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500 200 100 50 20 10
500 200 100 40 20 10
GENERAL NOTES
V. WOOD FRAMING
A. WALL SHEATHING
1. WALL SHEATHING SHALL BE MANUFACTURED BY A MEMBER OF AMERICAN PLYWOOD ASSOCIATION,
SHALL BE LABELED WITH THE APA GRADE STAMP AND CONFORM TO THE FOLLOWING REQUIREMENTS:
a. PANEL GRADE RATED SHEATHING
b. SPAN RATING 16/32
c. EXPOSURE DURABILITY CLASSIFICATION EXPOSURE 1
d. PRODUCT STANDARD PS1
e. THICKNESS 5/8"
2. ALL SHEATHING SHALL BE INSTALLED WITH THE STRENGTH (TYPICALLY FACE GRAIN) DIRECTION
PERPENDICULAR TO THE SUPPORTING FRAMING W ITH STAGGERED JOINTS.
3. WALL SHEATHING SHALL BE FASTENED TO SUPPORTING FRAMING WITH #10 TEK SCREWS AT THE
SPACING INDICATED BELOW UNLESS NOTED OTHERWISE IN THE SHEAR WALL SCHEDULE:
a. WALL EDGE 6" O.C.
b. SUPPORTED PANEL EDGES AWAY FROM EDGE OF W ALL 6" O.C.
c. CENTER OF PANELS 12" O.C.
IV. CONCRETE
A. CONCRETE SHALL CONFORM TO THE FOLLOWING REQUIREMENTS:
CONCRETE 28 DAY COMPRESSIVE STRENGTH AND DENSITY REQUIREMENTS:
STRENGTH CONC.
USAGE (PSI) TYPE COMMENTS
a. ALL CONCRETE NOT OTHERWISE SPECIFIED 4000 NWT
b. FOOTINGS 3000 NWT
c. FOUNDATIONS WALLS, GRADE BEAMS 4500 NWT
d. SLAB-ON-GRADE INTERIOR 3000 NWT
e. SLAB-ON-GRADE EXTERIOR 4500
1. NWT = NORMAL WEIGHT CONCRETE
2. ALL CONCRETE SHALL HAVE ALLOWABLE UNIT SHRINKAGE OF 0.045% AT 28 DAYS. (SEE ASTM C157)
3. ALL SLABS TO RECEIVE MOISTURE SENSITIVE FLOOR COVERINGS SHALL HAVE MAXIMUM WATER/
CEMENT RATIO OF 0.45.
B. CONCRETE SHALL CONFORM TO THE FOLLOWING DURABILITY REQUIREMENTS PER ACI-318 SECTION 4.2 &
4.3:
EXPOSURE/LOCATION
a. FOOTINGS F0, S0, P0, C1
b. FOUNDATION WALLS, GRADE BEAMS F1, S0, P0, C1
c. RETAINING WALLS F2, S0, P0, C1
d. EXTERIOR SLAB ON GRADE F1, S1, P0, C2
e. INTERIOR SLABS F0, S0, P0, C0
C. ALL CONCRETE CONSTRUCTION SHALL CONFORM TO THE CURRENT "ACI MANUAL OF CONCRETE
PRACTICE".
D. PORTLAND CEMENT SHALL CONFORM TO ASTM C-150, TYPE I OR II.
E. ALL AGGREGATE FOR NORMAL WEIGHT CONCRETE SHALL MEET ASTM C 33.
F. ALL REINFORCEMENT SHALL CONFORM TO THE FOLLOWING SPECIFICATIONS:
1. ALL REINFORCING, UNO: ASTM A615 GRADE 60
2. WELDED WIRE REINFORCEMENT (WWR):
a. SMOOTH WIRE: ASTM A 185 (65 KSI)
b. DEFORMED WIRE: ASTM A 497 (70 KSI)
c. POLYPROPYLENE FIBRILLATED FIBER MAY BE USED TO SUBSTITUTE WWR IN SLABS ON GRADE,
WHEN ADDED TO CONCRETE MIX ACCORDING TO MANUFACTURER'S INSTRUCTIONS AND
RECOMMENDED DOSAGES.
G. REINFORCEMENT DETAILING:
1. REINFORCEMENT SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH ACI 315.
2. DEVELOPMENT AND SPLICE LENGTHS ARE IN TENSION UNLESS OTHERWISE INDICATED.
3. LAP WWR ONE CROSSWIRE SPACING PLUS 2".
4. PROVIDE CORNER BARS AT ALL FOOTINGS AND WALL INTERSECTIONS TO MATCH HORIZONTAL
REINFORCING SIZE AND SPACING. AT INTERSECTIONS OF CONTINUOUS SPREAD FOOTINGS EXTEND
ALL BARS TO FAR SIDE OF INTERSECTING FOOTING
5. REINFORCEMENT SHALL BE SECURELY PLACED TO PREVENT DISPLACEMENT DURING CONCRETE
PLACEMENT. PROVIDE THE FOLLOWING CONCRETE COVER FOR REINFORCING, UNLESS SPECIFICALLY
DETAILED OTHERWISE:
a. CAST AGAINST EARTH 3"
b. EXPOSED TO EARTH/WEATHER
#6 THRU #18 2"
#5 & SMALLER 1 1/2"
7. PROVIDE DOWELS TO MATCH REINFORCEMENT SIZE AND SPACING INDICATED FOR ALL STRUCTURAL
ELEMENTS, UNLESS OTHERWISE INDICATED.
H. FOUNDATION WALLS, GRADE BEAMS AND FOOTINGS SHALL BE CAST IN ALTERNATE PANELS NOT TO
EXCEED 60'-0" IN LENGTH. SHEAR KEYS SHALL BE PROVIDED AT EACH CONSTRUCTION JOINT AND SHALL
BE LOCATED AT 1/3 POINTS OF SPANS.
I. HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE POURS SHALL NOT BE USED UNLESS SHOWN ON THE
DRAWINGS. THE ARCHITECT/ENGINEER SHALL APPROVE ALL DEVIATIONS OR ADDITIONAL JOINTS IN
WRITING.
J. CHAMFER ALL PERMANENTLY EXPOSED CONCRETE EDGES 3/4 INCH, UNO.
K. SEE ARCHITECTURAL AND MECHANICAL DRAWINGS FOR LOCATIONS OF OPENINGS AND SLEEVES IN
CONCRETE WALLS AND SUPPORTED FLOORS. SPREAD REINFORCEMENT AT OPENINGS AND SLEEVES
UNLESS OTHERWISE SHOWN. DO NOT CUT REINFORCEMENT. SEE TYPICAL REINFORCEMENT DETAILS
FOR OPENINGS IN SLABS AND WALLS FOR ADDITIONAL REQUIREMENTS.
L. NO HOLES OR OPENINGS THROUGH FOUNDATION WALLS AND/OR FOOTINGS WITHOUT ENGINEER'S
APPROVAL.
M. ALUMINUM SHALL NOT BE EMBEDDED IN ANY CONCRETE.
XI. SPECIAL INSPECTION AND TESTING (CHAPTER 17)
A. ALL TESTS AND INSPECTIONS SHALL BE PERFORMED BY AN INDEPENDENT TESTING AND INSPECTION
AGENCY. THE SPECIAL INSPECTOR FROM THIS TESTING AGENCY SHALL OBSERVE THE WORK FOR
CONFORMANCE TO THE DESIGN DRAWINGS AND SPECIFICATIONS.
B. THE SPECIAL INSPECTOR SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL, THE
ENGINEER OR ARCHITECT OF RECORD, AND ALL OTHER DESIGNATED INDIVIDUALS. ALL DISCREPANCIES
SHALL BE BROUGHT TO THE ATTENTION OF THE CONTRACTOR FOR CORRECTION, THEN, IF NOT
CORRECTED, TO THE PROPER DESIGN AUTHORITY AND TO THE BUILDING OFFICIAL.
C. THE SPECIAL INSPECTOR SHALL SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK
REQUIRING SPECIAL INSPECTION WAS, TO THE BEST OF THE INSPECTOR'S KNOWLEDGE, IN
CONFORMANCE WITH THE APPROVED DESIGN DRAWINGS, SPECIFICATIONS, SOILS REPORT AND
APPLICABLE WORKMANSHIP PROVISIONS OF THE INTERNATIONAL BUILDING CODE.
X. SUBMITTALS
A. THE GENERAL CONTRACTORS SHALL REVIEW AND STAMP ALL SHOP DRAWINGS BEFORE SUBMITTING FOR
REVIEW. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND/OR ENGINEER AND HAVE THE
ENGINEER'S SHOP DRAWING STAMP AFFIXED PRIOR TO FABRICATION. FABRICATION AND ERECTION
SHALL BE FROM REVIEWED SHOP DRAWINGS.
B. A RECORD SET OF APPROVED SHOP DRAWINGS SHALL BE KEPT IN THE FIELD BY THE GENERAL
CONTRACTOR.
C. ANY DEVIATION FROM, ADDITION TO, SUBSTITUTION FOR, OR MODIFICATION TO THE STRUCTURE OR ANY
PART OF THE STRUCTURE DETAILED ON THE CONTRACT DOCUMENTS SHALL BE SUBMITTED IN WRITING
TO THE ENGINEER FOR REVIEW. SHOP DRAWINGS SUBMITTED FOR REVIEW DO NOT CONSTITUTE
“IN-WRITING” UNLESS IT IS CLEARLY NOTED THAT SPECIFIC CHANGES ARE BEING SUGGESTED.
D. THE CONTRACTOR SHALL PREPARE A LIST AND SCHEDULE OF ALL STRUCTURAL SUBMITTALS PRIOR TO
CONSTRUCTION.
E. THE FOLLOWING SHOP DRAWINGS SHALL BE SUBMITTED BY THE CONTRACTOR FOR THE ENGINEER'S
REVIEW:
1. BAR JOISTS (1, 3)
2. STRUCTURAL STEEL, SHOP AND ERECTION DRAWINGS (1, 3)
3. ROOF METAL DECK
4. CONCRETE MIX DESIGNS
5. REINFORCING STEEL
F. ITEMS MARKED (1) SHALL HAVE SHOP DRAWINGS SEALED BY A REGISTERED ENGINEER IN THE STATE
WHERE THE PROJECT IS LOCATED. ITEMS MARKED (2) SHALL BE SUBMITTED TO ENGINEER FOR OWNER'S
RECORD ONLY AND WILL NOT HAVE THE ENGINEER'S SHOP DRAWING STAMP AFFIXED. ITEMS MARKED (3)
SHALL HAVE DESIGN CALCULATIONS SEALED BY A REGISTERED ENGINEER IN THE STATE WHERE THE
PROJECT IS LOCATED.
1. CONTRACTOR SHALL SUBMIT ONE SET OF REPRODUCIBLES AND TWO SETS OF PRINTS FOR ALL SHOP
DRAWINGS SPECIFIED TO BE RETURNED BY THE ENGINEER.
2. THE OMISSION FROM THE SHOP DRAWINGS OF ANY MATERIALS REQUIRED BY THE CONTRACT
DOCUMENTS TO BE FURNISHED SHALL NOT RELIEVE THE CONTRACTOR OF THE RESPONSIBILITY OF
FURNISHING AND INSTALLING SUCH MATERIALS, REGARDLESS OF WHETHER THE SHOP DRAWINGS
HAVE BEEN REVIEWED AND APPROVED.
