RFB924900-01 - DOC MPCF Front Steps Repair - Drawings.pdf

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DOC MPCF FRONT STEPS REPAIR

STATE OF IOWA

1200 E. WASHINGTON ST., MT. PLEASANT, IA 52641

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SHEET LIST

SHEET NAME

GENERAL

G000 COVER SHEET

CIVIL

C101 SITE PLAN

STRUCTURAL

S000 STRUCTURAL GENERAL INFORMATION AND SPECIAL

INSPECTIONS

S100 PLAN VIEWS

S500 DETAILS

ARCHITECTURAL

A101 FIRST FLOOR PLAN

A500 PHOTOGRAPHS

PLUMBING

P000 PLUMBING GENERAL INFORMATION

P101 PLUMBING PLANS

MECHANICAL

M000 MECHANICAL GENERAL INFORMATION

M201 MECHANICAL HVAC PLANS

ELECTRICAL

E101 ELECTRICAL PLAN

NOT TO SCALEC4

FACILITY IMAGE

01/2" = 1'-0"

VIEW OF ENTRANCE LOOKING SOUTHWEST

I HEREBY CERTIFY THAT THE PORTION OF THIS TECHNICAL

SUBMISSION DESCRIBED BELOW WAS PREPARED BY ME OR UNDER

MY DIRECT SUPERVISION AND RESPONSIBLE CHARGE. I AM A DULY

LICENSED ARCHITECT UNDER THE LAWS OF THE STATE OF IOWA.

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

PRINTED OR TYPED NAME

SIGNATURE

MY LICENSE RENEWAL DATE IS JUNE 30,

DATE

ARCHITECT

LICENSE NUMBER

Phillip J. Parrott

ALL A & G SHEETS

03601

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Tyson L. Scheidecker

ALL M & P SHEETS

21691

MECHANICAL ENGINEER

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Edin Smailovic

ALL E SHEETS

21953

ELECTRICAL ENGINEER

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Christopher R. Marvin

ALL S SHEETS

P27417

STRUCTURAL ENGINEER

NOT TO SCALEA6

SITE LOCATION

SITE LOCATION

CONTRACTOR

PARKING LOCATION

PUBLIC AND VISITOR PARKING LOCATION

TEMPORARY PUBLIC ENTRANCE INTO

BUILDING DURING CONSTRUCTION PROJECT.

PROJECT DESCRIPTION:

RENOVATION AND REPAIRS OF THE STAIR & ENTRANCE LANDING

LEADING TO THE MT. PLEASANT CORRECTIONAL FACILITY (MPCF)

ADMINISTRATION BUILDING. THIS PROJECT IS LOCATED ON THE NON-

SECURE SIDE OF THE FACILITY.

WORK INCLUDES BUT NOT LIMITED TO:

• REMOVAL OF DAMAGED SLAB TOPPING, CONCRETE STAIRS,

LOUVERS, RAILINGS, LIGHT FIXTURES & LIGHT POLES.

• REPLACEMENT OF CONCRETE MASONRY WITH MATCHING STONE

CLADDING.

• REPAIR OF EXISTING STONE.

• TUCKPOINTING OF STONE JOINTS.

• CLEANING OF EXISTING STONE.

• INSTALLING NEW SUMP PUMP WITH PIT.

• INSTALLING NEW AREA DRAIN IN AREA WELL.

• INSTALLING NEW CONCRETE STAIR.

• INSTALLING NEW LOUVERS.

• INSTALLING NEW RAILINGS.

• INSTALLING NEW LIGHT POLES & FIXTURES.

• REPLACEMENT OF DETERIORATED STEEL FRAMING MEMBERS.

• PAINTING OF EXISTING AND NEW STEEL MEMBERS.

PAGES, SHEETS OR DIVISIONS COVERED BY THIS SEAL

MY LICENSE RENEWAL DATE IS DECEMBER 31,

I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS

PREPARED BY ME OR UNDER MY DIRECT SUPERVISION AND THAT I

AM A DULY LICENSED PROFESSIONAL ENGINEER UNDER THE LAWS

OF THE STATE OF IOWA.

PRINTED OR TYPED NAME

SIGNATURE DATE

LICENSE NUMBER

Christopher R. Bauer

ALL C SHEETS

19737

CIVIL ENGINEER

DAS PROJECT NUMBER: 9249.00

- DAS PROJECT NUMBER: 9249.00

CONTRACTOR

STAGING LOCATION

ADA ENTRANCE

AND ELEVATOR

5-2-2023

5-2-2023

5-2-2023

5-2-2023

5-2-2023

REMOVE AND REPLACE

EXISTING SIDEWALK

TO MINIMUM EXTENTS

SHOWN ON DRAWINGS

LANDSCAPING AND EDGING

BLOCKS TO BE REMOVED AND

REPLACED BY FACILITY (TYP)

REMOVE SOD, STOCKPILE

TOPSOIL AND IMPORT FILL SOIL

TO PROVIDE POSITIVE DRAINAGE

AWAY FROM BUILDING

INSTALL TEMPORARY

CONSTRUCTION FENCE AROUND

ALL AREAS OF WORK (TYP)

" 24

LANDSCAPING

SIDEWALK

SI

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K

ASPHALT

ASPHALT

(TUNNEL)

AREA WELL

R=4.00'

R=4 .00

LANDING AND PCC STEPS,

REFER TO ARCHITECTURAL

AND STRUCTURAL

COORDINATE DUMPSTER LOCATION

WITH CONSTRUCTION MANAGER. THERE

WILL BE ADDITIONAL DUMPSTERS IN

THIS GENERAL AREA FOR SEPARATE

PROJECTS THAT SHALL NOT BE USED

BY THIS PROJECT. CONTRACTOR SHALL

COORDINATE LOCATION AND ACCESS

TO DUMPSTERS BY OTHER PROJECTS.

MAINTAIN ACCESS TO

ELEVATOR ENTRANCE

ELEVATION ALONG

WALL TO BE 0.1'

LOWER THAN OPENING

STRAIGHT GRADE FROM

BUILDING TO EDGE OF

PAVEMENT, MINIMUM 1%

17.99'

30.20'

PROTECT EXISTING

SHRUBS (TYP)

HYDROSEED (TYP).

SEE SITE

RESTORATION NOTES.

PUBLIC ACCESS POINT DURING

CONSTRUCTION. MUST BE MAINTAINED

FREE OF ANY CONSTRUCTION DEBRIS

AND/OR EQUIPMENT.

FACILITY TO INSTALL SIGN

(NON-ADA) FOR PUBLIC ACCESS

FACILITY TO INSTALL SIGN

(ADA) FOR PUBLIC ACCESS

FACILITY TO PLACE BARRIER TO

CLOSE SIDEWALK WITH ARROW

TO NEW MAIN SIDEWALK TO BE

USED FOR ACCESS

INSTALL CONSTRUCTION

ACCESS GATE IN TEMPORARY

FENCE AS REQUIRED

MAINTAIN ACCESS TO

ELEVATOR ENTRANCE

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PAVEMENT GENERAL NOTES

1. ALL PROPOSED PAVEMENT PATCHES ARE APPROXIMATE AND SHOULD BE CONSIDERED MINIMUM REMOVAL EXTENTS. EXTEND AND ADJUST PAVEMENT PATCHES AS REQUIRED BY CONSTRUCTION WITH PRIOR APPROVAL BY

CONSTRUCTION MANAGER.

2. ALL SLOPES IN PAVEMENT SHALL BE UNIFORM TO AVOID PONDING. ANY PONDING ON PAVEMENT PATCHES

OR ADJACENT TO PATCHES WILL BE CONSIDERED UNACCEPTABLE AND SHALL BE REPLACED.

3. USE TYPE "A" COMPACTION ON SUBGRADE AND SUBBASE, TYPE "A" COMPACTION PER IOWA DOT STANDARD

SPECIFICATION FOR HIGHWAY AND BRIDGE CONSTRUCTION.

SURFACE RESTORATION NOTES

1. CONTRACTOR TO REMOVE, STOCKPILE, AND REPLACE A MINIMUM OF 6" OF EXISTING TOPSOIL FOR ALL

DISTURBED AREAS.

2. SCARIFY AREAS TO RECEIVE TOPSOIL TO A MINIMUM DEPTH OF 4". REMOVE ALL STONES, WOOD AND OTHER

DEBRIS LARGER THAN 2" FROM AREAS TO RECEIVE TOPSOIL. DO NOT COMPACT TOPSOIL.

3. FINISH GRADE AND PREPARE FOR SEEDING ALL AREAS DISTURBED BY CONSTRUCTION TO WITHIN +/- 0.10

FEET OF EXISTING GRADES.

4. EXISTING FACILITIES (CURBS, PAVEMENT, UTILITIES, ETC.) THAT ARE TO REMAIN AND DAMAGED BY THE CONTRACTOR SHALL BE REPAIRED OR REPLACED BY THE CONTRACTOR AT NO ADDITIONAL EXPENSE TO THE

OWNER.

