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Macon-Bibb County Government Procurement Department
Government Center 700 Poplar Street, Suite 308
Macon, Georgia 31201 (478) 803-0550
Fax (478) 751-7252
Chauncey K. Wilmore Senior Procurement Officer
February 20, 2017
ADDENDUM # 5
To: ALL PROSPECTIVE FIRMS
Re: INVITATION FOR BIDS: 17-014-DS, Freedom Park Renovations
The Invitation for Bids, referenced above, is modified as follows: GENERAL:
1. Due to a flurry of questions after the submittal deadline, the client decided to extend the bid. The Freedom Park bid due date is pushed back from 2/15/ 2017 to 2/23/2017 at Noon.
2. All additional questions must be into the city before 5pm Thursday 2/16/2017 to be considered. All
questions after that date will not be considered.
3. The Land Disturbance Permit (LDP) has been approved by the city. Bryan Simpson of Carter Sloope will be the contact for obtaining the permit. (478) 477-4691
4. A copy of bidders sign-in list may be obtained from the Macon Bibb Website.
Click this link to view the bidder’s list: http://www.maconbibb.us/wp-content/uploads/2017/01/Sign-in-Sheets-Freedom-Park.pdf
5. The BID FORM in the ‘Invitation to Bid’ supersedes the Bid Form included in Volume 1. 6. The project is being bid ‘As-Specified’ with no substitutions or As-Equals in the base bid.
Contractors are encouraged to offer As-Equal alternates for any item or product specified for the project. Alternates shall be submitted on the BID ALTERNATES TO BASE BID FORM. See attached Alternates Form in excel format. Contractor shall list alternates in numerical order on the form and provide the corresponding bid item number from the Construction Bid Items Form. The Alternates form shall be attached to the BID FORM that is taken from the Invitation to Bid. Alternates will not be announced at the bid opening. Explanative data for each alternate shall be included in the Bid Package. Alternates #1 and #2 are explained in Addendum #3. Contractors are not required to submit any alternates if they so desire.
7. This Addendum will constitute the 5th Addendum issued. The attached Addenda Form should be completed and attached to the BID FORM.
PLANTING:
1. Please use the attached Plant List as revised 6/16/17 and discard the previous two (2 )plant lists issued.
2. Turf grass sod and seed were originally specified in the construction documents as Tift 419 Bermuda. As of this addendum, the Tift 419 Bermuda will remain the correct specification and ‘not’ the TiftGrand as shown on Plant List issued 2/14/17.
3. Bids for all growing medium, topsoil placement and soil preparation of the sod areas shall be included under the line item Q. Soil Preparation on the attached Plant List. 2/16/2017
4. All grass areas Inside the field fences and the concession areas will be bid as Sod under line item S. Sod, as identified on the attached Plant List: Rev. 2/16/2017
5. All grass areas Outside the field fences and concession area shall be bid as ‘Seeded’ and are included as part of the cost for erosion control.
6. All soil preparation and soil placement for the seeded areas shall be included in the costs of the erosions control items.
ELECTRICAL;
1. MUSCO Alternates must be submitted on the Alternates Form as attached. A completed Lighting Fixture Schedule for Item #19 for MUSCO fixtures must be included in the bid package.
2. Panel MDPB in the Splash Pad Building shall be changed from a NEMA 1 enclosure to a NEMA 4X stainless steel enclosure.
3. WaterSplash Inc. has included the stainless steel breaker box in the Splash Pad Manual and is part of their equipment installation quote.
4. Client has included a deductive alternate to remove the Sports Lighting (item #19) and the Scoreboards (item #20) from the project. A description of this deduction is described by the Electrical Consultant and is attached to the addendum.
5. Contractor shall not deduct the necessary conduits and routing to allow for installation of the Sports Lighting and scoreboards back to the concessions building. Such necessary conduit as shown on the electrical plans shall remain as part of the base bid.
INFIELD MIX: 1. Note that the Base Line Drain that runs around the outer edge of the base lines is not a blanket
detail over the entire infield. The profile illustrated in detail 4 – BD-1 only occurs over the top of the base line drain profile. See the layout detail 3 C1.2 for the location of the baseline drains. It is designed to be a French drain to keep the wearing area of the field from holding water after a rain. The profile shows the top of the gravel / filter cloth at 8” below the finished surface of the playing field no matter what that surface may be. Therefore the contractor should place enough soil above the filter cloth to meet the bottom of the Infield profile, or the turf grass profile. Therefore the contractor needs to leave a 3” of space above the top of the fill placed over the filter cloth.
2. Sheets BD.1 (Detail 4) and BD.2 (Detail 1) call for a combination of clay and brick dust for the infield mix.
Specifications Section 329210 - ATHLETIC FIELDS CONSTRUCTION, Paragraph 2.1, D. calls for: Infield Mix for Softball Infields and Skinned Areas: Imported “Molena” Infield Mix, comprised of ±83% sand, ±12% silt and ±5% clay or approved equal. Specified contents of mix shall be within plus or minus 2 percent of the percentage specified. These requirements conflict with one another. Contractor shall furnish and install materials in accordance with the Section 329210 Specification, ‘NOT’ the materials noted on the details.
HARDWARE AND FENCING:
1. Items #21C & #22C refer to the backstop height in the dugout area. The backstop is 20’ tall, therefore the backstop fence in front of the dugout will extend an additional 10’ above the dugout fence. See details 4/BD.3 & 3/BD.4 for additional information.
2. All chain-link fencing shall be black vinyl coated. 3. Bid all post sizes as indicated on the details of the drawings. Contractor may offer VE alternatives
with explanations outside his base bid if he so desires. Use the Alternates Form provided. 4. No bottom rail is needed for fences 4’-6’ height. Use 7 gauge tension wire for the bottom of all 4-6’
high fences. 5. No center rail is needed for fences 4’-6’ height. 6. Dugout Bench, Sheet 4. Items 21h and 22h both show the bench length as 21’. The details for
the dugout show the space for the bench as 22’. 7. Detail “PICNIC TABLE” 4a/SD.3 should read as follows (edits are highlighted):
a. “VICTOR STANLEY, INC. ANTHRO SITES COLLECTION Handicap Accessible, 42” PICNIC TABLE WITH HORIZONTAL STEEL SLATS, 5-BACKLESS SEATS, PERFORATED TABLE TOP - ROUND PATTERN, FREESTANDING, MODEL: AH-425, COLOR: POWDER-COATED BLACK. (2) each
b. “VICTOR STANLEY, INC. ANTHRO SITES COLLECTION, 42” PICNIC TABLE WITH HORIZONTAL STEEL SLATS, 6 BACKLESS SEATS, PERFORATED TABLE TOP - ROUND PATTERN, , FREESTANDING, MODEL: A-426, COLOR: POWDER-COATED BLACK. (8) each
IRRIGATION:
1. In planted areas where no irrigation is shown, the contractor is expected to water and warranty the grass and plant materials until final acceptance by the owner.
2. Booster Pump alternate or substitute: Bid the existing specifications as shown as the base bid. If the contractor desires to submit an alternate or substitute for the booster pump he may do so under the following criteria:
a. Must first bid what is specified as the base bid. b. May offer a substitute or alternate on the Bid Alternate Form. c. Contractor will need to provide very detailed information about the substitute. d. Information to include engineered details, product sheets and data that is project specific. e. Need to submit a detailed list from the manufacturer as to what is different between
specified unit and substitute. f. A simple same gpm/psi substitute is not the only factor required, must submit quality
items/functions for review. g. The pump will have to be a prefabricated unit, not stick built by the contractor.
ARCHITECTURE:
1. Corrected Structural Plans are attached. There was a glitch in the printing that removed some inportant information.
2. Stucco on wall detail 6/SD3 is an error. Disregard stucco. Use detail 12/SD3 for face finish of the site retaining walls.
3. Detail 5 sheet SD2 – (38) is not to be a retaining wall but should be a freestanding seatwall. No need for the gravel and fill behind the wall, see the site plan.
4. Asphalt Roofing Shingles: Use 30lb Felt when roof slope is greater than 3/12. Ice and Water Shield would only be required for the underlayment at the asphalt shingle roofing when slope is less than 3/12
5. The GAF Timberline HD shingle is to be used as the basis of design. 6. The use of nail guns for the installation of the asphalt shingle roofing is acceptable. 7. For gutters and downspouts use Kynar coated metal with minimum thicknesses as specified in
Sheet Metal, Flashing and Trim section 07 2600 paragraph 2.1-A . 8. The TPO roofing shall be ‘fully adhered’ to substrates as described in the specifications. 9. Rigid insulation is not required at the application. The plywood above the corrugated metal
deck at the open canopy serves the same purpose as the 1/4” cover board. The TPO roofing is to be adhered directly to the concrete topping slab over the precast concrete planks at that application.
10. Fire Extinguishers: Provide one fire extinguisher with a wall mounted clip at the following locations:
Concession Building: Kitchen adjacent to door C105 2nd Floor at pier in middle of room Splash Pad Building Staff Office 103 to left of window opening Utility Room S101 to right of double doors
11. Q: Concession Building indicated R-19, FSK Foil Faced Batt Insulation. Is this correct or should it be R-30 and is it Foil-Faced. A: Install as specified.
12. Q: Concession Building indicated R-11 Batt Insulation in the walls. Is this correct? A: Yes, install R11 batt insulation at Concession Building walls.
13. Q: Splash Pad Building does not indicate any insulation is required. Is this correct? A: There is no insulation at the Splash Pad Building. 14. Q. Does the general contractor include the splash pad in his bid:
A. General contractor shall bid the splashpad as designed and specified by WaterSplash in the base bid.
B. Any variations or substitutions to the design or specifications may be included as a contractor’s recommended alternate to the bid.
C. Alternate shall be submitted on the Alternates Form.
Please incorporate this change into the Invitation for Bid and acknowledge receipt of this addendum on your bid form.
