addendum no. 1 - cheever construction · addendum no. 1 project name ... astm d-1143 – pile load...

ADDENDUM NO. 1

PROJECT NAME: UNL Library Depository Retrieval Facility Addition UNL PROJECT NUMBER: 10814 BID INVITATION NUMBER: 2703-16-7200 CONSULTANT: The Clark Enersen Partners ADDRESS: 1010 Lincoln Mall, Suite 200, Lincoln, NE 68508 DATE OF ISSUANCE: June 28, 2016 DATE OF BID OPENING: July 12, 2016 The bid documents dated June 9, 2016 for the above referenced project are amended by this addendum. NOTICE: This Addendum is issued to all interested prospective bidders as an amendment to the project manual or other parts of the bidding (contract) documents for the above named project. Refere nce to this Addendum must be included in the Bid proposal. The information contained herein shall be fully incorporated into the contract documents as though originally included therein.

GENERAL 1. Attached are the Pre-Bid Meeting minutes. QUESTIONS AND MODIFICATIONS TO THE PROJECT MANUAL: QUESTIONS: 1. QUESTION: Since this is a cantilevered type canopy, we were told from the Mapes Canopies representative that the maximum projection can only be 5’. Please advise how to proceed. RESPONSE: Mark Mundorff with Mapes Canopies has confirmed that a 6ft Maximum projection will be possible. MODIFICATIONS: SECTION 04 20 00 – UNIT MASONRY

1. Modify the following section 2.3.B.1.b.2 Brick B: Utility Brick Veneer Color to be: Belden Wheatfield Velour

2. Modify the following section 2.3.B.1.c.2 Brick C: Utility Brick Veneer Color to be: Belden Wheatfield Velour SECTION 09 51 13 – ACOUSTIC PANEL CEILINGS

1. Modify the following section 2.1.A.2.d USG: to include approved product substitution of: USG Mars High NRC, 87100.

SECTION 31 63 00 – RAMMED AGGREGATE PIER GROUND IMPROVEMENT

1. Replace this section in its entirety with the attached section 31 63 00 AGGREGATE PIER GROUND IMPROVEMENT.

1901 Y Street / P.O. Box 880605 / Lincoln, NE 68588-0605

(402) 472-3131 / FAX (402) 472-5908

FACILITIES PLANNING & CONSTRUCTION

ADDENDUM NO. 1 Project Name: UNL Library Depository Retrieval Facility Addition Project Number: 10814 2 of 3

QUESTIONS AND MODIFICATIONS TO THE DRAWINGS: QUESTIONS: 1. QUESTION: Is the material used for the shelf guarding system provided by the contractor supplying the shelves or is it furnished by the steel contractor? RESPONSE: Per drawings, the shelving guardrails and bollards are included in the general construction package, see Sheet A9.10. 2. E-BID BIDDER QUESTION 2 thru 8 RESPONSE: Approved Mechanical Equivalents: Product Manufacturer Fire dampers NCA Terminal units Anemostat, Metalaire Air inlets and outlets Anemostat Roof Hoods Pennbarry Air cooled chiller Dunham Bush Exhaust fan Pennbarry MODIFICATIONS: DRAWING NO. L1.01, Existing Condition/ Site Demolition Plan

1. Reference General Note 10, remove, “Provide temporary fencing around the dripline when adjacent to any construction activity or staging area.” and replace with, “UNL Landscape Services shall install temporary fencing around all trees to remain.”

2. Reference Existing Condition/ Site Demolition Plan, remove the following notes, “Preserve and protect tree to remain, provide temporary fenc ing.” and replace with, “Preserve and protect tree to remain. UNL Landscape Services shall install temporary fencing.”

DRAWING NO. A1.11, A6.10 DETAILS 9, 11, 12, 13, 14

1. Delete the reception desk casework. Details 11, 12, 13, 14 removed from sheet. DRAWING NO. S0.00, Structural Notes, Required IBC Special Structural Inspections

1. Reference the note below the double underlined title. Revise the words General Contractor to Owner. DRAWING NO. S2.02, Floor & Low Roof Framing Plan

1. Reference the note near Grid Intersection E.4-12 calling out the beam on Grid 12.1, replace this note with the following: W16x31, SEE 20/S4.01 FOR ADDITIONAL REQUIREMENTS

DRAWING NO. S4.01, Framing Details

1. Reference attached revised sheet. Section Detail 20 was added. DRAWING NO. M3.02, Enlarged Mechanical Room Plan 12’ -0” A.F.F.

1. Reroute 14” flue thru roof. Flue was previously shown terminating at the west wall. DRAWING NO. M3.05, Mechanical Roof Plan

1. Rerouted 14” flue thru roof.

ADDENDUM NO. 1 Project Name: UNL Library Depository Retrieval Facility Addition Project Number: 10814 3 of 3

DRAWING NO. E0.00, Light Fixture Schedule The following fixture shall be added as equals: B METALUX- HBLED-LD4-N-WG-UNV-L840-ED2-U-(HBAYC-CHAIN/SET/U) C PORTFOLIO- LD6A20D010TE-ERW6A20940-6LW111H-HB26 H METALUX- 4ILED-LD4-7-W-WG-UNV-L840-CD1-U-(AYC-CHAIN/SET-U K METALUX- 4SWLRD-LD4-40SL-LW-UNV-L840-HCD1-SVPD3*-U L PORTFOLIO- LD6A20D010TE-ERW6A20940-6LW1H-HB26-LGSKT6IP66 EXIT SURE-LITES- CX71/2WHSD EMER LED-60 DRAWING NO. E0.01, Site Electrical Utilities Plan The fiber optic conduit routing has been changed. DRAWING NO. E2.01, First Floor Power & Auxiliary Systems Plan Routing of new fiber optic conduit has been added.

END OF ADDENDUM NO. 1

Architecture + Landscape Architecture + Engineering + Interiors Page 1 of 2

1010 Lincoln Mall, Suite 200 www.clarkenersen.comLincoln, NE 68508-2883 402 477.9291 Fax 402 477.6542 Lincoln, NE | Kansas City, MO | Fairway, KS

Meeting Minutes

Project: UNL Library Depository Retrieval Facility AdditionProject Number: 018-238-15

Meeting Date: 6/22/2016Meeting Location: UNL Library Depository Retrieval Facility Expansion

Attendees: See attached.

PreBid Meeting

1. UNL and Design Team introductions2. Schedule

a. Last day for bidder questions: June 30th at 4pm. Submit through E-bid system.b. Addenda: will posted via E-bid system. Final Addendum issued on July 6th.c. Bids due July 12th at 10am: submitted through the E-bid system which has a hard deadline,

you will be locked out of bidding at precisely 10am, plan accordingly.d. Architect plans for Addendum 001 to be posted Tuesday 6/28/2016

3. Brief Project Overview & Notesa. Architect noted: Ground Improvement work to be GeoPiers, portion of concrete slab

specified as Super Flat, existing transformer is relocated, building additions at the North andWest, relocating trees adjacent to parking.

b. Staging area to the NW, fence surround required, see drawings and specifications.c. Project phasing will be important. Electrical service downtime is to be minimized, new

Mechanical system is to be operational prior to switching over. See drawings and addenda.d. Dust protection at selective demolition areas connecting spaces will be critical, very

sensitive materials are stored in the current storage facility.e. High bay storage shelving is a separate bid package, coordination with vendor will be

required for fire sprinkler protection, moisture alarm, HVAC, steel shelving protection.Shelving plans included in drawing set for reference.

f. Floor slab elevation of addition must match existing slab elevation, equipment will be movingbetween the adjoining spaces. GC to verify and QC.

g. Final location of electrical utility routing to be clarified by addendum.4. Alternates: three total included in CD package.5. No unit cost or allowances.6. Restroom and Facilities are not open to contractors, this is a secure facility.7. Work hours are open to the Contractors.8. Waste management and hazardous materials to be properly disposed of, keep the work site clean.9. Parking permits are required. Contractor responsible for all tickets and infractions.