G. THE USE OF ELECTRONIC FILES OR REPRODUCTIONS OF THESE CONTRACT DOCUMENTS BY ANY
CONTRACTOR, SUBCONTRACTOR, ERECTOR, FABRICATOR, OR MATERIAL SUPPLIER IN LIEU OF
PREPARATION OF SHOP DRAWINGS SIGNIFIES THEIR ACCEPTANCE OF ALL INFORMATION SHOWN HEREON
AS CORRECT, AND OBLIGATES THEMSELVES TO ANY JOB EXPENSE, REAL OR IMPLIED, ARISING DUE TO
ANY ERRORS THAT MAY OCCUR HEREON.
IX. METAL STUD FRAMING
A. DESIGN, FABRICATION, AND ERECTION SHALL CONFORM TO AISI "SPECIFICATIONS FOR THE DESIGN OF
COLD FORMED STEEL STRUCTURAL MEMBERS", LATEST EDITION. ALL METAL STUDS SHALL BE
GALVANIZED.
B. ALL 33 MIL AND 43 MIL STUDS, JOISTS, TRACK, BRIDGING, END CLOSURES, AND ACCESSORIES SHALL BE
FORMED FROM STEEL THAT CORRESPONDS TO THE REQUIREMENTS OF AISI "SPECIFICATIONS FOR THE
DESIGN OF COLD FORMED STEEL STRUCTURAL MEMBERS" WITH A MINIMUM YIELD OF 33 KSI U.N.O. ALL 54
MIL AND THICKER MEMBERS SHALL HAVE A MINIMUM YIELD OF 50 KSI.
C. ALL MATERIAL AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING
MEETING ASTM A 635.
D. UNLESS NOTED OTHERWISE, ALL SCREWS OR PINS SHALL BE NON-CORROSIVE NO. 8-18 (D=.125") OR
LARGER. DO NOT USE STAINLESS STEEL OR COPPER-COATED FASTENERS.
E. UNLESS NOTED OTHERWISE, TRACKS SHALL BE THE SAME DEPTH AS STUDS OR JOISTS AND OF EQUAL OR
THICKER GAUGE THAN STUDS OR JOISTS. TRACKS SHALL BE CONNECTED TO SUPPORT AT 16" O.C. MAX.
STUDS OR JOISTS SHALL BE CONNECTED TO TRACKS AT EACH SIDE.
F. THE QUANTITY OF STUDS AND JOISTS DISPLACED OR CUT FOR OPENING SHALL BE PLACED HALF ON EACH
SIDE OF OPENING PER METAL STUD HEADER SCHEDULE ON THIS SHEET.
G. INSTALLATION OF CURTAIN WALL FRAMING SHALL ACCOMMODATE VERTICAL DISPLACEMENT OF THE
PRIMARY STRUCTURE.
H. THE DESIGN OF SLIP TRACKS SHALL CONFORM TO GUIDELINES ESTABLISHED IN SSMA TECHNICAL NOTE
NO. 1 PUBLISHED JAN. 2001.
I. PROVIDE THE MANUFACTURER'S STANDARD TRACK, CLIP ANGLES, BRACING, REINFORCEMENTS,
FASTENERS, AND ACCESSORIES AS RECOMMENDED BY THE MANUFACTURER FOR THE APPLICATION
INDICATED AND AS NEEDED TO PROVIDE A COMPLETE FRAMING SYSTEM. UNLESS OTHERWISE NOTED,
INSTALL THE FRAMING SYSTEM IN ACCORDANCE WITH THE MANUFACTURER'S WRITTEN INSTRUCTIONS
AND RECOMMENDATIONS.
J. ALL EXTERIOR METAL WALL STUDS FOR ELEVATED FLOORS SHALL BE 6" - 18 GAUGE STUDS SPACED AT 16"
OC. MINIMUM SECTION PROPERTIES FOR STUDS SHALL BE:
1. I = 1.30 IN.
2. S = 0.66 IN.
3. FY = 33 KSI (MIN.)
L. WALL SHEATHING SHALL BE FASTENED TO SUPPORTING FRAMING WITH NO. 10, FLAT-HEAD SELF-DRILLING
TAPPING SCREWS WITH A MINIMUM HEAD DIAMETER OF 0.333 INCHES AT THE SPACING INDICATED BELOW
UNLESS NOTED OTHERWISE IN THE SHEAR WALL SCHEDULE:
1. WALL EDGE 6"OC
2. SUPPORTED PANEL EDGES AWAY FROM EDGE OF WALL 6"OC
3. CENTER OF PANELS 12"OC
M. PREPUNCHED HOLES SHALL NOT BE LOCATED WITHIN 10 INCHES OF THE STUD SUPPORT LOCATIONS.
N. USE FLUX COVERED, MILD STEEL ELECTRODES AWS E-6012, E-6013, OR E-7014 FOR WELDING STEEL
STUDS. ALL WELDING SHALL BE PERFORMED IN ACCORDANCE AWS PROCEDURES. CONSULT
MANUFACTURER FOR EQUIPMENT RECOMMENDATIONS AND PROPER ELECTRODE SELECTION. TOUCH UP
WELDED AREAS WITH A ZINC RICH PAINT.
VIII. OPEN WEB STEEL JOISTS
A. STEEL JOISTS AND BRIDGING SHALL BE DESIGNED, FABRICATED, AND ERECTED PER SJI
RECOMMENDATIONS.
B. THE SJI LOAD TABLES SHALL BE TAKEN AS THE MINIMUM DESIGN LOADINGS FOR JOISTS. JOISTS SHALL
ADDITIONALLY BE DESIGNED TO CARRY ALL OTHER LOADINGS INDICATED ON THE DRAWINGS.
C. BRIDGING INDICATED ON PLANS IS FOR PURPOSES OF ILLUSTRATING MISCELLANEOUS ATTACHMENTS
AND DETAILS ONLY. GREATER OR FEWER LINES OF BRIDGING MAY BE REQUIRED BY SJI AND THESE
REQUIREMENTS WILL SUPERSEDE THE CONTRACT DOCUMENTS. SEE PLANS AND DETAILS FOR SPECIAL
BRIDGING AND BRACING REQUIREMENTS.
D. ALL JOISTS SHALL BE CAMBERED IN ACCORDANCE WITH SJI CRITERIA.
E. STEEL JOIST SPACING SHALL NOT EXCEED SPACING INDICATED ON DRAWINGS AND PLACEMENT OF
JOISTS SHALL BE CAREFULLY COORDINATED WITH PARTITIONS AND WORK OF OTHER TRADES TO AVOID
INTERFERENCES.
F. ALL STEEL JOISTS, BRIDGING, AND THEIR CONNECTIONS SHALL BE DESIGNED FOR ALL LOADS
INDICATED ON THE DRAWINGS. WHERE UPLIFT LOADS ARE INDICATED, AN OPPOSING DEAD LOAD OF
10PSF MAY BE UTILIZED.
G. JOISTS AT OR NEAREST TO CENTERLINES OF COLUMNS ARE TO HAVE BOLTED CONNECTIONS.
H. WHERE DOUBLE JOISTS ARE LOCATED PROVIDE BEARING PLATES OF TWICE THE NORMAL WIDTH
SPECIFIED FOR MASONRY WALL SUPPORT.
I. JOIST BEARING DETAILS INDICATING SUPPORT AT THE CENTER LINE OF THE MASONRY WALLS SHALL
NOT BE CHANGED UNLESS APPROVED BY THE ENGINEER.
J. SEAT DEPTHS SHALL BE AS FOLLOWS, ANY DEVIATIONS MUST BE APPROVED PRIOR TO SUBMITTAL OF
SHOP DRAWINGS:
1. K & KCS JOIST:
a. <1/4:12 SLOPE: 2.5"
b. >1/4:12 SLOPE: PER SJI RECOMMENDATIONS
VII. DECKING
A. STEEL DECK SHALL BE DESIGNED AND FABRICATED IN COMPLIANCE WITH THE LATEST EDITION OF THE
STEEL DECK INSTITUTE'S DESIGN MANUAL FOR COMPOSITE DECKS, FORM DECKS, AND ROOF DECKS
PUBLICATION.
B. PROVIDE DECK IN LENGTHS ADEQUATE FOR A THREE-SPAN CONDITION WHERE POSSIBLE.
C. THE CONTRACTOR SHALL VERIFY THE SIZE AND LOCATION OF ALL OPENINGS, SLEEVES, INSERTS, ETC.,
WITH SHOP DRAWINGS OF THE EQUIPMENT TO BE INSTALLED.
D. STEEL DECK SHALL BE ATTACHED TO ALL MEMBERS ON WHOM IT BEARS.
E. STEEL DECK SHALL HAVE SUFFICIENT BEARING AT END AND INTERMEDIATE SUPPORTS TO PREVENT
WEB CRIPPLING (1 1/2" AND 3", RESPECTIVELY). MINIMUM SHORING BEAM WIDTHS SHALL BE PER THE
DECK MANUFACTURER'S RECOMMENDATIONS.
F. DECK MANUFACTURER SHALL PROVIDE CELL CLOSURES, COLUMN CLOSURES, FINISH STRIPS, GIRDER
FILLERS, AND THE ATTACHMENTS AS REQUIRED TO ACHIEVE A COMPLETE SYSTEM.
G. UNLESS INDICATED OTHERWISE, PROVIDE POUR STOPS OF LENGTH, DEPTH AND GAGE APPROPRIATE
FOR OVERHANG AND SLAB DEPTH.
H. GENERAL CONTRACTOR SHALL SUBMIT ALL ALTERNATE PRODUCTS TO THE ENGINEER OF RECORD FOR
APPROVAL PRIOR TO FABRICATION OF ANY MATERIAL
I. CONDUIT SHALL NOT BE CAST WITHIN ANY ELEVATED SLABS WITHOUT ENGINEER APROVAL. IN NO CASE
SHALL CONDUIT OUTER DIAMETER EXCEED 1/3 OF THE SLAB THICKNESS ABOVE THE DECK.
VI. STRUCTURAL STEEL
A. ALL HOT ROLLED STEEL PLATES, SHAPES, SHEET PILING, AND BARS SHALL BE NEW STEEL CONFORMING
TO ASTM SPECIFICATION A6-98A.
B. STRUCTURAL STEEL SHALL BE AS FOLLOWS, U.N.O.:
1. WIDE FLANGE SHAPES ASTM A992 FY = 50 KSI
2. STRUCTURAL RECTANGULAR TUBING ASTM A500 GRADE B FY = 46 KSI
3. ALL OTHER STRUCTURAL STEEL ASTM A36 FY = 36 KSI
4. CONNECTION MATERIALS:
a. ALL OTHER CONNECTION MATERIAL, U.N.O.: ASTM A36 UNLESS A HIGHER GRADE OF STEEL IS
REQUIRED BY STRENGTH AND PROVIDED THE RESULTING SIZES ARE COMPATIBLE WITH THE
CONNECTED MEMBERS.
5. ASTM A572 GRADE 50 IS ACCEPTABLE AS A SUBSTITUTE FOR A992
C. STRUCTURAL STEEL SHALL MEET THE LATEST AISC "SPECIFICATION FOR THE DESIGN, FABRICATION AND
ERECTION OF STRUCTURAL STEEL FOR BUILDINGS".
D. THE CENTERLINES OF ALL COLUMNS AND BEAMS SHALL BE LOCATED ON COLUMN LINES UNLESS
OTHERWISE SHOWN.
E. CONNECTIONS:
1. BOLTS SHALL BE A325N TYPE 1, UNLESS OTHERWISE INDICATED.
2. ALL BOLTS SHALL BE SNUG TIGHT U.N.O. BOLTS SHALL BE TIGHTENED UNTIL ALL PLIES OF THE JOINT
ARE IN FIRM CONTACT.
3. ANCHOR RODS SHALL CONFORM TO ASTM F1554, GRADE 36, UNLESS NOTED OTHERWISE.
4. THREADED RODS SHALL CONFORM TO ASTM A36
5. WELDING SHALL CONFORM TO THE STANDARDS SET FORTH IN AWS PUBLICATION, "WELDING IN
BUILDING CONSTRUCTION".