Sincerely,
Desmond R. Schneider Desmond R. Schneider Procurement Officer I
FREEDOM PARK GIRLS SOFTBALL FIELDS MACON BIBB PARKS AND RECREATION ADDENDA TO THE CONSTUCTION BID DOCUMENTS: Macon Bibb Purchasing Department has issued the following addendum for the above referenced project. These addendum are posted on the Macon Bibb Website or are available by contacting Desmond Schneider at the Macon Bibb Purchasing Department.
[email protected] (478) 803-0537.
Addendum # 1 ___________ Addendum # 2 ___________ Addendum # 3 ___________ Addendum # 4 ___________ Addendum # 5 ___________ Contractor shall initial each of the above stated Addendum to acknowledge that the addendum have been received and incorporated into the Construction Bid Documents for the Freedom Park Girls Softball Fields and reflected in their Base Bid. Please attach this acknowledgement form to the BID FORM that is included in the ‘Invitation to Bid’ for the above referenced project. February 17, 2017
Plant List Revised 2017_02_16 Page 1 of 1
Rev. 2/16 /2017
# Description Qty. Size Price TotalA Carpinus caroliniana
American HornbeamB Magnolia macrophylla
Bigleaf MagnoliaC Ulmus parvifolia 'Emer II' Allee
Allee Chinese ElmD Lagerstromia indica x fauriei 'Natchez'
Natchez CrapemyrtleE Quercus myrsinifolia
Chinese Evergreen OakF Fraxinus pennsylvanica 'Marshall's Seedless'
Marshall's Seedless Green AshG Gleditsia triacanthos
Honey LocustH Quercus nutallii
Nuttall OakI Magnolia virginiana
Sweetbay MagnoliaJ Quercus phellos Hightower P.P. #13677
Hightower Willow OakK Japanese Cleyera
Cleyera japonicaL Camellia sasanqua 'ShiShi Gashira'
Shishi Gashira CamelliaM Azalea indica 'Formosa'
Formosa AzaleaN Osmanthus fragrans
Tea OliveO Gardenia jaminoides ' Radicans'
Dwarf GardeniaP Liriope muscari 'Big Blue'
Big Blue LiriopeQ Soil preparation 1 job $0.00 $0.00R Mulch 3" deep ( aged hardwood ) 1 job $0.00 $0.00
SSod -Tiftway 419 (fields, concessions area, areas indicated on erosion plans)
301,500 SF $0.00 $0.00
T Seeded areas ( included in erosion contol costs X X XTOTAL Transfer to item #28 on the Construction Bid Items Schedule $0.00
Revised 2/14 / 2017
16
1
3
21
11
43
430
16
9
6
7
3
18
2-1/2"
2-1/2"
10
18
12 7 Gal.
2-1/2"
4"
2-1/2"
1"/ea.
2-1/2"
1 Gal.
4" Pot
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
2-1/2"
1"/ea.
4"
5 Gal.
5 Gal.
3 Gal.
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
THIS SPREADSHEET IS AVAILABLE IN ELECTRONIC (EXCEL) FORMAT BY CONTACTING BRYON MACCAULEY AT [email protected]
# 28 Plant List
Freedom Park Girls Softball Fields
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
$0.00
3.2' TYP 3'-0" TYP
3.2' TYP 3'-0" TYP
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
NOT TO
SCALE
S0.1
GENERAL NOTES
GENERAL
1. NO PROVISION OF ANY REFERENCED STANDARD SPECIFICATION, MANUAL OR CODE (WHETHER OR
NOT SPECIFICALLY INCORPORATED BY REFERENCE IN THE CONTRACT DOCUMENTS) SHALL BE
EFFECTIVE TO CHANGE THE DUTIES AND RESPONSIBILITIES OF OWNER, CONTRACTOR, DESIGN
PROFESSIONAL, SUPPLIER, OR ANY OF THEIR CONSULTANTS, AGENTS, OR EMPLOYEES FROM THOSE
SET FORTH IN THE CONTRACT DOCUMENTS. NOR SHALL IT BE EFFECTIVE TO ASSIGN TO THE DESIGN
PROFESSIONAL OF RECORD OR ANY OF THE DESIGN PROFESSIONAL OF RECORD'S CONSULTANTS,
AGENTS, OR EMPLOYEES ANY DUTY OR AUTHORITY TO SUPERVISE OR DIRECT THE FURNISHING OR
PERFORMANCE OF THE WORK OR ANY DUTY OR AUTHORITY TO UNDERTAKE RESPONSIBILITIES
CONTRARY TO THE PROVISIONS OF THE CONTRACT DOCUMENTS.
2. CONTRACT DOCUMENTS INCLUDE, BUT ARE NOT LIMITED TO, THE STRUCTURAL DOCUMENTS
(DRAWINGS AND SPECIFICATIONS), BUT DO NOT INCLUDE SHOP DRAWINGS, VENDOR DRAWINGS, OR
MATERIAL PREPARED AND SUBMITTED BY THE CONTRACTOR.
3. REFERENCE TO STANDARD SPECIFICATIONS OF ANY TECHNICAL SOCIETY, ORGANIZATION, OR
ASSOCIATION OR TO CODES OF LOCAL OR STATE AUTHORITIES, SHALL MEAN THE LATEST STANDARD,
CODE, SPECIFICATION OR TENTATIVE SPECIFICATION ADOPTED AT THE DATE OF TAKING BIDS, UNLESS
SPECIFICALLY STATED OTHERWISE.
4. CONTRACT DOCUMENTS SHALL GOVERN IN THE EVENT OF A CONFLICT WITH THE CODE OF PRACTICE
OR SPECIFICATIONS OF ACI, PCI, AISC, SJI OR OTHER STANDARDS. WHERE A CONFLICT OCCURS
WITHIN THE CONTRACT DOCUMENTS, THE STRICTEST REQUIREMENT SHALL GOVERN.
5. MATERIAL, WORKMANSHIP, AND DESIGN SHALL CONFORM TO THE REFERENCED BUILDING CODE.
6. CONTRACTOR SHALL COORDINATE THE STRUCTURAL DOCUMENTS WITH THE ARCHITECTURAL,
MECHANICAL, ELECTRICAL, PLUMBING AND CIVIL DOCUMENTS. DESIGN PROFESSIONAL SHALL BE
NOTIFIED OF ANY DISCREPANCY OR OMISSION. FOR DIMENSIONS NOT SHOWN ON THE STRUCTURAL
DRAWINGS SEE THE ARCHITECTURAL DRAWINGS.
7. CONTRACTOR SHALL VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND SITE CONDITIONS BEFORE
STARTING WORK. DESIGN PROFESSIONAL SHALL BE NOTIFIED OF ANY DISCREPANCY.
8. CONTRACTOR SHALL VERIFY THAT MISCELLANEOUS FRAMING SHOWN ON THE STRUCTURAL
DRAWINGS FOR MECHANICAL EQUIPMENT, OWNER-FURNISHED ITEMS, PARTITIONS, ETC. IS
CONSISTENT WITH THE REQUIREMENTS OF SUCH ITEMS.
9. CONTRACTOR HAS SOLE RESPONSIBILITY FOR MEANS, METHODS, TECHNIQUES, SEQUENCES, AND
PROCEDURES OF CONSTRUCTION.
10. THE STRUCTURE IS STABLE ONLY IN ITS COMPLETED FORM. TEMPORARY SUPPORTS REQUIRED FOR
STABILITY DURING ALL INTERMEDIATE STAGES OF CONSTRUCTION SHALL BE DESIGNED, FURNISHED,
AND INSTALLED BY THE CONTRACTOR.
11. CONTRACTOR HAS SOLE RESPONSIBILITY TO COMPLY WITH ALL OSHA REGULATIONS.
12. ELECTRONIC DRAWING FILES WILL NOT BE PROVIDED TO THE CONTRACTOR. REPRODUCTION OF
STRUCTURAL DRAWINGS FOR SHOP DRAWINGS IS NOT PERMITTED.
13. REVIEW OF SUBMITTALS OR SHOP DRAWINGS BY THE DESIGN PROFESSIONAL DOES NOT RELIEVE THE
CONTRACTOR OF THE SOLE RESPONSIBILITY TO REVIEW AND CHECK ALL SUBMITTALS AND SHOP
DRAWINGS BEFORE SUBMITTING TO THE DESIGN PROFESSIONAL. CONTRACTOR REMAINS SOLELY
RESPONSIBLE FOR ERRORS AND OMISSIONS ASSOCIATED WITH THE PREPARATION OF SHOP
DRAWINGS AS THEY PERTAIN TO MEMBER SIZES, DETAILS, AND DIMENSIONS SPECIFIED IN THE
CONTRACT DOCUMENTS.
14. DETAILS LABELED "TYPICAL" ON THE STRUCTURAL DRAWINGS APPLY TO ALL SITUATIONS OCCURRING
ON THE PROJECT THAT ARE THE SAME OR SIMILAR TO THE TYPICAL DETAILS UNLESS THOSE
LOCATIONS ARE SPECIFICALLY DETAILED OTHERWISE.
15. STRUCTURAL DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR THE DESIGN OF STEEL STAIRS,
HANDRAILS, CURTAIN WALL/WINDOW WALL SYSTEMS, COLD-FORMED METAL FRAMING, OR OTHER
SYSTEMS NOT SHOWN IN THE STRUCTURAL DOCUMENTS. SUCH SYSTEMS SHALL BE DESIGNED,
FURNISHED, AND INSTALLED AS REQUIRED BY OTHER PORTIONS OF THE CONTRACT DOCUMENTS.
CODE/DESIGN CRITERIA
1. STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE FOLLOWING:
IBC BUILDING CODE, 2012 EDITION WITH GEORGIA AMENDMENTS.
