRAWING NUMBER
S2.1
2"W -·----)''V•l -----
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I
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0
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-0
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X ,.----x --
STORAGE
YARD
25,611 SF
X
-1
X · .. --~~
4"SS ----4"SS
'W 2"W. --'-2 "W --2"W _ __.:...
L.!J 30' I ~~~c fQ-'1! AND
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13501
\
l
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----4"SS
COVERED
STORAGE
3,200 SF
--FW
~~ 4"SS
-0
~
160.00'
DOOR
GEORGE T. SANDERS WAREHOUSE
EAD DOOR WAREHOUSE= 16,420 SF
OFFICE = 2,780 SF
2ND STORY APT= 1,040 SF
DOOR
DOOR
r+IANDIC:AP RAMP
AIRS
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00
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)
'-"""."H EAD ODOR
\ \_,.. ~-"
'-~)VERHEAD DOOR
\....-_.,--"
-"'"'"'!CAP RAMP OVERHEAD
SG TRUST WAREHOUSE BUILDING
WAREHOUSE = 13,500 SF
OFFICE = 2,500 SF
//
,<"'"'
/~
////
(
STORAGE
·. YARD
7,799 SF
v
X
0' 30' 60' 90' ----~-~~~~-~ I c..-= '
•
LEGEND :
[J
-()-
EX I STING ASPHALT
PROPOSED ASPHALT
PROPOSED LANDSCAPING
PROPOS ED CONCR ETE
PROPOSED RECYCLED ASPHALT
EXISTING MONITOR WELL
EXISTING UTILITY PEDESTAL
EXISTING UTILITY POLE
~ EXISTING SEWER MANHOLE
EXISTING FIRE HYD RANT
EXISTING MONUMENT
0 PROPOSED SEWER CLEANOUT
~ PROPOSED VALVE
~ PROPOSED LIGHT POLE
OHE--EXISTING OVERHEAD ELECTRIC LINES
-EXISTING EASEMENT
c·c ,::J2:J
·---·--s" Fw ... -·
L"W
----X
EXISTING FENCE
EXISTING FENCE
EXISTING SEWER LIN E
EXISTING 8" FIRE WATER LINE
EXISTING FORCE MAIN
EXISTING 2" WATER SERVICE
PROPOSED BOUNDARY
PROPOSED FENCE
PROPOSED BUILDING
PROPOSED CURB
-4"SS PROPOSED 4" SEWER SERVICE
---FW PROPOSED FIRE WATER LATERAL
--2"W --PROPOSED 2" WATER SERVICE
EXISTING 1-FT CONTOUR
EXISTING 5-FT CONTOUR
..... X ..... PROPOSED S I LT FENCE
PROPOSED 1-FT CONTOUR
PROPOSED 5-FT CONTOUR
GENERA L NOTES :
ADDRESS: 6 POWERLINE ROAD
RIFLE, CO
(UNINCORPORATED GARFI ELD COUNTY)
ASSESSOR PARCE L NO.: 2177-113-01008
PROJECT AREA : 3. 953 ACRES
ZONING : COMMERCIAL -GENERAL (CG)
PARCEL CREATED BY: POWERLINE PROFESSIONAL PARK SUBDIVISION
FILING NO. 2
RECORDED 9/17/01
SETBACK REQUIREM ENTS : FRONT: 50' ARTERIAL
25' LOCAL
REAR: 7.5'
SIDE: 10'
PROPOSED USE : WAREHOUSE AND COMMERCIAL OFFICE
WITH A MANAGER'S APARTMENT
GEORGE T. SANDERS BU I LDING: -WAR EHOUSE = 16,420 SF
OFFICE = 2,780 SF
2ND STORY APT= 1,040 SF
TENANT BUILDING: WAREHOUSE = 13,500 SF
-OFFICE = 2 ,500 SF
PARKING DEMAND: -GEORGE T. SANDERS BUILDING = 19 SPACES
-TENANT BU I LDING = 17 SPAC ES
VJ z
0
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0
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JOB NUMBER:
1020.0002
7/18/08
""""'' AS SHOWN
SHEET NO:
S-1
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SILT FEN CE-----ll
VEHICLE TRACK IN G
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w
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X--
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SILT F ENC-E--~
FABRIC
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;,.. . . . .. . .. .. . . . .. . . ...
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BACKFILL
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j --
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J
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'
GEORGE T . SANDERS WAREHOUSE
-~--. ·• .•
/
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T FE NCE
0
·.X-:-. ---)( ---
STORAGE
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~ .. ®.
' .
POST (2" X 2" NOMINAL)
SILT FENCE FABR IC
ANCHORED IN TRENCH
AND FIRMLY ATIACHED
TO POST
--6" X 6"
TRENCH
/ '
\f I
Je FENCE
;rlx
!x
v
I
I
!
COARSE
AGGREGATE
GEOTEXTILE
,. /
MOUNTABLE BERM
(OP TIONAL)
PLAN VI EW
TRAPPING DEVICE
POSITIVE DRAINAGE
TO SEDIMENT
CROSS-SECTION AA
LEGEND :
' / ,, "i
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0
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---·-X
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·-··-· ss
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--X
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-x-
EXISTING
PAVEMENT
0
EXISTING ASPHALT
PROPOSED ASPHALT
PROPOSED LANDSCAPING
PROPOSED CONCRETE
PROPOSED RECYCLED ASP HALT
EXISTING MONITOR WELL
EX IS TING UTILITY PEDESTAL
EXISTING UTILITY POL E
EX IS TING SEWER MANHOL E
EX IS TING FI RE HYDRANT
EXISTING MONUMENT
PROPOSED SEWER CLEANOUT
PROPOSED VALVE
PROPOSED LIGHT POLE
EXISTING OVERHEAD ELEC TRIC LINES
EXISTING EASEMENT
EXISTING FENCE
EXIS TING FENCE
EXISTING SEWER LINE
EX IS TING 8" FIRE WATER LINE
EX IS TING FORCE MAIN
EXISTING 2" WATER SERVICE
PROPOSED BOUNDARY
PROPOSED FENCE
PROPOSED BUILDING
PROPOSED CURB
PROPOSED 4" SEWER SERVICE
PROPOSED F I RE WATER LA TERAL
PROPOSED 2" WA TER SERVICE
EXISTING 1-FT CONTOUR
EX IS TING 5-FT CONTOUR
PROPOSED SILT FENCE
PROPOSED 1-FT CONTOUR
PROPOSED 5-FT CONTOUR
* MUST EXTEND FULL WIDTH
OF INGRESS AND EGRESS
OPERATION.
-~~~~:~ST~IN:G~i:~~~~~~~~G :EO~TEtXiTI:LE~~~~~--~-E-XI -ST-IN_G ____ __ MOUNTABLE BERM (OPTIONAL)
GROUNO PAVE ~ENT
SIDE ELEVATION
VEHICLE TRACKING PAD
•
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1 020 .0002
7/18/08 ..,..,.,
AS SHOWN
SI-EIT NO:
BMP
25'-o'
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C.ONSTRI.JC,T ION . INDIVIDUAL TENA NT
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GENERAl. NOTES
1.0 PROJECT SCOPE : lllES£ STRUCTURAL DRAWINGS WAY BE USED TO CONSTRUCT ONLY SANDERS WAR£H0USE. RIFLE.
COUlRADO. :2.oo~ :CP.,C. [.u.lter't/11 Ak)
2 .0 BUIUMNG CODE : JHI S DESIGN IS BASED ON THE iojiJI FSR II lit!" OIMC C98E (1937 E81fl 9 'ij: ALL WORK SHAU.. HE
PERFORIIED IN ACCORDANCE WITH llliS COOE . lllE fOUNil.'.TlON OESlGN IS BASED ON ROCTlONS PROIIIDED 8Y lllE
STEEL BUILDING WANUfACTURER .
J .O DESIGN UWJS: REFERENCE PLNIS 8Y STEEL BUILDING WANUfACTURER .
A. LATERAL EARTH PRESSURE
ALINE -45 PSf /fT
PASSM -250 PSf /fT
ADHESION AT BASE Of fOOTING -500 PSf
AT REST -80 PSf /fT
COEff . Of FJIICTlON -0.4
G. fROST OEPTI1 SHALL BE 36"
H. WIND -90 IIPH .lVS EXP. B
I. SINOW LOAD -40 PSf.
CON STRUCTlON WEll-IOD :
lllE STRUCTURAL DRAWINGS REPRESENT TI1E fiNAl. STRUCTURE . lllE DRAWINGS 00 NOT INDICATE lllE CONTRACTORS WEANS.
IIETHOOS, nECHNIOUES, SEO\JENCES Of CONSTRUCTlON AND JOB SAFETY. lllE ENGINEER Of RECORD IS NOT RESPONSIBLE
fOR TI1E CONTRACTOR'S fAILURE TO fOULOW PLNIS, SPECifiCATIONS, AND/OR ENGIN EERING RECOIIMENil.'.TlONS, NOR IS lllE
ENGINEER Of RECORD RESPONSIBL£ fOR ECONOIIIC LOSS AND/OR DELAYS ON lllE CONTRACTOR OR SUBCONTRACTORS .
ALL CONSTRUCTlON SHALL BE IDEO\JAnEL Y BRACED TO PREVENT DISTORTlON AND OAII.IGE 0\JE TO CONSTRUCTlON LOADS AND
NATURAL fORCES . THE CONTRACTOR SHALL WAKE ALLOWANCES FOR Dlff£R£NCE BETWEEN nEWPERATUR£ DURING ERECTION
ANO IIEAN l'EIIPERATUR£ IIHEN STRUCTURE IS COIIP!£TEO AND IN SERVICE .
TR.IO£ COOROINAnON:
THE STRUCTURAL DR/IWINGS ARE TO BE USED IN CONJUNCTION WITH THE ARCHITECTURAL. ELECTRICAL, IIECHANICAL. PLUIIIliNG
AND SITE DRAWINGS. CONFUCTS IN D111ENS10N ANO INTERFERENCE SHALL BE DIRECnEO TO THE ARCHITECT PRIOR TO
CONSTRUCTION .