Reminders

1. Check clarity of PDFs on E-bid. (TCEP reviewed online, PDF appears crisp and clear of defects)2. Fire alarm: UNL will complete fire alarm and moisture detection systems.

Architecture + Landscape Architecture + Engineering + Interiors Page 2 of 2

1010 Lincoln Mall, Suite 200 www.clarkenersen.comLincoln, NE 68508-2883 402 477.9291 Fax 402 477.6542 Lincoln, NE | Kansas City, MO | Fairway, KS

Meeting Minutes3. Electrical panel is unlocked at west exterior wall, someone wants to take a look and provide UNL

recommendation/assessment.4. Send pictures of electrical room (attached).

Existing Facility and Site Tour

SECTION 31 63 00 – AGGREGATE PIER GROUND IMPROVEMENT

University of Nebraska – Lincoln 31 63 00 Aggregate Pier Ground

Improvement

Issued 06/09/16 10814 – UNL Library Depository Retrieval

Facility (A122) Addition Page 1 of 10

1. GENERAL

1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and other Division 00 and Division 01 Specification Sections, apply to this Section.

1.2 DESCRIPTION

A. Work shall consist of designing, furnishing and installing materials, and constructing a ground improvement system at the locations noted on the drawings and as specified herein. Ground improvement system shall be either vibro stone columns or rammed piers. “Aggregate Piers” referenced in these specifications refer to both vibro stone columns and rammed piers.

1.3 WORK INCLUDED

A. Provision of all equipment, material, labor, and supervision to design and install aggregate pier elements. Design shall rely on subsurface information presented in the project geotechnical

report. Removal of spoils from the site (which result from aggregate pier construction),

removal of spoils off the working pad, footing excavation, and subgrade preparation

following aggregate pier installation is NOT included.

B. Drawings and General Provisions of the Contract, including General and Supplemental Conditions, and Division 1 Specifications, apply to the work in this specification.

1.4 APPROVED INSTALLERS

A. Installers of aggregate pier foundation systems shall have a minimum of 5 years of experience with the installation of aggregate piers.

1. Geopier Foundation Company 2. Subsurface Constructors, Inc.

1.5 RELATED WORK

A. Section 00 31 32 – Geotechnical Data.

B. Section 03 30 00 – Cast In Place Concrete.

C. Section 31 20 00 – Earth Moving.

1.6 REFERENCE STANDARDS

A. Design: The ground improvement installer shall be responsible for design of a vibro stone column or rammed pier ground improvement system that meets the global stability, allowable bearing capacity, and settlement requirements stated on the contract plans. Industry recognized standards or design methods specific to the installer’s equipment and construction methods shall be used.



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B. Modulus and Uplift Testing:

1. ASTM D-1143 – Pile Load Test Procedures. 2. ASTM D-1194 – Spread Footing Load Test. 3. ASTM-D-3689 – Uplift Load Test.

C. Materials and Inspection:

1. ASTM D-1241 – Aggregate Quality. 2. ASTM STP 399 – Dynamic Penetrometer Testing. 3. ASTM D-422 – Gradation Soils.

1.7 CONFLICTS IN SPECIFICATIONS/REFERENCES

A. Where specifications and reference documents conflict, the Architect/Engineer shall make the final determination of the applicable document.

1.8 CERTIFICATIONS AND SUBMITTALS

A. The installer shall submit detailed design calculations and construction drawings to the Architect and to the Geotechnical Engineer of Record for approval at least three (3) weeks prior to the start of construction. All plans shall be sealed by a Professional Engineer licensed in the State of Nebraska (referred in this specification as “the Designer”).

B. Aggregate pier slab support is required, therefore, the submittal shall include Finite Element Analyses to determine that the flexural stresses calculated in the floor slab do not exceed the ultimate flexural stress with an appropriate safety factor. The design shall consider the live floor loading, slab thickness, aggregate pier spacing, overlying fill if present and other factors

C. The Stone Column or Aggregate Pier engineer shall have Errors and Omissions design insurance for the work. The insurance policy should provide a minimum coverage of $2 million per occurrence.

D. Modulus and Uplift Test Data: The Installer shall furnish the General Contractor a description of the installation equipment, installation records, complete test data, analysis of the test data and recommended design parameter values based on the modulus test results. The report shall be prepared under supervision of a registered professional engineer.

E. Daily Progress Reports: The Installer shall furnish a complete and accurate record of aggregate pier installation to the General Contractor. The record shall indicate the pier location, length, average lift thickness and final elevations of the base and top of piers. The record shall also indicate the type and size of the densification equipment used. The Installer shall immediately report any unusual conditions encountered during installation to the General Contractor, to the Designer and to the Testing Agency.

1.9 BASIS OF PAYMENT

A. This work will be paid for at the contract lump sum price for AGGREGATE PIERS.



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2. PROUDCTS

2.1 MATERIALS

A. Aggregate used for piers constructed above the water table shall be Type I Grade B in accordance with ASTM D-1241-68, or shall be other graded aggregate selected by the Installer and successfully used in the modulus test. It shall be compacted to a densification and strength, which provides resistance to the dynamic penetration test (ASTM STP 399) of a minimum average of 15 blows per 1.75-inch vertical movement.

B. For aggregate used for piers constructed below the water table, the gradation shall be the same as Type I Gradation B, except that particles passing the No. 40 sieve shall be eliminated. Alternatively, No. 57 stone or other stone selected by the Stone Columns or Aggregate Pier Installer may be used. Dynamic penetration resistance testing is inappropriate for this material.

C. Potable water or other suitable source shall be used to increase aggregate moisture content where required. Access to water on site shall be provided to the Installer.

D. Installer to coordinate adequate and suitable marshalling areas on the project site for the use of the Installer for the storage of aggregate and equipment.

3. DESIGN REQUIREMENTS

3.1 STONE COLUMN AND AGGREGATE PIER DESIGN

A. The Aggregate Pier design stiffness modulus value shall be verified by the results of the modulus test, described in this specification.

B. Stone Columns or Aggregate piers shall be designed in accordance with generally-accepted engineering practice and the methods described in Section 1 of these Specifications. The design shall meet the following criteria.

1. Minimum Allowable Bearing Pressure for Aggregate Pier Reinforced Soils: 5,000 psf. 2. Minimum Aggregate Pier Area Coverage (for square Spread Footings): 30%. 3. Settlement Criteria:

a. Actual Maximum Total Settlement: 1 inch b. Actual Maximum Differential Settlement: 1/2 inch in 30 feet. c. Design Maximum Differential Settlement: 1/4 inch in 30 feet.

4. Super Flat Slab Loading Criteria:

a. Rack/Shelving Point Load: 15 kips b. Average Floor Stress Beneath Shelving: 2.1 kips per square foot c. Average Floor Stress Full Floor Area: 1.2 kips per square foot.



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C. The design submitted by the Installer shall consider the bearing capacity and settlement of all footings supported by aggregate piers, and shall be in accordance with acceptable engineering practice and these specifications. Total and differential settlement shall be considered. The design life of the structure shall be 50 years.

D. The Stone Column or Aggregate Pier system shall be designed to preclude plastic bulging deformations at the top-of-pier design stress and to preclude significant tip stresses as determined from the shape of the telltale test curve from telltales installed in modulus test piers. The results of the modulus test shall be used to verify the design assumptions.