6. UNLESS NOTED OTHERWISE, ELECTRODES FOR WELDING SHALL CONFORM TO E70XX (SMAW),
F7XX-EXXX (SAW), ER70S-X (GMAW), OR E7XT-X (FCAW).
7. ALL ERECTION DRAWINGS SHALL SHOW ALL FIELD WELDS REQUIRED.
8. CONNECTION DETAILS NOT COMPLETELY DETAILED ON THE DRAWINGS SHALL BE DESIGNED BY THE
CONTRACTOR'S ENGINEER TO RESIST FORCES INDICATED ON THE DRAWINGS. INDICATED FORCES
ARE BASED ON FACTORED LOADS AND ARE INTENDED FOR USE WITH THE LOAD AND RESISTANCE
FACTOR DESIGN METHOD. WHERE NONE ARE INDICATED, BEAMS SHALL BE DESIGNED FOR AN END
REACTION EQUAL TO 1/2 OF THE TOTAL UNIFORM LOAD CAPACITY TABULATED IN THE UNIFORM LOAD
TABLES OF THE AISC MANUAL. THE CONTRACTOR SHALL EMPLOY THE ASSISTANCE OF A
PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF THE PROJECT. DESIGN CALCULATIONS FOR
THE CONNECTIONS DESIGNED BY THE SPECIALTY ENGINEER SHALL BE SUBMITTED FOR THE FILES OF
THE ARCHITECT AND ENGINEER. CALCULATIONS SHALL BEAR THE SEAL OF THE PROFESSIONAL
ENGINEER REGISTERED IN THE STATE OF THE PROJECT. SHOP DRAWINGS CONTAINING
CONNECTIONS FOR WHICH CALCULATIONS HAVE NOT BEEN RECEIVED WILL BE RETURNED
UNCHECKED AS AN INCOMPLETE SUBMITTAL. CONNECTIONS ECCENTRICITY SHALL BE TAKEN INTO
ACCOUNT WHEN DESIGNED AND DETAILING THE CONNECTION.
F. WHERE THE WORK OF OTHER TRADES REQUIRES CUTS, HOLES, ETC., IN STRUCTURAL STEEL MEMBERS,
CUTS, HOLES, ETC., SHALL BE MADE IN THE SHOP AND SHALL BE SHOWN ON THE SHOP DRAWINGS.
MAKING HOLES OR CUTS IN STRUCTURAL STEEL MEMBERS IN THE FIELD WILL NOT BE PERMITTED
WITHOUT SPECIFIC APPROVAL OF THE ENGINEER.
G. GROUT BELOW BASE PLATES SHALL BE NON-METALLIC, NON-SHRINK GROUT WITH A MINIMUM STRENGTH
OF 6000 PSI WHEN BEARING ON 3000 PSI CONCRETE OR LESS, STRENGTH OF 8000 PSI WHEN BEARING ON
CONCRETE BETWEEN 3000 AND 4000 PSI.
H. ALL STRUCTURAL STEEL SHALL BE SHIPPED WITH ONE COAT OF SHOP PRIMER EXCEPT THOSE MEMBERS
THAT ARE GALVANIZED OR IN AREAS SCHEDULED TO RECEIVE FIRE PROOFING. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR COORDINATING AREAS TO BE FIRE PROOFED.
III. FOUNDATIONS
A. FOUNDATION DESIGN IS BASED ON THE GEOTECHNICAL INVESTIGATION REPORT BY PSI, INC DATED
MAY 26, 2015.
B. CONTRACTOR SHALL OBTAIN A COPY OF THE SOILS REPORT AND ADHERE TO ALL RECOMMENDATION
WITHIN, INCLUDING PREPARATION OF SOILS AT BUILDING PAD.
C. ALL SOILS WORK, INCLUDING BACKFILL OF UTILITY TRENCHES AND THE VERIFICATION OF BEARING
CAPACITY OF SAME SHALL BE UNDER THE DIRECTION OF A QUALIFIED SOILS ENGINEER. PROXIMITY OF
UTILITY TRENCHES TO BUILDING FOUNDATION SYSTEM SHALL BE AS APPROVED BY THE SOILS
ENGINEER TO INSURE INTEGRITY OF THE BEARING SOILS.
D. ALL FOOTINGS SHALL BEAR ON UNDISTURBED EARTH OR ENGINEERED FILL AT ELEVATIONS SHOWN ON
PLANS AND DETAILS. FLOOR SLABS SHALL BEAR ON 4 INCHES OF COMPACTED STONE. THE MOISTURE
RETARDER SHALL BE PLACED BETWEEN THE STONE AND THE SLAB.
E. NO FOUNDATION CONCRETE SHALL BE INSTALLED UNTIL ALL FOUNDATION WORK HAS BEEN
COORDINATED WITH UNDERGROUND UTILITIES. THE CONTRACTOR SHALL NOTIFY THE ENGINEER OF
RECORD OF ALL CONFLICTS THAT EXIST BETWEEN FOOTINGS AND UTILITIES.
F. ALL FOUNDATIONS OR PORTIONS THEREOF, BELOW GRADE MAY BE EARTH FORMED BY NEAT
EXCAVATIONS.
G. UNLESS OTHERWISE SHOWN, ALL FOOTINGS SHALL BE CENTERED ON WALLS AND/OR COLUMNS.
H. THE CONTRACTOR SHALL DETERMINE THE EXTENT OF CONSTRUCTION DEWATERING REQUIRED FOR
THE EXCAVATION. THE CONTRACTOR SHALL SUBMIT TO THE GEOTECHNICAL ENGINEER FOR REVIEW
THE PROPOSED PLAN FOR CONSTRUCTION DEWATERING, PRIOR TO EXCAVATION.
I. FOOTINGS SHALL NOT BE PLACED ON FROZEN SUBGRADE OR IN STANDING WATER.
J. FOUNDATION TYPE
1. SPREAD FOOTING:
a. TOTAL LOAD: 2,000 PSF NET PRESSURE
II. DESIGN CRITERIA
A. THE CONTRACT DOCUMENTS ARE BASED ON THE REQUIREMENTS OF THE 2013 INDIANA BUILDING CODE
(2012 INTERNATIONAL BUILDING CODE)
B. DEAD LOADS
1. TYPICAL ROOF SYSTEMS: (20 PSF TOTAL)
a. MEP*: 10 PSF
b. INSULATION & ROOFING: 10 PSF
* MISCELLANEOUS CEILING AND HANGING MECHANICAL LOADS SUCH AS DUCT WORK AND SPRINKLER
PIPES.
C. LIVE LOADS
1. LIVE LOADS ARE BASED ON THE MORE RESTRICTIVE OF THE UNIFORM LOAD LISTED BELOW OR THE
CONCENTRATED LOAD LISTED ACTING OVER A 6.25 SQUARE FOOT AREA EXCEPT FOR PARKING
GARAGES WHICH ACT OVER AN AREA OF 20 SQUARE INCHES. LIVE LOADS HAVE BEEN REDUCED AS
PRESCRIBED IN THE AFOREMENTIONED BUILDING CODE.
CATEGORY UNIFORM LOAD (PSF) CONCENTRATED LOAD (LBS)
a. DINING ROOMS/RESTAURANTS 100
b. ROOFS
ALL ROOF SURFACES SUBJECT TO WORKERS 300*
ORDINARY ROOF 20
*OR EQUIPMENT WEIGHT IF GREATER
D. DESIGN SNOW LOAD:
GROUND SNOW LOAD, PG 20 PSF
FLAT ROOF SNOW LOAD, PF 20 PSF
EXPOSURE FACTOR, CE 1.0
SNOW THERMAL FACTOR, CT 1.0
SNOW IMPORTANCE FACTOR, I 1.0
RAIN ON SNOW SURCHARGE 5 PSF
E. DESIGN WIND LOADS:
BASIC WIND SPEED, Vu 115 MPH (3 SECOND GUST)
WIND IMPORTANCE FACTOR, I 1.0
EXPOSURE B
INTERNAL PRESSURE COEFF GCPI ±0.18
COMPONENT AND CLADDING LOADS (ULTIMATE):
F. SEISMIC LOADS:
SHORT PERIOD SPECTRAL RESPONSE ACCELERATION, SS 0.146
1-SEC PERIOD SPECTRAL RESPONSE ACCELERATION, S1 0.081
SHORT PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION, SDS 0.156
1-SEC PERIOD DESIGN SPECTRAL RESPONSE ACCELERATION, SD1 0.130
RISK CATEGORY II
SEISMIC DESIGN CATEGORY B
SITE CLASS D
BASIC SEISMIC-FORCE RESISTING SYSTEM BUILDING FRAME - LIGHT FRAME SHEAR WALL
RESPONSE MODIFICATION FACTOR, R 7.0
DEFLECTION AMPLIFICATION FACTOR, CD 4.5
SEISMIC IMPORTANCE FACTOR IE 1.0
SEISMIC RESPONSE COEFFICIENT CS 0.022
ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
DESIGN BASE SHEAR V 4 KIPS
G. THE CONTRACTOR SHALL VERIFY ALL MECHANICAL EQUIPMENT WEIGHTS, LOCATIONS AND
ASSOCIATED OPENINGS WITH THE MECHANICAL CONTRACTOR AND SUBMIT SUCH INFORMATION PRIOR
TO FABRICATION OF THE SUPPORTING STRUCTURE. PROMPTLY NOTIFY THE ENGINEER IF THE ACTUAL
WEIGHT EXCEEDS THE WEIGHT SHOWN ON THE STRUCTURAL DRAWINGS.
I. GENERAL
A. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH THE ARCHITECTURAL, MECHANICAL,
ELECTRICAL, SHOP DRAWINGS AND SPECIFICATIONS.
B. IT IS THE GENERAL CONTRACTOR'S RESPONSIBILITY TO OBTAIN ALL CONTRACT DOCUMENTS AND
LATEST ADDENDA AND TO SUBMIT TO ALL SUBCONTRACTORS AND SUPPLIERS PRIOR TO THE
SUBMITTAL OF SHOP DRAWINGS.
C. THE GENERAL CONTRACTOR SHALL COMPARE ALL CONTRACT DRAWINGS AND REPORT ANY
DISCREPANCY BETWEEN DISCIPLINES AND WITHIN A GIVEN DISCIPLINE TO THE ARCHITECT AND
ENGINEER PRIOR TO FABRICATION AND ERECTION.
D. IF A CONFLICT EXISTS AMONG THE STRUCTURAL DRAWINGS, GENERAL NOTES, OR THE
SPECIFICATIONS, THE STRICTEST REQUIREMENTS, AS INDICATED BY THE ENGINEER, SHALL GOVERN.
E. THE CONTRACTOR SHALL COORDINATE ALL ELEVATIONS AND DIMENSIONS, INCLUDING BUT NOT
LIMITED TO THOSE FOR OPENINGS IN WALLS AND IN ROOF AND FLOOR SYSTEMS, WITH THE
ARCHITECTURAL, PLUMBING, ELECTRICAL, AND MECHANICAL PLANS.
F. ALL DIMENSIONS, ELEVATIONS, AND ANY OTHER CONDITIONS OF ANY EXISTING STRUCTURES OR
OTHER FEATURES SHALL BE VERIFIED BY THE GENERAL CONTRACTOR AND ANY DISCREPANCIES WITH
THE CONTRACT DRAWINGS REPORTED TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH
THE AFFECTED PART OF THE WORK. DURING THE CONSTRUCTION PROCESS, IT SHALL BE SOLELY THE
CONTRACTOR'S RESPONSIBILITY TO MAINTAIN THE INTEGRITY OF THE EXISTING STRUCTURE AND TO
PROTECT FROM DAMAGE ANY PORTIONS THAT ARE TO REMAIN.