SPECifiCATIONS :
IF CONf\JCTS ARISE FROII THE RECOIIIIENDATIONS OF lllESE DRAWINGS AND lllOISE CONTAINED IN lllE SPECifiCATlONS, lllE
ARCHITECT AND ENGINEER SHALL BE NOTifiED Of lllE DISCREPANCY PRIOR TO CONSTRUCTION .
OPENINGS :
OPENINGS, SI£EVES, POCKETS, CONDUITS , ETC . SHALL NOT BE PLACED IN BEANS. JOISTS, COLUIINS, ETC . UNLESS
SPECIFICALLY DETAIL£0 ON lllE STRUCTURAL DRAIMNGS. NOTIFY THE ARCHITECT WHEN DRAIMNGS 8Y OlllERS SHOW
OPENINGS, SI£EVES, POCKETS, ETC . NOT SHOWN ON lllE STRUCTURAL DRAWINGS, BUT WHICH ARE LOCAnEO IN STRUCTURAL
IIEIIBERS .
EXISTING CONDITIONS:
lllE EXISTING CONIJIIIONS DEPICnEO ON THESE DRAIMNGS ARE BASED ON THE BEST AVAIL'&£ INfORIIATION AND SHALL BE
VERifiED 8Y THE CCM'RACTOR PRIOR TO CONSTRUCTION.
DRAWING OIIIENSIONS:
NO lllliENSION IS TO 8E OETERIIINED 8Y SCAIUNG THE DRAWINGS OR DETAILS . If A DIMENSION IS NOT INDICAnEO ON THE
DRAWINGS AND IS NEEDED, CONTACT THE STRUCTURAL ENGINEER FOR CLARIFICATION . IF DISCREPANCIES ARE fOUND BETWEEN
lllE STRUCTIURAL DRAWINGS ANO THE ARCHITECTURAL DRAWINGS, CONTACT THE STRUCTURAL ENGINEER OR ARCHITECT FOR
CLARifiCATION .
STRUCTURAL LAYOUT :
AU. STEEL loiEIIBLRS ARE CENTERED ON PlNI GRIDS UNLESS OIIIENSIONED OTHERWISE ON PLANS . REFER TO ARCHITECfS
DRAWINGS TO RElATE 100' -0" TO SITE DAIUII .
fOUNDATIONS :
GEOTECHNICAL INVESllGATION :
A GEOTECHNICAL REPORT DY CTL THOIIPSON , INC. (REF. PROJECT NO . GS05195 -125) IS AVAILABLE . THE CONTRAC TO R
SHALL FAIIILIARIZE ~ WITH ALL Of THE REPORT REQUIREMENTS . lllE FOLLOWIN G DESIGN PARAMETERS HAVE BEEN
ASSUWED BASED ON llliS REPORT. SHOULD THE fOLLOWING DESIGN PARAIIETERS VARY FROII THOSE SPECifiED IN THE
GEOTIECHNICAL REPORT. ·[HE ARCHITECT SHALL 8E NOTifiED BEFORE CONTlNUATION Of WORK. THE FOUNil.'.TlON DESIGN IS
BASED ON ROCTIONS PllO'JIOED 8Y THE STEEL BUILDING WANUFACTURER .
IIAI(li.IUII BEARING Cli'ACITY • JOOO PSf
CONVENTIONAl. FOOllNG S:
A. THE BOTTOII Of AU fOUNDATlON ELEWENTS SHALL BE PLACED BELOW fROST DEPTH ~""'? ..t:U, 18t>5.Z .I
B. FOOTINGS SHOULD BE fORII£0 TO THE PR0P£R SIZE AND lAYOUT AS SHOWN 00 PLANS.
C. ALL FOUNDATION EL£11ENTS SHOULD 8E OOSEJM:D PRIOR TO PLACEIIENT Of CONCRETE AS REQUIRED 8Y THf GOVERNING
AGENCY .
fOUNDATION WALLS :
A. fOUNDATION EL£11ENTS SHALL BE FORMED AND REINFORCED TO RESULT IN PROPER SIZE AND LAYOUT AS SHOWN ON THE
PLANS .
B. ALL FOUNDATION El£WENTS SHOULD 8E OOSEJM:D PRIOR TO PLACEIIENT Of CONCRETE AS REO\JIREO 8Y THE GO'IERNING
AGENC'I'.
COII PAIC nEO flU,
A. USE ONLY APPROIIIEO. NON -EXPANSIVE, GIRANULAR IIATERIAI. AS RECOIIMENDED 8Y lllE SUPERVISING GEOnECHNICAL
ENGINEER
B. SUBGRAIDE COIIPACTI ON SHALL BE 11ADE AS RECOIIMENDED 8Y THE GEOnECHNICAL ENGINEER .
FLOOR SLABS :
A. SLAB-O N-GRADE SHALL 8E ISOLATED FROII AT GRADE WALLS, COLUMNS , SER';1CE PENETRATIONS Wllll 1/2' FIBLRBOARD
OR EQUIVALENT APPROVED ISOLATION JOINT.
B. PROIIIDE 6x6 W2 .1xW2.1 IN ALL SLABS (U .N.O.) SAWCUT CONCRETE (WITHIN 18 HOURS OF PLACING CONCRETE) SUCH
THAT NO MORE THAN 225 SQUARE fEET OF SLAB ARE WlllliN A GRID . SAWCUT JOINTS SHOULD BE SPACED AT NO MORE
Tt-Wl 12 fEET ON CENTER OR /IS INDlCA.l£0 ON THE DRAWINGS.
C. A IAINIIIUII Of 4 INCH LAYER Of CLEAN, GRADED GRAVEL OR CRUSHED ROCK DEVOID Of fiNES SHOULD BE PLACED
BENEATH SLAB UNLESS OTHERIMSE DIRECnEO 8Y GEOTIECHNICAL ENGINEER .
D. VAPOR BARRIER BENEAlll THE SLAB SHALL BE PROVIDED ONLY If REQUIRED PER THE ARCHinECfS DETAILS .
PERI METER DRAIN'
REFER TO GEOTECHNICAL REPORT fOR DETAILS OF ANY PERfORATED, PERIIIETER DRAINS AROUND FOUNDATlON .
EXnERIOR GRADE: SLOPE PERIIOETER GRADE AWAY fROII BUILDINGS AS RECOIIIIENOED BY lllE GEOnECHNICAL REPORT.
AN CHOR BOLTS :
A. fOR STEEL COLU IINS SHALL 8E AS NOnEO ON lllE PLANS 8Y lllE STEEL BUILDING WANUFACTURER AS PER ASTII
F155<-99 . GRADE 36 U.N.O.
B. fOR SnEU COLUIINS PROTRUDE A MIN IMUM Of 2" ABOI'E BASE PLATE U.N.O.
STRUCTURAL IIAnERWS
1.0 CON CRETE'
1.1 GENERAL REQUIREMENTS:
A. 28-DAY COIOPRESSIVE STRENGlll FOR CONCRETE SHALL BE AS FOLLOWS '
SLAB -ON -GROUN D 3500 PSI
FOUNDATION 3000 PSI
B. IIAXIMUII CONCRETE SLUMP SHALL BE AS FOUOWS:
FOUNDATION WALLS AND fOOTINGS 4" IIAX
SLABS 4 • IIAX
C. AIR ENTRAINMENT SHALL BE AS FOUOWS :
INTIERIO R SLABS 1-J:l:
AU OTHER CON CRETE 5-7X
0. ALL CONCRETE SHALL BE MIXED, TRANSPORnED AND PLACED IN AC CORDANCE WITH ACI STANDARD 31 B.
E. ALL CONCRETE SHALL BE CONSTRUCTED WITHIN lllE TOLERANCES SPECIFIED IN ALl STANDARD 117.
F. AU I'ERfiCAL SURFACES Of CONCRETE SHALL BE FORWED (U .N.O.)
G. SLABS-ON-GROUND SHALL BE AS INOICAnEO ON lllE DRAWINGS. UNLESS OlllERWISE INOICAnEO, SLAB SHALL BE
FI NIS HED IN ACCORDANCE IMTH ACI STANDARD )02 .
H. CEIIENT TO BE TYPE 1/11 .
I. AU OPENINGS THROUGH CONCRETE IIARKED ON THESE DRAWINGS SHALL HAVE (2)-15 BARS ARIOUNO OCH FACE Of lllE
OPENING, EXnENOING A WINIIIUII Of 24" BEYOND OCH EDGE Of lllE OPENING .
J. ALLOW 7 DAYS CURING FOR CONCRETE AND CROUT BEFORE EXCAVAfiNG AOJACENT SEGMENTS.
K. CONTRACTOR SHALL SUBWIT CONTROl JOINT AND CONSTRUCTION JOINT LOCATIONS TO lllE ENGINEER AND ARCHITECT TWO
WEEKS PRIOR TO CONCRETE PLACEIIENT.
L CONTRACTOR SHALL SUB IIIT LOCATIONS WHERE CONDUIT IS TO 8E PLACED WITHIN A CONCRETE ELEWENT TO THE ENGINEER
AND ARCHITECT TWO WEEKS PRIOR TO CONCRETE PLACEIIENT .
1.2 CONCRETE RE IN FORCING:
A DETAIL ALL BARS IN ACCORDANCE WITH lllE LAnEST EDITION Of THE ACI OET,\IUNG IIANUAL AND ALl BUILDING CODE.
B. PROVIDE ALL ACCESSORIES NECESSARY TO SUPPORT REINFORC IN G AT POSITIONS SH OWN ON THE PLNIS.
C. ALL REINFORCING BARS SHALL 8E Of SnEEL CONFORM ING TO ASTII A615, GRADE 60 fOR ALL BARS EXCEPT GRADE 40
FOR TIES AND STIRRUPS . GRADE 60 BARS SHALL NOT BE fiELD BENT.
0. WHERE REINFORCING BARS ARE TO BE WELDED, lllEY SHAU BE OF WELDABLE BARS CO NfORMING TO ASTII A7D6. NO
SPUCING Of REINFORCEMENT SHALL BE PERIIITnEO EXCEPT AS NOTED ON THE CONTRACT OOCUIIENT.