E. The design shall require that the modulus load test be performed to a minimum top-of-pier stress of 3 times the allowable bearing capacity, and the test shall be performed to 150% of the design top-of-pier stress.

3.2 DESIGN SUBMITTAL

A. The Installer shall submit detailed design calculations, construction drawings, and shop drawings, (the Design Submittal), for approval at least three (3) weeks prior to the beginning of construction. A detailed explanation of the design parameters for settlement calculations shall be included in the Design Submittal. Additionally, the quality control test program for stone columns or aggregate piers, meeting these design requirements, shall be submitted. All computer-generated calculations and drawings shall be prepared and sealed by a Professional Engineer, licensed in the State of Nebraska.

4. EXECUTION

4.1 STONE COLUMNS

A. Install stone columns with a down-hole vibrator capable of densifying the aggregate by forcing it radially into the surrounding soil. The vibrator shall be of sufficient size and capacity to construct stone columns to the diameters and lengths shown on the installer’s approved construction drawings.

B. The probe and follower tubes shall be of sufficient length to reach the elevations shown on the installer’s approved construction drawings. The probe, used in combination with the available pressure to the tip jet, shall be capable of penetration to the required tip elevation. Preboring shall be permitted if it is specified in the installer’s approved construction procedure submittal.

C. The probe and follower shall have visible markings at regular increments to enable measurement of penetration and penetration depths.

D. Provide methods for supplying to the tip of the probe a sufficient quality of air or water to widen the probe hole to allow adequate space for stone backfill placement around the probe.

E. The probe shall penetrate into the foundation soil layer to the minimum depths required in the installer’s construction plans.

F. Lift thickness shall not exceed 4 feet. After penetration to the treatment depth, slowly retrieve the vibrator in 12-inch to 18-inch increments to allow backfill placement.



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G. Compact the backfill in each lift by repenetrating it at least twice with the vibrating probe to densify and force the stone into the surrounding soil.

H. Install stone columns so that each completed column is continuous throughout its length.

4.2 RAMMED PIERS

A. All Aggregate Pier elements shall be pre-augured using mechanical drilling or excavation equipment. Installation of piers without pre-augering shall not be allowed because this technique results in significant disturbance and remolding of the matrix soils surrounding the piers.

B. If cave-ins occur during excavation such that the sidewalls of the hole are deemed to be unstable, steel casing or a drilling slurry shall be used to stabilize the excavation.

C. If cave-ins occur on top of a lift of aggregate such that the volume of the caved soils is greater than 10 percent of the volume of the aggregate in the lift, then the aggregate shall be considered contaminated and shall be removed and replaced with uncontaminated aggregate.

D. Special high-energy impact densification apparatus shall be employed to densify the Aggregate Pier elements during installation. The apparatus shall apply direct downward impact energy to each lift of aggregate.

E. A minimum tamper energy level of 250,000 foot-pounds of force per minute shall be applied by the energy source.

F. The bottom of the excavation shall be densified prior to the placement of the aggregate. If wet, soft or sensitive soils are present, open-graded aggregate, such as ASTM No. 57 stone or other, shall be placed at the bottom of the excavation and compacted to stabilize the element bottom and may serve as the initial lift.

G. Densification shall be performed using a beveled tamper. The beveled tamper foot is required to adequately increase the lateral earth pressure in the matrix soil during installation.

H. Downward pressure shall be applied to the tamper shaft during tamping.

I. Each lift of aggregate shall be tamped for a minimum of 15 seconds.

4.3 PLAN LOCATION AND ELEVATION OF AGGREGATE PIER ELEMENTS

A. The center of each pier shall be within six inches of the plan locations indicated. The final measurement of the top of piers shall be the lowest point on the aggregate in the last compacted lift. Piers installed outside of the above tolerances and deemed not acceptable shall be rebuilt at no additional expense to the Owner.



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4.4 REJECTED AGGREGATE PIER ELEMENTS

A. Aggregate pier elements improperly located or installed beyond the maximum allowable tolerances shall be abandoned and replaced with new piers, unless the Designer approves other remedial measures. All material and labor required to replace rejected piers shall be provided at no additional cost to the Owner.

5. QUALITY CONTROL

5.1 QUALITY CONTROL REPRESENTATIVE

A. The Installer shall have a full-time Quality Control (QC) representative to verify and report all QC installation procedures. The Installer shall immediately report any unusual conditions encountered during installation to the Design Engineer, the General Contractor, and to the Testing Agency. The QC procedures shall include the preparation of Aggregate Pier Progress Reports completed during each day of installation and containing the following information.

1. Footing and Aggregate Pier location. 2. Aggregate Pier length and drilled diameter. 3. Planned and actual Aggregate Pier elevations at the top and bottom of the element. 4. Average lift thickness for each Aggregate Pier. 5. Soil types encountered at the bottom of the Aggregate Pier and along the length of the

element. 6. Depth to groundwater, if encountered. 7. Documentation of any unusual conditions encountered. 8. Type and size of densification equipment used.

5.2 QUALITY CONTROL VERIFICATION PROGRAM

A. The Installer shall have a full-time, on-site Control Technician to document the installation. The Installer shall immediately report any unusual conditions encountered during installation to the Aggregate Pier Designer, the General Contractor, and to the Testing Agency.

B. The installer shall be responsible for design of a verification program to assure the quality of the construction. The program shall verify that the installed ground improvement system satisfies the performance requirements noted on the contract plans and the design requirements determined by the ground improvement system designer. As a minimum, the verification program shall include the following:

1. Program to monitor performance of the ground improvement system during and after construction of the proposed structure or embankment to be supported. This program may include installation of settlement plates, monitoring points, inclinometers, piezometers, or other instrumentation.

2. Stone column installation shall be monitored by an on board computer monitoring system. Monitoring system shall log stone column number, time of installation, depth, hydraulic pressure applied during the boring process and during the compacting process. Recorded data for each stone column shall be plotted depth/pressure versus time. Installation records for each shall be made available upon request in electronic format within 24 hours of installation.



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3. Proposed means and methods for verification that the installed aggregate piers meet the strength and/or stiffness criteria required by the design. This may include, but shall not be limited to, modulus or load tests on individual elements and/or groups, soil borings, and other methods as approved by the Engineer.

4. Quality control program to verify that the ground improvement system is installed in accordance with the designer’s specifications and the requirements in this special provision. The quality control program shall include testing and observations by qualified personnel employed by the ground improvement installer or an independent testing laboratory.

5. As required by the aggregate pier Designer, a Rammed Aggregate Pier Modulus Test(s) will be performed at location(s) agreed upon by the aggregate pier Designer and Testing Agency to verify or modify Rammed Aggregate Pier designs. The 100% load test interval shall be a minimum of 3 times the allowable bearing pressure (15,000 psf) and the test should be performed to 150% of the maximum top-of-pier stress in the design calculations before the unload cycle. The design stiffness modulus shall be achieved at the 100% test interval otherwise remedial action will be required by the Installer.

6. Modulus Test Procedures shall utilize appropriate portions of ASTM D 1143 and ASTM D

1194, as outlined in the Rammed Aggregate Pier design submittal.

7. Bottom stabilization testing (BSTs) shall be performed by the Control Technician during the installation of the modulus test pier. Additional testing as required by the aggregate pier Designer shall be performed on selected production aggregate pier elements to compare results with the modulus test pier.

C. Building Additions

1. Due to the close proximity of the intermediate foundation installation to the existing building, the Installer must ensure that any vibrations caused by installation of the aggregate pier system will not be detrimental to the existing building.