SITE WORK TECHNICAL SPECIFICATIONS

THE MOST RECENT EDITION OF THE IOWA STATEWIDE URBAN DESIGN AND SPECIFICATIONS (SUDAS) SHALL APPLY TO ALL SITE WORK PERFORMED ON THIS PROJECT EXCEPT AS MODIFIED HEREIN. MEASUREMENT AND PAYMENT SECTIONS AND ADDITIONAL COMPENSATION REFERENCES SHALL NOT APPLY TO THIS PROJECT AS IT IS A LUMP

SUM BID .

CONTRACTOR SHALL SUBMIT SHOP DRAWING SUBMITTALS FOR ALL PROPOSED PRODUCTS.

A. CONCRETE PAVING:

CONCRETE: MATERIALS AND MIXING FOR ALL CONCRETE WORK, UNLESS OTHERWISE SPECIFIED, SHALL CONFORM TO IOWA DOT SPECIFICATIONS, SECTIONS 2301.03 THROUGH 2301.06, 2301.13 AND 2301.28 FOR

AIR-ENTRAINED TYPE C-4 MIX WITH TYPE I CEMENT

FLY ASH (CONTRACTOR'S OPTION) - ASTM C618, TYPE C, NOT TO EXCEED 15% OF CEMENTITIOUS MATERIAL.

COARSE AGGREGATE DURABILITY SHALL BE CLASS III, 3/4" MAX.

COMPRESSIVE STRENGTH: 2800 PSI @ 7 DAYS AND 4000 PSI @ 28 DAYS

SLUMP: 3" ± 1".

AIR CONTENT: 7.0% ± 1.0%

WATER/CEMENT RATIO: NOT TO EXCEED 0.53

FINISH: MATCH EXISTING FINISH FOR ROADWAY AND SIDEWALK PATCHING.

TESTING - ONE SET OF TEST CYLINDERS REQUIRED FOR EACH 100 C.Y. OR PORTION THEREOF, OF CONCRETE POURED PER WORK LOCATION. CONCRETE TESTING TO BE DONE AND PAID FOR BY OWNER. CONTRACTOR SHALL COORDINATE AND SCHEDULE ALL REQUIRED TESTING AND GEOTECHNICAL WORK WITH CONSTRUCTION

MANAGER.

SURFACE CURING: CONTRACTOR SHALL APPLY WHITE PIGMENT LIQUID CURING COMPOUND IN A FINE SPRAY TO FORM CONTINUOUS UNIFORM FILM AFTER FINISHING AND SURFACE MOISTURE HAS DISAPPEARED, OR WITHIN 30

MINUTES AFTER FORMS ARE REQUIRED.

SUBMIT CONCRETE MIX DESIGN FOR APPROVAL.

COLD WEATHER CONCRETE: WHEN THE ATMOSPHERIC AIR TEMPERATURE MAY BE EXPECTED TO DROP BELOW 40°F AT THE TIME CONCRETE IS DELIVERED TO THE WORK SITE, DURING PLACEMENT, OR AT ANY TIME DURING CURING PERIOD, CONCRETE SHALL BE MIXED, PLACED, AND PROTECTED IN ACCORDANCE WITH ACI STANDARD 306, "RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING." IT IS THE OWNERS PREFERENCE TO AVOID COLD WEATHER CONCRETE FOR THIS PROJECT AND PROVIDE TEMPORARY GRANULAR SURFACING FOR

SIDEWALK AND PAVING AS REQUIRED.

B. SITE RESTORATION

HYDRAULIC SEEDING: ALL DISTURBED AREAS ON THE SITE NOT TO BE PAVED OR LANDSCAPED SHALL RECEIVE HYDRAULIC SEEDING. HYDRAULIC SEEDING MATERIALS AND INSTALLATION SHALL MEET SUDAS SPECIFICATIONS.

CONTRACTOR IS RESPONSIBLE FOR PREPARING SEEDBED, APPLYING HYDRAULIC SEEDING, AND FIRST AND

SECOND APPLICATIONS OF FERTILIZER. OWNER TO PROVIDE TEMPORARY WATERING.

SEED MIXTURE: SUDAS TYPE 1 SEED MIXTURE (PERMANENT LAWN MIXTURE) OR APPROVED EQUAL.

C. TOPSOIL

STRIP, STOCKPILE, AND RESPREAD EXISTING TOPSOIL IN ALL AREAS TO BE SEEDED. THE DEPTH OF TOPSOIL SHALL BE A MINIMUM OF 6" AFTER NATURAL SETTLEMENT AND SHALL CONFORM SMOOTHLY TO THE ADJACENT LINES, GRADES, AND ELEVATIONS. PROVIDE ADDITIONAL TOPSOIL IF EXISTING TOPSOIL IS NOT PROPERLY

HANDLED AND PROTECTED.

NOTE: FACILITY ELEVATOR SHALL NOT BE USED

BY CONTRACTORS FOR MATERIAL HANDLING

AND REMOVAL OF DEMOLITION MATERIAL.

UTILIZE EAST STAIRS, OPENING FROM NORTH

STAIR DEMO OR ACCESS THROUGH LOUVERS.

1. CODES:

A. INTERNATIONAL BUILDING CODE (IBC) 2018

B. AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR STRUCTURAL

CONCRETE (ACI 318)

C. AMERICAN CONCRETE INSTITUTE - BUILDING CODE REQUIREMENTS FOR MASONRY

STRUCTURES (ACI 530)

D. AMERICAN INSTITUTE OF STEEL CONSTRUCTION - SPECIFICATION FOR STRUCTURAL

STEEL BUILDINGS (AISC 360)

ALLOWABLE STRENGTH DESIGN (ASD)

E. AMERICAN SOCIETY OF CIVIL ENGINEERS AND STRUCTURAL ENGINEERING INSTITUTE

(ASCE/SEI 7) - MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES

F. AMERICAN WELDING SOCIETY D1.1

2. DESIGN LOADS PER THE 2018 IBC (RISK CATEGORY II)

A. DEAD LOADS

STRUCTURE SELF WEIGHT AS SHOWN

CEILING, MEP & FP 10 PSF

ROOFING SYSTEM 10 PSF

B. LIVE LOADS

TYPICAL ROOF LIVE LOAD - 20 PSF

TYPICAL FLOOR LIVE LOADS (REDUCIBLE PER IBC 1607.10)

CORRIDORS 100 PSF

STAIRS STRUCTURE (UNREDUCIBLE) 100 PSF

STAIR TREADS 300 LBS OR 100 PSF

MECHANICAL ROOMS (UNREDUCIBLE) 150 PSF

C. ROOF SNOW LOAD

GROUND SNOW LOAD, Pg 20 PSF FLAT ROOF SNOW LOAD, Pf 20 PSF SNOW EXPOSURE FACTOR, Ce 1.0 SNOW IMPORTANCE FACTOR, Is 1.0 THERMAL FACTOR, Ct 1.2

D. DEFLECTION CRITERIA

a. FLOOR LIVE LOAD L/360

3. SOILS INFORMATION BASED ON ASSUMED SOILS PER IBC 2018, TABLE 1806.2 "PRESUMPTIVE

LOAD-BEARING VALUES".

NET ALLOWABLE SOIL BEARING PRESSURES:

SPREAD FOOTINGS 1500 PSF

CONTINUOUS WALL FOOTINGS 1500 PSF

DESIGN INFORMATION

1. THE GENERAL STRUCTURAL NOTES ARE INTENDED TO SUPPLEMENT THE DRAWINGS AND

SPECIFICATIONS. SHOULD CONFLICTS EXIST BETWEEN THESE DRAWINGS AND THE

SPECIFICATIONS NOTIFY THE ENGINEER OF ANY SUCH CONFLICTS.

2. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ALL PROJECT DRAWINGS AND

SPECIFICATIONS. REFER TO ALL DRAWINGS FOR THE COORDINATION OF THE WORK IN THIS

PROJECT.

3. THE INTENT OF THESE PLANS AND NOTES IS TO PRESENT THE PROJECT REQUIREMENTS.

MAJOR DETAILS HAVE BEEN SHOWN ON THE DRAWINGS. HOWEVER, CERTAIN MINOR DETAILS

MUST BE WORKED OUT IN THE FIELD OR SHOP DRAWING PROCESS BY THE CONTRACTOR.

4. UNLESS NOTED OTHERWISE, DETAILS SHOWN ON DRAWINGS ARE TO BE CONSIDERED TYPICAL

FOR ALL SIMILAR CONDITIONS.

