PROJECT NUMBER:October 20, 2021

LAKE MILLS AREA HIGH

SCHOOL - GREENHOUSE

21345-01

CONCSTRUCTION DOCUMENTS

615 Catlin Drive

Lake Mills, WI, 53551

© 2021 Eppstein Uhen Architects, Inc.

51'-0"

31'-0

"

96'-0

"W

20

T/W

= 10

2'-0

"

96'-0"W20

96'-0"W20

96'-0

"W

20

T/W= 102'-0"

T/W

= 10

2'-0

"

T/W= 102'-0"

T/W= 99'-4"

T/W= 99'-4"

1'-0"

1'-0

"

1'-0"

1'-0

"

12'-4

"6'

-4"

12'-4

"

12'-4

"6'

-4"

12'-4

"

6" CONCRETE SLAB ON GRADE w/ 6x6 - W2.9xW2.9 WWF ON 6" FREELY

DRAINING SUB-BASE w/ VAPOR BARRIER. REFER TO FOUNDATION PLAN NOTES FOR

CONTROL JOINT REQUIREMENTS. FINISH FLOOR EL = 100'-0"

2S101

2S101

3S101

2S101

2S101

3S101

TRENCH DRAIN

T/FOOTING

REFER TO PLAN

T/SLAB

REFER TO PLAN

CONCRETE SLAB ON GRADE, REFER TO PLAN

PLAN

REF

ER T

O

REFER TO PLAN

#5 DOWEL AT 48" o/c, PROVIDE STANDARD HOOK 90° INTO FOOTING

PRE-FABRICATED GREENHOUSE WALL PANEL BY GREENHOUSE SUPPLIER

PANEL CLIP & GIRT ATTACHMENT TO FOUNDATION WALL BY GREENHOUSE BLDG SUPPLIER, TYPICAL

1/2" ISOLATION MATERIAL

CLR3"

CLR

3"

CLR2"

CLR2"

PLANREFER TO

EQ EQ

T/WALL

REFER TO PLAN

(2) #5 x CONT. AT TOP & BOTTOM

CONCRETE FOOTING, REFER TO PLAN

(4) #4 BARS

#4 AT 12" o/c

T/FOOTING

REFER TO PLAN

T/WALL

REFER TO PLAN

PIPING, REFER TO PLUMBING

TYPICAL WALL REINFORCEMENT TO BE SHIFTED OR BENT TO ACCOMMODATE WALL PENETRATION

PROVIDE ADDITIONAL #5 DIAGONAL BARS AT WALL PENETRATION AS INDICATED. DIAGONAL BARS SHALL BE PROVIDED AT EACH LAYER OF WALL REINFORCEMENT AS DETAILED WITHIN WALL. REFER TO ADJACENT WALL DETAILING.

CONTINUOUS STRIP FOOTING, REFER TO PLAN

CONCRETE FOUNDATION WALL, REFER TO PLAN

ALL PIPING TO CLEAR SLEEVE BY 1/2'' ALL AROUND. TYPICAL

FILL GAP AROUND PIPING w/ BELOW GRADE FLEXIBLE SEALANT.

PIPE SLEEVE TO BE COORDINATED w/ PIPING CONTRACTOR

3"

3"

CONCRETE SLAB ON GRADE, REFER TO PLAN

#4 DOWELS AT 24" o/c (18"x18")

GRADE

REFER TO CIVIL

EXTERIOR GRADE BY OTHERS

T/WALL

REFER TO PLAN

CONCRETE FOUNDATION WALL, REFER TO PLAN

#5 DOWEL AT 48" o/c w/ STANDARD 90° HOOK (ALTERNATE)

(2) #5 x CONT TOP AND BOTTOM LAP 30" MINIMUM

T/FOOTING

REFER TO PLAN

PLAN

REF

ER T

O

REFER TO PLAN

CONCRETE FOOTING, REFER TO PLAN

CLR

2 15

/16"

CLR2 15/16"

GENERAL NOTES:

1. ALL MATERIALS, CONSTRUCTION, AND DETAILS SHALL CONFORM WITH THE FOLLOWING:PLANS AND SPECIFICATIONSCODE AS SPECIFIED IN DESIGN DATA OSHA REGULATIONS

2. THE GENERAL CONTRACTOR AND SUBCONTRACTORS SHALL BE FAMILIAR WITH THE ENTIRE SET OF CONSTRUCTION DOCUMENTS (ARCHITECTURAL, CIVIL, MECHANICAL, ELECTRICAL, PLUMBING, STRUCTURAL, ETC.) IN ORDER TO PROVIDE ALL CONSTRUCTION AND MATERIALSFOR THIS PROJECT.