G. THE COMPLETED LATERAL-FORCE RESISTING SYSTEMS AND DIAPHRAGMS ARE REQUIRED FOR THE
STRUCTURE TO RESIST LATERAL LOADS AND PROVIDE STABILITY UNDER GRAVITY LOADS. DURING THE
CONSTRUCTION PROCESS, THE CONTRACTOR SHALL PROVIDE ALL REQUIRED BRACING DURING
CONSTRUCTION TO MAINTAIN THE STABILITY AND SAFETY OF ALL STRUCTURAL ELEMENTS UNTIL THE
LATERAL-LOAD RESISTING OR STABILITY-PROVIDING SYSTEM IS COMPLETELY INSTALLED AND THE
STRUCTURE IS COMPLETELY TIED TOGETHER.
H. UNLESS OTHERWISE NOTED, DETAILS SHOWN ON ANY DRAWING ARE TO BE CONSIDERED TYPICAL FOR
ALL SIMILAR CONDITIONS.
I. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL CONSTRUCTION MEANS AND METHODS
AND FOR SAFETY PRECAUTIONS AND PROGRAMS.
J. BRITT, PETERS & ASSOCIATES, INC. SHALL NOT BE RESPONSIBLE FOR THE ACTS OR OMISSION OF THE
CONTRACTOR OR FOR THEIR FAILURE TO CARRY OUT THE WORK IN ACCORDANCE WITH THE CONTRACT
DOCUMENTS.
ft 7.7 Width of pressure coeff. zone, a:
-29.1 -33.2 -36.3 -39.4 -43.5 -46.6 -
37.3 38.7 39.7 45.3 52.7 58.2 +Area 3 Corner
-29.1 -31.8 -33.9 -36.0 -38.7 -40.8 -
37.3 38.7 39.7 45.3 52.7 58.2 +Area 2 Edge
Parapet:
Effective Wind Area (sqft)
Parapet Design Pressure (psf):
-16.0 -16.0 -16.0 -25.2 -39.5 -50.3 -
16.0 16.0 16.0 16.0 16.0 16.0 +Area 3
Corner
-19.9 -25.0 -28.7 -29.3 -30.0 -30.5 -
16.0 16.0 16.0 16.0 16.0 16.0 +Area 2
Edge
-19.9 -25.0 -28.7 -29.3 -30.0 -30.5 -
16.0 16.0 16.0 16.0 16.0 16.0 +Area 1
Interior
500 200 100 50 20 10 Overhang:
-23.0 -23.0 -23.0 -26.8 -31.8 -35.6 -
16.0 16.0 16.5 17.7 18.5 19.4 +Area 3 Corner
-23.0 -23.0 -23.0 -26.8 -31.8 -35.6 -
16.0 16.0 16.5 17.7 18.5 19.4 +Area 2 Edge
-19.4 -19.4 -19.4 -19.9 -20.6 -21.2 -
16.0 16.0 16.0 16.0 16.0 16.0 +Area 1 Interior
Roof:
-16.2 -18.4 -20.1 -22.4 -24.1 -25.9 -
16.0 16.0 16.5 17.7 18.5 19.4 +Area 5 Edge
-16.2 -17.3 -18.2 -19.3 -20.1 -21.0 -
16.0 16.0 16.5 17.7 18.5 19.4 +Area 4 Interior
Walls:
Effective Wind Area (sqft)
Design Wind Pressure (psf):
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
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20
1
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604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
GENERAL NOTES
S0.0
NO. DATE REMARKS
X-5. PRIOR TO PLACEMENT OF CONTROLLED FILL, OBSERVE SUBGRADE AND VERIFY THAT SITE HAS
BEEN PREPARED PROPERLY
-X4. VERIFY USE OF PROPER MATERIALS, DENSITIES, AND LIFT THICKNESSES DURING PLACEMENT
AND COMPACTION OF CONTROLLED FILL
X-3. PERFORM CLASSIFICATION AND TESTING OF CONTROLLED FILL MATERIALS.
X-2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER DEPTH AND HAVE REACHED PROPER
MATERIAL.
X-1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE ADEQUATE TO ACHIEVE THE DESIGN
BEARING CAPACITY.
1705.6 SOILS
PERIODIC CONTINUOUS
IBC REFERENCE REFERENCED STANDARD
FREQUENCY OF INSPECTION
VERIFICATION AND INSPECTION
X-1. VERIFY COMPLIANCE WITH APPROVED SUBMITTALS
TABLE 1.19.1 LEVEL A QUALITY ASSURANCE
1705.4 TMS 402/ACI 530/ASCE 5 AND TMS
602/ACI 530.1/ASCE 6 MASONRY CONSTRUCTION
PERIODIC CONTINUOUS
IBC REFERENCE REFERENCED STANDARD
FREQUENCY OF INSPECTION
VERIFICATION AND INSPECTION
ACI 318: 6.1.1 X-12. INSPECT FORMWORK FOR SHAPE, LOCATION, AND DIMENSIONS OF THE CONCRETE MEMBER
BEING FORMED
ACI 318: 6.2 X-
11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR TO STRESSING OF TENDONS IN
POST-TENSIONED CONCRETE AND PRIOR TO REMOVAL OF SHORES AND FORMS FROM BEAMS
AND STRUCTURAL SLABS.
ACI 318: CH. 16 X-10. ERECTION OF PRECAST CONCRETE MEMBERS.
ACI 318: 18.18.4 -XB. GROUTING OF BONDED PRESTRESSING TENDONS IN THE SEISMIC FORCE-RESISTING SYSTEM
ACI 318: 18.20 -XA. APPLICATION OF PRESTRESSING FORCES
9. INSPECTION OF PRESTRESSED CONCRETE
1910.9 ACI 318: 5.11-5.13 X-8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING TEMPERATURE AND TECHNIQUES
1910.6, 1910.7, 1910.8 ACI 318: 5.9, 5.10 -X7. INSPECTION OF CONCRETE AND SHOTCRETE PLACEMENT FOR PROPER APPLICATION
TECHNIQUES
1910.10 ASTM C 172, ASTM C 31, ACI 318: 5.6,
5.8 -X
6. AT THE TIME FRESH CONCRETE IS SAMPLED TO FABRICATE SPECIMENS FOR STRENGTH TESTS,
PERFORM SLUMP AND AIR CONTENT TEST, AND DETERMINE THE TEMPERATURE OF THE
CONCRETE
1904.2, 1910.2, 1910.3 ACI 318: CH. 4, 5.2-5.4 X-5. VERIFYING USE OF REQUIRED DESIGN MIX.
1909.1 ACI 318: 3.8.6, 8.1.3, 21.2.8 X-4. INSPECTION OF ANCHORS POST-INSTALLED IN HARDENED CONCRETE MEMBERS
1908.5, 1909.1 ACI 318: 8.1.3, 21.2.8 X-3. INSPECTION OF ANCHORS CAST IN CONCRETE WHERE ALLOWABLE LOADS HAVE BEEN
INCREASED OR WHERE STRENGTH DESIGN IS USED.
AWS D1.4, ACI 318: 3.5.2 --2. INSPECTION OF REINFORCING STEEL WELDING IN ACCORDANCE WITH TABLE 1705.2.2, ITEM 2B.
1910.4 ACI 318: 3.5, 7.1-7.7 X-1. INSPECTION OF REINFORCING STEEL, INCLUDING PRESTRESSING TENDONS, AND PLACEMENT.
1705.3 ACI 318 CONCRETE CONSTUCTION
PERIODIC CONTINUOUS
IBC REFERENCE REFERENCED STANDARD
FREQUENCY OF INSPECTION
VERIFICATION AND INSPECTION
1705.2.2.2 X-A. VERIFY TEMPORARY AND PERMANENT RESTRAINT/BRACING ARE INSTALLED IN ACCORDANCE
WITH THE APPROVED TRUSS SUBMITTAL PACKAGE
4. COLD-FORMED STEEL TRUSSES SPANNING 60 FEET OR GREATER
X-D. OTHER REINFORCING STEEL
-XC. SHEAR REINFORCEMENT
-X
B. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL FORCES IN INTERMEDIATE AND SPECIAL
MOMENT FRAMES, BOUNDARY ELEMENTS OF SPECIAL CONCRETE STRUCTURAL WALLS AND
SHEAR REINFORCEMENT AWS D.1, ACI 318: SECTION 3.5.2
X-A. VERIFICATION OF WELDABILITY OF REINFORCING STEEL OTHER THAN ASTM A706
1705.2.2.1.2 3. REINFORCING STEEL
AISC 360, N6 X-B. OTHER FASTENERS
AWS D1.3 X-A. WELDING
1705.2.2.1.1 2. CONNECTION OF COLD-FORMED STEEL DECK TO SUPPORTING STRUCTURE
X-B. MANUFACTURER'S CERTIFIED TEST REPORTS
APPLICABLE ASTM MATERIAL
STANDARDS X-A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED
CONSTRUCTION DOCUMENTS
1. MATERIAL VERIFICATION OF COLD-FORMED STEEL DECK
1705.2.2 STEEL CONSTRUCTION OTHER THAN STRUCTURAL STEEL
PERIODIC CONTINUOUS
IBC REFERENCE REFERENCED STANDARD
FREQUENCY OF INSPECTION
VERIFICATION AND INSPECTION
AISC 360, N6 7. COMPOSITE CONSTRUCTION
AISC 360, N5.6 C. INSPECTION TASKS AFTER TO BOLTING
AISC 360, N5.6 B. INSPECTION TASKS DURING TO BOLTING
AISC 360, N5.6 A. INSPECTION TASKS PRIOR TO BOLTING
6. STRUCTURAL STEEL BOLTING
AISC 360, N5.4 C. INSPECTION TASKS AFTER TO WELDING
AISC 360, N5.4 B. INSPECTION TASKS DURING TO WELDING
AISC 360, N5.4 A. INSPECTION TASKS PRIOR TO WELDING
5. STRUCTURAL STEEL WELDING
X-4. VERIFY MEMBER LOCATIONS, BRACES, STIFFENERS, AND APPLICATION OF JOINT DETAILS AT
EACH CONNECTION COMPLY WITH CONSTRUCTION DOCUMENTS
1705.3 X-3. EMBEDMENTS