5. THE STRUCTURE IS DESIGNED TO BE STABLE AND SELF-SUPPORTING AFTER THE BUILDING IS

FULLY ERECTED A ND ALL CONNECTIONS ARE COMPLETED. UNLESS NOTED OTHERWISE, THE

DRAWINGS DO NOT INDICATE THE MEANS AND METHODS OF CONSTRUCTION. IT IS SOLELY THE

CONTRACTOR'S RESPONSIBILITY TO DETERMINE THE ERECTION PROCEDURE AND SEQUENCING

TO ENSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT PARTS DURING ERECTION.

THIS INCLUDES THE ADDITION TEMPORARY BRACING, GUYS AND TIE-DOWNS NECESSARY FOR

THE ERECTION PROCESS.

6. IT IS SOLELY THE CONTRACTOR'S RESPONSIBILITY TO FOLLOW THE APPLICABLE SAFETY CODES

AND REGULATIONS DURING ALL PHASES OF CONSTRUCTION.

7. CONTRACTOR'S CONSTRUCTION AND ERECTION SEQUENCE SHALL CONSIDER THE EFFECTS OF

THERMAL MOVEMENTS OF THE STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

8. EXISTING CONDITIONS:

A. THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING ALL DIMENSIONS AND CONDITIONS

RELATING TO EXISTING CONSTRUCTION AND EXISTING SERVICES ON SITE. THE

CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND LOCATIONS OF EXISTING COLUMNS,

WALLS, OPENINGS, ETC, WITH THE DRAWINGS PRIOR TO PROCEEDING WITH THE WORK.

ANY DISCREPANCIES WITH THE CONTRACT DOCUMENTS SHALL BE REPORTED TO THE

ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH THE AFFECTED PART OF THE

WORK.

B. DURING CONSTRUCTION THE CONTRACTOR MAY ENCOUNTER EXISTING CONDITIONS WHICH

ARE NOT KNOWN OR ARE AT VARIANCE WITH PROJECT DOCUMENTATION (DISCOVERY).

SUCH CONDITIONS MAY INTERFERE WITH THE NEW CONSTRUCTION OR REQUIRE

PROTECTION AND/OR SUPPORT OF EXISTING WORK DURING CONSTRUCTION. IT MAY ALSO

CONSIST OF DAMAGED OR DETERIORATION OF STRUCTURAL MATERIALS OR COMPONENTS

WHICH COULD JEOPARDIZE THE STRUCTURAL INTEGRITY OF THE BUILDING(S). THE

CONTRACTOR SHALL NOTIFY THE ENGINEER OF ALL DISCOVERIES WHICH MAY INTERFERE

WITH THE PROPER EXECUTION OF THE WORK OR JEOPARDIZE THE STRUCTURAL INTEGRITY

OF THE BUILDING(S) PRIOR TO PROCEEDING WITH THE WORK RELATED TO SUCH

DISCOVERIES.

C. DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE CONTRACTOR'S

RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO

PROTECT IT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.

D. CONTRACTOR SHALL INVESTIGATE THE SITE DURING EARTHWORK OPERATIONS FOR FILL

MATERIAL OR BURIED STRUCTURES. IMMEDIATELY, NOTIFY THE ENGINEER IF ANY SUCH

MATERIALS OR STRUCTURES ARE DISCOVERED.

9. STRUCTURAL COORDINATION

A. ELECTRICAL LOADS, OPENINGS AND SUPPORT FRAMING ARE SHOWN FOR BIDDING

PURPOSES ONLY. CONTRACTOR SHALL OBTAIN APPROVAL OF THE ELECTRICAL

CONTRACTOR BEFORE PROCEEDING WITH SUCH PORTION OF THE WORK.

B. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, HOLES AND

SLEEVES THROUGH FOUNDATIONS AND OTHER STRUCTURAL ELEMENTS WITH THE

ELECTRICAL CONTRACTOR. NO OPENINGS SHALL PASS THROUGH STRUCTURAL MEMBERS

UNLESS SHOWN ON THE DRAWINGS OR APPROVED BY THE ENGINEER.

C. EXCESS COST DUE TO VARIATION IN THE STRUCTURE TO ACCOMMODATE A SUBSTITUTION

OR ALTERNATE MANUFACTURER(S) FROM THE LISTED BASIS OF DESIGN SHALL BE BORNE

BY THE CONTRACTOR.

10. BEFORE SUBMITTING A BID, EACH BIDDER SHALL VISIT THE SITE AND BECOME FULLY

ACQUAINTED WITH THE EXISTING CONDITIONS, CONSTRUCTION REQUIREMENTS,

RESTRICTIONS, QUANTITIES AND EQUIPMENT NECESSARY TO COMPLETE THE WORK. THE BID

SHALL INCLUDE ALL ITEMS REQUIRED TO COMPLETE THE WORK WITHIN THE EXISTING

CONDITIONS. DISRUPTION OF THE OWNERS NORMAL ACTIVITIES AROUND THE CONSTRUCTION

SITE SHALL BE KEPT TO A MINIMUM.

11. THE COST OF ADDITIONAL DESIGN WORK DUE TO ERRORS AND OMISSIONS BY THE

CONTRACTOR DURING CONSTRUCTION SHALL BE BORNE BY THE RESPONSIBLE CONTRACTOR.

12. ANY ENGINEERING DESIGN PROVIDED BY OTHER AND SUBMITTED FOR REVIEW OR RECORD

SHALL BEAR THE STAMP AND SIGNATURE OF A PROFESSIONAL STRUCTURAL ENGINEER

REGISTERED IN THE STATE WHERE THE PROJECT EXISTS.

13. CONTRACTOR SHALL COORDINATE WORK SCHEDULES WITH THE OWNER TO ESTABLISH

CONSTRUCTION SEQUENCING AROUND ANY OCCUPIED AREAS. CONTRACTOR SHALL NOT

PROCEED TO OCCUPIED AREAS UNTIL AUTHORIZED BY THE OWNER.

14. ALL ELEMENTS AND SURFACES DAMAGED BY DEMOLITION, BUT NOT SCHEDULED FOR REMOVAL

SHALL BE REPAIRED AND REFINISHED TO MATCH THE ADJACENT SURFACES AT NO ADDITIONAL

COST TO THE OWNER.

15. CONTRACTOR SHALL REMOVE ALL DEBRIS AND WASTE MATERIALS RESULTING FROM

CONSTRUCTION FROM THE SITE, UNLESS NOTED OTHERWISE.

16. CONTRACTOR SHALL MINIMIZE CREATION OF DUST, DIRT AND WINDBORNE DEBRIS FROM

BLOWING ACROSS THE SITE AND ONTO ADJACENT SITES.

17. CONTRACTOR SHALL COVER ANY EXTERIOR OPENING WITH TEMPORARY CLOSURES WHEN NOT

WORKING ON SITE TO PROTECT THE INTERIOR SPACES FROM WEATHER, INSECTS, RODENTS

AND INTRUDERS.

GENERAL NOTES

1. ALL CONCRETE SHALL CONFORM TO THE LATEST REQUIREMENTS OF THE AMERICAN

CONCRETE INSTITUTES PUBLICATIONS: ACI 301, ACI 305.1, ACI 306.1, ACI 315, AND ACI 318

UNLESS NOTED OTHERWISE.

2. CONCRETE COMPRESSIVE STRENGTH (28 DAY)(F'c)

FOUNDATION WALLS 4000 PSI

SLAB ON GRADE 4000 PSI

ELEVATED STAIRS 4000 PSI

3. CONCRETE REINFORCEMENT STANDARDS:

DEFORMED BARS ASTM A615 Fy = 60 KSI WELDED WIRE REINFORCEMENT (WWR) ASTM A1064 Fy = 65 KSI

SYNTHETIC MACRO FIBER REINFORCING ASTM C1116

EPOXY COATED REINFORCING ASTM A775 Fy = 60 KSI

4. ALL CONCRETE SHALL BE STONE AGGREGATE UNLESS NOTED OTHERWISE. SUBMIT MIX DESIGN

AND DOCUMENTATION FOR APPROVAL PER ACI 318.

5. REINFORCEMENT PROTECTION

A. CONCRETE PLACED AGAINST EARTH - 3"

B. CONCRETE PLACED IN FORMS BUT EXPOSED TO WEATHER OR EARTH:

a. BARS #5 AND SMALLER - 1 1/2"

b. BARS LARGER THAN #5 - 2"

C. CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

a. SLABS, WALLS, AND JOISTS - 3/4"

b. BEAMS, COLUMNS - 1 1/2"

6. WHERE REQUIRED, DOWELS SHALL MATCH THE SIZE, NUMBER AND SPACING OF THE MAIN

REINFORCING UNLESS NOTED OTHERWISE.

7. ALL SPLICES, STANDARD HOOKS, AND DEVELOPMENT LENGTHS TO BE PER THE REFERENCED

EDITION OF ACI 318. MAKE BARS CONTINUOUS AROUND CORNERS. ALL SPLICES SHALL BE BY

CONTACT LAP.

