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GENERAL STRUCTURAL NOTES

5. CONCRETE AND CONCRETE REINFORCING

3. GENERAL

1. GENERAL NOTES

2. DESIGN CRITERIA

4. FOUNDATION

A. DESIGN CODE: 2015 INTERNATIONAL BUILDING CODE WITH CITY OF OKLAHOMA CITY SUPPLEMENTS

B. DESIGN LIVE LOADS

ROOF . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 20 PSF (UNREDUCED)

1ST FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF

2ND FLOOR LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 100 PSF

C. DEAD LOADS:

ROOF . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 15 PSF

CEILING COLLATERAL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 PSF

MECHANICAL/MISCELLANEOUS COLLATERAL . . . . . . . . . 5 PSF

INSULATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 PSF

FRAMING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ACTUAL WEIGHT OF MATERIALS

D. LATERAL LOADS:

BASIC WIND SPEED . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 120 MPH

IMPORTANCE FACTOR (I) . . . . . . . . . . . . . . . . . . . . . 1.00

EXPOSURE C

SEISMIC

SEISMIC RISK CATEGORY. . . . . . . . . . . . . . . . . . . . III

SEISMIC IMPORTANCE FACTOR (IE) . . . . . . . . . . . 1.25

SEISMIC DESIGN CATEGORY . . . . . . . . . . . . . . . . . B

SPECTRAL RESPONSE COEFFICIENTS . . . . . . . . . SDS = 0.210g

SD1 = 0.087g

SITE CLASS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . C

RESPONSE FACTOR . . . . . . . . . . . . . . . . . . . . . . . . 3.0

BASIC SEISMIC FORCE RESISTING SYSTEM:

STEEL FRAMES NOT SPECIFICALLY DETAILED FOR SEISMIC

ANALYSIS PROCEDURE:

EQUIVALENT LATERAL FORCE PROCEDURE

SEISMIC RESPONSE COEFFICIENT, Cs = 0.087

A. FINISHED FLOOR ELEVATION = 100'-0" IS EQUAL TO MEAN SEA ELEVATION = 1187.50 FT.

B. CONTRACTOR SHALL VERIFY ALL DIMENSIONS IN THE FIELD. THE ARCHITECT SHALL BE NOTIFIED IMMEDIATELY UPON

DISCOVERY OF ANY DISCREPANCY BETWEEN THE STRUCTURAL DRAWINGS AND THE ARCHITECTURAL DRAWINGS, OR

OTHER CONSULTANT'S DRAWINGS.

C. PLANS, SECTIONS AND DETAILS ARE NOT TO BE SCALED FOR DETERMINATION OF QUANTITIES, LENGTHS, OR FIT OF

MATERIALS.

D. VERIFY FLOOR SLAB DEPRESSIONS AND OFFSETS WITH ARCHITECTURAL DRAWINGS.

E. THE SIZE AND LOCATION OF ALL MECHANICAL EQUIPMENT, EQUIPMENT PADS, AND ALL DUCT AND PIPE OPENINGS THROUGH

SLABS AND WALLS SHALL BE VERIFIED WITH MECHANICAL AND ELECTRICAL DRAWINGS PRIOR TO FABRICATION OF

MATERIALS.

F. SHOP DRAWINGS SHALL BE ORIGINAL DRAWINGS PREPARED BY CONTRACTOR'S SUBCONTRACTOR, SUPPLIER, OR

DISTRIBUTOR. REPRODUCTION OF STRUCTURAL CONTRACT DOCUMENTS AS ERECTION PLANS AND DETAILS SHALL NOT BE

PERMITTED.

G. SHOP DRAWINGS SHALL BE CHECKED BY GENERAL CONTRACTOR PRIOR TO BEING SUBMITTED TO THE STRUCTURAL

ENGINEER FOR REVIEW.

H. SHOP DRAWING SUBMITTALS SHALL CONTAIN THREE (3) PHOTOCOPIES OF EACH SHEET OF THE SUBMITTAL. ELECTRONIC

COPIES (PDFs) OF EACH SUBMITTAL ARE ACCEPTABLE.

I. CONTRACTOR SHALL BID AN ALLOWANCE FOR FABRICATION AND ERECTION OF AN ADDITIONAL 2,000 LBS OF STEEL TO BE

USED AT THE DISCRETION OF THE ARCHITECT OR ENGINEER OF RECORD. ALL UNUSED PORTIONS SHALL BE REIMBURSED

TO THE OWNER.

A. CONCRETE MIX SCHEDULE:

CONC STRENGTH AGG AGG SLUMP MAX

CLASS (PSI) TYPE SIZE INCHES W/C

A 3000 HRC 1 1/2" 5-7 0.64

B 3000 HRC 1" 3-5 0.64

NOTE: THE STRENGTH LISTED SHALL BE THE MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS. THE REQUIRED AVERAGE

COMPRESSIVE STRENGTH f'cr SHALL CONFORM TO A.C.I. STANDARD 318-14

NOTE: "HRC" REFERS TO HARDROCK CONCRETE HAVING AN AIR DRY UNIT WEIGHT OF APPROXIMATELY 145 POUNDS PER

CUBIC FOOT (PCF).

NOTE: WHERE WATER-TO-CEMENT RATIO IS NOT INDICATED ON THE DRAWINGS OR IN THE PROJECT SPECIFICATIONS, IT

SHALL BE DETERMINED BY THE CONTRACTOR TO MEET OTHER REQUIREMENTS.

B. CONCRETE USAGE SCHEDULE:

DESCRIPTION CONC AIR

OF USE CLASS CONTENT

-FOOTINGS, WALLS A ---

-INTERIOR SLABS-ON-GRADEB ---

-EXTERIOR SLABS-ON-METAL DECK B 4%-6%

C. CLEAR DISTANCES FROM CONCRETE SURFACES TO REINFORCING STEEL SHALL NOT BE LESS THAN AS FOLLOWS, UNLESS

NOTED OTHERWISE:

-FOOTINGS -3 INCHES ALL SIDES

-WALLS (ELEVATOR PIT) -VERTICAL BARS CENTERED IN WALL

-INTERIOR SLABS-ON-GRADE-2 INCHES FROM TOP OF SLAB

D. CONCRETE REINFORCEMENT DETAILS SHALL CONFORM TO A.C.I. STANDARD 318-14, UNLESS NOTED OTHERWISE

E. ALL REINFORCEMENT, #3 BARS AND LARGER, SHALL BE ASTM A615, GR 60

F. LAP ALL REINFORCING BARS 45 BAR DIAMETERS, UNLESS NOTED OTHERWISE

G. PROVIDE CORNER BARS IN BOTH FACES OF ALL FOOTINGS AS REQUIRED EXTENDED A MINIMUM OF 45 BAR DIAMETERS IN

EACH DIRECTION. QUANTITY, SIZE AND SPACING OF CORNER BARS SHALL BE EQUAL TO QUANTITY, SIZE AND SPACING OF

HORIZONTAL REINFORCING BARS WITH WHICH THEY LAP, EXCEPT THAT MAXIMUM CORNER BAR SIZE SHALL BE #6.

H. REINFORCING SHALL BE ADEQUATELY SUPPORTED USING CHAIRS, BOLSTERS OR PRECAST CONCRETE BRICKS HAVING

MINIMUM COMPRESSIVE STRENGTH EQUAL TO OR GREATER THAN THE CONCRETE. USE BOLSTERS OR OTHER SPACING

DEVICES AS REQUIRED TO MAINTAIN PROPER SIDE CLEARANCES BETWEEN FORMS AND REINFORCING BARS.

I. EXTERIOR SLABS SHALL SLOPE AWAY FROM THE BUILDING 1/8" PER FOOT, UNLESS DIRECTED OTHERWISE BY THE

ARCHITECT OR CIVIL ENGINEER.

J. DO NOT WET PLACE DOWELS, ANCHOR BOLTS OR ANY EMBEDDED ITEMS INTO THE CONCRETE. USE TEMPLATES AS

REQUIRED FOR ANCHOR BOLTS.

K. DO NOT WELD REINFORCING BARS UNLESS BARS ARE PER ASTM A706.

L. DO NOT HEAT AND BEND REINFORCING BARS.

M. ALL BAR BENDING SHALL BE IN ACCORDANCE WITH A.C.I. 315-99 AND SP-66 (04), ACI DETAILING MANUAL.

N. DO NOT FLAME CUT REINFORCING BARS.

O. REFER MECHANICAL, ELECTRICAL AND AQUATICS DRAWINGS FOR EQUIPMENT PAD SIZES AND LOCATIONS. EQUIPMENT

PADS SHALL BE PLACED ON TOP OF CONCRETE SLAB-ON-GRADE UNLESS NOTED OTHERWISE. MINIMUM EQUIPMENT PAD

THICKNESS TO BE 4 INCHES UNLESS NOTED OTHERWISE ON MECHANICAL, ELECTRICAL OR AQUATICS DRAWINGS.

REINFORCE EQUIPMENT PAD WITH #4 AT 12 INCHES ON CENTER EACH WAY. PROVIDE 2 INCH CLEARANCE BETWEEN TOP OF

EQUIPMENT PAD AND TOP OF REBAR.

P. PROVIDE 3/4 INCH CHAMFER ON ALL EXPOSED CORNERS AND EDGES, UNLESS NOTED OTHERWISE ON THE ARCHITECTURAL

DRAWINGS.

A. THE STRUCTURAL DRAWINGS ARE INTENDED TO BE USED CONCURRENTLY WITH THE ARCHITECTURAL DRAWINGS. IF ANY

DISCREPANCY EXISTS BETWEEN THE STRUCTURAL DOCUMENTS AND THE ARCHITECTURAL DOCUMENTS, THE CONTRACTOR

SHALL IMMEDIATELY NOTIFY THE ARCHITECT FOR CLARIFICATION BEFORE PROCEEDING WITH CONSTRUCTION.

B. GENERAL NOTES ARE AN INTEGRAL PART OF THE CONSTRUCTION DOCUMENTS AND DESCRIBE CONDITIONS THAT APPLY

GENERALLY THROUGHOUT THE STRUCTURAL DRAWINGS.

C. THE STRUCTURE IS DESIGNED AS A STABLE UNIT AFTER ALL COMPONENTS ARE IN PLACE. THE CONTRACTOR SHALL

PROVIDE TEMPORARILY BRACE THE STRUCTURAL COMPONENTS FOR LATERAL STABILITY UNTIL AFTER ALL PERMANENT

BRACING SYSTEMS ARE COMPLETE. THE CONTRACTOR SHALL PROVIDE ALL TEMPORARY SHORING AND BRACING

NECESSARY TO ENSURE THE STABILITY OF ANY AND ALL PARTS OF THE BUILDING DURING CONSTRUCTION.

A. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS AND DESIGN VALUES GIVEN IN THE GEOTECHNICAL (SOILS)

REPORT, AS FOLLOWS:

SOILS REPORT BY: INTERTEK PSI

DATE OF REPORT: 1-14-2020

REPORT NUMBER: 05471565

RECOMMENDED FOUNDATION TYPE: SHALLOW FOOTINGS

BEARING STRATUM: 2'-2" MINIMUM OF COMPACTED NON-EXPANSIVE

STRUCTURAL FILL UNDER INTERIOR SLABS

ALLOWABLE SOIL BEARING CAPACITY: 3,200 PSF FOR SPREAD FOOTINGS

2,500 PSF FOR CONTINUOUS FOOTINGS

NOTE: A COPY OF THE SOILS REPORT IS AVAILABLE FROM THE ARCHITECT

B. GRANULAR FILL SHALL BE UNWASHED SIZE NO. 10 (SCREENINGS) PER ASTM D448, LATEST EDITION, HAVING A NOMINAL

AGGREGATE SIZE NO. 4 (4.75mm) AND PERCENTAGES OF PARTICLE SIZES PASSING THRU A NO. 4 SIEVE IN ACCORDANCE

WITH TABLE 1 OF D448:

3/8" (9.5mm) 100%

NO. 4 (4.75mm) 85% TO 100%

NO. 100 (150micrometers) 10% TO 30%

ODOT TYPE "A" SCREENINGS ARE ACCEPTABLE.

C. THE SOIL AT THE BOTTOM OF ALL FOOTING EXCAVATIONS SHALL BE INSPECTED BY A QUALIFIED GEOTECHNICAL ENGINEER

LICENSED IN THE STATE OF OKLAHOMA TO VERIFY THE SOIL MEETS OR EXCEEDS THE ALLOWABLE SOIL BEARING CAPACITY

STATED ON THESE DRAWINGS.