6. QUALITY ASSURANCE

6.1 INDEPENDENT ENGINEERING TESTING AGENCY

A. The Owner is responsible for retaining an independent engineering testing firm to provide Quality Assurance services. The Testing Agency should be the Geotechnical Engineer of Record.

6.2 RESPONSIBILITIES OF GEOTECHNICAL ENGINEER AND INDEPENDENT ENGINEERING TESTING AGENCY

A. The Geotechnical Engineer of Record shall review and approve the Installer’s Design Submittal.

B. The Testing Agency shall monitor the installation of aggregate pier elements to verify that all work is performed in accordance with the approved Design Submittal.

C. The Testing Agency shall monitor the modulus test pier installation and testing. The Installer shall provide and install all dial indicators and other measuring devices.



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D. The Testing Agency shall monitor the installation of aggregate pier elements to verify that the production installation practices are similar to those used during the installation of the modulus test elements.

E. The Testing Agency and Geotechnical Engineer of Record shall observe footing excavations and densification of aggregate piers and provide written reports per section 7.4.D. Dynamic Cone Penetration testing may be performed to evaluate the footing bottom condition as determined by the Testing Agency.

F. The Testing Agency shall report any discrepancies to the Installer and General Contractor immediately.

7. RESPONSIBILITIES OF GENERAL CONTRACTOR

7.1 PREPARATION

A. The General Contractor shall locate and protect underground and aboveground utilities and other structures from damage during installation of the Aggregate Pier Elements.

B. The General Contractor will provide the site to the Installer, after earthwork in the area has been completed.

C. Site subgrade shall be established by the General Contractor within 3 inches of final design subgrade, as approved by the Design Engineer.

D. Drill spoil removal from the aggregate pier work area shall be removed from the building pad area in a timely manner to prevent interruption of aggregate pier installation is required.

E. The location of aggregate pier-supported foundations for this project, including layout of individual Rammed Aggregate Pier elements, shall be marked in the field using survey stakes or similar means at locations shown on the drawings.

7.2 EXCAVATIONS OF OBSTRUCTIONS

A. Should any obstruction be encountered during aggregate pier installation, the General Contractor shall be responsible for promptly removing such obstructions or the pier shall be relocated or abandoned. Obstructions include, but are not limited to, boulders, timbers, concrete, bricks, utility lines, etc., which shall prevent placing the piers to the required depth, or shall cause the pier to drift from the required location.

B. Dense natural rock or weathered rock layers shall not be deemed obstructions, and piers may be terminated short of design lengths on such materials.



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7.3 UTILITY EXCAVATIONS

A. The General Contractor shall coordinate all excavations made subsequent to Aggregate Pier installations so that at least five feet of horizontal distance remains between the edge of any installed Aggregate Pier and the excavation. In the event that utility excavations are required at horizontal distances of less than five feet from installed Aggregate Piers, the General Contractor shall notify the Aggregate Pier Designer to develop construction solutions to minimize impacts on the installed Aggregate Piers.

B. Recommended procedures may include:

1. Using cement-treated base to construct portions of the Aggregate Piers subject to future excavations.

2. Replacing excavated soil with compacted crushed stone in the portions of the excavations where the Aggregate Piers have been disturbed. The placement and compaction of the crushed stone shall meet the following requirements.

a. The crushed stone shall meet the gradation specified by the Designer. b. The crushed stone shall be placed in a controlled manner using motorized impact

compaction equipment. c. The aggregate should be compacted to 95% of the maximum dry density as

determined by the modified Proctor method (ASTM D-1557). d. The Testing Agency shall be on site to observe placement, compaction, and

provide density testing. The test results shall be submitted to the Designer and the General Contractor. The subcontractor shall provide notification to the Testing Agency and the Designer when excavation, placement, and compaction will occur and arrange for construction observation and testing.

7.4 FOOTING BOTTOMS

A. Excavation and surface compaction of all footings shall be the responsibility of the General Contractor.

B. Foundation excavations to expose the tops of Aggregate Pier elements shall be made in a workmanlike manner, and shall be protected until concrete placement, with procedures and equipment best suited to (1) prevent softening of the matrix soil between and around the Aggregate Pier elements before pouring structural concrete, and (2) achieving direct and firm contact between the dense, undisturbed Aggregate Pier elements and the concrete footing.

C. Recommended procedures for achieving these goals are to:

1. Limit over-excavation below the bottom of the footing to 3-inches (including disturbance from the teeth of the excavation equipment).

2. Compaction of surface soil and top of Aggregate Pier elements shall be prepared using a motorized impact compactor (“Wacker Packer”, “Jumping Jack”, or similar). Sled-type tamping devices shall not be used. Compaction shall be performed over the entire footing bottom to compact any loose surface soil and loose surface pier aggregate.

3. Place footing concrete immediately after footing excavation is made and approved, preferably the same day as the excavation. Footing concrete must be placed on the same day if the footing is bearing on expansive or sensitive soils.



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4. If same day placement of footing concrete is not possible, place a minimum 3-inch thick lean concrete seal (“mud mat”) immediately after the footing is excavated and approved.

D. The following criteria shall apply, and a written inspection report sealed by the project Geotechnical Engineer shall be furnished to the Installer to confirm:

1. That water (which may soften the unconfined matrix soil between and around the Aggregate Pier elements, and may have detrimental effects on the supporting capability of the Aggregate Pier reinforced subgrade) has not been allowed to pond in the footing excavation at any time.

2. That all Aggregate Pier elements designed for each footing have been exposed in the footing excavation.

3. That immediately before footing construction, the tops of all the aggregate pier elements exposed in each footing excavation have been inspected and recompacted as necessary with mechanical compaction equipment, and that the tops of any Aggregate Pier elements which may have been disturbed by footing excavation and related activity have been recompacted to a dry density equivalent to at least 95% of the maximum dry density obtainable by the modified Proctor method (ASTM D-1557).

4. That no excavations or drilled shafts have been made after installation of Aggregate Pier elements within horizontal distance of five feet from the edge of any pier, without the written approval of the Installer of Designer.

END OF SECTION 31 63 00

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4"

1' - 6" 30' - 0" 30' - 0" 30' - 0" 15' - 6 1/2" 2' - 2" 6' - 6 1/2" 8' - 10" 2' - 5"1' - 6" 4' - 0" 8' - 6" 13' - 7" 7' - 1" 6"

24' - 8" 4' - 11 1/8" 12' - 2 1/2" 2' - 8"

1' - 0"

1' - 8"

1' - 8" 4' - 4" 7' - 4"

47' - 1 5/8"

6" 22' - 10" 22' - 6 5/8" 1' - 3"

7'-0

"24

'-10

3/4"

4'-9

1/4"

3'-1

13/4"

1'-8

1/4"

2'-0

"15

'-4"

28'-

0"6'

-0"

3'-0

"

1'-8

"

3'-0

"1'

-8"

3'-3

"1'-

6"11

'-81

/2"23

'-81

/2"7'

-2"

4'-8

"4'

-7" 1"

3'-2

"5'

-0"

90' - 0" 40' - 8" 12' - 0" 3' - 11 5/8" 4' - 0" 4' - 8 3/8" 6' - 0" 1' - 8" 3' - 0" 8' - 11 1/2" 10' - 2 1/8" 2' - 8" 5' - 4" 5' - 8" 2' - 4" 6' - 0"

1' - 8"

2' - 0"

163' - 0" 22' - 1 5/8" 13' - 8" 10' - 0"

22' - 10" 2' - 1 5/8" 10' - 2" 10' - 3" 5" 10"

26'-

8"22

'-0"

46'-

8"95

'-4"

