RTA_Drawings.pdf

PDF 24 MB Posted Aug 4, 2017

Attached to: Minor Construction project entitled, Repair Hangar Bldg 3041, JBLM, WA 98433
Solicitation number: W912DW-17-B-0012
Issued by: Department of the Army Corps of Engineers Engineering District Seattle

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File	Type	Posted
ABSTRACTIFBW912DW17B0012.pdf	PDF	Sep 9, 2017
Amendment_0001.pdf	PDF	Aug 17, 2017
Attachment__4_ECB_2015-17_Changes_to_Hangar_Foam_Systems.pdf	PDF	Aug 4, 2017
Spec_Volume_I_with_updated_Div_1.pdf	PDF	Aug 4, 2017
Attachment__7_Hazmat_Survey_Bldg_3041.pdf	PDF	Aug 4, 2017
Spec_Volume_IV__28_31_76_Fire_Alarm_and_Mass_Notificaiton.pdf	PDF	Aug 4, 2017
Attachment__6_Telecom_Corrections.pdf	PDF	Aug 4, 2017
Attachment__2_26-27-13.PDF	PDF	Aug 4, 2017
Attachment__5_Hangar_3041-_Alternate_Framing_Details.pdf	PDF	Aug 4, 2017
W912DW17B0012.pdf	PDF	Aug 4, 2017
Attachment__3_Red-lined_P502.pdf	PDF	Aug 4, 2017
Attachment__1_15C06-BO.PDF	PDF	Aug 4, 2017
Spec_Volume_V_33_82_00_Telecommunications_Outside_Plant.pdf	PDF	Aug 4, 2017
Spec_Volume_III__21_13_20.00_20_Foam_System.pdf	PDF	Aug 4, 2017
Spec_Volume_II.pdf	PDF	Aug 4, 2017

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IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

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IJO# CVA000112J,

CONST PKG# CE0095

WASHINGTON

JOINT BASE LEWIS-MCCHORD

Building 3041 Hangar Renovation

Seattle District

VICINITY MAP

NOT TO SCALE

O R E G O N

I D A

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LOCATION MAP

NOT TO SCALE

PROJECT

LOCATION

PROJECT TEAM

ARCHITECT

HELIX DESIGN GROUP, INC

6021 12TH ST. E, SUITE 201

TACOMA, WA 98424

STRUCTURAL ENGINEER

BergerABAM

33301 9TH AVE S, SUITE 300

FEDERAL WAY, WA 98003

MECHANICAL ENGINEER

SAZAN GROUP

600 STEWART ST., SUITE 1400

SEATTLE, WA 98101

ELECTRICAL ENGINEER

LANE COBURN & ASSOCIATES

12900 NE 180TH ST., SUITE 201

BOTHELL, WA 98011

FIRE PROTECTION

BCE ENGINEERS

6021 12TH ST. E, SUITE 200

TACOMA, WA 98424

USE OF DRAWINGS

LARGE SCALE DRAWINGS SHALL

SUPERCEDE SMALL SCALE DRAWINGS.

DIMENSIONS GOVERN IN ALL CASES.

DIMENSIONS SHOWN OF EXISTING WORK

AND ALL DIMENSIONS REQUIRED FOR

WORK THAT IS TO CONNECT WITH

EXISTING WORK SHALL BE VERIFIED BY

THE CONTRACTOR BY ACTUAL

MEASUREMENT OF THE EXISTING WORK.

STATE OF WASHINGTON

LOWELL CATE

REGISTERED

ARCHITECT

IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

2t h st re et e as t ta co m a, w a.

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IDENTIFICATION

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T0-001 SYMBOLS, ABBREVIATIONS AND GENERAL