D. UTILITY TRENCHES UNDER THE BUILDING SHALL BE EFFECTIVELY SEALED TO RESTRICT WATER INTRUSION AND FLOW

ALONG THE TRENCHES. PROVIDE A CLAY TRENCH PLUG EXTENDING AT LEAST 5 FEET BEYOND THE EDGE OF THE BUILDING

IN ALL UTILITY TRENCHES UNDER THE BUILDING IN ACCORDANCE WITH THE GEOTECH REPORT.

E. EARTH FORMED FOOTINGS ARE ACCEPTABLE AS LONG AS THE SIDES OF THE EXCAVATIONS CAN MAINTAIN A REASONABLY

VERTICAL CUT WITHOUT SLOUGHING SOIL INTO THE EXCAVATION DURING REBAR PLACEMENT, DURING CONCRETE

PLACEMENT AND THE EXCAVATION CAN MAINTAIN THE FOOTING SHAPE SPECIFIED ON THE DRAWINGS.

7. METAL ROOF DECK

12. STEEL JOISTS

A. STEEL JOISTS SHALL MEET OR EXCEED THE LATEST STEEL JOIST INSTITUTE SPECIFICATIONS. JOIST SIZES AND TYPES ARE SHOWN ON

THE FRAMING PLANS.

B. ALL JOIST SEATS SHALL BE AS FOLLOWS UNLESS NOTED OR DETAILED OTHERWISE:

2 1/2" FOR K-SERIES JOISTS BEARING ON STRUCTURAL STEEL AT FLOORS AND 1/4" PER FOOT ROOF SLOPE

3 1/2" FOR K-SERIES JOISTS BEARING ON STRUCTURAL STEEL AT 1:12 ROOF SLOPE

5" FOR LH-SERIES JOISTS BEARING ON STRUCTURAL STEEL AT 1/4" PER FOOT ROOF SLOPE

6 1/2" FOR LH-SERIES JOISTS BEARING ON STRUCTURAL STEEL AT 1:12 ROOF SLOPE

C. STEEL JOISTS SHALL BE FIELD WELDED TO SUPPORTING MEMBERS OR TO PRESET BEARING PLATES IN ACCORDANCE WITH S.J.I. MINIMUM

REQUIREMENTS UNLESS NOTED OTHERWISE.

D. ERECTION BOLTS CAN BE USED AT JOIST SEATS AT ERECTOR'S DISCRETION. ERECTION BOLTS SHALL BE REMOVED AFTER WELDING IS

COMPLETE.

E. ALL WELDING SHALL COMPLY WITH A.W.S. STANDARD D1.1.

F. WELDING ELECTRODES SHALL BE E70 UNLESS OTHERWISE NOTED OR REQUIRED BY THE WELDING PROCEDURE SPECIFICATIONS FOR THE

WORK BEING PERFORMED. ALL ELECTRODES USED ON THE PROJECT SHALL BE STORED AS REQUIRED BY A.W.S. D1.1.

G. ALL WELDS SHALL BE VISUALLY INSPECTED BY A CERTIFIED WELD INSPECTOR. THE WELD INSPECTOR CAN SPECIFY OTHER WELD TESTING

METHODS AT THE INSPECTOR'S DISCRETION.

H. JOIST FABRICATOR SHALL PROVIDE ALL BRIDGING AND X-BRIDGING REQUIRED IN ACCORDANCE WITH THE STEEL JOIST INSTITUTE.

I. BOTTOM CHORDS OF JOISTS FRAMING TO COLUMNS SHALL BE EXTENDED TO THE COLUMN UNLESS DETAILED OTHERWISE.

J. DESIGN ROOF JOISTS FOR NET UPLIFT OF 10 PSF. PROVIDE UPLIFT BRIDGING PER SJI MINIMUMS

13. COLD FORMED METAL FRAMING - STRUCTURAL

A. TYPICAL EXTERIOR COLD-FORMED STEEL STUDS SHALL BE 6 INCHES DEEP, 18 GA. CEE-STUDS CONFORMING TO A.I.S.I "SPECIFICATION

FOR THE DESIGN OF COLD-FORMED STRUCTURAL MEMBERS", UNLESS NOTED OTHERWISE.

B. COLD-FORMED METAL FRAMING LEGEND:

MINIMUM PROPERTIES

SIZE AND GAUGE A.I.S.I DESIGNATION Ix (IN4) Sx (IN3) AREA (IN2) Rxx (IN)

6 IN, 18 GA. 600S162-43 2.316 0.767 0.447 2.277

6 IN, 16 GA 600S162-54 2.860 0.915 0.556 2.267

8 IN, 16 GA. 800S162-54 5.599 1.228 0.669 2.926

C. COLD-FORMED METAL FRAMING MATERIAL PROPERTIES:

MEMBER MATERIAL GRADE Fy (ksi) SHOP COAT

STUDS ASTM A653 C 50 GALVANIZE (G60)

JOISTS ASTM A653 C 50 GALVANIZE (G60)

TRACK ASTM A653 A 50 GALVANIZE (G60)

D. VERTICAL SLIDE CLIP CONNECTORS, SLIP TRACK AND OTHER COLD-FORMED METAL CONNECTORS REQUIRED FOR THE PROJECT SHALL BE

STANDARD SLIP TRACKS, BRIDGING, CONNECTORS AND CLIPS BY THE COLD-FORMED METAL FRAMING MANUFACTURER.

E. APPROVED COLD-FORMED METAL MANUFACTURER: CLARKDIETRICH BUILDING SYSTEMS.

F. PROVIDE COLD-FORMED METAL MANUFACTURER'S STANDARD SLIP TRACK TO ACCOMMODATE 1 1/4" MAXIMUM VERTICAL DEFLECTION.

A. STEEL ROOF DECK SHALL BE 20 GA., TYPE B DECK CONFORMING TO THE STANDARDS OF THE STEEL DECK INSTITUTE. MINIMUM SECTION

PROPERTIES SHALL BE Ip=0.201 IN4/FT, In=0.222 IN4/FT, Sn=0.247 IN3/FT, Sp=0.234 IN3/FT, D=1.5 IN

B. METAL ROOF DECK CONNECTION SCHEDULE:

MARK CONN AT CONN AT SIDELAP

SUPPORTS PARALLEL EDGE CONN

(W/N) SUPPORTS SPACING NO. PER SPAN

I 36/7 12 INCHES 3

W/N = SHEET WIDTH AND NUMBER OF CONNECTIONS PER SHEET

C. SUPPORT AND PARALLEL EDGE CONNECTIONS SHALL BE NO. 12 SELF-DRILLING SCREWS THROUGH THE DECK INTO THE ROOF FRAMING.

SIDELAP CONNECTIONS SHALL BE NO. 10 SELF-DRILLING SCREWS.

D. ROOF DECK SHALL BE CONNECTED AS INDICATED FOR MARK I THROUGHOUT

8. METAL FLOOR DECK

A. STEEL FORM DECK SHALL BE 20 GA., HEAVY DUTY, PAINTED, MULTI-RIB FORM DECK CONFORMING TO THE STANDARDS OF THE STEEL DECK

INSTITUTE. MINIMUM SECTION PROPERTIES SHALL BE Ip=0.088 IN4/FT, In=0.088 IN4/FT, Sn=0.165 IN3/FT, Sp=0.167 IN3/FT, D=1.0 IN





I 32/4 12 INCHES 2




D. FLOOR DECK SHALL BE CONNECTED AS INDICATED FOR MARK I THROUGHOUT

11 METAL DECK AT STAIR LANDING

A. STEEL FORM DECK SHALL BE 22 GA., HEAVY DUTY, PAINTED, MULTI-RIB FORM DECK CONFORMING TO THE STANDARDS OF THE STEEL DECK

INSTITUTE. MINIMUM SECTION PROPERTIES SHALL BE Ip=0.024IN4/FT, In=0.024 IN4/FT, Sn=0.070 IN3/FT, Sp=0.070 IN3/FT, D=0.6 IN





I 36/4 12 INCHES 2




D. FLOOR DECK AT STAIR LANDING SHALL BE CONNECTED AS INDICATED FOR MARK I THROUGHOUT

14. CONCRETE MASONRY UNIT (STRUCTURAL)

A. STRUCTURAL PROPERTIES:

REQUIRED PRISM STRENGTH OF STRUCTURAL ASSEMBLY 1500 PSI

REQUIRED 28-DAY COMPRESSIVE STRENGTH, MORTAR 1800 PSI

REQUIRED 28-DAY COMPRESSIVE STRENGTH, GROUT 2000 PSI

B. ALL LOAD BEARING CMU WALLS 8 INCH (NOMINAL), NORMAL WEIGHT BLOCK.

C. TYPICAL VERTICAL REINFORCING IN SOLID GROUTED CELL FULL HEIGHT OF WALL:

8" CMU LOAD BEARING EXTERIOR SHEAR WALLS. . . . #5 VERT AT 24 INCHES O.C.

12" CMU LOAD BEARING EXTERIOR SHEAR WALLS . . . 2-#5 VERT AT 24 INCHES O.C.

D. PROVIDE A.C.I. STANDARD HOOK IN BOND BEAM ALONG TOP OF WALLS FOR ALL VERTICAL BARS.

E. PROVIDE TROUGH BLOCK BEAM (BOND BEAM) COURSES IN CMU WALLS FILLED WITH GROUT AT DOOR HEADS, WINDOW HEADS,

BELOW WINDOWS, AND AT EVERY SIXTH COURSE REINFORCED WITH 2-#4 IN 8" CMU , UNLESS NOTED OTHERWISE. TRUSS TYPE

JOINT REINFORCING AT 16" O.C. CAN BE SUBSTITUTED FOR BOND BEAMS.

F. HORIZONTAL REINFORCING IN BOND BEAMS SHALL BE LAPPED 18 INCHES AT SPLICES. STAGGER SPLICES IN ADJACENT BARS AT

LEAST 4'-0".

G. VERTICAL REINFORCING IN GROUTED CELLS SHALL BE LAPPED 24 INCHES AND WIRE TIED AT SPLICES, UNLESS NOTED

OTHERWISE. STAGGER SPLICES IN ADJACENT GROUTED CELLS.

H. USE HECKMAN NO. 374 OR NO. 376 REBAR POSITIONERS OR APPROVED EQUAL TO LOCATE VERTICAL BARS IN CENTER OF CELLS.

PROVIDE A MINIMUM OF 2 POSITIONERS PER 4 FT BAR LENGTHS.

I. CONTRACTOR SHALL PROVIDE TEMPORARY LATERAL BRACING FOR ALL CMU WALLS UNTIL AFTER ROOF FRAMING AND ROOF

DECK INSTALLATION IS COMPLETE. LATERAL BRACING SHALL BE ADEQUATE TO RESIST WIND AND ANY CONTRUCTION LOADS.

9. METAL ROOF DECK - AT POOL

A. REFER PLANS FOR LOCATIONS OF TORIS ACOUSTICAL DECK.

B. STEEL FORM DECK SHALL BE 20 GA., TYPE 7A ACOUSTIC, COMPOSITE DECK MANUFACTURED BY EPIC METALS, 11 TALBOT AVENUE, RANKIN,

PA. MINIMUM SECTION PROPERTIES SHALL BE Ip=10.04 IN4/FT, Sn=1.66 IN3/FT, Sp=2.31 IN3/FT, D=7 INCHES.

C. STEEL FORM DECK SHALL BE GALVANIZED, ETCHED WITH CHEMICAL CONVERSION COATING, STAGE ONE COATED WITH NATACOAT

COMPATIBLE PRIMER, COATED WITH NATACOAT EXPOXY PRIMER. SEE PROJECT SPECIFICATION 053500 FOR ADDITIONAL INFORMATION.

D. UPPER AND LOWER COMPONENTS SHALL BE FACTORY WELDED. NO MECHANICAL FASTENERS ALLOWED.

E. AFTER ASSEMBLY OF UPPER AND LOWER COMPONENTS, THE EXPOSED SURFACES AND INTERIOR SURFACES OF PERFORATIONS SHALL

RECEIVE A FACTORY APPLIED NATACOAT EPOXY PRIMER. THE NATACOAT SHALL BE OVEN CURED. SEE PROJECT SPECIFICATION 053500 FOR

ADDITIONAL INFORMATION.

F. DECK SHALL BE FASTENED TO STRUCTURAL FRAMING AS DIRECTED BY THE MANUFACTURER.

G. SIDE LAPS SHALL BE AT 36 INCHES ON CENTER MAXIMUM SPACING. SIDE LAP CONNECTIONS AS DIRECTED BY THE MANUFACTURER.

F. A FIELD APPLIED, 3 MIL COATING OF TNEMEC #113 SHALL BE APPLIED BY THE PAINTING SUBCONTRACTOR AFTER THE DECK IS INSTALLED.