E. REINFORCING snEU SHALL BE PLACED TO PROIIIOE THE FOLLOWING MINIMUM CONCRETE COVER IN ACCORDANCE WITH ACI
316 :
SLAB-ON-GROUND OR SLAB ON WETAL DECK )! SLAB DEPTH
CONCRETE CAST AGAINST GROUND 3" CLEAR
CONCRETE FORMED UP UNDER GROUND 1 )!" CLEAR
F. RE BAR SPLCES SHAU BE A 'CLASS B' TENSION LAP SPUCE. OfFSET SPLICE LOICATION fOR BARS IN ONE LAYER 8Y AT
LEAST ONE LAP LENGTIH.
G. ALL WELDED WIRE ME SH SHALL BE 6x6 W2 .9 x W2.9 (U .N.O.) CONfORMIN G TO ASTII A165 . MESH SHALL BE LAPPED
IMTH AT LEAST TWO CROSS WIRES OR ONE FUU SQUARE (U .N.O.)
H. PROIIIDE 6x6 W2 .1 x W2 .1 Yr11F AS IIINIIIUM REINFORCING IN WECHANICAL PADS. SEE IIECHANICAI. DRAWINGS FOR PAD
SIZES. LOCATIONS AND PADS REQUIRING GREATER REINFORCING .
I. AU STIRRUPS SHALL HAVE A MINIWUM Of (2)-#4 HORIZONTAL REINFORCING BARS PROVIDED AS SPACERS WHEN NO
OTIHER HORIZONTAL REINfORCING IS REQUIRED .
J. All REINFORCING BARS , ANCHOR BOLTS AND OlllER CONCRETE INSERTS SHALL BE WELL SECURED IN POSITION PRIOR TO
PLACING CONCRETE .
,o nE: DESIGN BASED ON PRELIMINARY REACTIONS .
'AID AND PILASTER SIZES AND LO CATION S SHALL
ilE REVISED AS NEEDED PRIOR TO CONSTRUCTION I !lAS ED ON f iNAL LOAIDS AND BASE PLATE SIZES .
2.0 STRUCTURAL SHOP DRAWIN GS:
2.1 GENERAL REQUIREMENTS:
A. THE APPROVAL OF lllE STRUCTIURAL ENGINEER OF RECORD MUST BE SECURED ON ALL STRUCTURAL SUBMITTALS.
8. 00 NOT REPR ODUCE CONTRACT OOCUIIENTS OR COPY STANDARD PRINTED IN FORWATION AS lllE BASIS Of SHOP
DRAWIN GS.
C. VERifY ALL ROOF, FLOOR AND WALL OPENINGS IMTH ARCHITE CTIURAL, WE CHAN ICAL, ELECTRICAL AND PLUIIBING DRAWINGS.
0. CONTRACTOR SHALL REVIEW AND STAIIP AU SHOP DRAWINGS PRIOR TO SUBMITTAL ANY ITEMS NOT IN ACCORDANCE
WITH THE CONTRACT DOCUMENTS SHALL BE FLAOGED BY lllE CONTRACTOR .
E. ARCHITECT SHALL REVIEW AND STAIIP fOR APPROVAL ALL SHOP DRAWINGS PRIOR TO STRUCTIURAL REVIEW . ANY lnEt.IS
NOT IN ACCORDANC E WITH ARCHITECTURAL PLANS SHALL BE FLAGGED AND REOUNEO ON SHOP DRAWINGS FOR STRUCTURAL
SUBMITTAL REVIEW .
f . ALL VARIATIONS FRO~ lllE CONTRACT DOCUMENTS ON lllE SHOP DRAWINGS SHAU BE CLOUDED. ANY VARIATIONS NOT
CLOUDED SHALL NOT BE CONSIDERED APPROVED .
G. ANY ITEMS NOT flAGGED BY THE ENGINEER OR ARCHITECT SHALL NOT BE CONSIDERED CHANGES TO lllE CONTRACT
DOCUMENTS .
H. THE SHOP DRAWIN GS 00 NOT REPLACE lllE CONTRACT DOCUMEN TS. lllE CONTRACTOR SHALL IIAKE SURE THE
STRU CTURE IS CONSTRUCTED IN ACCORDANCE WITH lllE CONTRACT OOCUIIENTS .
I. ALL DI~ENSIO N S AND ELEVATI ONS TO BE VERifiED BY CONTRACTOR .
J. ALLOW A MINIM UM OF TWO WEEKS FOR ENGINEER REVIEW, PRIOR TO FABRICATION OR CONSTRUCfiON .
K. SUB MIT TWO BONO COPIES. THE STRUCTURAL ENGINEER Of RECORD WIU IIARK AND RETURN ONE COPY AND RETAIN
ONE COPY AS A RECORD SET.
2.2 lnEMS TO BE SUBMITnEO fOR REVIEW:
A. PROVIDE CON CRETE REINFORCING BAR SCHEDULES, ELEVATI ONS AND STE U EM BED DRAWINGS . PROVIDE PRODUCT DATA,
CONCRETE MIX DESIGN S AND SUBMITTALS AS REQUIRED 8Y ACI 301.
B. PROVIDE STRUCTURAL STill SHOP DRAWI NGS INCLUDING ANCHOR BOLT LAYOUT AND DETAILS .
3.0 SPECIAL STRUCIURAL INSPECTION:
3.1 GENERAL REO\JIREMENTS:
A. SPECIAL STR UCTURAL INSPECTIONS SHALL COMPLY Wllll CHAPnER 17 OF lllE UNifORII BUILDING CODE.
B. SPECIAL STRUCTURAL INSPECTION IS REQUIRED IN ADDITION TO ANY INSPECTIONS REQUIRED 8Y THE LOCAL BUILDING
DEPARTMENT OR GOVERNING OffiCIAL.
C. ALL INSPECTIONS SHALL BE PERFORMED BY A QUALifiED , CERTIFIED INSPECTOR. IT IS THE OWNERS RESPON SIBIUTY TO
COORDINATE SUCH INSPECTIONS .
0. SPECIAL STR UCTURAL INSPECTIONS SHALL BE PERFORMED ON, BUT ARE NOT UWITED TO THE FOUOWING ITEMS USTED
BELOW:
3.2 STRUCTURAL STEEL: PER SE CTION 1701 .5 OF THE UBC .
A. ALL WELDING IN SP ECTIONS SHALL BE C O~PL£TEO BY AN AWS CERfifiED IN SPECTOR IN AC CORDANCE WITH AWS Dl . I.
B. AU. WELDS SHALL BE VISUALlY INSPECnEO . 100:1: OF ALL GROOVE WELDS SHALL RECEIVE RADIOGRAPHIC OR ULTRASONIC
TESTING . IIAGNETIC PARTICLE TEST 20:; OF ALL fiLL£T W£LDS.
C. NON-OESTRUCTNE TESTING OF AU COMPLETE PENETRATION WELDS .
0. CONTINUOUS INSPECTIONS ARE REQUIRED FOR COMPL£TE AND PARTIAL PENETRATION GROOVE W£LDS, ~ULTIPASS fiLL£T
WELDS, & SINGLE-PASS FILL£T WELDS > 5/16".
E. PERIODIC INSPECTIONS ARE REQUIRED FOR SINGLE-PASS FILL£T WELD S ~ 5/16" AND FLOOR & ROOF DECK WELDS .
F. VERIFICATION OF CURRENT WELDER 'S CERTifiCATION .
G. WELD INSPECTION OF SHOP FABRICATIONS.
H. PERIODIC INSPECTI ON OF JOINT DETAILS FOR COMPLIANCE WITH APPROVED CONSTRUCTION OOCUIIENTS.
I. ALL HIGH -STRENGTH BOLTING SHOUI.O BE INSPECTED PER SECTION 1700.3 OF THE IBC.
J. PERIODIC INSPECTIONS Of BE.\RJNG-TYPE CONNECTIONS ARE REQUIRED.
K. CON TIN UOUS INSPECTIONS Of SIUP-GRITICAL CONNECTIONS AND OlllER CONNECTIONS AS REQUIRED.
3.3 CONCRETE: PER SECTION 1701 .5 OF THE UBC.
A. DURING THE TAKING Of nEST SPECIMENS .
B. DURING THE PLACEMENT OF REI NFORCED CONCRETE .
C. POSITION OF AU. REINFORCING STEEL. ANCHOR BOLTS AND EMBED PLATES PRIOR TO AND DURING THE PLA.CE~ENT OF
lllE CONCRETE .
0 . PERIODIC INSPECTI ON OF CURING TEMPERATURE AND TIECHN IQUES .
D. ERECTION OF PRECAST CONCRETE MEIIBERS .
3.4 EXPAN SION , EPOXY AND ADHESIVE ANCHORS :
A. DURING lllE PLACEMENT Of ALL ANCHORS .
B. ALL ANC HORS TO BE INSTALLED PER WANUF ACIURERS SPECifiCATIONS AND APPIJCABLE ICBO REPORTS.
3.5 DUTIES AND RESPO NSIBIUTIES OF lllE SPECIAL STRU CTURAL IN SPE CTOR :
A TIHE SPECIAL STRU CTIURAL INSPECTOR SHALL OBSER'IE THE WORK ASSIGNED FOR CONFORWANCE TO lllE APPROVED DESIGN
DRAWINGS AND SPECifiCATIONS.
B. lllE SPECIAL STRUCTURAL IN SPE CTOR SHALL REPORT TO THE CONTRACTOR UPON ARRIVING ON SITE TO DETERM INE
WHETHER ANY DESIGN T£.6M COMMUNICATIONS TO TH E CONTRACTOR AFFECT lllE WORK TO BE REVIEWED . lllE SPECIAL
STRUCTURAL INSPECTOR SHALL LEAVE A COPY OF EACH OF HIS REPORTS WITH THE CONTRACTOR UPON L£AI1NG lllE SITE.