2. GRAVITY LOADS
2.1 UNIFORM FLOOR LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):
FRAMED FLOOR 50 PSF
PARTITIONS 15 PSF
STAIRS 100 PSF
2.2 UNIFORM ROOF LIVE LOADS (REDUCED AS ALLOWED BY THE BUILDING CODE):
ROOF 20 PSF
PONDING AND DRIFT EFFECTS HAVE BEEN INCLUDED IN THE DESIGN.
2.3 CONCENTRATED FLOOR LOADS: DISTRIBUTED OVER AN AREA OF 2-1/2 SQUARE FEET, UNLESS
NOTED OTHERWISE:
OFFICE 2000 LB
2.4 DEAD LOADS (IN ADDITION TO STRUCTURE SELF-WEIGHT):
FLOOR:
MISCELLANEOUS 3.0 PSF
CEILING/MEP 2.0 PSF
ROOF:
ROOFING 4.5 PSF
INSULATION 1.5 PSF
MISCELLANEOUS 3.0 PSF
CEILING/MEP 2.0 PSF
3. WIND LOADS:
115 MPH BASIC WIND SPEED
IMPORTANCE FACTOR = 1.00
EXPOSURE B
INTERNAL PRESSURE COEFFICIENT = ±0.18
RISK CATEGORY II
SEE COMPONENT AND CLADDING DESIGN WIND PRESSURE DIAGRAM
4. EARTHQUAKE LOADS:
RISK CATEGORY: II
SEISMIC IMPORTANCE FACTOR: I = 1.00
SHORT PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, SS = 0.160
1 SECOND PERIOD MAPPED SPECTRAL RESPONSE COEFFICIENT, S1 = 0.081
SITE CLASS D
SHORT PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SDS = 0.171
1 SECOND PERIOD DESIGN SPECTRAL RESPONSE COEFFICIENT, SD1 = 0.130
SEISMIC DESIGN CATEGORY: B
BASIC SEISMIC-FORCE RESISTING SYSTEM: ORDINARY REINFORCED MASONRY SHEAR WALLS
AND LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR
RESISTANCE OR STEEL SHEETS
DESIGN BASE SHEAR: 26.0 KIPS
SEISMIC RESPONSE COEFFICIENT
CS = 0.086, FOR MASONRY SHEAR WALLS
CS = 0.026, FOR LIGHT-FRAMED SHEAR WALLS
RESPONSE MODIFICATION FACTOR
R = 2, FOR MASONRY SHEAR WALLS
R = 6.5, FOR LIGHT-FRAMED SHEAR WALLS
ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE
5. UNLESS NOTED OTHERWISE CALCULATED INDIVIDUAL MEMBER DEFLECTIONS (IN INCHES) DO NOT
EXCEED THE FOLLOWING:
DEAD LOAD LIVE LOAD DEAD + LIVE LOAD
ROOF MEMBERS: L/360 L/360 L/240
FLOOR MEMBERS: L/360 L/360 L/240
WHERE, L = SPAN LENGTH (IN INCHES) BETWEEN SUPPORTS. (FOR CANTILEVERS, L IS TWICE
THE LENGTH OF THE CANTILEVER.) NOTE THAT THE TOTAL MAXIMUM CALCULATED FLOOR
SYSTEM DEFECTION WILL BE THE SUM OF THE DEFLECTIONS OF THE SUPPORTED ELEMENTS IN
A BAY.
THE CALCULATED DEFLECTION FOR INDIVIDUAL MEMBERS SUPPORTING MASONRY DO NOT
EXCEED L/600 FOR DESIGN LOADS APPLIED AFTER THE INSTALLATION OF THE MASONRY.
6. SPECIAL INSPECTIONS:
6.1 THE STRUCTURAL TESTING/INSPECTION AGENCY, SEE SPECIFICATION SECTION 014525, WILL
PERFORM SPECIAL INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE.
MATERIALS AND WORK TO BE INSPECTED INCLUDE SOILS, CONCRETE, MASONRY, AND STEEL
CONSTRUCTION. SEE SPECIFICATION SECTION 014525 FOR A COMPLETE LIST OF WORK
REQUIRING SPECIAL INSPECTIONS.
6.2 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE ARE REQUIRED FOR
STRUCTURAL COMPONENTS AND ASSEMBLIES WHICH ARE NOT FABRICATED AT THE
CONSTRUCTION JOB SITE INCLUDING BUT NOT LIMITED TO FLOOR AND ROOF TRUSSES,
STRUCTURAL STEEL FRAMING, AND PRECAST CONCRETE, JOISTS, BEAMS, COLUMNS, SLABS,
WALLS AND CLADDING.
6.3 SPECIAL INSPECTION AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE MAY BE WAIVED FOR
ITEMS WHICH ARE PRODUCED ON THE PREMISES OF A FABRICATOR REGISTERED AND APPROVED
TO PERFORM SUCH WORK WITHOUT SPECIAL INSPECTION. APPROVAL SHALL BE BASED UPON
REVIEW OF THE FABRICATOR'S WRITTEN PROCEDURAL AND QUALITY CONTROL MANUALS AND BY
PERIODIC AUDITING OF FABRICATION PRACTICES BY AN APPROVED SPECIAL INSPECTION AGENCY.
THE APPROVED FABRICATOR SHALL SUBMIT A CERTIFICATE OF COMPLIANCE TO THE CHIEF
COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE WHICH STATES THAT THE FABRICATION
WORK WAS PERFORMED IN ACCORDANCE WITH THE APPROVED CONSTRUCTION DOCUMENTS.
6.4 THE PROJECT OWNER WILL EMPLOY ONE OR MORE SPECIAL INSPECTORS TO PERFORM
INSPECTIONS AS REQUIRED BY CHAPTER 17 OF THE BUILDING CODE DURING CONSTRUCTION OF
THE PROJECT. DOCUMENTATION THAT SUMMARIZES THE QUALIFICATION AND CREDENTIALS OF
EACH SPECIAL INSPECTOR AND DEMONSTRATES COMPETENCE FOR INSPECTION OF EACH
PARTICULAR TYPE OF CONSTRUCTION REQUIRING SPECIAL INSPECTION SHALL BE SUBMITTED TO
THE CHIEF COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE FOR REVIEW AND APPROVAL
PRIOR TO CONSTRUCTION.
6.5 APPROVED SPECIAL INSPECTORS SHALL FURNISH INSPECTION REPORTS TO THE CHIEF
COMMERCIAL BUILDING INSPECTOR OR HIS DESIGNEE AND TO THE DESIGN PROFESSIONAL WHICH
INDICATE THAT THE WORK INSPECTED WAS DONE IN CONFORMANCE WITH THE APPROVED
CONSTRUCTION DOCUMENTS. A FINAL REPORT WHICH DOCUMENTS THE RESULTS OF THE
SPECIAL INSPECTIONS PERFORMED INCLUDING CORRECTION OF ANY DISCREPANCIES IDENTIFIED
DURING INSPECTION SHALL BE SUBMITTED PERIODICALLY AT A FREQUENCY APPROVED BY CHIEF
COMMERCIAL BUILDING INSPECTOR PRIOR TO CONSTRUCTION.
7. NO PROVISIONS HAVE BEEN MADE FOR FUTURE HORIZONTAL OR VERTICAL EXPANSION.
FOUNDATION
1. FOUNDATION DESIGN IS BASED ON THE RECOMMENDATIONS IN THE GEOTECHNICAL REPORT
PREPARED BY GEOTECHNICAL & ENVIRONMENTAL CONSULTANTS, INC., REPORT NUMBER 160471.210
DATED JULY 11, 2016. DESIGN PROFESSIONAL IS NOT RESPONSIBLE FOR SUBSURFACE CONDITIONS
ENCOUNTERED IN THE FIELD DIFFERENT TO THOSE ASSUMED FOR DESIGN.
2. STRUCTURAL TESTING/INSPECTION AGENCY SHALL CERTIFY THE BEARING MEDIUM.
3. INDIVIDUAL SPREAD FOOTINGS AND CONTINUOUS FOOTINGS SHALL BEAR ON SOIL CAPABLE OF
SUPPORTING 2,500 PSF.
3.1 NO FOOTINGS SHALL BEAR ON ROCK. UNDERCUT ROCK A MINIMUM OF 2 FEET BELOW BOTTOM OF
FOOTING AND REPLACE WITH STRUCTURAL FILL.
4. PROOF ROLL BUILDING AREAS WITH TWO COMPLETE COVERAGES OF A LOADED DUMP-TRUCK OR
SCRAPER. REPLACE SOFT AREAS WITH COMPACTED STRUCTURAL FILL AS REQUIRED BY THE
SPECIFICATIONS.
5. STRUCTURAL FILL SHALL CONTAIN NO ORGANIC MATERIAL AND BE APPROVED BY A GEOTECHNICAL
ENGINEER PRIOR TO PLACEMENT. STRUCTURAL FILL UNDER SLABS AND WITHIN 10'-0" OF THE
BUILDING FOOTPRINT SHALL BE PLACED IN LIFTS OF THICKNESS DETERMINED BY THE INDEPENDENT
TESTING AGENCY AND COMPACTED TO AT LEAST 95% OF ITS STANDARD PROCTOR MAXIMUM DRY
DENSITY IN ACCORDANCE WITH ASTM D698. THE TOP 12" SUB-BASE UNDER SLABS ON GRADE SHALL
BE COMPACTED TO AT LEAST 98% OF ITS STANDARD PROCTOR MAXIMUM DRY DENSITY. ALL BACKFILL,
COMPACTION AND PROOF ROLLING OPERATIONS SHALL BE OBSERVED BY AN INDEPENDENT TESTING
LABORATORY.
6. SLABS-ON-GRADE SHALL BE PLACED ON A 4" GRANULAR BASE, COMPACTED TO 98% OF ITS STANDARD
PROCTOR MAXIMUM DRY DENSITY IN ACCORDANCE WITH ASTM D698, AND COVERED WITH A 10 MIL
CONTINUOUSLY SEALED VAPOR BARRIER. THE BASE FOR SLABS-ON-GRADE SHALL BE INSPECTED BY
A GEOTECHNICAL ENGINEER PRIOR TO EACH PLACEMENT OF CONCRETE.