1'-6

"10

'-11

/2"23

'-81

/2"11

'-10

"11

'-53

/4"31

'-01

/4"3'

-113

/4"1'-8

1/4"

6'-0

"31

'-8"

3A4.10

1A4.11

2A4.11

3A4.11 A5.10

1

101B

101

E13

1VS2

105D

108

110C

E12

E11

110A

110B

111

109

105B

105C

S11

1ST2

N11

110AA

A2.10

3

A2.10 6

2A4.10

11.3

2A4.12

3A4.12

2A4.13

3A4.13

4A4.12

A.1

1A4.12

1A4.13

B.5

AISLE 1

AISLE 2

AISLE 3

AISLE 4

AISLE 5

AISLE 6

AISLE 7

AISLE 8

6.76.3

1VS1

E14

SF-101

SF-102 SF-103

CW-1

01

SF-104

IAF-101

IAF-

102

CW-1

02

IAF-

103A3

F3

F3A3

7'-4

"47

/8"31

'-25

/8"

4 1/4" 12' - 11 7/8" 4 7/8" 7' - 6"

H6

H6

H6

13'-

23/8"

(VER

IFY)

(VER

IFY)

5'-7

1/2"

A6.10

7

3'-2

"

A6.109

12.1

E.4

A2.12

1

GPDW ON EXTERIOR WALL

17' - 4" EXTENT OF

GENERAL NOTE:GPDW ON INTERIOR SIDE OF EXTERIORWALL IN DOCUMENT STORAGE 110A NOTREQUIRED BEHIND SOUTH ENDS OFSHELVING UNITS OR BEHIND WESTWALL OF SHELVING UNIT IN AISLE 8.REFER TO WALL DIMENSIONS FORGPDW REQUIREMENTS.

A6.1010

A2.133

Y

Z

M6

F6

F6

M6

A3

A3

6A2.13

101A

EJ-4EJ-3

EJ-4

EJ-5110D

5A2.13

EJ-3

COMBINE LOWER ROOFGUTTER W/ UPPER ROOFGUTTER INTO STORM PIPING

A3

A3

A3EJ-5

REFER TO SHEET A9.10 FOR SHELVING GUARDINGDETAILS, TYP. EA. SIDE OF EA. AISLE, TYP.

W.5

56'-

0"

A7.101

Sim

001A

E

4 6 7

A2.107

4' - 0"

12'-

0"4'

-0"

Key Plan

EXISTING

NEW

#?

? - #

Lincoln, Nebraska1010 Lincoln Mall, Suite 200Lincoln, NE 68508-2883402 477.9291 Fax 402 477.6542

Kansas City, MissouriFairway, Kansas

Landscape Architecture

www.clarkenersen.com

Architecture

EngineeringInteriors

Plot

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UNL Project Number:UNL Project Manager:Campus Name:Building Name:

Building Number:Building Acronym:Address:

UNL Project Name:

Consultant:

Seal:

Project Revisions:

Sheet Title:

Sheet Number:

Issue:Date:Dwg File:Drawn By:Checked By:These drawings & the designs here illustrated are the soleproperty of the University of Nebraska & may not bereproduced in whole or in part without express writtenpermission.

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A1.11

TCEP No.: 018-238-15

10814

2055 N. 35th StreetLincoln, NE

J. GoodwaterUNL East Campus

A122LDR

UNL Library DepositoryRetrieval Facility Addition

First Floor Plan

Construction DocumentsJune 9, 2016

QMHK

Library DepositoryRetrieval Facility

SCALE: 1/8" = 1'-0"

FIRST FLOOR PLAN

SCALE: 1/8" = 1'-0"

PARTIAL FIRST FLOOR PLAN - ALTERNATE A-2

- 01/25/2016 Intermediate Design ReviewSubmittal

- 04/08/2016 Design Development- 05/16/2016 95% Owner Review- 06/09/2016 Construction Documents

A -001 06/28/2016 Addendum 001

EXPANSION JOINT SCHEDULEEQUIPMENTNOTE TAG MANUFACTURER

MODELNUMBER EQUIPMENT DESCRIPTION INTERIOR/EXTERIOR FIRE RATING

EJ-1 C/S GROUP HS-200 2" FLOOR-TO-FLOOR NON-COMPRESSED CLOSEDCELL FOAM ASSEMBLIES

INTERIOR 1-HOUR (MODELRFX FLOOR)

EJ-2 C/S GROUP FWSC-200M 2" WALL-TO-WALL CORNER JOINT COVERASSEMBLIES W/ CONT. EXTRUDED FLEXIBLEPRIMARY SEAL

INTERIOR 1-HOUR (MODELRFX WALL)

EJ-3 C/S GROUP 2" WALL-TO-WALL JOINT COVER ASSEMBLIES W/CONT. ALUM. COVER PLATE

EXTERIOR

EJ-4 C/S GROUP ASMC-200X 2" WALL-TO-WALL CORNER JOINT COVERASSEMBLIES W/ CONT. ALUM. COVER PLATE

EXTERIOR

EJ-5 C/S GROUP FWSC-200 2" WALL-TO-WALL CORNER JOINT COVERASSEMBLIES W/ CONT. EXTRUDED FLEXIBLEPRIMARY SEAL

INTERIOR

EJ-6 (NOT USED)EJ-7 C/S GROUP HCW-200 2" WALL-TO-CEILING ASSEMBLIES W/ CONT.

EXTRUDED FLEXIBLE PRIMARY SEALINTERIOR

EJ-8 N/A N/A 2" ROOF-TO-PARAPET JOINT COVER ASSEMBLIES(REFER TO DETAILS)

EXTERIOR

4'0 8' 16'

4'0 8' 16'

-

1'-6

"

CT-2

2'-0

"3"

3'-0

"

8'-0

"

GB-3GB-2

GB-1

1' - 6" 4' - 8 7/8" 2' - 9 1/8"

GB-1

GB-2

GB-3

TTD-1

CT-2

3'-0

"

3"

2'-0

"

9' - 0"

8'-0

"

SD-1

M-1

PTD-3

2'-1

0"

CT-1

8'-0

"

SD-1

101B

CT-1

DOOR &FRAME PERSCHEDULE

9' - 0"

8'-0

"

WC-ADA

4'-0

"

EQ EQ

12'-

0"

WC-1

WC-1 WRAPSCORNER TOMEETCURTAINWALL

BASE ACCESSORY W/ WC-1

EXPANSIONJOINT EJ-5

PT-1

WC-1 WRAPS CORNER TOMEET EXPANSION JOINT

7' - 6"

1' - 3"

P.LAM LOCKERS.

7'-0

"

8A6.10

D

11 11.511.1

E.2

E.3

A6.106

RECEPTION102

READING ROOM101

EJ-4EJ-5

1'-6

"

3 5/8"

1 5/8" 2' - 0" 8" 5' - 4" 3' - 10 3/8"

3 5/8"

1' - 6"

11"

7"11

"35

/8"

2' - 8" 5' - 4" 5' - 8"

13' - 8"

1'-6

"1'

-25/8

"

11'-

3"2"

1'-9

3/8"

11"

1'-6

"9"

3'-0

"2"

6'-7

1/2"

P.LAM. BASE

PLASTIC LAMINATE OVER1/2" MDF (PL-1)

COAT ROD

HAFELE LOCK, SEE SPEC

BLOCKING AS REQUIRED

1' - 6"

7'-0

"

5'-6

"1'

-6"

4"

P.LAM. CLAD SHELF

INTERIOR OF LOCKERTO BE CLAD IN P.LAM.