6. STRUCTURAL STEEL

A. STRUCTURAL STEEL SHALL MEET THE FOLLOWING ASTM SPECIFICATIONS:

STRUCTURAL WIDE FLANGE SHAPES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A992 (Fy=50 ksi MIN)

STRUCTURAL STEEL PLATES, CHANNELS, ANGLES . . . . . . . . . . . . . . . . . . . . ASTM A36 (Fy=36 ksi MIN)

TUBULAR HSS SHAPES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A500, GR B OR ASTM A1085

COMMON BOLTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A307

HIGH STRENGTH BOLTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM A325

B. BOLTS SHALL BE AS FOLLOWS:

BEARING CONNECTIONS FOR STEEL CONNECTIONS . . . . . . . . . . . . . . . . . . . 3/4" DIA, HIGH STRENGTH

ANCHOR BOLTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ASTM F1554, GRADE 36

ERECTION BOLTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . COMMON

C. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED IN ACCORDANCE WITH A.I.S.C. "SPECIFICATIONS FOR THE DESIGN, FABRICATION

AND ERECTION OF STRUCTURAL STEEL."

D. ALL STRUCTURAL STEEL CONNECTIONS NOT DETAILED OR OTHERWISE NOTED SHALL BE STANDARD A.I.S.C. WELDED OR BOLTED USING

ALLOWABLE STRESS DESIGN. DETAIL BOLTED OR WELDED CONNECTIONS TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD CAPACITY

SHOWN IN THE ALLOWABLE UNIFORM LOAD TABLES OF THE A.I.S.C. MANUAL OF STEEL CONSTRUCTION.

E. ALL BOLTS USED IN STEEL CONNECTIONS SHALL BE SNUG-TIGHT AS DEFINED BY A.I.S.C. UNLESS NOTED OTHERWISE. TENSION CONTROL

BOLTS ARE AN ACCEPTABLE SUBSTITUTE AT THE ERECTOR'S DISCRETION.

F. STANDARD HOLE SIZES SHALL BE USED FOR STEEL BEARING CONNECTIONS. SHORT SLOTTED HOLES ARE NOT ACCEPTABLE FOR BEARING

CONNECTIONS.

G. OVERSIZED HOLES ARE ACCEPTABLE FOR COLUMN BASEPLATES. WHEN OVERSIZED HOLES ARE USED FOR BASEPLATES, STEEL WASHERS

SHALL BE USED BETWEEN THE NUTS AND BASEPLATE. THE WASHERS SHALL BE WELDED TO THE BASEPLATES. REFER ANCHOR BOLT

DETAIL.

H. ALL WELDING SHALL COMPLY WITH A.W.S. STANDARD D1.1.

I. WELDING ELECTRODES SHALL BE E70 UNLESS OTHERWISE NOTED OR REQUIRED BY THE WELDING PROCEDURE SPECIFICATIONS FOR THE

WORK BEING PERFORMED. ALL ELECTRODES USED ON THE PROJECT SHALL BE STORED AS REQUIRED BY A.W.S. D1.1.

J. ALL FIELD WELDS SHALL BE VISUALLY INSPECTED BY A CERTIFIED WELD INSPECTOR. THE WELD INSPECTOR CAN SPECIFY OTHER WELD

TESTING METHODS AT THE INSPECTOR'S DISCRETION.

K. ALL FIELD BOLTED CONNECTIONS SHALL BE VISUALLY INSPECTED BY A SPECIAL INSPECTOR TO VERIFY ALL BOLTS ARE INSTALLED AND

TIGHTENED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS.

L. DO NOT FLAME CUT HOLES IN THE FIELD FOR FRAMED CONNECTIONS.

M. ALL STEEL FRAMING, EMBED PLATES, CONNECTION PLATES ABOVE AND WITHIN THE POOL STORAGE, CHEMICAL STORAGE ROOMS AND

POOL EQUIPMENT ROOM SHALL BE HOT-DIPPED GALVANIZED, EPOXY INTERMEDIATE COAT AND POLYURETHANE TOP COAT. ALL EMBED

PLATES SHALL BE HOT-DIPPED GALVANIZED AND EPOXY INTERMEDIATE COAT AND POLYURETHANE TOP COAT AFTER WELDING.

A. GLULAM BEAMS SHALL BE ARCHITECTURAL APPEARANCE.

B. ALL BEAMS FOR THE NATATORIUM ROOF SHALL BE ALASKAN WHITE CEDAR 20F-V3.

C. ALL BEAMS FOR THE LOBBY ROOF SHALL BE DOUGLAS-FIR 24F-V8.

D. ALL BEAMS SHALL BE FABRICATED USING WATERPROOF GLUE.

E. SEE PROJECT SPECIFICATION 061813 FOR ADDITIONAL INFORMATION.

15. WOOD BEAMS

10. METAL ROOF DECK - AT LOBBY

A. STEEL FORM DECK SHALL BE PAINTED 20 GA., 3 INCH TYPE N CONFORMING TO THE STANDARDS OF THE STEEL DECK INSTITUTE. MINIMUM

SECTION PROPERTIES SHALL BE I=0.964 IN4/FT, Sn=0.552 IN3/FT, Sp=0.501 IN3/FT, D=3 INCHES.

B. ATTACH DECK TO WOOD FRAMING USING NO. 12 WOOD SCREWS AT EACH FLUTE WITH 2" MIN EMBEDMENT INTO BEAM.

C. ATTACH DECK TO STEEL EDGE ANGLES USING 1/4" DIA SELF-DRILLING SCREWS AT 12 INCHES O.C.. PRE-DRILL AS REQUIRED.

D. SIDE LAPS SHALL BE AT 36 INCHES ON CENTER MAXIMUM SPACING. SIDE LAP CONNECTIONS AS DIRECTED BY THE MANUFACTURER.

GENERAL STRUCTURAL

NOTES

c

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Date: Submission:

Drawing Title:

No.

Sheet No:

Reviewed By:

Drawn By:

Designed By:

Key Plan

Executive Architect

Copyright 2020 © Hornbeek Blatt Architects

HORNBEEK BLATT

101 South Broadway, Suite 200

Edmond, Oklahoma 73034

405.340.8552 Telephone

405.340.5707 Fax

www.hornbeekblatt.com

ra h i t e c t s

Project:

THE ORIGINAL OF THIS DRAWING IS 30" X 42".

300 SPRUCE STREETSUITE 300COLUMBUS, OHIO 43215

PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect

7.28.2020 35% Progress Set


8.31.2020 Issued for Permit


RCD

RD

RCD

OKC MAPS 3 HEALTH

AND WELLNESS

CENTER #3

Project Address:

N. Lincoln Blvd. and NE 36th St.

Oklahoma City, OK 73105

TRUMBLE DEAN, LLC

8512 S. PENNSYLVANIA AVE., SUITE A

OKLAHOMA CITY, OK 73159

405.601.0662 405.848.9202

CERTIFICATE OF AUTHORITY NO. 3667

EXPIRES: JUNE 30, 2021

11.30.2020 Issued for Construction

S1.1

IN ACCORDANCE WITH THE REQUIREMENTS OF CHAPTER 17 OF THE 2015 INTERNATIONAL BUILDING CODE, THE

OWNER SHALL SELECT QUALIFIED PERSONNEL TO PERFORM THE SPECIAL INSPECTIONS SHOWN IN THE

SCHEDULES. THE CONTRACTOR SHALL PAY FOR THE SPECIAL INSPECTION SERVICES.

THE SPECIAL INSPECTIONS DO NOT RELIEVE THE CONTRACTOR OF ANY RESPONSIBILITY TO PERFORM THE

WORK IN ACCORDANCE WITH THE CONTRACT DOCUMENTS. THE CONTRACTOR SHALL COOPERATE WITH THE

SPECIAL INSPECTOR TO ALLOW ACCESS TO THE WORK FOR THE REQUIRED INSPECTIONS.

THE CONTRACTOR SHALL NOTIFY THE INSPECTOR AT LEAST 24 HOURS IN ADVANCE OF ALL WORK REQUIRING

INSPECTIONS.

SITE VISITS MADE BY THE STRUCTURAL ENGINEER OF RECORD (E.O.R.) ARE NOT THE SAME AS SPECIAL

INSPECTIONS IN ACCORDANCE WITH CHAPTER 17 OF THE 2015 IBC UNLESS A SEPARATE CONTRACT HAS BEEN

MADE BETWEEN THE OWNER AND E.O.R. FOR THE E.O.R. TO PERFORM THE SPECIAL INSPECTIONS.

THE SPECIAL INSPECTOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INSPECTION

REPORTS TO THE BUILDING OFFICIAL, THE ARCHITECT AND ENGINEER OF RECORD. UNLESS OTHERWISE

REQUIRED BY THE BUILDING OFFICIAL IN WRITING AT THE TIME THE BUILDING PERMIT IS ISSUED, THE SPECIAL

INSPECTOR SHALL SUBMIT A FINAL REPORT OF SPECIAL INSPECTIONS TO THE BUILDING OFFICIAL. UNLESS

NOTIFIED IN WRITING OTHERWISE, THE SPECIAL INSPECTOR SHALL SUBMIT MONTHLY WRITTEN INSPECTION

REPORTS AND A COPY OF THE FINAL REPORT OF SPECIAL INSPECTIONS TO THE ARCHITECT AND ENGINEER OF

RECORD. THE ARCHITECT SHALL PROVIDE A COPY OF THE FINAL REPORT OF SPECIAL INSPECTIONS TO THE

OWNER. THE FINAL REPORT OF SPECIAL INSPECTIONS SHALL DOCUMENT THE COMPLETION OF ALL REQUIRED

SPECIAL INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE MONTHLY

INSPECTION REPORTS. THE FINAL REPORT OF SPECIAL INSPECTIONS SHALL BE SUBMITTED PRIOR TO

ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY.

DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR

CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCY SHALL BE BROUGHT TO

THE IMMEDIATE ATTENTION OF THE BUILDING OFFICIAL, THE ARCHITECT AND THE ENGINEER OF RECORD. THE

MONTHLY INSPECTION REPORTS SHALL PROVIDE A DETAILED DESCRIPTION OF SUCH DISCREPANCIES AND

THE CORRECTIONS MADE OR NOT MADE. THE DETAILED DESCRIPTION SHALL INCLUDE, BUT IS NOT LIMITED

TO: THE NATURE OF DISCREPANCY, LOCATION OF THE DISCREPANCY WITH RESPECT TO GRID LINES,

CORRECTIONS MADE, AND DOCUMENTATION OF ANY CONVERSATIONS MADE WITH THE BUILDING OFFICIAL,

ARCHITECT AND ENGINEER OF RECORD TO OBTAIN APPROVAL FOR CORRECTIONS.

STATEMENT OF SPECIAL INSPECTIONS

SOILS AND FOUNDATIONS

VERIFICATION AND INSPECTION

IBC SECTION 1705.6, 1705.8

VERIFY IMPORTED STRUCTURAL FILL MATERIAL SATISFIES

REQUIREMENTS IN GEOTECH REPORT

PRIOR TO PLACEMENT OF STRUCTURAL FILL, DETERMINE

THAT THE SITE HAS BEEN PREPARED IN ACCORDANCE WITH

PROJECT GEOTECH REPORT

DURING PLACEMENT AND COMPACTION OF STRUCTURAL FILL,

VERIFY MATERIAL BEING USED AND MAXIMUM LIFT

THICKNESS COMPLIES WITH PROJECT GEOTECH REPORT

TEST IN-PLACE DRY DENSITY OF COMPACTED FILL COMPLIES

WITH PROJECT GEOTECH REPORT

VERIFY EXCAVATIONS FOR FOOTINGS ARE INTO PROPER

BEARING STRATA AS DESCRIBED IN PROJECT GEOTECH

REPORT.

VERIFY EXCAVATIONS FOR FOOTINGS ARE AT THE PROPER

DEPTH AND WIDTH PER DRAWINGS

CONTINUOUS PERIODIC INSPECTOR

IDENTIFICATION

X

X

X

X

X

PE/GE, EIT OR

ETT

PE/GE, EIT OR

ETT

PE/GE, EIT OR

ETT

PE/GE, EIT OR

ETT

PE/GE, EIT OR

ETT

CAST-IN-PLACE CONCRETE


IBC SECTION 1705.3

INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF CONCRETE MEMBER BEING FORMED

INSPECT REINFORCING STEEL SIZES AND PLACEMENT ARE IN

ACCORDANCE WITH PROJECT DRAWINGS. VERIFY CLEAR

COVER. VERIFY REBAR IS ADEQUATELY SUPPORTED TO

PREVENT DISPLACEMENT DURING CONCRETE POUR

VERIFY ANY WELDED REBAR IS ASTM A706.