3. THE CONTRACTOR SHALL REFER TO OTHER DRAWINGS CONTAINED IN THE CONSTRUCTION DOCUMENTS FOR ADDITIONAL SPECIFIED MEMBERS, DIMENSIONS, ELEVATIONS, DETAILS, OPENINGS, INSERTS, SLEEVES, DEPRESSIONS, ETC. NOT SHOWN ON THE STRUCTURAL DRAWINGS, REQUIRED TO CONSTRUCT THIS PROJECT.

4. DETAILS SHOWN ON STRUCTURAL DRAWINGS SHALL BE APPLICABLE TO ALL PORTIONS OF THE CONTRACT DOCUMENTS UNLESS NOTED OTHERWISE.

5. NOTES AND DETAILS ON DRAWINGS SHALL TAKE PRECEDENCE OVER GENERAL STRUCTURAL NOTES AND TYPICAL DETAILS.

6. ALL LOADS AND REACTIONS SHOWN ON THE PLANS ARE SERVICE LOADS, UNLESS NOTED OTHERWISE.

7. DO NOT SCALE PLANS.

8. IN NO CASE SHALL STRUCTURAL ALTERATIONS OR WORK AFFECTING A STRUCTURAL MEMBER BE MADE UNLESS APPROVED BY THE STRUCTURAL ENGINEER.

9. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO DETERMINE ERECTION PROCEDURE AND CONSTRUCTION SEQUENCE IN ORDER TO ENSURE THE SAFETY OF THE BUILDING AND WORKMEN DURING CONSTRUCTION (MEANS AND METHODS OF CONSTRUCTION). THIS INCLUDES, BUT IS NOT LIMITED TO: SHORING, UNDERPINNING, TEMPORARY BRACING, ETC.

10. CONSTRUCTION DOCUMENTS SHOW DIMENSIONS AND ELEVATIONS TO SIGNIFICANT WORKING POINTS (COLUMN CENTERLINES, OUTSIDE FACE OF WALLS, TOP OF FRAMING MEMBERS, ETC.) MATERIAL SUPPLIERS AND DESIGNERS ARE RESPONSIBLE FOR ALL OTHER INFORMATION IN ORDER TO DETAIL/FABRICATE THEIR WORK. CONTACT THE ARCHITECT WITH ANY DISCREPANCIES.

11. IN THE EVENT OF ANY DISCREPANCIES BETWEEN THE STRUCTURAL DRAWINGS AND ANY OTHER PLANS CONTAINED IN THIS SET OF CONSTRUCTION DOCUMENTS, THE CONTRACTOR SHALL BRING THE DISCREPANCY TO THE ARCHITECTS ATTENTION IMMEDIATELY, IN WRITING.

12. NO PROVISIONS HAVE BEEN MADE IN THE DESIGN OF THIS STRUCTURE FOR FUTURE EXPANSION, UNLESS SPECIFICALLY NOTED ON PLAN.

FOUNDATION AND EARTHWORK:

1. REFER TO DESIGN DATA FOR DESCRIPTION OF SOIL CONDITIONS, GEOTECHNICAL RECOMMENDATIONS, AND DESIGN VALUES.

2. TOP OF FOOTING ELEVATIONS SHOWN ON THESE CONSTRUCTION DOCUMENTS REPRESENT MINIMUM FOOTING DEPTHS FOR FROST PROTECTION AND BEST JUDGMENT OF A SUITABLE BEARING STRATUM. ACTUAL GRADE CONDITIONS AND SUITABLE BEARING STRATUM MUST BE VERIFIED BY THE CONTRACTOR AND A GEOTECHNICAL ENGINEER AT THE TIME OF EXCAVATION.

