RFB953400-01 - Drawings.pdf

EARTH

PLYWOOD

GYPSUM WALLBOARD

CONCRETE BLOCK

CONCRETE

RIGID INSULATION

BATT INSULATION

DIMENSION LUMBER

WOOD

SAND & GRAVEL

EXPANSION JOINT

DOOR IDENTIFICATION

NOTE REFERENCE

ROOM IDENTIFICATION

BUILDING SECTION

WINDOW IDENTIFICATION

ROOM NAME

DETAIL NUMBER

DRAWING SHEET NUMBER

ELEVATION REFERENCE

ELEVATION NUMBER

DRAWING SHEET NUMBER

A1 A1.1

MATCHLINE

STRUCTURAL GRIDLINE

WALL SECTION

DETAIL NUMBER

DRAWING SHEET NUMBER

A1

A1.1

A1.1

DETAIL SECTION/ DETAIL CALLOUT

DETAIL NUMBER

DRAWING SHEET NUMBER

A1

A1.1

ROOM NAME

ROOM NUMBER

A1

CEILING IDENTIFICATION1

WALL IDENTIFICATION1

LEVELLEVEL 1

SPOT ELEVATION

0'-0"

0'-0"

LEVEL IDENTIFICATION

ELEVATION

FLOORING FINISH TRANSITION

CORNER GUARDS, TYP.

CG

CASEWORK IDENTIFICATION

WIDTH

HEIGHT (INCLUDES COUNTERTOP)

DEPTH

MODEL NUMBER ('M' DENOTES MODIFICATION

100M

EXTRA SHELF MODIFICATION DESCRIPTION

PROJECT LOCATION

PROJECT LAYDOWN AREA

PROJECT WORK AREA

BAY 8 TO REMAIN IN

OPERATION DURING

CONSTRUCTION

EXCAVATED FILL STORAGE - USE

ONLY IF EXISTING REMOVED SOIL IS

ADEQUATE FOR RECOMPACTION PER

GEOTECHNICAL ENGINEER'S

DETERMINATION; AREA TO BE

SEEDED PER SUDAS 9010 WHEN

WORK IS COMPLETE

CHAIN LINK CONSTRUCTION

FENCE TO BE WITHIN 1'-0" OF

EDGE OF CUT CONCRETE TO

MAINTAIN BAY 8 ACCESS

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ADDITIONAL CONCRETE

PANEL W/ MANHOLE TO BE

DEMOLISHED & REPOURED

PROJECT NUMBER:

DATE:

DRAWING INDEX:

BIDDING DOCUMENTS

06/22/2026

ATOD Will Call Ramp Replacement

1918 SE Hulsizer Rd., Ankeny, IA 50021

State of Iowa - Department of Administrative Services

9534.00

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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 registered architect under the laws of the State of Iowa.

Registration Expires

Reg. #

Signature

Date issued

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Melissa S. Goodwin 08372

ARCHITECT

06/30/2028

Melissa S.

Goodwin

08372

I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that I am a duly licensed

Professional Engineer under the laws of the State of Iowa.

My license renewal date is:

IA Reg. # Date

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12/31/2027

Eric E. Vermeer P19938

STRUCTURAL ENGINEER

Eric E. Vermeer

P19938

GENERAL

G0.0 COVER

STRUCTURAL

S1.1 DEMO & FOOTING PLAN

S1.2 LAYOUT PLAN & ELEVATIONS

S1.0 STRUCTURAL NOTES & DETAILS

S1.3 RAMP DETAILS

MATERIALS LEGEND

SYMBOLS LEGEND

ABBREVIATIONS

ACT Acoustical Ceiling Tile

AFF After Finish Floor

ALUM Aluminum

ADA Americans with Disabilities Act

& And

L Angle

@ At

BCS Baby Changing Station

BOL Bollard

CIP Cast In Place

CBB Cement Backer Board

CL Center Line

CLR Clear

CONC Concrete

CONF Conference

CJ Construction Joint

CONT Continuous

CLJ Control Joint

CG Corner Guard

DIA Diameter

DS Downspout

EA Each

EHD Electric Hand Dryer

EWC Electric Water Cooler

EL Elevation

ELEV Elevation

ENG Engineered

EQ Equal

ETC Etcetera

EPDM Ethylene Propylene DieneTerpolymer

EXP Expansion

EJ Expansion Joint

EXT Exterior

EIFS Exterior Insulation Finish System

FRP Fiberglass Reinforced Panel

FF Finish Floor

FE Fire Extinguisher

FEC Fire Extinguisher Cabinet

FD Floor Drain

FT Foot or Feet

GA Gage

GT Glazing Type

GB Grab Bar

GYP Gypsum

GYP BD Gypsum Board

HM Hollow Metal

HSS Hollow Structural Sections

IR Impact Resistant

IT Information Technology

IMP Insulated Metal Panel

INSUL Insulation

INT Interior

JT Joint

MFR Manufacturer

MAX Maximum

MECH Mechanical

MEPT Mechanical/ Electrical/ Plumbing/ Technology

MTL Metal

MIN Minimum

MIR Mirror

NIC Not In Contract

OC On Center

OHS Overhead Sectional Door

PT Paint

PTD Paper Towel Dispenser

PLAM Plastic Laminate

PVC Polyvinyl Chloride

LB Pound

RCP Reflected Ceiling Plan

REQD Required

REV Reversed

RTU Roof Top Unit

SNR Sanitary Napkin Receptacle

SJ Saw Joint

SIM Similar

SDS Soap Dispenser

STL Steel

STRUCT Structure

TKSP Tack Strip

MIL Thousands of an Inch

TP Toilet Paper Dispenser

TOW Top of Wall

TYP Typical

VERT Vertical w/ With

WD Wood

AERIAL VIEW - VICINITY MAP SITE STAGING PLAN

RFB 953400-01

06/22/2026

06/22/2026

EXTEND INTERIOR

HOOKS TO EXTERIOR

FACE OF WALL, TYP.

CORNER BARS:

MATCH SIZE & SPACING

OF HORIZONTAL BARS

FOR EACH LAYER OF

REINFORCING

STANDARD HOOK

ALTERNATE ENDS

TYPICAL

CLASS B LAP

TYPICAL

CLASS B LAP

HORIZONTAL BARS: SEE WALL

& FOUNDATION SECTIONS

FOR REQ'D SIZE & SPACING

NOTES:

1. PROVIDE REINFORCING AS SHOWN ABOVE @ CORNERS OF FOUNDATION WALLS, GRADE

BEAMS, AND TRENCH FOOTINGS.

2. REINFORCING SHOWN ABOVE NOT REQUIRED @ POURED FOOTINGS. CONTINUE

TRANSVERSE FOOTING REINFORCEMENT TO EXTERIOR EDGE AT CORNERS. SEE

FOOTING DETAILS.

SURROUND PIPE WITH

2" RIGIN INSULATION.

FOUNDATION WALL

CONT. REINFORCING.

FOOTING STIRRUPS.

(4) PAIRS OF #5 BARS.

1' -0

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(2) ADDITIONAL TIES AT

SLEEVE LOCATION, 6” MAX

FROM EDGE OF OPENING

FOOTING CONT.

REINFORCING.

NOTES:

1) SEE FOUNDATION PLAN FOR SLAB THICKNESS AND REINFORCING

2) SEE PLANS FOR JOINT LOCATIONS

3) SEE SOILS REPORT FOR EXCAVATION/REWORKING OF EXISTING

FILL REQUIREMENTS

REINF. CONCRETE SLAB

ON GRADE OVER

GRANULAR FILL

1/2" DIA.x1'-4" SMOOTH BAR W/

ONE END GREASED @ 12" O.C.

LOCATED @ MID-HEIGHT OF SLAB

& PERPENDICULAR TO JOINT

COMPACTED GRANULAR

FILL - SEE NOTES

COMPACTED SUBGRADE -

SEE NOTES

REINF - SEE PLAN

1/8" TOOLED RADIUS EDGE

8" 6"

EXISTING PAVING

NOTES:

1) SEE FOUNDATION PLAN FOR SLAB THICKNESS AND REINFORCING

2) SEE PLANS FOR JOINT LOCATIONS

3) SEE SOILS REPORT FOR EXCAVATION/REWORKING OF EXISTING FILL

REQUIREMENTS

SAWCUT JOINT WITHIN 12

HOURS OF POUR, SEE PLAN

FOR LOCATIONS. DEPTH OF

JOINT TO BE THE SMALLER OF

1/4 THE SLAB THICKNESS OR 2".

REINF - SEE PLAN

COMPACTED GRANULAR

FILL - SEE NOTES

COMPACTED SUBGRADE -

SEE NOTES

REINF. CONCRETE SLAB

ON GRADE OVER

GRANULAR FILL

8" 6"

NOTES:

1) SEE FOUNDATION PLAN FOR SLAB THICKNESS AND REINFORCING

2) SEE PLANS FOR JOINT LOCATIONS

3) SEE SOILS REPORT FOR EXCAVATION/REWORKING OF EXISTING

FILL REQUIREMENTS

REINF. CONCRETE SLAB

ON GRADE OVER

GRANULAR FILL

REINF- SEE PLAN

COMPACTED GRANULAR

FILL - SEE NOTES

COMPACTED SUBGRADE -

SEE NOTES

8" 6"

CONDITION A CONDITION B

TRENCH FOOTING

PROVIDE SLEEVE - REF

MECH/ELEC DRAWINGS

SITE UTILITY - REF

MECH/ELEC DRAWINGS

1' -0

PIPE SLEEVE AT

FLOWABLE FILL

FLOWABLE FILL

NOTES:

1. REFERENCE MECHANICAL AND ELECTRICAL DRAWINGS FOR ALL LOCATIONS,

ELEVATIONS, ETC., OF SITE UTILITIES.