INSPECT ANCHOR BOLTS, DOWELS AND OTHER EMBEDDED

ITEMS PRIOR TO CONCRETE PLACEMENT. VERIFY SIZES,

LOCATIONS AND LENGTH OF EMBEDMENT. VERIFY ITEMS ARE

SECURED TO AVOID DISPLACEMENT DURING CONCRETE

POUR

VERIFY USE OF APPROVED MIX DESIGN FOR COMPONENTS

BEING CONSTRUCTED

VERIFY WATER ADDED TO MIX AT JOB SITE DOES NOT RESULT

IN TOTAL WATER CONTENT BEING EXCEEDED PER APPROVED

MIX DESIGN

SAMPLE FRESH CONCRETE PER PROJECT SPECIFICATIONS

VERIFY COLD WEATHER AND HOT WEATHER PROCEDURES

ARE FOLLOWED

OBSERVE CONCRETE PLACEMENT AND VERIFY PROPER

APPLICATION TECHNIQUES USED

VERIFY CURING TECHNIQUES AND MATERIALS SATISFY

PROJECT SPECIFICATIONS AND APPROVED SUBMITTALS


IDENTIFICATION

X

PE/SE OR EIT

X

X AWS-CWI

X

ACI-CFTT OR

ACI-STT

X

X

X

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

X

X

X

QUALIFICATIONS OF INSPECTORS AND TESTING TECHNICIANS

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. THE OWNER SHALL PROVIDE THE

IDENTITY OF THE SPECIAL INSPECTOR IF REQUESTED BY THE BUILDING OFFICIAL. IF REQUESTED, THE

SPECIAL INSPECTOR SHALL PROVIDE THE IDENTITIES OF ALL PERSONNEL ACTING ON THE SPECIAL

INSPECTOR'S BEHALF DURING THE PROJECT.

THE FOLLOWING DESIGNATIONS APPEAR BELOW THE INSPECTOR IDENTIFICATION ON THE SCHEDULES

AND INDICATE THAT THE INDIVIDUAL PERFORMING THE STIPULATED INSPECTION OR TEST HAS A

SPECIFIC CERTIFICATION OR LICENSE.

PE/SE STRUCTURAL ENGINEER - A PROFESSIONAL ENGINEER LICENSED IN THE

STATE OF OKLAHOMA SPECIALIZING IN THE DESIGN OF BUILDING

STRUCTURES.

PE/GE GEOTECHNICAL ENGINEER - A PROFESSIONAL ENGINEER LICENSED IN THE

STATE OF OKLAHOMA SPECIALIZING IN SOIL MECHANICS AND FOUNDATIONS.

EIT ENGINEER-IN-TRAINING - A GRADUATE ENGINEER WHO HAS PASSED THE

FUNDAMENTALS OF ENGINEERING EXAMINATION AND IS REGISTERED WITH

THE STATE OF OKLAHOMA AS AN EIT.

ETT EXPERIENCED TESTING TECHNICIAN - AN EXPERIENCED TESTING TECHNICIAN

WITH A MINIMUM 5 YEARS EXPERIENCE WITH THE STIPULATED TEST OR

INSPECTION.

AMERICAN CONCRETE INSTITUTE (ACI) CERTIFICATION

ACI-CFTT CONCRETE FIELD TESTING TECHNICIAN - GRADE 1

ACI-CCI CONCRETE CONSTRUCTION INSPECTOR

ACI-LTT LABORATORY TESTING TECHNICIAN - GRADE 1 & 2

ACI-STT STRENGTH TESTING TECHNICIAN

AMERICAN WELDING SOCIETY (AWS) CERTIFICATION

AWS-CWI CERTIFIED WELDING INSPECTOR

AWS/AISC-SSI CERTIFIED STRUCTURAL STEEL INSPECTOR

INTERNATIONAL CODE COUNCIL (ICC) CERTIFICATION

ICC-SMSI STRUCTURAL MASONRY SPECIAL INSPECTOR

ICC-SWSI STRUCTURAL STEEL AND WELDING SPECIAL INSPECTOR

ICC-SFSI SPRAY-APPLIED FIREPROOFING SPECIAL INSPECTOR

ICC-PCSI PRESTRESSED CONCRETE SPECIAL INSPECTOR

ICC-RCSI REINFORCED CONCRETE SPECIAL INSPECTOR

NATIONAL INSTITUTE FOR CERTIFICATION IN ENGINEERING TECHNOLOGIES (NICET)

NICET-CT CONCRETE TECHNICIAN - LEVELS I, II, III & IV

NICET-ST SOILS TECHNICIAN - LEVELS I, II, III & IV

NICET-GET GEOTECHNICAL ENGINEERING TECHNICIAN - LEVELS I, II, III & IV

WHERE FABRICATION OF STRUCTURAL LOAD BEARING MEMBERS AND ASSEMBLIES IS BEING PERFORMED ON

THE PREMISES OF A FABRICTOR'S SHOP, THE SPECIAL INSPECTION OF THE FABRICATED ITEMS SHALL BE

REQUIRED BY IBC SECTION 1704.2.5 AND AS REQUIRED ELSEWHERE IN THE BUILDING CODE.

WELDING INSPECTION SHALL BE IN COMPLIANCE WITH AWSD1.1. THE BASIS FOR THE WELDING INSPECTOR

SHALL BE PER AWS D1.1.

SPECIAL INSPECTION OF STRUCTURAL STEEL SHALL BE IN ACCORDANCE WITH THE QUALITY ASSURANCE

INSPECTION REQUIREMENTS OF AISC 360, SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS.

STRUCTURAL MASONRY CONSTRUCTION SHALL BE INSPECTED AND VERIFIED IN ACCORDANCE WITH TMS402,

BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES.

STRUCTURAL STEEL CONSTRUCTION


IBC SECTION 1705.2

MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS


IDENTIFICATION

XPE/SE OR EITIDENTIFICATION MARKINGS CONFORM TO ASTM

STANDARDS SPECIFIED IN PROJECT CONSTRUCTION

DOCUMENTS

MANUFACTURER'S CERTIFICATE OF COMPLIANCEX

PE/SE OR EIT

INSPECT BOLTED, BEARING-TYPE CONNECTIONS

IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN PROJECT CONSTRUCTION

DOCUMENTS AND APPROVED STEEL SHOP DRAWINGS

MANUFACTURER'S CERTIFIED TEST REPORTS

INSPECT ANCHOR BOLTS PRIOR TO STEEL ERECTION TO VERIFY

BOLTS ARE UNDAMAGED AND READY FOR BASEPLATES

MATERIAL VERIFICATION OF STRUCTURAL STEEL. REVIEW SUBMITTALS FROM FABRICATOR

IDENTIFICATION MARKINGS TO CONFORM TO AWS

SPECIFICATION IN PROJECT CONSTRUCTION DOCUMENTS

- REVIEW PACKAGING

VERIFY FILLER MATERIALS ARE STORED PROPERLY ON

SITE

MATERIAL VERIFICATION OF WELD FILLER MATERIALS

COMPLETE AND PARTIAL PENETRATION GROOVE WELDS

SINGLE PASS FILLET WELDS LESS THAN 5/16"

INSPECTION OF SHOP AND FIELD WELDS FOR STRUCTURAL STEEL

DETAILS FOR BRACING AND STIFFENING

MEMBER LOCATIONS

APPLICATION OF JOINT DETAILS AT EACH CONNECTION

INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE WITH PROJECT CONSTRUCTION DOCUMENTS AND

APPROVED STEEL SHOP DRAWINGS

INSPECTION OF METAL FLOOR AND ROOF DECK SUPPORT AND SIDELAP CONNECTIONS

VERIFY FASTENER SIZES AND LOCATIONS

VERIFY FASTENERS INSTALLED PER MANUFACTURER'S

REQUIREMENTS AND PER PROJECT CONSTRUCTION

DOCUMENTS

XPE/SE OR EIT

XPE/SE OR EIT OR

AWS/AISC-SSI OR

ICC-SBSI

PE/SE OR EIT

PE/SE OR EIT

AWS-CWI

X

X

X

XPE/SE OR EIT

XPE/SE OR EIT

XPE/SE OR EIT

XPE/SE OR EIT

XPE/SE OR EIT

AWS-CWI

AWS-CWI

AWS-CWI

INSTALLATION OF OPEN-WEB STEEL JOISTS

END CONNECTION - WELDED OR BOLTED

BRIDGING - HORIZONTAL OR DIAGONAL

VERIFY BRIDGING INSTALLED IN

ACCORDANCE WITH APPROVED JOIST

SUBMITTALS

STRUCTURAL STEEL FABRICATOR INSPECTIONS


IBC SECTION 1705.2

FABRICATOR'S PROCEDURES:

AISC CERTIFICATION - FABRICATOR TO PROVIDE COPY OF

CERTIFICATION TO INSPECTOR FOR REVIEW.

-OR-

FABRICATOR TO PROVIDE COPY OF WRITTEN PROCEDURAL

AND QUALITY CONTROL MANUALS AND PERIODIC AUDITING OF

FABRICATION PRACTICES BY AN APPROVED SPECIAL

INSPECTION AGENCY. AT COMPLETION OF FABRICATION, THE

APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF

COMPLIANCE TO THE BUILDING CODE OFFICIAL AND OWNER

STATING THAT THE WORK WAS PERFORMED IN ACCORDANCE

WITH THE PROJECT CONSTRUCTION DOCUMENTS.

-OR-

SPECIAL INSPECTION OF THE FABRICATED ITEMS BY OWNER'S

SPECIAL INSPECTOR DURING FABRICATION. INSPECTIONS TO

INCLUDE SHOP WELDED AND BOLTED ITEMS.


IDENTIFICATION

PE/SE OR EITX

X

PE/GE, EIT OR

ETT

LOAD BEARING CONCRETE MASONRY UNITS (CMU) LEVEL 1


IBC SECTION 1705.4

AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE.


IDENTIFICATION

X

AWS-CWI

X

X

X

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

VERIFICATION OF f'm PRIOR TO CONSTRUCTION

PROPRTIONS OF SITE-PREPARED MORTAR.

REVIEW CERTIFICATIONS FOR GROUT AND MORTAR

PRODUCTS TO ENSURE COMPLIANCE WITH PROJECT

SPECIFICATIONS

CONSTRUCTION OF MORTAR JOINTS

LOCATION OF REINFORCEMENT, CONNECTORS AND

ANCHORAGES. VERIFY REBAR POSITIONERS ARE USED

AT LEAST 2 PER EACH LENGTH OF REBAR BETWEEN

SPLICES

DURING CONSTRUCTION THE INSPECTION PROGRAM SHALL VERIFY

SIZE AND LOCATION OF STRUCTURAL ELEMENTS

TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR OTHER

CONSTRUCTION.

SPECIFIED SIZE, GRADE AND TYPE OF RENFORCEMENT

AND ANCHOR BOLTS

WELDING OF REINFORCING BARS AND THAT BARS ARE

WELDABLE PER ASTM A706.

COLD-WEATHER PLACEMENT AND PROTECTION OF CMU

IN TEMPERATURES BELOW 40 DEG. F AND HOT-WEATHER

PLACEMENT AND PROTECTION OF CMU IN

TEMPERATURES ABOVE 90 DEG F.

PRIOR TO GROUTING, THE FOLLOWING SHALL BE VERIFIED TO ENSURE COMPLIANCE:

GROUT SPACE IS CLEAN AND FREE OF OBSTRUCTIONS

THAT PREVENT FREE FLOW OF GROUT IN VERTICAL AND

HORIZONTAL CELLS CONTAINING REINFORCING

PLACEMENT OF REINFORCEMENT, CONNECTORS AND

ANCHORAGES.

PROPORTIONS OF SITE-PREPARED GROUT

CONSTRUCTION OF MORTAR JOINTS

GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE

COMPLIANCE WITH CODE AND CONSTRUCTION DOCUMENT

PROVISIONS.

XPE/SE OR EIT

XPE/SE OR EIT

XPE/SE OR EIT

PE/SE OR EIT

PE/SE OR EIT

X

PE/SE OR EIT

X

PE/SE OR EIT

X

PE/SE OR EIT

X

PE/SE OR EIT

X

X

X

X

X

X

X

XPE/SE OR EIT

XPE/SE OR EIT

XPE/SE OR EIT

c


Date: Submission:

Drawing Title:

No.