AISC 360, A3 X-B. MANUFACTURER'S CERTIFIED MILL TEST REPORTS
AISC 360, A3 X-A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED
CONSTRUCTION DOCUMENTS
2. MATERIAL VERIFICATION OF STRUCTURAL STEEL
AISC 360, N3 --1. FABRICATOR AND ERECTOR DOCUMENTS
1705.2 AISC 360 STEEL CONSTRUCTION
PERIODIC CONTINUOUS
IBC REFERENCE REFERENCED STANDARD
FREQUENCY OF INSPECTION
VERIFICATION AND INSPECTION
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
I
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P
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20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
CO
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
SPECIAL INSPECTIONS
S0.1
NO. DATE REMARKS
1
1 2
27'-11 1/2" 32'-4" 21'-7 1/2" 3'-8"
3 3.8
4
4
AA
A.4 A.4
A.9
B
C
C.4
DD
1.9 2.2 2.8 3.3 3.7
2'
-
1
1
3
/
4
"
18
'
-
6
1
/
4
"
19
'
-
6
"
S W 1
2 0 '-1 "
1 5 '-6 "
A.2
C.1
C.2
1 5 '-2 "
8 '-5 "
1 5 '-4 "
2 9 '-8 "
8 '-0 "
25'-7 1/2" 9'-9" 19'-3 1/2" 9'-11 1/2" 14'-0" 6'-11 1/2"
1 '-1 0 1 /4 "
3 '-3 3 /4 "
1 1 '-5 1 /2 "
3 '-3 3 /4 "
3'-3 3/4" 11'-5 1/2" 3'-3 3/4" 8'-6 1/2"
1 '-5 "
1'-5"
5"
1'-0"
8 "
3'-10" 7'-2 1/4" 14'-4 5/8" 3'-10" 5"
18'-6 1/8"
3'-4" 10'-8 1/2" 3'-4"
2"
2 "
3 '-4 "
9 '-0 "
3 '-4 "
7 '-1 0 "
3 '-4 "
7 '-1 0 "
3 '-4 "
7 '-0 "
3 '-4 "
2 "
8 '-9 7 /8 "
4 8 '-8 "
7 '-0 7 /8 "
1 5 '-6 "
HSS5X5X1/4
HSS5X5X1/4
HSS5X5X5/16 HSS5X5X1/4
HSS5X5X1/4
HSS5X5X5/16
HSS5X5X5/16
HSS5X5X1/4
HSS5X5X5/16
HSS5X5X5/16
HSS5X5X5/16
HSS5X5X1/4
HSS5X5X1/4
HSS5X5X1/4 HSS5X5X1/4
HSS5X5X1/4
HSS5X5X1/4 HSS5X5X1/4
HSS5X5X1/4 HSS5X5X1/4 HSS5X5X1/4 HSS5X5X1/4 HSS5X5X1/4
HSS5X5X1/4
HSS5X5X1/4
F5.0 F5.0
F5.0
F5.0
F5.0
F5.0
3 3/4"
3 '-2 3 /4 "
1 '-8 1 /2 "
1 '-8 1 /2 "
3 '-4 3 /4 "
5"
1 '-0 "
1 '-0 "
1'-0"
6"
6 "
5" 5"
1 5 '-1 1 /8 "
3 '-5 3 /4 "
5 '-4 1 /8 "
4'-4 1/2"
F O S
2 "
1 1 "
5 "
1 '-8 "
1 1 "
8" FOS
8 " F O S
8 " F O S
2"
2" FOS
2'-0"
SW2
12'-2 1/2" 2'-0"
2 '-0 "
S W 3
1 2 '-3 3 /8 "
2 '-0 "
S W 3
7 '-6 1 /2 "
SW2
25'-2 1/2"
BP2 BP3
BP2
BP2
BP2
BP2
BP2
BP2
BP3
5"
BP2 BP2
6
S3.0
2
S3.0
1
S3.0
5
S3.0
8
S3.0
7
S3.0
4
S3.0
NOTE 2
NOTE 3
F3.0
F3.0
F3.0
F3.0
F3.0 F3.0
F3.0
F3.0 F3.0
F3.0 F3.0 F3.0 F3.0 F3.0
F3.0
W F 1 .8
W F 4 .0
W F 1 .5
W F 1 .5
WF4.0
WF1.5
WF1.5
WF4.0
WF1.5
WF4.0
W F 4 .0
WF4.0
WF1.8
7 6 '-7 "
85'-7"
1'-4"
12'-1 1/2" 1'-4" 4'-8 1/2" 11'-10" 1'-4"
5 '-8 "
1 '-4 "
1 0 '-8 "
1 '-4 "
NOTE 12
NOTE 12
NOTE 12
NOTE 12
NOTE 12
9
S3.0
3
S3.0
WF1.5
10" DIA PONDEROSA
PINE TYP AT PATIO
S W 1
1 8 '-1 1 /4 "
2 '-0 "
NOTE 11
NOTE 11
NOTE 11
NOTE 11
NOTE 11
NOTE 11
NORTH
SLOPE DN
REF ARCH
6
S3.0
SIM
4
S1.3
6
S3.0
SIM
CJ
C J
REF NOTE 3
NOTE:
REF ARCH FOR
FLOOR SLOPES TO
TRRENCH DRAINS
5
S1.3
1'-10 5/8" TYP
NOTE 13
HSS3x3x1/4 HSS3x3x1/4 HSS3x3x1/4
11
S3.0
BP4 BP4 BP4
4
S1.3
SIM.
W F 1 .5
3'-9 3/4"
2'-10 1/2" 6"
11"
5 "
3 '-4 3 /4 "
362S 162-33 MIL STUDS @ 16" OC
REF ARCH FOR WALL LAYOUT
AT EQUIPMENT PLATFORM ABOVE
2'-0"
SW2
13'-5 1/2" 2'-0"
WF4.0
3'-9 3/4"
12'-0 1/16" 55'-11 1/4" 15'-3 11/16" 3'-8"
11"
2'-10 1/2"
2
S3.0
1
S3.0
3
S3.0
1
S3.0
7
S3.0
1
S3.0
1
S3.0
5'-4 1/2"
3'-4" 1'-8 1/2" 10'-11 1/4" 3'-4" 12'-8" 3'-4"
6 '-4 "
WF1.5 WF1.5 WF1.5
WF1.8
W F 1 .8
W F 1 .5
W F 1 .8
W F 1 .5
W F 4 .0
1. FINISHED FLOOR ELEVATION = 0'-0".
2. 4" CONC. SLAB REINF. W/6x6-W2.1xW2.1 WWR ON 10 MIL VAPOR
RETARDER ON 4" STONE BASE ON GRADE.
3. 4" CONC. SLAB ON 4" STONE BASE ON GRADE.
3. CONTROL JOINT SHALL BE PLACED AT 15 FEET OC MAX.
SLAB UNITS CREATED BY JOINT LAYOUTS SHALL BE AS SQUARE
AS POSSIBLE & WITH A MINIMUM ASPECT RATIO OF 1.25 TO 1.
IN ADDITION, CONTROL JOINTS SHALL BE LOCATED AT THE CORNERS
OF ALL ISOLATION POCKETS.
REFER TO 3/S4.00 FOR DETAILS.
4. DIMENSIONS TO EDGE OF SLAB, UNO.
5. T/FTG = [X'-X"] DENOTES TOP OF FOOTING ELEVATION:
[-0'-8"] INTERIOR, TYP UNO.
[-2'-6"] EXTERIOR, TYP UNO.
6. F# DENOTES FOOTING TYPE, REFER TO SCHEDULE ON S2.0.
7. WF# DENOTES WALL FOOTING TYPE, REFER TO SCHEDULE ON S2.0.
8. REFER TO SECTIONS ON S3.0 FOR WALL FOOTINGS.
9. EXTERIOR WALLS SHALL BE FRAMED W/ 600S 200-43 MIL STUDS
@ 16" OC TYP UNO, SEE SECTIONS FOR LOCATIONS.
10. SW# DENOTES SHEAR WALL, REFER TO SCHEDULE ON S2.0.
11. DOUBLE WYTHE 8" CMU WALL REINFORCED WITH #5 @ 16" OC.
12. SHEAR WALL ANCHORS MUST BE CAST IN PLACE.
13. DENOTES INSULATED SLAB ON GRADE, REF 17/S2.0 & ARCH.
DWGS FOR EXTENTS.
FOUNDATION/SLAB NOTES
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
I
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P
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20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
CO
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
FOUNDATION PLAN
S1.1
1/4" = 1'-0" 1 FOUNDATION PLAN
NO. DATE REMARKS
1
1 2
3
3 3.8 4
AA
A.4 A.4
A.9
B
C
C.4
DD
1.9 2.2 2.8 3.3 3.7
A.2
C.1
C.2
27'-11 1/2" 32'-4" 25'-3 1/2"
1 5 '-2 "
8 '-5 "
1 5 '-4 "
2 2 '-2 "
7 '-6 "
8 '-0 "
2 '-1 1 3 /4 "
1 8 '-6 1 /4 "
1 9 '-6 "
2 0 '-1 "
1 5 '-6 "
25'-7 1/2" 9'-9" 19'-3 1/2" 9'-11 1/2" 14'-0"
W 1 4 X 2 2
W14X22 W14X22
W 1 4 X 2 2
W 1 2 X 1 9
W 1 4 X 2 2
W 1 4 X 2 2
W12X19
W 1 2 X 1 9
W 1 2 X 1 9
W 1 2 X 1 9
W 1 4 X 2 2
W 1 4 X 2 2
W 1 4 X 2 2
W 1 4 X 2 2
W 1 2 X 1 9
W 1 2 X 1 9
W 1 2 X 1 9
W 1 2 X 1 9
W 1 2 X 1 9
W14X22
W12X19 W14X22
W14X22 W14X22 W14X22
W12X19
21'-7 1/2" 3'-8"
18'-4" 6'-11 1/2"
78'-7 1/2"
7 6 '-7 "
B /D E C K = 2 1 ' - 1 0 1 /2 "
B /D E C K = 2 0 ' - 1 "
2
S4.0
4
S4.0
1
S4.0
3
S4.0
11
S4.0 11
S4.0
SIM
NOTE 4
NOTE 5 TYP
NOTE 4 NOTE 4
NOTE 4
NOTE 5 TYP
NOTE 5 TYP
NOTE 3
NOTE 3
N O T E 2
SLOPE
DN
MUA-3
2250#
MUA-3
857#
KEF-3
373#
KEF-2
182#
KEF-4
180#
MUA-2
619#
KEF-1
182#
RTU-2
1022#
RTU-1
1624#
KEF-5
243#
RTU-3
1624#
RTU-4
1624#
EF-1
70#
RTU-5
2522#
NORTH
5 '-6 "
4 '-6 "
5 '-0 "
4 '-0 "
4 '-0 "
4 '-8 "
4 '-0 "
3 '-1 "
3 '-0 "
4 '-6 "
5 '-0 "
NOTE 8
4 '-0 "
4 '-6 "
20K3
20K3
20KCS2
20KCS2
20K3
20K3
20KCS2
20KCS2
20K3
20KCS2
20KCS2
20KCS2
20K3
20K5
20K5
20K5
18KCS3
18KCS3
20K5
20K5
20K5
20K5
20K5
20KCS3
20KCS3
20K5
18K3
18K3
18K3
18K3
18K3
18KCS2
18KCS2
18KCS2
18K3
18K3
18K3
18K3
18K3
NOTE 8
NOTE 8
NOTE 8
NOTE 8
J O I S T S @ 6 '-0 " O .C . M A X
J O I S T S @ 6 '-0 " O .C . M A X
J O I S T S @ 6 '-0 " O .C . M A X
R 1 5
R 1 5
R 1 5
R 1 5
R 1 5
R 1 5
R 1 5
R 2 5
R 2 5
R 2 5
R 2 5
R 2 5
R 2 5
R 2 5
R 2 5
R15 R15 R15
R15
R15 R15 R15 R15
R15
R 1 5
R 1 5
NOTE 7 TYP
NOTE 7 TYP
NOTE 7 TYP
10'-0"
L5x5x5/16 @ 5'-0" OC
L5x5x5/16 TYP
13
S4.0
4
S4.0
9
S4.0
1
S4.0
SIM
SIM
L5x5x5/16 TYP
L5x5x5/16 TYP
14
S4.0
9
S4.0
8
S4.0
17
S4.0
NOTE 8
NOTE 8
SIGN
REF ARCH.
ROOF FRAMING PLAN NOTES
1. B/ DECK ELEVATION = REF PLAN.
2. 1.5" 22 GA TYPE B G60 GALVANIZED METAL ROOF DECK,
REF 16/S2.0 FOR ATTACHMENT.
