Bellevue_RC_100_Vol_I_S-SeriesDWGS_2021-02-25.pdf

Concrete

1. Footing widths not dimensioned shall be a total of 12" wider than the wall above (16" minimum).

2. All concrete work shall conform to ACI 301 and ACI 318. All reinforcing supplied shall conform to ACI 315.

3. Dowels shall be set 3" from the bottom of footing and shall extend above the top of footing the minimum distance required for lap lengths or as noted on the drawings. Bars shall be the same size and spacing as bars above.

4. Bars marked continuous shall be in as long lengths as possible. Lap bars as shown in Typical Reinforcement Table. Laps shall occur in regions of low stress only. Provide corner bars in the same size and number as the continuous reinforcing at all concrete and footing intersections or 90 degree bends of proper length at the ends of reinforcing bars at intersections.

5. Reinforcing in footings shall be accurately placed before placing concrete. Do not float reinforcing into footings.

6. Mechanically vibrate all concrete.

7. Do not place pipes, ducts, or chases in structural concrete without approval of the CONTRACTING OFFICER. See architectural, mechanical, and electrical drawings for locations.

8. Construct form work so concrete members and structures are of size, shape, alignment, elevation, and position indicated within tolerance limits of ACI 117.

9. Finish concrete suspended slabs and slabs on grade per the following criteria according to ASTM E1155.

Comply with ACI 302.1R recommendations for screeding, re-straightening, and finishing operations for concrete surfaces. Do not wet concrete surfaces.

A. Slabs on grade [TYPICAL]: specified overall values of flatness F[F]=35 and levelness F[L]=25 with minimum local values of flatness F[F]=24 and levelness F[L]=17.

10. Control joints in slab on grade shall be placed at column line intersections and as shown on plans. Where joints are not shown, submit proposed jointing lay-out to ARCHITECT for approval. Joints shall be laid out in as close to a square pattern as possible with maximum spacing 2-3 times the depth of slab. Isolate columns.

Joints must align when crossing a control joint.

11. All reinforcing steel shall be bent cold, detailed, fabricated, and held in place in accordance with the "Manual of Standard Practice For Detailing Reinforced Concrete Structures" [ACI 315 latest edition], except as otherwise detailed or specified.

12. Provide the following concrete cover to reinforcing:

for concrete cast against the earth and permanently exposed to earth: 3" for concrete exposed to earth or weather: 2" for concrete not exposed to weather or in contact with earth:

slabs, walls, joists: 3/4" beams, columns: 1 1/2"

13. The CONTRACTOR shall exercise extreme caution so as to not undermine, disturb, damage, or in any way cause un-desirable movement, cracking, and/or settlement of adjacent construction. The CONTRACTOR is completely responsible for all shoring, forming, bracing, etc.

14. The concrete mix design for slabs on grade shall be designed to reduce the potential for shrinkage and curling by reducing the amount of cement [maximum 5.3 sacks] in the mix and increasing the amount of course aggregate [minimum 45%]. Placing and finishing techniques shall also be considered in the mix design.

15. See the plans for floor slab on grade thickness. All mesh reinforcing shall be supplied in sheet stock not roll stock.

16. All continuous footings and grade beams have been designed for a "net" allowable bearing pressure of 2,000 psf. See the soils report. See the soils report for information about slab on grade sub-grade requirements.

17. All pad footings have been designed for a "net" allowable bearing pressure of 2,000 psf.

18. Sub-soils supporting or in direct contact with footings, slabs on grade, or other foundation elements shall be protected against freezing conditions that could cause movements or other detrimental effect to the structure as a whole or to any of its component parts.

19. All slabs on grade shall bear on properly compacted backfill. Any unacceptable backfill as determined by project's geotechnical engineer, shall be removed and replaced as required by the geotechnical engineer.

20. The CONTRACTOR shall employ the services of a qualified geotechnical firm to perform all required field observations and tests for soil and concrete.

21. Special care shall be taken not to disrupt adjacent construction. The CONTRACTOR is completely responsible for all shoring, forming, bracing, etc.

22. The bottoms of all exterior footings shall be placed at a minimum depth of 48" below finish grade.

Coordinate footing elevations with final grading plan.

23. Submit concrete mix designs to the CONTRACTING OFFICER for approval.

24. Submit shop drawings of reinforcing steel for footings and other concrete work to the CONTRACTING OFFICER for approval.

Structural Steel

1. Structural steel shall be fabricated and erected in conformance with "AISC Specification for Design, Fabrication, and Erection of Structural Steel For Buildings".

2. Shop paint structural steel with fabricator's standard lead and chromate free, non-asphaltic, rust inhibiting primer, unless noted otherwise. All exterior exposed steel shall be galvanized.

3. All connections shall be designed by the supplier based upon maximum beam reactions unless noted otherwise on the drawings.

4. All bolted connections shall be high strength ASTM A325 bolts. Tension indicating "twist-off" type bolts shall be used for all main member connections. Bolts shall be installed per the requirements of RCSC's "Specification For Structural Joints Using ASTM A325 or A490 Bolts".

5. Comply with American Welding Society standards. ALL welders shall have valid certificates and have current experience in the types of welds called for.

6. Provide anchor rods in lengths stated on the drawings. All anchor rods for column base plates shall be secured in place with a template and shall be tied securely to reinforcing bars before placing concrete.

7. Submit shop drawings to the CONTRACTING OFFICER for approval.

Steel Joists

1. Steel bar joists (K, LH, DLH) shall comply with AISC/SJI Specifications.

2. Furnish bridging in accordance with AISC/SJI Specifications and as noted on drawings. Where bridging nterferes with mechanical items or other installations, remove bridging after the deck is in place and eplace as directed by the joist supplier.

3. Connections and bearing material required by SJI Specifications, but not called out, shall be designed and furnished by the joist supplier.

4. All joist headers and accessories shall be designed and furnished by the joist supplier.

5. Joist supplier shall review the structural, architectural, mechanical, and electrical drawings to become familiar with the project.

6. Coordinate size and locations of mechanical openings with the mechanical contractor.

7. See the requirements for holes to be drilled in the top chord of joists. Coordinate requirements with wood plank designer.

7. Joists shall have a shop prime painted surface unless noted otherwise.

8. Note all loads in the 'LOADS' section, special loads on the drawings, dimensions, and bearing conditions. The CONTRACTOR shall coordinate the locations and magnitude of loads with respective equipment supplier or as indicated on the framing plans, including piping systems, mechanical equipment, or any other supported items. The joists have been specified for dead load, live load, snow load, drift load, roof top units, and any load shown on joist loading diagrams.

9. See the 'LOADS' section for required uplift load to be resisted.

10. Submit joist shop drawings to the CONTRACTING OFFICER for approval.

Steel Deck

1. Steel deck supplier shall be a member of the Steel Deck Institute. The material, design, manufacture, and installion shall be in accordance with the Steel Deck Institute and AISC.

2. Metal roof deck shall be 3 span minimum.

3. The deck supplier shall provide closure plates, sump pans and drain plates, ridge and valley plates, cover plates, welding washers, and other accessories required to provide a finished surface for application or insulation and roofing.

4. Welding shall conform to AWS D1.3. Welders shall have current welding certificates and have current experience with required welds.

5. Welded connections only at the ends and at intermediate supports. Sidelaps shall be attached with screws.

6. Provide L3x3x1/4" around all roof penetrations. See details for other requirements at roof drains, mechanical penetrations, and roof openings.

Precast Concrete

1. Design, fabricate, transport, and erect per latest ACI and PCI codes and handbooks.

2. Check architectural, electrical, and mechanical plans to verify sizes and locations of all openings reveals, block-outs, inserts, etc.

3. Reinforce ends of members to prevent cracking due to column changes.

4. All precast connections and embedded items shall be designed and detailed by the precast concrete supplier.

5. The PRECAST CONCRETE SUPPLIER shall supply all loose connection hardware to the PRECAST CONCRETE ERECTOR and FOUNDATION SUB-CONTRACTOR necessary to complete precast concrete erection. This shall include but not be limited to the following: bearing pads, structural steel, bolts, etc.

6. Details showing reinforcing are intended for in place conditions. The CONTRACTOR is responsible for pick-up point locations and inserts, special pick-up point reinforcing and strong backs, and all pick-up placing operations. The CONTRACTOR is completely responsible for all bracing and shoring.

7. The CONTRACTOR, PRECAST CONCRETE SUPPLIER, and PEMB SUPPLIER shall coordinate connections between steel members and precast concrete.

8. Submit shop drawings of precast concrete, detailing lay-out, connections, and details, and calculations to the CONTRACTING OFFICER for review. The calculations shall be stamped by a registered professional engineer licensed to practice in the state of Nebraska.