C. TIHE SPECI.'i. STRU CTIURAL INSPECTOR SHALL fURNISH IN SPECTION REPORTS TO THE BUILDING OmCIAL, THE ENGINEER OR
AR CHITECT OF RE CO RD, AND OlllER DESI GNATED PERSON S WlllliN 24 HOURS . ALL DISCR EPANCIES SHALL BE BROUGHT TO
TH E lt.IMEDIAnE ATTENTION OF lllE CONTRACTOR fOR CORRECTION, THEN, If UNCORRECnED, TO THE PROPER DE SIGN
AUTHORITY AND TO lllE BUILDING OmCIAL.
0 . TIHE SPECW. STRUCTURAL INSPECTOR IS NOT AUlllORIZED TO APPROVE ANY CHANGES TO lllE CONTRACT OOCUIIENTS.
ANY VARIATIONS SHAU BE BROUGHT TO lllE ATTENTION Of THE CONTRACTOR AND ENGINEER OR ARCHITECT OF RECOR D.
E. THE CONTRACTOR SHALL PROVIDE SAFE ACCESS TO All lnEWS REQUIRING SPECIAL STRUCTURAL INSPECTION. THIS SHALL
INCLUDE, BUT IS NOT UIIITED TO LADDERS. SCAFFOLD ING AND WAN UfTS.
f . THE SPE CIAL STRUCTURAL INSPECTOR SHALL SUBMIT A fiNAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING
SPECIAL INSPECTI ON WAS TO THE BEST OF lllE INSPECTOR'S KNOWLEDGE, IN CONFORWANCE WITH lllE APPROVED PLANS AND
SPE CIFICATION S AND lllE APPUCABLE WORKIIANSHIP PROIIISIONS OF THE CODE.
(
STANDARD SYMBOLS
/---
SECTION VIEW
DETAIL IDENTifiCATION
STRUCTURAL
SHEET NUMBER
DETAIL IDENTifiCATlON
I I
STRUCTURAL
SHEET NU~BfR
l, ___ )'---PLAN VIEW
s ~to· o" ELEVATION INDICATOR
ffi REVISION INDICATOR
I ===-< I OPENING IN FLOOR/ROOf
V 7 7 7 7 d SHEAR Wo\U LOCATION
STEP IN SLAB
ROOF /FLOOR DECK SPAN
AIIIIR£YIAT10NS:
A/E ARCHinEC T/ENGINEER LVI. LAII INAnEO VENEER LUMBER
AOJ ADJACENT LSL LAIIINATED STRANO LUIIBER
AFf AI30VE fiNISHED fLOOR lP LAYOUT POINT
ALT ALTERNATE LH LEfT HAND
A8 ANCHOR BOLT LAW I.ENGlll AfTER WELDING
ARCH ARCHITECT (-URAL) LW UGHT WEIGHT
0 AT LT UGHT
AV ARCHITECT VERIFY Lf UNEAR FOOT
u. UVE LOAD
BB BONO BEAll LLH LONG LEG HORIZONTAL
BS BOTTOM OF STEEL u.v LONG LEG VERTICAl.
BTII BOTTOM
BF BOTTOM OF fOOTING k KIPS (KILOPOUNDS)
BCA BOTTOII OF CAIS SON
BOW BOTTOII OF WAll MAS ~ASONRY
BM BEAll MEZZ MEZZANINE
BRG BEARING MW MASONRY WALL
BLKG BLOCKING MEJ MASONRY EXPANSION JOINT
BC BOTTOII OF CONCRETE MCJ MASONRY CONTROL JOINT
BROG BRIDGING IIAX UAXIMU~
BLDG BUILDING MECH MECHANICAL
BEJ BUIUJING EXPAN SION JOINT MIN MINIMUM
MISC MISCELLANEOUS
CA CAI SSON MF MOMENT FRA.IIE cc CENTER TO CENTER MTL METAL
CTR CENTER MV IIECH VERIFY
CJ CONTROL JO INT WANUF MANUFAICTURER
CANT CA1lnl£VER
CIP CAST IN PLACE NF NEAR fACE
CL CENTERUN E NS NEAR SlOE
CLR CLEAR NOM NOMINAL
CO L COLUMN NW NORIIAL WEIGHT
CJP COMPLETE JOINT PENETRATION N NORlll
CSJ CONSTRUCTION JOINT N/A NOT APPUCABLE
COORD COORDINATE NIC NOT IN CONTRACT
CSK COUNTERSUNK NTS NOT TO SCALE
CONC CONCRETE I/ NO NUMBER CMU CONCRETE IIASCNRY UNIT
CONT CONTINUOUS oc ON CENTIER
OPP OPPOSITIE
DL DEAD LOAD OH OPPOSITE HAND
OET DETAIL OD OUTSIDE DIMIETER OWL DOWEl. OF OUT SID E FACE DAS DEFORMED ANCHOR STIUD OFW OUTSIDE Of FRN.AE WALL • DIAIAETER
DIAG DIAGONAL PRELIM PREUMINARY DIM DIMEN SION PERIM PER IMETER
DWG DRAWING PERP PERPEND ICULAR
PL PLA.nE
[A EACH P/C PRECAST EF EACH fACE PENET PENETRATION INTO BEDROCK EW EACH WAY
EC EXPOY COATING REIN F REINFORCEIIENT ENGR ENGINEER R/RAD RADIUS EST ESTIIIA!EC
E EAST RS ROUGH SAWN
EL/ELEV ELEVATION RO ROUGH OPENING
EO EQUAL, EQUAU Y RE REFER
(E) EXI STING SP STUD PACK EXP EXPANTON SCJ SAWN CONTROL JOINT
EJ EXPAN SION JOINT STAGG STAGGERED
EOO EDGE OF DECK STL STIEEL EO R ENGINEER OF RECORD STRUCT STRUCTURAL EOS EDGE OF SLAB ST SCI SSOR TR USS
EH EARlllQlJAI<E LOAD (HORIZONTAL) SECT SECTI ON
EV EARlllQlJAI<E LOAD (VERTICAL) SIM SIMILAR s SOUTH
f /f fACE TO FACE SL SNOW LOAD
fS FAR SIDE SPEC SPE CIFICATIONS
fV AELD VERIFY STO STANDARD
FF RNISHEO FLOOR sa SQUARE
fTG FOOTING SOG SLAB ON GRADE
fO FLOOR DRAIN sw SHEAR WALL
SWA SHEAR WAll ABOVE
GA GAUGE
GALV GALVANIZ ED nEWP nEMPORARY
GSN GENERAL STRUCTURAL NOTES lllK TH ICKNESS
GT GIRDER TRUS S T&B TOP AN D BOTTOM
GL GRID UNE T88 TOP Of BONO BEAM
GEOnECH GEOTECHNICAL TCA TOP Of CAISSON
GR Bll GRADE BEAll TC TOP OF CONCRETE
GYP GYPSUII BOARD TL TOP Of LEDGE
TS TOP OF STEEL
HD HOI.O DOWN TOS TOP Of SLAB
HK HOO K TOW TOP Of WALL
HAS HEADED ANCHOR SruD T&G TONGUE AND GROOVE
HSS HOUOW STRU CruRAL SECTION TB TRUSS BEARING
HT HIP TRU SS TYP TYPICAL
HVAC HEATING, VENTILATION AND AIR CONDIT ! <G TF TOP OF FOOTING
HORIZ HORIZONTAL
UNO UNLESS NOnEO OlllERWISE
IF INSIDE FACE
VERT VERTICAL
JT JOINT
JST JOI ST wwr WELDED WIRE FABRIC
JB JOI ST BEARIN G w WEST
WL WINO LOAD
W/ WITH
W/0 WIT HOUT
WP WORK POINT
XB CROSS BRACE
SHEET INDEX:
S0.1 STRUCTURAL GENERAL NOTES
51 .1 FOUNDATION PLAN
52.1 FOUNDATION DETAILS
(9 ~ z 0::: -<{ 0 0.. .....1 .....1 -::::> <{ z ca 0 0 -w (/) 0
(/) (/) <(
::::> UJ 0::: u.. 0 0 0 ...J 0::: I 0 0.. () w UJ ~
0::: z w
<( -...J ...J s 0:: LL -w 0:::
1-s
(/) 0 a... ::::> co 0:: 1-1-0
(9 ...J
(/)
WE!E!MEi
a EIEiEiCC::I:BTE!Ei
STRUCTURAL E:NGINE:ERS
4700 SOUTH COLLEGE # 1
FORT COLLINS, CO 80525
PHON E (970) 225 -2 422
fAX (970) 225-2622
PROJECT NUMBER : 28129
DES IGNED BY: PLC
CHE CKED BY : GGW
ISS UE
JULY 18 2008
REVI SIONS
FILE
lloUKSOOCS/2008/28 12 9
DRAWING TITLE
FOUNDATION NOTES
DRAWING NUMBER
S1.0
LAP SPLICE SCHEDULE
CLASS A SPLICE CLASS B SPLICE (U.N.O.)
BAR SIZ£ TOP BARS OTHER BARS TOP BARS OTHER BARS
n 14 12 18 16
I+ 18 1+ 24 18
#5 23 18 30 23
#6 28 21 36 28
#7 40 31 53 40
#B 46 36 60 46
#9 52 40 68 52
NOTES:
-ALL LAP LENGTHS AAE IN IN CHES (I N.)
-CONCRffi CCM:R SHOULD BE GREATER THAN 2•a<.R DIAIIffiRS, ljiNI~jUM . SPACING
Bf:l'IIEEN SPLICES SHOULD BE GREATER THAN 4'1Wl OWolffiRS , NININUiol. SEE ACI
318 FOR ADDITIONAL COVER AND SPACING REQUIR[UENTS .
-CLISS 8 SPUCE SHOULD BE 1-.SSUNED UNLESS NOTED OTHERWISE.
-TOP BARS ARE DEFINED loS HORIZONTAL RONFORCING WITH ijORE THAN 12" OF
FRESH CONCRETE C1ST BELOW THE RONFORCING .
