Addendum No. 1 April 7, 2016

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1 Addendum No. 1 April 7, 2016 Project: Zion Lutheran Church Delmont, South Dakota Project No.: 2628 Architect: Architecture Incorporated Letting: Wednesday, April 13, :00 PM Zion Lutheran Church Parsonage 103 Seamen Street Delmont, South Dakota, Scope of this Addendum: To all bidders and all others to whom drawings and specifications have been issued by Architecture Incorporated. Acknowledge receipt of this addendum by listing its number and date in the bidders Form of Proposal. Failure to do so may subject bidder to disqualification. This Addendum forms a part of the Contract Documents. It modifies them as follows: GENERAL ITEMS: 1) INVITATION TO BID: a) List of Invited Subcontractors and Suppliers: List provided is the preferred list of subcontractors and suppliers as requested by the Owner. Contractor can use other subcontractors or suppliers as per the Contractor s choice or option. If other subcontractors or suppliers are used, the Contractor shall attach a document to the bid form stating which other subcontractors or suppliers are being used with their bid. 2) SECTION SUBMITTALS: a) Submittal Exchange will not be used for this project. 3) SECTION METAL SHINGLES: a) Omit reference to metal shingles. Owner will provide 30 year warranty, textured; glass fiberreinforced laminated asphalt shingle, roofing felt and self-underlayment. Contractor shall install roofing felts, self-underlayment and shingles. Contractor shall provide fasteners as required to install roofing system. 1 of 5

2 4) SECTION CLAD-WOOD WINDOWS: a) Clarification: Andersen Corporation E-Series aluminum-clad wood windows are an approved equal. i) Rating: [LC-PG50]. 5) SECTION MANUFACTURED PLASTIC-LAMINATE-FACED CASEWORK a) Disregard all requirements for plastic-laminate-faced casework. All casework furnished and installed on this Project shall be standard grade wood- or wood-veneer-faced casework as manufactured by Richard Gall (Tripp, SD); reference Invitation to Bid for additional information. 6) SECTION EARTHWORK: a) Geotechnical Exploration Report: i) Geotechnical exploration report # is attached to the end of this addendum and shall become a part of the Contract Documents. ii) Geotechnical exploration report # is being included for information purposes only; the Owner is not responsible for interpretations or conclusions drawn from this data. iii) NOTE: Finished floor elevation 0-0 of the new building shall equal 99.0 as indicated per Addendum No. 1; disregard 99.4 finished floor elevation referenced in report # b) Excavations under Footings and Foundations: i) Bidders shall anticipate the need for additional footing subgrade preparation work at/near the southeast corner of the proposed building, as indicated in (attached) geotechnical exploration report # (1) Over-excavate for footings to depth necessary to expose suitable natural lean clay subgrades. (2) Over-excavations shall be oversized laterally 1 foot for each foot of fill placed beneath footings. (3) Raise over-excavations to design footing-bearing elevations with thin lifts of compacted (imported) granular structural fill consisting of pit-run sand and gravel with a maximum size of 3-inches and no more than 10% by weight passing the #200 sieve. (4) Compact fill materials to not less than 95% of Standard Proctor (ASTM: D698). c) Excavations under Building Slabs: i) Site preparation for cast-in-place concrete floor slabs shall be modified as indicated per (attached) geotechnical exploration report #16-086, and as described below: (1) Remove topsoil within the proposed building s footprint to a minimum average depth of [6 inches] below existing grade. Extend topsoil removal to a distance of at least 5 feet beyond the building footprint in all directions. 2 of 5

3 (a) Bidder shall anticipate removing existing topsoil and fill materials beneath concrete floor slabs to an average depth of approximately [12 inches] feet below existing grade to achieve subgrade elevation 96.0, as indicated per attached soils report # (2) Raise floor slab excavations to design slab-bearing elevations with thin lifts of approved granular structural fill; compact structural fill to not less than 95% of Standard Proctor (ASTM:D698). 7) SHEET 2.1 SITE PLAN: (a) The final [6 inches] of engineered fill shall consist of a free-draining granular material; reference Section for additional information. a) Replace original Site Plan (Sheet 2.1) with the new Site Plan that is attached to the end of this addendum (ref: Sheet 2.1, revision dated April 6, 2016). i) New site plan shows existing and new spot elevations on the site. ii) Finished Floor Elevation 0-0 shall equal ELECTRICAL ITEMS: 1) SPECIFICATION SECTION CONDUCTORS AND CABLES a) MC cabling (90C insulation, steel corrugated sheath with insulated equipment ground conductor) shall be allowed for branch circuits. Home runs shall be installed in raceways. 2) SHEET 9.2 FLOOR PLAN LIGHTING a) The sanctuary and fellowship hall elevations are 1/8 = 1. b) Room 116: The power supply(s) and dimmer switch for type J luminaires shall locate in this room. 3) SHEET 9.3 FLOOR PLAN POWER & SIGNAL a) Room 108: Provide two each duplex receptacles at the ends of the island in lieu of a fourplex receptacles (see detail #13 on sheet 7.1). b) Room 108: 120V receptacles shall be GFI protected (and accessible) in accordance with the NEC and local code requirements. Provide accessible dead-front GFI devices as required. c) Room 108: See detail #20 on sheet 7.1 for the plug mold location at the north wall. d) Room 113: For clarification, the two duplex receptacles noted SEE SECTION are to be mounted at organ speaker locations. See elevation 8 on sheet 7.2 for additional information. 3 of 5