Concrete Masonry

1. Concrete masonry units shall be normal weight hollow units and shall comply with "Quality Concrete Block Specifications For the State of Nebraska".

2. Masonry units shall conform to ASTM C-90. Minimum compressive strength shall be the more stringent of 1,250 psi on the gross area of the block or 2,000 psi on the net area of the block. Design compressive strength f'm=2,000 psi.

3. Mortar shall conform to ASTM C-270, type 'N'. Grout shall conform to ASTM C-476.

4. Provide continuous full height, vertical reinforcing in center of grout, in center of wall. See the SCHEDULE and PLANS for required reinforcing.

5. In addition to the reinforcing called out on the PLANS, DETAILS, and schedule, provide ONE #5 at corners, intersections, ends of walls, door and window jambs, and adjacent to expansion or control joints.

6. Reinforce all masonry horizontally with 9 gauge ladder type reinforcing at 16" o.c. vertical, unless noted otherwise.

7. Grout all vertically reinforced cores AND those cores noted as "GROUT FULL by the "low lift method".

Maximum grout height shall not exceed 4'-8". The "high lift method" of grouting is subject to written approval of STRUCTURAL ENGINEER and will require additional observations and inspections per

IBC 2012.

8. Grout cells full at all expansion anchor locations. Contractor shall coordinate with details and requirements of other trades.

9. Lap splice vertical bars 48 bar diameters [2'-0" minimum]. Vertical reinforcing shall be in position prior to laying block. Provide bar positioning devices to hold reinforcing in place during grouting operations.

10. Splice bond beam reinforcing at masonry control/expansion joints.

11. Provide continuous bond beams at all beam bearing elevations, tops of all walls, and as noted in the details.

12. Provide lintels [steel or masonry] over all openings and recesses in masonry walls. All lintels shall have a minimum bearing length of 8".

13. Compliance with f'm=2,000 psi may be shown by masonry prism testing [IBC 2012 2105.2.2.2] or by the 'unit strength method' [IBC 2012 2105.2.2.1].

14. Provide horizontal steel as noted on the drawings for all lintels and bond beams. Note location of steel in lintels and bond beams. The reinforcing steel in the bond beams shall be continuous. Provide corner bars as required.

15. Submit grout mix design, reinforcing shop drawings, mortar mix design, and material certificates or test reports to the CONTRACTING OFFICER for approval.

Special Inspection

1. The CONTRACTOR shall employ the services of an independent inspection agency.

2. Special Inspections shall be performed by an independent inspection agency in conformance with IBC 2015, section 1705 and as noted below. Testing and inspection shall be conducted under the supervision of a professional engineer licensed to practice in the state of Nebraska and employed by the inspection agency. The engineer shall be deemed the designated engineer of record for special inspections performed by his/her firm or his/her consultants.

Inspectors shall be ICBO certified as a minimum requirement and approved by the BUILDING OFFICIAL.

3. The designated engineer of record for special inspections shall be responsible for defining the activities of the inspectors, for certifying the qualifications of the inspectors with the BUILDING OFFICIAL, for attending the pre-construction meeting to define the scope of services and testing and testing procedures that are required as outlined in IBC 2015. The designated engineer of record for special inspections shall meet with the ARCHITECT prior to the pre-construction meeting.

4. Special inspections shall be provided in addition to the inspections conducted by the local building department and shall not be construed to relieve the GOVERNMENT or his authorized agent from requesting the periodic and called out inspections required by section 104.4 of IBC 2015.

5. The CONTRACTOR shall notify the inspection agency when construction is ready for inspection.

6. The CONTRACTOR shall provide access to construction that is elevated above grade.

7. Non-conforming inspected items shall be corrected and re-inspected before being covered by further construction.

Costs for re-inspected items shall be paid for by the CONTRACTOR.

8. Special inspections required include, but may not be limited to the following:

a. CONCRETE per table 1705.3 and section 1705.3 will all applicable exceptions.

b. REINFORCING STEEL per table 1705.3 and exception for concrete requiring special inspection

c. EMBEDDED items and POST INSTALLED ANCHORS per table 1705.3

d. ANCHOR RODS per table 1705.3

e. STRUCTURAL STEEL per section 1705.2

f. MASONRY per section 1705.4

g. SOILS per table 1705.6 and section 1705.6

GOVERNING CODE: 2015 International Building Code

SOILS REPORT

A soil investigation report was prepared by Alfred E. Benesch, Lincoln, Nebraska.

The soil investigation report [dated: March 27, 2019] can be obtained from the GOVERNMENT. Contractors and users of the report should become familiar with the report and the requirements for over excavation, grading, slab sub-grade preparation, and all things related to foundation construction.

Allowable net soil bearing pressure 2,000 psf

DESIGN LOADS

Risk Category II

Live Loads Roof minimum roof live load 20 psf Snow ground snow Pg 25 psf flat roof snow Pf 18 psf snow exposure Ce 1.0 thermal factor Ct 1.0 importance factor Is 1.0

Floor slab on grade 100 psf supported slab 100 psf industrial slab on grade 1000 psf stairs 100 psf roof over locker rooms 250 psf

Wind basic wind speed 115 mph exposure C cladding see applicable tables in IBC 2015

Seismic site classification D importance factor Ie 1.00 seismic design category B spectral response coefficients

Ss 0.100 S1 0.0459 Sds 0.107 Sd1 0.073 basic seismic force resisting system ordinary moment frames R = 3.50 analysis procedure ELF Cs = 0.0381 basic seismic force resisting system ordinary precast concrete shear walls R=3.00 analysis procedure ELF Cs = 0.044

MATERIALS

CONCRETE

28 Day Concrete Strength [minimum] foundations 3000 psi walls, beams, columns, piers 4000 psi Reinforcing bars ASTM A615 Gr. 60 Welded bars & anchors ASTM A706 Gr. 60 Welded wire fabric ASTM A185

MASONRY

CMU Grade N normal weight f'm 2000 psi Reinforcing bars ASTM A615 Gr. 60 Horizontal joint reinforcing 9 gauge ladder type

Galvanizing Interior walls ASTM A641 Class 1 Exterior walls ASTM A153 Class B-2

Masonry grout 6 1/2 sack, ready mix sand-gravel concrete with a slump of 8" to 11"

Mortar CMU type N

STRUCTURAL STEEL

W shapes ASTM A992 Rolled shapes & plates ASTM A36 Tubes ASTM A500 Gr. C Pipes ASTM A53 Type E or S Bolts [unless noted otherwise] ASTM A325 Anchor rods ASTM F1554, Gr. 36 E or S Welding elecrodes E70XXX unless noted otherwise Expansion bolts Hilti Kwik Bolt III or approved equivalent Adhesive anchor system Hilti HIT-HY 200 Screw anchor Hilti HUS-H or Simpson Titen HD Sleeve anchors Hilti HLC

STEEL ROOF DECK see PLANS CONCRETE FLOOR & FORM DECK 1.5C24 galvanized at frost stoops see PLANS for supported floors

RECYCLED, CRUSHED CONCRETE

1" MINUS 100% passing the 1" sieve less than 6% passing the no. 200 sieve

SPECIAL INSPECTION

Special inspection shall be performed, as required by local building official, according to chapter 17 of IBC.

CODES

IBC 2015

ASCE 7-10

ACI 318-11

ACI 530

AISC 13TH Addition

LOADS

Dead Load roof 30 psf 3-4-3 P.C. wall panel 81 psf 4-4-3 P.C. wall panel 94 psf 4-4-4 P.C. wall panel 106 psf 8" CMU [un-grouted] 44 psf 8" CMU [reinf. 24" o.c.] 59 psf 8" CMU [fully grouted] 88 psf 10" CMU [un-grouted] 57 psf 10" CMU [reinf. 24" o.c.] 77 psf 10" CMU [fully grouted] 115 psf 8" deep precast concrete plank 64 psf 2" thick topping slab 25 psf 12" deep precast concrete plank 80 psf 6" thick topping slab 75 psf

CORNER BAR

LAP SPLICE

L A

P S

P L

IC

E

STANDARD 90°

HOOK

STANDARD 90°

HOOK U.N.O.

STANDARD 90°

HOOK U.N.O.

DOWEL TYP.

L A

P S

P L

IC

E

PROVIDE (2)-#5's @

TERMINATIONS OF C.I.P.

CONCRETE WALLS. (TYP.)

STANDARD 90°

HOOK U.N.O.

HORIZONTAL WALL/FOOTING REINFORCEMENT DETAILS

LAP SPLICE

L A

P S

P L

IC

E

STANDARD 90°

HOOK U.N.O.

STANDARD 90°

HOOK U.N.O.

DOWEL TYP.