8. ALL SPLICES SHALL BE A CLASS "B" TENSION SPLICE AS DEFINED IN ACI 318. PROVIDE LAP

SPLICES LENGTHS AS FOLLOWS:

LAP SPLICE LENGTHS GIVEN, ASSUME CLEAR SPACING BETWEEN BARS OF 2 BAR DIAMETERS,

AND A MINIMUM CLEAR COVER OF 1 BAR DIAMETER. TOP BARS ARE DEFINED AS HORIZONTAL

BARS WITH MORE THAN 12" ON FRESH CONCRETE BENEATH THE BARS.

9. WALLS AND GRADE BEAMS SHALL NOT HAVE JOINTS IN A HORIZONTAL PLANE, UNLESS

APPROVED BY THE ENGINEER.

10. CONSTRUCTION JOINTS IN STRUCTURAL CONCRETE WORK MUST BE MADE AT CENTER OF

SPAN OR AT CENTER OF SUPPORT WITH VERTICAL BULKHEADS AND HORIZONTAL KEYS,

UNLESS OTHERWISE SHOWN.

11. THERE SHALL BE NO ADDITIONAL OPENINGS LARGER THAN 10" IN CONCRETE WALLS AND SLABS

NOT SHOWN. REFER TO CONCRETE OPENING DETAIL FOR ADDITIONAL REINFORCEMENT

AROUND OPENINGS.

12. REINFORCING STEEL SHALL BE SECURELY FASTENED INTO FORMS PRIOR TO POURING

CONCRETE. WET SETTING OF REINFORCING STEEL WILL NOT BE ACCEPTED PER ACI.

13. CONCRETE MIX - FOUNDATION WALLS

COARSE AGGREGATE 100% PASSING 1" SIEVE

FINE AGGREGATE 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO 0.45

SLUMP (NO WATER REDUCER) 4" +/- 1"

SLUMP (WITH WATER REDUCER) 4" TO 8"

AIR CONTENT 6% +/- 1.5%

14. CONCRETE MIX - SLAB ON GRADE - INTERIOR

COARSE AGGREGATE 100% PASSING 1" SIEVE

FINE AGGREGATE 100% PASSING 3/8" SIEVE

WATER/CEMENT RATIO 0.5

SLUMP (WITH WATER REDUCER) 4" TO 6"

AIR CONTENT LESS THAN 3%

15. CONCRETE MIX - ELEVATED STAIRS

COARSE AGGREGATE 100% PASSING 3/4" SIEVE

FINE AGGREGATE 100% PASSING NO.8 SIEVE

WATER/CEMENT RATIO 0.45

SLUMP (WITH WATER REDUCER) 4" TO 6"

AIR CONTENT 6% +/- 1.5%

BAR SIZE

#3

#4

#5

#6

#7

#8

#9

#10

#11

TYPICAL

19"

25"

31"

37"

54"

62"

70"

79"

87"

TOP BARS

25"

33"

41"

49"

71"

81"

91"

102"

114"

4000 PSI

CAST-IN-PLACE CONCRETE

1. STRUCTURAL STEEL SHALL CONFORM TO THE REFERENCED EDITION OF THE AISC

"SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS".

2. STRUCTURAL STEEL MATERIAL STANDARDS

WIDE FLANGE SECTIONS ASTM A992 Fy = 50 KSI ANGLES, CHANNELS & PLATES ASTM A36 Fy = 36 KSI SQUARE AND RECTANGULAR HSS ASTM A500, GR C Fy = 50 KSI ROUND HSS ASTM A500, GR C Fy = 46 KSI STANDARD PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI

3. STRUCTURAL STEEL CONNECTION STANDARDS:

HIGH STRENGTH BOLTS ASTM F3125 GRADE A325

HEAVY HEX NUT ASTM A563

WASHERS ASTM F436

ANCHOR RODS ASTM F1554 GRADE 36

WELDING ELECTRODES (CARBON STEEL) AWS 5.1, E70XX

4. WELDING SHALL BE IN ACCORDANCE WITH STRUCTURAL WELDING CODE, AWS D1.1, LATEST

EDITION, AND SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY USING PROPER

ELECTRODES FOR MATERIAL BEING WELDED. PROVIDE WELD SIZE IN ACCORDANCE WITH AISC

SPECIFICATIONS, BUT NOT LESS THAN 3/16" FILLET, CONTINUOUS UNLESS OTHERWISE NOTED.

5. ALL HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH RCSC -

"SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS." SEE DRAWINGS

FOR BOLTS SIZES. USE 3/4" DIAMETER, A325 BOLTS UNLESS NOTED OTHERWISE.

6. ALL BOLTED CONNECTIONS ARE BEARING TYPE, UNLESS INDICATED AS TENSION CONTROLLED

(TC) OR SLIP CRITICAL (SC). PROVIDE STANDARD HOLES FOR BEARING TYPE CONNECTION

WHICH ARE 1/16" WIDER DIAMETER THAN THE BOLT.

7. ALL EXTERIOR EXPOSURE STEEL FRAMING, STEEL LINTEL ASSEMBLIES, BRICK RELIEF ANGLES

AND CONNECTORS SHALL BE HOT DIPPED GALVANIZED. ITEMS INDICATED TO BE GALVANIZED

SHALL BE HOT-DIP GALVANIZED IN COMPLIANCE WITH ASTM A123.

8. AFTER FABRICATION, ALL STEEL SHALL BE CLEANED OF ALL RUST, LOOSE MILL SCALE AND

OTHER FOREIGN MATERIALS. STEEL SHALL BE HAND TOOLED CLEANED (SSPC-SP2) OR POWER

TOOL CLEANED (SSPC-SP3).

9. ALL STRUCTURAL STEEL WILL HAVE ONE COAT OF FABRICATOR'S STANDARD LEAD AND

CHROMATE-FREE RUST INHIBITIVE PRIMER APPLIED PRIOR TO DELIVERY TO THE JOB SITE

UNLESS NOTED OTHERWISE. ALL AREAS OF STRUCTURAL STEEL MEMBERS IN WHICH THE

PRIMER COATED SURFACE IS DAMAGED DURING CONSTRUCTION SHALL BE TOUCHED UP WITH

MATCHING PRIMER.

10. THERE SHALL BE NO FIELD CUTTING OF STRUCTURAL STEEL MEMBERS FOR THE WORK OF

OTHER TRADES WITHOUT PRIOR WRITTEN APPROVAL OF THE STRUCTURAL ENGINEER OF

RECORD.

11. CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORES, GUYS, BRACES AND OTHER

SUPPORTS DURING ERECTION TO KEEP STRUCTURAL STEEL SECURE, PLUMB AND IN

ALIGNMENT AGAINST TEMPORARY CONSTRUCTION LOADS AND LOADS EQUAL TO DESIGN

LOADS. REMOVE ALL TEMPORARY SUPPORTS WHEN PERMANENT STRUCTURAL STEEL

FRAMING AND CONNECTIONS ARE COMPLETED.

12. MAINTAIN ERECTION TOLERANCES OF STRUCTURAL STEEL WITHIN AISC 303, "CODE OF

STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES."

13. DO NOT ENLARGE MISALIGNED BOLT HOLES BY BURNING OR THERMAL CUTTING. REAM HOLES

THAT MUST BE ENLARGED TO INSTALL BOLTS.

STRUCTURAL STEEL

1. CONRACTOR SHALL SUBMIT FOR REVIEW AND APPROVAL THE FOLLOWING SUBMITTALS FOR

EACH MATERIAL INDICATED BELOW.

2. CONCRETE REINFORCING

A. SUBMIT CONCRETE REINFORCEMENT SHOP DRAWINGS IN ACCORDANCE WITH ACI 315 FOR

APPROVAL.

a. DETAIL BARS IN ACCORDANCE WITH "ACI DETAILING MANUAL", PUBLICATION SP-66 AND

THE LATEST EDITION OF ACI 318 "BUILDING CODE REQUIREMENTS FOR REINFORCED

CONCRETE".

3. CAST-IN-PLACE CONCRETE

A. SUBMIT CONCRETE MIX DESIGNS FOR EACH APPLICATION LOCATION INDICATED IN THE

DRAWINGS.

B. SUBMIT SHOP DRAWING OF EMBEDDED STEEL ELEMENTS AND CONNECTIONS.

4. CONCRETE UNIT MASONRY

A. SUBMIT CONCRETE MASONRY UNIT PRODUCT DATA, INDICATING COMPRESSIVE STRENGTH

OF UNITS, MORTAR AND GROUT.

B. SUBMIT SHOP DRAWINGS WITH PLANS AND ELEVATIONS INDICATING CONTROL JOINTS AND

STEEL REINFORCING TO BE INSTALLED IN WALL. INDICATE SIZE, LOCATIONS, BAR LENGTHS

AND SPLICING LENGTHS.