4 4) SHEET 9.4 SCHEDULES AND DETAILS a) Lighting Fixture Schedule: Type J luminaire shall consist of GMLighting LTR HO-35 flexible LED linear ribbon, DTW060 flexible ribbons to power supply, DTC-3 flexible ribbon to ribbon connectors, LTHM300-DIM-24 power supply, and GMWD-600 dimmer switch or approved equal. b) Lighting Fixture Schedule: Type P1 luminaire shall be Manning LP156-PT-8L8F35D0-120WH-DOWNLIGHT-LMHO with 6SA2-1L4OC3DOB60 or approved equal. Provide pendant lengths as required for mounting at elevations shown on the electrical drawings. c) Lighting Fixture Schedule: The electrical contractor shall include a contractor cost allowance for each type P1 luminaire as manufactured by Manning. The amount of the allowance shall be $1295 and includes freight for delivery. d) Lighting Fixture Schedule: The DMX controller for type R luminaires shall be ecue Light- Drive Elite Controller with Butler XT2 Engine with power supply and enclosure. Coordinate setup with the owner and provide two separate training sessions of two hours each to the owner. e) Lighting Fixture Schedule: Type T track lighting system shall be 8 of Con-Tech single circuit white track mounted to the side of the wood laminate beam (halfway down the beam). Provide a total of 4 fixtures for each track shown on the drawings. Two fixtures shall be Con-Tech CTL V-M-35-D-P and two fixtures shall be Con-Tech CTL-8254-V-F-35-D-P or approved equal. f) Lighting Fixture Schedule: Type Z luminaire shall be Ecosense WSH-M IC-BZ11 or approved equal. g) Lighting Fixture Schedule: Type BB site lighting unit shall be PEMCO PST-PL-CL- UNIVERSAL-TYPE V-55W7C4KDB with 412-A DB pole or approved equal. h) Power Riser Diagram: Contractor shall provide a 3 conduit from each meter to the trench location. 5) SHEET 9.5 SCHEDULES AND DETAILS a) Panels M and L1 shall be provided with 400A main circuit breakers. Available fault current at each panel is 8,800A. b) Add the attached feeder schedule to this sheet. STRUCTURAL ITEMS: N.A. MECHANICAL ITEMS: N.A. 4 of 5

5 GENERAL APPROVALS: The following material or equipment furnished by the manufacturer's listed, may be substituted as equivalent providing that each item, material, and piece of equipment conforms to the design and requirement of the specifications. SECTION ITEM MANUFACTURER Aluminum-clad Wood Windows Andersen Corporation; E-Series Interior Lighting Type A, AE Type B Type C Type D, DE Type E, E1 Type E2 Type E3 Type H, HE, H1, H1E Type J Type R Type T Type V Type W, WE Type Y, Y1 Type Z Lithonia Lithonia Lithonia Lithonia Lithonia Lightalarms, Lithonia Dual-Lite Lithonia, Maxilume Acclaim, Con-Tech Acclaim Juno Kenall Kenall, New Star, Phillips Lithonia Lumenpulse Exterior Lighting Type BB AEL, Beacon END OF ADDENDUM 5 of 5