7. FOOTINGS SHALL BE CENTERED ABOUT COLUMN LINES UNLESS NOTED OTHERWISE.
8. ALL FOOTINGS AND TURN DOWN SLAB EDGES SHALL PENETRATE TO A MINIMUM DEPTH OF 12" BELOW
FINISHED GRADE.
REINFORCEMENT
1. REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60, UNLESS NOTED OTHERWISE.
2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185 AND HAVE MINIMUM SIDE AND END LAPS OF 8".
3. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE REINFORCING BAR SIZES AND PLACEMENT.
WRITTEN DESCRIPTION OF REINFORCEMENT WITHOUT ADEQUATE SECTIONS, ELEVATIONS, AND
DETAILS IS NOT ACCEPTABLE.
4. SPLICES SHALL BE CLASS B IN ACCORDANCE WITH ACI 318, UNLESS NOTED OTHERWISE.
REINFORCEMENT SHALL BE SPLICED ONLY AT LOCATIONS SHOWN OR NOTED IN THE STRUCTURAL
DOCUMENTS, EXCEPT REINFORCEMENT MARKED "CONTINUOUS" CAN BE SPLICED AT LOCATIONS
DETERMINED BY CONTRACTOR. SPLICES AT OTHER LOCATIONS SHALL BE APPROVED IN WRITING BY
THE DESIGN PROFESSIONAL.
5. PROVIDE DOWELS FROM FOUNDATIONS THE SAME SIZE AND NUMBER AS THE VERTICAL WALL OR
COLUMN REINFORCING, UNLESS NOTED OTHERWISE.
6. PLACE REINFORCEMENT AS FOLLOWS, UNLESS NOTED OTHERWISE:
6.1 CONCRETE REINFORCEMENT COVER
EXPOSED TO EARTH OR WEATHER:
UNFORMED CAST AGAINST EARTH 3” CLEAR
FORMED #6 AND LARGER 2” CLEAR
FORMED #5 AND SMALLER 1-1/2” CLEAR
NOT EXPOSED TO EARTH OR WEATHER:
SLABS 3/4" CLEAR
6.2 MASONRY REINFORCING STEEL SHALL BE PLACED IN THE CENTER OF THE WALL UNLESS NOTED
OTHERWISE.
7. REINFORCING STEEL DESIGNATED CONTINUOUS SHALL BE LAPPED AS FOLLOWS:
CONCRETE REINFORCEMENT: CLASS B TENSION LAP
MASONRY REINFORCEMENT: 48 BAR DIAMETERS
8. ADHESIVE FOR REINFORCING DOWELS IN EXISTING CONCRETE SHALL CONFORM TO ASTM C881-02,
TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY CONTENT. ADHESIVE SHALL
CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN SIDE BY SIDE PACKAGING
CONNECTEED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE COMPONENTS AS IT IS INJECTED
INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION SERVICES, INC (ICC-ES)
ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. REINFORCING INSTALLED IN CONCRETE THAT
MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE
CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT DESIGN
PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE CONDITION UNLESS
CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS. MINIMUM EMBEDMENT LENGTH SHALL BE 12 BAR DIAMETERS, UNLESS NOTED
OTHERWISE.
9. ALL DOWELS AND TERMINATING BARS SHALL HAVE A STANDARD 90 DEGREE HOOK.
10. ALL HORIZONTAL REINFORCING SHALL BE CONTINUOUS THROUGH CONTROL AND/OR CONSTRUCTION
JOINTS AND AROUND CORNERS.
CAST-IN-PLACE CONCRETE
1. CONCRETE WORK SHALL CONFORM TO ACI 318 AND CRSI STANDARDS.
2. CONCRETE SHALL HAVE THE FOLLOWING MINIMUM SPECIFIED 28-DAY COMPRESSIVE STRENGTH:
2.1 NORMAL WEIGHT STRUCTURAL CONCRETE:
FOOTINGS 3000 PSI
SLABS-ON-GRADE 4000 PSI
HOLLOW CORE SLABS 5000 PSI
3. PIPES OR DUCTS SHALL NOT EXCEED ONE-THIRD THE SLAB OR WALL THICKNESS INCLUDING
CROSSING UNLESS SPECIFICALLY DETAILED IN THE STRUCTURAL DOCUMENTS. ALL PIPES AND DUCTS
SHALL BE PLACED IN THE MIDDLE THIRD OF THE SLAB OR WALL THICKNESS UNLESS SPECIFICALLY
DETAILED OTHERWISE IN THE STRUCTURAL DOCUMENTS. SEE MECHANICAL AND ELECTRICAL
DRAWINGS FOR LOCATION OF SLEEVES, ACCESSORIES, ETC.
4. REFER TO ARCHITECTURAL DRAWINGS FOR MOLDS, GROOVES, ORNAMENTS, CLIPS OR GROUNDS
REQUIRED TO BE ENCASED IN CONCRETE AND FOR LOCATION OF FLOOR FINISHES AND SLAB
DEPRESSIONS.
5. CONSTRUCTION JOINT LOCATIONS SHALL BE APPROVED BY THE DESIGN PROFESSIONAL. NO
HORIZONTAL CONSTRUCTION JOINTS ARE PERMITTED EXCEPT THOSE SHOWN ON THE STRUCTURAL
DRAWINGS.
6. DEFECTIVE AREAS IN CONCRETE INCLUDING, BUT NOT LIMITED TO, HONEY-COMBING, SPALLS, AND
CRACKS WITH WIDTHS EXCEEDING 0.016 INCH SHALL BE REPAIRED. EXTENT OF DEFECTIVE AREA TO BE
DETERMINED BY THE DESIGN PROFESSIONAL.
STRUCTURAL PRECAST CONCRETE
1. PRECAST CONCRETE DESIGN, MANUFACTURE AND ERECTION SHALL CONFORM TO ACI 318 AND PCI
MANUAL 116.
2. PRECAST DESIGN LOADS:
2.1 PRECAST MEMBERS SHALL BE CAPABLE OF SUPPORTING THE SUPERIMPOSED LOADS AS GIVEN IN
THE CONTRACT DOCUMENTS, IN ADDITION TO THE SELF-WEIGHT OF THE PRECAST MEMBER,
TOPPINGS, ETC.
2.2 EFFECTS TO BE CONSIDERED BY THE PRECAST DESIGN ENGINEER IN THE DESIGN OF THE
PRECAST ELEMENTS AND CONNECTIONS INCLUDE, BUT ARE NOT LIMITED TO, THE FOLLOWING:
GRAVITY
WIND
SEISMIC
DIFFERENTIAL TEMPERATURE BETWEEN PANEL FACES
ECCENTRICITY OF APPLIED LOADS
LOADS FROM MATERIALS SUPPORTED BY PANELS
VOLUMETRIC CHANGES DUE TO TEMPERATURE, CREEP, & SHRINKAGE
ERECTION LOADS
LOAD COMBINATIONS SHALL BE IN ACCORDANCE WITH THE BUILDING CODE.
3. DESIGN OF STRUCTURAL PRECAST ELEMENTS AND THEIR CONNECTIONS SHALL BE THE SOLE
RESPONSIBILITY OF THE CONTRACTOR. SUBMIT SHOP DRAWINGS, DESIGN LOAD DATA, AND SUPPORT
REACTIONS OF PRECAST ELEMENTS AND THEIR CONNECTIONS SEALED BY AN ENGINEER LICENSED IN
THE PROJECT STATE. REVIEW SHALL BE FOR CONFORMANCE WITH THE CONTRACT DOCUMENTS
REGARDING ARRANGEMENT AND SIZES OF MEMBERS AND THE CONTRACTOR'S INTERPRETATION OF
THE DESIGN LOADS AND CONTRACT DOCUMENT DETAILS. SUCH REVIEW SHALL NOT RELIEVE THE
CONTRACTOR OF THE FULL RESPONSIBILITY FOR THE DESIGN OF THE PRECAST AND PRECAST
CONNECTIONS NOT SPECIFIED IN THE CONTRACT DOCUMENTS.
4. SUBMIT REACTIONS OF ALL PRECAST ELEMENTS SUPPORTED BY STRUCTURAL ELEMENTS SHOWN ON
THE DRAWINGS.
5. CONCRETE FOR PRECAST MEMBERS SHALL HAVE A MINIMUM 28-DAY COMPRESSIVE STRENGTH OF
5000 PSI.
6. FOR OPENINGS AND EMBEDDED ITEMS, CONTRACTOR SHALL COORDINATE WITH ARCHITECTURAL,
MECHANICAL, ELECTRICAL AND PLUMBING CONTRACT DOCUMENTS.
CONCRETE MASONRY
1. MINIMUM 28-DAY COMPRESSIVE STRENGTH OF CONCRETE MASONRY SHALL BE F'M = 1500 PSI.
2. MORTAR SHALL COMPLY WITH THE BUILDING CODE REQUIREMENTS FOR CONCRETE MASONRY AND
SHALL BE OF THE FOLLOWING TYPE:
WALLS BELOW GRADE TYPE M
BEARING WALLS TYPE M OR S
3. CONCRETE MASONRY UNITS SHALL BE GROUTED WITH 2500 PSI COARSE GROUT AS SHOWN IN THE
STRUCTURAL DOCUMENTS. GROUT FOR REINFORCED AND NONREINFORCED MASONRY SHALL
CONFORM TO ASTM C476.
4. PROVIDE HORIZONTAL JOINT REINFORCEMENT WITH NO. 9 GAGE LONGITUDINAL WIRES AT 16" C/C
VERTICALLY, UNLESS NOTED OTHERWISE. PROVIDE SPECIAL ACCESSORIES FOR CORNERS,
INTERSECTIONS, ETC.