3. ALL EXTERIOR FOOTINGS MUST BEAR BELOW LOCAL FROST LINE RELATIVE TO ADJACENT FINISH EXTERIOR GRADE.

4. FOOTING EXCAVATIONS MUST EXTEND TO COMPETENT BEARING MATERIAL. A SOILS ENGINEER SHALL BE ENGAGED (OWNER & GC TO COORDINATE) TO FIELD VERIFY NET ALLOWABLE SOIL BEARING CAPACITY STATED ON THESE CONSTRUCTION DOCUMENTS AND IN GEOTECHNICAL REPORT FOR THIS PROJECT. IF SUITABLE BEARING STRATUM DOES NOT EXIST AT FOOTING ELEVATIONS STATED ON CONSTRUCTION DOCUMENTS, EXCAVATIONS SHALL BE EXTENDED UNTIL SOIL WITH STATED BEARING CAPACITY IS REACHED. PLACE FILL BELOW FOOTINGS OR EXTEND FOOTINGS DOWN TO SUITABLE BEARING STRATUM. FILL MATERIAL AND PLACEMENT BELOW SLABS ON GRADE AND FOOTINGS SHALL BE COMPACTED TO 95% MODIFIED PROCTOR AND PLACED PER THE GEOTECHNICAL ENGINEER'S RECOMMENDATIONS. ALL FIELD CONDITIONS THAT WILL AFFECT DESIGN AS PRESENTED MUST BE COORDINATED WITH SEOR.

5. DO NOT PLACE ANY FOOTINGS ON FROZEN SUBGRADE.

CAST IN PLACE REINFORCED CONCRETE:

1. CONCRETE WORK SHALL CONFORM TO REFERENCED EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE" AND ACI 302 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION".

2. CONTRACTOR SHALL ELECTRONICALLY SUBMIT STEEL REBAR SHOP DRAWINGS FOR APPROVAL PRIOR TO CONSTRUCTION. CONTRACTOR SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING TO THE ARCHITECT.

3. REFER TO REINFORCEMENT DEVELOPMENT AND LAP SPLICE SCHEDULE FOR LAP SPLICES IN REINFORCING STEEL.

4. ALL LAPS IN REINFORCING STEEL SHALL BE CLASS ''B'' LAP SPLICES UNLESS OTHERWISE NOTED. AT CONSTRUCTION JOINTS, CONTINUOUS BARS SHALL BE LAP SPLICED WITH A CLASS "B" LAP. ALL OTHER BARS EXTENDING THRU THE JOINT SHALL BE FULLY DEVELOPED EACH SIDE OF JOINT, UNO.

5. ALL HOOKS IN REINFORCING STEEL SHALL BE STANDARD HOOKS, UNO.

6. AT CONSTRUCTION JOINTS, CONTINUOUS BARS SHALL BE LAP SPLICED w/ A CLASS B LAP. ALL OTHER BARS EXTENDING THROUGH JOINT SHALL BE FULLY DEVELOPED EACH SIDE OF JOINT UNLESS NOTED OTHERWISE.

7. PROVIDE THE FOLLOWING CLEAR COVER DISTANCES FOR REINFORCEMENT IN CONCRETE:

CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

CONCRETE EXPOSED TO EARTH OR WEATHER:NO. 6 THROUGH NO. 18 BARS 2"NO. 5 BAR AND SMALLER 1 1/2"

CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:WALLS, JOISTS: NO. 11 BAR AND SMALLER 1"BEAMS AND COLUMNS 1 1/2"

ELEVATED CONCRETE SLABS2 HOUR OR LESS FIRE RATING - TOP, BOTTOM, AND SIDES 3/4"3 HOUR FIRE RATING - TOP, BOTTOM, AND SIDES 1"PARKING AND CORROSIVE ENVIRONMENTS 1 1/2"

8. CALCIUM CHLORIDE OR ADMIXTURES CONTAINING CALCIUM CHLORIDE ARE NOT PERMITTED IN ANY CONCRETE MIX.

9. CONTRACTOR SHALL USE SMOOTH FORMS FOR EXPOSED CONCRETE SURFACES. ANY CONCRETE SURFACE REPAIRS SHALL BE PERFORMED BY THE CONTRACTOR AS REQUIRED. REPAIR AND PATCH DEFECTIVE AREAS WITH PROPRIETARY PATCHING COMPOUND IMMEDIATELY AFTER REMOVAL OF FORMS.