6 SITE PLAN NOTES SIDEWALK 5% SLOPE a. CONTRACTOR IS TO PROVIDE 6" BLACK DIRT FINISH GRADE AT ALL DISTURBED LANDSCAPE AREAS. b. SEE MECHANICAL AND ELECTRICAL AND CIVIL FOR ADDITIONAL DEMOLITION ITEMS. c. AT LOCATIONS SHOWN ON DRAWINGS, PROVIDE A 4" PVC SLEEVE UNDER PAVEMENT WITH METAL LOCATION PIN AT EACH END OF PVC PIPE. d. MODIFY EXISTING IRRIGATION SYSTEM TO PROVIDE FULL COVERAGE OF PLANTED AREAS WITHIN PROJECT LIMITS. e. SLOPE FINISH GRADE AWAY FROM THE BUILDING. f. MAXIMUM SLOPE ON SIDEWALK = 1:20. 4" CONCRETE EQUIPMENT PAD OVER 24" GRAVEL BASE BY ELECTRICAL CONTRACTOR 97.2 EXIST 5'-0" 5'-0" 5'-0" 5'-0" SIGN BY OWNER 6'-0" 97.7 EXIST 19'-6" 24'-0" 63'-0" 5'-6" '-0" 97.7 EXIST BENCHMARK TOP OF FIRE HYDRANT 33'-9" 97'-0" 164'-4" 24'-0" 46'-0" CONCRETE STOOP WITH 96.9 FROST FREE FOOTINGS, SEE EXIST STRUCTURAL ZION LUTHERAN CHURCH FINISHED FLOOR ELEVATION: 0'-0" = EXIST '-0" " CONCRETE SIDEWALK OVER COMPACTED GRAVEL BASE BY CONTRACTOR DRAINAGE DRAINAGE 20'-0" 5'-0" 5'-0" 5'-0" 18'-0" FUTURE SITE FEATURE BY OWNER CONCRETE STOOP WITH FROST FREE FOOTINGS, SEE STRUCTURAL CONCRETE STOOP WITH FROST FREE FOOTINGS, SEE STRUCTURAL 24'-0" 76'-0" 4" CONCRETE EQUIPMENT PAD OVER 24" GRAVEL BASE BY G.C. WITH #3 BARS 2'-0" O.C. EACH WAY 5'-7" '-0" 20'-0" " BLACK DIRT FINISH GRADE TYPICAL 96.8 EXIST 98.5 REF. REF. REF. 34'-0" 5'-0" DRAINAGE DRAINAGE DRAINAGE DRAINAGE 97.4 GRAVEL PARKING LOT AND PAVING BY OWNER 164'-4" 20'-0" 24'-0" EXIST CONCRETE STOOP WITH FROST FREE FOOTINGS, SEE STRUCTURAL 6'-0" 87'-0" 20'-0" 25'-0" 97.0 FUTURE PARKING BY OWNER 4" CONCRETE SIDEWALK OVER COMPACTED GRAVEL BASE BY CONTRACTOR SITE PLAN SCALE: 1" = 20'-0" N SITE DEVELOPMENT project ZION LUTHERAN CHURCH number revision APRIL 6, 2016 date MARCH 17, 2016 drawn Author checked SRJ 4/7/ :29:07 PM A r c h i t e c t u r e I n c o r p o r a t e d 415 South Main Avenue, P.O. Box 2140 Sioux Falls, South Dakota Phone: (605) Fax: (605) St Joseph Street, Suite 203, P.O. Box 8047 Rapid City, South Dakota Phone: (605) Fax: (605)

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8 GEOTEK ENGINEERING & TESTING SERVICES, INC. 909 East 50 th Street North Sioux Falls, South Dakota Fax April 4, 2016 Delmont Zion Lutheran Church th Street Delmont, SD Attn: James Kaufman Subj: Geotechnical Exploration Proposed New Zion Lutheran Church Delmont, SD GeoTek # This correspondence presents our reporting of the geotechnical exploration for the referenced project. We are transmitting an electronic copy of our report and additional copies being sent as noted below. This work was done in accordance with your authorization on January 31, 2016 We thank you for the opportunity of providing our services on this project, and look forward to working with you in the future. Should you have any questions regarding the project or report, please feel free to contact our office. Respectfully submitted, Ralph E. Lindner Ralph E. Lindner, PE Project Engineer CC: Architecture Incorporated, Attn: Steve Jastram Apex, Attn: Julian Pearson

9 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 2 of 9 GEOTECHNICAL EXPLORATION PROPOSED NEW ZION LUTHERAN CHURCH DELMONT, SOUTH DAKOTA GEOTEK # INTRODUCTION This report presents the results of the recent geotechnical exploration program for the proposed new Zion Lutheran Church in Delmont, SD. The scope of work as presented in this report is limited to the following: 1. To put down three test borings to gather data on the subsurface conditions for the proposed site. 2. To conduct field and laboratory tests to determine the engineering properties of the foundation soils. 3. To provide a written report for earthwork recommendations for design and construction. GeoTek Engineering & Testing Services, Inc.