2. DETAIL REQUIRED AT ALL UTILITIES HAVING A PLAN WIDTH UP TO 3'-0". FOR WIDTHS

GREATER THAN 3'-0", REFERENCE PLAN FOR REQUIRED DETAIL.

3. CONDITION B DOES NOT APPLY AT SPREAD FOOTING SITUATIONS. GENERAL

CONTRACTOR SHALL NOTIFY ENGINEER SHOULD SUCH A CONDITION ARISE AND AWAIT

FURTHER INSTRUCTIONS.

4. SEE DETAIL C2/S3.00 FOR LOCATIONS OF UTILITIES AT BOTOM OF TRENCH FOOTINGS

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©2026REVISIONS:

PROJECT NUMBER

PROJECT ISSUE DATE

REV DATE DESCRIPTION

S1.0

STRUCTURAL NOTES &

DETAILS

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D ep ar tm en t o f A dm in is tr at iv e

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, A nk en y, IA

06/22/2026 9534.00

BIDDING DOCUMENTS

MARK

CF18

FOOTING SCHEDULE

WIDTH

1'-6" CONT.

THICKNESS

1'-3"

FOOTING REINFORCING

(2) #5 CONTINUOUS WITH #5 @ 12" O.C.

TRANSVERSE

WALL REINFORCING

10" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C. EACH

WAY. TERMINATE WITH 6" 90 DEGREE HOOKS SPLICED TO

BOTTOM MAT OF REINFORCING IN FOOTING.

CF52 4'-4" CONT. 1'-3" 1'-0" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C.

EACH WAY ON SIDE OF WALL WITH HIGH GRADE AND #4

@ 12" O.C. EACH WAY ON SIDE OF WALL WITH LOW

GRADE. TERMINATE #5'S WITH 22" LONG AND #4 WITH 6"

LONG, 90 DEGREE HOOKS SPLICED TO BOTTOM MAT OF

REINFORCING IN FOOTING. PROVIDE #5 @ 12"

CONTINOUS IN WALLS.

(5) #5 TOP CONTINUOUS

(5) #5 BOTTOM CONTINUOUS

#5 @ 12" O.C. TRANSVERSE SETTING ON TOP

ROW OF CONTINUOUS REINFORCING

SF70 5'-8" CONT 1'-3" 1'-0" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C.

EACH WAY ON SIDE OF WALL WITH HIGH GRADE AND #4

@ 12" O.C. EACH WAY ON SIDE OF WALL WITH LOW

GRADE. TERMINATE #5'S WITH 22" LONG AND #4 WITH 6"

LONG, 90 DEGREE HOOKS SPLICED TO BOTTOM MAT OF

REINFORCING IN FOOTING. PROVIDE #5 @ 12"

CONTINOUS IN WALLS.

(6) #5 TOP CONTINUOUS

(6) #5 BOTTOM CONTINUOUS

#5 @ 12" O.C. TRANSVERSE SETTING ON TOP

ROW OF CONTINUOUS REINFORCING

NOTES:

1. EXTEND CONTINUOUS REINFORCING THROUGH ISOLATED FOOTINGS AND PIERS.

GENERAL STRUCTURAL NOTES

1 THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING THE REQUIREMENTS FROM THESE DRAWINGS

INTO THEIR SHOP DRAWINGS AND WORK.

2 VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OF ANY ITEMS.

3 DRAWINGS SHALL BE COORDINATED WITH ELECTRICAL COMPONENTS. NOT SHOWN ON DRAWINGS.

COORDINATE LOCATION, SIZE AND REINFORCEMENT OF ALL OPENINGS WITH RESPECTIVE TRADES BEFORE FABRICATION. REPORT ANY DISCREPANCIES AND/OR INTERFERENCE PROBLEMS TO THE ARCHITECT AND

STRUCTURAL ENGINEER OF RECORD.

4 THESE GENERAL NOTES SUPPLEMENT THE PROJECT SPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FOR ADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THE STRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THE GENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS ARE

PROVIDED, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

5 THE BUILDING IS NOT STRUCTURALLY STABLE UNTIL ALL CONNECTIONS, FRAMING AND WALLS ARE COMPLETE AND HAVE ACHIEVED FINAL DESIGN STRENGTH. CONTRACTOR IS SOLELY RESPONSIBLE TO MAINTAIN STRUCTURAL STABILITY DURING ERECTION AND CONSTRUCTION. TEMPORARY BRACING SYSTEMS

ARE NOT TO BE REMOVED UNTIL STRUCTURAL WORK IS COMPLETE.

6 CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCES SHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMAL MOVEMENTS OF STRUCTURAL ELEMENTS DURING THE CONSTRUCTION PERIOD.

7 THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ALL MEANS, METHODS, TECHNIQUES, SEQUENCING, AND

PROCEDURES NECESSARY FOR CONSTRUCTING, OVERSEEING, AND COORDINATING THE WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ALL APPLICABLE HEALTH AND SAFETY STANDARDS.

THE CONTRACTOR IS SOLELY RESPONSIBLE FOR JOB SITE SAFETY.

DESIGN PARAMETERS

1 THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE ICC INTERNATIONAL BUILDING CODE, 2015

EDITION.

2 RAMP LANDING FROST SLAB DESIGN BASED ON ACCOMODATING A 26,000 LBS CAPACITY BOXTRUCK.

4 SNOW DESIGN PARAMETERS:

GROUND SNOW LOAD (Pg) 30 PSF FLAT ROOF SNOW LOAD (Pf) 23 PSF

SNOW EXPOSURE FACTOR (C/E) 1.0

SNOW LOAD IMPORTANCE FACTOR (I) 1.0

SNOW LOAD THERMAL FACTOR (Ct) 1.0

EARTHQUAKE DESIGN PARAMETERS:

SEISMIC IMPORTANCE FACTOR (I/E) 1.0

Ss 0.064g S1 0.046g

SEISMIC SITE CLASS D

Sds 0.068g Sd1 0.073g SHORT-PERIOD SITE COEFFICIENT (Fa) 1.6 LONG-PERIOD SITE COEFFICIENT (Fv) 2.4

SEISMIC DESIGN CATEGORY A

SEISMIC-FORCE-RESISTING SYSTEM:

ORDINARY REINFORCED CONCRETE WALLS

SEISMIC BASE SHEAR (V),CLASSROOM ADDITION 0.70K

SEISMIC RESPONSE COEFFICIENT (Cs) N-S 0.01 SEISMIC RESPONSE COEFFICIENT (Cs) E-W 0.01

RESPONSE MODIFICATION FACTOR (R) N-S 2

RESPONSE MODIFICATION FACTOR (R) E-W 2

REDUNDANCY FACTOR (ρ) N-S 1.0 REDUNDANCY FACTOR (ρ) E-W 1.0

SEISMIC ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE ANALYSIS (WIND LOAD GOVERNS DESIGN)

6 WIND DESIGN PARAMETERS:

BASIC WIND SPEED (V) (3 SECOND GUST) 115 MPH

RISK CATEGORY II

WIND EXPOSURE CATEGORY C

INTERNAL PRESSURE COEFFICIENT +/-.18

BASIC DESIGN PRESSURE @ WALL 18 PSF (SERVICE)

7 ALLOWABLE WALL DEFLECTIONS:

EXTERIOR (CLADDING DESIGN) L/360

8 ASSUMED FUTURE CONSTRUCTION:

VERTICAL NONE

HORIZONTAL NONE

9 ASSUMED FUTURE CONSTRUCTION:

NONE.

FOUNDATION PARAMETERS

1 SIZE AND BOTTOM ELEVATIONS OF FOOTINGS HAVE BEEN DETERMINED BASED ON SITE OBSERVATIONS, UNANTICIPATED SOIL CONDITIONS MAY REQUIRE CHANGES. OWNER IS TO EMPLOY A GEOTECHNICAL ENGINEER TO REVIEW SOIL CONDITIONS AT NEW FOOTINGS PRIOR TO CONCRETE PLACEMENT. AS EXCAVATION PROGRESSES, UNANTICIPATED SOIL CONDITIONS MAY REQUIRE CHANGES. CONTACT

STRUCTURAL ENGINEER OF RECORD FOR EVALUATION OF THESE CHANGES.

2 ALLOWABLE SOIL BEARING PRESSURE

SPREAD AND ISOLATED FOOTINGS 2000 PSF (ASSUMED)

RETAINING FOOTINGS (AT FOOTING TOE) 2000 PSF (ASSUMED)

3 MINIMUM FOOTING DEPTH FOR FROST PROTECTION

(BELOW FINISHED GRADE) 42 IN.