NOTES

T2-101 FIRST FLOOR TELECOM PLAN

T2-102 FIRST FLOOR TELECOM PLAN

T2-201 SECOND FLOOR TELECOM PLAN

T2-202 SECOND FLOOR TELECOM PLAN

T3-001 ELEVATIONS AND DETAILS

T3-002 TELECOM TYPICAL DETAILS

T4-001 TELECOMMUNICATIONS RISER DIAGRAMS

T4-002 TELECOMMUNICATIONS GROUNDING AND

BONDING

E001 SYMBOLS AND ABBREVIATIONS

E002 EXISTING SITE PLAN

E003 GENERAL NOTES

E004 HAZARDOUS AREA CLASSIFICATION PLAN

ED101 FIRST FLOOR DEMOLITION PLAN

ED102 FIRST FLOOR DEMOLITION PLAN

ED103 SECOND FLOOR DEMOLITION PLAN

ED104 SECOND FLOOR DEMOLITION PLAN

E101 FIRST FLOOR LIGHTING PLAN

E102 FIRST FLOOR LIGHTING PLAN

E103 SECOND FLOOR LIGHTING PLANS

E104 SECOND FLOOR LIGHTING PLANS

E201 FIRST FLOOR POWER PLAN

E202 FIRST FLOOR POWER PLAN

E203 SECOND FLOOR POWER PLAN

E204 SECOND FLOOR POWER PLAN

E205 ROOF POWER PLAN

E206 ROOF POWER PLAN

E211 FIRST FLOOR MECHANICAL PLAN

E212 FIRST FLOOR MECHANICAL PLAN

E213 SECOND FLOOR MECHANICAL PLAN

E214 SECOND FLOOR MECHANICAL PLAN

E301 LIGHTNING PROTECTION SYSTEM

E302 LIGHTNING PROTECTION SYSTEM

E401 ENLARGED PLANS

E501 CONTROL DIAGRAMS AND SCHEDULES

E502 TYPICAL DETAILS

E503 TYPICAL DETAILS

E504 TYPICAL DETAILS

E601 SYSTEM ONE-LINE DIAGRAM AND LOAD CALCS

E602 SYSTEM ONE-LINE DIAGRAM AND LOAD CALCS

E603 PANEL SCHEDULES

E604 PANEL SCHEDULES

E605 PANEL SCHEDULES

E606 PANEL SCHEDULES

M502 DETAILS

M601 HVAC SCHEDULES

M602 HVAC SCHEDULES

M603 DIAGRAMS

M604 CONTROL SEQUENCE OF OPERATIONS

M605 CONTROL SEQUENCE OF OPERATIONS

M606 CONTROL SEQUENCE OF OPERATIONS

M607 CONTROL SEQUENCE OF OPERATIONS

M001 GENERAL NOTES, LEGEND & ABBREVIATIONS

MD101 HANGAR BAY HVAC DEMOLITION PLAN

MD102 FIRST FLOOR HVAC DEMOLITION PLAN - NORTH

& SOUTH SUPPORT

MD201 SECOND FLOOR HVAC DEMOLITION PLAN -

NORTH & SOUTH SUPPORT

MD301 ROOF HVAC DEMOLITION PLAN

MH101 HANGAR BAY HVAC PLAN

MH102 FIRST FLOOR HVAC PLAN - NORTH & SOUTH

SUPPORT

MH201 SECOND FLOOR HVAC PLAN - NORTH & SOUTH

SUPPORT

MH301 ROOF HVAC PLAN

MP101 HANGAR BAY PIPING PLAN

MP102 FIRST FLOOR PIPING PLAN - NORTH & SOUTH

SUPPORT

MP201 SECOND FLOOR PIPING PLAN - NORTH & SOUTH

SUPPORT

M401 SECTIONS & ENLARGED PLANS

M501 DETAILS

P001 GENERAL NOTES, LEGEND & ABBREVIATIONS

PD001 FOUNDATION PLUMBING DEMOLITION PLAN -

HANGAR BAY

PD002 FOUNDATION PLUMBING DEMOLITION PLAN -

NORTH & SOUTH SUPPORT

PD101 HANGAR BAY PLUMBING DEMOLITION PLAN

PD102 FIRST FLOOR PLUMBING DEMOLITION PLAN -

NORTH & SOUTH SUPPORT

PD201 SECOND FLOOR PLUMBING DEMOLITION PLAN -

NORTH & SOUTH SUPPORT

PL001 FOUNDATION PLUMBING PLAN - HANGAR BAY

PL002 FOUNDATION PLUMBING PLAN - NORTH & SOUTH

SUPPORT

PL101 HANGAR BAY PLUMBING PLAN

PL102 FIRST FLOOR PLUMBING PLAN - NORTH & SOUTH

SUPPORT

PL201 SECOND FLOOR PLUMBING PLAN - NORTH &

SOUTH SUPPORT

P401 SECTIONS & ENLARGED PLANS

P402 SECTIONS & ENLARGED PLANS

P501 DETAILS

P502 DETAILS

P601 PLUMBING SCHEDULES

P602 RISER DIAGRAMS

F001 SYMBOLS, ABBREVIATIONS AND GENERAL

NOTES

F101 FIRST FLOOR FIRE ALARM PLAN

F102 FIRST FLOOR FIRE ALARM PLAN

F103 SECOND FLOOR FIRE ALARM PLAN

F104 SECOND FLOOR FIRE ALARM PLAN

F501 FIRE ALARM MAINTENANCE CRITERIA

F601 FIRE ALARM/MNS TYPICAL DETAILS

FX001 FIRE PROTECTION DESIGN CRITERIA, FLOW

TEST AND LEGEND

FX002 FIRE PROTECTION FLOOR PLAN NOTES

FX003 FIRE PROTECTION RISER NOTES AND

EQUIPMENT LIST

FX004 FIRE PROTECTION DELUGE SYSTEM

MAINTENANCE LIST

FX101 FIRE PROTECTION ENLARGED RISER PLANS AND

ELEVATIONS

FX102 FIRE PROTECTION ENLARGED RISER PLANS AND

ELEVATIONS

FX401 FIRE PROTECTION PARTIAL FIRST FLOOR PLAN -

NORTH

FX402 FIRE PROTECTION PARTIAL FIRST FLOOR PLAN -

SOUTH

FX403 FIRE PROTECTION PARTIAL SECOND FLOOR

PLAN - NORTH

FX404 FIRE PROTECTION PARTIAL SECOND FLOOR

PLAN - SOUTH

A001 GENERAL NOTES

A002 BUILDING ASSEMBLY LEGEND

A011 CODE ANALYSIS / LIFE SAFETY PLANS

AD101 DEMOLITION FLOOR PLANS

AD111 DEMOLITION - PARTIAL FIRST FLOOR PLANS

AD112 DEMOLITION - PARTIAL SECOND FLOOR PLANS

AD121 DEMOLITION ROOF PLAN

AD131 DEMOLITION REFLECTED CEILING PLANS

AD201 DEMOLITION EXTERIOR ELEVATIONS

AD202 DEMOLITION EXTERIOR ELEVATIONS

AD321 DEMOLITION WALL SECTIONS

A101 FIRST AND SECOND FLOOR PLANS

A111 PARTIAL FIRST FLOOR PLANS

A112 PARTIAL SECOND FLOOR PLANS

A121 ROOF PLAN

A131 REFLECTED CEILING PLANS

A201 EXTERIOR ELEVATIONS

A202 EXTERIOR ELEVATIONS

A301 BUILDING SECTIONS

A302 BUILDING SECTIONS

A303 BUILDING SECTION

A321 WALL SECTIONS

A401 ENLARGED FLOOR PLANS

A511 EXTERIOR DETAILS

A512 EXTERIOR DETAILS

A513 EXTERIOR DETAILS

A521 ROOF DETAILS

A522 ROOF DETAILS

A531 INTERIOR DETAILS

A561 DOOR DETAILS

A562 HANGAR DOOR

A563 HANGAR DOOR DETAILS

A564 HANGAR DOOR DETAILS

A565 HANGAR DOOR PHOTOS

A566 WNDOW DETAILS

A567 WINDOW AND LOUVER DETAILS

A601 DOOR SCHEDULE

A602 WINDOW / LOUVER TYPES

A603 ROOM FINISH SCHEDULE

A604 SIGNAGE SCHEDULE/DETAILS

A605 SIGNAGE DETAILS

A606 SIGNAGE DETAILS

A901 PHOTOS

A902 PHOTOS

A903 PHOTOS

A904 PHOTOS

S001 STRUCTURAL NOTES - SHEET 1

S002 STRUCTURAL NOTES - SHEET 2

S003 SCHEDULES & ABBREVIATIONS

S101 FOUNDATION PLAN

S102 SECOND FLOOR FRAMING PLAN

S103 SOUTH ROOF FRAMING PLAN

S201 BUILDING ELEVATIONS

S211 ENLARGED ELEVATIONS

S301 WALL SECTIONS

S501 TYPICAL DETAILS

S521 ATFP FRAMING DETAILS - SHEET 1

S522 ATFP FRAMING DETAILS - SHEET 2

S531 METAL STUD FRAMING DETAILS - SHEET 1

S532 METAL STUD FRAMING DETAILS - SHEET 2

S541 CANOPY DETAILS

C101 PAVEMENT RESTORATION PLAN

HM101 DRAWING NOTES, TABLES AND LEGEND

HM102 FIRST FLOOR ABATEMENT PLAN

HM103 SECOND FLOOR ABATEMENT PLAN

G001 COVER SHEET

G002 SHEET INDEX

G003 SITE ACCESS PLAN

GENERAL DRAWINGS

ARCHITECTURAL DRAWINGS

FIRE PROTECTION DRAWINGS

FIRE ALARM DRAWINGS

PLUMBING DRAWINGS

SHEET INDEX

TELECOMMUNICATION DRAWINGSMECHANICAL DRAWINGS CONT.

ELECTRICAL DRAWINGS

HAZARDOUS MATERIAL DRAWINGS

CIVIL DRAWINGS

STRUCTURAL DRAWINGS

MECHANICAL DRAWINGS

K D

N D

PK NAILELEV. 283.09PT. # 800

E 1119171.674

N 645404.334

N 643931.603

E 1119610.607 N 644237.054

E 1119170.438

N 644355.983

E 1118455.480

N 644691.659

E 1119138.665

N 644943.368

E 1119109.865

N 644625.464

E 1118691.754

EL. 285.08

X 1,119,166.32

Y 6 44,688.52

PT. #12

1X2 STAKE

PK NAILELEV. 283.09PT. # 800

E 1119171.674

N 645404.334

N 643931.603

E 1119610.607 N 644237.054

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N 644355.983

E 1118455.480

N 644691.659

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N 644943.368

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GENERAL NOTES

1. DIMENSIONS AND DETAILS SHALL BE VERIFIED BY THE CONTRACTOR

PRIOR TO FABRICATION AND CONSTRUCTION. THIS INCLUDES, BUT IS NOT

LIMITED TO, COORDINATING WITH THE CONTRACT DRAWINGS ON THE

SIZE AND LOCATION OF ALL OPENINGS THROUGH CONCRETE, VERIFYING

SIZE AND LOCATION OF ALL MECHANICAL AND ELECTRICAL OPENINGS

WITH THE RESPECTIVE DRAWINGS, AS WELL AS COORDINATING ALL

INSERTS AND ATTACHMENTS FOR THE USE OF OTHER TRADES.

2. SHOP DRAWINGS FOR THE REINFORCING STEEL, STRUCTURAL STEEL

INCLUDING LIGHT GAUGE AND MISCELLANEOUS STEEL SHALL BE

SUBMITTED TO, REVIEWED AND APPROVED BY THE ENGINEER OF

RECORD PRIOR TO FABRICATION.

3. CONTRACTOR SHALL BE RESPONSIBLE FOR MEANS, METHODS,

TECHNIQUES, SEQUENCES, AND PROCEDURES REQUIRED TO PERFORM

WORK.

4. CONTRACTOR SHALL BE RESPONSIBLE FOR THE VERTICAL AND LATERAL

STABILITY OF ALL NEW CONSTRUCTION, SUCH AS COLUMNS, BEAMS,

WALLS, UNTIL ALL STRUCTURAL COMPONENTS HAVE BEEN CONNECTED

AS SHOWN ON THE STRUCTURAL DRAWINGS.

5. CONTRACTOR-INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO

THE CONTRACTING OFFICER FOR APPROVAL PRIOR TO FABRICATION OR

CONSTRUCTION.

6. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF

CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED

BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS

OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL

BY THE ENGINEER OF RECORD.

7. SHOP DRAWING REVIEW: BY SUBMITTING THE SHOP DRAWINGS, THE

CONTRACTOR REPRESENTS THAT HE HAS DETERMINED AND VERIFIED

ALL MATERIALS, FIELD MEASUREMENTS, AND RELATED FIELD

CONSTRUCTION CRITERIA (MEANS, METHODS, TECHNIQUES, SEQUENCES,

OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND

PROGRAMS INCIDENTAL THERETO), AND THAT THE CONTRACTOR HAS

CHECKED AND COORDINATED THE INFORMATION CONTAINED WITHIN THE

SUBMITTAL WITH THE REQUIREMENTS OF THE WORK AND THE CONTRACT

DOCUMENTS. REVIEW BY THE ENGINEER SHALL NOT RELIEVE THE

CONTRACTOR FROM FULL RESPONSIBILITY FOR THE ACCURACY OF

DIMENSIONS AND DETAILS. SUCH REVIEW SHALL NOT CONSTITUTE

ACCEPTANCE BY THE ENGINEER OF THE CORRECTNESS OR ADEQUACY

OF SUCH SUBMITTALS, NOR A WARRANTY THAT THE SUBMITTALS SATISFY

THE REQUIREMENTS OF THE CONTRACT.

8. THE LOCATIONS OF THE FOLLOWING ITEMS ARE NOT SHOWN

SPECIFICALLY IN THE DRAWINGS BUT THE SIZE AND LOCATION MUST BE

COORDINATED WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL (ETC).