5. PROVIDE OPEN BOTTOM BEAM BLOCK UNITS WITH 3" DEEP MINIMUM WEB OPENINGS AT HORIZONTAL
REINFORCEMENT LOCATIONS. A MINIMUM CLEAR SPACE OF ONE BAR DIAMETER SHALL BE PROVIDED
BETWEEN THE REINFORCING BARS AND THE FACE OF MASONRY UNITS.
6. PROVIDE CONTROL JOINTS IN ALL CONCRETE MASONRY WALLS AT LOCATIONS APPROVED BY THE
DESIGN PROFESSIONAL AT A MAXIMUM SPACING OF 3 TIMES THE WALL HEIGHT OR 40'-0", WHICHEVER
IS LESS.
7. PROVIDE DOVETAIL ANCHORS AT 16" C/C, UNLESS NOTED OTHERWISE, WHERE MASONRY WALLS ABUT
CONCRETE SURFACES.
8. SUBMIT WRITTEN CONSTRUCTION PROCEDURES PRIOR TO THE START OF MASONRY CONSTRUCTION.
9. MINIMUM VERTICAL WALL REINFORCEMENT SHALL BE #5@32" C/C, UNLESS NOTED OTHERWISE.
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL CONFORM TO ASTM A992, UNLESS NOTED OTHERWISE.
STRUCTURAL STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B.
STRUCTURAL STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B.
STRUCTURAL CHANNELS, MISCELLANEOUS PLATES AND CONNECTION MATERIAL SHALL
CONFORM TO ASTM A36, UNLESS NOTED OTHERWISE.
2. BOLTS AND ANCHORS:
2.1 BOLTED CONNECTIONS SHALL BE TYPE N (BEARING TYPE WITH THREADS INCLUDED IN SHEAR
PLANE) WITH MINIMUM 3/4" DIAMETER A325 BOLTS. SUBMIT PROPOSED BOLT TIGHTENING
PROCEDURE FOR REVIEW.
2.2 ANCHOR BOLTS SHALL BE HEADED BOLTS CONFORMING TO ASTM F1554 AND SHALL BE HEADED
RODS OR THREADED RODS WITH HEAVY HEXAGONAL NUT WELDED TO THE BOTTOM OF THE
THREADED ROD, GRADE A36, UNLESS NOTED OTHERWISE.
2.3 EXPANSION ANCHORS SHALL HAVE BEEN EVALUATED BY THE ICC EVALUATION SERVICES, INC
(ICC-ES) WITH A PUBLISHED EVALUATION REPORT. ANCHORS INSTALLED IN CONCRETE THAT MAY
BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY ICC-ES ACCEPTANCE
CRITERIA 193 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED CONCRETE. CONTACT
DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED CONCRETE
CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. ALL ANCHORS SHALL BE APPROVED
FOR RESISTING WIND AND SEISMIC LOADS. INSTALL IN ACCORDANCE WITH THE MANUFACTURER'S
RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE EQUAL TO 4.5 TIMES THE ANCHOR
DIAMETER, UNLESS NOTED OTHERWISE.
2.4 ADHESIVE ANCHORS SHALL CONSIST OF AN ALL-THREAD STEEL ANCHOR WITH ADHESIVE
CONFORMING TO ASTM C881-02, TYPE IV, GRADE 3, CLASS A, B, & C EXCEPT GEL TIMES AND EPOXY
CONTENT. ADHESIVE SHALL CONSIST OF A TWO COMPONENT ADHESIVE SYSTEM CONTAINED IN
SIDE BY SIDE PACKAGING CONNECTEED TO A MIXING NOZZLE WHICH THOROUGHLY MIXES THE
COMPONENTS AS IT IS INJECTED INTO THE HOLE. ADHESIVE SHALL HAVE PASSED ICC EVALUATION
SERVICES, INC (ICC-ES) ACCEPTANCE CRITERIA 308 FOR LONG TERM CREEP. ANCHORS INSTALLED
IN CONCRETE THAT MAY BECOME CRACKED UNDER SERVICE LOADS SHALL BE EVALUATED BY
ICC-ES ACCEPTANCE CRITERIA 308 AND BE SPECIFICALLY APPROVED FOR USE IN CRACKED
CONCRETE. CONTACT DESIGN PROFESSIONAL FOR DETERMINATION OF CRACKED OR UNCRACKED
CONCRETE CONDITION UNLESS CONDITION IS NOTED ON THE DRAWINGS. INSTALL IN
ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS. MINIMUM EMBEDMENT SHALL BE
EQUAL TO 4.5 TIMES THE ANCHOR DIAMETER, UNLESS NOTED OTHERWISE.
3. STRUCTURAL STEEL SHALL BE FABRICATED AND ERECTED ACCORDING TO BOTH THE AISC
“SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS” AND THE AISC "CODE OF STANDARD PRACTICE
FOR STEEL BUILDINGS AND BRIDGES".
4. SUBMIT SHOP DRAWINGS WHICH ADEQUATELY DEPICT THE STRUCTURAL ELEMENTS AND
CONNECTIONS SHOWN IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE DETAILED BASED ON
THE DESIGN INFORMATION PROVIDED IN THE CONTRACT DOCUMENTS. CONNECTIONS SHALL BE
DESIGNED FOR THE SERVICE LOAD REACTION VALUES SHOWN ON THE STRUCTURAL DRAWINGS. FOR
STEEL MEMBERS WHOSE REACTIONS ARE NOT SHOWN, THE DESIGN REACTION SHALL BE OBTAINED
FROM THE TABLES ENTITLED "MAXIMUM TOTAL UNIFORM LOAD" IN PART 3 OF THE AISC "MANUAL OF
STEEL CONSTRUCTION", THIRTEENTH (13TH) EDITION. THE DESIGN REACTION IS EQUAL TO HALF THE
TABULATED VALUE FOR NONCOMPOSITE BEAMS AND EQUAL TO THE TABULATED VALUE FOR
COMPOSITE BEAMS. DEVIATION FROM THE CONNECTION DETAILS DEPICTED IN THE CONTRACT
DOCUMENTS SHALL NOT BE PERMITTED WITHOUT WRITTEN PERMISSION FROM THE DESIGN
PROFESSIONAL. REVIEW DOES NOT RELIEVE THE CONTRACTOR OF THE FULL RESPONSIBILITY FOR
THE DESIGN AND ADEQUACY OF SUCH CONNECTIONS. DESIGN PROFESSIONAL SHALL BE
COMPENSATED BY THE CONTRACTOR FOR THE COST INVOLVED IN THE REDESIGN OF CONNECTIONS
FOR THE CONVENIENCE OF THE CONTRACTOR. SINGLE ANGLE CONNECTIONS ARE NOT ACCEPTABLE.
5. USE PRE-QUALIFIED WELDED JOINTS IN ACCORDANCE WITH AISC AND THE STRUCTURAL WELDING
CODE OF THE AMERICAN WELDING SOCIETY. "NON-PRE-QUALIFIED JOINTS" SHALL BE QUALIFIED PRIOR
TO FABRICATION.
6. STRUCTURAL STEEL EXPOSED TO WEATHER SHALL BE GALVANIZED.
METAL DECK
1. DECK DESIGN IS BASED ON THE STEEL DECK INSTITUTE DESIGN MANUAL FOR COMPOSITE DECKS,
FORM DECKS AND ROOF DECKS.
2. PROVIDE GLAVANIZED ROOF DECK WITH THE FOLLOWING MINIMUM PROPERTIES:
1.5 INCH DEPTH
22 GAGE THICKNESS
0.192 IN3/FT SECTION MODULUS
0.169 IN4/FT MOMENT OF INERTIA
33,000 PSI YIELD STRESS
3. DECK IS SPECIFIED BASED ON A THREE SPAN CONDITION. FURNISH HEAVIER GAGE DECK IF REQUIRED
FOR ONE OR TWO SPAN CONDITIONS.
4. FASTEN ROOF DECK TO RESIST A NET UPLIFT AS INDICATED ON THE DRAWINGS.
5. FASTEN DECK TO RESIST AN ULTIMATE DIAPHRAGM SHEAR FORCE OF 500 POUNDS PER LINEAR FOOT.
COLD-FORMED STEEL
1. DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS AND THEIR CONNECTIONS SHALL BE THE
SOLE RESPONSIBILITY OF THE CONTRACTOR. SUBMIT SHOP DRAWINGS SEALED BY AN ENGINEER
LICENSED IN THE PROJECT STATE. REVIEW OF SHOP DRAWINGS SHALL BE FOR CONFORMANCE WITH
THE CONTRACT DOCUMENTS REGARDING ARRANGEMENT AND SIZES OF MEMBERS AND THE
CONTRACTOR'S INTERPRETATION OF THE DESIGN LOADS AND CONTRACT DOCUMENT DETAILS. SUCH
REVIEW SHALL NOT RELIEVE THE CONTRACTOR OF FULL RESPONSIBILITY FOR THE DESIGN OF THE
COLD-FORMED STEEL STRUCTURAL MEMBERS AND THEIR CONNECTIONS.
2. COLD-FORMED STEEL DESIGN, FABRICATION AND ERECTION SHALL BE IN ACCORDANCE WITH AISI
"SPECIFICATION FOR DESIGN OF COLD-FORMED STEEL STRUCTURAL MEMBERS" OR "LOAD AND
RESISTANCE FACTOR DESIGN SPECIFICATION FOR COLD-FORMED STEEL STRUCTURAL MEMBERS".
3. COLD-FORMED STEEL STUDS, JOISTS AND ACCESSORIES SHALL BE AS SHOWN IN THE STRUCTURAL
DOCUMENTS.
4. COLD-FORMED STEEL TRUSSES SHALL BE DESIGNED FOR THE DESIGN LOADS SHOWN IN THE
CONTRACT DOCUMENTS. REFER TO THE SPECIFICATIONS.