3. ALIGN JOIST WITH WALL ABOVE AS SHOWN. DESIGN JOISTS FOR
THE FOLLOWING SERVICE LOADS FROM THE TOWER WALL:
DL = 405 PLF
LL = 240 PLF
WL = 113 PLF ±
4. UPLIFT BRIDGING AT FIRST PANEL POINT PER SJI.
5. STANDARD BRIDGING PER SJI.
6. TOWER WALLS SHALL BE FRAMED WITH 600S162-43 MIL
STUDS @ 16" OC.
7. REF 11/S2.0 FOR CURB/OPENING FRAMING.
8. DESIGN TRUSSES FOR ±385 PLF SERVICE WIND LOAD.
W12x19 ( )
R50 A20 M50/0
NUMBER OF SHEAR CONNECTIONS
MOMENT CONNECTION
EACH END
REACTION (KIPS)
DENOTES END MOMENTS OF 50 K-FT
AT LEFT END AND 0 K-FT AT RIGHT END
DENOTES AXIAL FORCE FOR
CONNECTION DESIGN (KIPS)
1.5C
CAMBER
BEAM LEGEND
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
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20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
MAIN ROOF FRAMING PLAN
S1.2
1/4" = 1'-0" 1 ROOF FRAMING PLAN
NO. DATE REMARKS
1
DD
3.7
11
S4.0
11
S4.0
SIM
4 '-2 "
1 5 '-1 1 /2 "
4 '-2 "
4'-2" 15'-9 5/8" 4'-2"
4'-2" 12'-9 1/2" 6'-2 1/4"
23'-1 3/4"
2 5 '-6 3 /8 "
4 '-2 "
1 7 '-2 1 /4 "
4 '-2 1 /8 "
1 '-8 1 /2 "
2 '-3 1 /4 "
1 '-9 1 /4 "
2 '-3 1 /4 "
6" 3'-9"
2'-5 1/2"
1'-8 1/2"
1'-9 1/2" 2 3/4"
3'-6"
1 '-2 7 /8 "
11 3/8"
1 '-1 1 3 /4 "
1'-11 3/4"
SLOPE
DN
2 3 '-5 1 /2 "
24'-1 5/8"
SLOPE
DN
S L O P E
D N
S L O P E
D N
NOTE 3
(2) 600S162-43 MIL STUDS
TYP AT VALLEYS
NOTE 3
N O T E 3
N O T E 3
NOTE 3
N O T E 3
NOTE 3
N O T E 3 SLOPE
DN
SLOPE
DN
S L O P E
D N
S L O P E
D N
B/ DECK =
31'-9 1/4" TYP
AT PERIMETER
B/ DECK =
35'-1 1/4" TYP
AT PERIMETER
4'-5"
1 '-5 1 /4 "
6'-5 1/4"
5 '-1 1 1 /4 "
5
S4.0
4
B
C
C.4
4 x 8 R O U G H S A W N C E D A R @ 2 4 " O C
6x10 ROUGH SAWN
CEDAR TYP
6x10 ROUGH SAWN
CEDAR TYP
6x10 ROUGH
SAWN CEDAR
6x10 ROUGH SAWN CEDAR
3
S1.3
HIGH ROOF FRAMING PLAN NOTES
1. B/ DECK ELEVATION = REF PLAN.
2. 1.5" 22 GA TYPE B G60 GALVANIZED METAL ROOF DECK,
REF 16/S2.0 FOR ATTACHMENT.
3. 600S162-43 MIL STUDS @ 16" OC.
2 "
2 " 4 "
2 "
2 "
2 "
4 " 2 "
1 1 /2 "
RAFTER REF PLAN
BEAM REF PLAN
PL 1/4"x3"x0'-8" W/
(2) 1/2" DIA THRU BOLTS
10 1/2" ID STD PIPE W/
(1) 1/2" DIA THRU BOLT
REF ARCH.
COL REF PLAN
3/16
TYP
PL 1/4"x2"x1'-0" EA SIDE
10 1/2" INSIDE DIAMETER
STD PIPE W/
3/8" END PL & (1)
1/2" DIA THRU BOLT
L3x3x1/4 W/ 1/2" DIA x 4"
LAG BOLT EA SIDE
& (1) 1/2" THRU BOLT
AT EA RAFTER
3/16
EA SIDE
NOTE:
ALL STEEL AT PATIO
SHALL BE HOT DIP GALV
W/ POWDER COAT
FINISH, REF ARCH
#5@12" O.C. EA. WAY
8" CMU W/#5@16" O.C.
4#5xCONT.
PL1/2"x13"x1'-1" W/(4)
1/2" DIA. ANCHOR RODS
1 '-0 "
10 1/2" INSIDE DIA STD. PIPE
3 '-8 "
1'-1"
EQ EQ
1 '-1 "
E Q
E Q
.
TYP
1 1/2"
BASE PLATE
4
CONC SLAB
REF PLAN
METAL STUD WALL
REF PLAN
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
2'-1 5/8"
(3) #3 @ 2" OC
REM @ 6" OC
ROUND WOOD
COL REF PLAN
(3) #5 VERT
CL
COL
REF 5/S3.0
1'-10 5/8" 8" 8"
8 "
1 '-4 "
8 "
4CL
COL
(3) #5 EA WAY
AT PILASTER
1 2
A
A.4
7 '-5 "
8 '-8 3 /4 "
W10x12 W10x12
8'-3 3/4" 6'-9 1/2" 7'-5"
7 3 /4 "
7'-6 1/8" 15'-0" 5'-5 3/8" 2'-4"
800S200-43 MTL STUDS @ 24" OC
18
S4.0
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
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P
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T
E
R
S
20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
CO
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
HIGH ROOF & TRELLIS FRAMING
PLAN
S1.3
1/4" = 1'-0" 1 HIGH ROOF FRAMING PLAN
1/4" = 1'-0" 2 TRELLIS FRAMING PLAN
1 1/2" = 1'-0" 3 SECTION
3/4" = 1'-0" 4 SECTION
3/4" = 1'-0" 5 SECTION
1/4" = 1'-0" 6 EQUIPMENT PLATFORM PLAN
NO. DATE REMARKS
SAW JOINT AS SOON AS POSSIBLE
AFTER CONCRETE IS PLACED SO
AS NOT TO DAMAGE SLAB
"D "
"D "/4 GREASED 1/2" DIA x 24"
LONG DOWEL @ 24" OC
AFTER REMOVING FORMS
PULL DOWEL 1 1/2"
CONSTRUCTION JOINT
AT CONTRACTORS OPTION
WHEN FORMED EDGE IS STRIPPED,
LIGHTLY GRIND. DEBUR EDGE AT
TOP DO NOT TOOL
COLUMN,
REF PLAN
2'-0" SQUARE
ISOLATION POCKET
CJ CJ
C J
C J
NOTE:
IT IS IMPERATIVE THAT THE ORIENTATION OF
ISOLATION POCKET BE AS THAT SHOWN (WITH
CORNERS AT CONTROL JOINTS) TO PREVENT
EXCESSIVE CRACKING IN SLAB.
JOIST
LC O F S U P P O R T
WID
T
H C
O
V
E
R
1 1/2" DEEP,WIDE
RIB METAL ROOF
DECK
DECK-TO-SUPPORT FASTENING
(REFER TO GENERAL NOTES)
DECK BOUNDARY EDGE
SUPPORT FASTENING
(REFER TO GENERAL NOTES)
DECK BOUNDARY EDGE
SUPPORT FASTENING
(REFER TO GENERAL NOTES)
SIDELAPS FASTENING
BETWEEN SUPPORTS
(REFER TO GENERAL NOTES)
NOTES:
1. DECK AT PERIMETER OF BULDING TO BE WELDED TO JOISTS OR ANGLES UNO.
2. END LAPS TO OCCUR AT SUPPORTS ONLY, MINIMUM LAP = 2".
3. METAL DECK SHALL BE CONTINUOUS OVER A MINIMUM OF 2 SPANS.
4. BUTT WELD ALL SPLICES AT PERIMETER ANGLE.
SHEAR WALL SCHEDULE
SEE DESIGN NOTE 1
SEE DESIGN NOTE 1
SEE DESIGN NOTE 1
"SW1"
"SW2"
"SW3"
5/8" DIA CIP
7/8" DIA CIP
18"
18"
-
-
-
SHEATHING
TYPE
SHEAR WALL
MARK REMARKS
HOLDOWN ANCHORS END POST HOLDOWN
MODEL NO ANCHOR EMBED
INTERMEDIATE SILL
ANCHORS AND SPACING
SCREW PATTERN
EDGES INTERMEDIATE PANELS
5/8" DIA AB @ 32" OC
5/8" DIA AB @ 32" OC
5/8" DIA AB @ 32" OC
6" OC
4" OC
4" OC
12" OC
12" OC
12" OC
S/HDU4
S/HDU9 (REF 14/S2.0)
HSS COL
NOTES:
1. END POST REQUIREMENTS AT SHEAR WALLS: (2) 600S200-54 MIL STUDS.
2. HOLDOWN ANCHORS ARE SPECIFIED IN THE SCHEDULE FOR EACH SHEAR WALL.
3. FOR BOTTOM SILL PLATE TO FOUNDATION CONNECTORS SEE SCHEDULE FOR
TYPE AND SPACING.
4. FASTEN STUD TO COLUMN PER 14/S2.0 WHERE COLUMN IS SW END POST.
SHEAR WALL DESIGN NOTES:
1. SHEAR WALL SHEATHING: 5/8" BLOCKED APA RATED STRUCTURAL
SHEATHING, EXPOSURE I, PLYWOOD.
2. SCREW TYPE: #8 TEK SCREWS.
3. SCREW SPACING: SEE SCHEDULE.
4. SEE ELEVATION NOTES AND SCHEDULE FOR END POST,
HOLDOWN AND SILL PLATE TO FOUNDATION ANCHOR REQUIREMENTS.
5. SEE FOUNDATION PLAN FOR SHEAR WALL (SW#) LOCATION.
6. ALL HOLDOWN TYPES (EXCEPT INTERMED. A.B'S) REFER TO
"SIMPSONS STRONG-TIE" MODEL NO'S. (OR APPROVED EQUAL).
BP2
3
SIDES
PL 1/2"x12"x1'-0" W/
(4) 3/4" DIA F1554 GR 36
ANCHOR RODS
0 ' - 6 "
0 ' - 6 "
0 ' - 1 1 /2 "
0 ' - 1 1 /2 "
0' - 2 1/2"
0' - 9 1/2"
0' - 3" 0' - 1 1/2"
BP1
TYP
PL 1/2"x12"x1'-0" W/
(4) 3/4" DIA F1554 GR 36
ANCHOR RODS
0 ' - 6 "
0 ' - 6 "
0 ' - 1 1 /2 "
0 ' - 1 1 /2 "
0' - 6" 0' - 6"
0' - 1 1/2" 0' - 1 1/2"
B Y S T E E L S U P P L I E R
P R O J E C T A S R E Q D
1 2 " E M B E D M E N T
DBL NUTS W/
WASHERS TYP
3/4" DIA F1554 A36
ANCHOR ROD
2" SQ X 3/8"
PL WASHER
TYP ANCHOR ROD
BP3
2
SIDES
PL 1/2"x12"x1'-0" W/
(3) 3/4" DIA F1554 GR 36
ANCHOR RODS 0 ' - 9 1 /2 "
0 ' - 2 1 /2 "
0 ' - 1 1 /2 "
0' - 2 1/2"
0' - 9 1/2"
0' - 3" 0' - 1 1/2"
0 ' - 3 "
BP4
TYP
PL 1/2"x10"x0'-10" W/
(4) 3/4" DIA F1554 GR 36
ANCHOR RODS
0 ' - 5 "
0 ' - 5 "
0 ' - 1 1 /2 "
0 ' - 1 1 /2 "
0' - 5" 0' - 5"
0' - 1 1/2"
0' - 1 1/2"
OPENING
LC JOIST LC JOIST
L5x5x5/16 TYP
VARIES SEE PLANS
1/4" TYP
2 '-0 " M A X
1 /4 " T Y P
3/16
TYP
3/16 0
ALIGN STL ANGLE W/ EQUIP
CURB LOCATIONS, REF ARCH
CHORD PANEL POINT
LOAD POINT TO TOP
CHORD PANEL POINT
NOT AT BOTTOM
HANGING LOAD IF
EQUIPMENT IF NOT AT
TOP CHORD PANEL POINT
MIN. AS REQ'D. BY JST. MANUF.