@ LA P SPLICE SCHEDULE
-ITnTnTnTnTnTnTr-----~-
lllllllllllllllllllll ·I
1 11111111111111111 1 ='1
I I I lJ I I .I ,..J.UlJ..l ,----------'1<"
I I . I
I • • I "'I *'lnrn~----------'<-
a·xt2· CROSS TIE w/ p ! ! I I I I I I I
2-15 BARS w/ 30" I I I I I I I I I I
NIN.LAPSPUCE 1 1 11111111
I I
I I
I t'-4" I ,f ------,r
® CONCRETE PILASTER DETAIL
S2.1 3/4" = 1'-0"
T.O. WALL IS too' o"
CORNER BARS TO W.TCH
HORIZONTAL WALL REINF.
CLASS B 1'!1'. }<---------...,!'
I I
SPUCE IS SHOWN . CLASS B 1'!1'. -r----------r r -=---F'------,1 L ----~ -_, --;,w --------
~~ II II
TO W.TCH II
WALL REINF . ~
CORNER BARS
HORIZONTAL
SPU II
CE IS SHOWN.
. WALL DETAILS FOR
TICAl REINFORCING
REF
'IER
II
II
II q
1'-1-
li.-y.
RIGHT ANGLE & IICUTE
ANGLE CORNERS
---'1<-
1
.I
~I
ml
V>l a:
I
---"<-
CLISS B 1'!1'. Jt---------.,1'
------------
CORNER BAAS TO W.TCH
HORIZONTAL WALL REINF.
SPUCE IS SHOWN .
REF . WALL DETAJLS FOR
VERTICAl RONFORCING
HORIZONTAL REINF. TO BE
CONTINUOUS THROUGH
INTERSECTION
REF. WALL DETAIL S FOR
VERTICAL REINfORCING
OBTUSE AN GIE CORNERS
-I
GD TYPICAL CORNER REINFORCING
SAWED JOINT -Flll WITH
JOINT SEALANT. (CUT t /2
OF W.W.F . WIRES)
W.W.F. t-t/2" fRON
TOP OF SLAB. (1'!1'1CAL)
SAWCUT WHERE
JOINTS ARE TO
BE FllllD WITH
EPOXY JOINT
FllllR
INTERSECTIONS
W.W.F. CONTINUOUS
THROUGH JOINT
PREVENT BOND
SMOOTH DOWEL IWl
EPOXY COATED TO
PREVENT BOND ON
ONE SIDE OF JOINT
CONTROL JOINT CONSTRUCTION JOINT
NOTES:
CONSTRUCTION JOINTS
t . LOCATE THESE JOINTS NOT LESS THAN 5 FEET fRQij Alff OTHER JOINT TO WHICH
THEY AilE PAAALLEL.
CONTROL JOINTS
t . LOCATE THESE JOIN TS AT SUCH INTERVALS THAT TH E W.X INUN SLAB AREA BETWEEN
THESE JOINTS DOES NOT EXCEED 225 SOUAAE FEET AND ONE OlijENSION DOES NOT
EXCEED THE OTHER BY MORE THAN 50%. Alff CONTROL JOINTS LOCATED ON
STRUCTURAL PLANS ARE A NININUM .
2. SAWCUT JOINTS NUST BE MADE loS SOON IS POSSIBLE AFTER THE SURFACE IS FIRN
ENOUGH BUT NO lATER THAN EIGHTEEN HOURS AFTER PlACEMENT.
@ SLAB ON GRADE JOINT DETA ILS
8'Xt2" CROSS TIE WITH
2-15 BARS HOOKED
INTO PILISTER
REF . PILISTER
SC HEDULE FOR SIZE
&: REI NFORCEMENT
@CONCRETE PILASTER DETAIL
s2.1 3/ 4" = 1. -o"
REF . PAD SCHEDULE
FOR SIZ E &
RONFORCEMENT
REF. PILASTER
SCHEDULE FOR SIZE
& RONFORCENENT BASE PlATE, &
ANCHOR BOLTS BY OTHERS
t~·
--,1')'--SHEATHING
I I LEDGE -~~~~~~~----~~-----'1<------y I
5-jJ TIES
TOP 3 0 6" D.C.
2-H5 T & B
l"rr',.,..~-~t---')' :
I I
"' ~ u
• "'
wl 1 ~I I
'-' I • I
~I ~~
dl "' I .I I ~I I
~I I
.., I I
_______ j_~~~~==~~--, I 1
r--+---"'
1 6 CONCRETE PILASTER DETAIL
'~' 3/4" = 1'-o"
24"
#5 X 1 2 •
o ta· o.c. I 4
REFERENCE PLAN FOR
SLAB LOCATIONS
2-#5 T & B
I
I . ,
I
I
a· I
• "'
REF. PAD SCHEDULE
FOR SIZE &:
REINFORCEMEN T
15 ' 24" 0 t8" O.C.
EPOXIED 4" INTO SLAB
I
I
I T ______ ..,
FOUNDATION WALL @ OPENING DETAIL
3/4" = 1'-o"
T.O.SLAB IS
too' o"
ANCHOR BOLTS BV OTHERS r BASE PLATE, &
T.O.SLAB s too'-o" I I I I II
t t/2" I I
CLR~ !-= 1--L' '-4-p TIES
X 10 1-t6"_so -J TO 3 0 s ·
PIL. SCHED. o .c. #6
SEE
FOR QUANTITY I I ....--........--,-.,-........ -.......
B.O.PILASTERS gs·-o·
j-~---~--4.-=.~-...a...
II 111 11 11111111 111 1111111111 1111 11111111
'-. 3 CUR
@ INTERIOR PAD DETAIL
S2.1 3/4" = 1'-0 "
REFERENCE PAD S CHEOULE
ORCING FOR SIZE AND REINF
t!" -,1-'..!'----
.!,..l I : SHEATHING ~I :I LEOGE
---nno~~~-~---------'1<-
• • I
a·
2-/15 T & 8
1 \ FOUNDATION WALL DETAIL
~I 3/4" = 1 '-0"
------')' :
'5 u
I I
~I I ~I I
<:J I ~I ~I "I dl
"' I .I I ~I I
~I I
.., I I
I I T----{.--..
T.O.S LAB S too ' o·
A DW&nf8uild.J>toject by
C9 ~ z 0:: -<( 0 a... _J _J -:::::> <( z ca 0 0 -w en 0
CJ) C/) ~ UJ :::::> LL 0 0 0 _J
0:: I 0 a... () w UJ 0:: z w
<( -_J _J s 0:: LL -w 0::
I-s
(f) 0 a... ::::> co 0:: I-I-0
(.9
_J
(f)
wE! E!l·1dii
B BSSCI::I:BTeS
STRUCTURAL EN131NE£RS
4700 SOUTH COLLEGE #I
FORT COLLINS, CO 80525
PHONE (970) 225 -2422
FAX (970) 225-2622
PROJECT NUMBER : 28129
DESIGNED BY : PLC
CHECKED BY: GG W
ISS UE
JULY 18 2008
REVI SIONS
FILE
WEEKSOOCS/2008/28t29
DRAWING TITLE
FOUNDATION
DETAILS
DRAWING NUMBER
S2.1
CEN£RAL NOTES
1.0 PROJE:CT SCOPE: THES£ SIRUCIIJIW. ~ MAY IE USfD TO CONSIHUCT ONLY 5Njl]fRS ..:H0US£. Hl'l£.
COIDIWJO.
2.0 BU11.D1HG coot:: THS 1B1GN 1S 8ASfll ON 11£ UllfOAII 8lJI.D1HG coot: (1997 lllfTIOH). .Ill. WORK SHAll. BE
PERfORIIED t4 NXORilotHCE WITH IllS coot:. 11£ EOUHili<TION DESIGN 1S BASED ON REACTIONS ~ BY 1l£
S1ffi BUII.JliHG .wu-loCIUA£Jl
3 .0 00i1GH l.OoiDS: R£H:RENC£ PUNS BY S1ffi 8lJI.D1HG .wu-loCIUA£Jl
A. LAIIJ!AI. ENi1H PRESSIJiE
IICTM: --411 PSF /fT
PASSIVE -2liO PSF /fT
1oDHE510N AT BAS£ OF FOOIIIG -500 PSI'
AT REST -110 PSF/FT
COEFF . OF f'RICilON -0.4
G. FROST OEPIH SHAll. IE J6"
H. Wll -90 IIPH JVS EXP. B
1. SNOW LOAD -40 PSF.
CONSI1IUCllON IIETHOO:
1H£ SIRUCIIJIW. ~ REPRESENT lHE F1W.. SIR1.JC1lJRE. THE llRAIIINGS 00 NOT HIICATE 1H£ COHTRACIORS IIEANS.
WEIHOOS, TECHNIQUES, SEQUENCES OF CONS1RI.ICI10H AND JOe WUY. 11£ ENGINEER OF RECORD 1S NOT R£SPONSIIl.£
FOR THE CONIRACIOR'S FAII.IJlE TO fOll.OII PlANS, SPEaflCATIONS, Wl/rYil ENGINEER1NG R£COIIIIENIIATIONS, NOR IS THE
ENGINEER OF RECORD AESPONSIII..E FllR £.CONOIIC LOSS NIIJ/rYil DElAYS ON 11£ CONIRACIOR rYil SUIICONTRACTORS .
.Ill. C0NS1R1.1C110H SHAll. IE AOCQUATEI.Y B1W:ED TO PRl\fJIT LISIMIIOit ANI llAIWJ[ WE TO CONS1RI.ICI10H 1..0oiDS NIIJ
ltAIURAI. FORCES. 1l£ COHTRACirYil SHAll. IW(£ I&!.O'IWICES FOR Df'FBI£NCE 8EiliiEEN IEIIPfRATURE DUliNG ERECTION
AND loi£NI TEIIPERATIJRE M£N SIRUCTIIIE 1S alloi'UJDl -t4 SfRW:E.
1IIAilE COMOINATION:
THE SIRUCl\JIW. DRAIMNGS Nlf. TO BE USfD t4 CONJUHC110N WITH THE ARCiflECT\JRAI. ElfCTRICIL. WECIWIICAI.. PUJIIBING
AND SITE ~ COifU:l'S t4 llMJISD! N1IJ IN1UftREHCE SIWJ.. BE DIREClEil TO 11£ ARCHITECT PRIOR TO
CONS1RI.ICI10H.