THESE ITEMS INCLUDE:

A. SLAB ON GRADE OPENINGS, INCLUDING CUT AND PATCH DETAILS AND (E)

MECHANICAL PITS. SEE DETAIL 1/S501

B. EQUIPMENT PADS. SEE DETAIL 2/S501

C. FALL RESTRAINT ANCHOR SUPPORT. SEE DETAIL 3/S501

D. MASONRY AND CONCRETE OPENINGS. SEE DETAIL 1&5/S501

E. ROOF HATCH FRAMING. SEE DETAIL 6/S501

9. ANY PRODUCT SPECIFIED ON THE DRAWING BY MANUFACTURER MAY BE

REPLACED BY ANOTHER PROVIDED THAT THE EQUAL OR BETTER

PROPERTIES ARE SUBSTANTIATED BY AN ICC EVALUATION REPORT.

DEMOLITION AND SHORING

1. THE CONTRACTOR SHALL VERIFY ALL EXISTING CONDITIONS BEFORE

COMMENCING ANY DEMOLITION. THE CONTRACTOR SHALL VERIFY THE

EXTENT AND LOCATIONS OF SITE UTILITIES. LOCATIONS OF EXISTING

FOUNDATIONS AND UTILITIES KNOWN TO THE ENGINEER ARE INDICATED

ON THE DRAWINGS. REPORT ANY DISCREPANCIES OR ENCOUNTERED

OBSTRUCTIONS TO THE ENGINEER OF RECORD IMMEDIATELY.

2. THE CONTRACTOR SHALL DESIGN AND INSTALL SHORING TO SUPPORT

LATERALLY AND VERTICALLY EXISTING CONSTRUCTION AS REQUIRED

AND IN A MANNER SUITABLE TO THE WORK SEQUENCES COORDINATED

WITH THE OTHER DISCIPLINES. PRIOR TO CONSTRUCTION, THE

CONTRACTOR SHALL PREPARE A PLAN TO MONITOR DAILY THE SHORING

SYSTEMS FOR MOVEMENT AND SUBMIT IT FOR REVIEW AND RECEIVE

APPROVAL FROM THE ENGINEER OF RECORD.

3. THE CONTRACTOR SHALL SUBMIT SHORING DRAWINGS AND

CALCULATIONS STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL

ENGINEER. DRAWINGS SHALL SHOW SIZE, LAYOUT, CONNECTIONS,

MATERIAL DESIGNATION, METHOD OF INSTALLATION, AND ACCESSORIES

OF SHORING MEMBERS.

4. EXISTING STRUCTURAL MEMBERS SHALL REMAIN UNLESS NOTED

OTHERWISE ON THE PLANS. SAWCUTTING, WHERE USED, SHALL NOT CUT

EXISTING REINFORCING THAT IS TO REMAIN. DEMOLITION DEBRIS SHALL

NOT BE ALLOWED TO DAMAGE OR OVERLOAD THE EXISTING STRUCTURE.

5. OPENINGS THROUGH EXISTING WALLS, SLABS, AND BEAMS SHALL BE

ACCOMPLISHED BY SAWCUTTING OR CORING WHEREVER POSSIBLE AND

AS SHOWN. WHEN SAWCUTTING, CORNERS SHALL INITIALLY BE CORED

TO PREVENT OVERCUTTING. SMALL ROUND OPENINGS SHALL BE

ACCOMPLISHED BY CORE DRILLING.

COLD FORMED STEEL FRAMING

1. COLD-FORMED STEEL CONSTRUCTION SHALL COMPLY WITH CODE OF

STANDARD PRACTICE FOR COLD-FORMED STEEL STRUCTURAL FRAMING,

AISI CF06-1, 2006 EDITION.

2. ANY STRUCTURAL MEMBERS NOT SHOWN ON DESIGN DRAWINGS SHALL

BE DESIGNED IN ACCORDANCE WITH THE AISI "NORTH AMERICAN

SPECIFICATION FOR THE DESIGN OF COLD-FORMED STEEL STRUCTURAL

MEMBERS" AND ITS "STANDARD FOR COLD-FORMED STEEL FRAMING -

GENERAL PROVISIONS" 2007 EDITION.

3. 54 MIL AND HEAVIER GALVANIZED STRUCTURAL MEMBERS SHALL BE

MANUFACTURED FROM STEEL THAT MEETS THE REQUIREMENTS OF ASTM

A-653, STRUCTURAL QUALITY STEEL, GRADE 50, FY = 50 KSI . 43 MIL AND

LIGHTER GALVANIZED STRUCTURAL MEMBERS SHALL BE FORMED FROM

STEEL THAT MEETS THE REQUIREMENTS OF ASTM A-653, STRUCTURAL

QUALITY STEEL, GRADE 33, FY = 33 KSI.

4. COLD-FORMED STEEL FRAMING MEMBERS SHALL MEET THE TYPE, SIZE

AND THICKNESS AS INDICATED ON THE STRUCTURAL PLANS AND

SPECIFICATIONS, AND SHALL BE MANUFACTURED BY A MEMBER OF THE

STEEL STUD MANUFACTURER'S ASSOCIATION (SSMA), OR PRE-APPROVED

EQUAL, IN ACCORDANCE WITH SSMA ICC ER-4943P.

5. FASTENING OF COMPONENTS SHALL BE WITH SCREWS. AT

CONTRACTORS REQUEST, WELDING MAY BE PERMITTED WITH ENGINEER

OF RECORD APPROVAL. WELDING SHALL CONFORM TO AWS

SPECIFICATIONS AND WELDERS SHALL BE CERTIFIED FOR LIGHT-GAUGE

STEEL AWS SPECIFICATIONS.

6. PROVIDE ACCESSORIES INCLUDING BUT NOT NECESSARILY LIMITED TO

CLIPS, STRUTS, BRACES, FASTENING DEVICES, AND OTHER ACCESSORIES

REQUIRED FOR A COMPLETE AND PROPER INSTALLATION.

7. PREFABRICATED MEMBER ASSEMBLIES SUCH AS HEADERS, JAMBS,

BRACE GUSSETS, ETC. MAY BE USED IN LIEU OF THE COMPONENTS

SPECIFIED ON THE DRAWINGS. IN THAT CASE, THE CONTRACTOR SHALL

SUBMIT DRAWINGS AND CALCULATIONS FOR THE PROPOSED

COMPONENTS STAMPED AND SIGNED BY A REGISTERED PROFESSIONAL

ENGINEER IN THE STATE OF WASHINGTON. THE CALCULATIONS SHALL

DEMONSTRATE THE ADEQUACY OF THE PROPOSED MEMBERS AND

CONNECTIONS FOR THE LOADS SPECIFIED IN THE DESIGN LOAD

CRITERIA. DRAWINGS SHALL SHOW SIZE, THICKNESS, LAYOUT,

CONNECTIONS, MATERIAL DESIGNATION, METHOD OF INSTALLATION AND

ACCESSORIES. ICC EVALUATION REPORTS MAY BE USED IN LIEU OF

ENGINEERING CALCULATIONS TO DEMONSTRATE COMPONENT

CAPACITIES.

BLAST DESIGN LOAD SCHEDULE

ELEVATION

POSITIVE NEGATIVE

REFLECTED INCIDENTPm, psi To, ms Pm, psi To, ms

DOORS

SOUTH 12 12 2 42 X

NORTH 0.8 18 0.4 42 X

WEST/EAST 0.8 18 0.4 42 X

TRANSLUCENT

PANELS

SOUTH 23 12 2.8 42 X

NORTH 0.9 18 0.4 42 X

CODES AND STANDARDS

1. UFC1-200-01, GENERAL BUILDING REQUIREMENTS

2. UFC1-310-01, STRUCTURAL LOAD DATA

3. UFC4-010-01, DOD MINIMUM ANTITERRORISM STANDARDS FOR BUILDINGS

4. INTERNATIONAL BUILDING CODE 2009, ICC WITH WA STATE AMENDMENTS

5. ASCE 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER

STRUCTURES

6. ACI 530-08/ASCE 5-08/TMS 402-08 BUILDING CODE REQUIREMENTS FOR

MASONRY STRUCTURES

7. AISC 360-05 SPECIFICATIONS FOR STRUCTURAL STEEL BUILDINGS

8. AWS D1.1-06 STRUCTURAL WELDING CODE - STEEL

9. AWS D1.3-98 STRUCTURAL WELDING CODE - SHEET STEEL

DESIGN LOADS

DEAD LOADS

SELF WEIGHT OF CONSTRUCTION MATERIALS AND

PERMANENT ARCHITECTURAL, STRUCTRUCAL,

MECHANICAL, & ELECTRICAL EQUIPMENT.