4 DESIGN EARTH PRESSURES:

ACTIVE 35 PCF

PASSIVE 400 PCF

AT REST 60 PCF

6 GEOTECHNICAL ENGINEER IS SOLE JUDGE OF THE SUITABILITY OF UNDERLYING MATERIAL TO SUPPORT

FOUNDATIONS. BEARING MATERIAL SHALL BE APPROVED BY GEOTECHNICAL ENGINEER BEFORE

FOUNDATION INSTALLATION. DO NOT PROCEED WITHOUT APPROVAL.

SUBMITTALS

1 GENERAL CONTRACTOR TO PROVIDE A SHOP DRAWING SUBMITTAL LOG ITEMIZING ALL PROPOSED

SUBMITTALS FOR APPROVAL BY STRUCTURAL ENGINEER OF RECORD.

2 ALL SHOP DRAWINGS SHALL BE CHECKED BY THE FABRICATOR AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD. SHOP DRAWING REVIEW BY ENGINEER IS LIMITED TO VERIFYING GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS.

CONTRACTOR IS RESPONSIBLE FOR ANY CHANGES FROM THE CONTRACT DOCUMENTS, DIMENSIONAL

ERRORS, COORDINATION ERRORS, OR OMISSIONS IN SHOP DRAWINGS.

3 SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION

REGARDING ALL STRUCTURAL ITEMS, INCLUDING, BUT NOT LIMITED TO, THE FOLLOWING:

● CONCRETE MIX DESIGNS (5 DAYS BEFORE POUR, MIN.)

● CONCRETE REINFORCEMENT

● EMBEDDED STEEL ITEMS

● CONCRETE CURING

● STEEL GUARDRAILS

4 SHOP DRAWINGS SHALL INCLUDE CONNECTIONS AS WELL AS SIZE, SPACING, AND GRADE OF ALL MEMBERS. PLANS AND ANY DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT SHALL ALSO BE

INCLUDED.

5 IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO

REVIEW AND APPROVAL OF THE STRUCTURAL ENGINEER

6 DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS

THAT ARE DESIGNED BY THE CONTRACTOR, INCLUDE:

● TEMPORARY SHORING

● CONCRETE FORMWORK

SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON

STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS.

7 ITEMS THAT ARE DESIGNED BY THE CONTRACTOR SHALL BE DESIGNED TO RESIST THE LIVE LOADS INDICATED IN STRUCTURAL NOTES, DEAD LOAD, SELF WEIGHT, ANY ADDITIONAL LOADING INDICATED ON

PLANS AND DETAILS, SNOW DRIFT, AND A NET WIND UPLIFT.

8 ITEMS THAT ARE DESIGNED BY THE CONTRACTOR SHALL INCLUDE ANY RELEVANT TECHNICAL

LITERATURE FROM MANUFACTURER. ALSO PROVIDE A CERTIFICATION FROM THE MANUFACTURER

SHOWING THE PRODUCT IS IN COMPLIANCE WITH ALL APPLICABLE CODES AND STANDARDS.

9 FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE

APPROPRIATE STATE AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.

10 ALL SHOP DRAWINGS SHALL BE CHECKED BY THE FABRICATOR AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE ARCHITECT, WHOSE REVIEW OF THE SHOP DRAWINGS IS LIMITED TO VERIFYING GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR ANY CHANGES FROM CONTRACT DOCUMENTS, DIMENSIONAL ERRORS, COORDINATION

ERRORS, OR OMISSIONS IN SHOP DRAWINGS.

11 VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OF ANY ITEMS. DRAWINGS SHALL BE COORDINATED WITH MECHANICAL/ELECTRICAL COMPONENTS NOT SHOWN ON DRAWINGS. COORDINATE LOCATION, SIZE, AND REINFORCING OF ALL OPENINGS WITH RESPECTIVE TRADES BEFORE FABRICATION.

12 FIELD VERIFY EXISTING DIMENSIONS, MEMBER SIZES AND ELEVATIONS SHOWN ON THE DRAWINGS PRIOR TO STARTING CONSTRUCTION. ALL DISCREPANCIES SHALL BE IMMEDIATELY BROUGHT TO THE ATTENTION

OF THE ARCHITECT.

CONCRETE NOTES

1 CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE IBC.

2 WHERE NEW CONCRETE IS PLACED DIRECTLY AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM OF 1/4" AMPLITUDE. SEE PLAN FOR

DOWELING REQUIREMENTS.

3 ALL EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE CHAMFERED 1/2" U.N.O.

4 CONCRETE FORMWORK:

4.1 SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED ITEMS NOT SHOWN ON THE STRUCTURAL

DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO POURING CONCRETE.

CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.

4.2 VERIFY ALL BLOCK OUTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING

REQUIREMENTS PRIOR TO POURING.

5 CONCRETE REINFORCEMENT:

5.1 DETAILING, FABRICATION, AND PLACEMENT OR REINFORCEMENT SHALL CONFORM TO ACI-315.

5.2 ALL REINFORCEMENT TO BE ASTM A615 GRADE 60 U.N.O. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE USING #16 ANNEALED IRON WIRE. REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL

CONSTRUCTION JOINTS UNLESS NOTED OTHERWISE.

5.3 ALL CONTINUOUS REINFORCING SHALL BE SPLICED USING CLASS B TENSION SPLICES, U.N.O.

5.4 BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR

APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1.

5.5 CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS, COLUMNS, AND INTERSECTING WALLS.

REFER TO TYPICAL DETAILS FOR LAYOUT OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLAB

BARS SHALL BE HOOKED INTO WALLS OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB

REINFORCING. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL REINFORCING.

5.6 ADD TWO DIAGONAL #5 BARS, FOUR FEET LONG, CENTERED, AT EACH CORNER OF FOUNDATION OR

SLAB OPENING, U.N.O.

5.7 ALL SLAB REINFORCEMNET IS TO BE FULLY CHAIRED AT THE INDICATED ELEVATION PER ACI-315 REQUIREMENTS PRIOR TO CONCRETE PLACEMENT. LIFTING SLAB MAT REINFORCEMENT INTO PLACE

DURING CONCRETE PLACEMENT IS NOT PERMITTED.

6 COVERAGE FOR REINFORCEMENT:

6.1 CONCRETE CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"

6.2 CONCRETE EXPOSED TO EARTH AND WEATHER:

#6 THRU #18 BARS 2"

#5 BAR 1 1/2"

6.3 CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:

SLABS, WALLS, JOISTS:

#11 BAR AND SMALLER ...................................................................................3/4"

PIERS:

PRIMARY REINFORCEMENT,

TIES, STIRRUPS, SPIRALS ..............................................................................1 1/2"

7 CONCRETE COMPRESSIVE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER

ASTM C39 AND SHALL BE AS FOLLOWS:

FOOTINGS............................................................................................................. f'c = 4,000 PSI SLABS ON GRADE ............................................................................................... f'c = 4,000 PSI WALLS AND PIERS ............................................................................................... f'c = 4,000 PSI

8 SPECIAL INSPECTOR SHALL BE NOTIFIED IF ANY WATER IS TO BE ADDED IN FIELD.

9 CONCRETE FOUNDATIONS:

9.1 ALL FOUNDATION EXCAVATIONS MUST BE REVIEWED AND APPROVED BY THE GEOTECHNICAL

ENGINEER TO BE OF SUITABLE BEARING CAPACITY PRIOR TO PLACEMENT OF CONCRETE.

9.2 ACCURATELY SET AND SECURELY SUPPORT REINFORCING, DOWELS, AND ANCHOR BOLTS PRIOR TO PLACEMENT OF CONCRETE. WET-STICKING OR FLOATING OF REINFORCING, DOWELS, AND ANCHOR RODS

IS NOT ALLOWED.

9.3 PROVIDE CONSTRUCTION JOINTS, INSERTS, SLEEVES, DOWELS, ANCHORS, ETC., AS SHOWN. ITEMS SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND ACCORDING TO USUAL ACCEPTED

STANDARDS OF THE TRADE. ANCHOR RODS PER ASTM F1554 AS SHOWN.

9.4 ALL FOUNDATION COLD JOINTS SHALL BE KEYED. CONTINUOUS REINFORCING SHALL EXTEND ONE

DEVELOPMENT LENGTH PLUS 6".

9.5 REINFORCING SHOWN ON DETAILS IS THE REQUIRED MINIMUM. AT CONTRACTOR'S OPTION AND EXPENSE, ADDITIONAL REINFORCING MAY BE PERMITTED TO ASSIST IN EASE OF CONSTRUCTABILITY.

ADDITIONAL REINFORCING MUST BE SUBMITTED FOR REVIEW ON SHOP DRAWINGS.

10 PROVIDE MINIMUM 7000 PSI NON-SHRINK, NON-METALLIC GROUT. GROUT SHALL NOT CONTAIN GYPSUM.

ENSURE ALL VOIDS ARE FILLED WITH GROUT.