HOOKED BAR L

A

P S

P L

IC

E

M

IM

IM

U

M E

M B

E D

M E

N T

L A

P S

P L

IC

E

S E

E N

O T

E

CRITICAL SECTION

L E

N G

T H

12 BAR DIA.

L E

N G

T H

/2

O R

B

A R

D

IA

MINIMUM DIAMETERS

OF BEND

#3 - #8 = 4 BAR DIA.

#9 - #11 = 5 BAR DIA.

DETAIL 1 DETAIL 2

#3 1'-0" 1'-3" 2'-0"

BAR

SIZE

OTHER TOP OTHER TOP

DEVELOPMENT LENGTH SPLICE LENGTH

#4 1'-3" 1'-8" 2'-4"

#5 1'-7" 2'-1" 2'-9"

#6 1'-11" 2'-6" 3'-3"

#7 3'-6" 4'-6" 5'-11"

#8 3'-11" 5'-1" 6'-8"

#9 4'-6" 5'-9" 7'-6"

#10 5'-1" 6'-6" 8'-8"

#11 5'-7" 7'-3" 9'-6"

REINFORCING DEVELOPMENT AND SPLICE

f'c = 4,000 psi

1'-3"

1'-8"

2'-1"

2'-6"

4'-6"

5'-1"

5'-9"

6'-6"

7'-3"

DEVELOPMENT LENGTH NOTES

Where drawings are detailed similar to Detail 2 (below) extend the embedment length such that the hooked bar contacts the layer of main reinforcing shown.

1.

2.

TYPICAL REINFORCING NOTES

Reinforcing bar development and lap splice length shall be as shown in table, unless noted otherwise.

The lengths shown in the table are based on the following concrete coverage and reinforcing center to center (c.c.) spacing.

Beams or Columns - Cover greater than or equal to 2.0 bar dia. c.c. spacing greater than or equal to 2.0 bar dia.

All others - Cover greater than or equal to 1.0 bar dia. c.c. spacing greater than or equal to 3.0 bar dia.

1.

2.

Top bars are defined as horizontal reinforcement such that more than 12" of fresh concrete is cast in the member below the development length or splice.

3.

Development length and splice length shown shall NOT apply if any one of the following conditions occur:

a. f'c < 4,000 psi

b. fy < 60,000 psi

c. The cover or c.c. spacing is not as listed above.

d. The reinforcing steel is epoxy coated.

e. light weight concrete is used.

4.

Center to center spacing is defined as below.5.

MAIN REINFORCING BAR

LAPPED REINFORCING BAR

's'

#3 1'-5" 1'-10" 2'-4"

BAR

SIZE

OTHER TOP OTHER TOP

DEVELOPMENT LENGTH SPLICE LENGTH

#4 1'-10" 2'-5" 3'-1"

#5 2'-4" 3'-0" 3'-11"

#6 2'-9" 3'-7" 4'-8"

#7 4'-0" 5'-3" 6'-9"

#8 4'-5" 6'-0" 7'-9"

#9 5'-2" 6'-9" 8'-9"

#10 5'-10" 7'-7" 9'-10"

#11 6'-5" 8'-4" 10'-10"

REINFORCING DEVELOPMENT AND SPLICE

f'c = 3,000 psi

1'-10"

2'-5"

3'-0"

3'-7"

5'-3"

6'-0"

6'-9"

7'-7"

8'-4"

#3 8"

BAR

SIZE

DEVELOPMENT LENGTH OR

MINIMUM EMBEDMENT

#4 10"

#5 1'-0"

#6 1'-3"

#7 1'-5"

#8 1'-7"

#9 1'-10"

#10 2'-1"

#11 2'-3"

DEVELOPMENT LENGTH HOOKED BARS

f'c = 4,000 psi

#3 9"

BAR

SIZE

DEVELOPMENT LENGTH OR

MINIMUM EMBEDMENT

#4 11"

#5 1'-2"

#6 1'-5"

#7 1'-8"

#8 1'-10"

#9 2'-1"

#10 2'-4"

#11 2'-7"

DEVELOPMENT LENGTH HOOKED BARS

f'c = 3,000 psi

2,000

PAD

MARK

SIZE REINFORCING

ALLOWABLE SOIL

BEARING

CAPACITY

(PSF)

PAD FOOTING

COLUMN PAD FOOTING SCHEDULE

DOWELS

---PF7-0

7'-0"x7'-0"x1'-2" Deep 8-#6's Each Way

Bottom --- 2,000

--- 2,000

--- 2,000

2,000

2,000

P5-0 5'-0"x5'-0"x3'-4" Deep 6-#7's Each Way

Top & Bottom ---

2,000

2,000

2,000

PF4-6

4'-6"x4'-6"x1'-0" Deep 5-#5's Each Way

Bottom ---

PF4-0

4'-0"x4'-0"x1'-0" Deep 5-#5's Each Way

Bottom ---

PF5-0

5'-0"x5'-0"x1'-2" Deep 6-#6's Each Way

Bottom ---

PF3-6

3'-6"x3'-6"x1'-0" Deep 4-#5's Each Way

Bottom ---

PF6-0

6'-0"x6'-0"x1'-0" Deep 7-#6's Each Way

Bottom

PF6-6

6'-6"x6'-6"x1'-2" Deep 7-#6's Each Way

Bottom

PF8-0

8'-0"x8'-0"x1'-6" Deep 9-#7's Each Way

Top & Bottom

'P' TYPE FOOTINGS ARE 3'-4" DEEP.

'PF' TYPE FOOTINGS DEPTH VARIES.

2,000P6-0 6'-0"x6'-0"x3'-4" Deep 7-#7's Each Way

Top & Bottom ---

2,000P8-0 8'-0"x8'-0"x3'-4" Deep 9-#7's Each Way

Top & Bottom ---

2,000PF8-0-A

8'-0"x8'-0"x1'-6" Deep 9-#7's Each Way

Bottom

--- 2,000PF9-6

9'-6"x9'-6"x1'-6" Deep 10-#7's Each Way

Bottom

2'-0"x3'-4" Deep 2-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB2-0

MARK SIZE

GRADE BEAMS

FOOTING REINFORCING SCHEDULE

CONTINUOUS DOWELSVERTICAL

REINFORCING

MARK SIZE

CONTINUOUS FOOTINGS

CONTINUOUS DOWELSTRANSVERSE

REINFORCING

1'-4"x1'-0" Deep 2-#6's Bottom

------CF1-4

CF2-6

2'-6"x1'-0" Deep 3-#6's Bottom

#4's @ 32" o.c.

Notes:

1. Continuous footings that support masonry walls, provide continuous reinforcing @ top & bottom.

2'-6"x3'-4" Deep 2-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB2-6

3'-6"x3'-4" Deep 4-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB3-6

4'-0"x3'-4" Deep 4-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB4-0

2'-0"x1'-0" Deep 3-#6's Bottom

CF2-0

CF3-0 3'-0"x1'-0" Deep 4-#6's Bottom

#4's @ 32" o.c.

CF3-6 3'-6"x1'-0" Deep 4-#6's Bottom

#4's @ 32" o.c.

CF4-0 4'-0"x1'-0" Deep 5-#6's Bottom

#4's @ 32" o.c.

CF5-0 5'-0"x1'-0" Deep 6-#6's Bottom

#4's @ 28" o.c.

#4's @ 32" o.c.

Note 1

Note 1

4'-6"x3'-4" Deep 5-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB4-6 ---

5'-0"x3'-4" Deep 5-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 16"o.c.GB5-0-A ---

1'-4"x3'-4" Deep 2-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB1-4

---3'-0"x3'-4" Deep 3-#7's T & B.

2-#4's Mid Ht.

#4 Stirrups @ 24"o.c.GB3-0

4" Slab On Grade Over 15 mil Vapor Barrier & 4" Thick Sub-Base

6x6-10/10 W.W.M. See The Plan & Details For More Information

STRUCTURAL

COMPONENT REINFORCING REMARKS

REINFORCING SCHEDULE

#4's @ 14"o.c. E.W., Top & Bottom

8" Masonry Wall See the plan and details for more information. Grout reinforced cells full. Grout all cells full, reinforced & un-reinforced, where noted "GROUT FULL". Coordinate grouting requirements for post installed anchors & for beam bearing locations. Provide factory fabricated horizontal reinforcing T's and L's.

[2]-#4's Cont.

8" Bond Beam Provide corner bars and 'L' bars @ intersections.

#4's @ 24" o.c. Vert.

& 9 Ga. Galvanized Dur-O-Wal @ 16" o.c.

2" Hollow Core Topping Slab 6x6-10/10 W.W.M. See The Plan & Details For More Information

5" Supported Slab See The Plan & Details For More Information4x4-6/6 W.W.M.

[6]-#7's Vert.