5. COLD-FORMED STEEL STRUCTURAL MEMBERS MAY BE ATTACHED BY EITHER WELDS OR SCREWS
SIZED BY THE MANUFACTURER FOR THE SPECIFIED DESIGN LOADS. SEE THE SPECIFICATIONS.
6. CONTRACTOR SHALL FURNISH COMPLETE FABRICATION AND ERECTION DRAWINGS FOR APPROVAL BY
THE STRUCTURAL ENGINEER PRIOR TO THE COMMENCEMENT OF FABRICATION. INCLUDE PLACING
DRAWINGS FOR FRAMING MEMBERS SHOWING SIZE AND GAGE DESIGNATIONS, NUMBER, TYPE,
LOCATION AND SPACING. INDICATE SUPPLEMENTAL STRAPPING, BRACING, SPLICES, BRIDGING,
ACCESSORIES AND DETAILS REQUIRED FOR PROPER INSTALLATION.
7. AXIALLY LOADED BEARING STUDS SHALL BE POSITIONED SUCH THAT STUD LOCATION IS DIRECTLY
UNDER JOIST BEARING POINT UNLESS NOTED OTHERWISE IN THE STRUCTURAL DOCUMENTS.
8. SPLICES IN AXIALLY LOADED STUDS AND FLOOR OR ROOF JOISTS SHALL NOT BE PERMITTED.
9. WELDING OF COLD-FORMED STEEL SHALL BE IN ACCORDANCE WITH THE STANDARD CODE OF ARC
AND GAS WELDING IN BUILDING CONSTRUCTION.
WOOD
1. PLYWOOD DIAPHRAGMS SHALL BE EITHER STRUCTURAL I OR II SOUTHERN PINE PLYWOOD WITH
THICKNESS AS NOTED IN THE STRUCTURAL DOCUMENTS. PLYWOOD SHALL CONFORM TO THE
REQUIREMENTS OF THE BUILDING CODE.
2. PLYWOOD SHALL BE ORIENTED AND NAILED TO SUPPORTING MEMBERS AS NOTED IN THE
STRUCTURAL DOCUMENTS.
3. PLYWOOD SHALL BE PROVIDED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE AMERICAN
PLYWOOD ASSOCIATION (APA). THE MINIMUM THICKNESSES WHICH FOLLOW SHALL BE INCREASED AS
REQUIRED TO SATISFY ARCHITECTURAL REQUIREMENTS.
3.1 ROOF SHEATHING SHALL BE APA RATED SHEATHING, EXPOSURE 1, 48"x96". FOR SUPPORTS 24" OC
USE 15/32" 32/16 PLYWOOD. FOR SUPPORTS 16" OC USE 7/16" 24/16 PLYWOOD. PLYWOOD SHALL
BE TONGUE AND GROOVE OR BE INSTALLED WITH PANEL CLIPS IN ACCORDANCE WITH APA
RECOMMENDATIONS. WHERE ALLOWABLE SPANS ARE EXCEEDED AT ROOF SLOPE TRANSITIONS,
PROVIDE SPECIALLY DESIGNED SUPPLEMENTAL MEMBERS AS REQUIRED. SHEATHING SHALL BE
INSTALLED WITH THE LONG EDGE ACROSS A MINIMUM OF THREE SUPPORTING MEMBERS.
SUPPORT AND STAGGER EDGES OF PLYWOOD PARALLEL TO SUPPORTING MEMBER. PROVIDE
CONTINUOUS BLOCKING AT PERIMETER OF EACH DIAPHRAGM PLANE (INCLUDING ROOF SLOPE
TRANSITIONS) AND AROUND OPENINGS. FASTEN SHEATHING WITH 8d NAILS AT 6" OC AT
SUPPORTED EDGES UNO AND AT 12" OC AT INTERMEDIATE SUPPORTS. (V=240 LBS/FT 8d NAILS,
V=255 LBS/FT 10d NAILS FOR LOAD PARALLEL TO SUPPORTS; V=180 LBS/FT 8d NAILS, V=190 LBS/FT
10d NAILS FOR LOAD PERPENDICULAR TO SUPPORTS) AN 1/8" GAP SHALL BE LEFT BETWEEN
ADJACENT PANELS. PROTECT EDGES AGAINST EXPOSURE TO WEATHER OR USE EXTERIOR GRADE
PLYWOOD. COVER SHEATHING AS SOON AS POSSIBLE WITH ROOFING FELT OR SHINGLE
UNDERLAYMENT FOR PROTECTION AGAINST EXCESSIVE MOISTURE PRIOR TO ROOFING
INSTALLATION.
3.2 WALL SHEATHING SHALL BE 15/32" APA RATED SHEATHING, 32/16, EXPOSURE I, 48"x96" WITH
CONTINUOUSLY SUPPORTED EDGES. AN 1/8" GAP SHALL BE LEFT BETWEEN ADJACENT PANELS.
PROVIDE ONE LAYER ON ONE SIDE OF WALL UNLESS INDICATED ON PLAN TO PROVIDE ONE LAYER
ON EACH SIDE OF WALL.
3.3 FASTEN SHEATHING WITH 8d NAILS @ 6" OC AT PANEL EDGES AND @ 12" OC AT INTERMEDIATE
SUPPORTS.
ROOF PLAN COMPONENTS AND CLADDING
ULTIMATE WIND PRESSURE DIAGRAM
CONCESSION STAND
= -27 PSF/+16 PSF
= -41 PSF/+16 PSF
= -59 PSF/+16 PSF
NOTE: WIND PRESSURE BASED ON 50 SQUARE
FOOT AREA. NEGATIVE INDICATES
PRESSURE AWAY FROM SURFACE
SPLASH PAD
= -25 PSF/+16 PSF
= -38 PSF/+16 PSF
NOTE: WIND PRESSURE BASED ON 50 SQUARE
FOOT AREA. NEGATIVE INDICATES
PRESSURE AWAY FROM SURFACE
WALL ELEVATION COMPONENTS AND CLADDING
ULTIMATE WIND PRESSURE DIAGRAM
CONCESSION STAND
= -31 PSF/+29 PSF
= -36 PSF/+29 PSF
NOTE: WIND PRESSURE BASED ON 50 SQUARE
FOOT AREA. NEGATIVE INDICATES
PRESSURE AWAY FROM SURFACE
SPLASH PAD
= -29 PSF/+26 PSF
= -33 PSF/+26 PSF
NOTE: WIND PRESSURE BASED ON 50 SQUARE
FOOT AREA. NEGATIVE INDICATES
PRESSURE AWAY FROM SURFACE
A
B
C
B.5
D
1 2 3 4
13
'-8
"6
'-4
"7
'-0
"1
3'-8
"
24'-8" 15'-0" 15'-0"
8" MASONRY SHEAR
WALLS, SEE NOTE 6
P
1
F
1
P
1
F
1
P
1
F
1
P
1
F
1
C.J.
C.J.
C.J.
C.J.
C.J.
C
SEE ARCH
SEE NOTE 3
A
A
A
A
A
A
A
A
A
A
AA
A
A
A
A
A
E
E
E
E
EE
E
EE
E
E
C
C
E
C
AAA
13
S3.1
10
S3.1
5
S3.1
9
S3.1
C.J.
C.J.
C.J.
C.J.
4'-8
"4
'-8
"
NOTE 9, TYP.
13
S3.1
SLOPE
SEE ARCH.
T/FTG = -(2'-0")
T/FTG = -(2'-0")
T/FTG = -(2'-0")
T/FTG = -(2'-0")
P
1
F
1
P
1
F
1
P
1
F
1
17
S3.1
17
S3.1
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
FOUNDATION PLAN - CONCESSION STAND
1/4" = 1'-0"
1
S1.1
NOTES:
1. SEE S0.1 FOR GENERAL STRUCTURAL NOTES.
2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.
3. PROVIDE 4" GRADE SUPPORTED SLAB REINFORCED WITH WWF 6x6 W1.4xW1.4 WELDED WIRE FABRIC ON 4" GRANULAR
SUBBASE AND VAPOR BARRIER. T/SLAB EL = 0'-0".
4. Fx INDICATES FOOTING SIZE, SEE 1/S3.1. T/FTG = -1'-4" UNO BASED ON T/SLAB REFERENCE ELEVATION = 0'-0".
5. Px INDICATES CMU PILASTER, SEE 9/S4.1.
6. INDICATES LOAD BEARING CMU WALL REINFORCED W/ #5@32" O.C., UNO. SEE 5, 6, &10/S4.1. T/FTG EL = -1'-4" UNO.
INDICATES NON LOAD-BEARING CMU PARTITION WALL REINFORCED W/ #4@48" O.C., UNO. SEE 18/S3.1.
7. INDICATES ADDITIONAL CMU WALL REINFORCEMENT, SEE 1/S4.1.
8. C.J. INDICATES SLAB CONTROL JOINT. SEE 2/S3.1 AND GENERAL NOTES FOR ADDITIONAL INFORMATION.
9. PROVIDE REINFORCEMENT AT RE-ENTRANT CORNERS, SEE 6/S3.1.
10. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL UTILITY AND PLUMBING LINES. SEE 14/S3.1.
X
AS SHOWN
S1.1
FOUNDATION
PLAN -
CONCESSION
STAND
B
C
D
C.5
E
1 2 3 4
W12x16
W12x16
W12x16
W12x16
W12x16
W12x16
W12x16
W12x16
W12x16
W12x16
13
'-8
"6
'-4
"7
'-0
"1
3'-8
"
23'-2" 15'-0" 15'-0"
W1
2x1
6W
12
x1
6
W1
2x1
4W
12
x1
4W
12
x1
4
6" METAL STUD WALL,
SEE NOTE 5
8" MASONRY SHEAR
WALL BELOW
SEE NOTE 4
DE
CK
B
RG
EL
=
+
10
'-2
"
2
S4.1
2
S5.1
9'-8
"9
'-8
"
1'-0" 1'-0"
6"
15
S5.1
11
S5.1
18
S5.1
5
S5.1
10
S5.1
9
S5.1
6
S5.1
14
S5.1
DE
CK
B
RG
EL
=
+
10
'-4
"
W8
x1
0W
8x1
0W
8x1
0W
8x1
0W
8x1
0W
8x1
0W
8x1
0W
8x1
0W
8x1
0
W12x16
W8
x1
0
13
S5.1
A
F
1.8
1'-6"
PROVIDE DOUBLE METAL STUD PACK
AT LOCATION OF CONNECTION OF
PRE-ENGINEERED CANOPY, TYP.