11 NOT USED

12 PROVIDE CONTROL JOINTS AS FOLLOWS, U.N.O.:

12.1 SLABS (ON GRID LINE WHERE PRACTICAL) AND:

SLAB-ON-GRADE ................................. 10' ± 2'

12.2 CONTROL JOINT LAYOUT SHOULD MAINTAIN AN APPROXIMATE ASPECT RATIO OF 1:1

13 EXPOSED SLAB ON GRADE:

13.1 ALL SLAB ON GRADE CONTROL JOINTS & COLD JOINTS SHALL BE COORDINATED WITH THE

ARCHITECT WHERE THE SLAB IS EXPOSED.

13.2 CONTRACTOR SHALL PARTICIPATE IN A PRE-CONSTRUCTION MEETING PRIOR TO ANY EXPOSED CONCRETE SLAB ON GRADE POUR. CONTRACTOR SHALL PROVIDE ENGINEER WITH ANTICIPATED EXPOSED SLAB ON GRADE CONTROL AND COLD JOINT LOCATIONS. ENGINEER MUST APPROVE CONTROL AND COLD

JOINT LOCATIONS PRIOR TO ANY EXPOSED CONCRETE SLAB POUR.

13.3 SLABS SHALL BE SUPPORTED BY REWORKED ENGINEERED COMPACTED FILL IN THICKNESS AS

NOTED ABOVE. SLABS ON GRADE SHALL BE AS INDICATED ON DRAWINGS. WHERE REQUIRED BY

GEOTECHNICAL ENGINEER, OVER-EXCAVATE AND RECOMPACT USING STRUCTURAL FILL. SEE SOILS REPORT FOR SPECIFIC REQUIREMENTS. PROVIDE 98% PROCTOR DENSITY ON COMPACTED STRUCTURAL

FILL. PROVIDE NO MORE THAN 15% FLY ASH FOR ALL FLOOR SLABS.

13.4 SAWN CONTROL JOINTS IN SLABS ON GRADE SHALL BE 1/8" WIDE AND 1/4 OF THE SLAB THICKNESS DEEP. CUTTING OPERATIONS SHALL BE FROM 4 TO 12 HOURS AFTER PLACING CONCRETE. MAXIMUM SPACING OF JOINTS SHALL BE 30 TIMES THE SLAB THICKNESS OR AS SHOWN ON THE DRAWINGS. SEE SPECIFICATION REGARDING CUTTING REQUIREMENTS AND EDGE RAVELING. CONTRACTOR TO SUBMIT

SAWN JOINT LAYOUT TO ENGINEER FOR APPROVAL PRIOR TO POURING SLABS.

14 CONCRETE ACCESSORIES:

14.1 U.N.O., EXPANSION BOLTS TO BE HILTI KWIK BOLT III, SIMPSON STRONG-BOLT, OR APPROVED EQUIVALENT WITH EQUAL ICC TENSION AND SHEAR VALUES. EXPANSION ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT REINFORCING IN NEW OR

EXISTING CONCRETE DURING INSTALLATION.

14.2 U.N.O., EPOXY ANCHORS TO BE HILTI HIT-RE 500-SD, SIMPSON SET-XP, OR APPROVED EQUIVALENT WITH EQUAL ICC TENSION AND SHEAR VALUES. EPOXY ANCHORS SHALL BE INSTALLED IN STRICT

ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT REINFORCING IN NEW OR

EXISTING CONCRETE DURING INSTALLATION.

15 PERMANENTLY EXPOSED PLATES AND GUARDRAILS TO BE HOT-DIP GALVANIZED.

16 EPOXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO-COMPONENT, LIQUID EPOXY WITH NON-SAG CONSISTENCY AND A LONG POT LIFE. THE EPOXY ADHESIVE SHALL BE SUITABLE FOR USE IN DRY OR DAMP CONDITIONS. MINIMUM SHEAR STRENGTH SHALL BE 5,000 PSI; MINIMUM TENSILE STRENGTH SHALL BE 4,000 PSI. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT COMPLIANCE WITH THE APPROVED ICC REQUIREMENTS. DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING

PLACEMENT.

17 COLD WEATHER PROTECTION

17.1 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR PROTECTING CURING

CONCRETE PER THE RQMTS. OF ACI 306.

17.2 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR PROTECTING

FOUNDATIONS THAT DO NOT EXTEND TO FROST DEPTH FROM HEAVING. AT CONTRACTOR'S OPTION, BOTTOM OF FOOTINGS MAY BE EXTENDED BEYOND THE FROST ZONE, IN LIEU OF SURFACE PROTECTION METHODS. NO ADD'L REINFORCING WILL BE REQ'D AT EXTENDED FOUNDATIONS. ALL MITIGATION WORK

SHALL BE PART OF THE CONTRACTOR BID AND NOT COMPENSIBLE BY CHANGE ORDER.

18.3 CONTRACTOR TO PROVIDE A FROST STOOP PER TYP. STOOP DETAIL @ ALL EXTERIOR DOORS, SEE

ARCH. FOR DOOR LOCATIONS.

STEEL FRAMING NOTES

1 STEEL FRAMING WORK SHALL COMPLY WITH CHAPTER 22 OF THE IBC.

2 STEEL FRAMING MATERIALS:

2.1 W/WT-SECTIONS ASTM A992 FY=50,000 PSI

2.2 TUBULAR STEEL ASTM A500 GR B FY=46,000 PSI

2.3 CHANNELS, ANGLES, BARS ASTM A36 FY=36,000 PSI

2.4 PLATES (NON-MOMENT CONNECTIONS) ASTM A36 FY=36,000 PSI

2.5 PLATES (MOMENT CONNECTIONS) ASTM A572 FY=50,000 PSI

2.6 WELDING ELECTRODES E70XX

3 STEEL ERECTION SHALL COMPLY WITH ALL OSHA, STATE, LOCAL, AND UNION REGULATIONS. IN ADDITION, AT THE END OF THE WORK DAY, ALL COLUMNS MUST BE FRAMED WITH BEAMS AND/OR GIRDERS IN ALL DIRECTIONS, OR ADEQUATELY GUYED OR BRACED IN ALL DIRECTIONS. TEMPORARY GUYING/BRACING IS

THE RESPONSIBILITY OF THE ERECTOR (DESIGN AND INSTALLATION).

4 DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION

MANUAL, AISC 360-10 INCLUDING COMMENTARY, AND THE AISC 303-10.

5 ALL BOLTS FOR STRUCTURAL STEEL CONNECTIONS PER ASTM A325-N U.N.O. AND SHALL CONFORM TO THE RCSC SPECIFICATION. BOLTS FOR STEEL JOISTS MAY BE A307. BOLTS AND SHALL BE SNUG-TIGHT U.N.O.

6 WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING

CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE

SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1 AND APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER.

7 WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, U.N.O. ALL WELDING FOR STRUCTURAL STEEL CONNECTIONS TO BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH

AWS D1.1. PROTECT ALL SURFACES SURROUNDING WELDING OPERATIONS.

8 NOT USED

9 NOT USED

10 NOT USED

11 HOT-DIP GALVANIZE STEEL FOR THE FOLLOWING CONDITIONS:

11.1 STEEL ELEMENTS PERMANENTLY EXPOSED TO WEATHER.

11.2 STEEL ELEMENTS LOCATED OUTSIDE THE BUILDING THERMAL ENVELOPE.

11.3 STEEL ELEMENTS LOCATED IN AREAS WITH HIGH HUMIDITY.

11.4 WHERE PIECES REQUIRING GALVANIZATION ARE PART OF A LARGER ASSEMBLY, THE HOT-DIPPING

PROCESS IS TO OCCUR AFTER COMPLETE FABRICATION OF THE ASSEMBLY.

12 CONNECTIONS:

12.1 WHERE CONNECTIONS ARE NOT SHOWN, THE CONNECTIONS SHALL BE DESIGNED AND DETAILED IN

ACCORDANCE WITH THE REQUIREMENTS OF AISC SPECIFICATIONS FOR THE SHEAR CAPACITIES

SHOWN BELOW:

12.2 ALL CONNECTIONS SHALL SATISFY THE REQUIREMENTS OF AISC AND OSHA.

12.3 AT STEEL CONNECTIONS WITH POST INSTALLED ANCHORS, THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THAT THE HOLE DIAMETERS COMPLY WITH THE MANUFACTURER'S RECOMMENDED DRILL

BIT DIAMETER.

13 (+###'-#") CALLOUT ON PLANS AT BEAM LOCATIONS INDICATES TOP OF BEAM U.N.O.

SPECIAL INSPECTION SCHEDULE

1 SPECIAL INSPECTION PROGRAM SHALL CONFORM TO CHAPTER 17 OF THE IBC.

2 THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR TO PERFORM THE REQUIRED TESTS AND SPECIAL INSPECTIONS WITH QUALIFICATIONS DESCRIBED PER IBC CHAPTER 17 AND THE PROJECT SPECIFICATIONS.

3 SPECIAL INSPECTION REPORTS SHALL BE FURNISHED TO BUILDING OFFICIAL, OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND CONTRACTOR.

4 SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING THAT THE STRUCTURAL WORK WAS, TO

THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, PERFORMED IN ACCORDANCE WITH THE

CONSTRUCTION DOCUMENTS.