#4 Ties @ 12" o.c.12"X30" Grade Beam Ledge See The Plan & Details For More Information

[8]-#8's Vert.

#4 Ties @ 16" o.c.24"x24" Concrete Pier

PR24x24 See The Plan & Details For More Information

#5's @ 12" o.c. Vert., Each Face #4's @ 12" o.c. Hor., Each Face12" Concrete Wall See The Plan & Details For More Information

#8's @ 12" o.c.

Each Way, Top & Bottom20" Deep Elevator Pit Slab See The Plan & Details For More Information

10" Masonry Wall See the plan and details for more information. Grout reinforced cells full. Grout all cells full, reinforced & un-reinforced, where noted "GROUT FULL". Coordinate grouting requirements for post installed anchors & for beam bearing locations. Provide factory fabricated horizontal reinforcing T's and L's.

[2]-#4's Cont.

10" Bond Beam Provide corner bars and 'L' bars @ intersections.

#4's @ 24" o.c. Vert.

& 9 Ga. Galvanized Dur-O-Wal @ 16" o.c.

#5's @ 10" o.c. Vert., Each Face #5's @ 12" o.c. Hor., Each Face14" Concrete Wall See The Plan & Details For More Information

#4's @ 9" o.c. Each Way See The Plan & Details For More Information

6" Slab On Grade Over 4" Thick Sub-Base & 15 mil Vapor Barrier

4x4-4/4 W.W.M.

6" Hollow Core Topping Slab

#6's @ 10" o.c. Vert., Each Face #6's @ 12" o.c. Hor., Each Face16" Concrete Wall See The Plan & Details For More Information

See The Plan & Details For More Information

See The Plan & Details For More Information8" Slab On Grade Over 4" Thick Sub-Base & 15 mil Vapor Barrier

[1] #4 Continuous Horizontal #4x3'-0" Dowels @ 16" o.c.

6" Concrete Curb See The Plan & Details For More Information

#8's @ 10" o.c. Vert., Each Face #7's @ 12" o.c. Hor., Each Face24" Concrete Wall See The Plan & Details For More Information

3 1/2" Supported Slab @ Stair Landing

See The Plan & Details For More Information6x6-10/10 W.W.M.

4'-0" TYP.

1/2" JOINT CAULK AND

SEAL

SIDEWALK

(SEE PLAN)

5 1/2" CONCRETE SLAB

W/ #4'S @ 12"o.c. EA. WAY

ON 1.5C22 METAL DECK

GALVANIZED

[SEE DETAIL]

2 1/2" AIR SPACE

CONCRETE BRICK

#4 DOWELS @ 12"o.c.

CORBEL AS SHOWN

PROVIDE #4'S @ 12"o.c.

#4'S @ 2'-0"o.c.

VERTICAL

3-#4'S @ CONT.

HORIZONTAL

TOP BTM, MID-HGT

1" JOINT CAULK AND SEAL

SEE ARCH FOR MORE INFORMATION

MAXIMUM CONSTRUCTION SPAN FOR 1.5C22 DECK: 4'-10" IF DECK SPAN IS GREATER THAT 4'-10", PROVIDE ADDITIONAL

INTERMEDIATE 8" WIDE GRADE BEAM

8"

SEE PLAN

2'-0"

1/4" 12"

B E

L O

W G

R A

D E

M

IN

PILE CAP

OR

GRADE BEAM OR

WALL

SEE PLAN

CONCRETE SLAB ON

GRADE SEE PLAN

1/8"x3/4" DEEP JOINT [4" SLAB]

1/8"X1 1/2" DEEP JOINT [6" & 8" SLAB]

CLEAN AND RE-SAW JOINT PRIOR

TO FILL, CAULK, AND SEAL. SEE

ARCHITECTURAL FOR MORE

INFORMATION.

REINFORCING

SEE PLAN

SUPPORT FOR REINFORCING.

REINFORCING SHALL BE

MAINTAINED @ SPECIFIED

ELEVATION WITHOUT "HOOKING" OF

THE REINFORCING

VAPOR BARRIER - SEE PLAN FOR

CUSHION/GRANULAR LAYER

LOCATE VAPOR BARRIER BELOW SLAB FOR 4" SLAB.

LOCATE VAPOR BARRIER BELOW DRAINAGE LAYER

FOR THICKER SLABS.

T

D

T

4"

D

1 1/2"

T=CONCRETE SLAB THICKNESS

D= DISTANCE TO REINFORCING

6" 2"

8" 2"

D

T

KEYED JOINT

T

D

4"

1 1/2"

T=CONCRETE SLAB THICKNESS

D= DISTANCE TO REINFORCING

1/8"X3/4" DEEP JOINT [4" SLAB]

CLEAN & RE-SAW JOINT PRIOR TO FILL, CAULK,

& SEAL. SEE ARCHITECTURAL FOR MORE

INFORMATION.

REINFORCING - SEE PLAN

SUPPORT FOR REINFORCING.

REINFORCING SHALL BE MAINTAINED @ SPECIFIED

ELEVATION WITHOUT "HOOKING" OF THE

REINFORCING

VAPOR BARRIER - SEE PLAN FOR DRAINAGE LAYERCOMPACTED, TESTED, AND

APPROVED SUB-GRADE

THICKENED SLAB FOR

KEYED JOINT AT 4" THICK

SLABS

#8x2'-0" SMOOTH DOWELS @ 12" O.C.

PAINT & GREASE ONE END.

T

6"

D

2"

T=CONCRETE SLAB THICKNESS

D= DISTANCE TO REINFORCING

1/8"X1 1/2" DEEP JOINT [6" & 8" SLAB]

CLEAN & RE-SAW JOINT PRIOR TO

FILL, CAULK, & SEAL. SEE

ARCHITECTURAL FOR MORE

INFORMATION.

REINFORCING - SEE PLAN

SUPPORT FOR REINFORCING.

REINFORCING SHALL BE MAINTAINED @ SPECIFIED

ELEVATION WITHOUT "HOOKING" OF THE

REINFORCING

VAPOR BARRIER TO BE LOCATED BELOW DRAINAGE

LAYER - SEE PLAN FOR DRAINAGE LAYER

COMPACTED, TESTED, & APPROVED SUB-GRADE

8" 2"

#8X2'-0" SMOOTH DOWELS @ 12" O.C.

PAINT & GREASE ONE END.

T

6"

D

2"

T=CONCRETE SLAB THICKNESS

D= DISTANCE TO REINFORCING

1/8"X1 1/2" DEEP JOINT [6" & 8" SLAB]

CLEAN & RE-SAW JOINT PRIOR TO FILL, CAULK,

& SEAL. SEE ARCHITECTURAL FOR MORE

INFORMATION.

REINFORCING - SEE PLAN

SUPPORT FOR REINFORCING.

REINFORCING SHALL BE MAINTAINED @ SPECIFIED

ELEVATION WITHOUT "HOOKING" OF THE

REINFORCING

VAPOR BARRIER TO BE LOCATED BELOW DRAINAGE

LAYER - SEE PLAN FOR DRAINAGE LAYER

COMPACTED, TESTED, & APPROVED

SUB-GRADE

8" 2"

DT

/2

T

EDGE FORM

[REMOVE AFTER FIRST POUR]

CONCRETE SLAB

GREASE END THAT IS IN FIRST POUR

CONT. KEY

PROVIDE EXPANSION END

CAPS

DOWEL

USE DOWEL GUIDE TO

HOLD DOWELS STRAIGHT &

LEVEL

B

A

3/4" CHAMFER

FINISHED SURFACE

ANCHOR BOLTS

FURNISHED WITH POLE

CONDUIT PER PLAN

ROUND POURED

CONCRETE BASE

DIMENSIONS

POLE HT. A B

8'-15' 16" 48"

16'-29' 20" 60"

30'-40' 24" 72"

MINIMUM REQUIRED STEEL

AT 16" DIAMETER IS 6-#6'S

VERTICAL, #4 TIES @8" O.C.

MINIMUM REQUIRED STEEL

AT 20" DIAMETER IS 6-#7'S

VERTICAL, #4 TIES @8" O.C.

MINIMUM REQUIRED STEEL

AT 24" DIAMETER IS 6-#8'S

VERTICAL, #4 TIES @8" O.C.