LIVE LOADS

OCCUPANCY CATEGORY II

STAIRS/EXITS 100 psf

WIND LOADS

BASIC WIND SPEED 85 MPH

WIND EXPOSURE C

IMPORTANCE FACTOR, lw 1.0

BLAST LOADS

STANDOFF DISTANCE

NORTH (INCIDENT) >150 ft

SOUTH (REFLECTED) 40 ft

APPLICABLE EXPLOSIVE WEIGHT II

1. DESIGN FOR DOORS SHALL CONFORM TO ASTM F2247.

2. DESIGN OF NEW TRANSLUCENT PANELS SHALL CONFORM TO UFC 3-

340-02.

3. BLAST LOADING IS ASSUMED TO BE A TRIANGULAR PULSE WITH AN

INITIAL PEAK PRESSURE, Pm, FOR A DURATION, To.

STRUCTURAL STEEL

1. STEEL CONSTRUCTION SHALL COMPLY WITH CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC 303-05, AND

CONFORM TO THE FOLLOWING:

2. WHERE BOLTED CONNECTIONS ARE INDICATED, THEY SHALL BE MADE

WITH 3/4" DIAMETER, ASTM A325, TYPE N BOLTS, UNO. HARDENED

WASHERS SHALL CONFORM TO ASTM F436. BOLTED CONNECTIONS WITH

SLOTTED HOLES SHALL BE SLIP CRITICAL WITH CLASS A FAYING

SURFACE.

3. STEEL CONSTRUCTION SHALL COMPLY WITH CODE OF STANDARD

PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC 303-10, AND

CONFORM TO THE FOLLOWING:

4. WELDS USING LOW HYDROGEN ELECTRODES SHALL BE IN ACCORDANCE

WITH THE LATEST RECOMMENDATIONS OF AWS AND AISC, SUITABLE TO

THE PARTICULAR MATERIALS AND SITUATIONS.

5. WELDERS SHALL BE CERTIFIED BY THE WASHINGTON ASSOCIATION OF

BUILDING OFFICIALS (WABO). SUBMIT EVIDENCE OF CERTIFICATION. ONLY

PRE QUALIFIED WELDS (AS DEFINED BY A.W.S.) SHALL BE USED.

6. FILLET WELDS SHOWN ON PLANS ARE EFFECTIVE LEG SIZE. IF NOT

CALLED OUT, WELD SIZE IS 1/4" FILLET, UNO.

7. HOLES IN STEEL CUT IN THE FIELD SHALL BE DRILLED, NOT BURNED.

8. HOLLOW STRUCTURAL SHAPE MEMBERS SHALL HAVE A CAP PLATE AT

EACH END AND A ½"Ø DRAIN HOLE AT THE MEMBERS LOWEST POINT.

9. ITEMS TO BE HOT-DIPPED GALVANIZED:

A. UNLESS NOTED OTHERWISE, CONCRETE ACCESSORIES OF FERROUS

MATERIAL INCLUDING: INSERTS, EMBEDS, AND BRACKETS.

B. PIPE GUARDS, BOLLARDS, AND HARDWARE FOR SAME.

C. WHERE NOTED AS "GALV".

10. LOCATIONS OF EMBEDDED ITEMS SHALL BE COORDINATED WITH

VENDOR'S SHOP DRAWINGS.

11. REMOVE ERECTION AIDS AND GRIND SMOOTH.

WIDE FLANGES ASTM A992 Fy = 50 KSI

ANGLES AND CHANNELS ASTM A36 Fy = 36 KSI

PLATES ASTM A36 GRADE 36 Fy = 36 KSI

ASTM A572 GRADE 50 TYP,

UNO

Fy = 50 KSI

PIPES ASTM A53 GRADE B Fy = 35 KSI

TUBES ASTM A500 GRADE B Fy = 46 KSI

ANCHOR RODS ASTM F1554 GRADE 36 Fy = 36 KSI

THREADED RODS ASTM A36 GRADE 36 Fy = 36 KSI

WELDING RODS E70 70 KSI

POST INSTALLED ANCHORS

1. "KWIK-BOLT TZ" BY HILTI FASTENING SYSTEMS, ICC EVALUATION REPORT

ESR-1917 OR APPROVED EQUAL. ICC EVALUATION REPORT REQUIRED.

2. "HIT RE-500" ADHESIVE ANCHOR SYSTEM FOR CONCRETE, SOLID

MASONRY OR BRICK BY HILTI FASTENING SYSTEMS, ICC EVALUATION

REPORT ESR-3013 OR APPROVED EQUAL ICC EVALUATION REPORT

REQUIRED.

3. "HUS EZ" SCREW ANCHORS FOR CONCRETE BY HILTI, ICC EVALUATION

REPORT ESR 3027 OR APPROVED EQUAL. ICC EVALUATION REPORT

REQUIRED.

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WASHIN

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S T R U

C T U

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E E R

IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

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SHEET

IDENTIFICATION

SHEET OF

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D E

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N O

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D B

US Army Corps of Engineers ® x

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STRUCTURAL CONCRETE

1. DESIGN MIXES FOR CONCRETE, INCORPORATING CEMENT OF ONE BRAND

THROUGHOUT, TOGETHER WITH THE REQUIRED ADMIXTURE, SHALL BE

PROPORTIONED TO METHOD 1 OR METHOD 2, PER ACI 301, FOR A SLUMP

LESS THAN THE MAXIMUM TABULATED FOR EACH CLASS. THE MIXES

SHALL BE TESTED AND APPROVED BY THE ENGINEER OF RECORD PRIOR

TO USE. OBTAIN APPROVAL PRIOR TO MAKING ANY ADJUSTMENTS TO THE

MIX.

2. CAST-IN-PLACE CONCRETE WORK SHALL CONFORM TO AMERICAN

CONCRETE INSTITUTE STANDARD 301 (ACI 301), "SPECIFICATIONS FOR

STRUCTURAL CONCRETE FOR BUILDINGS."

A. CONCRETE SHALL HAVE A 28-DAY MINIMUM COMPRESSIVE STRENGTH

F'c=4000PSI.

B. THE MAXIMUM ALLOWABLE WATER/CEMENT RATIO FOR CONCRETE

INDICATED ABOVE SHALL ACCOUNT FOR WATER FROM ALL SOURCES,

INCLUDING ADMIXTURES AND THE MOISTURE CONTENT OF THE FINE

AGGREGATE. MIX DESIGNS MAY BE PROPORTIONED ESPECIALLY FOR

PUMPING SO AS NOT TO EXCEED THE MAXIMUM SLUMP TABULATED FOR

EACH CLASS WHEN MEASURED AT THE FORMS. APPROVED MIX DESIGNS

SHALL NOT BE MODIFIED TO SUIT PUMPING BY THE ADDITION OF WATER.

3. STRUCTURAL CONCRETE SHALL HAVE AGGREGATES CONFORMING TO

ASTM C 33 AND SHALL HAVE AN APPROVED WATER-REDUCING,

NON-AIR-ENTRAINING, ADMIXTURE ADDED AS RECOMMENDED BY THE

MANUFACTURER.

4. STEEL REINFORCEMENT SHALL CONFORM TO THE FOLLOWING

STANDARDS AND SPECIFIED STRENGTH.

5. NO REINFORCING MAY BE WELDED EXCEPT BY APPROVAL OF THE

ENGINEER OF RECORD PRIOR TO CONSTRUCTION. IF, FOR ANY REASON,

AN ARC IS CREATED BETWEEN REINFORCING AND WELDING ELECTRODE,

THE REINFORCING MUST BE REPLACED.

6. REINFORCEMENT MARKED "CONT" (CONTINUOUS) SHALL BE SPLICED BY

LAPPING OR MECHANICAL CONNECTORS.

A. LAP SPLICES OF REBAR SHALL HAVE A LENGTH OF LAP EQUAL TO 1.3X

BAR DEV. LENGTH (CLASS B), U.N.O.

7. REFER TO ARCHITECTURAL, ELECTRICAL, MECHANICAL, AND

STRUCTURAL DRAWINGS FOR SURFACE FEATURES AND INSERTS, TO BE

CAST IN CONCRETE AND FOR LOCATIONS OF PENETRATIONS FOR PIPES,

DUCTS, CONDUITS, ETC.

REINFORCEMENT

ASTM

STANDARD

YIELD

STRENGTH

Fy [PSI]

TENSILE

STRENGTH

Fu [PSI]

DEFORMED BARS A615 60,000 90,000

MASONRY

1. CONCRETE MASONRY: SPECIFIED DESIGN COMPRESSIVE STRENGTH, F’M

= 1500 PSI.

CONCRETE MASONRY UNITS SHALL BE TYPE 1, NORMAL WEIGHT AND

HAVE A NET AREA COMPRESSIVE STRENGTH = 1900 PSI IN ACCORDANCE

WITH ASTM C90.