5 SPECIAL INSPECTION PROGRAM:

VERIFICATION AND INSPECTION FREQ/TASK

STEEL

1. INSPECTION TASKS PRIOR TO WELDING:

A. WELDING PROCEDURE SPECIFICATIONS (WPS) AVAILABLE. PERFORM

B. MANUFACTURER'S CERTIFICATIONS FOR WELDING CONSUMABLES AVAILABLE. PERFORM

C. MATERIAL IDENTIFICATION (TYPE/GRADE). OBSERVE

D. WELDER IDENTIFICATION SYSTEM. OBSERVE

E. CONFIGURATION & FINISH OF ACCESS HOLES. OBSERVE

F. FIT-UP OF FILLET WELDS:

• DIMS. (ALIGNMENT, GAPS AT ROOT) OBSERVE

• CLEANLINESS (CONDITION OF STEEL SURFACES)

• TACKING (TACK WELD QUALITY & LOCATION)

2. INSPECTION TASKS DURING WELDING:

A. USE OF QUALIFIED WELDERS. OBSERVE

B. CONTROL & HANDLING OF WELDING CONSUMABLES: OBSERVE

• EXPOSURE CONTROL • PACKAGING

C. NO WELDING OVER CRACKED TACK WELDS. OBSERVE

D. ENVIRONMENTAL CONDITIONS: OBSERVE

• WIND SPEED WITHIN LIMITS • PRECIPITATION & TEMP.

E. WPS FOLLOWED:

• SETTINGS ON WELDING EQPT. • TRAVEL SPEED

• SELECTED WELDING MATERIALS • PREHEAT APPLIED OBSERVE

• SHIELDING GAS TYPE/FLOW RATE • PROPER POSITION (F, V, H, OH)

• INTERPASS TEMP. MAINTAINED (MIN / MAX)

F. WELDING TECHNIQUES:

• INTERPASS & FINAL CLEANING

• EACH PASS WITHIN PROFILE LIMITATIONS OBSERVE

• EACH PASS MEETS QUALITY REQUIREMENTS

3. INSPECTION TASKS AFTER WELDING.

A. WELDS CLEANED. OBSERVE

B. SIZE, LENGTH, & LOCATION OF WELDS. PERFORM

C. WELDS MEET VISUAL ACCEPTANCE CRITERIA:

• CRACK PROHIBITION • WELD SIZE

• WELD / BASE-METAL FUSION • UNDERCUT PERFORM

• CRATER CROSS SECTION • POROSITY

• WELD PROFILES

D. ARC STRIKES. PERFORM

E. k-AREA. PERFORM

F. BACKING & WELD TABS REMOVED (IF REQ'D.). PERFORM

G. REPAIR ACTIVITIES. PERFORM

H. DOCUMENT ACCEPTANCE OR REJECTION OF WELDED JOINT OR MEMBER. PERFORM

4. INSPECTION TASKS PRIOR TO BOLTING:

A. MFR. CERTS. AVAILABLE FOR FASTENER MATERIALS. PERFORM

B. FASTENERS MARKED IN ACCORDANCE w/ ASTM RQMTS. OBSERVE

C. PROPER FASTENERS SELECTED FOR THE JOINT DETAIL (GRADE, TYPE, OBSERVE

BOLT LENGTH, EXCLUDED THREADS).

D. PROPER BOLTING PROCEDURE SELECTED FOR JOINT DETAIL. OBSERVE

E. CONNECTING ELEMENTS, INCLUDING THE APPROPRIATE FAYING SURFACE OBSERVE

CONDITION & HOLE PREPARATION, IF SPECIFIED, MEET APPLICABLE RQMTS.

F. PRE-INSTALLATION VERIFICATION TESTING BY INSTALLATION OBSERVE

PERSONNEL OBSERVED & DOCUMENTED FOR FASTENER

ASSEMBLIES & METHODS USED.

G. PROPER STORAGE PROVIDED FOR BOLTS, NUTS, WASHERS & OTHER OBSERVE

FASTENER COMPONENTS.

5. INSPECTION TASKS DURING BOLTING:

A. FASTENER ASSEMBLIES, OF SUITABLE CONDITION, PLACED IN ALL HOLES OBSERVE

& WASHERS (IF REQ'D) ARE POSITIONED AS REQ'D.

B. JOINT BROUGHT TO THE SNUG-TIGHT CONDITION PRIOR TO THE OBSERVE

PRETENSIONING OPERATION.

C. FASTENER COMPONENT NOT TURNED BY THE WRENCH PREVENTED OBSERVE

FROM ROTATING.

D. FASTENERS ARE PRETENSIONED IN ACCORDANCE w/ THE RCSC OBSERVE

SPECIFICATION, PROGRESSING SYSTEMATICALLY FROM THE MOST RIGID

POINT TOWARD THE FREE EDGES.

6. INSPECTION TASKS AFTER BOLTING:

A. DOCUMENT ACCEPTANCE OR REJECTION OF BOLTED CONNS. PERFORM

7. INSPECTION OF STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL:

A. INSPECTION OF WELDING:

1) VERIFICATION OF WELDABILITY OF REINF. STEEL OTHER THAN ASTM A706. PERIODIC

2) REINFORCING STEEL RESISTING FLEXURAL & AXIAL FORCES IN

INTERMEDIATE & SPECIAL MOMENT FRAMES, & BOUNDARY ELEMENTS OF CONT.

SPECIAL STRUCTURAL WALLS OF CONCRETE & SHEAR REINFORCEMENT.

4) SHEAR REINFORCING STEEL. CONT.

5) OTHER REINFORCING STEEL. PERIODIC

CONCRETE

1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, PERIODIC

& PLACEMENT.

2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE w/ IBC _________ TABLE 1705.2.2, ITEM 2b.

3. INSPECTION OF ANCHORS TO BE INSTALLED IN CONCRETE WHERE ALLOWABLE PERIODIC

LOADS HAVE BEEN INCREASED OR WHERE STRENGTH DESIGN IS USED.

4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS. PERIODIC

5. VERIFYING USE OF REQUIRED DESIGN MIX. PERIODIC

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR

STRENGTH TESTS, PERFORM SLUMP & AIR CONTENT TESTS, & DETERMINE THE CONT.

TEMPERATURE OF THE CONCRETE.

7. INSPECTION OF CONCRETE & SHOTCRETE PLACEMENT FOR PROPER CONT.

APPLICATION TECHNIQUES.

8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMP. & TECHNIQUES. PERIODIC

9. INSPECTION OF PRESTRESSED CONCRETE: CONT.

A. APPLICATION OF PRESTRESSING FORCES. CONT.

B. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC-FORCE- CONT.

RESISTING SYSTEM.

10. ERECTION OF PRECAST CONCRETE MEMBERS. PERIODIC

11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF

TENDONS IN POST TENSIONED CONCRETE & PRIOR TO REMOVAL OF PERIODIC

SHORES & FORMS FROM BEAMS & STRUCTURAL SLABS.

12. INSPECT FORMWORK FOR SHAPE, LOCATION & DIMENSIONS OF THE PERIODIC

CONCRETE MEMBER BEING FORMED.

PROGRAM FOOTNOTES

1. THE ITEMS INDICATED ABOVE SHALL BE INSPECTED IN ACCORDANCE WITH CHAPTER 17 OF THE IBC BY A CERTIFIED SPECIAL INSPECTOR FROM AN ESTABLISHED TESTING AGENCY. FOR MATERIAL SAMPLING AND TESTING REQUIREMENTS, REFER TO THE PROJECT SPECIFICATIONS & THE SPECIFIC STRUCTURAL NOTES SECTIONS. THE TESTING AGENCY SHALL SEND COPIES OF ALL STRUCTURAL TESTING & INSPECTION REPORTS DIRECTLY TO THE ARCHITECT, STRUCTURAL ENGINEER, CONTRACTOR, & BUILDING OFFICIAL. ANY MATERIALS WHICH FAIL TO MEET THE PROJECT SPECIFICATIONS SHALL IMMEDIATELY BE BROUGHT TO THE ATTENTION OF THE ARCHITECT. SPECIAL INSPECTION TESTING REQUIREMENTS APPLY EQUALLY TO ALL

BIDDER DESIGNED COMPONENTS.

2. CONT. - CONTINUOUS SPECIAL INSPECTION. SPECIAL INSPECTOR IS PRESENT WHEN & WHERE THE

WORK TO BE INSPECTED IS BEING PERFORMED. (IBC SECTION 1702).

3. PERIODIC - PERIODIC SPECIAL INSPECTION. SPECIAL INSPECTOR IS INTERMITTENTLY PRESENT WHERE

THE WORK TO BE INSPECTED HAS BEEN OR IS BEING PERFORMED.

4. OBSERVE - SPECIAL INSPECTOR SHALL OBSERVE THESE ITEMS ON A RANDOM BASIS. OPERATIONS

NEED NOT BE DELAYED PENDING THESE INSPECTIONS (AISC 360 SECTION N5).

5. PERFORM - SPECIAL INSPECTOR SHALL PERFORM THESE TASKS FOR EACH JOINT, CONNECTION, ELEMENT OR MEMBER (AISC 360 SECTION N5).