Sheet No:

Reviewed By:

Drawn By:

Designed By:

Key Plan

Executive Architect


HORNBEEK BLATT




405.340.5707 Fax


ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect





RCD

RD

RCD

OKC MAPS 3 HEALTH

AND WELLNESS

CENTER #3

Project Address:



TRUMBLE DEAN, LLC



405.601.0662 405.848.9202




STATEMENT OF SPECIAL

INSPECTIONS

S1.2

1

1

M

K.2

K

J J

G G

F F

E

D

C

B

A

A

2

2

3

3

3.4

3.4

4

4

5

5

6

6

7

7

8

8

L

E.8

9

9

10 11 12 13 14 15 16 FF

FF

GG

GGEE

DDCCBB

AA

H

P

Q

R

S

T

U

V

K.1

K.4 K.4

11.811.2 12.3

16' - 5 1/2"

3' - 11"

21' - 8"

6' - 6 1/2" 8

' - 3 1/4"

17' - 5 3/4"

6' - 9 3/8"

4' - 6 1/8"

24' - 0"

7' - 2 3/4"

24' - 0"24' - 0"10' - 9 1/4"19' - 4"24' - 0 3/4"

2' - 5 3/4"

16' - 10 5/8"6' - 10"26' - 8"15' - 6 5/8"10' - 5 1/8"

3' - 4 1/8"

3' - 3 5/8"

8' -

11 5

/8"

9' -

9 3/

4"5'

- 0"

20' -

3 7

/8"

2' -

0"

6' -

0 3/

4"11

' - 2

3/4

"26

' - 0

"5'

- 10

"6'

- 7

1/2"

23' -

10

1/2"

22' -

7 3

/4"

13' - 8"

15' - 9 7/8"

15' - 9 7/8"

6' - 3 1/8"

25' - 9"

22' - 5 1/8"

5" CONCRETE SLAB WITH #3 AT 16" O.C. EACH WAY CENTERED IN SLAB OVER 15 MIL VAPOR BARRIER OVER 4" GRANULAR FILL OVER 2'-2" NON-EXPANSIVE STRUCTURAL FILLFINISHED FLOOR ELEV = 100'-0" (1187.50 FT)

DD.3

11.910.9

A.13/

8"

5S3.1

2S3.2

POOL FOUNDATION- REFER ARCH AND AQUATICS FOR SIZEAND LOCATION

EDGE OF SLAB ONGRADE AT POOL - TYP

1S3.1

F1

F1

F3F3 F4

F4

C1F3 F3 F8 F3

F4

F9

F3

SEE SHEET S3.1 FOR FOOTING SCHEDULESEE SHEET S6.1 FOR COLUMN SCHEDULE

2S3.1

3S3.1

4S3.1

6S3.1

7S3.1

F5F5 F5 F5

F6F6F6F6

F5 F5 F5

8S3.1

TYP

TYP

F5

F9

F1 F1

F1F3

F1

F3

F1 F4

F5

F1 F1

F7 F7

F1 F1

F1 F1

19' -

9 5

/8"

14' -

9 7

/8"

3' - 9 1/8" 17' - 0 1/8" 3' - 8 3/4"

F3F3 F3 F3

F2

F3

F3

F3F3F3

F2

F3

F3

F1

F3

F3F3

F3

F3F2

F3F1

F1

F3

F3

F1

F3F3

F3

F1

F3

F3

F1

F1

F3

F1

F3F39

S3.1

1S3.2

STEP FOOTING DOWN

STEP FOOTING DOWN

3S3.2

TYPTYP

TYP

TYPTYP

TYP

TYP

8' - 4 1/4"

7' -

5 3/

4"

105.00°

12S3.2

11S3.2

16.1

8" LOAD BEARING CMU- TYP. REFER ARCH FOR WALL LOCATIONS. REFER S7.2 FOR WALL ELEVATION ALONG GRID FF

E.9

8.1

8.1

1' - 6 1/2"

5 1/

4"

13S3.2

F2

C46 C48C54

C5 C5

C56

C5

C5

C4

C55

C4 C55

C4

C2

C11

C10

C11

C9

C4

C3

C3

F2

C6C6

C57

C13 C12 C12 C13

C14 C15

C5 C5

C7C8

C16 C17 C18 C21 C22

1' - 0"19' - 9 1/4"

C25 C26

C19 C20

C23 C24

C27 C28

C58

C30 C29

C59

C31

C34

C32

C34

C34

C35

C36

C37

C75

C38

C42C41

C40

C39

C33

C70

C33

C43

C44

C76

C60

C60

LOAD BEARING SHEAR WALL WITH 6" x 18 GA STUDS AT 16" O.C. TYP


C52

C51

C2

STEP BACK EDGE OF SLAB1"

RECESS SLAB 1 1/2" -REFER ARCH FOR LOCATION AND EXTENTS - TYP


TRENCH DRAIN -REFER ARCH AND MECH. SLOPE SLAB TO DRAIN TYP

RECESS SLAB 3/8" -REFER ARCH FOR LOCATION AND EXTENTS - TYP

20' - 3"

F10

HSS 4X4X5/16 FOR STAIR STRINGER SUPPORT - 2 PLACESCOLUMN C64

C12x20.7 STRINGER TYP -REFER ARCH FOR STAIR DIMENSIONS

D.2

3' -

11 1

/4"

HSS 12x2x1/4 STRINGER TYP - REFER ARCH FOR STAIR DIMENSIONS

4.5

13' - 5"

F1

F1HSS 4X4X5/16 FOR STAIR STRINGER SUPPORT - 2 PLACESCOLUMN C65

12" LOAD BEARING CMU SHEAR WALLS TYP - REFER S7.1 FOR WALL ELEVATION

SURGE TANK - REFER AQUATICS FOR SIZE AND LOCATION OF TANK AND FLOOR ACCESS HATCH

S.7

AA.9

13' - 4"

1S3.6

8.3 8.8 9.3 10.1 12.8 13.2 13.8

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

F1F1

F1 F1

L.6

D.6

P.3

9' - 8 7/8"

1S3.4

2S3.4

3S3.4

4S3.4

TYP

5S3.4

6S3.4

7S3.4

TYP8

S3.4

TYP

9S3.4

10S3.4TYP

3S3.1

1S3.2

TYP

3S3.1

3S3.1

7S3.4

TYP

8S3.4


C66C67 C68 C69

F3

C70

F3C37

F3C73

TYP

TYP

TYP3

S3.1

3S3.1

3S3.1

3S3.1

3S3.1

9S3.4

10S3.4

TYP

10S3.4

TYP

REFER 4/S3.2 FOR B10 BASEPLATE AT DIAGONAL BRACE - REFER 4/S6.3 FOR BRACE FRAME ELEVATION

SONOTUBE BLOCKOUT AT COLUMN - TYP SIZE AT CONTRACTOR DISCRETION

TYP2' - 6"

4' - 8"

F1

C74

F1

C74

8S3.1

TYP

SONOTUBE BLOCKOUT AT COLUMN - TYP SIZE AT CONTRACTOR DISCRETION

1S3.5

TYP

TYP2' - 3"

2S3.5

3S3.5

TYP

TYP1' - 6"

9" 2' -

3"

1' - 6"

2' - 3"

1' - 6"2' - 3"

7S3.5

TYP

8S3.5

TYP

TYP2' - 0"

TYP

2' -

0"

9S3.5

OFFSET COLUMN 1" EAST FROM GRID BB AT GRIDS S.7 AND T

TYP

10S3.5

1S3.5

TYP

1S3.5

TYP

1S3.5

TYP

TYP

11S3.5

TYP

TYP

TYP

8S3.4

TYP




S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J. S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.S.J.S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

S.J.

2S3.6

2S3.6

3S3.6

6S5.4

15' - 6 5/8"10' - 5 1/8"3' - 4 1/8"

11.3 11.7

C77

C77 C77

C77

5' - 0" 5' - 0"


5S3.6

4S3.6

TYP

TYP

7S4.3

HSS 4x4x5/16 COLUMN FOR GUIDE RAIL SUPPORT - TYP 3 PLACES COORDINATE LOCATIONS WITH ELEVATOR MFRREFER 6/S4.2

c

These documents & images are the sole property of Hornbeek Blatt Architects & are not to be reproduced or copied, either wholly or in part in any form without written permission from Hornbeek Blatt Architects.

Date: Submission:

Drawing Title:

No.

Sheet No:

Reviewed By: RCDDrawn By: RDDesigned By: RCD

Key Plan

Executive Architect


HORNBEEK BLATT

101 South Broadway, Suite 200Edmond, Oklahoma 73034405.340.8552 Telephone405.340.5707 Faxwww.hornbeekblatt.com

ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect

7.28.2020 35% Progress Set 8.25.2020 65% Progress Set 8.31.2020 Issued for Permit9.25.2020 95% Progress Set11.30.2020 Issued for Construction

11/2

5/20

20 7

:06:

50 A

M

S2.1

FOUNDATION PLAN

OKC MAPS 3 HEALTHAND WELLNESSCENTER #3

3820 N. LINCOLN BLVDOKLAHOMA CITY, OK 73105

Proj

ect N

umbe

r - O

KC M

APS

3 H

EALT

H A

ND

WEL

LNES

S C

ENTE

R #

3

3/32" = 1'-0"1FOUNDATION PLAN

TRUMBLE DEAN, LLC 8512 S. PENNSYLVANIA AVE., SUITE AOKLAHOMA CITY, OK 73159405.601.0662 405.848.9202CERTIFICATE OF AUTHORIZATION NO. 3667EXPIRES: JUNE 30, 2021

N N

1

1

M

K.2

K K

J

GG

FF

E

D

C

B

A

A

2

2

3

3

3.4

3.4

4

4

5

5

6

6

7

7

8

8

L

E.8

9

9

10 11 12 13 14 15 16 FF

FFGG

EE

DDCCBB

AA

H

P

Q

R

S

T

U

V

K.4 K.4

11.811.2 12.3

3' - 3 5/8"

3' - 4 1/8"

10' - 5 1/8" 15' - 6 5/8" 26' - 8" 6' - 10" 16' - 10 5/8"

2' - 5 3/4"

24' - 0 3/4" 19' - 4" 10' - 9 1/4" 24' - 0" 24' - 0" 24' - 0" 4' - 6 1/8"6' - 9 3/8"

17' - 5 3/4"

16' - 5 1/2"

3' - 11"

21' - 8"

6' - 6 1/2" 8

' - 3 1/4"

22' - 5 1/8"

25' - 9"

6' - 3 1/8"

13' - 4"

15' - 9 7/8"

13' - 8"

8' -

11 5

/8"

9' -

9 3/

4"5'

- 0"

20' -

3 7

/8"

2' -

0"

6' -

0 3/

4"11

' - 2

3/4

"26

' - 0

"5'

- 10

"6'

- 7

1/2"

14' -

9 7

/8"

9' -

0 5/

8"22

' - 7

3/4

"8'

- 9

1/2"

W27

X84

W27

X84

W27

X84

W27

X84

W18

X35

W18

X35

W27X84W27X84 W27X84

W27X84W27X84

W27

X84

W27

X84

W27X84 W27X84

W18X35

W18X35

W18

X35

W24

X55

W18

X35

W18

X35

W24X55

W18

X35

W18

X35

W18

X35

W24

X55

W18X35 W18X35 W18X35

W18

X35

W24X55

W27X84

W27

X84

W27X84

W27X84

W18X35W24X55

W27

X84

W14

X22

W14

X22

W14

X22

W14

X22

W21X44

W21X44

W27

X84

W24X55

W24X55

W21

X44

W18

X35

W14

X22

W14

X22

W14

X22

W14X22

HSS

10X6

X3/8

HSS

10X6

X3/8

W14

X22

W18X35

W24

X55

W24

X55

W16X31

W16X31

W16X31

W18X35

W14X22

W12X19

W14X22

W18X35

W30X90

W16X31

W16X31

W14X22

W14X22

W14X22

W14X22

W14X22

W12X19

W12X19

10K1

W14X22

W12X19

W12X19

W12X19

W14X22

W18X35

W30X90

W24X62

W16X31

W16X31

W24X62

W14X22

W30X90

W14X22

W14X22

W16X31

28LH09

28LH09

28LH09

W14X22

W24X68

W18X35

W14X22

W24X55

W24X55

W14X22

W14X22

W14X22

W18X35

W16X31

14K1

14K1

W12X19

W18X35

W24X55

W24X55

W24X55

W27

X84

W24X55W24X55 W14X22

W24X55

W18X35 W14X22

W24X55

28K10

28K10

28K10

28K10

28K10

28K10

5x30

.25

5x30

.25

5x30

.25

5x30

.25

5x30

.25

4" CONCRETE SLAB ON 1.0C x 20 GA. METAL DECK WITH #3 AT 18" O.C. EACH WAY. FINISHED FLOOR ELEV = 115'-4"

3" TYPE N x 20 GAUGE GALVANIZED METAL DECK ABOVE THE GLULAMS

7" EPIC TORIS ACOUSTICAL DECK WITH NATACOAT AND BAGGED INSULATION

1 1/2" x 20 GA WIDE RIB GALVANIZED METAL ROOF DECK - TYP UNLESS NOTED OTHERWISE

DIAGONAL BRACE -REFER 2/S6.3

DIAGONAL BRACE AND WIND GIRTS -REFER 1/S6.3

DIAGONAL BRACES -REFER 1/S6.2

DIAGONAL BRACES AND WIND GIRTS -REFER 1/S6.5

DIAGONAL BRACES AND WIND GIRTS -REFER 3/S6.2

DD.3

5x30

.25

6.75

x48.