10 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 3 of 9 FIELD DATA Site Conditions The area of planned construction will be located directly west of the former Zion Lutheran Church. The site is mostly level and grass covered. A site sketch is attached near the conclusion of report showing the relative locations of the soil borings. Surface elevations at the boring locations were referenced to the top of the fire hydrant at the southwest corner of Main and Seaman Street using an assigned elevation of Additionally spot elevations were taken on the sidewalk at various locations shown on the attached drawing. Subsurface Conditions Three test borings were put down to gather data on the subsurface conditions for the planned construction. The attached boring logs illustrate the soil conditions encountered at the test locations. In review, the soil borings encountered ½ to 4 ½ of fill and/or topsoil underlain by the natural lean clay. The lean clay soils extended to the depth of the borings. The consistency of the clay soils varied from soft to stiff. The consistency and density of the soils are indicated by the N values (penetration resistance) shown on the boring logs. GeoTek Engineering & Testing Services, Inc.

11 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 4 of 9 Groundwater Groundwater measurements were made at the boring locations and data is recorded on the boring logs. Groundwater was observed at one of the borings at a depth of 13 ½ below grade. No groundwater was noted during or upon immediate completion of the other two borings. The groundwater measurements may or may not be a true indication of the level of groundwater. The low permeability characteristics of the clay soils and the limited length of observation restricts the accuracy of the measurements. For such soil conditions, groundwater measurements should be taken over a period several weeks or months to collect sufficient data. Also, the seasonal and yearly fluctuation of the groundwater table should be taken into account. ENGINEERING REVIEW Project Information The proposed structure will be a one story slab-on-grade building. Finished floor will be at elevation 99.4 with foundation support being provided by a perimeter footing resting at Light to moderate foundation loads are expected. GeoTek Engineering & Testing Services, Inc.

12 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 5 of 9 The above information and/or assumptions are important factors in our review and recommendations. If there are any additions or corrections to the above mentioned data, it is necessary that you contact us so that we may review our recommendations with regards to the revised plans. Analysis In our opinion, a spread footing foundation can be used for support of the planned construction. We recommend that footings be supported by the natural non-organic lean clay found near the design footing elevation. We recommended that footings be sized for a maximum allowable soil bearing pressure of 2,000 pounds per square foot (psf). In the area of boring 2 additional ground preparation will be needed to expose the natural lean clay. This over-excavation should be backfilled with an imported sand and gravel fill up to the designed footing level. Additionally, the excavation should be laterally oversized 1 for each foot of fill placed below the footing. The off-site granular material can be a pit-run sand and gravel with a maximum size of 3 and no more than 10 percent passing the #200 sieve. The fill should be placed in uniform lifts not exceeding 1 and reach a compaction level of at least 95 percent of Standard Proctor (ASTM: D698). GeoTek Engineering & Testing Services, Inc.

13 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 6 of 9 Footing excavation should be performed only with a track backhoe with a smooth edged bucket. The subgrade soils should not be exposed to heavy or concentrated rubber wheel load traffic. No unusual amounts of settlement are anticipated. We estimate that total settlements will be less than 1 and differential settlements less than ½. Floor Slab Site preparation in the floor should consist of at least removing the topsoil and fill down to elevation 96. The backfill in the floor area can be a similar material as described for the fill in the footings. The fill should be placed in uniform lifts not exceeding 1 and reach a compaction level of at least 95 percent of Standard Proctor. The final 4 to 6 of fill directly beneath the slab should consist of a select granular material. This fill should have a maximum size of 1 and no more than 5 percent passing the #200 sieve. GeoTek Engineering & Testing Services, Inc.

14 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 7 of 9 Exterior Backfill and Drainage The majority of the on-site soils can be used for exterior backfill around the perimeter of the foundation. Debris, organic or over-sized material should not be used. Exterior backfill soils that are located in nonstructural areas should reach a compaction level of at least 90 percent of Standard Proctor. Other backfill areas that would support drives or sidewalks could be compacted to at least 95 percent. Proper drainage should be maintained during and after construction. The general site grading should direct surface run-off waters away from the building excavation. Water which accumulates in the excavation should be removed in a timely manner. Finished grades around the perimeter of the structure should be sloped such that positive drainage away from the building is provided. Also, a system to collect and channel roof run-off waters away from the building is suggested. GeoTek Engineering & Testing Services, Inc.