6. SPECIAL INSPECTION IS NOT REQUIRED FOR WORK PERFORMED BY AN APPROVED FABRICATOR (IBC

SECTION 1704.2.2).

7. ALL WELDS SHALL BE VISUALLY INSPECTED.

8. ALL COMPLETE PENETRATION WELDS SHALL BE TESTED ULTRASONICALLY OR BY USE OF A

COMPARABLE APPROVED METHOD.

9. INSPECTION FOR PREFABRICATED CONSTRUCTION SHALL BE THE SAME AS IF THE MATERIAL USED IN THE CONSTRUCTION TOOK PLACE ON SITE. CONTINUOUS INSPECTION WILL NOT BE REQUIRED DURING PREFABRICATION IF THE APPROVED AGENCY CERTIFIES THE CONSTRUCTION AND FURNISHES EVIDENCE OF

COMPLIANCE.

SCALE: 1/2" = 1'-0"A3 TYPICAL CORNER REINFORCEMENT

SCALE: 3/4" = 1'-0"B2 TYPICAL PIPE SLEEVE

SCALE: 3/4" = 1'-0"A2 SLAB AT CONSTRUCTION JOINT

SCALE: 3/4" = 1'-0"B1 SLAB AT CONTROL JOINT

SCALE: 3/4" = 1'-0"A1 SLAB AT GRADE

SCALE: 1/2" = 1'-0"B3 UTILITIES AT FTG

CF24 2'-0" CONT. 1'-3" (3) #5 CONTINUOUS WITH #5 @ 12" O.C.

TRANSVERSE

8" THICK FOUNDATION WALL TO HAVE #5 @ 12" O.C. EACH

WAY. TERMINATE WITH 6" 90 DEGREE HOOKS SPLICED TO

BOTTOM MAT OF REINFORCING IN FOOTING.

CF08 0'-8" CONT. 3'-4" #5 @ 12" O.C. VERTICAL AND HORIZONTAL

UP

D1 S1.2

D1 S1.2

S1.2 D2

C F

(8 '-0

CF52 -(8'-0")

C F

(8 '-0

C F

(8 '-0

EXISTING CONC FTG

EXISTING CONC FTG

C F

(8 '-0

C F

(8 '-0

C F

(8 '-0

111111

D1 S1.3

C1 S1.3

A3 S1.3

D1 S1.3

A1 S1.3

B3 S1.3

F1 S1.3

C F

(8 '-0

CF08 -(4'-0")

S1.3 C3

2' -0

1'

-5

0' -3

1'

-4

0' -8

/2

3'

-0

/2

2' -8

/2

± 8'-8" 15'-8" ± 12'-3"

'-0

'-6

6' -6

/2

'-0

'-0

/2

9' -1

1/

2"

3 3 3

35 5

3" ± 2'-1"

1'-0" MAX ±6'-0", V.I.F.

EXISTING WILL CALL BAY BAY #9 BAY #8

± 7'-6" V.I.F.

1'-0" ± 11'-2" 8" 11'-10" 8" ± 12'-3" 1'-0"

'-0

/2

0' -1

7'

-0

4' -0

1'

-1 0"

1' -5

1'

-0

'-2

/2

'-4

5' -0

'-0

/2

± 36'-7"

9' -4

/2

1' -0

2'

-0

1' -5

0'

-3

1' -4

1'

-3

0' -0

5'

-2

/2

2' -5

/2

1'-0" ± 12'-3" 1'-0"

8'-0"

38'-7"

A. FIELD VERIFY ALL EXISTING DIMENSIONS, SITE CONDITIONS, AND BUILDING

CONDITIONS PRIOR TO WORK.

B. THESE DEMOLITION DRAWINGS REPRESENT THE LAYOUT OF EXISTING CONDITIONS

& MAJOR COMPONENTS. THEY ARE NOT TO BE CONSTRUED AS A COMPLETE

REPRESENTATION OF MATERIALS & INCIDENTAL CONSTRUCTION.

C. DEMOLISH AND/OR REMOVE ALL COMPONENTS AS NOTED ON THE DRAWINGS AND

AS NECESSARY TO ACHIEVE NEW WORK IF NOT EXPLICITLY SHOWN AS

DEMOLISHED. PATCH AND REPAIR ADJACENT SURFACES TO ACCOMMODATE NEW

WORK. MAINTAIN ADJACENT SURFACES TO ORIGINAL CONDITIONS. ANY DAMAGE OF

EXISTING CONDITIONS SHALL BE REPAIRED TO ORIGINAL OR BETTER CONDITION.

D. ALL MATERIALS THAT HAVE BEEN DEMOLISHED SHALL BE REMOVED AND DISPOSED

OF PROPERLY. NO DEMOLISHED MATERIALS SHALL BE STOCKPILED ON SITE.

E. PROTECT OWNER'S PROPERTY AND PERSONS AT ALL TIMES. THIS INCLUDES ALL

ITEMS AND SERVICES NECESSARY TO DEMOLISH OR DISMANTLE AND REMOVE ALL

WALLS, EQUIPMENT, PIPING, AND APPURTENANCES WHICH WILL INTERFERE WITH

NEW CONSTRUCTION. ALL ITEMS TO BE REMOVED SHALL BE COORDINATED WITH

NEW CONSTRUCTION.

F. ANY ITEMS NOT SHOWN TO BE DEMOLISHED THAT ARE DAMAGED DURING THE

COURSE OF DEMOLITION OR CONSTRUCTION SHALL BE REPAIRED/REPLACED BY

THE CONTRACTOR AT THE CONTRACTOR'S EXPENSE.

G. COORDINATE ANY SYSTEMS SHUTDOWNS WHICH MAY BE REQUIRED WITH THE

OWNER.

H. PROVIDE APPROPRIATE TEMPORARY OR PERMANENT SUPPORT WHEREVER

OPENINGS ARE CREATED IN EXISTING CONSTRUCTION AS REQUIRED.

I. EXISTING CONSTRUCTION SHALL BE PROTECTED.

J. BUILDING FINISH FLOOR ELEVATION = 0'-0"

SCALE: 1/4" = 1'-0"F1 SELECTIVE DEMOLITION PLAN

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©2026REVISIONS:

PROJECT NUMBER

PROJECT ISSUE DATE

REV DATE DESCRIPTION

S1.1

DEMO & FOOTING PLAN

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06/22/2026 9534.00

BIDDING DOCUMENTS

SCALE: 1/4" = 1'-0"D1 FOOTING PLAN

FOOTING PLAN NOTES

1 EXISTING FOUNDATION WALL EXTENSION

2 8" CONCRETE SLAB W/ #5 AT 1'-0" O.C. BOTH WAYS OVER 6" DRAINAGE FILL OVER

COMPACTED SUBGRADE.

3 6" CONCRETE SLAB WITH TOP AND BOTTOM MAT OF #5 @ 1'-0" O.C. EACH WAY

OVER VOID FORMS OVER COMPACTED STRUCTURAL FILL. SPLICE ALL BARS TO

BENT VERTICAL REINFORCEMENT IN PERIMETER WALLS. NORTH-SOUTH

REINFORCEMENT TO BE ON THE BOTTOM OF REINFORCEMENT MATS.

4 PIN SLAB TO FROST SLAB WITH SMOOTH, GREASED 2'-0" LONG #5 DOWELS AT 2'-0"

O.C. PROVIDE 6" MIN. DRILL DOWEL AND EPOXY WITH 6" MIN. EMBEDMENT.

5 EXISTING CONCRETE FOUNDATION WALL

6 8" CONCRETE WALL- SEE SCHEDULE FOR REINFORCING

7 DRILL, DOWEL, AND EPOXY ALL PERPENDICULAR REINFORCEMENT BARS INTO

EXISTING FOOTING, 6" EMBEDMENT. CLEAN AND SCARIFY FACE OF EXISTING

FOOTING ACCORDING TO REQUIREMENTS IN GENERAL STRUCTURAL NOTES.

8 SEE DETAILS FOR REQUIRED SPLICING AT ALL FOUNDATION WALL AND FOOTING

INTERSECTIONS, TYP.

9 SLAB CONTROL JOINT - SEE DETAILS.

10 6" CONCRETE-FILLED STEEL PIPE BOLLARD. EXTEND DOWN TO FOOTING.

11 EXISTING FOOTING DEPTH AND THICKNESS BASED ON SITE INVESTIGATION

PERFORMED BY CONTRACTOR. ALERT STRUCTURAL ENGINEER IF DIMENSIONS

DISCOVERED DURING EXCAVATION DIFFER THAN THOSE SHOWN. DO NOT

UNDERMINE EXISTING FOOTINGS, EITHER DIRECTLY OR WITHIN THE ANGLE OF

INCIDENCE OF THE BEARING LOAD ON THE SOIL. CONTACT STRUCTURAL

ENGINEER IF ANY UNDERMINING IS SUSPECTED.

13 GALVANIZED STEEL GUARDRAIL WITH HORIZONTALS AT +42" AND +21" FROM

FINISHED SLAB ELEVATION.

14 PROVIDE EXPANSION JOINT WITH NO POSITIVE MECHANICAL ANCHORAGE

BETWEEN SLAB AND WALL.