125

6.75

x48.

125

6.75

x48.

125

6.75

x48.

125

W14

X22

W14X22

W14X22

W14X22

11.910.9

A.1

1 1/2" x 20 GA. WIDE RIB GALVANIZED METAL ROOF DECK

DECK BRG EL = 117'-10 1/2"

DECK BRG EL = 120'-11 1/4"

DECK BRG EL =122'-7 3/4" TYP

DECK BRG EL = 113'-8 /4"

SLOPE 1/4:1

2

SLOPE 1:12

SLO

PE 1

:12

SLOPE 1:12SLOPE 3/4:12

SLOPE 1:12

DECK BRG EL = 115'-6"


DECK BRG EL =113'-8 3/4"

SLOPE 1/4:1

2

DECK BRG EL = 120'-11 1/4 (HIGH)DECK BRG EL = 116'-3 1/16" (LOW)

DECK BRG EL =116'-8 1/4" (LOW)DECK BRG EL = 122'-9 1/4" (HIGH)

DEC

K BR

G E

L =

119'

-11

3/8"

HSS16X8X3/8 DIAGONALCOLUMN TYP 8 PLACESREFER 1/S5.6 AND 2/S5.6

1S5.1

TYP

2S5.1

3S5.1

4S5.1

TYP

TYP

TYP

5S5.1

6S5.1

TYP

7S5.1

TYP

LOW

HIG

H

LOW

LOW

LOW

HIG

H

HIG

H

HIG

H

HIG

H

LOW

TYP

HIG

HLO

W

HIGH

LOW

8S5.1

8' - 4 1/4"13' - 11 1/4"14' - 0"14' - 0"14' - 0"

14' - 0"

DECK BRG EL = 124'-4 3/8"

DECK BRG EL (HIGH) = 128'-6 7/8"

DECK BRG EL = 115'-8" TYP

TYP

1S4.1

2S4.1

TYPTYP

4S4.1

TYP

5S4.1

6S4.1

7S4.1

TYP

TYP

8S4.1

TYP

9S4.1

1S4.2

2S4.2

3S4.2

TYP


TOP OF CMU WALLAND DECK BRG EL = 115'-8"


SLOPE 1/4:1

2

SLOPE 1/4:12

16.1

TOP OF CMU WALLEL = 115'-8"

DECK BRG EL = 116'-1 1/2" TYPAT LOW ROOF

SLO

PE 1

/4:1

2

E.9

8.1

8.1

5x30

.25

1' - 6 1/2"3/

8"5

1/4"

C61 C49

C45

C45

C49

C45

C45

C45

C61

C62 C47 C63

C63

C49

C49

C50

6"x16 GA RAFTER AT 24" O.C. TYP

1 1/2" x 20 GA WIDE RIB GALVANIZED METAL ROOF DECK - TYP UNLESS NOTED OTHERWISE

SLOPE 3:12

TOP OF WALLEL = 109'-10 1/4"

TOP OF WALLEL = 107'-10 1/4"

SEE SHEET S6.1 FOR COLUMN SCHEDULE

W14X22

W27X84

DECK BRG EL = 116'-3 1/8"

ALL STEEL BEAMS ABOVE POOL STORAGE,CHEMICAL STORAGE ROOMS AND POOL EQUIPMENT ROOM SHALL HAVE A ZINC RICHPRIMER, PAINTED WITH AN EPOXY INTERMEDIATECOAT AND A POLYURETHANE TOP COAT. ALLEMBED PLATES SHALL BE GALVANIZED AND PAINTED WITH EPOXY PAINT AND POLYURETHANETOP COAT AFTER WELDING.

1' - 0"

(HIGH)

W18X35 (LO

W)








W18X35

W18

X35

W24

X55

W27X84 W27X84

W14X22

W14X22

4.5

14K3 AT 2'-6" O.C.14K3 AT 2'-6" O.C. 14K3 AT 2'-6" O.C.

14K3 AT 2'-6" O.C. 14K3 AT 2'-6" O.C. 14K3 AT 2'-6" O.C.

W14X22 AT 2'-6" O.C. W12X19 AT 2'-6" O.C. W14X22 AT 2'-6" O.C.

28K6 AT 2'-6" O.C.

14K3 AT 2'-6" O.C.

28K6 AT 2'-6" O.C.

28K6 AT 2'-6" O.C.

20K4 AT 2'-6" O.C.

20K4 AT 2'-6" O.C.

T.O.S. EL = 115'-4" TYP

W12X19

W14X22 AT W14X22 AT W14X22 AT 2'-6" O.C.

2'-6" O.C.2'-6" O.C.

W14X22 AT 2'-6" O.C. W14X22 AT 2'-6" O.C. W14X22 AT 2'-6" O.C.

5 SP

AT

5'-0

" O.C

.

5' -

11"

20LH04 AT 5'-0" O

.C.

20LH06 AT 5'-0" O

.C.

5' - 6"

3' - 4 1/2"

20LH06 AT 5'-0" O

.C.

5' - 0"

5' - 3"2 SP AT 5'-0"

24K6 AT 5'-0" O.C

.

24K6 AT 5'-0" O.C

.

4' - 11 3/4"5' - 0 1/4"

14K1 AT 5'-0" O.C

.

14K1 AT

5'-0" O.C

.

5' - 0"5' - 0"

5' - 0"

10K1 AT 5'-0" O.C

.5' - 0"

3' - 3"10K1 AT 5'-0" O

.C.

EQEQ

S.7W14X

22

W14X22

W14X22

14K1

14K1

14K114K1

14K1

14K1

14K1

14K1

AA.9

DECK BRG EL = 123'-5 5/8"AT HIGH ROOF

DECK BRG EL= 126'-11 7/32"

8.3 8.8 9.3 10.1 12.8 13.2 13.8

HSS 4x4x3/8" POSTS FOR LOUVER SCREENS. POSTS TO BE CENTERED ON GRID WITH +/- 1/4" TOLERANCE. MAXIMUM ALLOWABLE SWEEP = 1/2" FOR BEAMS SUPPORTING LOUVER SCREEN POSTS.

L4x4x1/4 BRACE - TYP EACH POST

HSS 4x4x3/8" POSTS FOR LOUVER SCREENS. POSTS TO BE CENTERED ON CMU WALL WITH +/- 1/4" TOLERANCE FROM CENTER OF WALL. NOTE THAT WALL IS NOT CENTERED ON THE GRID

HSS 4x4x3/8" POSTS FOR LOUVER SCREENS. POSTS TO BE CENTERED ON GRID A.1 WITH +/- 1/4" TOLERANCE. MAXIMUM ALLOWABLE SWEEP = 3/8" FOR BEAMS SUPPORTING LOUVER SCREEN POSTS.

8S4.2

4S5.2

TYP

6S5.2

28K10

TYP7

S5.2

TYP

8S5.2

TYP

9S4.2

L.6

K.3K.3

D.6

P.3

W16X31

9' - 8 7/8"

15' - 9 7/8"

W14X22

WIND GIRTS -REFER 3/S6.5



WIND GIRT -REFER 4/S6.5

WIND GIRT -REFER 3/S6.6

17' -

5 1

/4"

15' -

3"

S2.41

S2.42

6S5.4

S2.51

S2.52

S2.32

7S5.4

8S5.4

1S4.3

8S4.1

OPPHAND

2S4.3

3S4.3

TYP

4S4.3

5S4.3

6S4.3

7S4.3

TYP

TYP

S2.43

6' -

1 1/

2"

S2.45

S2.44

W21X44

2'-6" O.C.

W14X22 AT

C78 - REFER 3/S6.6

REFER 3/S6.6 FOR WINDOW GIRTS



15S4.4

C71

C72

c


Date: Submission:

Drawing Title:

No.

Sheet No:


Key Plan

Executive Architect


HORNBEEK BLATT


ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect


11/2

5/20

20 7

:06:

19 A

M

S2.2

SECOND FLOORAND LOW ROOFFRAMING PLAN



Proj

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H A

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WEL

LNES

S C

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R #

3

3/32" = 1'-0"1SECOND FLOOR AND LOW ROOFFRAMING PLAN


N

1

1

M

K.2

K

G

F

D

B

2

2

3

3

3.4

3.4

4

4

5

5

6

6

7

7

8

8

L

3' - 3 5/8"

3' - 4 1/8"

10' - 5 1/8" 15' - 6 5/8" 26' - 8" 6' - 10" 16' - 10 5/8"

2' - 5 3/4"

14' -

9 3

/4"

31' -

10"

23' -

10

1/2"

22' -

7 3

/4"

8' -

9 1/

2"

W16

X31

W16

X31

W16

X31

W16X31 W16X31 W16X31

W21

X50

W21

X50

W21

X50

W16

X31

W21

X50

W21

X50

W21

X50

W21

X50

W27

X84

W16X31 W16X31W18X35

W18X35 W18X35 W18X35HSS

6X6X

3/8

HSS6X6X3/8

HSS

6X6X

3/8

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

44LH12

W12X19

W12X19

W14

X22

W14

X22




44LH12

A.1

1S5.2

1 1/2" WIDE RIB x 20 GAUGE GALVANIZED METAL ROOF DECK

SLOPE 1:12

HIG

H

LOW

HIG

H

W14

X22

LOW

TYP

2S5.2

E.9

44SLH14 - REFER 1/S5.5 FOR LOAD DIAGRAM

8.1

8.1

SEE SHEET S6.1 FOR COLUMN SCHEDULE

C53

DECK BRG EL = 135'-4 3/4"TYP

DECK BRG EL = 128'-6 1/2" TYP

1 1/2" WIDE RIB x 20 GAUGE GALVANIZED METAL ROOF DECK DECK BRG EL = 124'-8" (LOW)


HSS 8X6X5/16 AT 2'-6" O.C. -6 PLACESHSS 6X6X5/16 AT 2'-6" O.C. -

5 PLACESHSS 6X6X5/16 AT 5'-0" O.C. -10 PLACES

W14X22

8' -

11 5

/8"

22' -

9 1

/8"

11' -

2 3

/4"

6' -

7 1/

2"3'

- 7

1/2"

18 S

P AT

5'-0

" O.C

.4'

- 11

1/8

"5'

- 1

1/4"

7 SP

AT

5'-0

" O.C

.5'

- 0"

10' -

2 1

/2"

L.6

K.3

D.6

TYP

TYP

2S5.5

3S5.5

TYP

J J

K.1 K.1

K.4 K.4

11.811.2

12.311.9

11.9

10.9

10.9

2S5.6

10.1

1S5.6

11.3

11.3

11.7

11.7

2S5.6

5 SP

ACES

AT

5'-0

" O.C

.

HSS16X8X3/8

HSS16X8X3/8

HSS10X4X3/8

HSS10X4X3/8

HSS10X4X3/8

HSS10X4X3/8

HSS16X8X3/8

HSS10X4X3/8

HSS10X4X3/8

HSS16X8X3/8

HSS10X4X3/8

HSS10X4X3/8

2' -

2"5

SPAC

ES A

T 5'

-0" O

.C.

HSS

16X8

X3/8

HSS

16X8

X3/8

SLOPE 1:12

c


Date: Submission:

Drawing Title:

No.