15 Proposed New Zion Lutheran Church GeoTek # Delmont, SD Page 8 of 9 Construction Monitoring and Testing At the time of excavation, the soil conditions between the boring locations should be observed. Competent soil should be noted at and below the excavation prior to placement of fill or foundations. Where fill is used for structural support, such as fill in the footing or floor slab area, a system of field density tests should be taken during placement to document proper compaction for uniform support. STANDARD OF CARE The recommendations and opinions presented in this report are in accordance with current engineering practices for this time and area. Other than this, no express or implied warranty is intended. Because the area of the borings is small in relation to the entire site, and for other reasons, GeoTek does not guarantee continuity or warrant conditions between the soil borings. GeoTek Engineering & Testing Services, Inc.

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21 MAJOR DIVISIONS SOIL CLASSIFICATION CHART SYMBOLS GRAPH LETTER TYPICAL DESCRIPTIONS GRAVEL AND GRAVELLY SOILS CLEAN GRAVELS (LITTLE OR NO FINES) GW GP WELL-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES POORLY-GRADED GRAVELS, GRAVEL - SAND MIXTURES, LITTLE OR NO FINES COARSE GRAINED SOILS MORE THAN 50% OF COARSE FRACTION RETAINED ON NO. 4 SIEVE GRAVELS WITH FINES (APPRECIABLE AMOUNT OF FINES) GM GC SILTY GRAVELS, GRAVEL - SAND - SILT MIXTURES CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES MORE THAN 50% OF MATERIAL IS LARGER THAN NO. 200 SIEVE SIZE SAND AND SANDY SOILS CLEAN SANDS (LITTLE OR NO FINES) SW SP WELL-GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES POORLY-GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE SANDS WITH FINES (APPRECIABLE AMOUNT OF FINES) SM SC SILTY SANDS, SAND - SILT MIXTURES CLAYEY SANDS, SAND - CLAY MIXTURES ML INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT PLASTICITY FINE GRAINED SOILS SILTS AND CLAYS LIQUID LIMIT LESS THAN 50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS SMALLER THAN NO. 200 SIEVE SIZE SILTS AND CLAYS LIQUID LIMIT GREATER THAN 50 MH CH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SILTY SOILS INORGANIC CLAYS OF HIGH PLASTICITY OH ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS PT PEAT, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS NOTE: DUAL SYMBOLS ARE USED TO INDICATE BORDERLINE SOIL CLASSIFICATIONS

22 BORING LOG SYMBOLS AND DESCRIPTIVE TERMINOLOGY SYMBOLS FOR DRILLING AND SAMPLING Symbol Bag CS DM FA HA HSA LS N NMR NSR SH SPT SS WL Definition Bag sample Continuous split-spoon sampling Drilling mud Flight auger; number indicates outside diameter in inches Hand auger; number indicates outside diameter in inches Hollow stem auger; number indicates inside diameter in inches Liner sample; number indicates outside diameter of liner sample Standard penetration resistance (N-value) in blows per foot No water level measurement recorded, primarily due to presence of drilling fluid No sample retrieved; classification is based on action of drilling equipment and/or material noted in drilling fluid or on sampling bit Shelby tube sample; 3-inch outside diameter Standard penetration test (N-value) using standard split-spoon sampler Split-spoon sample; 2-inch outside diameter unless otherwise noted Water level directly measured in boring Water level symbol SYMBOLS FOR LABORATORY TESTS Symbol WC D LL PL QU Definition Water content, percent of dry weight; ASTM:D2216 Dry density, pounds per cubic foot Liquid limit; ASTM:D4318 Plastic limit; ASTM:D4318 Unconfined compressive strength, pounds per square foot; ASTM:D2166 DENSITY/CONSISTENCY TERMINOLOGY Density Consistency Term N-Value Term Very Loose 0-4 Soft Loose 5-8 Firm Medium Dense 9-15 Stiff Dense Very Stiff Very Dense Over 30 Hard Term Dry Frozen Moist Waterbearing Wet Lamination Layer Lens DESCRIPTIVE TERMINOLOGY Definition Absence of moisture, powdery Frozen soil Damp, below saturation Pervious soil below water Saturated, above liquid limit Up to ½ thick stratum ½ to 6 thick stratum ½ to 6 discontinuous stratum PARTICLE SIZES Term Particle Size Boulder Over 12 Cobble 3 12 Gravel #4 3 Coarse Sand #10 #4 Medium Sand #40 #10 Fine Sand #200 #40 Silt and Clay passes #200 sieve GRAVEL PERCENTAGES Term Range A trace of gravel 2-4% A little gravel 5-15% With gravel 16-50% GeoTek Engineering & Testing Services, Inc.