2. CEMENT FOR MORTAR AND GROUT SHALL BE TYPE 1 PORTLAND CEMENT

CONFORMING TO ASTM C150; AGGREGATE PER ASTM C144 FOR MORTAR

AND ASTM C404 FOR GROUT; HYDRATED LIME PER ASTM C207; QUICK

LIME PER ASTM C5; WATER CLEAN AND POTABLE. NO ADMIXTURES WILL

BE PERMITTED IN MORTAR AND GROUT, EXCEPT AS NOTED.

3. MORTAR SHALL CONFORM TO ASTM C270 AND ARTICLE 2.1 AND ARTICLE

2.6A OF TMS 602/ACI 530.1/ASCE 6. MINIMUM COMPRESSIVE STRESS OF

MORTAR IN 28 DAYS SHALL BE 1800 PSI.

4. GROUT FOR POURING SHALL BE A FLUID CONSISTENCY AND CONFORM

WITH ARTICLE 2.2 OF TMS 602/ACI 530.1/ASCE 6. A MINIMUM

COMPRESSIVE STRENGTH OF 2000 PSI AT 28 DAYS IS REQUIRED. GROUT

MAY BE SPECIFIED BY PROPORTION AND SHALL CONTAIN PORTLAND

CEMENT ONLY (NO LIME). FINE GROUT OR COARSE GROUT SHALL BE

SELECTED BASED ON MINIMUM GROUT SPACE REQUIREMENTS OF ACI

530.1. MAX AGGREGATE SIZE = 3/8” FOR COARSE GROUT. WATER

REDUCING ADMIXTURES MAY BE ADDED TO ACHIEVE THE DESIRED

SLUMP.

5. CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS AND ALL CELLS

BELOW GRADE SHALL BE SOLID GROUTED. GROUT SLUMP AT THE TIME

OF GROUTING SHALL BE 8” TO 11”. CONSOLIDATE AND RECONSOLIDATE

GROUT. GROUT LIFTS SHALL BE LESS THAN 5’-0” UNLESS APPROVED BY

THE BUILDING OFFICIAL AND ENGINEER OF RECORD.

6. REINFORCING STEEL SHALL CONFORM TO ASTM A615.

A. WELDED REINFORCING STEEL SHALL CONFORM TO ASTM A706, GRADE

60, FY = 60,000 PSI.

B. CONTINUOUS REINFORCING STEEL SHALL BE LAP SPLICED IN

ACCORDANCE WITH IBC 2107 AND LAP SPLICE SHALL NOT BE LESS THAN

48 BAR DIAMETERS.

D. CENTER VERTICAL REINFORCING IN WALL UNLESS NOTED OTHERWISE.

7. PROVIDE VERTICAL BARS FULL HEIGHT AT WALL CORNERS, DOORS,

WINDOWS AND OTHER OPENINGS. PROVIDE CONTINUOUS HORIZONTAL

REINFORCEMENT AT CORNERS. PROVIDE HORIZONTAL REINFORCEMENT

ABOVE ALL DOOR OPENINGS, ABOVE AND BELOW ALL WINDOWS AND

OTHER OPENINGS. EXTEND 2’-0” MIN BEYOND EACH SIDE OF OPENING

UNLESS NOTED OTHERWISE ON PLANS. OPENINGS FOR DUCTS AND

PIPES PENETRATING MASONRY WALLS SHALL BE VERIFIED AND

COORDINATED WITH MECHANICAL AND ELECTRICAL CONTRACTOR'S

REQUIREMENTS. PENETRATIONS THROUGH WALLS SHALL HAVE

ADDITIONAL REINFORCING.

8. UNITS SHALL BE LAID UP IN RUNNING BOND UNLESS NOTED OTHERWISE.

THICKNESS OF BED JOINTS SHALL NOT EXCEED 5/8”. USE BOND BEAM

UNITS AT HORIZONTAL REINFORCING.

9. COLD WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE WITH IBC

2104.3.

10. HOT WEATHER CONSTRUCTION SHALL BE IN ACCORDANCE WITH IBC

2104.4.

11. HIGH LIFT GROUTING (LIFT HEIGHT GREATER THAN FIVE (5) FEET): HIGH

LIFT GROUTING SHALL ONLY BE ALLOWED WITH PRIOR WRITTEN

APPROVAL OF THE STRUCTURAL ENGINEER AND THE LOCAL BUILDING

OFFICIAL. THE MASONRY CONTRACTOR SHALL REQUEST WRITTEN

APPROVAL A MINIMUM OF TEN (10) DAYS PRIOR TO PROCEEDING WITH

SITE MOBILIZATION. THE MASONRY CONTRACTOR SHALL SUBMIT

QUALIFICATIONS TO PERFORM HIGH LIFT GROUTING ADDRESSING EACH

OF THE FOLLOWING ITEMS AND OTHERS THEY DEEM IMPORTANT WITHIN

THE WRITTEN SUBMISSION.

REFERENCE: TMS 602/ACI 530.1/ASCE 6 (3.5 GROUT PLACEMENT)

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SSIONAL E

N G

E E R

S T R U

C T U

RAL EN

E E R

IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

.9 fa

SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

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C O

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C T

N O

S O

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F E

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E R

C K

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US Army Corps of Engineers ® x

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TABLE 1704.3 - REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS, NUTS AND WASHERS:

a. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS

SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

- X AISC 360, SEC. A3.3 AND APPLICABLE

ASTM MATERIAL STANDARDS

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. - X

2. INSPECTION OF HIGH STRENGTH BOLTING:

a. SNUG-TIGHT JOINTS. - X AISC 360, SEC. M2.5 1704.3.3

b. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT WITH

MATCHMARKING, TWIST-OFF BOLT OR DIRECT TENSION INDICATOR

METHODS OF INSTALLATION.

- X AISC 360, SEC. M2.5 1704.3.3

c. PRETENSIONED AND SLIP-CRITICAL JOINTS USING TURN-OF-NUT

WITHOUT MATCHMARKING OR CALIBRATED WRENCH METHODS OF

INSTALLATION.

X - AISC 360, SEC. M2.5 1704.3.3

3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-FORMED

STEEL DECK:

a. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS TO CONFORM TO

AISC 360.

- X AISC 360, SEC. M5.5

b. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO CONFORM TO ASTM

STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS.

- X APPLICABLE ASTM MATERIAL

STANDARDS

c. MANUFACTURER'S CERTIFIED TEST REPORTS. - X

4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:

a. IDENTIFICATION MARKINGS TO CONFORM TO AWS SPECIFICATION IN

THE APPROVED CONSTRUCTION DOCUMENTS.

- X AISC 360, SEC. A3.5 AND APPLICABLE

AWS A5 DOCUMENTS

b. MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED. - X

5. INSPECTION OF WELDING:

a. STRUCTURAL STEEL AND COLD-FORMED STEEL DECK:

1) COMPLETE AND PARTIAL JOINT PENETRATION GROOVE WELDS. X - AWS D1.1 1704.3.1

2) MULTIPASS FILLET WELDS. X - AWS D1.1 1704.3.1

3) SINGLE-PASS FILLET WELDS > 5/16" X - AWS D1.1 1704.3.1

4) PLUG AND SLOT WELDS. X - AWS D1.1 1704.3.1

5) SINGLE-PASS FILLET WELDS <= 5/16" - X AWS D1.1 1704.3.1

6) FLOOR AND ROOF DECK WELDS. - X AWS D1.3

b. REINFORCING STEEL:

1) SHEAR REINFORCEMENT. X - AWS D1.4, ACI 318: 3.5.2

2) OTHER REINFORCING STEEL. - X AWS D1.4, ACI 318: 3.5.2

6. INSPECTION OF STEEL FRAME JOINT DETAILS FOR COMPLIANCE:

a. DETAILS SUCH AS BRACING AND STIFFENING. - X 1704.3.2

b. MEMBER LOCATIONS. - X 1704.3.2

c. APPLICATION OF JOINT DETAILS AT EACH CONNECTION. - X 1704.3.2

TABLE 1704.5.1 - LEVEL 1 REQUIRED VERIFICATION AND INSPECTION OF MASONRY CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

IBC

Section

ACI 530 / ASCE 5

/ TMS 402

ACI 530.1 / ASCE 6

/ TMS 602

1. COMPLIANCE WITH REQUIRED INSPECTION PROVISIONS OF

THE CONSTRUCTION DOCUMENTS AND THE APPROVED

SUBMITTALS SHALL BE VERIFIED.

- X ART. 1.5

2. VERIFICATION OF f'm AND f'ACC PRIOR TO CONSTRUCTION

EXCEPT WHERE SPECIFICALLY EXEMPTED BY ACI.

- X ART. 1.4B

3. VERIFICATION OF SLUMP FLOW AND VSI AS DELIVERED TO

THE SITE FOR SELF-CONSOLIDATING GROUT.