5/8" X 10' COPPER CLAD

GROUND ROD, DRIVEN 4' (MIN)

BELOW BOTTOM OF BASE

#6 BARE

GROUND CLAMP

BASE COVER TO

MATCH POLE

ATTACH TO POLE

GROUND LUGS

HANDHOLE

POLE (SEE SCHEDULE) #12 (MIN) TO FIXTURE

HEAD(S)

IN-LINE FUSE - EACH

PHASE

SPLICE

PHASE CONDUCTORS

PER PLAN

NOTE:

SEE ELECTRICAL PLANS FOR

ADDITIONAL INFORMATION

STEEL STRINGER

SEE PLAN /

ARCHITECTURAL

FOR SIZE AND LOCATION

L3X3X1/4"X6" LONG

W/ HOLE FOR [1] 3/4"⌀

HILTI KWIK BOLT III EXPANSION

ANCHOR. 3 1/4" EMBEDMENT

NEW OR EXISTING

CONCRETE SLAB ON GRADE

CONSTRUCTION SEE PLAN

AT NEW CONSTRUCTION

24"x12"x( WIDTH OF STAIRS + 6" )

THICKENED SLAB

W/ (2) #4's CONTINUOUS AT BOTTOM

SIMILAR AT STAIR STRINGERS AT

CONCRETE TOPPING AT SUPPORTED

LEVELS

2'-0"

FINISH FLOOR

ELEV.=SEE PLAN

3/16"

PROVIDE 5/8" WELDS @ 12"o.c. @ THE PERIMETER OF THE ROOF (ALL LOCATIONS)

DECK 2 @ ELEVATOR LID

ATTACH W/ 5/8" PUDDLE WELDS & #10 TEK SCREWS

[PER SIDE]. WELDS ONLY BY CERTIFIED WELDER.

METAL ROOF DECK PAINTED TOP & BOTTOM

DECK 1 1.5B22 PAINTED 2

MARK DECK TYPE

36/3

CONNECTION PATTERN

# OF

SIDELAPS

DECK 2 1.5B22 PAINTED 536/5

DECK 3 1.5B22 PAINTED 436/3

DECK 4 1.5B22 PAINTED 536/4

DECK 1A 1.5BA22 PAINTED 236/3

01 - MAIN LEVEL

100' - 0"

1/2" EXPANSION JOINT

FILL, CAULK. SEAL

CONCRETE SLAB ON GRADE

SEE PLAN & SCHEDULE

2" RIGID INSULATION

SEE ARCHITECTURAL

ALTERNATE STIRRUP HOOK

LOCATION FROM TOP TO BOTTOM

6" CONCRETE CURB

SEE SCHEDULE

GRADE BEAM

SEE PLAN & SCHEDULE

GLASS CONSTRUCTION

SEE ARCHITECTURAL

EXTERIOR PAVING

SEE CIVIL / ARCHITECTURAL

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

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Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-001

General Notes, Schedules, & Details

18-0060

02/25/21

3/4" = 1'-0"

Frost Slab Detail

3/4" = 1'-0"

Slab On Grade Control Joint

3/4" = 1'-0"

Slab On Grade Construction Joint Detail 1

3/4" = 1'-0"

Slab On Grade Construction Joint Detail 2

3/4" = 1'-0"

Slab On Grade Construction Joint Detail 3

3/4" = 1'-0"

Slab On Grade Dowel Detail

12" = 1'-0"

Exterior Light Pole Base Detail 3/4" = 1'-0"

Stair Sringer Bearing Detail

1 1/2" = 1'-0"

Roof Deck Connection Detail

3/4" = 1'-0"

6" Concrete Curb Detail

Revisions

ID Date Description

2/25/2021

'B'

'D'

'F' (OPTION 1)

8 9 10 11

P

L

Q

N

8.6

10.5

9.7

8.7

7.7

9.8

A-303

A-303

A-408

GB2-0

CF5-0

CF4-0

GB2-6

GB2-6

GB2-6

GB2-0

PF8-0-A

CF3-0

STEP

STEP

S T

E P

S T

E P

CF2-0

8" CONCRETE SLAB ON GRADE

SEE SCHEDULE

FINISH FLOOR = 86'-0"

6" CONCRETE SLAB ON GRADE

SEE SCHEDULE

FINISH FLOOR = 86'-0"

6" CONCRETE SLAB ON GRADE

SEE SCHEDULE

FINISH FLOOR = 86'-0"

6" CONCRETE SLAB ON GRADE

SEE SCHEDULE

FINISH FLOOR = 86'-0"

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

PF5-6

PF6-6

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

P8-0

P8-0

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

GB2-0

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

PF8-0

PF8-0

T.O.F.= 85' - 4"

PF8-0PF8-0

T.O.F.= 82' - 0" T.O.F.= 85' - 4"

CF2-0

STEP

STEP

S-501

STEP

S-501

PR

x2

PR

x2

PR

x2

PR

x2

S-501

T.O.F.= 82' - 8"

T.O.F.= 82' - 8"

T.O.F.= 85' - 4"

LOW

ER

INDICATES LOWER BOTTOM

OF FOOTING TO MATCH

BOTTOM OF GRADE BEAM.

SEE

T.O.F.= 85' - 0"

GB2-6

S-508

S-508

SIM

SIM

RWF-1

RWF-2

T.O.F.= 83' - 4"

T.O.F.= 83' - 4"

' - 0

T.O.F.= 82' - 0"

STEP

STEP

T.O.F.= 85' - 4"

T.O.F.= 83' - 4"

T.O.F.= 82' - 0"

CF2-0

CF2-0

CF2-0

T.O.F.= 82' - 0"

T.O.F.= 83' - 4"

T.O.F.= 85' - 4"

CF2-0

CF2-0

CF4-0

CF4-0

T.O.F.= 82' - 8"

T.O.F.= 82' - 8"

CF3-0

S T

E P

S T

E P

T.O.F.= 82' - 0"

T.O.F.= 83' - 4"

CF4-0

CF4-0

T.O.F.= 85' - 4" T.O.F.= 82' - 8"

CF4-0 CF4-0

CF5-0

S-501

CIP WALL CONTROL /

SONSTRUCTION JOINTS

SEE

S-501

S-501

INDICATES STEPPED FOUNDATION

SEE

10.1

11.3

L O

W E

R

GB2-0

T.O.F.= 85' - 0"

CF2-6

T.O.F.= 85' - 4"

CF2-0

T.O.F.= 85' - 4"

FOR FOOTING INFORMATION

SEE SHEET S-103-1B

FOR FOOTING INFORMATION

SEE SHEET S-103-1B

GB4-6

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

GB3-6

6" CONCRETE CURB

SEE SCHEDULE

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

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Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-101-1B

Lower Level Foundation Plan - Area B

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Lower Level Foundation Plan - Area B

Revisions

10 11

H.9

L

10.8

K.5

B.1

D.9

F.3

J.9

G.5

9.8 11.610.6

C.5

PF7-0

PF7-0

PF7-0

PF6-0

PF6-6

PF5-0

PF4-6

S T

E P

CF3-6

CF2-0

STEP

6" CONCRETE SLAB ON GRADE

SEE SCHEDULE

FINISH FLOOR = 86'-0"

H E

L

IC

A L S

O

IL

A N

C H

O R

S

O .C

M

A X

C

A N

T D

O W

N W

A R

D A

S R

E Q

U

IR

E D

W O

R K

IN

G

L O

A D

K

IP

S

D E

S

IG

N B

Y S

U P

P L

IE

R

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

T.O.F.= 85' - 4"

S-503

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

T.O.F.= 85' - 0"

GB2-0

PF8-0PF8-0

T.O.F.= 82' - 0" T.O.F.= 85' - 4"

18" THICK REINFORCED ELEVATOR PIT PAD

1' WIDER THAN ELEVATOR PIT WALLS

ALL 4 SIDES ( T.O. PAD 82'-0" )

STEP

STEP

PR

x2

PR

x2

12x30 Grade Beam Ledge

STEP

T.O.F.= 82' - 8"

THICKEN SLAB AT BOTTOM

OF STAIRS SEE DETAIL

S-001

T.O.F.= 85' - 4"

CF3-6

STEP

CF3-6

STEP

STEP

T.O.F.= 83' - 4"

CF2-0

CF2-0

T.O.F.= 82' - 0"

T.O.F.= 83' - 4"

CF2-0

S T

E P

S T

E P

T.O.F.= 82' - 0"

T.O.F.= 83' - 4"

CF4-0

CF4-0

T.O.F.= 85' - 4" T.O.F.= 82' - 8"

CF4-0 CF4-0

T.O.F.= 83' - 4"

T.O.F.= 82' - 0"

CF3-6

S-501

S-501

CIP WALL CONTROL /

SONSTRUCTION JOINTS

SEE

S-501

S-501

GB3-6

T.O.F.= 85' - 0"

T.O.F.= 85' - 0"

P5-0

'B'

'D'

'F' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

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Davis Design All Rights Reserved

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Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-101-1D

Lower Level Foundation Plan - Area D

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Lower Level Foundation Plan - Area D