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
SECOND FLOOR FRAMING PLAN - CONCESSION STAND
1/4" = 1'-0"
1
S1.2
NOTES:
1. SEE S0.1 FOR GENERAL STRUCTURAL NOTES.
2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.
3. INDICATES DIRECTIONAL SPAN OF 1-1/2" TYPE B WIDE RIB 22 GAUGE GALVANIZED METAL ROOF DECK, SEE 3/S5.1.
4. INDICATES DIRECTIONAL SPAN OF 6" HOLLOW CORE PRECAST CONCRETE SLAB W/ 2" TOPPING. DESIGN OF
HOLLOWCORE SHALL INCLUDE 800 PLF NOMINAL LINE LOAD FOR LOAD-BEARING METAL STUD WALL, SEE PLAN. T/SLAB EL =
+10'-8" ABOVE FINISHED FLOOR.
5. INDICATES 6" METAL SHEAR STUD WALL W/ 6" DEEP, 1 5/8" LEG 18 GAUGE STUDS MIN @ 16" O.C. PROVIDE 1/2"
PLYWOOD SHEATHING CONNECTED TO METAL STUDS.
AS SHOWN
S1.2
SECOND FLOOR
FRAMING PLAN -
CONCESSION
STAND
A
B
C
B.5
D
1 2 3 4
13
'-8
"6
'-4
"7
'-0
"1
3'-8
"
24'-8" 15'-0" 15'-0"
T3
T4
T
2
T
2
T
2
T
2
T1
T6
T1
T6
T1
T6
T1
T6
T4
T5
T5
OPENING FOR
CUPOLA, SEE ARCH
6" LOAD BEARING
LIGHT GAUGE METAL
STUD WALL BELOW
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T3
T4
T4
T3
T3
T4
T4
T4
T4
T4
T4
T4
T3
T3
T4
T4
T4
T4
T3
T3
T4
T4
T4
T4
T3
T3
T4
T4
T4
T4
T4
T4
T4
T4
T4
WALL OPENING, PROVIDE (2)
10" DEEP AND (2) 6" DEEP, 1
5/8" LEG 18 GAUGE BOXED
BEAM AT LINTEL, TYP.
PROVIDE DOUBLE WALL STUDS
AT TRUSS BEARING, TYP. AT T1
& T2.
(4) 6" DEEP 18
GA BOXED BEAM
(4) 6" DEEP 18
GA BOXED BEAM
(4) 6" DEEP 18
GA BOXED BEAM
(4) 6" DEEP 18
GA BOXED BEAM
PROVIDE TWO FULL HEIGHT STUDS
AT EACH JAMB AND CORNER, TYP.
18
S5.1
TYP.
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
ROOF FRAMING PLAN - CONCESSION STAND
1/4" = 1'-0"
1
S1.3
NOTES:
1. SEE S0.1 FOR GENERAL STRUCTURAL NOTES.
2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.
3. INDICATES DIRECTIONAL SPAN OF 5/8" EXTERIOR GRADE PLYWOOD ROOF SHEATHING ON PRE-FABRICATED LIGHT
GAUGE METAL TRUSSES SPACED AT 2'-0" O.C. MAXIMUM. SEE 8/S5.1.
4. Tx INDICATES PRE-FABRICATED LIGHT GAUGE METAL TRUSS PROFILE, SEE 1/S5.2. TRUSS BEARING EL = 19'-8" ABOVE FIRST
FINISHED FLOOR.
AS SHOWN
S1.3
ROOF FRAMING
PLAN -
CONCESSION
STAND
1 2
A
B
C
D
24'-0"
16
'-0
"1
2'-0
"1
6'-0
"
SEE NOTE 4
SEE NOTE 4
SEE NOTE 4
WOOD TRELLIS POST,
SEE NOTE 7
C.J.
SE
E N
OT
E 3
5
S3.1
9
S3.1
13
S3.1
1 2
A
B
C
D
24'-0"
16
'-0
"1
2'-0
"1
6'-0
"
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T4
T6
T6
T3
T3
T1
T1
T2
T
5
T
5
T1
T1
T2
T
5
T
5
W8
x1
8
W8
x1
8
OPENING FOR CUPOLA,
SEE ARCH
20
S5.1
19
S5.1
C.J.
C.J.
C
A
A
C
C
C
C
A
A
C
C
C
AA
AA
A AE E A A
E
E
E
C C
2
S4.1
13
S3.1
C.J.
C.J.C.J.
F
2
F
2
F
2
F
2
SLOPE 1"
SEE ARCH.
SLOPE 1"
SEE ARCH.
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
SPLASH PAD FOUNDATION PLAN
1/4" = 1'-0"
1
S1.4
NOTES:
1. SEE S0.1 FOR GENERAL STRUCTURAL NOTES.
2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.
3. C.J. INDICATES SLAB CONTROL JOINT. SEE 2/S3.1 AND GENERAL NOTES FOR ADDITIONAL INFORMATION.
4. PROVIDE 4" GRADE SUPPORTED SLAB REINFORCED WITH WWF 6x6 W1.4xW1.4 WELDED WIRE FABRIC ON 4" GRANULAR
SUBBASE AND VAPOR BARRIER. T/SLAB EL = 0'-0".
5. INDICATES LOAD-BEARING CMU WALL REINFORCED W/ #5@32" O.C., UNO. SEE 5, 6, & 8/S4.1. T/FTG EL = -1'-4".
INDICATES NON LOAD-BEARING CMU PARTITION REINFORCED W/ #4@48" O.C., UNO. SEE 18/S3.1.
6. INDICATES ADDITIONAL CMU WALL REINFORCEMENT, SEE 1/S4.1.
7. WOOD TRELLIS BY LANDSCAPE ARCHITECT.
8. TOP OF FOOTING ELEVATION = -1'-4" BASED ON T/SLAB REFERENCE ELEVATION = 0'-0".
9. CONTRACTOR SHALL BE RESPONSIBLE FOR COORDINATION OF ALL UTILITY AND PLUMBING LINES. SEE 14/S3.1.
X
SPLASH PAD ROOF FRAMING PLAN
1/4" = 1'-0"
2
S1.4
NOTES:
1. SEE S0.1 FOR GENERAL STRUCTURAL NOTES.
2. SEE ARCH FOR ADDITIONAL INFORMATION AND DIMENSIONS.
3. INDICATES DIRECTIONAL SPAN OF 5/8" EXTERIOR GRADE PLYWOOD ROOF SHEATHING ON PRE-ENGINEERED LIGHT
GAUGE METAL TRUSSES SPACED AT 2'-0" O.C. MAXIMUM, SEE 8/S5.1.
4. Tx INDICATES PRE-FABRICATED LIGHT GAUGE METAL TRUSS PROFILE, SEE 2/S5.2. TRUSS BEARING ELEVATION = +9'-5 1/2"
ABOVE FIRST FINISHED FLOOR.
AS SHOWN
S1.4
SPLASH PAD
PLANS
FOOTING SCHEDULE
3/4" = 1'-0"
F1 2'-0"x3'-0"x12" 3#4 LONG, 4#4 SHORT BOTTOM
REMARKSREINF
SIZE (WxLxT)
MARK
FOOTING SCHEDULE
TYPICAL INTERIOR 8" CMU WALL FOOTING
3/4" = 1'-0"
1
5
8" 8" 8"
8"
MIN
1'-0
"
T/SLAB EL
T/FTG EL
1
5
CMU WALL
DOWEL TO MATCH
VERT WALL REINF
ALTERNATE HOOKS
3#5 CONT.
STANDARD WEIGHT HORIZ
JOINT REINF AT 8" BELOW
GRADE AND AT 16" ABOVE
GRADE
BOND BREAKER
#4 CONT.