SPECf'ICATIONS:
F COifU:l'S ARISE fROij 11£ RECOWWENlQlONS OF lHE5£ ORAIIINGS NIIJ THOSE CONTAINED II 11£ SPEaflCATIONS, THE
ARCHITECT N1IJ EHGIIEER SHAll. BE N01ftD OF 11£ DISCREPANCY PRIOR TO CONSTRUCTION .
Of'£NINGS:
Of'£NIIGS, Slll'f{S, POCI<ETS, CONOUITS, EIC. SHAll. NOT BE PUall t4 BEAioiS, JOISTS, COUJIINS, EIC . IHBS
SPECiflCAU.Y OETAil£0 ON 11£ STRUCTlJRAL IJR.I.W1IIQS. NOTFI 1l£ ARCIITECT M£N DRAIMNGS BY OTHEiiS SHOW
Of'£NINGS, su:MS. POCI<ETS, E1C. NOT SHOWN ON THE STRUCTlJRAL DRAMIGS, IIUl' IIIHICH W. I.OCATED 1H STRUCTlJRAL
WOIIIERS.
EX1SIIIG COHOOIOHS:
THE EX1SliiG COHOOIOHS llEPtCIID ON THESE DRAIMNGS Nlf. 8ASfll ON 11£ BEST AVIIUIJ.I. IHfORIIATION ANO SHAll. BE
~ BY THE CXllll'lW:roR PRIOR TO CONSTRUCTION.
llRAIMNG OIIIENSIOHS:
NO 01WENS10H 1S TO IE OETERIIIIEil BY SCAUNG 11£ !IWIIHGS rYil OETAI.S. F A Olle6IOH 1S NOT INOICATED ON THE
llRAIMHCS N1IJ IS NE:EllfD, CONTACT THE S1'RUC1\JIW. ENG1HEIR FOR WRflCATION. F DISCREPAHCIE'S W. FOUND BEIWE[N
lHf STRUCTlJRAI. IJRMIIGS ANO 11£ ARCif1ECliJIIIL DRIIMIIGS, COHTIICT 11£ STRUCTlJRAL EHGIIEER OR oiACifTECT FOR
WRflCAllOH.
STRUCTlJRAL LAYOUT:
.Ill. srm. loiEl&RS Nlf. ~ ON f'lNj GRIDS 1HBS IJIIEHSIOHED OTl£RWISE ON PlNIS. REFER TO ARCHITECT'S
~ TO RElATE 100'-Q" TO SITE DI.T\Ij,
FOUNQI.TIONS:
GEOltCH141CfL IIMSllGATION :
A GEOltCH141CfL REPORT 8'1 C1L IHOiilfiSON. INC. (JIF. ~ NO. GS051Z..12S) IS AVNIJB.£. THE COHTRACIM
SHAll. fAIMI¥'7f HIISElf WITH .Ill. OF 11£ REPCJ11r REQU1REJIENfS. lHf FWOIII11G OOi1GH PNIAIIETERS Ho\'f£ 8EEit
ASSI!I.(D BASED ON THIS REPORT. SHOUlD 11£ fllW'MIIG OOi1GH PAR.IIIETDIS YIBf FIIOII THOSE SPECftD IN THE
GEO~ REPORT, THE ARCHITECT SHAll. BE NOTHD Bff1lA£ ~11011 OF WORK. 11£ FOUNOATIOH DESIGN IS
BASED ON REACTIONS PRIMOOl BY THE S1IIL llJlDIIIG IIANUfloCIUA£Jl
YAXUII ~ C/I'N:lfr • J000 PSf
OOIMNTlOIW. FOOTINGS:
A. 11£ IIOITOII OF AU. FOUNOATION El.fljfHfS SIW.l IE Pl)Cfl) BELOW FROST DEPTH
B. FOOTitGS SHOUlD BE FORIIED TO 11£ PROPER SIZE -lAYOUT AS SHOWN ON PUNS.
C. AU. FOUNQI.TION llDI£NTS SHOWl BE OIISEJMD PRIOR TO PLACOIENT OF CONCRETE AS REQUIRED BY THE oo.t.RNIHG
laJICY .
FOIJNOATION IWlS:
A. FOUNQI.TION ElfiiEitTS SHAll. BE FORIIED ANI R£INfORC(I) TO RE5UI..T IN PROPER SIZE AND LAYOUT AS SH()Mj ON THE
PlANS .
8. AU. FOUNQI.TION ElfiiEitTS SHOWl BE 011SE1MD PRIOR TO PLACOIENT OF CONCRETE AS REQUIREil BY 11£ oo.tRNING
N.;EJ;Cr .
COIIPioCTED FlU:
A. USE ONLY AI'I'IIIMD , NOH -EXPNB.£. GRANLUII MAIERIAl AS RECIMOIJED BY TH£ SUPEIMSING GEOTEONCAL
ENGIHID.
a 5l.I8GRAilE COIIPH:TION SHAll. BE IIAil£ AS ~ BY THE GEOltCH141CfL ENGINEER .
··-·-------'\,
FLOOR SlABS:
A SIAB-ON-GAADE SHAll. BE ISOLATED FROII AT GRADE WAUS, COLUWNS, SEIMCE PENETRATIONS WITH 1/2" FI8ERIIOARO
OR EQl.WAI.fHT APPRO\I£D ISOlAOON JOIHT.
B. PR<MilE 6x6 W2.1.w2.1 IN .Ill. SlABS (U .N.O.) SAWCUT CONCRETE (WITHIN 18 HOURS OF PLACING CONCRETE) SUCH
THAT NO WORE THo\N 225 S0UARE FEET OF SLAB ARE WITHIN A GRill. 51\WCUT JOINIS SHOULD IE SPACED AT NO IIORE
THo\N 12 FEET ON CfNTER OR AS IHOICATED ON T1i£ ORAWINGS.
C. A 111-.al OF 4 IICH LAY£R OF cu:AH, GRADED GRA'JEI. rYil CRUSHED ROCK llEVOIO OF fljfS SHOUUl IE Pl.-em
I!EitEATH SlAB UNlESS OTHERWISE OIR£CTED BY GEOTECHNICAL ENGINEER.
0. VAPOR ~ BENEATH THE SlAB SHAU. BE PR<MGEO ONLY If REQUIRED PER THE ARCHITECT'S OEflj(S.
PERIIIUER ORAIN :
REFER TO GEOTECHNICAL REPORT FOR OETAII.S OF Nfl PERfORATED, PERIWETE!l DRAINS NlOUNO FOUNDI.TION .
PTER10R GRADE: SUI'E PER111ETER GRADE AWAY FROII BlAl.lliNGS AS RECOIIW£NlED BY 11£ GEOTECINC.IL REPORT.
ANCHOR BOLTS:
A FrYil STm. rot.UIIHS SHAll. BE AS NOTED ON THE PLANS BY THE SIUL BUILDING 1/oANUfACTURfR AS PER ASTW
fl554-99. GRADE J6 U.N.O.
8 . FOR SIITl COI.UWNS PROlRUOE A IIINIIIUiol OF 2" /oWN£ BAS£ PLATE U.N.O.
STRUCl\lllAL MATERIALS:
1.0 CONCRETE:
1.1 GENERAL REOUIREIIENTS:
A 28-DI.Y COIIPRESSIVE STRENGTH FrYil CONCRETE SHAll. BE AS FOU.OWS:
SIAB-ON-GROUNO l500 PSI
FOUHDI. liON JOOO PSI
8. WAXIWUW CONCRETE SlUioiP SHAll. BE AS FOllOWS:
fOUHDI.TION lW1S NIIJ FOOTINGS 4" WAX
SlABS 4" WAX
C. AIR ENlRAINIIENT SHAll. IE AS fOUOWS :
INTERIOR SlABS 1-311:
AU. OTHER CONCRETE 5-71:
0. AU. CONCRETE SHAll. BE WIXED, TlWISPORTID ANO PLACED IN AIXOROANCE WITH /oD STANilo\Ril 318.
E. AU. CONCRETE SHAll. BE CONSTRUCTED WITHIN THE TOL£RANCES SPECIFIED IN /oD STNIOARO 117 .
f . .Ill. ..umcAL SURFACES OF CONCRETE SHAll. IE FORWED (U .N.O.)
G. SlABS-ON~ SHAll. BE AS INOICATED ON THE ORAWINGS. UNl£SS OTHERWISE HIICATED, SlAB SHAll. BE
flNISH[D IN AI:COROANCE WITH /oD STANiloiRO 302.
H. CEIIENT TO BE TYPE 1/11 .
1. AU. OPENHGS THROUGH CONCRETE IIARKED ON THES£ llRAIMHCS SHAll. HAVE (2)-#5 BARS AROUND EACH F/>Cf. OF THE
OPENING. IJ!TEHOING A WINIWUW OF 24" BEYOND EACH EDGE OF THE Of'£NING.
J. NJ.!1II 7 OA\'S CURING FOR CONCRETE ANO GROUT BEFORE EXCAVATING ADJACENT SEGWENTS.
K. COHTRACirYil SHAU. SU8IMT CONTROl JOIIT -C0NS1R1.1C110H JOINT I..OCAOONS TO THE ENGINEER AND ARCHITECT TWO
wm<S PRIOR TO CONCRETE PIJoCDIENT.
1.. CONTRACIM SHAU. SU8IMT I..OCATIONS WHERE CONDUIT IS TO BE PlACED WITHIN A CONCRETE ElfWENT TO THE ENGINEER
AND .IRCiiiiECT TWO WEEKS PRIOR TO CONCRETE P!JICOIENT.
1.2 CONCRETE REINFORCING :
/1. OETAil AU. BARS IN ACCOROANCE WITH THE LATEST EDITION OF THE /oD OETAIUNG WANUil AND /oD BUILDING COOE.