X - ART. 1.5B.1.b.3

4. AS MASONRY CONSTRUCTION BEGINS, THE FOLLOWING

SHALL BE VERIFIED TO ENSURE COMPLIANCE:

a. PROPORTIONS OF SITE-PREPARED MORTAR. - X ART. 2.6A

b. CONSTRUCTION OF MORTAR JOINTS. - X ART. 3.3B

c. LOCATION OF REINFORCEMENT, CONNECTORS, AND

ANCHORAGES.

- X ART. 3.4, 3.6A

5. DURING CONSTRUCTION THE INSPECTION PROGRAM SHALL

VERIFY:

a. SIZE AND LOCATION OF STRUCTURAL ELEMENTS. - X ART. 3.3F

b. TYPE, SIZE AND LOCATION OF ANCHORS, INCLUDING

OTHER DETAILS OF ANCHORAGE OF MASONRY TO

STRUCTURAL MEMBERS, FRAMES OR OTHER CONSTRUCTION.

- X SEC. 1.2.2(e), 1.16.1

c. SPECIFIED SIZE, GRADE AND TYPE OF REINFORCEMENT, ANCHOR BOLTS AND ANCHORAGES.

- X SEC. 1.15 ART. 2.4, 3.4

d. WELDING OF REINFORCING BARS. X - SEC. 2.1.9.7.2, 3.3.3.4(b)

e. PREPARATION, CONSTRUCTION AND PROTECTION OF

MASONRY DURING COLD WEATHER (TEMPERATURE BELOW

40° F) OR HOT WEATHER (TEMPERATURE ABOVE 90° F).

- X SEC. 2104.3,

2104.4

ART. 1.8C, 1.8D

6. PRIOR TO GROUTING THE FOLLOWING SHALL BE VERIFIED TO

ENSURE COMPLIANCE.

a. GROUT SPACE IS CLEAN. - X ART. 3.2D

b. PLACEMENT OF REINFORCEMENT AND CONNECTORS. - X SEC. 1.13 ART. 3.4

c. PROPORTIONS OF SITE-PREPARED GROUT. - X ART. 2.6B

d. CONSTRUCTION OF MORTAR JOINTS. - X ART. 3.3B

7. GROUT PLACEMENT SHALL BE VERIFIED TO ENSURE

COMPLIANCE:

X - ART. 3.5

8. PREPARATION OF ANY REQUIRED GROUT SPECIMENS,

MORTAR SPECIMENS AND/OR PRISMS SHALL BE OBSERVED.

- X SEC.

2105.2.2, 2105.3

ART. 1.4

ABBREVIATIONS

STRUCT STRUCTURE /

STRUCTURAL

T&B TOP AND BOTTOM

TBD TO BE DETERMINED

TBS TO BE SPECIFIED

THK THICK, THICKNESS

THRU THROUGH

TMP TEMPORARY

TO TOP OF

TOC TOP OF CONCRETE

TOF TO OF FOOTING

TOS TOP OF STEEL

TOW TOP OF WALL

TYP TYPICAL

UNO UNLESS NOTED

OTHERWISE

VERT VERTICAL

VIF VERIFY IN FIELD

VOL VOLUME

W WIDTH

W/ WITH

W/O WITHOUT

WP WORK POINT

WT WEIGHT

WWR WELDED WIRE

REINFORCING

XS EXTRA STRONG

XXS DOUBLE EXTRA

STRONG

NIC NOT IN CONTRACT

NO NUMBER

NOM NOMINAL

NS NEAR SIDE

NTS NOT TO SCALE

OA OVERALL

OC ON CENTER

OPNG OPENING

OPP OPPOSITE

PERP PERPENDICULAR

PH PHASE

PL PLATE

PROJ PROJECT

QTY QUANTITY

RAD, R RADIUS

REF REFERENCE

REINF REINFORCING

REQD REQUIRED

REV REVISION/REVISED

S SOUTH

SCHED SCHEDULE

SECT SECTION

SF SQUARE FOOT

SHT SHEET

SIM SIMILAR

SOG SLAB ON GRADE

SPA SPACE, SPACING

SPEC SPECIFICATION

SPECD SPECIFIED

SQ. YD. SQUARE YARD

SS STAINLESS STEEL

STD STANDARD

STL STEEL

GALV HOT DIP GALVANIZED

GC GENERAL

CONTRACTOR

GND GROUND

H, HGT HEIGHT

HM HOLLOW METAL

HORZ HORIZONTAL

HSA HEADED STUD

ANCHOR

HSB HIGH STRENGTH BOLT

IBC INTERNATIONAL

BUILDING CODE

IJ ISOLATION JOINT

IN INCH

INT INTERIOR

JT JOINT

L STEEL ANGLE

LB LOAD BEARING

LF LINEAR FEET

LIN LINEAR

LLH LONG LEG

HORIZONTAL

LLV LONG LEG VERTICAL

LONG LONGINTUDINAL

LSL LONG-SLOTTED HOLE

MAX MAXIMUM

MECH MECHANICAL

MFR MANUFACTURER

MIN MINIMUM

MISC MISCELLANEOUS

MTL METAL

N NORTH

N/A NOT APPLICABLE

CSJ CONSTRUCTION JOINT

CTR CENTER

DEMO DEMOLISH

DIA OR

DIAMETER

DIM DIMENSION

DTL DETAIL

DWG DRAWING

DWL DOWEL

E/O EDGE OF

EA EACH

EF EACH FACE

EL OR

ELEV

ELEVATION

ELEC ELECTRIC, ELECTRICAL

EMBED EMBEDMENT

ENGR ENGINEER

EQ EQUAL

EQUIV EQUIVALENT

EW EACH WAY

EXIST or (E)

EXISTING

EXP EXPANSION

EXP JT EXPANSION JOINT

EXT EXTERIOR

FF FINISHED FLOOR

FIN FINISH(ED)

FLR FLOOR

FND FOUNDATION

FOS FACE OF METAL STUD

FS FAR SIDE

FT FOOT, FEET

FTG FOOTING

FV FIELD VERIFY

GA GAUGE

& AND

@ AT

ABT ABOUT

ADD'L ADDITIONAL

AFF ABOVE FINISHED

FLOOR

ALT ALTERNATE

APPROX APPROXIMATE

AR ANCHOR RODS

ARCH ARCHITECTURAL

ASTM AMERICAN SOCIETY

FOR TESTING

MATERIALS

BET BETWEEN

BF BRACED FRAME

BLDG BUILDING

BM BEAM

BOC BOTTOM OF

CONCRETE

BOS BOTTOM OF STEEL

BOT BOTTOM OF

BRG BEARING

C STEEL CHANNEL

CF CUBIC FEET

CIP CAST IN PLACE

CJ CONTROL JOINT

CJ CONTRACTION JOINT

CL CENTERLINE

CMU CONCRETE MASONRY

UNIT

COL COLUMN

CONC CONCRETE

CONN CONNECTION

CONT CONTINUOUS

CONTR CONTRACTOR

COORD COORDINATE

TABLE 1704.4 - REQUIRED VERIFICATION AND INSPECTION OF CONCRETE CONSTRUCTION

VERIFICATION AND INSPECTION CONTINUOUS PERIODIC

REFERENCED

STANDARD

IBC

REFERENCE

1. INSPECTION OF REINFORCING STEEL, INCLUDING

PLACEMENT.

- X ACI 318: 3.5, 7.1-7.7 1913.4

2. INSPECTION OF REINFORCING STEEL WELDING IN

ACCORDANCE WITH TABLE 1704.3, ITEM 5b.

- - AWS D1.4, ACI 318: 3.5.2

3. INSPECTION OF BOLTS TO BE INSTALLED IN

CONCRETE PRIOR TO AND DURING PLACEMENT OF

CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN

INCREASED OR WHERE STRENGTH DESIGN IS USED.

X - ACI 318: 8.1.3, 21.2.8 1911.5, 1912.1

4. INSPECTION OF ANCHORS INSTALLED IN HARDENED

CONCRETE.

- X ACI 318: 3.8.6, 8.1.3, 21.2.8 1912.1

5. VERIFYING USE OF REQUIRED DESIGN MIX. - X ACI 318: CH. 4, 5.2-5.4 1904.3, 1913.2, 1913.3

6. AT THE TIME FRESH CONCRETE IS SAMPLED TO

FABRICATE SPECIMENS FOR STRENGTH TESTS,

PERFORM SLUMP AND AIR CONTENT TESTS, AND

DETERMINE THE TEMPERATURE OF CONCRETE.

X - ASTM C 172, ASTM C 31, ACI

318: 5.6, 5.8

1913.10

7. INSPECTION OF CONCRETE PLACEMENT FOR PROPER

APPLICATION TECHNIQUES.

X - ACI 318: 5.9, 5.10 1913.6, 1913.7, 1913.8

8. INSPECTION FOR MAINTENANCE OF SPECIFIED

CURING TEMPERATURE AND TECHNIQUES.