10. PROVIDE A 3/4'' CHAMFER ON EXPOSED CORNERS OF CONCRETE UNLESS NOTED OTHERWISE. TOP SURFACE OF WALLS SHALL FINISHED SMOOTH, UNLESS NOTED OTHERWISE.

11. CONTRACTOR SHALL PROVIDE SUITABLE WIRE SPACERS, CHAIRS, TIES, ETC FOR SUPPORTING REINFORCING STEEL IN THE PROPER POSITION WHILE PLACING CONCRETE.

12. DO NOT PLACE CONDUITS, PIPES, DUCTS, OR FIXTURES IN STRUCTURAL CONCRETE WITHOUT PRIOR APPROVAL OF STRUCTURAL ENGINEER.

13. SLEEVES, CONDUITS, OR PIPING PASSING THROUGH CONCRETE SLABS AND WALLS SHALL BE PLACED SO THAT THEY ARE NOT CLOSER THAN THREE DIAMETERS ON CENTER OR 4" MIN AND SO THAT THEY DO NOT DISPLACE REINFORCING. BANKS OF OPENINGS GREATER THAN 18" TOTAL WIDTH OF ALL OPENINGS, EDGE-TO-EDGE, MUST BE COORDINATED WITH STRUCTURAL ENGINEER.

14. PROVIDE 1/2'' EXPANSION JOINT MATERIAL AT INTERIOR LOCATIONS WHERE SLABS ABUT WALLS, COLUMNS, AND OTHER VERTICAL SURFACES UNLESS NOTED OTHERWISE.

15. TIME BETWEEN CONCRETE BATCHING AND PLACEMENT SHALL BE IN ACCORDANCE WITH ASTM C94.

16. ADDITION OF JOBSITE WATER TO CONCRETE SHALL BE PER ASTM C94.

17. ALL CONCRETE SLABS SHALL BE CURED PER ACI 308.1 RECOMMENDATIONS.

18. CONTROL JOINTS SHALL BE PLACED IN CONVENTIONAL SLAB ON GRADE AND SLAB ON METAL DECK CONSTRUCTION WITHIN 24 HOURS OF INITIAL POUR. REFER TO PLAN NOTES FOR ADDITIONAL INFO.

19. DO NOT PLACE CONTROL JOINTS IN: STRUCTURAL SLABS ON GRADE, POST TENSIONED SLABS ON GRADE, OR PILE SUPPORTED SLABS.

20. CONTRACTOR SHALL HIRE A MATERIALS TESTING LABORATORY TO CAST AND TEST CONCRETE CYLINDERS. ALL TESTING SHALL BE IN ACCORDANCE WITH ACI 318. RESULTS OF CYLINDER TESTS SHALL BE SUBMITTED TO THE ARCHITECT AND ENGINEER. CONCRETE TEST REPORTS SHALL STATE THE FOLLOWING INFORMATION:

A. LOCATION ON PROJECT WHERE THE CONCRETE IS USEDB. 7 DAY COMPRESSIVE STRENGTHC. 28 DAY COMPRESSIVE STRENGTHD. AIR CONTENTE. SLUMPF. AMOUNT OF WATER ADDED ON JOB SITEG. MIX USED

21. CONCRETE TEST REPORTS SHALL DIRECTLY STATE WHETHER OR NOT THE TEST RESULT COMPLIES WITH THE CONSTRUCTION DOCUMENTS AND SPECIFICATIONS.

22. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIR OF ANY IRREGULARITIES OR DEFECTS IN CONCRETE SLABS (CRACKS, BUMPS, FLOOR CURLING, ETC.) BEFORE ANY FLOOR FINISHES ARE APPLIED.