Revisions

2 3 4 5 6 7 8

3.6

P

L

M

Q

N

R

N.5

7.7

6.7

5.9

1.7

3.5

5.1

A-403

PF8-0PF8-0PF8-0PF8-0PF8-0PF8-0P8-0

P8-0

PF8-0

PF8-0

PF8-0

PF8-0

PF8-0

PF8-0

C.6

C.7

1 2.5

PF4-0

P5-0 P6-0

P6-0

P5-0 PF4-0

T.O.F.= 99' - 4"

PF4-6

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

PF5-0

T.O.F.= 99' - 4"

PF4-0

T.O.F.= 99' - 4" T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"

4" CONCRETE SLAB ON GRADE

SEE REINFORCING SCHEDULE

FINISH FLOOR = 100'-0"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 0"

CF2-0

CF2-0

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

CF2-6

T.O.F.= 99' - 0"

T.O.F.= 99' - 4"

STEP

STEP

STEP

STEP

S T

E P

S T

E

P CF2-0

T.O.F.= 96' - 8"

T.O.F.= 94' - 4"

T.O.F.= 92' - 2"

STEP

T.O.F.= 96' - 8"

INDICATES A STEP IN THE

FOUNDATION. SEE

S-501

14" CONCRETE WALL

T.O.F.= 99' - 4"

CF4-0

S T

E P

T.O.F.= 99' - 4"

CF4-0

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

T.O.F.= 99' - 4"

S-001

T.O.F.= 99' - 4"

T.O.F.= 97' - 10"

S T

E P

S T

E P

S T

E P

S T

E P

CF5-0

GB2-0

T.O.F.= 99' - 4"

CF2-0

GB1-4

T.O.F.= 99' - 0"

FLAG POLE FOUNDATION

24"⌀X18'-0" DEEP CONCRETE PIER

REINF. W/ [6] #8'S VERT. & #4 TIES @ 12" O.C.

COORDINATE W/ FLAG POLE SUPPLIER,

EXTERIOR PAVING, & ARCHITECTURAL

S-505

A-501

A-501

T.O.F.= 99' - 4"

PF5-0

STEP

STEP

STEP

STEP

STEP

GB3-0

T.O.F.= 88' - 6"

RWF-3

RWF-3

RWF-3

RWF-3

RWF-3

T.O.F.= 99' - 0"

T.O.F.= 98' - 4"

T.O.F.= 96' - 2"

T.O.F.= 94' - 2"

T.O.F.= 92' - 2"

T.O.F.= 89' - 10"

T.O.F.= 88' - 6"

RWF-5

RWF-7

RWF-6

RWF-4

RWF-4

CF3-0

CF3-0

S-509

S-509

S-509

FOUNDATION WALL OFF-SET

SEE ARCHITECTURAL

S-509

S-509

T.O.F.= 99' - 4"T.O.F.= 96' - 8"

CF2-0 CF2-0

14" CONCRETE WALL

T.O.F.= 99' - 4"

PF3-0

STEP

T.O.F.= 99' - 0"

T.O.F.= 99' - 0"

T.O.F.= 96' - 8"

CF2-6CF2-6 CF2-6

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

CF3-6

S-501

CIP WALL CONTROL /

SONSTRUCTION JOINTS

SEE

S-501

S-501

T.O.F.= 88' - 6"

CF2-0

T.O.F.= 99' - 4"

CF2-0

T.O.F.= 99' - 4"

CF2-0

T.O.F.= 99' - 4"

CF2-0

T.O.F.= 90' - 6"

T.O.F.= 92' - 6"

T.O.F.= 94' - 6"

T.O.F.= 96' - 8"

T.O.F.= 99' - 0"

S T

E P

S T

E P

'B'

'D'

'F'

'A'

'C'

'E' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

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Davis Design All Rights Reserved

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Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-101-2A

Main Level Foundation Plan - Area A

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Main Level Foundation Plan - Area A

Revisions

H.9

H

L

2.6 7.6

B.1

K

8.6

D.9

F.3

J.9

G

F

4.8

G.5

1.7

5.4

J

E

C

C.5

PF4-6

PF5-0

PF5-6

PF5-6PF5-0

PF5-0

PF4-6

PF3-0

PF8-0PF8-0

PF5-0

PF4-6

PF4-6 PF4-6

PF4-6PF4-6

PF4-6 PF4-6 PF5-0

PF3-6PF3-6PF4-6

PF5-0

PF9-6

PF5-0

PF4-0 PF4-0

CF2-0

CF2-6

CF3-6

CF2-0

PF8-0PF8-0PF8-0PF8-0P8-0

GB2-0

1 2.5

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

CF4-0

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

CF2-6

CF1-4

T.O.F.= 99' - 4" T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"T.O.F.= 99' - 4"

6" CONCRETE SLAB ON GRADE

SEE REINFORCING SCHEDULE

FINISH FLOOR = 100'-0"

4" CONCRETE SLAB ON GRADE

SEE REINFORCING SCHEDULE

FINISH FLOOR = 100'-0"

6" CONCRETE SLAB ON GRADE

SEE REINFORCING SCHEDULE

FINISH FLOOR = 100'-0"

6" CONCRETE SLAB ON GRADE

SEE REINFORCING SCHEDULE

FINISH FLOOR = 100'-0"

4" CONCRETE SLAB ON GRADE

SEE REINFORCING SCHEDULE

FINISH FLOOR = 100'-0"

T.O.F.= 99' - 4"

CF1-4

CF1-4

CF1-4

CF2-0

T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

CF1-4

CF1-4

CF1-4

CF1-4

CF1-4

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 0"

GB2-0

CF2-6

CF2-6

T.O.F.= 99' - 4"

S-501

T.O.F.= 99' - 4"

CF2-0

L O

W E

R

L O

W E

R

INDICATES LOWER BOTTOM OF

FOOTING TO MATCH BOTTOM

OF GRADE BEAM. SEE.

LOWER LOWER

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

CF2-0

S-001

FROST SLABS

SEE

T.O.F.= 99' - 4"

PF4-0

LOWER

16" CONCRETE WALL

S T

E P

T.O.F.= 96' - 8"

T.O.F.= 99' - 0"

S-001

T.O.F.= 89' - 6"

CF2-6

GB2-0

S-504 CF2-0

S-504

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

CF2-0

T.O.F.= 99' - 0"

T.O.F.= 99' - 0"

T.O.F.= 96' - 8"

CF2-6CF2-6 CF2-6

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

CF3-6

GRADE BEAM CONSTRUCTION JOINT

SEE

S-501

S-501

S-501

S T

E P

PROVID #4 BARS @

OUTSET CORNERS.

TYPICAL

PROVID #4 BARS @

OUTSET CORNERS.

TYPICAL

'B'

'D'

'F'

'A'

'C'

'E' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

E a s t

M a in

S u it e

V e rm ill io n S

D

P h o n e

-6

-1

V e rm il li o n

N S tr e e t, S u it e

L in c o ln N

E

P h o

-4

-9

F a x

-4

-9

L in c o ln L in c o ln

N th

S tr e e t, S u it e

O m a h a

N E

-4

-3

W a rd

P a rk w a y

K a n s a s C it y

M O

-3

-9

D

R e v it

L o c a l2

\1

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V

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R

M .r v t

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:1

A

M

Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-101-2C

Main Level FoundationPlan - Area C

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Main Level Foundation Plan - Area C

Revisions

A

3.62.6 10.87.6

B.1

8.64.8

B

9.8 11.65.4 9.2 10.6

PF4-6PF4-6

PF6-0

PF4-6PF4-6

GB2-0

GB2-0

GB2-0

L3X3X1/4 DECK BEARING ANGLE

DL=13.8 K

LL=17.5 K

DL=SERVICE LEVEL DEAD LOAD BEAM REACTION

LL=SERVICE LEVEL LIVE LOAD BEAM REACTION

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

GB4-0

T.O.F.= 95' - 2" T.O.F.= 97' - 2"

T.O.F.= 99' - 0"

T.O.F.= 97' - 2"

T.O.F.= 99' - 0"

S T

E P

S T

E P

S T

E P

S T

E P

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

S-001

FROST SLAB

SEE

T.O.F.= 99' - 0"

T.O.F.= 99' - 0"

T.O.F.= 99' - 0"

STEP

GB4-0

GB4-0

12" CONCRETE WALL

T.O.F.= 96' - 8"

16" CONCRETE WALL

S-505

T.O.F.= 99' - 4"

CF2-0

STEP

S-505

CHILLER PADS

S-508

S-508

S-501

A-704

A-704

GB2-0

T.O.F.= 99' - 0"

GB2-0

T.O.F.= 99' - 0"

W

.5

K

IP

S S

.8

K L F

'B'

'D'

'F'

'A'

'C'

'E' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

E a s t

M a in

S u it e

V e rm ill io n S

D

P h o n e

-6

-1

V e rm il li o n

N S tr e e t, S u it e

L in c o ln N

E

P h o

-4

-9

F a x

-4

-9

L in c o ln L in c o ln

N th

S tr e e t, S u it e

O m a h a

N E

-4

-3

W a rd

P a rk w a y

K a n s a s C it y

M O

-3

-9

D

R e v it

L o c a l2

\1

-0

-A

IS

V

R C s te v e

.m a cd o n a ld F

R

M .r v t

/2

/2

:0

:2

A

M

Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-101-2E

Main Level Foundation Plan - Area E

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Main Level Foundation Plan - Area E

Revisions

8 9 10 11

P

L

Q

N

8.6

10.5

9.7

8.7

7.7

9.8

PF8-0

PF8-0

PF8-0

W 8X18

W 8X18

K

K

K

K

K

[24] 44LH-SP1 STEEL JOISTS

DOUBLE PITCH TOP CHORD

TL/LL = 240/120

R = 8.1 KIPS

L3 X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

L3 X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

DECK #1

SEE DETAIL

L3 X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

L3 X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

2' - 2"

23 SP. @

4'-0" = 92'-0"

2' - 2"

W

=8.0 KIPS

S=8.6 KLF

W

.5 K

IP

S

S 2.