A

11 4A3.10

1211.3 2A4.12

4A4.12

A.1A.1

1A4.12

B.5B.5

A6.10

1

2

3

4

A6.10

5

71/4"

3'-0

"71

/4"

6"

6' - 8 1/4" 1' - 1 1/4"

1' - 4" 2" 4' - 5 1/2" 7 1/4" 6' - 1" 7 1/4" 8' - 10 5/8" 1' - 8"

71/4"

3'-0

"

1'-3

"9'

-3"

2'-1

1"47

/8"1'

-61/8

"

9' - 0" 1' - 6 5/8"

4' - 11 1/8" 12' - 2 1/2" 2' - 8" 1' - 5" 1' - 3"

2'-0

"15

'-4"

2'-1

1"9'

-3"

3/8"

1'-2

5/8"

9'-3

"1"

EJ-3

EJ-5

9'-0

"

A7.101

Sim

Key Plan

EXISTING

NEW

#?

? - #





Architecture


Plot

Time

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ame:

UNL Project Number:UNL Project Manager:Campus Name:Building Name:

Building Number:Building Acronym:Address:

UNL Project Name:

Consultant:

Seal:

Project Revisions:

Sheet Title:

Sheet Number:

Issue:Date:Dwg File:Drawn By:Checked By:These drawings & the designs here illustrated are the soleproperty of the University of Nebraska & may not bereproduced in whole or in part without express writtenpermission.

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A6.10

TCEP No.: 018-238-15

10814


J. GoodwaterUNL East Campus

A122LDR


Interior Elevations and Enlarged FloorPlans

Construction DocumentsJune 9, 2016

QMHK


SCALE: 3/8" = 1'-0"

101B - NORTH1SCALE: 3/8" = 1'-0"

101B - EAST2SCALE: 3/8" = 1'-0"

101B - SOUTH3SCALE: 3/8" = 1'-0"

101B - WEST4SCALE: 3/8" = 1'-0"

101 - NORTH5

SCALE: 3/8" = 1'-0"

101 - WEST6SCALE: 3/8" = 1'-0"

101 - SOUTH7SCALE: 1/4" = 1'-0"

ENLARGED FLOOR PLAN9

ABBR. ACCESSORY MANUFACTURER MODEL NUMBER REMARKS FURNISHED BY INSTALLED BYGB-1 36" GRAB BAR BOBRICK B-6806.99X36 36" A.F.F. TO CENTER OF GRAB BAR CONTRACTOR CONTRACTORGB-2 48" GRAB BAR BOBRICK B-6806.99X48 36" A.F.F. TO CENTER OF GRAB BAR CONTRACTOR CONTRACTORGB-3 24" GRAB BAR - VERTICAL BOBRICK B-6806.99X24 39" FROM REAR WALL TO CENTERLINE, 40" A.F.F. TO BOTTOM CONTRACTOR CONTRACTORM1 2'-0" W x 3'-0" H MIRROR BOBRICK B-293 40" A.F.F. TO BOTTOM EDGE OF REFLECTIVE SURFACE CONTRACTOR CONTRACTORPTD-3 PAPER TOWLE DISPENSER/WASTE RECEPTICAL BOBRICK B-3961 48" A.F.F. MAX. TO PAPER TOWEL (VERIFY W/ MFGR) CONTRACTOR CONTRACTORSD-1 SOAP DISPENSER 40" A.F.F. TO CENTER OF PUSH BUTTON (VERIFY W/ MFGR.) OWNER OWNERTTD-1 TOILET TISSUE DISPENSER 16" A.F.F. TO CENTER OF ROLL OWNER OWNER

TOILET ACCESSORY SCHEDULE

SCALE: 3/4" = 1'-0"

SECTION DETAIL8

SCALE: 1/4" = 1'-0"

ENLARGED FLOOR PLAN10

- 05/16/2016 95% Owner Review- 06/09/2016 Construction Documents

A -001 06/28/2016 Addendum 001

001A

001A

WIDE FLANGE BEAM, SEEFRAMING PLAN FOR SIZE

3"

COLUMN CAP PLATE, SAMETHICKNESS AS COLUMN

3/4" DIA. TENSION CONTROLBOLT, TYP OF 2 EACH SIDEAT STANDARD GAGE(4 BOLTS TOTAL)

HSS COLUMN, SEE COLUMNSCHEDULE FOR SIZE

1/4"

1/2" FITTED STIFFENER PLATE,TYP EACH SIDE CENTERED ONCOLUMN (MAY BE FIELDINSTALLED w/ 3/16" FILLETWELDS @ TOP, VERTICAL &BOTTOM OF OUTSIDE FACES)


1/4" FITTED STIFFENER,TYP EACH SIDE OF BEAM


3/4" DIA. TENSIONCONTROL BOLT, TYP OF 2EACH SIDE AT STANDARDGAGE (4 BOLTS TOTAL)

1/4" FITTED STIFFENER PLATE,TYP EACH SIDE CENTERED ONSUPPORT BEAM

3"3"

1 1/

2" M

IN T

YP.

2" 1 1/2"

NOTE:WHERE BEAMS CONNECTON BOTH SIDES, PROVIDETHE BOLTED CONNECTIONSHOWN. NO FITTEDSTIFFENER PLATE ISREQUIRED

TENSION CONTROLBOLT, SEE SCHEDULEFOR SIZE AND NUMBER

1/4" FITTED STIFFENERPLATE CENTERED ON BEAM

CL

COPE AS REQUIRED

WEB PLATE, SEE WEB CONN.SCHEDULE FOR SIZE



SEE SCHED.

TENSION CONTROL BOLT,SEE SCHEDULE FOR SIZEAND NUMBER


COLUMN CAP PLATE SAMETHICKNESS AS COLUMN

WEB PLATE, SEE WEBCONN. SCHEDULE FOR SIZE


1/2" MAX

3"3"

1 1/

2" M

IN T

YP.

2"1 1/2"

CL

SEE SCHED.



WEB PLATE, SEE WEBCONN. SCHEDULE FOR SIZE


1/2" MAX

3"3"

1 1/

2" M

IN T

YP.

2"1 1/2"

CL

SEE SCHED.

4"x4"x1/4" ANGLES

CL

SEE STRUCTURAL FRAMING PLAN(S)

w/ MECHANICAL CONTRACTOR

VERIFY OPENING REQUIRED

4"x4"x1/4"x3" CLIP ANGLEHANGER WELDED TO JOIST

BEAM OR JOIST SIZE & SPACING VARIES

FOR OPENINGS UP TO 6'-0"

TYP.1/8" 2

TYP1/8"

CLNOTE:OPENINGS SHOWN ON STRUCTURAL DRAWINGSARE FOR REFERENCE ONLY. COORDINATE ALLMECHANICAL OPENING SIZES, LOCATIONS, ANDQUANTITIES w/ ARCHITECTURAL ROOF PLAN &MECHANICAL CONTRACTOR

CL

5"x5"x5/8" ANGLES

NOTE:OPENINGS SHOWN ON STRUCTURAL DRAWINGSARE FOR REFERENCE ONLY. COORDINATE ALLMECHANICAL OPENING SIZES, LOCATIONS, ANDQUANTITIES w/ ARCHITECTURAL ROOF PLAN &MECHANICAL CONTRACTOR

CL

SEE STRUCTURAL FRAMING PLAN(S)

w/ MECHANICAL CONTRACTOR

VERIFY OPENING REQUIRED

5"x5"x5/8" CLIP ANGLESHANGER WELDED TO BEAM

BEAM SIZE & SPACING VARIES

FOR OPENINGS 6'-0" TO 12'-0"

1/4" 2 1/4" 2

TYP1/4"

2-1/2" FITTED STIFFENERPLATES, TYP EACH SIDE ONCOLUMN (MAY BE FIELDINSTALLED w/ 3/16" FILLETWELDS @ TOP, VERTICAL &BOTTOM OF OUTSIDE FACES)


1 1/2" TYP1 1/2" TYP

3/4" THICK COLUMN CAP PLATE

3/4" DIA. A325 BOLT, TYP OF2 EACH SIDE AT STANDARDGAGE (4 BOLTS TOTAL)

HSS 6x6 COLUMN

3/16"

FOR OPENINGS UP TO 1'-0"

12" M

IN, T

YP

METAL DECK

SEE MECH FOR SIZE ANDLOCATION OF OPENING

14 GAGE FLAT PAN, RECESSEDAS REQUIRED

1/2"Ø 6"OCTYP ALL SIDES

NOTES:

1 - THIS DETAIL IS TO BE USED IN EACH LOCATION WHERE MISCELLANEOUS LOADING IS NOT APPLIED TO THE TOPCHORD AT A PANEL POINT. MECHANICAL / ELECTRICAL CONTRACTOR IS RESPONSIBLE FOR COORDINATION.