5. STRUCTURAL STEEL

A. STRUCTURAL STEEL SHOP DRAWINGS SHOWING COMPLETE DIMENSIONS, DETAILS, SIZES,

AND GRADES OF STEEL MEMBERS AND CONNECTIONS, SIZE, TYPE, AND NUMBER OF

WELDS SHALL BE PREPARED AND SUBMITTED FOR APPROVAL PRIOR TO FABRICATION OF

STEEL COMPONENTS.

B. STRUCTURAL STEEL SHOP DRAWINGS SHALL BE DETAILED IN COMPLIANCE WITH THE AISC

"DETAILING FOR STEEL CONSTRUCTION". STRUCTURAL STEEL SHALL BE FABRICATED AND

ERECTED IN COMPLIANCE WITH AISC 360 - "SPECIFICATION FOR STRUCTURAL STEEL

BUILDINGS."

SUBMITTALS

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7. The contractor is responsible for testing services that are required for material submittals and that not part of the special inspections program (e.g. aggregate tests, concrete mix designs, testing of controlled fill, materials, etc.).

6. The special inspection and quality assurance program does not relieve the contractor of his or her responsibility to perform quality control.

5. When deficiencies are identified, the contractor must take corrective actions to comply with the contract documents or remedy the deficiencies as directed by the registered design professional.

4. The contractor must cooperate with the inspections and testing agencies. Safe access must be provided to all inspection and test to be performed. This may require the contractor to provide scaffolding, ladders or lifts.

3. The contractor is responsible for scheduling inspections and tests. Sufficient notice and lead time must be allowed for the inspection and testing to be performed without impending construction operations.

2. Pre-construction meeting is to be conducted by the contractor with meeting minutes to be taken and distributed to all members attending.

Meeting minutes to include a sign-in sheet for all parties.

1. The Contractor is responsible for scheduling a pre-construction meeting (scheduled at least 5 business days before start of construction).

Meeting should include all responsible parties (A/E, SI's, Field Inspector). Meeting is for entire project, not phase of work.

CONTRACTOR'S RESPONSIBILITY REGARDING INSPECTIONS

6. Each Contractor responsible for the construction or fabrication of a system or component described above must submit a Statement of Responsibility.

X

5. Description of Wind Force-Resisting components subject to Special Inspection of Wind Resistance:

X

4. Description of main Wind Force-Resisting System subject to Special Inspection for Wind Resistance:

3. Statement for Special Inspection for Wind Resistance Required (Y/N): X

2. Wind Exposure Category: X

1. Nominal Design Wind Speed, Vasd = X

Quality Assurance Plan for Wind Requirements:

6. Each Contractor responsible for the construction and fabrication of a system or component described above must submit a Statement of Responsibility.

X

5. Description of additional Seismic Systems and components requiring Special Inspections and testing:

X

4. Description of Designated Seismic Systems subject to Special Inspections and testing for Seismic Resistance:

X

3. Description of Seismic-Force Resisting System subject to Special Inspection and testing for Seismic Resistance:

2. Statement of Special Inspections for Seismic Resistance required (Y/N): X

1. Seismic Design Category: X

Quality Assurance for Seismic Resistance:

QUALITY ASSURANCE PLAN

EDI-EIFS EIFS Third Party Inspector

Exterior Design Institute (EDI) Certification

NICET-GET Geotechnical Engineering Technician - Level I, II, III & IV

NICET-ST Soils Technician - Levels I, II, III & IV

NICET-CT Concrete Technician - Levels I, II, III, & IV

National Institute of Certification in Engineering Technologies (NICET)

ICC-PCSI Prestressed Concrete Special Inspector

ICC-SWSI Structural Steel and Welding Special Inspector

ICC-RCSI Reinforced Concrete Special Inspector

ICC-SFSI Spray-Applied Fireproofing Special Inspector

ICC-SMSI Structural Masonry Special Inspector

International Code Council (ICC) Certification

ASNT Non-Destructive Testing Technician - Level II or III

American Society of Non-Destructive Testing (ASNT) Inspection

AWS/AISC-SSI Certified Structural Steel Inspector

AWS-CWI Certified Welding Inspector

American Welding Society (AWS) Certification

ACI-STT Strength Testing Technician

ACI-LTT Laboratory Testing Technician - Grade 1 & 2

ACI-CCI Concrete Construction Inspector

ACI-CFTT Concrete Field Testing Technician - Grade 1

American Concrete Institute (ACI) Certification

EIT Engineer-In-Training - A graduate engineer who has passed the Fundaments of Engineering examination

PE/GE Geotechnical Engineer - A licensed PE specializing in soil mechanics and foundations

PE/SE Structural Engineer - A licensed SE or PE specializing in the design of building structure

When the Registered Design Professional in Responsible Charge deems it appropriate that the individual performing a stipulated test or inspection have a specific certification or license as indicated below, such designations shall appear below the Agent on the Schedule.

Key for Minimum Qualifications of Inspection Agents:

The qualifications of all personnel performing Special Inspection and testing activities are subject to the approval of the Building Official. The credentials of all Inspectors and testing technicians shall be provided if requested.

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

Interim reports shall be submitted to the Building Official and the Registered Design Professional in Responsible Charge. A Final Report of Special Inspections documenting completion of all required Special Inspections, testing and corrections of any discrepancies noted in the inspections shall be submitted prior to issuance of a Certificate of Use and Occupancy. Job site safety and means and methods of construction are solely the responsibility of the Contractor.

The Special Inspection Coordinator shall keep records of all inspections and shall furnish inspection reports to the Building Official and the Registered Design Professional in Responsible Charge. Discovered discrepancies shall be brought to the immediate attention of the Contractor for correction. If such discrepancies are not corrected, the discrepancies shall be brought to the attention of the Building Official and the Registered Design Professional in Responsible Charge. The Special Inspection program does not relieve the Contractor of his or her responsibilities.

[ ] Architectural [ ] Other

[X] Structural [ ] Mechanical / Electrical / Plumbing

This Statement of Special Inspections is submitted as a condition for permit issuance in accordance with the Special Inspection and Structural Testing requirements of the Building Code. It includes a schedule of Special Inspection services applicable to the structural components of this project. If applicable, it includes Requirements for Seismic Resistance and/or Requirements for Wind Resistance. This Statement of Special Inspections Encompasses the following disciplines:

STATEMENT OF SPECIAL INSPECTIONS

Field Inspection Continuous ICC-RCSI

11. Perform floor flatness and/or levelness testing (ASTM E1155) for all slab-on-grade and elevated slabs per specification.

ACI-CCI

10. Concrete strength testing and verification of compliance with construction documents

Field testing and review of laboratory reports

Periodic

ICC-RCSI

9. Inspection of formwork for shape, lines, location and dimensions

Field Inspection Periodic ACI-CCI

ICC-RCSI

8. Inspection for maintenance of specified curing temperature and techniques

Field Inspection Periodic ACI-CCI

ICC-RCSI

Field Inspection Continuous ACI-CCI

7. Inspect placement of concrete. Verify that concrete conveyance and depositing avoids segregation or contamination. Verify that concrete is properly consolidated.

ACI-STT

Field Inspection Continuous ACI-CFTT

6. Test concrete compressive strength (ASTM C31 & C39), slump (ASTM C143), air-content (ASTM C231 or C173) and temperature (ASTM C1064).

ICC-RCSI

Field Inspection Periodic ACI-CCI

5. Review concrete batch tickets and verify compliance with approved mix design. Verify that water added at the site does not exceed that allowed by the mix design

ICC-RCSI

Field Inspection ACI-CCI

Periodic or as required by the research report issued by an approved source

4. Inspection of anchors and reinforcing steel post-installed in hardened concrete: Per research reports including verification of anchor type, anchor dimensions, hole dimensions, hole cleaning procedures, anchor spacing, edge distances, concrete minimum thickness, anchor embedment and tightening torque

Field Inspection Periodic

3. Inspect size, positioning and embedment of anchor rods. Inspect concrete placement and consolidation around anchors

c. Shear reinforcement Continuous

Continuous

b. Reinforcing steel resisting flexural and axial forces in intermediate and special moment frames, boundary elements of special concrete structural walls and shear reinforcement

a. Verification of weldability of steel other than

ASTM A707

Periodic

2. Reinforcing steel welding Field Inspection

ICC-RCSI

ACI-CCI

1. Inspect size, spacing, cover, positioning and grade of reinforcing steel. Verify that reinforcing bars are free of form oil or other deleterious materials.

Inspect bar laps and mechanical splices. Verify that bars are adequately tied and supported of chairs or bolsters.

Field Inspection Periodic

CONCRETE CONSTRUCTION SERVICE EXTENT AGENT

Field Inspection Periodic

11. Open web steel joist. Inspect installation, field welding, and bridging of joist is in conformance with approved submittal.