K

L F

W

=8.0 KIPS

S=8.6 KLF

W

.5 K

IP

S

S 2.

K

L F

W12X19

T.O.S.= 99' - 4 1/2"

W X

T .O

.S

W X

T .O

.S

SL-1

SL-1

5" 4 SP. @ 2'-0" = 8'-0" 1' - 6"1' - 6" 4 SP. @ 2'-0" = 8'-0" 1' - 5"

1' - 2"

1' - 8" 6 SP. @ 2'-0" = 12'-0" 1' - 6" 1' - 6" 7 SP. @ 2'-0" = 14'-0" 1' - 9"

1' - 4"

2' - 0" 2' - 0" 2' - 0" 2' - 8"

4-16K3

STEEL

JOISTS

4-16K3

STEEL

JOISTS

K

K

4 8-12K5 STEEL JOISTS 7-12K3 STEEL JOISTS

4-12K1

STEEL

JOISTS

/2

28-16K3 STEEL JOISTS

1' - 8"6 5/16"

27 SP. @ 2'-0" = 54'-0"

1' - 1 11/16"

28-24K6 STEEL JOISTS

R=5.6 KIPS

1' - 8"6 5/16"

27 SP. @ 2'-0" = 54'-0"

1' - 1 11/16"

5" SUPPORTED CONCRETE SLAB

FINISH FLOOR = 100'-0"

SEE SCHEDULE

5" SUPPORTED CONCRETE SLAB

FINISH FLOOR = 100'-0"

SEE SCHEDULE

C O

N C

R E

T E

B E

A M

C O

N C

R E

T E

B E

A M

S

P

'-0

'-0

' - 0

6-C12X20.7

STEEL CHANNELS

R=2.0 KIPS

W 4X

T .O

.S

19-12K1 STEEL JOISTS

R=2.8 KIPS

1' - 10"

6 SP. @

2'-0" = 12'-0"

1' - 11 3/16" 7 5/8" 9 11/16"

10 SP. @

2'-0" = 20'-0"

10 3/4"

L3 X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

HSS2-1/2X2-1/2X1/4

L X

X

/4

L X

X

/4

C X

0.

C

X

0.

L3 X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

9-20K4 STEEL JOISTS

R=4.7 KIPS

15 SP. @

2'-0" = 30'-0"

10 3/4"

Z E

R O

C A

M B

E R

O N

E Q

U A

R T E

R C

A M

B E

R O

N E

H A

L F C

A M

B E

R

Z E

R O

C A

M B

E R

O N

E Q

U A

R T E

R C

A M

B E

R

O N

E H

A L F C

A M

B E

R

L3X3X1/4

W

=3.1 KIPS

S=5.5 KLF

W=8.0 KIPS

S=6.9 KLF

W

=3.1 KIPS

S=5.5 KLF

S-504

S-504

S-503

S-503

L X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

L X

X

/4

D E

C K

B E

A R

IN

G

A N

G L E

S-503

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

CF2-0

CF2-0

S-503

S-503

S-503

W16X26

T.O.S.= 99' - 4 1/2"

W16X26

T.O.S.= 99' - 4 1/2"

W16X26

T.O.S.= 99' - 4 1/2"

W21X50

T.O.S.= 99' - 4 1/2"

12"X16" EMBED PLATE

W/ [8] 3/4"⌀X4" H.S.

S-503

S-503

S-503

S-503

S-504

S-504

S-504

S-504

S-503

SIM.

S-503

SIM.

T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

S-501

T.O.F.= 95' - 2"

T.O.F.= 92' - 8"

T.O.F.= 90' - 2"

T.O.F.= 82' - 8"

T.O.F.= 85' - 2"

T.O.F.= 87' - 8"

INDICATES A STEP IN THE

FOUNDATION. SEE

STEP

T.O.F.= 96' - 8"

INDICATES A STEP IN THE

FOUNDATION. SEE

S-501

14" CONCRETE WALL

STEP

T.O.F.= 92' - 8"

T.O.F.= 85' - 4" T.O.F.= 90' - 6"

T.O.F.= 95' - 0"

T.O.F.= 93' - 0"

T.O.F.= 88' - 0"

T.O.F.= 97' - 6"

T.O.F.= 99' - 4"

CF4-0

T.O.F.= 95' - 0"

CF2-0

14" CONCRETE WALL

14" CONCRETE WALL

16" CONCRETE WALL

CF5-0

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

T.O.F.= 95' - 0"

T.O.F.= 97' - 0"

T.O.F.= 99' - 4"

CF4-0

16" CONCRETE WALL

S-504

S T

E P

S T

E P

S T

E P

PR

x2

T.O.F.= 84' - 6"

T.O.F.= 82' - 0"

T.O.F.= 87' - 0"

T.O.F.= 89' - 6"

CF2-6

PF8-0

CF2-6

T.O.F.= 90' - 4"

16" CONCRETE WALL

S-504

T.O.F.= 85' - 4"

T.O.F.= 87' - 10"T.O.F.= 99' - 4"

T.O.F.= 97' - 10"

T.O.F.= 95' - 4"

T.O.F.= 92' - 10"

T.O.F.= 90' - 4"

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

S T

E P

CF5-0

CF5-0

24" CONCRETE WALL

' - 6

T.O.F.= 99' - 4"

PF5-0

CF2-6

S-501

CMU WALL JOINTS

SEE

S-501

SEE

FOR SUPPORT OF CMU WALLS

TYPICAL

S-501

S-502

10.1

11.3

CF2-0

CF5-0

CF2-0

T.O.F.= 99' - 4"

CF2-0

A-406

DL=2.1 K

LL=3.0 K

S=SEISMIC LOAD CONTRIBUTION DUE TO ROOF

CONSTRUCTION. THE WEIGHT OF RESISTING

PRECAST CONCRETE WALL & OTHER WALLS

CONNECTED IS NOT INCLUDED.

W=SERVICE LEVEL WIND LOAD

W=14.5 KIPS

S=4.8 KLF

S-507

'B'

'D'

'F'

'A'

'C'

'E' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

E a s t

M a in

S u it e

V e rm ill io n S

D

P h o n e

-6

-1

V e rm il li o n

N S tr e e t, S u it e

L in c o ln N

E

P h o

-4

-9

F a x

-4

-9

L in c o ln L in c o ln

N th

S tr e e t, S u it e

O m a h a

N E

-4

-3

W a rd

P a rk w a y

K a n s a s C it y

M O

-3

-9

D

R e v it

L o c a l2

\1

-0

-A

IS

V

R C s te v e

.m a cd o n a ld F

R

M .r v t

/2

/2

:0

:3

A

M

Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-103-1B

Main Level Framing Plan - Area B

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Main Level Framing Plan - Area B

Revisions

9 10 11

L

10.8

K.5

B.1

8.6

D.9

F.3

J.9

G.5

9.8 11.69.2 10.6

C.5

A-404

A-408

PF4-6

PF5-0

PF6-0

PF5-0

PF5-0

PF4-6PF4-6

PF5-0

PF5-6

PF5-6

PF5-0

PF4-6

PF4-6 GB2-0

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W18X35

T.O.S.= 99' - 7"

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W X

T .O

.S

/2

W12X19

T.O.S.= 99' - 4 1/2"

5-C12X20.7

1' - 0" 4-SP. @ 2'-0" = 8'-0" 1' - 2"

L3X3X1/4 DECK BEARING ANGLE

-C

X

.7

S T

E E

L C

H A

N N

E L S

S

P

/2

S

P

/2

S

P

S

P

S

P

S

P

S

P

-1

K

S

T E

E L J

O

IS

T S

-C

X

.7

C H

A N

N E

L S

S

P

/2

S

P

/2

S

P

S

P

S

P

S

P

/2

5" SUPPORTED CONCRETE SLAB

FINISH FLOOR = 100'-0"

FLOOR DECK 1

SEE SCHEDULE & DETAIL

14"X20" CONCRETE BEAM W/

[2] #5'S CONT. T&B

#4 STIRRUPS @ 12" O.C.