23. GROUT BELOW BASE PLATES AND BEARING PLATES SHALL BE NON-SHRINK, NON-METALLIC GROUT.

24. CONFORM TO ACI 117 FOR CONCRETE TOLERANCES.

25. CONFORM TO ACI 306.1 FOR COLD WEATHER CONCRETE PLACEMENT.

26. CONFORM TO ACI 305.1 FOR HOT WEATHER CONCRETE PLACEMENT.

27. WELDING OF REINFORCING STEEL SHALL CONFORM TO AWS D1.4/D1.4M.

28. CONCRETE PLACEMENTS GREATER THAN OR EQUAL TO 48 INCHES THICK OR PLACEMENTS CONTAINING GREATER THAN 660 lb/yd3

CEMENTITIOUS MATERIAL SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF ACI 301, CHAPTER 8.

29. "TERMINATORS" ON STRUCTURAL DRAWINGS REFER TO HEADED DEFORMED BARS AND MAY REPLACE STANDARD HOOKS WHERE NOTED. HEADED DEFORMED BARS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF ACI 318.

DELEGATED DESIGN:

1. FOR THE PURPOSES OF THIS SECTION, DELEGATED DESIGN ARE DEFINED AS THOSE PORTIONS OF THE DESIGN WHICH ARE NOT SUBMITTED AT THE TIME OF THE APPLICATION AND THAT ARE TO BE SUBMITTED TO THE BUILDING OFFICIAL, ARCHITECT, AND/OR ENGINEER OF RECORD WITHIN A SPECIFIED PERIOD.

2. DOCUMENTS FOR DELEGATED DESIGN ITEMS SHALL BE STAMPED BY A PROFESSIONAL ENGINEER AND SUBMITTED TO THE PROFESSIONAL IN RESPONSIBLE CHARGE FOR REVIEW. THE CONTRACTOR SHALL FORWARD THE REVIEWED DOCUMENTS TO THE BUILDING OFFICIAL, ARCHITECT, AND/OR ENGINEER OF RECORD WITH A NOTATION INDICATING THAT THE DELEGATED DESIGN DOCUMENTS HAVE BEEN REVIEWED AND BEEN FOUND TO BE IN GENERAL CONFORMANCE TO THE DESIGN OF THE BUILDING. THE DELEGATED DESIGN ITEMS SHALL NOT BE INSTALLED UNTIL THE DESIGN AND SUBMITTAL DOCUMENTS HAVE BEEN APPROVED BY THE BUILDING OFFICIAL, ARCHITECT, AND/OR ENGINEER OF RECORD.

3. DELEGATED DESIGN ITEMS -• GREENHOUSE AND CONNECTIONS TO FOUNDATION WALL

ULTIMATE WIND LOADS COMPONENTS & CLADDING:

ROOF SURFACE PRESSURE

POSITIVE ALL ZONES

NEGATIVE ZONE 3

NEGATIVE ZONE 2

NEGATIVE ZONE 1

AREA 10 SF 50 SF 100 SF

-23.7 PSF -22.2 PSF -21.5 PSF

-41.3 PSF -33.6 PSF -30.3 PSF

-61.0 PSF -51.8 PSF -47.9 PSF

16.0 PSF 16.0 PSF 16.0 PSF

WALL SURFACE PRESSURE

POSITIVE ZONE 4&5

NEGATIVE ZONE 5

NEGATIVE ZONE 4

AREA 10 SF 100 SF 500 SF

-28.1 PSF -24.2 PSF -21.5 PSF

-34.7 PSF -26.9 PSF -21.5 PSF

25.9 PSF 22.0 PSF 19.3 PSF

DESIGN DATA:

APPLICABLE CODES / STANDARDS:WISCONSIN COMMERCIAL BUILDING CODE; 2015 IBC AS MODIFIED BY CHAPTERS SPS 361-366, ADOPTED APRIL 1, 2018ASCE 7-10 MIN DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES, ASCE/SEI

STRUCTURAL DESIGN STANDARDS (DESIGN SHALL CONFORM TO THE CURRENT EDITION UNDER THE APPLICABLE CODE)ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE AND COMMENTARY

BUILDING DESIGN LOADS / CRITERIA:

RISK CATEGORY ...................................................................................................................................................................................................... II

DESIGN DEAD LOADS:

ROOF DEAD LOAD...................................................................................................................................................................................... 30 PSF