2 - JOIST CHORDS ARE NOT DESIGNED FOR OFF PANEL BENDING DUE TO CONCENTRATED LOADS UNLESS SUCHLOAD WAS DETAILED WITH THE MAGNITUDE AND EXACT DIMENSION DEPICTED ON THE SHOP DRAWINGSOTHERWISE EITHER PLACE LOADS AT PANEL POINTS OR FIELD WELD AN EXTRA MEMBER FROM THE POINT OFLOAD TO THE NEAREST PANEL POINT ON THE OPPOSITE CHORD. MECHANICAL / ELECTRICAL CONTRACTOR SHALLEMPLOY A STRUCTURAL ENGINEER FOR SIZING OF THESE MEMBERS. CALCULATIONS SHALL BE SUBMITTED UPONREQUEST OF THE ARCHITECT / ENGINEER.

ONE ANGLE EACH SIDE

LOAD

LOAD

ONE ANGLE EACH SIDE

CL


4x4 ANGLE, SEE WEB CONN.SCHEDULE FOR THICKNESS,TYP. EACH SIDE OF BEAM

WIDE FLANGE COLUMN, SEECOLUMN SCHEDULE FOR SIZE

CL


3"3"

1 1/

2" M

IN1 1/2"

CL WIDE FLANGE COLUMN, SEECOLUMN SCHEDULE FOR SIZE




CL

3"3"

1 1/

2" M

IN

2" 1 1/2"1/2" MAX

CLWIDE FLANGE COLUMN, SEECOLUMN SCHEDULE FOR SIZE


3"3"

1 1/

2" M

IN


FLANGE PLATE, SAMETHICKNESS AS BEAM FLANGE

CL

CL

WIDE FLANGE COLUMN, SEECOLUMN SCHEDULE FOR SIZE


3"3"

1 1/

2" M

IN



CL

1/2" MAX 2"

1 1/2"

BEAM SIZEWEB

PLATE (5)WEB PLATE

WELDBOLTS(3) & (5)

WEB CONNECTION SCHEDULE

1. NUMBERS IN PARENTHESIS REFERENCE 'GENERAL NOTES - STEEL' ON SHEET S0.0.

2. THESE CONNECTION TYPES ARE TO BE USED FOR ALL BEAMS UNLESSSPECIFICALLY DETAILED OTHERWISE IN THE CONTRACT DOCUMENTS.

3. ALL DIMENSIONS SHOW IN THE CONNECTION DETAILS & CONNECTION SCHEDULESHALL BE MAINTAINED UNLESS PRE-APPROVED BY ENGINEER OF RECORD.

W14 x 22W14 x 43W14 x 61W14 x 90

W10 x 12

W16 x 40

W18 x 35W18 x 40W18 x 50W18 x 65

W24 x 55W24 x 76

W30 x 90 5/16"

5/16"

5/16"

5/16"

5/16"

5/16"

1/4"

1/4"

1/4"

1/4"

1/4"

1/4"

2 - 3/4" Ø

3 - 3/4" Ø

4 - 3/4" Ø

5 - 3/4" Ø

6 - 3/4" Ø

8 - 3/4" Ø

CONNECTION TYPES 2, 3, 6, 8&

OTHER SINGLE PLATE CONNECTIONS

CONNECTION TYPES 1, 5&

OTHER DOUBLE ANGLE CONNECTIONS

BOLTS(3) & (5)

ANGLETHICKNESS

5/16" 6 - 3/4" Ø

5/16" 8 - 3/4" Ø

5/16"

5/16"

5/16"

5/16"

2 - 3/4" Ø

3 - 3/4" Ø

4 - 3/4" Ø

5 - 3/4" Ø

W12 x 40 5/16" 1/4" 3 - 3/4" Ø 5/16" 3 - 3/4" Ø

2-1/2" FITTED STIFFENERPLATES, TYP EACH SIDE ONCOLUMN (MAY BE FIELDINSTALLED w/ 3/16" FILLETWELDS @ TOP, VERTICAL &BOTTOM OF OUTSIDE FACES)


1 1/2" TYP1 1/2" TYP


3/4" DIA. A325 BOLT, TYP OF2 EACH SIDE AT STANDARDGAGE (4 BOLTS TOTAL)

WIDE FLANGE COLUMN

3/16"

1/2" FITTED STIFFENER PLATE,TYP EACH SIDE CENTERED ONCOLUMN (MAY BE FIELDINSTALLED w/ 3/16" FILLETWELDS @ TOP, VERTICAL &BOTTOM OF OUTSIDE FACES)


1 1/2" TYP1 1/2" TYP


3/4" DIA. TENSION CONTROLBOLT, TYP OF 2 EACH SIDEAT STANDARD GAGE(4 BOLTS TOTAL)

WIDE FLANGE COLUMN

1/4"

BRICK VENEER

W14X43 STEEL BEAM

1/4" FITTED STIFFENER @ 12" O.C.

3/8" THICK CONTINUOUS PLATE(SEE ARCH SECTIONS FOR WIDTH)

EL = 112'-0" OR 128'-0"B.O. PLATE .

3"3"

1 1/

2" M

IN T

YP.

1/2" MAX 2" 1 1/2"

NOTE:WHERE BEAMS CONNECTON BOTH SIDES, PROVIDETHE BOLTED CONNECTIONSHOWN. NO FITTEDSTIFFENER PLATE ISREQUIRED

TENSION CONTROLBOLT, SEE SCHEDULEFOR SIZE AND NUMBER

1/4" FITTED STIFFENERPLATE CENTERED ON BEAM

CL




SEE SCHED.

PRE-MANUFACTUREDCANTILEVERED ALUMCANOPY W/ 8" FASCIA TRIM

BRICK VENEER, SEE ARCH

PREFAB CANOPY BOLT, BYOTHERS, TYP

4x4x1/4" ANGLE BRACETO JOIST TOP CHORD,TYP EACH CANOPYSUPPORT LOCATION

HSS 8x3x1/4" CENTERED ORBUILDING COLUMN CENTERED ONPREFAB CANOPY CONNECTION,TYP 6 PLACES MIN. COORDINATEW/ MANUFACTURER

GRID

EL = SEE PLANST.O. STEEL .

EL = SEE ARCHT.O. WALL .

6" x 16 GA STEEL STUD @16" O.C. W/ 16 GA DEEPLEG TRACK TOP & BTMCONT. 4x4x1/4" ANGLE

OPEN WEB STEEL JOIST,SEE FRAMING PLAN FORSIZE & SPACING

1.5" x 20 GA TYPE B WIDERIB STEEL ROOF DECK

CONT. 5x5x5/16" ANGLE

3/16"

3"

1' - 8"

12.1

EL = 108'-8"B.O. STEEL

EL = 109'-2"B.O. BEAM.