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

T.O.F.= 99' - 4"T.O.F.= 99' - 4"

DL=13.8 K

LL=17.5 K

DL=SERVICE LEVEL DEAD LOAD BEAM REACTION

LL=SERVICE LEVEL LIVE LOAD BEAM REACTION

DL=2.1 K

LL=3.0 K

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4" T.O.F.= 99' - 4"

T.O.F.= 99' - 4"

L3X3X1/4

S-504

S-503

S-503

S-503

S-503

S-503

S-503

S-503

S-503

S T

E P

S T

E P

S T

E P

PR

x2

T.O.F.= 84' - 6"

T.O.F.= 82' - 0"

T.O.F.= 87' - 0"

T.O.F.= 89' - 6"

CF2-6

PF8-0

CF2-6

16" CONCRETE WALL

T.O.F.= 99' - 0"

CF2-6

S-502

DL=2.1 K

LL=3.0 K

W

.5

K

IP

S S

.8

K L F

S-507

'B'

'D'

'F'

'A'

'C'

'E' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

E a s t

M a in

S u it e

V e rm ill io n S

D

P h o n e

-6

-1

V e rm il li o n

N S tr e e t, S u it e

L in c o ln N

E

P h o

-4

-9

F a x

-4

-9

L in c o ln L in c o ln

N th

S tr e e t, S u it e

O m a h a

N E

-4

-3

W a rd

P a rk w a y

K a n s a s C it y

M O

-3

-9

D

R e v it

L o c a l2

\1

-0

-A

IS

V

R C s te v e

.m a cd o n a ld F

R

M .r v t

/2

/2

:0

:3

A

M

Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-103-1D

Main Level Framing Plan - Area D

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Main Level Framing Plan - Area D

Revisions

P

L

M

Q

N

R

N.5

7.7

6.7

5.9

1.7

3.5

5.1

A-403

H S

S X

X

/4

H S

S X

X

/4

K

H

C

H

C

K

K

C.6

C.7

1 2.5

W X

T .O

.S

W X

T .O

.S

W X

T .O

.S

W X

T .O

.S

W14X22

T.O.S.= 111' - 3 1/2"

W14X22

T.O.S.= 111' - 3 1/2"

W14X22

T.O.S.= 111' - 3 1/2"

W14X22

T.O.S.= 111' - 3 1/2"

9-16K2 STEEL JOISTS 1

K

K

K

2' - 3 13/16"

1' - 8"

3' - 0" 6-SP. @ 2'-0" = 12'-0"

1' - 0"

1' - 4"

4' - 0" 4' - 0" 2' - 2"

2' - 3 13/16"

DECK #4

SEE DETAIL

DECK #4

SEE DETAIL

DECK #1

SEE DETAIL

DECK #1

SEE DETAIL

W

.4

K

IP

S S

.0

K L F

W

.1

K

IP

S

S .8

K L F

W=13.0 KIPS

S=10.5 KLF

W=12.1 KIPS

S=10.5 KLF

W=1.8 KIPS

S=2.3 KLF

18-20K5 STEEL JOISTS

R = 3.8 KIPS

18-18K3 STEEL JOISTS

R = 3.0 KIPS 3' - 1 3/16"

4' - 0"1' - 11 1/4"

-3

L H

-S P

/1

S

T E

E L J

O

IS

T S

R

.8

K

IP

S

' - 7

/ 4

(1 )-S

P A

C E

S

'-0

'-0

' - 7

/ 4

21-C12X20.7 STEEL JOISTS

R = 1.5 KIPS

(20)-SPACES @ 4'-0" = 80'-0"

1' - 2"

H S

S X

X

/4

R

.0

K

IP

S

R

.0

K

IP

S

W16X31

T.O.S.= 113' - 9 1/2"

W18X35

T.O.S.= 113' - 9 1/2"

W24X55

T.O.S.= 113' - 9 1/2"

W18X76

T.O.S.= 114' - 4 7/8"

W18X76

T.O.S.= 114' - 4 1/2"

4'-0"X8" DEEP PRECAST CONCRETE HOLLOW CORE PLANKS W/ 2"

COMPOSITE CONCRETE TOPPING W/ 6X6-10/10 W.W.M REINF.

PLANKS SLOPE

SEE SCHEDULE FOR TOPPING REINFORCING

SEE AREA "B" FOR ADDITIONAL INFORMATION

S-505

SIM.

S-505 SIM.

S-505

SIM.

SL-1

W8X18

SL-1

W8X18

ML-1

M L -2

M L -2

LL=2.34 KIPS/FT

DL=6.1 K

LL=13.1 K

DL=9.2 K

LL=8.9 K

DL=6.3 K

LL=5.7 K

DL=6.8 K

LL=6.2 K

S-510

2' - 0"

(11)-SPACES @ 4'-0" = 44'-0"

3' - 8 5/8" 4' - 0"

2' - 6" 4' - 0"

4' - 0" 4' - 0"

4' - 0" 4' - 0"

L6X4X5/16

L6X4X5/16

L X

X

/4

" D E

C K

B E

A R

IN

G

A N

G L E

L X

X

/4

D

E C

K B

E A

R

IN

G A

N G

L E

L X

X

/4

D

E C

K B

E A

R

IN

G A

N G

L E

S-505

S-505

S-001

S-001

S-001

S-001

S-502

S-502

DECK PENETRATIONS

SEE

S-502

L3x3x1/4" CONT.

DECK BEARING ANGLE

L3x3x1/4" DECK BEARING ANGLE

S-505

A-704

K

RTU CURB

CONNECTION DETAIL

SEE

S-507

S-507

W

.3

K

IP

S S

.8

K L F

L3X3X1/4" DECK BEARING ANGLE

L3X3X1/4" DECK BEARING ANGLE

S-507

SIM.

'B'

'D'

'F'

'A'

'C'

'E' (OPTION 1)

SHEET NUMBER

SHEET TITLE

CLIENT INFORMATION

PROJECT INFORMATION

JOB #

ISSUE DATE

Checked by Drawn by

Davis Design All Rights Reserved

E a s t

M a in

S u it e

V e rm ill io n S

D

P h o n e

-6

-1

V e rm il li o n

N S tr e e t, S u it e

L in c o ln N

E

P h o

-4

-9

F a x

-4

-9

L in c o ln L in c o ln

N th

S tr e e t, S u it e

O m a h a

N E

-4

-3

W a rd

P a rk w a y

K a n s a s C it y

M O

-3

-9

D

R e v it

L o c a l2

\1

-0

-A

IS

V

R C s te v e

.m a cd o n a ld F

R

M .r v t

/2

/2

:0

:4

A

M

Nebraska National Guard

Bellevue Readiness Center S. 25th and Capehart Rd., Bellevue, NE

S-103-2A

Roof Framing Plan - Area A

18-0060

02/25/21

Checker Author

1/8" = 1'-0"

Roof Framing Plan - Area A

Revisions

L

Q

N

8.6

10.5

9.7

8.7

7.7

9.8

A-408

H

C

H

C

K

K

DECK #4

SEE DETAIL

W=7.4 KIPS

S=8.1 KLF

W=2.5 KIPS

S=11.1 KLF

W=3.7 KIPS

S=16.4 KLF

W

.6

K

IP

S

S

.3

K L F

3' - 1 3/16" 4' - 0"1' - 11 1/4"

11-20K5 STEEL JOISTS

R = 3.8 KIPS

14-18K3 STEEL JOISTS

R = 3.0 KIPS

3' - 0"

(10)-SPACES @ 4'-0" = 40'-0"

3' - 0" 2' - 0"1' - 8" 3' - 0"

(6)-SPACES @ 4'-0" = 24'-0"

2' - 7"

2' - 3"

(13)-SPACES @ 4'-0" = 52'-0"

2' - 3"

4'-0"X8" DEEP PRECAST CONCRETE HOLLOW CORE PLANKS W/ 2"

COMPOSITE CONCRETE TOPPING W/ 6X6-10/10 W.W.M REINF.

PLANKS SLOPE

SEE SCHEDULE FOR TOPPING REINFORCING

4'-0"X8" DEEP PRECAST CONCRETE HOLLOW CORE PLANKS W/ 2"

COMPOSITE CONCRETE TOPPING…