ROOF SNOW LOADS AND DESIGN DATA:DESIGN ROOF SNOW LOAD ....................................................................................................................... 30 PSF (BALANCED SNOW LOAD)FLAT ROOF SNOW LOAD (Pf) = (0.7 × Ce × Ct × Is × Pg) .............................................................................................................. 23.1 PSFSNOW EXPOSURE (Ce) .......................................................................................................................................................................... 1.0SNOW LOAD IMPORTANCE FACTOR (Is) ............................................................................................................................................. 1.1ROOF THERMAL FACTOR (Ct) ........................................................................................................................................................... 1.0GROUND SNOW (Pg) ........................................................................................................................................................................... 30 PSFRAIN ON SNOW SURCHARGE ........................................................................................................................................................... 0.0 PSFSLOPED ROOF FACTOR (Cs) ............................................................................................................................................................. 1.0

WIND DESIGN DATA:ULTIMATE WIND SPEED (3 SECOND GUST) ............................................................................................................................... 120 MPHNOMINAL WIND SPEED ............................................................................................................................................................................. 93 MPHWIND DIRECTIONALITY FACTOR (Kd) ...................................................................................................................................................... 0.85MEAN ROOF HEIGHT ............................................................................................................................................................................. 13 FTWIND EXPOSURE CATEGORY .............................................................................................................................................................. BWIND EXPOSURE CLASSIFICATION ............................................................................................................................................... ENCLOSEDINTERNAL PRESSURE COEFFICIENT ................................................................................................................................................... ±0.18BUILDING LENGTH (L) ............................................................................................................................................................................. 51 FTLEAST WIDTH (B) ..................................................................................................................................................................................... 31 FTVELOCITY PRESSURE EXPOSURE COEFFICIENT Kh (CASE 1) .............................................................................................................. 0.701VELOCITY PRESSURE EXPOSURE COEFFICIENT Kh (CASE 2) ............................................................................................................... 0.575TOPOGRAPHIC FACTOR (Kzt) .............................................................................................................................................................. 1.0EDGE STRIP (a) ....................................................................................................................................................................................... 3.1 FTEDGE ZONE (2a) ...................................................................................................................................................................................... 6.2 FTDESIGN PROCEDURE ........................................................................................................................ METHOD 1: SIMPLIFIED PROCEDURE

EARTHQUAKE DESIGN DATA:SEISMIC IMPORTANCE FACTOR (Ie)................................................................................................................................................... 1.25MAPPED SPECTRAL ACCELERATIONS AT SHORT PERIODS (Ss) ............................................................................................... 0.087MAPPED SPECTRAL ACCELERATIONS AT (1) SECOND PERIODS (S1) ....................................................................................... 0.046SITE CLASSIFICATION ....................................................................................................................................................................... DDESIGN SPECTRAL RESPONSE COEFFICIENT AT SHORT PERIODS (Sds) .............................................................................. 0.093DESIGN SPECTRAL RESPONSE COEFFICIENT AT (1) SECOND PERIODS (Sd1) ....................................................................... 0.074SEISMIC DESIGN CATEGORY ...................................................................................................................................................... BBASIC SEISMIC-FORCE-RESISTING SYSTEM .............................................................................. ORIDNARY STEEL MOMENT FRAMESDESIGN BASE SHEAR ............................................................................................................................................................... 0.033W KIPSSEISMIC RESPONSE COEFFICIENT (Cs) ...................................................................................................................................... 0.033RESPONSE MODIFICATION COEFFICIENT (R) .............................................................................................................................. 3.5ANALYSIS PROCEDURE FOR SEISMIC DESIGN ...................................................................... EQUIVALENT LATERAL FORCE ANALYSIS

SOIL DESIGN VALUES:SOIL UNIT WEIGHT ...........................................................................................................................................................xxx PCF (ASSUMED)LATERAL EARTH PRESSURE

ACTIVE (RETAINING WALLS).......................................................................................................................xx psf / ft OF DEPTH (ASSUMED)AT-REST (BASEMENT WALLS) ...............................................................................................................xx psf / ft OF DEPTH (ASSUMED)PASSIVE ...........................................................................................................................................................................xxx PSF (ASSUMED)

COEFFICIENT OF SLIDING FRICTION ...........................................................................................................................................xxx (ASSUMED)SUBGRADE MODULUS ............................................................................................................................................................xxx PCI (ASSUMED)ALLOWABLE SOIL BEARING PRESSURE .........................................................................................................................xxxx PSF (ASSUMED)

REFER TO SOILS REPORT No. xxxxx DATED xx/xx/xxxx PREPARED BY xxxxx FOR DESCRIPTION OF SOIL CONDITIONS, GEOTECHNICAL RECOMMENDATIONS, AND DESIGN VALUES.