Field Inspection Periodic

10. Cold-formed steel trusses spanning 60 feet or greater: Verify temporary and permanent restraint/bracing are installed in accordance with the approved truss submittal package

9. Connection of cold-formed steel deck to supporting structure: Inspect welding and side-lap fastening of metal roof and floor deck is in conformance with approved submittal.

Field Inspection Periodic

8. Material verification of cold-formed steel deck:

Identification markings

Field Inspection Periodic

7. Inspection of steel elements of composite construction prior to concrete placement: Inspect size, number, positioning and welding of shear connectors. Inspect studs for full 360 degree flash.

Ping test all shear connectors with a 3 lb. hammer.

Bend test all questionable studs to 15 degrees.

Field Inspection and testing Periodic

Periodic at all bolted connections

c. Inspection tasks After Bolting (Perform tasks for each bolted connection in accordance with QA tasks listed in AISC 360, Table N5.6-3)

2) Snug-tight joints Periodic

e) Calibrated wrench Continuous

d) Turn-of-nut without matching markings Continuous

c) Twist-off type tension control bolt Continuous

b) Direct tension indicator Continuous

a) Turn-of-nut with matching markings Continuous

1) Pre-tensioned and slip-critical joints

b. Inspection tasks During Bolting (Observe the QA tasks listed in AISC 360, Table N5.6-2)

Periodic at all bolted connections

Periodic at all bolted connections

a. Inspection tasks Prior to Bolting (Observe, or perform tasks for each bolted connection, in accordance with QA tasks listed in AISC 360, Table N5.6-1)

6. Structural steel bolting: Field Inspection

4) Fabricator's NDT reports when fabricator performs NDT

Verify reports Each submittal

Periodic

3) Welded joints subject to fatigue when required by AISC 360, Appendix 3, Table A-3.2

Field radiographic or Ultrasonic testing

2) Thermally cut surfaces of access holes when material t > 2"

Field magnetic Particle or Penetrant testing

Periodic

1) Complete penetration welds Field ultrasonic testing - 100% Periodic

d. Nondestructive testing (NDT) of welded joints:

Field Inspection Periodic at all welded joints

c. Inspection tasks After Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-3)

Field Inspection Periodic at all welded joints

b. Inspection tasks During Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-2)

a. Inspection tasks Prior to Welding (Observe, or perform for each welded joint or member, the QA tasks listed in AISC 360, Table N5.4-1)

Field Inspection Periodic at all welded joints

5. Structural steel welding:

Field Inspection Periodic

4. Verify member locations, braces, stiffeners, and application of joint details at each connection comply with construction documents

Field Inspection Periodic

3. Embedments: Verify diameter, grade, type, length, embedment. See Concrete Construction for anchors

ICC-SWSI

Field Inspection Periodic AWS/AISC-SSI

2. Material verification. Review certified mill test reports and identification markings on wide-flange shapes, high-strength bolts, nuts, and welding electrodes

ICC-SWSI

1. Fabricator Certification AISC Certified fabricator required by specification

Each submittal AWS/AISC-SSI

STEEL CONSTRUCTION SERVICE EXTENT AGENT

A

B C x 9(

E) x 9(

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F.V.

7'-8 1/2"

F.V.

1'-8 1/4"

S04

S05

S06

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S06

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F.V.

91"

B4 S500

A4 S500

S08

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HSS12x4x3/8

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S03

S03

S07

S07

S07

S07

S02

S02

C3 S500

109' - 9 1/4" F.V.

F.V.

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C4 S500

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SD03

SD01

SD04SD04

HSS8x4x1/4(D)

SD02

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TRUE NORTH

NORTH

PLAN

1/4" = 1'-0"C5

FOUNDATION PLAN

6'

KEYNOTES

KEY NOTE

S01 NEW CONCRETE COATING, SEE DETAIL A3/S500 FOR MORE INFORMATION.

S02 NEW GUARDRAIL, SEE ARCH DRAWINGS FOR MORE INFORMATION.

BASEPLATE PER DETAIL B3/S500.

S03 PATCH UNDERSIDE OF SLAB OVERHANG AS REQ'D, REMOVE LOOSE

CONCRETE DOWN TO SOLID CONCRETE AND PATCH WITH CONCRETE REPAIR

MORTAR AS REQ'D.

S04 CUT HOLE THROUGH EXISTING DUCTWORK TO INSTALL TWIST JACK. SEAL

HOLE PER MECH DWGS.

S05 NEW 5" CONCRETE SLAB W/ #4 AT 18" OC ON 6" COMPACTED GRANULAR FILL.

SEE DETAIL A4/S500 FOR ATTACHMENT TO EXISTING CONCRETE SLAB.

COORDINATE W/ MECH CONTRACTOR FOR AMOUNT OF SLAB REMOVAL AND

REPLACEMENT.

S06 EXISTING CONCRETE SLAB, TO REMAIN. DEMO AS REQ'D TO INSTALL NEW

SUMP PIT AND DRAIN LINES, SEE MECH DRAWINGS FOR MORE INFORMATION.

S07 NEW SURFACE MOUNTED LIGHT POLE, SEE ELEC DRAWINGS FOR MORE

INFORMATION.

S08 CLEAN EXISTING ANGLE LINTEL TO BE FREE OF RUST AND PAINT WITH

ZINC-RICH PAINT.

TRUE NORTH

NORTH

PLAN

1/4" = 1'-0"F5

MAIN ENTRANCE FRAMING PLAN

6'0

TRUE NORTH

NORTH

PLAN

1/4" = 1'-0"A5

MAIN ENTRANCE DEMOLITION PLAN

6'

DEMOLITION KEYNOTES

KEY NOTE

SD01 REMOVE ANY LOOSE AND DELAMINATED EXISTING MEMBRANE.

PROTECT EXISTING BUILDING AND DOOR OPENING, TO REMAIN, TO

PREVENT DAMAGE FROM CLEANING.

SD02 REMOVE EXISTING GUARDRAIL AND FILL IN OPENINGS LEFT

BEHIND. SEE DETAIL A2/S500 FOR MORE INFORMATION.

SD03 REMOVE EXISTING LIGHTS AROUND PORCH. DISCONNECT

ELECTRICAL AND PATCH PATIO PENETRATIONS.

SD04 DEMOLISH EXISTING CONCRETE STAIRS, SAWCUT ALL EDGES

PRIOR TO REMOVING STAIRS. PROTECT EXISTING FUEL TANK, SEE

ARCHITECTURAL DRAWINGS FOR MORE INFO.

SD05 DEMOLISH EXISTING SUPPORT TUBE AND ANGLE IN MECHANICAL

ROOM BELOW.

SD06 REMOVE AND REINSTALL EXISTING THRESHOLD FOR PROPER

DOOR SEAL.

SD07 SEE A500 IN ARCHITECTURAL DRAWINGS FOR ADDITIONAL

DEMOLITION REQUIREMENTS.

1. PROVIDE MOCKUP PER SPECIFICATIONS

2. EXISTING COATING TO REMAIN UNLESS DAMAGED OR

DELAMINATED. CONTRACTOR SHALL REMOVE DELAMINATED

AREAS OF EXISTING COATING IN DELAMINATED AREAS AND

APPLY FULL SYSTEM PER SPECIFICATIONS. THIS WORK IS

INCIDENTAL TO THIS WORK ITEM.

3. SHOT BLAST TO PREPARE SURFACE FOR COATING ADHESION

PER MANUFACTURER RECOMMENDATIONS, WATER BLAST

WHERE SHOT BLASTING IS NOT POSSIBLE. CONTRACTOR SHALL

PROTECT ADJACENT WORK TO REMAIN FROM DAMAGE DURING

PROCESS.

4. WIPE EXISTING COATING SURFACES WITH XYLENE OR PRIME AS

RECOMMENDED BY MANUFACTURER.

5. APPLY REPLACEMENT COATING SYSTEM. SEE SPECIFICATIONS

FOR MIL THICKNESS AND SAND PLACEMENT, COLOR SUBJECT

TO OWNER APPROVAL.

6. ALL COATING EDGES SHALL BE TAPED TO PROVIDE STRAIGHT

AND SHARP LINES.

APPLY COATING DOWN AT ALL

SLAB EDGES AND COVER ALL

EXISTING COATING

NEW COATING SYSTEM

EXISTING COATING

RETURN COATING BACK UNDER

SLAB OVERHANG MINIMUM 6" OR

UNTIL FACE OF WALL

FILL HOLE WITH CONCRETE REPAIR MORTAR

AFTER REMOVAL OF EXISTING RAILING

T/WALL

103'-6"

#5 BARS @ 12" OC

#4 NOSING BAR

#5 @ 12" OC

T/SLAB

(SEE PLAN)

T/WALL

108'-11" F.V.