- X ACI 318: 5.11-5.13 1913.9

9. VERIFICATION OF IN-SITU CONCRETE STRENGTH

PRIOR TO REMOVAL OF SHORES AND FORMS FROM

BEAMS AND STRUCTURAL SLABS.

- X ACI 318: 6.2

10. INSPECT FORMWORK FOR SHAPE, LOCATION AND

DIMENSIONS OF THE CONCRETE MEMBER BEING

FORMED.

- X ACI 318: 6.1.1

M A

R K

D E

S C

N D

A T

E A

S201

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S211

DOOR FRAMING

(E) PRECAST

WALL PANEL

NEW MAN DOOR OPENING

123456789

S201

ATFP FRAMING PER

ELEVATION, TYP

S211

DOOR FRAMING

S301

INFILL CONCRETE AND FINISH TO

MATCH EXISTING PER 1/S501

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IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

.9 fa

SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

T E

1 2 3 4 5

A s u it e

:3 :5

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

:3 :5

S101 16811

/1 /2

D e s ig n e r

A u th o r

A p p ro v e r

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

C h e c k e r

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

F O

U N

D A

N P

L A

B U

A N

G A

R R

E N

O V

A T

0 4' 8' 16'

SCALE:1/8"=1'

NORTH

1/8" = 1'-0"

NORTH FOUNDATION PLAN

1/8" = 1'-0"

SOUTH FOUNDATION PLAN

0 4' 8' 16'

SCALE:1/8"=1'

NORTH

M A

R K

D E

S C

N D

A T

E A

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S211

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S201

NOTE:

LOCATE W10 BRACE AT EA ATFP HSS

VERTICAL MEMBER AND EQ SPA BRACES

4'-0" OC MAX IN BETWEEN, TYP.

S521

FOR SPA, TYP

SEE NOTE

S301

INFILL DECK OPNG W/ CONC, REBAR,

AND METAL DECK TO MATCH

EXISTING DECK CONSTRUCTION.

DOWEL SIM TO 1/S501

(E) W BEAM, TYPW10X33, TYP

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IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

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SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

T E

1 2 3 4 5

A s u it e

:3 :5

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

:3 :5

S102 16812

/1 /2

D e s ig n e r

A u th o r

A p p ro v e r

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

C h e c k e r

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

S E

C O

N D

F L

O O

R F

R A

G P

L A

B U

A N

G A

R R

E N

O V

A T

1/8" = 1'-0"

NORTH SECOND FLOOR FRAMING PLAN

1/8" = 1'-0"

SOUTH SECOND FLOOR FRAMING PLAN

M A

R K

D E

S C

N D

A T

E A

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S201

S301

NOTE:

ALL BRACES MUST BE LOCATED AT THE FLUTE OF THE METAL ROOF DECK.

LOCATE D250-G BRACE AT EA ATFP HSS VERTICAL FRAMING. IF VERTICAL HSS

> 3" AWAY FROM THE FLUTE, PLACE BRACE AT EITHER SIDE OF HSS. SPACE

BRACES EQUALLY THROUGH OUT BAY WITH A MAX SPA 3'-10" OC,

FOR SPA, TYP

SEE NOTE

D250-G, TYP

(E) W BEAM, TYP

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S T R U

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E E R

IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

.9 fa

SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

T E

1 2 3 4 5

A s u it e

:3 :5

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

:3 :5

S103 16813

/1 /2

D e s ig n e r

A u th o r

A p p ro v e r

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

C h e c k e r

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

S O

U T

H R

O O

F F

R A

G P

L A

B U

A N

G A

R R

E N

O V

A T

1/8" = 1'-0"

SOUTH ROOF FRAMING PLAN

M A

R K

D E

S C

N D

A T

E A

1 2 3 4 5 6 7 8 9

TO (E) FLR

0' - 0"

ROOF LEVEL

27' - 4"

2nd FLR LEVEL 14' - 6"

MTL STUD 600S125-54 @

1'-4" OC MAX, TYP

NOTE:

OMIT METAL STUDS BELOW

WINDOWS AT STAIRS

SEE NOTE

S211

HSS6x2x3/8 CANOPY

SUPPORT @ DOOR

PER ARCH

BUMP OUT

123456789

TO (E) FLR

0' - 0"

ROOF LEVEL

27' - 4"

2nd FLR LEVEL 14' - 6"

HSS6x2x3/8", TYP

MTL STUD 600S250-97

@ 1'-0" OC MAX, TYP NOTES:

OMIT METAL STUDS BELOW

WINDOWS AT STAIRS

S211

NOTE

S301

S521

PER ARCH

BUMP OUT

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IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

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SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

T E

1 2 3 4 5

A s u it e

:3 :5

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

:3 :5

S201 16814

/1 /2

IT IT L

E H

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

L E

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

B U

I N G

E L

E V

A T

B U

A N

G A

R R

E N

O V

A T

1/8" = 1'-0"

NORTH ELEVATION

1/8" = 1'-0"

SOUTH ELEVATION

M A

R K

D E

S C

N D

A T

E A

0' - 0"

ROOF LEVEL

27' - 4"

2nd FLR LEVEL 14' - 6"

HSS6x2x3/8", TYP

MTL STUD 600S250-97

@ 1'-0" OC MAX, TYP

S521

S531

S521

S522

S301

S531

S521

S522

4 5

TO (E) FLR

0' - 0"

ROOF LEVEL

27' - 4"

2nd FLR LEVEL 14' - 6"

S532

NOTE:

SEE S531 & S532 FOR TYP

METAL STUD FRAMING

NOT SHOWN ON ELEV.

1/2"Øx4-1/2" KH-EZ HILTI SCREW

ANCHOR OR APPROVED EQUAL. 1'-6"

OC, STAGGER AND OFFSET 1" FROM

WALL CENTER TO AVOID (E) REINF.

C8 DOOR JAMB/HEADER

(E) ARCHITECTURAL PRECAST

CONCRETE PANEL W/ REINF

PER ORIGINAL AS-BUILTS

1/4

C8 PER ELEV

TYP @

FLANGES

TO (E) FLR

0' - 0"

S211

PER ARCH

CLR OPNG

C L R

O P

N G

P E

R A

R C

C X

C8X11.5

NOTE:

REMOVE PRECAST WALL

PANEL SECTION AND 6"

CURB FOOTING TO A

DEPTH OF 1" BELOW TOP

OF EXISTING ADJACENT

HANGAR FLOOR SLAB

AND FINISH TO MATCH

EXISTING FLOOR.

C L R

O P

N G

P E

R A

R C

DEMO PORTION

OF CURB

DO NOT OVERCUT

BEYOND NEW DOOR

OPNG, TYP

S211

TO (E) FLR

0' - 0"

S211

C X

C8X11.5

NOTE:

REMOVE PRECAST WALL

PANEL SECTION AND 6"

CURB FOOTING TO A

DEPTH OF 1" BELOW TOP

OF EXISTING ADJACENT

HANGAR FLOOR SLAB

AND FINISH TO MATCH

EXISTING FLOOR.

C L R

O P

N G

P E

R A

R C

PER ARCH

CLR OPNG

DEMO PORTION OF

WALL AND CURB

DO NOT OVERCUT

BEYOND NEW

DOOR OPNG, TYP

S211

TO (E) FLR

0' - 0"

DEMOLISH (E) CURB @ NEW AND

ENLARGED DOORS 1" BELOW HANGAR

SLAB. FINISH TO MATCH EXISTING SLAB

FINISH. SLOPE RAMP TO MATCH EXISTING

RAMPS. SEE ARCH FOR MIN SLOPE.

(E) 5" SLAB

(E) FTG

(E) 8" HANGAR

SLAB

(E) T.O. FLOOR 0'-0"

ROUGHEN SURFACE TO

1/4" AMPLITUDE. USE

EPOXY CEMENT.