MATERIAL STRENGTHS:

CAST IN PLACE CONCRETE:FOOTINGS

MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS ....................... f'c = 3,000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO ....................................... N/AMAXIMUM AGGREGATE SIZE ....................................................... 1 1/2"AIR CONTENT....................................................................................... NOEXPOSURE ....................................................................................... F0

FOUNDATION FROST WALLSMINIMUM COMPRESSIVE STRENGTH AT 28 DAYS ....................... f'c = 4,000 PSIMAXIMUM WATER-CEMENTITIOUS RATIO ....................................... 0.55MAXIMUM AGGREGATE SIZE ....................................................... 3/4"AIR CONTENT....................................................................................... YES 5%EXPOSURE ....................................................................................... F1

MACROSYNTHETIC FIBERS ENGINEERED AND DESIGNED FOR USE IN CONCRETE SLABS COMPLYING WITH ASTM C 1116, TYPE III, 1 1/2" TO 2 1/2" LONG

METAL / STEEL:REINFORCING STEEL

ALL ASTM A615, GRADE 60, DEFORMED ....................................... Fy = 60,000 PSIASTM A706, GRADE 60, WELDABLE ............................................... Fy = 60,000 PSISTEEL WELDED WIRE REINFORCEMENT, FLAT SHEETS ............... Fy = 60,000 PSISTUD RAIL ASSEMBLIES ............................................................... ASTM A1044HEADED WELDED STUDS ............................................................... ASTM A108

STRUCTURAL BOLTSHIGH STRENGTH BOLTS, NUTS, AND WASHERS ....................... ASTM A325ZINC COATED HIGH STRENGTH BOLTS, NUTS, AND WASHERS..... ASTM A325STAINLESS STEEL BOLTS, NUTS, AND WASHERS ....................... ASTM F593SHEAR CONNECTORS (GRADES 1015 THRU 1020) ....................... ASTM A108THREADED RODS ............................................................................... ASTM A36CLEVIS AND TURNBUCKLES (GRADE 1035) ............................... ASTM A108EYE BOLTS AND NUTS (GRADE 1030) ............................................... ASTM A108ANCHOR BOLTS (GRADE 36) ....................................................... ASTM F1554

WELDED CONNECTIONSWELDING ELECTRODES ............................................................... E70XX

E80XX FOR WELDING REINFORCING

These documents reflect progress and intent and maybe subject to change, including additional detail. These are not final construction documents and shall not be

used for final bidding or construction-related purposes.

PROGRESS DOCUMENTS

NOT FOR CONSTRUCTION

PROJECT MANAGER

PROJECT NUMBER

KEY PLAN

SHEET INFORMATION

PROJECT INFORMATION

ISSUANCE AND REVISIONS

3

E

D

C

B

A

21 654 7

321 654 7

E

D

C

B

A

m i l w a u k e e 333 East Chicago StreetMilwaukee, Wisconsin 53202414.271.5350

309 West Johnson Street, Suite 202Madison, Wisconsin 53703608.442.5350

m a d i s o n

1899 Wynkoop Street, Suite 700Denver, Colorado 80202303.595.4500

d e n v e r

LAKE MILLS AREAHIGH SCHOOL

FOUNDATION PLAN

S101

21345-01

615 Catlin DriveLake Mills, WI, 53551

© 2021 Eppstein Uhen Architects, Inc.