SITE PAVING -

SEE CIVIL DWGS

#5 DOWELS @ 12" OC, TYPICAL ALL

(4) WALLS SUPPORTING STAIRS

6"

1" TYP

M A

X

R

IS

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11" MAX

TREAD

3" C

LR

EXISTING FOUNDATION, TO REMAIN

EXISTING FOUNDATION,

TO REMAIN

EXISTING FLOOR SLAB, TO REMAIN

EXISTING FLOOR SLAB,

TO REMAIN

APPLY COATING TO NEW STAIR

6"

T/SLAB (E)

100'-0"

DRILL AND EPOXY ALL

DOWELS w/ SIMPSON

SET-3G OR APPROV.

EQUIV. (6" MIN EMBED)

1/2" ISOLATION JOINT AND

SEALANT, SEALANT TO HAVE

SMOOTH TOP IN PREPARATION

FOR COATING

/2

/2

1 1/2" 5" 1 1/2"

4" 4"

HSS2x2x1/4 POST

1/2" Ø SIMPSON TITEN

HD ANCHOR (4" EMBED)

PL1/2x8x0'-8"

3/16

EXISTING SLAB-ON-

GRADE PER PLAN

#4X2'-0" DOWEL AT 2'-0"

O.C.

DRILL AND GROUT 4" INTO

EXISTING SLAB

SLAB-ON-GRADE

PER PLAN

CLR

1 1/2"

F.V.

1'-0 1/4"

(2) #5xCONT. HORIZONTAL BARS AND #5 AT 12" OC

VERTICAL BARS, DRILL AND EPOXY INTO EXISTING

CONCRETE w/ HILTI HY200 (4 1/2" EMBED)

(2) #5xCONT. HORIZONTAL BARS AND #5 AT 12" OC

VERTICAL BARS, DRILL AND EPOXY INTO EXISTING

CONCRETE w/ HILTI HY200 (4 1/2" EMBED), STOP

REINFORCING AT EXISTING CMU PIER AND

RESUME REINFORCEMENT AFTER CMU PIER

WATERSTOP, CONTINUOUS UP SIDES

EXISTING FOUNDATION WALL, TO REMAIN

3/4" CHAMFER, TYP

COORD. T/WALL w/ MECH. LOUVER DRAWING 1"

F.V.

8"

BEARING

104'-5" F.V.

A

A

TUBE PER PLAN, GALV, LSH, SHIM

AS REQ'D w/ PL1/4x7x11 TO

ACHIEVE PROPER BEARING

ELEVATION OF EXTERIOR GRATING

1/2" Ø TITEN HD (OR APPR. EQUIV.)

w/ 1 1/2" MIN EMBED

EXISTING CONCRETE WALL

/2

SECTION A-A:

TUBE PER PLAN, GALV., LSH

L2x2x1/4, GALV, HOLD ANGLE

1" SHORT OF BEARING LEDGE

3/16 3-12

STAGGERED

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01" = 1'-0"A3

REPLACEMENT COATING DETAIL

1'-6"

01" = 1'-0"A2

EXISTING RAILING INSTALLATION DETAIL

1'-6"

01" = 1'-0"C3

CONCRETE STAIR REPLACEMENT DETAIL

1'-6"

01 1/2" = 1'-0"B3

RAILING BASEPLATE

1'

01" = 1'-0"A4

DOWELED SLAB CONNECTION

1'-6" 01" = 1'-0"B4

LOUVER FOUNDATION WALL DETAIL

1'-6" 01" = 1'-0"C4

LOUVER LINTEL BEARING DETAIL

1'-6"

M

B C

C

A

A3 A101

G3 A101

NEW LOUVER

GENERATOR

ROOM

EXISTING FUEL

STORAGE

NEW CONCRETE STAIR, SEE STRUCTURAL

FOR ADDITIONAL INFORMATION

NEW LOUVER OVER EXISTING DAMPER (TOP)

EXISTING DAMPER BELOW BEAM TO REMAIN

NEW SIDEWALK, SEE CIVIL FOR

ADDITIONAL INFORMATION

EXISTING EMERGENCY

GENERATOR

1 2

5 4

EXISTING DOOR AND FRAME

EXISTING OPENING

AND CURB

NEW AREA DRAIN, SEE

MECHANICAL FOR

ADDITIONAL INFORMATION

EXISTING AREA

WELL, COVERED

WITH A GRATE

EXISTING DAMPER

SHEET A101

NEW COLUMN, SEE

STRUCTURAL FOR ADDITIONAL

INFORMATION, SEAL JOINT

BETWEEN COLUMNS AND

DUCT, SEE MECHANICAL FOR

INFORMATION ON DUCT

EXISTING CONCRETE

WALLS, CONFIRM

DIMENSIONS

A

B C

C

A

A3 A101

G3 A101

E Q

/4

/2

/4

/2

19'-10 1/2" 8'-8 1/2"

NEW METAL

HANDRAIL, 36"

FROM TREAD LINE

TO TOP OF RAILING

NEW METAL

GUARDRAIL

E Q

D2 A101

A2 A101

A2 A101

D2 A101

LANDING

SEE GENERAL NOTE 3

NEW LIGHT POLE

AND FIXTURE

NEW LIGHT POLE

AND FIXTURE

NEW LIGHT POLE

AND FIXTURE

NEW LIGHT POLE

AND FIXTURE

NEW METAL

GUARDRAIL

EXISTING

BUILDING

NEW COATING ON STAIRS

SEAL JOINT

AT BUILDING

EXISTING ALUMINUM

ENTRANCE AND

STOREFRONT

REMOVE THRESHOLD TO

INSTALL NEW COATING ON

SLAB, REINSTALL THRESHOLD IN

A FILL BED OF SEALANT

EXTEND HANDRAIL

1'-0" BEYOND FIRST

RISER

1'-0"1

RETURN HANDRAIL BACK TO

GUARDRAIL VERTICAL

A B C

109' - 9 1/4"

MAIN LEVEL

AREA WELL

EXISTING STONE NEW STONE CLADDING

(HATCHED AREA)

EXISTING GRATE,

REMOVE TO

PAINT, REINSTALL

NEW STEEL BEAM AND ANGLE,

SEE STRUCTURAL FOR

ADDITIONAL INFORMATION,

PAINT BEAM

EXISTING DAMPER TO REMAIN

EXISTING FIBER OPTICS

CONNECTION PANEL

NEW PREFINISHED

SHEET METAL OVER

EXISTING PANEL

NEW LOUVER, SEE MECHANICAL

FOR ADDITIONAL INFORMATION

NEW CONCRETE STAIRS,

SEE STRUCTURAL FOR

ADDITIONAL INFORMATION

NEW LIGHT POLE AND FIXTURE

NEW METAL GUARDRAIL

EXISTING LANDING

SLAB W/ NEW COATING

EXISTING STONE

NEW METAL GUARDRAIL

GRADE AT WALL

FACE OF BUILDING WALL

SEAL JOINT BETWEEN

NEW BEAM AND DAMPER

SEAL JOINT BETWEEN

DAMPER AND WALL

A2 A101

F2 A101

SIM.

F1 A101

SIM.

E2 A101

GUARDRAIL VERTICAL

HANDRAIL EXTENSION,

EXTEND 1'-0" BEYOND THE

BOTTOM RISER

NEW PIPE PENETRATION,

SEE PLUMBING

SEAL AROUND

PENETRATION WITH

BACKER ROD AND SEALANT

10'-0" LONG, 22 GA. PREFINISH

METAL DRIP, SECURE TO

SLAB AT 12" O.C., CENTER ON

AREA WELL

109' - 9 1/4"

MAIN LEVEL

NEW METAL GUARDRAIL

B2

A101 TYPICAL AT

LIGHT POLES

EXISTING STONE

NEW CONCRETE STAIRS,

SEE STRUCTURAL FOR

ADDITIONAL INFORMATIONNEW METAL GUARDRAIL

NEW METAL HANDRAIL

NEW LIGHT POLE AND FIXTURE

EDGE OF LANDING SLAB

EXISTING STONE

EDGE OF LANDING SLAB

AyABC

109' - 9 1/4"

MAIN LEVEL

NEW CONCRETE CURB

PREFINISHED

SHEET METAL

ENCLOSURE PANEL

NEW LOUVER, SEE

MECHANICAL FOR

ADDITIONAL INFORMATION

A2 A101

EXISTING STONE

NEW STONE CLADDING

(HATCHED AREA)

NEW CONCRETE STAIRS,

SEE STRUCTURAL FOR

ADDITIONAL INFORMATION

EXISTING STONE

EXISTING STONE

EXISTING FACE BRICK

F2 A101

G2 A101

G1 A101

F1 A101

EDGE OF LANDING SLAB

FACE OF EXISTING BUILDING WALL

NEW LIGHT POLE

AND FIXTURE

HANDRAIL EXTENSION

GUARDRAIL VERTICAL

GENERAL NOTES - FLOOR PLAN:

1. VERIFY EXISTING CONDITIONS, NOTIFY

ARCHITECT OF ANY DISCREPANCIES

2. AT PENETRATIONS THROUGH STONE, REMOVE

REMAINING MATERIAL, CLEAN JOINT, INSTALL

BACKER ROD AND NEW SEALANT TO MAKE

JOINT WATERTIGHT.