L2 X 2 X 1/4 FROM LOAD POINT
TO BOTTOM CHORD PANEL POINT
L2 X 2 X 1/4 FROM LOAD FROM ROOF TOP
TOP CHORD SPLICE REF
DETAIL, STAGGER LOCATIONS
OF SPLICES
FIELD FASTENING REF SCHEDULE
PROVIDE EDGE FASTENING PER
SCHEDULE AT ALL BLOCKING
LOCATED AT ROOF DIAPHRAGM
ELEVATION
SILL ANCHORS PER
SHEAR WALL SCHEDULE
CONT TRACK
CONT. BLOCKING TO
MATCH STUD DEPTH
AND THICKNESS AT ALL
JOINTS IN SHEATHING,
STAGGER JOINTS AS
SHOWN
WALL STUDS , REF PLAN
BLOCKING AT
ELEVATION OF ROOF
DIAPHRAGM (PARAPET
LOCATIONS AS REQ'D)
CONT. TOP PLATE EDGE FASTENER PER SCHEDULE
HEADER, REF SCHEDULE
(1) SCREW AT EACH
CORNER OF SHEATHING
EDGE FASTENING: REF
SHEARWALL SCHEDULE
CENTER JOINT ON
WALL STUD MEMBER
MIN OF (1) JAMB STUD
BEARING UNDER SILL
REF SCHED
MIN OF (2) KING STUDS
FULL-HEIGHT AT EACH
HOLDOWN, REF
SCHEDULE
CONT TRACK
HOLDOWN
REF TO PLAN
REF PLAN
HEADER SCHEDULE
NOTES:
STUDS ARE 600S162-54
TRACKS ARE 600T125-54
1 HORIZONTAL STUD
3 HORIZONTAL TRACKS
2 VERTICAL STUDS
W/ STIFFCLIP HE
CONNECTION
2 VERTICAL STUDS
2 HORIZONTAL STUDS
W/ VERTICLIP SLB EA. SIDE
AT TOP & STIFFCLIP AL EA.
SIDE AT BOTTOM
1 HORIZONTAL
STUD
1 HORIZONTAL
TRACK
3 VERTICAL STUDS
3 VERTICAL TRACKS
4 HORIZONTAL TRACKS
2 HORIZONTAL STUDS
W/ STIFFCLIP HE
CONNECTION
3 VERTICAL STUDS
3 VERTICAL TRACKS
W/ VERTICLIP SLB EA.
SIDE AT TOP & STIFFCLIP
AL EA SIDE AT BOTTOM
2 HORIZONTAL
STUDS
2 HORIZONTAL
TRACKS
HEADER SPAN
UP TO 10'-0"
JAMB SILL
UP TO 15'-4"
2 HORIZONTAL TRACKS
2 VERTICAL STUDS
W/ STIFFCLIP HE
CONNECTION
2 VERTICAL STUDS
2 HORIZONTAL STUDS
W/ VERTICLIP SLB EA. SIDE
AT TOP & STIFFCLIP AL EA.
SIDE AT BOTTOM
1 HORIZONTAL
STUD
1 HORIZONTAL
TRACK
UP TO 6'-0"
HSS COLUMN,
REF PLAN
ATTACH END STUD
TO HSS COLUMN W/
(2) 0.156" DIA PAFS
@ 4" OC
SHEAR
WALL
0 ' - 4 "
R E F A R C H
F R E E Z E R
F L R & I N S U L ,
0' - 8"
0' - 8"
FREEZER/COOLER DOOR
BY SUPPLIER
0' - 6 1/2"
0 ' - 4 "
#4@18" OC
FREEZER/COOLER FLOOR
BY SUPPLIER
6x6 BLOCKING W/ SIMPSON A34
TOP & BOTTOM AS SHOWN
2x6 x 2'-0" @ CANOPY
ATTACHMENT W/(2)#10 SCREWS
TO EA. WALL STUD
CANOPY TIE ROD
BY SUPPLIER
REF ARCH
PROVIDE STEEL TUBE COMPRESSION
SLEEVE THRU VENEER (GALV)
NOTE : USE SIMILAR BLOCKING
DETAIL AT BOTTOM CANOPY
ATTACHMENT WHERE NO
HEADER IS PRESENT
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
I
T
T
,
P
E
T
E
R
S
20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
CO
P
Y
R
I
G
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T
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S
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
TYPICAL DETAILS
S2.0
3/4" = 1'-0" 3 CONTROL/ CONSTRUCTION JOINT DETAIL
3/4" = 1'-0" 4 TYP ISOLATION POCKET
3/4" = 1'-0" 16 1 1/2" ROOF DECK FASTENING ISOMETRIC
1" = 1'-0" 5 BASE PLATES & ANCHOR ROD DETAIL
3/4" = 1'-0" 11 ROOF CURB/OPENING SUPPORT
3/4" = 1'-0" 12 JOIST REINF AT POINT LOAD
3/4" = 1'-0" 7 TYPICAL SHEAR WALL FRAMING DETAIL & SCHEDULE
FOOTING (F) SCHEDULE
MARK
DIMENSION
REINFORCING REMARKS "W" "L" "H"
F3.0 3' - 0" 3' - 0" 1' - 0" (3) #5 EW BOTT ----
F5.0 3' - 0" 3' - 0" 1' - 0" (6) #5 EW BOTT ----
WALL FOOTING (WF) SCHEDULE
MARK
DIMENSION
REINFORCING REMARKS "W" "L" "H"
WF1.5 1' - 6" CONT. 1' - 0" (2) #5 CONT ----
WF1.8 1' - 10" CONT. 1' - 0" (2) #5 CONT ----
WF4.0 4' - 0" CONT. 1' - 0" (4) #5 CONT ----
N.T.S. 14 DETAIL
1 1/2" = 1'-0" 17 INSULATED SLAB
NO. DATE REMARKS
1" = 1'-0" 18 CANOPY CONNECTION
TOP TRACK, MATCH LT GA
THICKNESS UNLESS NOTED
OTHERWISE
ATTACH LT GA TO
RUNNER TRACK W/ #8-18
SCREWS IN EACH FLANGE
STUD TO TOP TRACK CONNECTION
CONT TRACK
STUD PIECE, 6" LONG
MIN, W/ (6) #10-16 SCREWS
TO JAMB
SILL REF SCHED
FASTEN ELEMENTS TOGETHER
W/ #8-18 SCREWS @ 12" OC MAX
BUILT-UP SILL
CLOSURE TRACK WITH #10-
16 SCREWS AT 12" OCEACH
FLANGE
BOXED HEADER
TYP, REF SCHED
ATTACH JAMB STUDS
TOGETHER W/ (2) #10-16
CREWS @ 12" OC TYP
HE-43 50 KSI W/ (20) #10-16
SCREWS EACH SIDE OF
HEADER
JAMB REF SCHEDULE
3"X3"X16 GA. x5 1/2" LG. CLIP
ANGLE ATTACHED TO JAMB
AND BOX HEADER T&B W/
(4) #10-16 SCREWS EACH LEG
SCREW ATTACH JAMB
STUDS TOGETHER W/ (2)
#8-18 SCREWS @ 12" OC, TYP
LT GA JAMB STUDS
REF SCHED
DOUBLE JAMB STUDS WITH
CLOSURE TRACK - FULL HEIGHT
CLOSURE TRACK W/ #8-18
SCREWS @ 12" OC, EACH FLANGE
CONT SILL TRACK,
REF SCHED
STUD PIECE
ATTACHED W/ (4)
#10-16 SCREWS
TYPICAL SILL TO JAMB CONNECTION
D D
WW
D
W
S I Z E
SIZE
ZEES CEES TRACK ANGLE
MEMBERS ARE DESIGNATED ON DETAILS AND PLANS AS FOLLOWS:
•CEES - 600S162-033
D
S=STUDS W
THICKNESS IN MILS
•TRACKS - 600T125-033
D
T=TRACK W
THICKNESS IN MILS
•ZEES - 8ZS2.25-070
D
ZS=Z-SEC LIP W
THICKNESS IN INCHES
•ANGLES - L3x3x16ga
SIZE
THICKNESS IN GAUGE
125 = 1.25" = 1 1/4" 362 = 3.62" = 3 5/8"
137 = 1.37" = 1 3/8" 400 = 4.00" = 4"
162 = 1.62" = 1 5/8" 600 = 6.00" = 6"
200 = 2.00" = 2" 800 = 8.00" = 8"
250 = 2.50" = 2 1/2" 1000 = 10.00" = 10"
300 = 3.00" = 3" 1200 = 12.00" = 12"
D = SECTION DEPTH
W = FLANGE WIDTH
MIL - GAUGE DESIGNATIONS
MIL THICK GAUGE
33
43
54
68
97
118
20 GA
18 GA
16 GA
14 GA
12 GA
10 GA
L EN
G
T H
3/4"
1/2"
3/4"
3/4"
1 1/2" 16 GA U-CHANNEL
@ 4'-0" SPACING
1 1/2 x 1 1/2 x 16 GA x 0'-5 1/2"
CLIP ANGLE, FASTENED TO
STUD & U-CHANNEL W/ (2) #10-
16 SCREWS PER CONNECTION
TYP
LATERAL BRIDGING
2
"
M
I
N
6 "
3 " ATTACH LT GA TO TRACK
W/ (2) #8-18 SCREWS
THROUGH EACH FLANGE
RUNNER TRACK W/
1 1/4" LEGS TYP
PROVIDE 0.145" DIA
POWER DRIVEN
FASTENER W/ 1 1/4" MIN
EMBEDMENT. (6) AT EA
JAMB TYP
ANCHORAGE AT JAMBS
LT GA JAMB STUDS
ATTACH LT GA TO
RUNNER TRACK W/ #8-18
SCREW THROUGH EACH
FLANGE
PROVIDE 0.145" DIA POWER
DRIVEN FASTENER W/ 1 1/4"
MIN EMBEDMENT @ 16" OC TYP
LT GA FRAMING
RUNNER TRACK W/
1 1/4" LEGS TYP
RUNNER TRACK
ANCHORAGE
(2) TRACKS BACK-TO-BACK.
REF SCHED
#10-16 SCREWS @
12" OC, EACH FLANGE
REF SCHED
#10-16 SCREWS @
12" OC, EACH FLANGE
BOXED HEADER DETAIL
TRACK REF SCHED
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
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20
1
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604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
TYPICAL DETAILS
S2.1
3/4" = 1'-0" 1 DETAIL
3/4" = 1'-0" 2 DETAIL
3/4" = 1'-0" 3 DETAIL
3/4" = 1'-0" 4 DETAIL
3/4" = 1'-0" 8 DETAIL
3/4" = 1'-0" 5 DETAIL
3/4" = 1'-0" 6 DETAIL
3/4" = 1'-0" 7 DETAIL
3/4" = 1'-0" 9 DETAIL
NO. DATE REMARKS
T/ FOOTING =
REF PLAN
T/ SLAB =
REF PLAN
(2) #5 CONT BOTT
(1) #5 CONT CONC SLAB
REF PLAN
#5 @ 9" OC
#5 @ 12" OC
METAL STUD WALL
REF PLAN
REF ARCH
FRT PLYWD
SHEATHING
CONT TRACK TO
MATCH STUD GAUGE
W/ 0.156" DIA PAFS
@ 16" OC TYP
EQ EQ
EQ EQ
1 2 "
& SCHED
REF PLAN
8"
.