15 12" CONCRETE WALL - SEE SCHEDULE FOR REINFORCING

16 CUT HSS12x0.375 WITH 1/2" EXPANSION ANCHOR AT 2'-0" O.C., FULLY GROUTED

AND FULL HEIGHT OF CONCRETE WALL

17 SEE DETAILS FOR REQUIRED SMOOTH BAR DOWELS AT JOINT BETWEEN NEW AND

EXISTING CONCRETE SLABS.

18 CHAIN LINK CONSTRUCTION FENCE - SEE SELECTIVE DEMOLITION PLAN

DEMO PLAN NOTES

1 REMOVE RAMP CONCRETE SLAB

2 REMOVE CONCRETE SLAB

3 REMOVE CONCRETE PANEL TO INDICATED JOINT LINE

4 SAWCUT AND REMOVE CONCRETE PANEL; EXTEND SAW CUT LINE TO FOUNDATION

5 REMOVE RETAINING WALL AND ASSOCIATED FOOTING

6 REMOVE GUARDRAILS

7 REMOVE EXISTING THRESHOLD CURB DOWN TO TOP OF FOUNDATION WALL; PREP FOR

NEW THRESHOLD CURB

8 REMOVE EXISTING DRAIN INLET AND SALVAGE FOR REINSTALLATION

9 EXISTING 18" DRAIN LINE, APPROXIMATELY 8'-8" BELOW FINISH FLOOR; PROTECT FOR

DURATION OF CONSTRUCTION; ENSURE SLOPE IS MAINTAINED TO PROVIDE POSITIVE

DRAINAGE TO COLLECTOR LINE TO SOUTH

10 EXISTING STORM SEWER MANHOLE - PROTECT DURING CONSTRUCTION

11 EXISTING HOSE BIBB IN EXTERIOR WALL, ±8" AFF - PROTECT DURING CONSTRUCTION

12 GRIND FLUTED FINISH OF PRECAST FLUSH TO CREATE SMOOTH SURFACE FOR NEW

STOOP SLAB

13 MIN. 8-FT HIGH CHAIN LINK CONSTRUCTION FENCE LOCATED WITHIN 1'-0" OF CUT EDGE

OF PAVING

14 REMOVE EXISTING CRACKED CONCRETE PANEL TO INDICATED JOINT LINES; PROTECT

AND MAINTAIN LOCATION OF MANHOLE DURING CONSTRUCTION

GENERAL NOTES

UP

D1 S1.2

D1 S1.2

S1.2 D2

1/

4"

3'-0" MIN.

-4'-0"

-1 1/4"

0" (E) FF SLAB

-3'-9 11/16"

6 3/4"

6 3/4" -1 1/4"

3'-2" 10" 4'-0" 10"

'-1

1/

2"

'-1

3'-3" 4'-0" OPENING 1'-7" 4'-5" 8'-0" OPENING 1'-7" 10"

3" MIN CLR

-4'-0"

8'-10" 14'-0" 10"

1/

2"

7'-0"

-4'-3 1/2"

-4'-6"

-4'-6"

-4'-2"

-4'-0"

-4'-5"

-4'-8"

-4'-2"

-3'-11"

-4'-3 1/2"

-4'-2 1/2"

-4'-0 1/2"

-4'-0"

-4'-2 1/8"

-4'-0"

-4'-4"

-4'-5 1/2"

-4'-4 1/2"

-4'-1"

-3'-10 1/2"

-3'-8 1/2"

-4'-0 1/2"

4 4 4

1:

-4'-6"

-1 1/4"

-4'-6"

-4'-8 1/2"

-4'-6"

-4'-6"

-4'-3 5/8"

MAX 150 OCC.

3'-9"

'-0

/2

'-0

3' -1

0" 1'

-2

6' -5

'-0

4'-10"

15 15

-1 1/4" -1 1/4"

-7 7/8"

T.O. FF SLAB

0"

B.O. RAMP

-4'-0"

T.O. SLAB

-1 1/4"

1:10

3' -0

3' -6

9'-5 3/4" 47'-4 1/2"

1' -4

1'

-9

5"

T.O. FF SLAB

0"

B.O. RAMP

-4'-0"

T.O. FOOTING

-8'-0"

1:10

3' -0

T.O. SLAB

-1 1/4"

EXISTING BUILDING

FOUNDATION WALL

S1.3 B3

57'-4 1/2"

BUILDING INFORMATION

• OCCUPANCY: S-1, MODERATE-HAZARD STORAGE

• TYPE IIB

• SPRINKLERED

• OCCUPANT LOAD: 61

• EXISTING BUILDING HEIGHT, AREA, NUMBER OF STORIES, AND EXTERIOR WALL

RATING SHALL BE ACCEPTED.

• NO INTERNAL COMPONENTS OF THE BUILDING WILL BE AFFECTED BY PROJECT.

IMPACT IS ONLY TO THE EXIT DISCHARGE PORTION OF THE MEANS OF EGRESS.

IBC 2024

CHAPTER 10 - MEANS OF EGRESS

1003.1 General Means of Egress - Applicability. The general requirements specified in Sections 1003 through 1015 shall apply to all three elements of the means of egress system, in addition to those specific requirements for the exit access, the exit, and the exit discharge details elsewhere in this chapter.

Table 1006.2.1 Spaces with One Exit or Exit Access Doorway. For Group S occupancies with greater than 29 occupants or a common path of egress travel distance greater than 100 feet, two exits or exit access doorways shall be provided.

1006.2.2.5. Egress Based on Use – Vehicular Ramps. Vehicular ramps shall not be considered as an exit access ramp unless pedestrian facilities are provided.

1011.2 Stairways – Width and Capacity. The required capacity of stairways shall be determined as specified in Section 1005.1, but the minimum width shall be not less than 44 inches.

1011.11 Stairways – Handrails. Flights of stairways shall have handrails on each side and shall comply with Section 1014. […]

1028.2 Exit Discharge. Exits shall discharge directly to the exterior of the building. The exit discharge shall be at grade or shall provide a direct path of egress travel to grade. The exit discharge shall not reenter a building. [...]

1028.5 Exit Discharge - Access to a Public Way. The exit discharge shall provide a direct and unobstructed access to a public way.

IEBC 2024

CHAPTER 3 - PROVISIONS FOR ALL COMPLIANCE METHODS

306.7.2 Alterations - Accessible Means of Egress. Accessible means of egress required by Chapter 10 of the International Building Code are not required to be added in existing facilities.

CODE PLAN GENERAL NOTES

B ACDE

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©2026REVISIONS:

PROJECT NUMBER

PROJECT ISSUE DATE

REV DATE DESCRIPTION

S1.2

LAYOUT PLAN &

ELEVATIONS

A T

O D

W ill

C al l R am p R ep la ce m en t

S ta te o f I ow a

D ep ar tm en t o f A dm in is tr at iv e

S er vi ce s

S E

H ul si ze r R d.

, A nk en y, IA

06/22/2026 9534.00

BIDDING DOCUMENTS

SCALE: 1/4" = 1'-0"F1 LAYOUT PLAN

SCALE: 1/4" = 1'-0"D2 WEST ELEVATION

SCALE: 1/4" = 1'-0"D1 LONGITUDINAL SECTION THROUGH RAMP

LAYOUT PLAN NOTES

1 NEW CONCRETE VEHICULAR RAMP; SLOPE = 1:10 (10%); SEE STRUCTURAL DRAWINGS

FOR DETAILS

2 NEW CONCRETE VEHICULAR RAMP LANDING; MIN. CROSS-SLOPE = 1/4" : 12" FOR

PROPER DRAINAGE; SEE STRUCTURAL DRAWINGS FOR DETAILS

3 NEW CONCRETE STOOP; MIN. CROSS-SLOPE = 1/4" : 12" FOR PROPER DRAINAGE; SEE

STRUCTURAL DRAWINGS FOR DETAILS

4 NEW CONCRETE PANEL - SEE STRUCTURAL DRAWINGS FOR DETAILS

5 NEW CONCRETE STAIR - SEE STRUCTURAL DRAWINGS FOR DETAILS

6 NEW CONCRETE STAIR LANDING - SEE STRUCTURAL DRAWINGS FOR DETAILS

7 NEW CONCRETE RETAINING WALL AND FOOTING - SEE STRUCTURAL DRAWINGS FOR

DETAILS

8 NEW SURFACE MOUNTED GALVANIZED STEEL GUARDRAIL; PAINT WITH HIGH

PERFORMANCE COATING; COLOR: SAFETY YELLOW

9 NEW SURFACE MOUNTED GALVANIZED STEEL HANDRAIL; PAINT WITH HIGH

PERFORMANCE COATING; COLOR: SAFETY YELLOW

10 NEW CONCRETE THRESHOLD CURB INSTALLED ON TOP OF EXISTING BUILDING

FOUNDATION WALL; SLOPE TOP OF CURB 1":12" TO THE EXTERIOR TO PROMOTE

POSITIVE DRAINAGE; SEE STRUCTURAL DRAWINGS FOR DETAILS

11 REINSTALL SALVAGED DRAIN INLET

12 EXISTING 18" DRAIN LINE, APPROXIMATELY 8'-8" BELOW FINISH FLOOR; PROTECT FOR

DURATION OF CONSTRUCTION; ENSURE SLOPE IS MAINTAINED TO PROVIDE POSITIVE

DRAINAGE TO COLLECTOR LINE TO SOUTH

13 EXISTING STORM SEWER MANHOLE - PROTECT DURING CONSTRUCTION

14 EXISTING HOSE BIBB IN EXTERIOR WALL, ±8" AFF - PROTECT DURING CONSTRUCTION;

PROVIDE A MINIMUM OF 3" CLEAR BETWEEN HOSE BIBB AND NEW RETAINING WALL

15 STEEL WALL CAP - SEE STRUCTURAL DETAILS; PAINT WITH HIGH PERFORMANCE

COATING; COLOR: YELLOW

16 NEW CONCRETE PANEL - SEE STRUCTURAL DRAWINGS FOR DETAILS; PROTECT AND

MAINTAIN LOCATION OF MANHOLE DURING CONSTRUCTION

17 PAINT CONCRETE AS NEEDED TO RESTRIPE LANE AND ACCESS AISLE MARKINGS AT

BAYS 9 AND 8 - COORDINATE WITH OWNER FOR EXACT LOCATIONS

18 MATCH EXISTING TOP OF CONCRETE GRADES

19 CHAIN LINK CONSTRUCTION FENCE - SEE SELECTIVE DEMOLITION PLAN

T.O. FOOTING

-8'-0"