Sheet No:


Key Plan

Executive Architect


HORNBEEK BLATT


ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect


11/2

5/20

20 7

:00:

07 A

M

S2.3

ROOF FRAMINGPLANS



Proj

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WEL

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R #

3

1/8" = 1'-0"1ROOF FRAMING PLAN - GYMNASIUM


1/4" = 1'-0"2ENLARGED - ENTRY ROOF FRAMINGPLAN

F F

D

C C

8

8

9

9

10

10

A.1 A.1

3S5.2

8.1

8.1

6S5.3

W14X22 W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22 W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W14X22

W18

X35

W24

X68

W14X22 (LOW)

W24X55 (HIGH)

W14X22 (LOW) DECK BRG EL = 116'-1 1/2"

W24X55 (HIGH)

W18

X35

W18

X35


DECK BRG EL = 126'-11 7/32" (HIGH) AT GRID 8.1

DECK BRG EL = 123'-5 5/8" (HIGH) AT FACE OF CMU

SLO

PE 1

/4:1

2

SLOPE 1:12 (HIGH)

1S5.3

9S5.2

2S5.3

TYP

3S5.3

4S5.3

TYP

TYP

5S5.3

TYP

7S5.3

8S5.3

RTU-1

RTU-5

RTU-4

RTU-3RTU-2

4' -

2 1/

8"5'

- 0"

5' -

0"4'

- 7

1/4"

5' -

0"2'

- 8

1/2"

5' -

0"5'

- 0"

5' -

0"5'

- 0"

5' - 0" TYP

3' -

8 1/

8"

REFER 9/S5.3 FOR CURB AND DUCT PENETRATION SUPPORT FRAMING - TYP

F F

A A

16

16

FF

FF

9S5.1

16.1

2S5.4

W8X21

W8X21

W14X22

W14X22

26K6

26K6

26K6

W30X90

4' -

6 3/

8"5'

- 0"

5' -

0"4'

- 7"

5' -

0 1/

2"

5' -

0"5'

- 0"

4' -

6 3/

4"6'

- 3

7/8"

SLOPE 1/4:12

RTU -8

REFER MECH FOR DUCT PENETRATION SIZES AND LOCATIONS

REFER 9/S5.3 FOR CURB AND DUCT PENETRATION SUPPORT FRAMING

W8X21

9S5.1

9S5.1

10S5.1

TYP

11S5.1

TYP

12S5.1

TYP

1S5.4

TYP

TYP

W16X313

S5.4

TYP

4S5.4

5S5.4

G G

F

E

6

6

7

7 8

E.8

8.1

W12

X19

W12

X19

W24

X55 W

12X1

9

W24X55

W18

X35

W18

X35

W24X55

W18X35

W12X19 AT 2'-6" O.C.2' - 0" 2' - 10 1/4"

2' - 9" 2' - 8" 2' - 9"

4S4.3

8S4.3

8S4.3

SIM

W12X19

9S4.3

10S4.3

2' - 6"2' - 6"2' - 6"

11S4.3

1S4.4

2S4.4

3S4.4

3S4.4

TYP

TYP

W24

X55

W18

X35

5X30

.25

GLU

LAM

W18

X35

4S4.4

W18

X35

1S4.1

SIM

B

6

W14

X22

W14

X22

W27

X84

W21X44

14K3

14K3

W14X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W24X55

8' -

9"

8' - 9"

3' - 0" 2' - 6"

2' - 6" 3' - 0" 1' - 9" 2' - 6"

14' -

9"

9S4.4

8S4.4

8S4.4

OPPHAND

W21X44

14S4.4

8S4.3SIM

1

D

B

2 3 3.4

W24X55W14X22

W14

X22

28K6

28K6

W27

X84

W14

X22

W14

X22 W14

X22

W18X35

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14

X22

W14X22 1' - 11" 2' - 6" 2' - 4"

1' - 10 1/8" 1' - 11 1/4"2' - 8 1/8"

3' - 0"

2' - 6"

5' - 6 3/4"3' - 8 1/4"

9' -

3"

14' - 9"HSS

10X6

X3/8

T.

O.S

. EL

= 11

5'-4

"

W12

X19

3' - 4 1/8"

5S4.4

TYP

6S4.4

7S4.4

8S4.4

9S4.4

8S4.4

OPPHAND

10S4.4

11S4.4

12S4.4

13S4.4

c


Date: Submission:

Drawing Title:

No.

Sheet No:


Key Plan

Executive Architect


HORNBEEK BLATT


ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect


11/2

5/20

20 6

:57:

17 A

M

S2.4

ENLARGEDFRAMING PLANS



Proj

ect N

umbe

r - O

KC M

APS

3 H

EALT

H A

ND

WEL

LNES

S C

ENTE

R #

3

1/4" = 1'-0"1ENLARGED - LOW ROOF FRAMING PLAN- MECH COURTYARD


1/4" = 1'-0"2ENLARGED - LOW ROOF FRAMING PLAN- RTU8

1/4" = 1'-0"3ENLARGED - SECOND FLOOR FRAMINGPLAN

1/4" = 1'-0"5ENLARGED - SECOND FLOOR FRAMINGPLAN - NE

1/4" = 1'-0"4ENLARGED - SECOND FLOOR FRAMINGPLAN - NW

FF

GG

DD

Q

R

28LH09

28LH09

28LH09

W16X31

W18X35 (HIG

H)W18X

35 (LOW)

W14X22 (H

IGH

)

W14X22 (LO

W)

RTU 7

W14X22

W12X19

REFER MECH FOR DUCT PENETRATION SIZES AND LOCATIONS

REFER 9/S5.3 FOR CURB AND DUCT PENETRATION SUPPORT FRAMING

J

FF

DD

BB

H

DD.3

20LH04

20LH04

20LH04

W14X22

20LH06

20LH06

20LH06

20LH06

20LH06

20LH06

W12X19

14K1

W16X31

W41X22 (HIGH)

W30X90 (LOW)

W30X90

W16X31

W16X31

RTU-6

REFER MECH FOR SIZES AND LOCATIONS OF DUCT PENETRATIONS REFER 9/S5.3 FOR CURB AND DUCT

PENETRATION SUPPORT FRAMING

RTU-9

c


Date: Submission:

Drawing Title:

No.

Sheet No:


Key Plan

Executive Architect


HORNBEEK BLATT


ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect


11/2

5/20

20 6

:51:

51 A

M

S2.5

ENLARGEDFRAMING PLANS



Proj

ect N

umbe

r - O

KC M

APS

3 H

EALT

H A

ND

WEL

LNES

S C

ENTE

R #

3


1/4" = 1'-0"1ENLARGED - LOW ROOF FRAMING PLAN- RTU7

1/4" = 1'-0"2ENLARGED - LOW ROOF FRAMING PLAN- RTU6 AND RTU9

STEEL COLUMN - REFER PLAN

AND COLUMN SCHEDULE

BLOCKOUT

CONCRETE SLAB

REFER PLAN

2" NON-SHRINK GROUT

SPREAD FOOTING CENTERED ON

COLUMN - REFER PLAN

GRANULAR FILL

REFER PLAN

VAPOR

BARRIER

8"

BASEPLATE - REFER

COLUMN SCHEDULE

2'-0"

2'-0"

2'-0"

#3 AT 32" O.C.

CONCRETE SLAB

REFER PLAN

PAVING - REFER CIVIL

2 - #6 TOP AND BOTTOM

WITH CORNER BARS

3/4"= 1'-0"

SECTION1

S3.1

1/2" DIA ANCHOR BOLT WITH 6" x 18 GA x 0'-6" COLD

FORMED METAL BLOCKING AT 4'-0" O.C. PROVIDE

1/4" x 3" x 3" STEEL WASHER UNDER NUT. PROVIDE

4 - #10 SELF DRILLING SCREWS THRU EACH SIDE

OF TRACK INTO BLOCKING.

ALT: 1/2" DIA SIMPSON TITEN-HD SCREW ANCHOR

WITH 6" EMBED INTO CONC.

FIN. FLOOR EL.=

REFER PLAN

#3 STIRRUPS

AT 24" O.C.

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

1'-6"

MASONRY VENEER-

REFER ARCH

SHEATHING-

REFER ARCH

8"

6" x 18 GA COLD FORMED

METAL STUDS AT 16" O.C.

7"

CONTRACTOR NOTE:

CONCRETE SLAB

REFER PLAN

2 1/2"

6"

SAWCUT JOINTS MAY BE USED ONLY IF CUTS ARE MADE WITH "SOFF CUT" SAW AND CUT AS

SOON AS CONCRETE WILL SUPPORT THE WEIGHT OF A MAN AND EQUIPMENT WITHOUT

LEAVING IMPRINTS IN CONCRETE.

EVERY THIRD SLAB

REINFORCING BAR SHALL BE

CONTINUOUS THRU THE

SAWJOINT. CUT REMAINING

BARS 3" EACH SIDE OF JOINT

CONCRETE

SLAB

GRANULAR FILL

FORMED SHEAR KEY

6"

VAPOR BARRIER

1'-6"1-6"

CONTRACTOR NOTE:

CONSTRUCTION JOINTS CAN BE USED AT CONTRACTOR DISCRETION INSTEAD OF SAWCUT

JOINTS.

8"

1'-6

"

8"

8"

#4 AT 12" O.C. EACH WAY

CENTER IN SLAB

#3 AT 12" O.C. AROUND

SUMP PIT

WATERPROOFING ALL

AROUND ELEVATOR PIT-

REFER ARCH.

CONT. VOLCLAY

WATERSTOP - TYP

AROUND SUMP PIT

1'-6"

CONCRETE SLAB SLOPED

TO SUMP PIT - REFER 9/S3.1

CONCRETE WALL -

REFER 9/S3.1

COORDINATE SUMP PIT LOCATION WITH

ELEVATOR MFR

3/4"X3/4" CHAMFER-TYP


CENTERED IN SLAB

#5 VERT AT 16" O.C. WITH ACI

STD. 90 HOOK IN SLAB. CENTER

BARS IN WALL

#4 AT 12" O.C. WITH CORNER

BARS

WATERPROOFING ALL

AROUND ELEVATOR PIT

- REFER ARCH.

SLOPE SLAB TO SUMP

GRANULAR FILL

VAPOR BARRIER

CONCRETE SLAB REFER

PLAN

#3 DOWELS AT 32" O.C.

REFER 1/S3.1

5'-0"

8"

REFER ARCH FOR

ELEVATOR PIT

DIMENSIONS

VOLCLAY RX-101

WATERSTOP CONT

AROUND PIT

3/16

1/2" x 4 1/2" x 0'-10" PLATE WITH 2 -

5/8" DIA HILTI EXPANSION

ANCHORS EMBEDED 4" INTO

CONC

HSS4x4x5/16 COLUMN FOR GUIDE RAIL

SUPPORT - TYP EACH SIDE OF ELEV -

FACE OF COLUMN FLUSH WITH

SHAFTWALL. COORDINATE LOCATIONS

AND QUANTITY OF COLUMNS WITH

ELEVATOR MANUFACTURER

6"

1'-6"

1'-0

"

8"

GRANULAR FILL

2 - #5 WITH CORNER BARS

VAPOR BARRIER

INSULATION - REFER

ARCH

GRID

11 1/2"

EDGE OF SLAB AND

FACE OF STUD

F1

SIZE OF FOOTING

F3

MARK

FOOTING SCHEDULE

REINFORCING

5'-0" x 5'-0" x 1'-0"

5 - #5 EACH WAY

EQUALLY SPACED BOTTOM

F4 6'-0" x 6'-0" x 1'-0"

6 - #5 EACH WAY


F5

F6

F7

3'-0" x 3'-0" x 1'-0"

3 - #5 EACH WAY


7'-0" x 7'-0" x 1'-0"

7 - #6 EACH WAY


11'-0" x 11'-0" x 2'-0"

11 - #6 EACH WAY EQUALLY

SPACED TOP AND BOTTOM

1/4" WIDE x 1 1/4" DEEP

8'-0" x 8'-0" x 1'-6"

8 - #6 EACH WAY EQUALLY

SPACED BOTTOM

2'-0"

CONCRETE SLAB

REFER PLAN



WITH CORNER BARS

3/4"= 1'-0"

SECTION2

S3.1

ANCHOR - REFER 1/S3.1

FIN. FLOOR EL.=

REFER PLAN

#3 STIRRUPS

AT 24" O.C.

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

1'-6"

MASONRY VENEER-

REFER ARCH

SHEATHING-

REFER ARCH

8"



7"

INSULATION - REFER

ARCH

3"

EDGE OF SLAB AND

FACE OF STUD

A.1

DOWEL - REFER 1/S3.1

2'-0"

CONCRETE SLAB

REFER PLAN



WITH CORNER BARS

3/4"= 1'-0"

SECTION3

S3.1


FIN. FLOOR EL.=

REFER PLAN

#3 STIRRUPS

AT 24" O.C.