TYP
3" CLR
OF STUD
2" FACE
EQ EQ
T/ FOOTING =
REF PLAN
T/ SLAB =
REF PLAN
METAL STUD WALL
REF PLAN
REF ARCH
FRT PLYWD
SHEATHING
EQ EQ
& SCHED
REF PLAN
OF STUD
5 5/8" FACE
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
362S162-33 MIL
STUD TIES @ 48" OC
T/ FOOTING =
REF PLAN
T/ SLAB =
REF PLAN
(2) ADDITIONAL
#5 CONT BOTT
CONC SLAB
REF PLAN
#5 @ 9" OC
#5 @ 12" OC
METAL STUD WALL
REF PLAN
REF ARCH
FRT PLYWD
SHEATHING
EQ EQ
& SCHED
REF PLAN
OF STUD
2" FACE
CLR
3"
5"
PLAN
REF
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
T/ FOOTING =
REF PLAN
T/ SLAB =
REF PLAN
CONC SLAB
REF PLAN
(4) #5 VERT
HSS COL
REF PLAN
REF ARCH
T
FTG SIZE & REINF
REF PLAN & SCHED FOR
EQ 16" EQ
BASE PLATE
REF S2.0
1 1/2" GROUT
TYP
6 " O C
R E M @
@ 2 " O C
(3 )
#3 T I E S
2 "
16"x16" CONC
PIER, TYP AT
ALL EXT COLS
PROVIDE 3"
COVER MIN
.
ISOLATION
POCKET, REF PLAN
COLUMN,
REF PLAN
CONC SLAB
REF PLAN
FOOTING SIZE & REINFORCEMENT
REF TO SCHEDULE FOR
T
3" CLR TYP
C L R
3 "
T/ SLAB
REF PLAN
T/ FOOTING
REF PLAN
.
BASE PLATE,
REF S2.0
G R O U T
1 1 /2 "
CONC SLAB
REF PLAN
METAL STUD WALL
REF PLAN
EQ EQ
REF ARCH
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
#4 x 18" @ 24" OC
DRILL & EPOXY 6"
INTO STEM WALL
1'-0"
2"
CONC SLAB
REF PLAN
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
#4 x 18" @ 24" OC
CENTERED
ON JOINT 4"
8 "
REF ARCH
& CIVIL
CONC SLAB
REF PLAN
METAL STUD WALL
REF PLAN
REF ARCH
FRT PLYWD
SHEATHING
ARCH
REF
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
#4 x 18" @ 24" OC
DRILL & EPOXY 6"
INTO STEM WALL
1'-0"
T/ FOOTING =
REF PLAN
T/ SLAB =
REF PLAN
CONC SLAB
REF PLAN
(4) #5 VERT
T
FTG SIZE & REINF
REF PLAN & SCHED FOR
EQ 16" EQ
6 " O C
R E M @
@ 2 " O C
(3 )
#3 T I E S 16"x16" CONC
PIER
METAL STUD WALL
REF PLAN
EQ EQ
REF ARCH
NOTE:
FOR ITEMS NOT CALLED
OUT, REF DETAIL 1/S3.0
SHEAR WALL
HOLD DOWN
W/ CIP ANCHOR
REF SCHED
COLUMN,
REF PLAN
CONC SLAB
REF PLAN
T/ SLAB
REF PLAN
BASE PLATE,
REF S2.0
FOR COL
12"x12"x6"
LEAVE OUT
G R O U T
1 1 /2 "
1 '-6 "
2'-0" SQ
(3) #5 EW (3) #5 EW
3'-6"
1 '-0 "
1'-5"
8" CMU REINF.
W/#5@32" O.C.
8" BOND BEAM
W/2#5xCONT
REF CIVIL
3#5xCONT
GROUT CELL SOLID
BELOW GRADE
G R A D E
1 6 " B E L O W
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
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P
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T
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R
S
20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
CO
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
FOUNDATION SECTIONS
S3.0
3/4" = 1'-0" 1 SECTION
3/4" = 1'-0" 2 SECTION
3/4" = 1'-0" 7 SECTION
3/4" = 1'-0" 3 SECTION
3/4" = 1'-0" 4 SECTION
3/4" = 1'-0" 5 SECTION
3/4" = 1'-0" 6 SECTION
3/4" = 1'-0" 8 SECTION
3/4" = 1'-0" 9 SECTION
1" = 1'-0" 11 SECTION
3/4" = 1'-0" 10 DUMSTER WALL
NO. DATE REMARKS
4#10 TEK SCREWS TYP
5/8" EXTERIOR GRADE
PLYWD SHEATHING
600S162-43 MIL STUD
KICKERS @ 16" O.C.
STIFFCLIP AL362 W/0.156" DIA.
PAFS TO CHANNEL
C6x8.2 TYP
DESIGN JOIST FOR ±2.3K
SERVICE WIND LOAD
SHEATHING
REF ARCH.
FRT PLYWOOD
SHEATHING
REF ARCH.
CONT. TRACK
W/0.156" DIA.
PAFS TO PLATE
2 '-0 "
T/ PARAPET =
28'-0"
BENT PL
3/16"x2"x0'-6"xCONT
LLH TYP
HSS2 1/2x2 1/2x1/4xCONT
AT SW LOCATIONS, WELD
TO BEAM AND PLATE
CONT. 6" TRACK TO
MATCH STUD GAUGE
W/#10 TEK SCREWS
TO EA. FLANGE
4'-0" TYP
T/PARAPET
28' - 0"
ROOF DECK
REF PLAN
SIMPSON H2A TYP
SIMPSON H2A
TYP
(2) 600S162-43 MIL
STUD PACK AT
VALLEY STUD BEAMS
(TYP 4 LOCATIONS)
(3) 600S162-43 MIL
STUDS CENTERED
ON STUD PACKS
AND @16" 0C TYP
600S162-43 MIL
STUDS, REF ARCH
FOR ALIGNMENT
(2) 600S162-43 MIL
STUDS AT VALLEY
CORNERS, REF PLAN
600S162-43 MIL STUD
WALL STUD
REF PLAN
CONT TRACK
TYP
SIMPSON H2A
TYP
600S162-43 MIL
STUD JOIST TYP
600S162-43 MIL
STUD JOIST TYP
SIMPSON H2A TYP
600S162-43 MIL
STUDS @ 32" O.C.
2 '-0 "
4#10 TEK SCREWS
SHEATHING
REF ARCH.
600S162-43 MIL
STUDS @ 16" O.C.
600S162-43 MIL STUD
KICKERS @ 16" O.C.
STIFFCLIP AL362
ATTACHED AT
LOW FLUTE TO JOIST
W/0.156" DIA. PAFS
#10 TEK SCREW TO EA. FLANGE
600T125-43 MIL TRACK W/3#10
TEK SCREWSTO EA. HIGH FLUTE
W-SECTION
FRT PLYWOOD SHEATHING
METAL STUD WALL
REF PLAN
T/ PARAPET =
28'-0"
REF PLAN FOR
JOIST LOAD CL
4'-0" TYP
METAL STUD WALL
STIFCLIP AL362 W/0.145"
DIA. PAFS TO CHANNEL
C6x8.2
3/16
CONT. 600T125-43 MIL TRACK W/3#10
TEK SCREWS TO EA. HIGH FLUTE
ATTACH TO EA. STUD FLANGE W/#10
TEK SCREWS TYP
METAL DECK
ALIGN JOIST W/WALL ABOVE
3/16
ROOF DECK
REF PLAN
BEAM
REF PLAN
STIFFCLIP AL362
W/ 0.156" DIA PAFS
TO ANGLE
METAL STUD WALL
REF ARCH
L3x3x1/4 @ 4'-0" OC
L4x4x1/4 CONT
3/16
3/16
3/16
BEAM
REF PLAN
COL
REF PLAN BEAM
REF PLAN
L5x5 L5x5 5/8 ROOF DECK
REF PLAN
16
S4.0
PL 1/4" TYP
3/16
TYP
3/16
3/16
L5x5
ROOF DECK
REF PLAN
PL 1/4"x5"x0'=5" TYP
BEAM
REF PLAN
JOIST
REF PLAN
3/16
3/16
BEAM
REF PLAN
HSS COL W/
1/4" CAP PL
TYP, REF PLAN
L5x5 AT BAYS
SHOWN ON
PLAN, TYP
ROOF DECK
REF PLAN
3/16
TYP
PL 1/4"x5"x0'=5" TYP
JOIST, TYP
REF PLAN
3/16
TYP
REF 11/S2.0
METAL
STUD WALL
REF PLAN
CONT TRACK
SIMPSON H2A
TYP
SHEATHING
REF ARCH
SHEATHING
REF ARCH
S600S162-43 MIL
STUDS @ 16" OC
4#10 TEK
SCREWS TYP
(5) #12 TEK
SCREWS TYP
SIMPSON
SJC8.25 TYP
3/4" STRUCTO-CRETE
PANELS TYP
362S162-33MIL
STUDS @ 16" OC
T/ JOISTS
REF ARCH
W SECTION
REF PLAN
HSS COL
REF PLAN
STUD BLOCKING TYP
MTL STUD JOISTS
REF PLAN
MTL STUD JOISTS
REF PLAN
HSS COL
REF PLAN
W I T H S I G N M F R
G C T O C O O R D
SIGN BY
SUPPLIER
HSS4x4x1/4
OUTRIGGER
(GALV)
3/16
TYP T/ COL =
25'-6"
2 '-0 "
4#10 TEK
SCREWS (TYP)
SHEATHING
REF ARCH.
600S162-43 MIL
STUDS @ 16" O.C.
600S162-43 MIL STUD
KICKERS @ 16" O.C.
STIFFCLIP AL362
ATTACHED AT
LOW FLUTE TO JOIST
W/0.156" DIA. PAFS
STIFFCLIP AL362 W/0.156" DIA.
PAFS TO W-SECTION
W-SECTION
FRT PLYWOOD SHEATHING
METAL STUD WALL
REF PLAN
T/ PARAPET =
28'-0"
REF PLAN FOR
JOIST LOAD CL
362S162-33 MIL STUDS
@ 16" O.C.
96211 N. Meridian St
Indianapolis, IN 46290
2014.0487
BR
I
T
T
,
P
E
T
E
R
S
20
1
5
604 COURTLAND STREET
SUITE 100
ORLANDO, FLORIDA 32804
PH 407.645.5008
FX 407.629.9124
Firebirds at
Drury Plaza
CHECKED:
PROJECT NO:
DATE:
REVISIONS
DRAWN:
SEAL:
CONSULTANT:
CO
P
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R
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T
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999 WATERSIDE DRIVE
SUITE 2202
NORFOLK, VA 23510
PH 757.965.5710
BPA# 150293
8-18-15
WBU JNJ
FRAMING SECTIONS
S4.0
3/4" = 1'-0" 1 SECTION
3/4" = 1'-0" 11 SECTION
3/4" = 1'-0" 2 SECTION
1" = 1'-0" 3 SECTION
1" = 1'-0" 4 SECTION
3/4" = 1'-0" 13 SECTION
3/4" = 1'-0" 14 SECTION
3/4" = 1'-0" 16 SECTION
3/4" = 1'-0" 9 SECTION
3/4" = 1'-0" 5 SECTION
3/4" = 1'-0" 18 SECTION
N.T.S. 8 SECTION
3/4" = 1'-0" 17 SECTION
NO. DATE REMARKS