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IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

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SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

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1 2 3 4 5

A s u it e

:3 :5

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

A s i n d ic a te d

:3 :5

S211 16815

/1 /2

D e s ig n e r

A u th o r

A p p ro v e r

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

C h e c k e r

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

E N

L A

R G

E D

E L

E V

A T

B U

A N

G A

R R

E N

O V

A T

1/4" = 1'-0"

ENLARGED SOUTH ELEVATION TYPICAL

1/4" = 1'-0"

ENLARGED NORTH ELEVATION TYPICAL

1 1/2" = 1'-0"S211 SHT REF: S211

5 DOOR JAMB/HEADER CONN

1 1/2" = 1'-0"S211 SHT REF: S211

6 DOOR FRAME CONN

1/2" = 1'-0"

NEW MAN DOOR OPENING ELEVATION

1/2" = 1'-0"

ENLARGED MAN DOOR OPENING ELEVATION

1" = 1'-0"S211 SHT REF: S211

7 DOOR ENTRANCE DETAIL

M A

R K

D E

S C

N D

A T

E A

0' - 0"

ROOF LEVEL

27' - 4"

2nd FLR LEVEL 14' - 6"

S521

P E

R A

R C

D O

W O

P N

P E

R A

R C

D O

W O

P N

ATFP FRAMING PER

ELEVATION, TYP

ATFP FRAMING PER

ELEVATION, TYP

(E) FLOOR BEAMW10 BRACE PER PLAN

(E) W12 EDGE BEAM

S521

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RAL EN

E E R

IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

.9 fa

SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

T E

1 2 3 4 5

A s u it e

:3 :5

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

:3 :5

S301 16816

/1 /2

D e s ig n e r

A u th o r

A p p ro v e r

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

C h e c k e r

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

W A

L L

S E

C T

B U

A N

G A

R R

E N

O V

A T

0 1' 2' 4'

SCALE:1/2"=1'

1/2" = 1'-0"

TYPICAL ATFP FRAMING

M A

R K

D E

S C

N D

A T

E A

DIM COORD. AS REQ'D

GRAVEL BACKFILL

NEW CONC SLAB

EXIST CONC SLAB PER PLAN

#4X1'-6" DOWEL @ 12" OC,

DRILL 5" INTO (E) SLAB AND

ANCHOR W/ EPOXY ADHESIVE

#4 @ 12" OC MAX.

OMIT IF B < 1'-6"

#4 @ 18" OC CONT WWR 6x6 W1.4xW1.4 OR

#4 EW @ 12" OC MAX

(E) SLAB

#4 @ 24" OC ANCHORED

W/ EPOXY ADHESIVE

12"

ROUGHEN

INTERFACE TO 1/4"

AMPLITUDE

IN4

1 1/2" CLR

* DIM, COORD AS REQ'D

EXIST ROOF BEAM

PER PLAN, TYP

/2 x

/2 x /8

/2 x

/2 x /8

L3 1/2x3 1/2x3/8

ROOF HATCH OPN'G

PER ARCH

S501

1/4

3 SIDES,

TYP

FRAMING ANGLE PER PLAN

TYP

EXIST ROOF BEAM

PL3/8 W/ 3/4"Ø BOLT

FRAMING ANGLE

PER PLAN

3/16

(2) 3/4" DIA. BOLTS W/

3" GAGE AND 2" EDGE

DIST. MIN

1/2"PL w/ SHORT SLOT.

HORIZ HOLES FOR

ALIGNMENT.

#4 @ 48" OC TYP

(MIN. 2 PER OPENING)

FF EL

PER PLAN

EXIST WALL OPN'G

FOR OPENINGS WIDER

THAN 4'-0" PROVIDE #4

VERT. @ 48" OC

#4x1'-6" DOWEL DRILL 5"

INTO (E) WALL AND ANCHOR

W/ EPOXY ADHESIVE, TYP

(E) CMU/CONC WALL

SIZE TO MATCH EXISTING

GROUT CELLS WITH NEW

DEFORMED BAR

ROUGHEN EXISTING SURFACE

(2)L4x4x1/4 w/ (4) 1/2"Ø BOLTS

(E) ROOF BM

HSS4x4x1/4, TYP

N O

T E

NOTE:

1. COORDINATE W/ SUPPLIER OF FALL ARREST ANCHOR.

2. COORDINATE W/ ARCH.

NOTE 2

(E) ROOF BM

S501

(E) METAL DECK

(E) ROOF BEAM

ANCHOR, PL AND BOLTS BY

FALL ARREST SUPPLIER

(E) ROOF BEAM

(2)L4x4x1/4 w/ (4) 1/2"Ø BOLTS

6' - 2" MAX

(2)-1/2"Ø THROUGH BOLTS

IN1

35381

L A R

ERIK HO

L T E

S T A T

WASHIN

G T O N

P R O F

SSIONAL E

N G

E E R

S T R U

C T U

RAL EN

E E R

IF SHEET MEASURES LESS THAN 22" X 34" IT IS

A REDUCED PRINT. REDUCE SCALE ACCORDINGLY.

th s tr e e t e a s t ta c o m a w a

.9 fa

SHEET

IDENTIFICATION

SHEET OF

D R

A W

N B

D E

N B

S B

M T

B Y

E N

A M

U E

D A

T E

C O

N T

R A

C T

N O

S O

N N

U S

A R

M Y

C O

R P

S O

F E

N G

E R

C K

D B

US Army Corps of Engineers ® x

E N

U M

B E

P L

O T

S C

A L E

P L

O T

D A

T E

1 2 3 4 5

A s u it e

:3 :0

E L o c a l M o d e ls

\A .0

B ld g

S tr u c tu ra l_

T y le r W a n d s c h n e id e r x .r v t

A s i n d ic a te d

:3 :0

S501 16817

/1 /2

D e s ig n e r

A u th o r

A p p ro v e r

S E

A T

T L E

T R

S E

A T

T L E

A S

G T

O N

C h e c k e r

J O

B A

S E

L E

M c C

H O

R D

A S

G T

O N

V A

J C

O N

S T

P K

G C

T Y

P I C

A L

D E

T A

B U

A N

G A

R R

E N

O V

A T

1" = 1'-0"S501

1 CONC SLAB CUT & PATCH DETAIL

1" = 1'-0"S501

2 EQUIPMENT PAD DETAIL

1" = 1'-0"S501 SHT REF: S201

6 ROOF HATCH FRAMING DETAIL

3" = 1'-0"S501 SHT REF: S501

7 ROOF HATCH FRAMING CONN

3" = 1'-0"S501

8 ROOF HATCH FRAMING TO EXIST BEAM CONN

1" = 1'-0"S501

5 TYP INFILL IN EXIST CMU/CONC WALL

3/4" = 1'-0"S501

3 FALL PROTECTION ANCHOR SUPPORT

1 1/2" = 1'-0"S501 SHT REF: S501

4 SECTION AT FALL PROTECTION ANCHOR

M A

R K

D E

S C

N D

A T

E A

(E) WF COL

HSS6 ATFP FRAMING

W/ END PL, TYP

3/4"Ø A325 BOLT

NOTE:

NEW METAL STUD FRAMING

NOT SHOWN FOR CLARITY.

S521

COPE AS REQ'D

VERIFY

11 3/8"

HSS6 ATFP

FRAMING

1/4

2 SIDES

T Y

NOTE:

METAL STUD FRAMING NOT

SHOWN FOR CLARITY.

END PL3/4x6 1/2x0'-8"

(E) WF COL

HSS & PL

TO (E) FLR

0' - 0"

ATFP HSS PER ELEV

BASE PL3/8x6

1/2"Ø POST INSTALLED ANCHOR HILTI

KB-TZ OR EQUIV W/ 4" EMBED DEPTH.

2 @ 5" OC CENTERED @ HSS & PL

EXIST CONC SLAB

1/4

2 SIDES

NOTE:

METAL STUD FRAMING NOT

SHOWN FOR CLARITY

2nd FLR LEVEL 14' - 6"

NOTE:

METAL STUD FRAMING NOT

SHOWN FOR CLARITY.

3/8"ø ANCHOR HILTI KB-TZ OR

EQUIV W/ 2" EMBED DEPTH. 2

ROWS OF 10 ON BOTH SIDES OF

NEW BEAM WEB

(E) WF FLR BEAM, TYP

TYP

(E) BEAM

(2) 3/4" DIA BOLTS

3/8" BENT PL

(E) CONCRETE

FLOOR SLAB

(4) 3/4" DIA

A325 BOLTS

3/8" PL W/ (4) 3/4" DIA

A325 BOLTS, TYP

MIN

1 1/2"

W10 BEAM PER PLAN

S521

(E) SPANDRAL BM

1/2" DIA A325

BOLTS @ 9" OC

(2) 3/4" DIA BOLTS, TYP

MIN

COVER PL 3/8"x

10 1/2". CONT @

SPANDRAL BM

1/2" DIA A325

BOLTS @ 18" OC

CJP

3/8" PL

2nd FLR LEVEL 14' - 6"

COVER PL3/8", SEE

(E) WF EDGE BEAM

METAL STUD

1/4" PL

PL1/4 W/1/2" DIA A325 BOLT

DBL NUT W/ NYLON WASHERS

BET. EA. SLIDING INTERFACE

VERTICAL LSL

(4) #8 FASTENERS

1/4

1/4 1 5

S521

A P

BEND WEB OF 400S. (2)-#12

SCREWS @ WEB EA. 400S

400S200-68 EA. SIDE

(6)-#8 SCREWS IN DECK FLUTE, EQ SPA, TYP

(15)-#10 SCREWS

800S162-68

COVER PL & SHEAR TAB CONNECTOR

FOR…

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File details come from the government source that posted it. Updated Nov 14, 2017.