B. PR<MOE .Ill. ACCESSORIE5 NECESSARY TO SI.JPPOfiT REINFORCING AT POSITIONS SHOWN ON THE PlANS.
C. AU. REINFORCING BARS SHAll. BE OF S1ffi COHFOIUNG TO ASTW A815, GRADE 60 FOR AU. BARS fXCO'f GRADE 40
fOR T£S AND SIIRRIJPS . GRADE 60 BARS SHAll. NOT BE FIWl BENT.
D. WHERE R£lNFOACING BARS NlE TO BE WEUJED, THEY SHAU. fl( or lliEilWl.E BARS CONFORWING TO ASTW A706. NO
SPUCING OF REJNf'ORCEijENT SHAll. BE P£RIImtD EXCEPT AS NOTED ON THE CONTR.ICT OOCUIIENT.
E. REINFORCING S1ffi SHAll. BE Pl.-em TO PROIIIOE THE FOl.l.OWING WINIWUI.I CONCRETE !XMR IN ACCORI:WlCE WITH /oD
318 :
SlAB-ON~ OR SlAB ON WETN.. DECK ll SlAB W'TH
CONCRETE CAST N;Mt;J GROI.tiO 3" CtiAR
CONCRETE FORIIED UP UNDER GRO\JNO 1 li" CtiAR
f . REliN! SPUCES SHAll. BE A "ClASS 8" TENSION lAP SPUCE. OFFSET SPUCE I..OCATION FOR BARS IH ONE IA\'ER BY AT
L£AST ONE lAP I..EHGTH. -,
G. AU. WELDED WIRE WESH SHAll. BE &.e W2.9 • W2 .9 (U.N .O.)'~OAIIING TO ASTW Al85. WESH SHAll. BE lAPPED
MlH AT L£AST rwo CROSS WIRES OR ONE fUlL SQUIRE (U.H.O.) .
H. PROWlE &.6 W2 .1 • W2 .1 Wf AS IIIHIIIUiol REINFORCING IN ~ICN.. P.IIJS . SEE IIECHANICN.. llRAIMNGS fOR PAll
SIZES, L.OCATIONS ANO P.IIJS R£.QUIRING GRfATER REINFORCING. ·,
1. AU. ST1ARUPS SHAll. HAVE A WINIIIIJW or (2)-#4 HORIZONTN.. REINF{)RCING BARS PR!MGEO AS SPAC£RS WHEN NO
OTHER HORIZOHTN.. REINFORCING IS REQUIRED.
J. N..l. REINFORCING BARS, ANCHOR BOLTS AND OTHER CONCRETE INSERTS SHAll. IE WEll SECURED IN POSITION PRIOR TO
PlACING CONCRETE.
2.0 STRUCTURAL SHOP DRAWINGS:
2.1 GENERAL REQUIRfljENTS:
/1. THE lff'f<OVN.. OF 1H£ STRUCTURAL ENGINEER OF RECORD I.IUST BE SECURED ON .Ill. STRUCTlJRAL SUBWITTALS.
B. 00 NOT REPI«llUCE CONTRACT OOCUIIENTS OR COPY STANilo\Ril PRINTED INFORI.IATJON AS THE BASIS OF SHOP
DRAWINGS.
C. VERIFY .Ill. ROOF , FlOOR AND W.lll. OPENINGS WITH ARCHITECTURAL. WECHANICAL. ElfC1RICAI.. AND PWIMIING DRAWINGS.
D. CONTR.ICTOR SHAll. RE'VIEW AND STAWP .Ill. SHOP DRAWINGS PRIOR TO SUBWITTAL Nlf ITDIS NOT IH AIXORDANCE
WITH THE CONTRACT OOCUWENTS SH.II.l BE lUGGED BY THE CONTRACTOR.
E. ARCHITECT SH.II.l RE\1EW AND ST.IWP FOR N"PR(NN.. AU. SHOP DRAWINGS PRIOR TO SIR\JCTURAL REVIEW. Nfl ITEIIS
NOT IN ACCORDANCE WITH ARCHilECTUAA. PLANS SHALL BE FlAGGED AND REOUNEO ON SHOP OAAWINGS FOR SIRUCTUAA.
SUBWITTN.. REVIEW.
F. AU. VARIATIONS FROiol THE CONJR.ICT OOCUWENTS ON THE SHOP DRAWINGS SHAll. BE CI.OUilED. Nfl 'IARIIITIONS NOT
ClOUDED SHAll. NOT BE COHSIOERED APPRO\I£D.
G. Nfl ITEWS NOT FlAGGED BY THE ENGINEER OR ARCHITECT SH.II.l NOT BE CONSIDERED QiANGES TO THE COHTRACI
OOCUWENTS.
H. THE SHOP DRAWINGS 00 NOT REPLACE THE CONTRACT OOCUIIENTS. THE CONTRACTrYil SHAll. WAKE SURE 1H£
SlllUCTURE IS CONSIRUCTlll IN ACCOROANCE WITH THE CONTRACT OOCUI.IENTS.
I. .Ill. DIIIENSIONS AND ElfVATIONS TO BE VERIFIED BY CONTRACTOR.
J • .lll.OW A loiiNIWUt.l OF TWO WEEKS FOR ENGIN£ER RE'/IE.W , PRIOR TO FABRICATION rYil CONSIRUCTION.
K. SUBI.IIT TWO BONO COPIES. THE STRUCTURAL ENGINEER OF RECORD WU IIARK NIIJ RETURN ONE COPY AND RETAIN
ONE COPY AS A RECORD SET.
2.2 ITEIIS TO BE SUBI.IITTEO FOR REVIEW :
/1. PR<MDE CONCRETE REINFORCING BAR SCHEDULES, ElfVATIONS AND STm. EWBED DRAWINGS. PR<MOE PRODUCT DI.TA.
CONCRETE WIX IJESIGNS AND SUBI.ImAL.S AS REQUIRED BY ACI 301.
B. PROVIDE SlllUCTURN.. STm. SHOP DRAWINGS INCI.lJOIHG ANCHOR BOlT LAYOUT AND DETAILS.
3.0 SPECIAL STRUCTURAL INSPECTlON:
3. 1 GENERAL REQUIREWENTS:
A. SPECIN.. STRUCTURAL INSPECTIONS SH.II.l COt.IPLY WITH CHAPTER 17 OF 1H£ UNIFORII 8lJI.D1HG coot:.
8. SPECIAl STRUCTURAL INSPECTION IS REQUIRED IN AllOIOON TO Nfl INSPEC110NS REQUIRED Ill' THE LDCN.. BliLDING
OEPARTWENT OR GOVERNING OFFICIAL.
C. .Ill. INSPECTIONS SHAU. BE PERFMWED BY A OUolllllED, CERTflED INSPECTrYil. IT IS 11£ OWNERS RESPOHSIBIUTY TO
COORDIItATE SUCH INSPECTIONS.
0. SPECIN.. STRUCTURAL INSPECTIONS SH.II.l BE PERfORIIEO ON, BUT Nlf. NOT UWITED TO THE FQU_OWING ITEMS USTEO
BElOW:
3.2 STRUCTURAL STm.: PER SECTION 1701.5 OF THE UBC.
A. N..l. WELDING INSPECTIONS SH.II.l IE COIIPl.fJED BY AN AWS CERTIAED INSPECTOR IN ACCOROANCE WITH AWS D1.1.
B. AU. WELDS SHAll. BE VISUALLY INSPECTED . 100X OF AU. GROOVE WELDS SHAll. RECEIYE R.IOIOGRAPHIC OR ULTRASONIC
TESIING. IIAGNETlC PARTICLE TEST lOX OF AU. FllllT WELDS.
C. NON-DESTRUCTM: TESIING OF AU COIIPI.ETE PENETRATION WEUIS.
0. CONTINUOUS INSPECTIONS ARE REQUIRED FOR COIIPLETE AND PARTIN. PENETRATION GROOVE WELDS, IIULTIPASS FIU£T
WELDS, & SINGLE-PASS FILLET WELDS > 5/16".
E. PERIODIC INSPECTIONS ARE REQUIRED FOR SINGLE-PASS FillET WELDS ~ 5/16" AND Fl.OOR 1: ROOF DECK WELDS.
F. VERIFICATION OF CURRENT WELDER'S CERTIFICAT10N.
G. WELD INSPECTION OF SHOP FABRICATIONS .
H. PERIODIC INSPECTION OF JOINT DETAILS FOR COIIPI.JANCE WITH APPRQ'v[[) CONSTRUCTION DOCUMENTS.
I. AU HIGH-STRENGlH BOLTING SHOULD BE INSPECTED PER SECTION 1704.3.3 OF THE IBC.
J. PERIOIJIC INSPECTIONS OF BEARING-TYPE CONNECTIONS Nlf. REQUIRED .
K. CONTINUOUS INSPECTIONS OF SUP-CRITICAl CONNECTIONS AND OTHER CONNECTIONS AS REQUIRED.
3.3 CONCRETE: PER SC:CTION 1701.5 or THE UBC.
A. OURING THE TAKING OF TEST SPECIWENS.
B. OURING THE PLACEWENT OF REINFORCED CONCRETE .
C. POSITION OF AU RfljFORCING STEU., ANCHOR BOLTS AND EWilED PLATES PRIOR TO AND OURING THE PLACEWENT OF
THE CONCRETE.
D. PERIOOIC INSPECTION or CURING TEWPERATURE NIIJ TECHNIQUES.
D. ER£CT10N or PRECAST CONCRETE WEWBERS.
3.4 EXPANSION, EPOXY AND AllHESI'II: ANCHORS:
A. DURING THE PLACEliENT or N..l ANCHORS.
B. AU. ANCHORS TO BE INSTAUED PER WANUFACT\JRERS SPECIFICATIONS AND APPI.ICIBI.E IC80 REPORIS.
3.5 OUTES AND RESPONSIBIUTIES OF THE SPECIAl STRUCTURAL INSPECTOR: .
A. THE SPECIAl STRUCTURAL INSPECTOR SH.II.l OBSERVE THE WORK ASSIGNED FOR CONFMWANCE TO THE APPROVED IJESIGN
DRAWINGS NfJ SPECEICATIONS.