DATE DESCRIPTION

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

1S101

FOUNDATION PLAN -A2S101

TYPICAL EXTERIOR CONCRETE FOUNDATION WALL

5S101

FOUNDATION WALL w/ TRENCH DRAIN

4S101

PIPE PENETRATION AT FOUNDATION WALL 3S101

SLAB OVERPOUR AT GARAGE DOOR

CONTINUOUS FOOTING SCHEDULE

MARK

DIMENSIONS REINFORCEMENT

REMARKSWIDTH (xCONT) THICKNESS LONGITUDINAL TRANSVERSE

W20 2'-0" 1'-0" (2) #5

CONTINUOUS FOOTING SCHEDULE NOTES:1. REFER TO STRUCTURAL NOTES SHEET FOR MINIMUM COVER REQUIREMENTS.2. REFER TO FOUNDATION PLAN FOR TOP OF FOOTING ELEVATIONS.3. REFER TO FOUNDATION AND EARTHWORK GENERAL NOTES AND DESIGN CRITERIA FOR ADDITIONAL

REQUIREMENTS.4. ALL LAPS IN STEEL REINFORCING SHALL BE CLASS ''B'' LAP SPLICES UNLESS NOTED OTHERWISE.

A1012

A101

3

A101

4

A101 5

7

A101

30'-0

"

6

A101

TRENCH DRAIN, BY PLUMBING CONTRACTOR

9

A101

50'-0"

DOWNSPOUT

DOWNSPOUT

NOTE: MC, EC AND PC TO COORDINATE MECHANICAL, ELECTRICAL, AND PLUMBING NEEDS WITH THE OWNER AND GREENHOUSE VENDOR SUPPLIER

9

A101

DOWNSPOUT/GUTTERDOWNSPOUT/GUTTER

7

A101

100'-0"

2'-0" AFF CAST IN PLACE CONCRETE KNEE WALL - SEE STRUCTURAL SHEETS, COORDINATE WITH GREENHOUSE MANUFACTURER

SINGLE SOURCE FACTORY FABRICATED AND INSTALLED GALVANIZED CLEAR SPAN PRE-ENGINEERED GREENHOUSE STRUCTURE (BY OTHERS)

DOWNSPOUT

7

A101

6

A101

100'-0"

9

A101

112'-0"

100'-0"

CONTINUOUS WOOD BLOCKING -NOTCH AT BASE PLATE

STAINLESS STEEL DRIP EDGE

CONCRETE KNEEWALLWITH ANCHOR BOLTS

GREENHOUSE SYSTEM ENCLOSURE (BY OTHERS)

TERMINATION BAR

FLASHING - WRAP BLOCKING

100'-0"

SINGLE SOURCE FACTORY FABRICATED AND INSTALLED GALVANIZED CLEAR SPAN PRE-ENGINEERED GREENHOUSE STRUCTURE (BY OTHERS)

9

A101

7

A101

SINGLE SOURCE FACTORY FABRICATED AND INSTALLED GALVANIZED CLEAR SPAN PRE-ENGINEERED GREENHOUSE STRUCTURE (BY OTHERS)

PROJECT MANAGER

PROJECT NUMBER

KEY PLAN

SHEET INFORMATION

PROJECT INFORMATION

ISSUANCE AND REVISIONS

3

E

D

C

B

A

21 654 7

321 654 7

E

D

C

B

A

m i l w a u k e e 333 East Chicago StreetMilwaukee, Wisconsin 53202414.271.5350

309 West Johnson Street, Suite 202Madison, Wisconsin 53703608.442.5350

m a d i s o n

1899 Wynkoop Street, Suite 700Denver, Colorado 80202303.595.4500

d e n v e r

LAKE MILLS AREAHIGH SCHOOL -GREENHOUSE

1ST FLR PLAN

A101

21345-01

TMW

615 Catlin DriveLake Mills, WI, 53551

© 2021 Eppstein Uhen Architects, Inc.

1/8" = 1'-0" 11ST FLR PLAN

1/8" = 1'-0" 2EAST

1/8" = 1'-0" 3NORTH

1/8" = 1'-0" 4SOUTH

1/8" = 1'-0" 5WEST

3" = 1'-0" 6TYPICAL BASE FLASHING DETAIL

1/8" = 1'-0" 7Section 1

1/8" = 1'-0" 9Section 3

DATE DESCRIPTION