3. REMOVE LOOSE AND DAMAGED COATING ON

LANDING SLAB AND EDGE. PREPARE SURFACE

FOR NEW COATING. LEVEL AND FILL VOIDS IN

SURFACE AND ON THE EDGE. LEVELING AND

PATCHING MATERIALS TO BE COMPARABLE

WITH COATING.

4. NEW COATING ON LANDING, STAIR AND SLAB

EDGE INCLUDES PRIMER, BASE COAT,

INTERMEDIATE COAT AND TOP COAT WITH

AGGREGATES.

5. ALL STONE JOINTS TO BE REPOINTED.

DAMAGED MORTAR REMOVED AND NEW

MORTAR INSTALLED. SEE A500 FOR

PHOTOGRAPHS.

6. HANDRAILS ON STAIR TO BE 3'-0" ABOVE STAIR

NOSING LINE AND EXTEND AT TOP AND BOTTOM

OF STAIR 1'-0". AT THE EXTENSION RETURN

HANDRAIL TO THE VERTICAL OF THE GUARDRAIL

EXPANSION JOINT, SEE DETAIL

FLOOR PLAN SYMBOLS LEGEND

CONTROL JOINT

VANTAGE POINT OF PHOTOGRAPH

(APPROXIMATE) SEE SHEET A500

UNLESS NOTED OTHERWISE

E.J.

C.J.

BEAM TO BE REMOVED AND

REPLACED, SEE

STRUCTURAL FOR

ADDITIONAL INFORMATION

EXISTING DAMPER AND SHEET

METAL PANEL TO REMAIN

EXISTING AREA WELL

CONCRETE WALL

SEAL JOINT BETWEEN

SHEET METAL AND WALL

SEAL JOINT BETWEEN

DAMPER AND WALL

SEAL JOINT BETWEEN NEW BEAM AND WALL

3 1/2" 3" 3 1/2"

/2

/2

/2

LIGHT POLE (3" x 3")

2" x 3" STEEL TUBE VERTICALS

2" x 3" STEEL TUBE TOP

RAIL

1 1/4" x 1 1/4"" STEEL BAR

VERTICALS @ 5" O.C.

1/2" x 1 1/2" STEEL BAR

BOTTOM RAIL

METAL COVER

OVER BASEPLATE

ALL CONNECTIONS

FULLY WELDED

EDGE OF SLAB

ALL STEEL TO

BE GALVANIZED

PAINT RAILING BLACK

EDGE OF SLAB

COVER OVER BASEPLATE

LIGHT POLE

GUARDRAIL

EDGE OF STAIR

HANDRAIL - 1 1/4"

STEEL PIPE

HANDRAIL BRACKET

+3'-0" ABOVE LANDING

AND STAIRS

3" X 3" STEEL TUBE POST

1'-0"

/2

/2

2"

/4

BASEPLATE W/ COVER

@ LANDING, SEE

STRUCTURAL

FACE OF BUILDING

3"

EDGE OF LANDING

2"x3" GALVANIZED

STEEL TUBE

HORIZONTAL RAIL BELOW

CHAMFER EDGE OF SLAB

NEW CONCRETE

CURB

NEW LOUVER

NEW ALUMINUM

SUBSILL

SEALANT AND

BACKER ROD

EXISTING

FACE BRICK

SEALANT AND

BACKER ROD

NEW LOUVER

EXISTING

FACE BRICK

NEW LOUVER

SEALANT AND

BACKER ROD

SEALANT

NEW LOUVER

EXISTING PIER

TREATED WOOD

BLOCKING

5/8" PLYWOOD

SHEATHING

SELF-ADHERING

WATERPROOF MEMBRANE PREFINISHED

METAL ENCLOSURE

SEALANT

NEW STEEL BEAM,

SEE STRUCTURAL

PAINT

NEW LOUVER,

SEE MECHANICAL

NEW ALUMINUM

SUBSILL

SEALANT AND

BACKER ROD

EXISTING GRATE

STEEL ANGLE TO

SUPPORT GRATE,

SEE STRUCTURAL

PAINT

EXISTING LOUVER

SEALANT

SEALANT

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NORTH

01/8" = 1'-0"F6

LOWER LEVEL FLOOR PLAN

12'

NORTH

01/8" = 1'-0"D6

MAIN LEVEL FLOOR PLAN

12'

01/4" = 1'-0"A3

EAST ELEVATION

01/4" = 1'-0"C3

NORTH ELEVATION

01/4" = 1'-0"G3

WEST ELEVATION

NOT TO SCALEA6

EAST SIDE AREA WELL

03/4" = 1'-0"B2

RAILING AT LIGHT POLE

2' 01" = 1'-0"D2

RAILING AT STAIR

1'-6"03" = 1'-0"A2

END RAILING VERTICAL

6"

03" = 1'-0"G2

LOUVER SILL

03" = 1'-0"G1

LOUVER HEAD

03" = 1'-0"F1

LOUVER JAMB

03" = 1'-0"F2

LOUVER JAMB AT MULLION

03" = 1'-0"E2

LOUVER SILL AT STEEL BEAM

6"

ALL STONE JOINTS TO BE REPOINTED

SEE PHOTOGRAPHS ON A500 FOR

CONDITION OF STONE JOINTS

CLEAN ALL STONE

REMOVE LOOSE MATERIAL,

CUT OUT REMAINING MORTAR

TO A DEPTH OF 3/4", AND

TUCKPOINT ALL STONE

JOINTS

REMOVE ROOF STRUCTURE

EXISTING CONCRETE

CURB TO REMAIN

REPAIR STONE AROUND

PENETRATION, SEAL JOINT

PATCH EDGE OF SLAB

DRILL OUT BOLT TO A DEPTH

OF 3/4", PATCH HOLE, TYPICAL

FOR ALL LOCATIONS

EXISTING BUILDING

EXISTING FIBER

OPTICS CONNECTION

PANEL TO REMAIN

REMOVE PORTION OF

THE METAL PANEL

EXISTING PORTION

OF METAL PANEL

BEHIND AND BELOW

FIBER OPTIC PANEL

TO REMAIN

EXISTING CURB TO REMAIN

REPLACE DAMAGED STONE

REMOVE LOOSE MATERIAL,

CUT OUT REMAINING MORTAR

TO A DEPTH OF 3/4", AND

TUCKPOINT ALL STONE

JOINTS

REMOVE WOODEN ROOF STRUCTURE

EXISTING ACCESS BOX,

RESET LEVEL, PAINT

SEAL AROUND PENETRATION

PATCH HOLES IN STONE

REPAIR STONE AT JAMB

SEAL AROUND PENETRATION

PATCH HOLE IN EDGE OF CONCRETE

PATCH HOLE IN CONCRETE

CLEAN ALL STONE

REMOVE LOOSE MATERIAL,

CUT OUT REMAINING MORTAR

TO A DEPTH OF 3/4", AND

TUCKPOINT ALL STONE

JOINTS

REPAIR EDGE OF SLAB

GENERATOR EXHAUST PIPE

REMOVE SEALANT, INSTALL NEW

HEAT RESISTANT SEALANT

AROUND PENETRATION

REMOVE FORIEGN

SUBSTANCE FROM STONE

REMOVE COATING

SPLATTERS FROM STONE

REMOVE RAILING IN

ITS ENTIRETY

REPAIR ENTIRE

FACE OF STONE

CLEAN ALL STONE

REMOVE LOOSE MATERIAL,

CUT OUT REMAINING MORTAR

TO A DEPTH OF 3/4", AND

TUCKPOINT ALL STONE

JOINTS

EXISTING ALUMINUM ENTRANCE

DOORS & SIDELIPES

REMOVE RAILING

IN ITS ENTIRETY

STEPS TO BE REMOVED

SEE STRUCTURAL FOR

ADDITIONAL INFORMATION

REMOVE BLOCKS

AND INSTALL NEW

STONE CLADDING

REPLACE DAMAGED STONE

REMOVE LOOSE MATERIAL,

CUT OUT REMAINING MORTAR

TO A DEPTH OF 3/4", AND

TUCKPOINT ALL STONE

JOINTS

REPAIR CONCRETE PATCH

REMOVE ALL RAILING

IN ITS ENTIRETY

REMOVE LIGHT POLE,

ALL 4

REMOVE RAILING

IN ITS ENTIRETY

STEPS TO BE

REMOVED AND

REPLACED WITH NEW

CONCRETE STEPS

SEE STRUCTURE FOR

ADDITIONAL

INFORMATION

SEE CIVIL FOR

INFORMATION ON THE

EXISTING SIDEWALK

REMOVE BLOCKS

AND INSTALL NEW

STO…