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

1'-6"

MASONRY VENEER-

REFER ARCH

SHEATHING-

REFER ARCH

8"



7"

INSULATION - REFER

ARCH

3"

EDGE OF SLAB AND

FACE OF STUD

GRID


CONCRETE SLAB

REFER PLAN

PAVING - REFER

CIVIL

3/4"= 1'-0"

SECTION4

S3.1


FOOTING -

REFER 1/3.1

MASONRY VENEER-

REFER ARCH

SHEATHING-

REFER ARCH



7"

INSULATION - REFER

ARCH

3"

EDGE OF SLAB AND

FACE OF STUD

1


3

VAPOR BARRIER

GRANULAR FILL

REFER PLAN

FOOTING - REFER

1/3.1




2'-0"

CONCRETE SLAB

REFER PLAN



WITH CORNER BARS

3/4"= 1'-0"

SECTION5

S3.1

FIN. FLOOR EL.=

REFER PLAN

#3 STIRRUPS

AT 24" O.C.

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

2'-0"

MASONRY VENEER-

REFER ARCH

12" CMU

8"

8"

INSULATION - REFER

ARCH

7 7/8"

A

3'-6

"

CONCRETE SLAB

REFER PLAN


#4 HORIZ AT 12" O.C. WITH

CORNER BARS - TYP EACH

FACE

3/4"= 1'-0"

SECTION6

S3.1

L6x6x3/8 x 0'-6" WITH 1/2" DIA x 0'-6"

HEADED STUD ON EACH LEG - TYP

AT EACH CHANNEL

#5 VERT AT 16" O.C. -

CENTERED IN WALL -

TYP

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

8"

MASONRY VENEER-

REFER ARCH

SHEATHING-

REFER ARCH

8"

C6x8.2 AT EACH END OF WINDOW

AND AT 4'-0" O.C. MAX BETWEEN

ENDS OF WINDOW

7"

INSULATION - REFER

ARCH

3

11 1/2"

EDGE OF SLAB AND

FACE OF STUD

1'-0" 1'-4"

1'-0"

3-#6 CONT EQ SPACED. WITH

CORNER BARS - TYP

#5 AT 12"

O.C. - TYP


3'-6

"

CONCRETE SLAB

REFER PLAN


#4 HORIZ AT 12" O.C. WITH

CORNER BARS - TYP EACH

FACE

3/4"= 1'-0"

SECTION7

S3.1

#5 VERT AT 16" O.C. -

CENTERED IN WALL -

TYP

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

8"

MASONRY VENEER-

REFER ARCH

SHEATHING-

REFER ARCH

8"

7"

INSULATION - REFER

ARCH

M

11 3/4"

EDGE OF SLAB AND

FACE OF STUD

1'-0" 1'-4"

1'-0"

3-#6 CONT EQ SPACED. WITH

CORNER BARS - TYP

#5 AT 12"

O.C. - TYP


3/4"= 1'-0"

SECTION8

S3.1 3/4"= 1'-0"

SECTION - ELEVATOR PIT9

S3.1 3/4"= 1'-0"

SECTION - ELEVATOR SUMP PIT10

S3.1

NOT TO SCALE

SAWCUT JOINT DETAIL11

S3.1

NOT TO SCALE

KEYED CONSTRUCTION JOINT DETAIL12

S3.1

#5 DOWEL AT 24" O.C. -

LAP 2'-0" WITH VERT

BARS IN WALL - TYP

F2 4'-0" x 4'-0" x 1'-0"

4 - #5 EACH WAY


F8 5-0" x 9'-0" x 1'-0"


BOTTOM

F9 7'-0" x 9'-0" x 1'-0"


BOTTOM

F10 6'-0" x 6'-0" x 2'-0"

6 - #5 EACH WAY EQUALLY SPACED

TOP AND BOTTOM

WINDOW - REFER

ARCH

EACH FLANGE AND

EACH SIDE OF WEB TYP

1/4

C6x8.2 FULL WIDTH OF WINDOW

STEEL CHANNEL AT EACH END OF

WINDOWS AND AT 4'-0" O.C. MAX

BETWEEN ENDS OF WINDOWS -

REFER 6/S3.1 FOR ADDITIONAL

INFORMATION

WINDOW - REFER

ARCH

S3.1

FOUNDATION SECTIONS

AND DETAILS

c


Date: Submission:

Drawing Title:

No.

Sheet No:

Reviewed By:

Drawn By:

Designed By:

Key Plan

Executive Architect


HORNBEEK BLATT




405.340.5707 Fax


ra h i t e c t s

Project:



PHONE: (614) 461-4664FAX: (614) 280-8881

Design Architect





RCD

RD

RCD

OKC MAPS 3 HEALTH

AND WELLNESS

CENTER #3

Project Address:



TRUMBLE DEAN, LLC



405.601.0662 405.848.9202




AutoCAD SHX TextGRID

AutoCAD SHX TextSCALE:

AutoCAD SHX Text.

AutoCAD SHX Text° HOOK IN SLAB. CENTER


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.


AutoCAD SHX Text.

CONCRETE SLAB

REFER PLAN


CONT FOOTING -

REFER 1/S3.1

GRANULAR FILL

VAPOR BARRIER

8"

DOOR OR WINDOW-

REFER ARCH


INSULATION - REFER

ARCH

J

1'-0"

1'-4"

NORMAL

REINFORCING

2 VERTICAL BARS AT

CORNERS AND EACH SIDE OF

OPENING

VERTICAL WALL REINFORCING SHALL

EXTEND CONTINUOUSLY FROM

FOUNDATION AND AT LEAST 6" INTO

BOND BEAM AT TOP OF WALL

LINTEL REINF. ABOVE DOOR

OPENING- REFER PLAN AND

LINTEL SCHEDULE

BOND BEAM AT TOP OF WALL - REFER GEN

STRUCT NOTES FOR BOND BEAM REINF

FOR VERT. CMU REINFORCING PROVIDE STD

90^ HOOK INTO BOND BEAM AT TOP OF WALL

BEAM OR

JOIST

PROVIDE 2 BARS FULL

HEIGHT OF WALL AT BEAM

OR JOIST BEARING.

LINTEL ABOVE DOOR

OPENING - EXTEND AT

LEAST 8" EACH SIDE OF

OPENING

LINTEL REINF. ABOVE

WINDOW OPENING- REFER

PLAN AND LINTEL SCHEDULE

2 VERTICAL BARS AT

CORNERS AND EACH SIDE

OF OPENINGS

TYPICAL BOND BEAM -

REFER GEN STRUCT NOTES

BOND BEAM BELOW

WINDOW - EXTEND BOND

BEAM AT LEAST 8" BEYOND

EDGE OF OPENING - TYP

FOUNDATION DOWEL SHALL EXTEND A

MINIMUM OF 30 DIAMETERS INTO

FOUNDATION AND 40 DIAMETERS INTO

MASONRY WALL UNLESS NOTED

OTHERWISE. DOWELS TO MATCH SIZE

AND SPACING OF WALL REINFORCING

3/4"= 1'-0"

SECTION1

S3.2

11.2


FOOTING - REFER PLAN AND

SCHECULE2'-6"

STEEL COLUMN - REFER

PLAN

#5 VERT AT EACH CORNER

AND MIDDLE OF EACH FACE

OF PEDESTAL - TYP

4 - #3 TIES EQ SPACED

AT PEDESTAL - TYP

3/4"= 1'-0"

SECTION2

S3.2

8"

1'-4"

11.8

BRACE - REFER FRAME

ELEVATIONS. PROVIDE

ERECTION BOLT AT

FABRICATOR DISCRETION

3/8" PLATE TYP

B10 BASEPLATE

CONC SLAB - REFER

PLAN

2" NON-SHRINK

GROUT TYP

TYP EACH SIDE OF BRACE,

EACH SIDE OF GUSSET PLATE

EACH SIDE OF GUSSET PLATE

TO BASEPLATE AND COLUMN

TYP

5/16

TOP OF CONC

FOOTING

3/4"= 1'-0"

SECTION4

S3.2

GRID

STEEL COLUMN -

REFER PLAN

BRACE - REFER FRAME ELEVATIONS.

PROVIDE ERECTION BOLT AT

FABRICATOR DISCRETION

5/16 6

TYP EACH SIDE OF

BRACE, EACH SIDE

OF GUSSET PLATE

5/16 6

BASEPLATE AND

ANCHORS - REFER

COLUMN SCHEDULE

AND 2/S3.3

CONC SLAB - REFER

PLAN

2" NON-SHRINK

GROUT TYP

TOP OF CONT

FOOTING

EACH SIDE OF

GUSSET PLATE

TYP

5/16

SPREAD FOOTING - REFER

PLAN AND SCHEDULE

3/4"= 1'-0"

DETAIL5

S3.2

3/8" PLATE TYP

NOT TO SCALE

CMU WALL REINFORCING DETAIL - TYP6

S3.2

HECKMAN TYPE 374 OR 376

REBAR POSITIONER AT 24" O.C. -

TYP AT EACH VERT BAR.

HORIZONTAL REINFORCING

AT BOND BEAM - TYP

TYP VERTICAL REINFORCING -

REFER GEN NOTES

NOT TO SCALE

PLAN DETAIL - TYPICAL 8" CMU7

S3.2


AT BOND BEAM - TYP

TYP VERTICAL REINFORCING

- REFER GEN NOTES




NOT TO SCALE

PLAN DETAIL - TYPICAL 12" CMU8

S3.2

CMU LINTEL SCHEDULE

L3 2 - #5 B12 x 24

LI

MARK

WIDTH x DEPTH

12 x 8

NOMINAL

REINFORCING

2 - #5 B

REMARKS

EXTEND LINTEL AT LEAST 8 INCHES EACH SIDE OF OPENING

L2 12 x 16 2 - #5 B

L5 2 - #5 B8 x 8

L4 2 - #5 B12 x 32

SO

LID

G

RO

UT

FU

LL D

EP

TH

O

F

LIN

TE

L

REINFORCING BARS

1" C

LE

AR

TY

P

LINTEL

WIDTH

8 x 24L6 2 - #5 B

NOT TO SCALE

LINTEL SCHEDULE AND DETAIL9

S3.2


AT BOND BEAM - TYP

TYP VERTICAL REINFORCING

- REFER GEN NOTES




NOT TO SCALE

PLAN DETAIL - TYPICAL CMU PILASTER10

S3.2

CONTROL JOINT ON ONE

SIDE OF PILASTER - REFER

PLAN FOR LOCATIONS

16" x 16" PILASTER

GRID

6 - #7 VERT IN GROUT FILLED

CELLS FULL HEIGHT OF

PILASTER - TYP

#3 TIES AT 16" O.C. FULL

HEIGHT OF PILASTER

3"

TY

P

3"

TY

P

3" TYP

EACH FACE

EQ

TYP

EQ

TYP

EQ

TYP

EQ

TYP

3"

TY

P

3"

TY

P

EQ

TY

P

EQ

TY

P

2'-0"

CONCRETE SLAB

REFER PLAN


WITH CORNER BARS

3/4"= 1'-0"

SECTION11

S3.2

FIN. FLOOR EL.=

REFER PLAN

#3 STIRRUPS

AT 24" O.C.

GRANULAR FILL

REFER PLAN

VAPOR BARRIER

1'-6"

8" CMU

8"


LAP 2'-0" WITH VERT

BARS IN WALL - TYP

5 1/4"

HORIZONTAL BAR INTO

PILASTER - EXTEND 2'-0"

INTO WALL - TYP


CENTERED IN SLAB

#5 VERT AT 16" O.C. WITH ACI

STD. 90 HOOK IN SLAB.

CENTER BARS IN WALL

#4 AT 12" O.C. WITH

CORNER BARS

WATERPROOFING ALL

AROUND ELEVATOR PIT

- REFER ARCH.

SLOPE SLAB TO SUMP

GRANULAR FILL

VAPOR BARRIER

CONCRETE SLAB

REFER PLAN

#3 DOWELS AT 32" O.C.

REFER 1/S3.1

5'-0"

8"

VOLCLAY RX-101

WATERSTOP CONT

AROUND PIT

6"

1'-6"

1'-0"

8"

GRANULAR

FILL

2 - #5 WITH

CORNER BARS

TYP

VAPOR

BARRIER

3/4"= 1'-0"

SECTION - PUMP PIT12

S3.2

12" CMU


LAP 2'-0" WITH VERT

BARS IN WALL - TYP

16

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