8. THE SPECIAl STRUCTURAL INSPECTOR SHAll. REPORT TO THE CONTRACIOR UPON ARRMNG ON SITE TO 0E1ER111NE
WHETHER 00 DESIGN TEAll COWWUNICATIONS TO THE CONTR.ICTOR AFFECT THE WORK TO BE REVIEWED . THE SPECIAl
STRUCTURAL INSPECTOR SHAll. LEAVE A COPY OF EACH OF HIS REPORTS WITH THE COHTRACIOR lJ'ON LEAVING THE SITE .
C. THE SPECIN.. STRUCTURAL INSPECTOR SHAll. fURNISH INSPECTION REPORTS TO THE 8UIUliNG OffiCIAL THE ENGINEER OR
ARCHITECT OF RECORD, AND OTHER DESIGNATED PERSONS WITHIN 24 HOU!S . N..l. OISCR!PANCIES SHAll. BE BROUGHT TO
THE IIIMEOIATE ATTENTION OF THE CONTRACIOR FOR CORRECTION , THEN, IF UNCORRECTED, TO THE PROPER DESIGN
AUTHORITY ANO TO THE BUILDING OfFICIAL.
D. THE SPECIAl STRUCTURAL INSPECTOR IS NOT AUTHOR1ZED TO APPROVE Nfl CHANGES TO THE CONTRACT DOCUWENTS.
00 VARIATIONS SHAll BE BROUGHT TO THE ATTENTION OF THE CONTRACTM ANO ENGINEER OR ARCHITECT OF RECORD.
E. THE CONJR.ICTOR SHAll. PROVIOE SAFE ACCESS TO .Ill. ITEIIS REQUIRING SPECIN.. STRUCTlJRAL INSPECTION. THIS SHAll.
INCLUDE, BUT IS NOT UWITED TO LIDOERS, SCAFFOlDING AND ~ UFTS.
F. THE SPECIAl STRUCTURAL INSPECTOR SHAll. SUBWIT A FlNN.. SIGNED REPORT STATING WHETHER T1i£ WORK REQUIRING
SPECIAl INSPECTION WAS TO THE BEST OF THE INSPECTOR'S KNOWlEDGE. IN CONFOAIIANCE WITH THE APPRQ'v[[) PLANS AND
SPECIFI CATIONS AND THE APPI..ICAIILE WORKWANSHIP PROVISIONS OF THE COOE.
STANDARD SYMBOLS
L~VIEW
OETAIL IOENTIFICAOON
fx/'1 ...
x<X·y
SlllUCTURN..
SHEET NUWIER
OETAIL IOEHTIFICATION -rxA
---~X.~ " -( l STRUCTIJRN..
I 1 SHEET NUWilER
l, ___ _..l.__PI.AN VIEW
SF.F.
100' 0" ElfVATION INDICATOR
~ RE'VISION INDICATOR
""'
I :::::::> .::::::::=_ I OPENING IN FLOOR/ROOF
V/77/J SHfAA W.lll. LOCATION
-mrdllll! STEP IN SlAB
ROOF /FlOOR DECK SPAN
-TIOIIB:
A/E
ADJ
loFf'
ALT
AB
ARCH
0
AV
88
8S
BTII
8f
8CA
BOW ow
BRG
BU<G
8C
BROG
BI.DG
8E.J
CA cc
CTR
CJ
CANT
CIP
CL
CLR
COL
CJP
CSJ
COORO
CSK
CONC
CI.IU
CONT
DL
OET
OWL
[)1,5 • lliAG
DIM
OWG
EA
EF
EW
EC
ENGR
EST
E
El/ElfV
EQ
(E)
EXP
E.J
EOO
EOR
EOS
EH
EV
F/F rs
FV
FF
FTG
FD
GA
GN..V
GSN
GT
CL
GEOTECH
GR Elll
GYP
HD
HK
HAS
HSS
HT
HIIAC
HORIZ
IF
Jl
JST
JB
ARCHITECT/ENGINEER Ll'l LAWIItATID VEN£ER LUI.IBER
ADJACENT l.Sl l.AWINATID STRAND LUWBER
foBtNf. FlNISHEO f1.00R LP LAYOUT POtNT
N..TERNATE lH L£FT HAND
ANCHOR BOLT LAW lENGTH AFTER WELDING
ARCHITECT (-URN.) LW UGNT WEIGHT
AT LT UGHT
ARCHITECT VERIFY Lf UNEAR FOOT
L.L. UVE LD.IO
BOND BEAll UJi LONG LEG HORIZONTN..
BOTTOW OF STEEL LLV LONG LEG VERTICAL
BOTTOM
IIOITOII OF FOOTING
IIOITOII OF CAISSON
k KIPS (Kll.OPOUNDS)
80TTOII OF WN..l. WAS WASONR'Y
BEAll WEZZ t.IEZZANINE
BEARING IIW IIASONR'Y WN..l.
BLOCKING WE.I WASONR'Y EXPANSION JOINT
BOTTOM OF CONCRETE loiCJ WASONR'Y CONTROL JOINT
BRIDGING WAX WAXIWUW
BUILDING WECH WECHANICAL
BUILDING EXPANSION JOINT WIN loiiNIWUiol
loiiSC t.IISCElJ.ANEOUS
CAISSON . WF t.IOWENT FAAWE
CfNTER TO CENTER . liT\. MEIN..
CENTER Ill WECH VERIFY
CONmOLJOINT ~UF ~UFACTURER
CANTII.fl.fl!
CAST IN PLACE NF NfAA FACE
CENTERUNE NS NfAA SlOE
CLEAR NOW NOIIINN..
COLUMN NW NORIIAL WEIGHT
COIIPI.ETE JOINT PENETRATION N NORTH
CONSTRUCTION JOINT N/A NOTAPPI.JCABLE
COORDINATE NIC NOT IN CONTJtiCI
COUNTERSUNK NTS NOT TO SCALE
CONCRETE I/ NO NUI.IBER
CONCRETE WASONRY UNIT
CONTINUOUS oc ON CENTER
OPP OPPOSITE
DEAD LOAD OH OPPOSITE HAND
OETIIIL 00 OUTSIDE DIAWETE!l
DOWEL OF OUTSIDE FACE DEFORIIED ANCHOR STUD OFW OUTSIDE or fRAIIE W.IU.
OIAWETER
lliAGONAI.. PREI.JM PREI.J~INARY
DIMENSION PERl~ PERI~ETER
IJAAWING PERP PERPENDICIUR
Pl PlATE
EACH P/C PRECAST EACH F/>Cf. PENEI PENETRATION INTO 8EllROCI< EACH WAY
EXPOY COATING REJNF REJNFORCEWENT ENGINEER R/RAO RADIUS ESTIIIATED
EAST RS ROUGH SAWN
ElfVATION RD ROUGH OPENING
EQUN... EOUALLY RE RmR
EXISIINC SP STUD PACK
EXPANTIOH SCJ SAWN CONTROL JOINT
EXPANSION JOINT ST.IGG ST.IGGERED EDGE OF DECK Sll srm.
ENGINEER OF RECORD STl!UCT STRUCTURAL EDGE OF SlAB ST SCISSrYil TRUSS
EARIHQ(JAI(E LOAD (HORIZONTN..) SECT SECTION
EARIHQ(JAI(E LD.IO {'vrRTICN..) Sill SIIIII.AR s SOlllli
FACE TO F/>Cf. SL SNOW LOAD
FAR SlOE SPEC SPECIACATIONS
FJELD 'IER1FY STO STANOARO
FINISHED FlOOR so SOUARE
FOOTING soc SLAB ON GRADE
FLOOR DRAIN sw SHfAAWAU.
SWA SHfAA WAU. ABOVE
GAUGE
GN..VANIZED TEI.IP TEI.IPORARY
GENERAL SIRUCTURN.. NOTES THK THICKNESS
GIRO£R lRUSS T&B TOP AND BOTTOW
GRID UNE T88 TOP OF BONO BEAll
GEOTECHNICAL TCA TOP OF CAISSON
GRADE BEAll TC TOP OF COitCRETE
GYI'SUI.I IIOARO ll TOP OF LEDGE
TS TOP OF srm.
HOLD llOWN Tos TOP OF SlAB
HOOK TOW TOP OF WALL
HEADED ANCHOR STUO T&G TONGUE AND GROOVE
HOUOW SIRUCTURN.. SECTION m muss BEAAING
HIP muss TYP TYPICAL
HEAUNG, VENTlLATION AND AIR CONDITION ING 1F TOP OF FOOTING
HORIZONTAL
INSIDE FACE
JOINT
JOIST
JOIST BEARING
UNO UNLESS NOTED OTH£RWISE
1/ERT VERTICAL
WWF WELDED WIRE FABRIC w WEST
WL WINO LD.IO
W/ WITH
W/0 WITHOUT
WP WORK POINT
XB GROSS BRACE
SHEET INDEX:
S0.1 STRUCTURAl GENERAl NOTES
S1 .1 FOUNDATION PLAN
S1 .2 PILASTER SCHEDULE
S2.1 FOUNDATION DETAILS
(!) ~ z 0:: -<( 0 a.. _J _J -::::> <( z a:l 0 0 -w CJ) 0
(/) CJ) <(
::::> w 0:: LL 0 0 0 ..J 0:: I 0 a.. (..) w w -0:: z w
<( -..J _J
$ 0:: LL -w 0::
t-~
(/) 0 a.. :::> CX) 0:: I-I-0
C> ..J
(/)
-----
l' -,1
w E!MEi
& B55iDt:ZEITE!5i
STRUCTURAL ENGINEERS
4700 SOUTH COLLEGE #1
FORT COWNS, CO 805 25
PHONE (970) 225-2422
FAX (970) 225 -2622
-----
PROJECT NUI.IBER : 28129
DESIGNED BY : PLC
CHECKED BY: GGW
ISSUE
JULY 18, 2008 -PREUM.
SEPTEMBER 24, 2008 -
CONSTRUCTION SET
REVISIONS
Fll£
WEEKSDOCS/2008/28129
DRAWING TITLE
FOUNDATION NOTES
DRAWING NUI.IBER
81.0
'