5 1/2" 5 1/2"

W16 x 31

VENEER, SEE ARCH

5x3x3/8"x0'-4" (LLV) CLIPANGLE @ 10" O.C.

CONT. 7x4x3/8" ANGLE (SLV)GALV. & PAINT

6"

1/4" FITTED STIFFENER @ EACHEND & @ 10" O.C. BETWEENCLIP ANGLES , GALV. & PAINT

TYP1/4"

NOTE:PROVIDE FLASHING ASREQUIRED, SEE ARCH

#?

? - #

Lincoln, Nebraska1010 Lincoln Mall, Suite 200Lincoln, NE 68508-2883

402 477.9291 Fax 402 477.6542

Kansas City, Missouri

Fairway, Kansas



Architecture


UNL Project Number:

UNL Project Manager:

Campus Name:

Building Name:

Building Number:

Building Acronym:

Address:

UNL Project Name:

Consultant:

Seal:

Project Revisions:

Sheet Title:

Sheet Number:

Issue:

Date:

Dwg File:

Drawn By:

Checked By:

These drawings & the designs here illustrated are the soleproperty of the University of Nebraska & may not bereproduced in whole or in part without express writtenpermission.

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TCEP No.: 018-238-15

10814


J. Goodwater

UNL East Campus

A122

LDR


Framing Details

Construction Documents

June 9, 2016

DD

SD


SCALE: 1 1/2" = 1'-0"

BEAM BEARING OVER HSS COLUMN7

SCALE: 1 1/2" = 1'-0"

BEAM OVER BEAM (PINNED)4

SCALE: 1 1/2" = 1'-0"

BEAM TO BEAM (PINNED)8

SCALE: 1 1/2" = 1'-0"

BEAM TO HSS COLUMN (FIXED)3

SCALE: 1 1/2" = 1'-0"

BEAM TO HSS COLUMN (PINNED)6

SCALE: 1 1/2" = 1'-0"

TYPICAL ROOF MECH OPENING FRAME13SCALE: 1 1/2" = 1'-0"

TYPICAL ROOF MECH OPENING FRAME14

SCALE: 1 1/2" = 1'-0"

BEAM BEARING OVER HSS COLUMN (FIXED)9

SCALE: NO SCALE

METAL DECK OPENING DETAIL15SCALE: 3/4" = 1'-0"

TYP JOIST REINF. @ CONCENTRATED LOADS16

SCALE: 1 1/2" = 1'-0"

BEAM TO WF COLUMN FLANGE (FIXED)1SCALE: 1 1/2" = 1'-0"

BEAM TO WF COLUMN FLANGE (PINNED)5SCALE: 1 1/2" = 1'-0"

BEAM TO WF COLUMN WEB (FIXED)2

SCALE: 1 1/2" = 1'-0"

BEAM TO WF COLUMN WEB (PINNED)10

SCALE: 1 1/2" = 1'-0"

BEAM BEARING OVER HSS COLUMN (FIXED)11SCALE: 1 1/2" = 1'-0"

BEAM BEARING OVER WF COLUMN (PINNED)12

SCALE: 1 1/2" = 1'-0"

SECTION DETAIL17

- 04/08/2016 Design Development

- 05/16/2016 95% Owner Review

- 06/09/2016 Construction Documents

A - 001 06/28/2016 Addendum 001

SCALE: 1 1/2" = 1'-0"

BEAM TO BEAM (FIXED)19SCALE: 1 1/2" = 1'-0"

SECTION DETAIL18SCALE: 1 1/2" = 1'-0"

SECTION DETAIL20001A

E

D

C

B

A

6 7 8

V

8.5

X

8.3

W6.76.3

W.5

3

M3.03

2

M3.03

48/18

SA

28/18

RA

14/14

SA

28/1

2

30/14

RA(E

)

28/12

SA(E

)

14/30 OA (E)

18/12

OA(E

)

AHU-4(E)

VBR-6(E)

16Ø OA (E)

3" OFD

3" RD

R-110/10250TYP OF 4

48/18

SA(E

)

AHU-3(E)

AHU-5

FC-1

14" FLUE

14/14 UP TO IH-1

28/18

RA(E

)

6" OS UP TO 6" OD

6" S UP TO 6" RD

6" FLUE UP & DN

6" FLUE UP & DN6" CA DN

6" CA UP

3" V UP & DN

6" CA UP

6" CA UP

3/4"C

D

3/4" CD

14" FLUE THRU ROOF.

001A

Key Plan

EXISTING

NEW

#?

? - #





Architecture


Plot

Time

Stam

p:Fi

leLo

catio

n/N

ame:

UNL Project Number:


Campus Name:

Building Name:

Building Number:

Building Acronym:

Address:

UNL Project Name:

Consultant:

Seal:

Project Revisions:

Sheet Title:

Sheet Number:

Issue:

Date:

Dwg File:

Drawn By:

Checked By:


654321

A

B

C

D

E

6F

or

reduced

pla

ns

scale

inin

ches

01

32

54321

ADM

ADM

May 16, 2016

95% Owner Review

6/28

/201

610

:45:

30A

MC

:\(1

)Rev

itPr

ojec

ts\2

015\

0182

38Li

brD

ep-M

15_a

mitc

hell.

rvt

M3.02

TCEP No.: 018-238-15

10814


J. Goodwater

UNL East Campus

A122

LDR


Enlarged Mechanical Room Plan


SCALE: 1/4" = 1'-0"

ENLARGED MECHANICAL ROOM PLAN 12'-0" A.F.F.

- 04/08/2016 Design Development

- 05/16/2016 95% Owner Review


A - 001 06/28/2016 Addendum 001

0 2' 4' 8'

1 2 3 4 5 6 7 8 9 10

11

11

VV

12

12

8.58.3

WW

11.3

B.5

6.76.3

12.1

12.1

Z

Z

4" OD 4" RD

3" VTR

6" OD (E)6" RD (E)

6" OD (E)6" RD (E)

EF (E)

VTR (E)

3" OD

3" RD

6" OD 6" RD

IH-1

6" OD6" RD

VTR (E)

6" OD (E) 6" RD (E)

3" VTR

VTR (E)

6" FLUE

6" FLUE

6" CATERMINATION

6" CATERMINATION

14" FLUE TERMINATIONREFER TO M5.02, DETAIL 1

001A

Key Plan

EXISTING

NEW

#?

? - #





Architecture


Plot

Time

Stam

p:Fi

leLo

catio

n/N

ame:

UNL Project Number:


Campus Name:

Building Name:

Building Number:

Building Acronym:

Address:

UNL Project Name:

Consultant:

Seal:

Project Revisions:

Sheet Title:

Sheet Number:

Issue:

Date:

Dwg File:

Drawn By:

Checked By:


654321

A

B

C

D

E

6F

or

reduced

pla

ns

scale

inin

ches

01

32

54321

ADM

ADM

May 16, 2016

95% Owner Review

6/28

/201

610

:45:

34A

MC

:\(1

)Rev

itPr

ojec

ts\2

015\

0182

38Li

brD

ep-M

15_a

mitc

hell.

rvt

M3.05

TCEP No.: 018-238-15

10814


J. Goodwater

UNL East Campus

A122

LDR


Mechanical Roof Plan



A - 001 06/28/2016 Addendum 001

SCALE: 1/8" = 1'-0"

MECHANICAL ROOF PLAN10 2' 4' 8'