PCC SLAB OVER COMPACTED

STRUCTURAL FILL - SEE PLAN

1/2" EXPANSION JOINT. NO

POSITIVE MECHANICAL

CONNECTION.

REINFORCED CONCRETE WALL.-

SEE PLAN

REINFORCED CONCRETE

FOOTING - SEE PLAN

GALVANIZED GUARDRAIL.

SEE SCHEDULE

S E

E S

C H

E D

1'-6"

CLR

2"

3" C

LR

3" CLR

PCC SLAB OVER COMPACTED

STRUCTURAL FILL - SEE PLAN

1/2"x6"x6" STEEL PLATE W/

(4) 1/2"x4" HILTI KWIK BOLT

III ANCHORS.

1/2" EXPANSION JOINT. NO

POSITIVE MECHANICAL

CONNECTION.

2x6 KEYWAY

VERTICAL DOWELS WITH 1'-9" LEG -

MATCH WALL REINFORCING SIZE

AND SPACING

2" CLR

ARCHITECTURAL-GRADE

CONCRETE FINISH REQUIRED ON

ALL EXPOSED FACES OF

CONCRETE, TYP. SEE

SPECIFICATIONS FOR MORE

REQUIREMENTS

REINFORCED CONCRETE

SLAB - SEE PLAN

VOID FORM - SEE PLAN

REINFORCED CONCRETE WALL.-

SEE PLAN

REINFORCED CONCRETE

FOOTING - SEE PLAN

GALVANIZED GUARDRAIL.

PCC SLAB OVER COMPACTED

STRUCTURAL FILL - SEE PLAN

1/2"x6"x6" STEEL PLATE W/

(4) 1/2"x4" HILTI KWIK BOLT

III ANCHORS.

1/2" EXPANSION JOINT. NO

POSITIVE MECHANICAL

CONNECTION.

VERTICAL DOWELS WITH 1'-6" LEG -

MATCH WALL REINFORCING SIZE

AND SPACING

1' -4

1'

-9

1/

4"

2" CLR

SEE SCHEDULE

S E

E S

C H

E D

1'-0"

3" CLR

3" C

LR

ADDITIONAL #4 REBAR AT

PERIMETER

DOWEL W/ 3'-0" LEGS -

MATCH SLAB REINFORCING

SIZE AND SPACING

SLAB REINFORCING -

PLACE BARS RUNNING

EAST-WEST ON BOTTOM.

1 1/2"

SEE SCHEDULE

3" C

LR

REINFORCED CONCRETE

SLAB - SEE PLAN

VOID FORM - SEE PLAN

DOWEL W/ 3'-0" LEGS -

MATCH SLAB REINFORCING

SIZE AND SPACING

SLAB REINFORCING -

PLACE BARS RUNNING

EAST-WEST ON BOTTOM.

REINFORCED CONCRETE WALL.-

SEE PLAN

REINFORCED CONCRETE

FOOTING - SEE PLAN

VERTICAL DOWELS WITH 1'-6" LEG -

MATCH WALL REINFORCING SIZE

AND SPACING. ALTERNATE LIEG

DIRECTION

S E

E S

C H

E D

PCC SLAB OVER COMPACTED

STRUCTURAL FILL - SEE PLAN

3/4"DIAx1'-0" DOWEL AT 1'-0" O.C.

REINFORCED CONCRETE

SLAB - SEE PLAN

VOID FORM - SEE PLAN

SLAB REINFORCING -

PLACE BARS RUNNING

EAST-WEST ON BOTTOM.

1/2" EXPANSION JOINT

MATERIAL

EXISTING CONCRETE WALL

EXISTING CONC SLAB

REINFORCED CONCRETE

SLAB - SEE PLAN

#4 DOWEL W/ 7" LEGS AT

1'-0" O.C.. DRILL AND EPOXY

INTO EXISTING CONC WALL

W/ 4" EMBED

1/2" EXPANSION JOINT

MATERIAL

EXISTING CONCRETE WALL

EXISTING CONC SLAB

EXISTING OVER HEAD DOOR

SLOPE THRESHOLD 1"

REINFORCED CONCRETE

THRESHOLD CURB - SEE PLAN

REINFORCED CONCRETE WALL.-

SEE PLAN

REINFORCED CONCRETE

FOOTING - SEE PLAN

PCC SLAB OVER COMPACTED

STRUCTURAL FILL - SEE PLAN

1/2" EXPANSION JOINT. NO

POSITIVE MECHANICAL

CONNECTION.

2x6 KEYWAY

VERTICAL DOWELS WITH 1'-9" LEG -

MATCH WALL REINFORCING SIZE

AND SPACING

DOWEL W/ 3'-0" LEGS - MATCH

SLAB/STAIR REINFORCING SIZE

AND SPACING

VOID FORM - SEE PLAN

SLAB REINFORCING -

PLACE BARS RUNNING

EAST-WEST ON BOTTOM.

#4 NOSING BAR, TYPICAL

CONCRETE STEPS W/ #5 BARS AT 1'-0" O.C.

BOTH DIRECTIONS. PLACE BARS RUNNING

NORTH-SOUTH ON BOTTOM.

ACCEPTABLE FOR CONTRACTOR

TO ABANDON FORMING IN PLACE

CONCRETE WALL -

SEE PLAN

SET EDGE OF PIPE 1/4"

FROM EDGE OF CONCRETE

WALL; ENSURE THAT

NEITHER SIDE OF PIPE

EXTENDS PAST FACE OF

CONCRETE

WALL - REINFORCING -

SEE SCHEDULE

FULLY INFILL W/

GROUT AND ROUND

TOP TO SHED WATER

1/2" DIA.x8" HILTI -KWIK BOLT

3 ANCHORS AT 2'-0" O.C.

5" 1'

-9

1' -4

3' -6

T Y

P

4"

9'-5 3/4" 3'-4 1/2"

EQ. EQ.

7'-10 1/4"

EQ. EQ.

3' -6

2' -1

0"

1' -6

1'

-4

8'-4"

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

2' -1

0" 1' -4

1'

-6

3" 57'-4 1/2" 5" 3'

-6

8" 2'

-1 0"

1' -6

1'

-4

EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ.

5" 47'-4 1/2" 3"

EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ. EQ.

3' -0

2'

-1 0"

GUARDRAIL

HANDRAIL

3' -0

2'

-1 0"

1' -4

1'

-6 " 2' -1

0" 8"

3' -6

LANDING WEST & SOUTH GUARDRAIL STAIR

EAST HANDRAIL

STAIR

WEST GUARD/HANDRAIL

RAMP WEST RETAINING WALL GUARDRAIL

RAMP EAST RETAINING WALL GUARDRAIL

1'-0"

1'-0"

11" 11"

B ACDE

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©2026REVISIONS:

PROJECT NUMBER

PROJECT ISSUE DATE

REV DATE DESCRIPTION

S1.3

RAMP DETAILS

A T

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C al l R am p R ep la ce m en t

S ta te o f I ow a

D ep ar tm en t o f A dm in is tr at iv e

S er vi ce s

S E

H ul si ze r R d.

, A nk en y, IA

06/22/2026 9534.00

BIDDING DOCUMENTS

SCALE: 3/4" = 1'-0"D1 RETAINING WALL AT RAMP

SCALE: 3/4" = 1'-0"C1 RETAINING WALL AT STOOP

SCALE: 3/4" = 1'-0"A1 FOUNDATION WALL AT TRANSITION

SCALE: 3/4" = 1'-0"A3 STOOP AT (E) WALL

SCALE: 3/4" = 1'-0"B3 THRESHOLD AT OVERHEAD DOOR

SCALE: 3/4" = 1'-0"F1 SECTION AT STAIRS

SCALE: 1 1/2" = 1'-0"C3 STEEL CAP AT WALL

SCALE: 1/4" = 1'-0"F3 RAILING DETAILS