WWF
TYPICAL GRADE SUPPORTED SLAB AT JOINTS
3/4" = 1'-0"
NOTE: SAW CUT OR DISCONTINUE REINF AT
CONTRACTION JT
CONSTRUCTION JOINT
CONTRACTION JOINT
SLAB REINF IN TOP 1/3 OF SLAB
1/8"x1/3 SLAB DEPTH SAW CUT JT
SLAB REINF IN TOP 1/3 OF SLAB
TOOLED JT
TYPICAL TYPICAL REINFORCEMENT AT SLAB
RE-ENTRANT CORNER
3/4" = 1'-0"
3
"
2
"
BLDG CORNER OR CONSTRUCTION JT
2#5 x 4'-0" TOP
TYPICAL TURN DOWN SLAB AT JOINT
3/4" = 1'-0"
8"
1'-4
"
MIN
1/2" EXP JT
SLAB ON GRADE,
SEE CIVIL
WWF
#4@12"
3'-0"
2#5 CONT
T/SLAB EL
2
1
TYPICAL THICKENED FOOTING AT UNDERGROUND
PIPING
3/4" = 1'-0"
WA
LL
F
TG
3"
MIN
2'-8"
1'-6"2'-0"
MIN
F
TG
T
HIC
KN
ES
S
2'-0" 1'-6"
2'-8"
PIPE NEAR TOP OF FOOTING
CL OF PIPE
T/FTG EL
3"
MIN
1'-6" 2'-0"
MIN
F
TG
T
HIC
KN
ES
S
2'-0" 1'-6"
PIPE AT BOTTOM OF FOOTING
2'-8"2'-8"
PIPE UNDER FOOTING
NOTE:
VERIFY PIPE PENETRATION
LOCATIONS W/ PLUMBING
CONTRACTOR
T/FTG EL
T/FTG EL
6"
MIN
WA
LL
F
TG
WA
LL
F
TG
ADDL REINF TO MATCH
FTG REINF
FTG REINF
ADDL REINF TO
MATCH FTG REINF
FTG REINF
FTG REINF
#6@12"
#6@12"
TYPICAL THICKENED GRADE SUPPORTED SLAB AT
STEEL STAIR
3/4" = 1'-0"
1'-0" 1'-0"
1
5
8"
NOTE:
EXTEND THICKENED SLAB 1'-0" BEYOND EITHER SIDE OF STAIR
STAIR STRINGER, SEE 1/S5.1
L4x4x5/16 W/ 5/8"Ø
EXP ANCHOR W/ 6"
MIN EMBED
WWF
2#5 CONT BOT
4@12"
TYPICAL EXTERIOR 8" CMU WALL FOOTING
3/4" = 1'-0"
1
5
8" 8" 8"
8"
MIN
1'-0
"
T/SLAB EL
CMU WALL
DOWEL TO MATCH
VERT WALL REINF
ALTERNATE HOOKS
3#5 CONT
STANDARD WEIGHT HORIZ
JOINT REINF AT 8" BELOW
GRADE AND AT16" ABOVE
GRADE
BOND BREAKER
#4 CONT
WWF
F2 2'-6"x2'-6"x12" 4#4 E.W. TOP & BOTTOM
TYPICAL GRADE SUPPORTED SLAB AT NON
LOAD-BEARING CMU WALL
3/4" = 1'-0"
1
5
8
6"6"
NON LOAD-BEARING WALLS
2'-0
"
T/SLAB EL
WWF
2#5 CONT BOT
CMU WALL
@4 DOWELS W/ STD 90
HOOK @48" ALTERNATE
HOOK
T/FTG EL
EXTERIOR CANTILEVERED 8" CMU WALL FOOTING
3/4" = 1'-0"
1
5
8" 8" 8"
1'-0
"
CMU WALL
DOWEL TO MATCH
VERT WALL REINF
ALTERNATE HOOKS
3#5 CONT
STANDARD WEIGHT HORIZ
JOINT REINF AT 8" BELOW
GRADE AND AT16" ABOVE
GRADE
T/FTG EL
8" U-BLOCK FULLY
GROUTED W/ 1#5 CONT.
3'-4
"
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
S3.1
1
S3.1
2
S3.1
6
S3.1
5
S3.1
9
S3.1
13
S3.1
18
S3.1
14
S3.1
10
AS SHOWN
S3.1
FOUNDATION
DETAILS
S3.1
17
TYPICAL REINFORCING AT 8" LOAD BEARING CMU WALL
3/4" = 1'-0"
AT INTERSECTION
W/ INTERIOR WALL
E
C
AT CORNERSAT JAMBS
A
B
AT BEAM / TRUSS BEARING
AT CONTROL JOINT
D
SEALANT FLUSH W/
MORTAR JOINT
WIDE FLANGE
NEOPRENE
CONTROL JOINT
MATERIAL
#5 VERT TYP
3#5 VERT TYP
CUT HORIZ JOINT
REINF AT CONTROL
JOINT
1#5 EA SIDE
2#5 VERT.
3#5 EA SIDE FOR
OPENINGS GREATER
THAN 8'-0" WIDE
2#5 EA SIDE FOR
OPENINGS 4'-0" TO 8'-0"
1#5 EA SIDE FOR
OPENINGS 4'-0"
WIDE OR LESS
TYPICAL REINFORCING CMU WALL
3/4" = 1'-0"
NO
TE
1
NO
TE
1
AS
R
EQ
UIR
ED
SE
E P
LA
N
AN
D S
EC
TIO
NS
NO
TE
*
NO
TE
*
NO
TE
*
* MASONRY LAP SCHEDULE
#5=30"
NOTE
1. USE 4-0 LIFTS FOR BAR SIZES #3 THROUGH #6,
USE 6-0 LIFTS FOR BAR SIZES #7 AND ABOVE
2. FOR FOOTING AND ADDITIONAL REINFORCING,
REFER TO PLANS AND SECTIONS
JOINT REINF AT 16"
DOWELS TO MATCH VERT REINF, UNO
FILL ALL CELLS SOLID W/
GROUT THAT REQUIRE
VERT REINF AND ALL
CELLS BELOW GRADE
TYPICAL REINFORCING AT CMU WALL OPENING
3/4" = 1'-0"
2'-0"
RO
UG
H O
PE
NIN
G
4"8"
REINF AND GROUT SOLID
1/2 OF VERT REINF
INTERRUPTED BY OPNG
SEE 10/S4.1
FOR SIZE
AND REINF
STANDARD LINTEL SCHEDULE
3/4" = 1'-0"
STANDARD LINTEL SCHEDULE
OPENINGS UP TO 6'-0"
8"x8" U-BLOCK W/ 1#5 T&B
8" BLOCK 8"x8" CONC W/ 2#4 T&B
8" BLOCK 8"x8" CONC W/ 2#4 T&B
8"x16" U-BLOCK W/ 1#6 T&B
WALL SIZE LINTEL TYPE REMARKS
OPENINGS 8'-0" TO 10'-0"
8" BLOCK 8"x8" CONC W/ 2#4 T&B #3 STIR @ 7" CONT
TYPICAL CMU WALL AT BEAM BEARING
3/4" = 1'-0"
SECTIONELEVATION
PLAN
PARALLEL TO WALL
PLAN
PERPENDICULAR TO WALL
CUT CMU AT BRG AS REQD FOR T/BEAM
SEE ? FOR VERT REINF AT JAMB
AND BEARING CONDITIONS
BRG PL 3/8"x7"x1'-0" (WITH
SLOTTED HOLES) WITH (2) 5/8"
DIA x 8" LONG ANCHOR BOLTS
USE THISS CONN ONE
END ONLY AT BEAMS
LONGER THAN 25'-0"
L1-1/2 x 1-1/2 x 3/16
T/BEAM EL
OPENINGS 6'-0" TO 8'-0"
TYPICAL CMU PILASTER
3/4" = 1'-0"
2'-0"
8"
ALTERNATE COURSES
4#4 TYP. PROVIDE
DOWELS INTO FTG TO
MATCH VERT. REINF
#3 TIES @ 8"
O.C. TYP.
135° HOOK TYP.
P1
#4=26"
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
S4.1
1
S4.1
2
S4.1
6
S4.1
5
S4.1
9
S4.1
10
AS SHOWN
S4.1
MASONRY
DETAILS
TYPICAL ROOF DECK ATTACHMENT (36" WIDE SHEET)
3/4" = 1'-0"
CL OF END
SUPPORT
CL OF
INTERMEDIATE
SUPPORT
TYPICAL FRAMING AT ROOF DECK OPENING
3/4" = 1'-0"
CO
OR
D O
PN
G S
IZ
E
W/ A
RC
H A
ND
M
EC
H
COORD OPNG SIZE
W/ ARCH AND MECH
TYP
3/16
3/16
3/16
SE
E A
BO
VE
NOTE: FOR SPANS GREATER THAN 5'-0" USE L6x3 1/2x5/16 (LLV)
TYPICAL EXTERIOR ROOF DECK AT DECK EDGE
3/4" = 1'-0"
3"@12"
8"
8"
TYPICAL STAIR TREAD DIAGRAM
3/4" = 1'-0"
1"
T/CONC
TYPICAL STAIR AT CONCRETE SLAB
3/4" = 1'-0"
2"
1"
RIS
ER
1
"
W
L
T
Y
P
T/CONC
TYPICAL HOLLOW PRECAST FLOOR PANEL AT 8" CMU
WALL - PERPENDICULAR
3/4" = 1'-0"
6"
TYPICAL DETAIL BETWEEN HOLLOW CORE SLABS
3/4" = 1'-0"
TYPICAL HOLLOW PRECAST FLOOR PANEL AT 8" CMU
WALL - PARALLEL
3/4" = 1'-0"
3 4
" C
LR
.
TYPICAL HOLLOW PRECAST FLOOR PANEL AT
CANTILEVER
3/4" = 1'-0"
TYPICAL HOLLOW PRECAST FLOOR PANEL AT
OVERHANG
3/4" = 1'-0"
6"
6"
6"
SEE PLAN
6"
1'-4" MAX
ROOF DIAPHRAGM DETAIL
3/4" = 1'-0"
L3-1/2x3-1/2x1/4 x 0'-5"
L3x3x1/4
L3x3x1/4
(7) 5/8" DIA PUDDLE
WELDS AT SUPPORTS
5/8" DIA PUDDLE WELDS
W/ 14 GA WELD WASHERS
@ 12" AT PERIMETER OF
BUILDING
36" WIDE SHEET
METAL DECK
ROOF DECK, SEE PLAN FOR
SPAN DIRECTION
5/16" BENT PL CONT
3/8" OUTRIGGER PL
@ 3'-0" O.C.
HEADER BY PRECAST
MFR. BEAR ON MASONRY
WALL EACH END
CHANNEL STRINGER
METAL CLOSURE PLATE
CHANNEL STRINGER
SEE 10/S3.1
1/4" CLOSURE PL, TYP
CONT. U-BLOCK FILLED
SOLID AND REINF. W/ 1#5
TOP AND BOTTOM CONT.
DOWEL INTO 2"
CONCRETE TOPPING
L3-1/2x3-1/2x1/4
x 0'-5"
#10 SELF TAPPING
SCREWS @ 12" AT
SIDE LAPS
NON-SLIP NOSING
1/8"x2" MASONITE BEARING
STRIP CONT. UNDER BEARING
END OF ALL PRECAST
HOLLOW CORE SLAB. TYP.
3000 PSI GROUT
CONT. U-BLOCK FILLED
SOLID AND REINF. W/ 1#5
TOP AND BOTTOM CONT.
#4@4'-0" O.C. MAX.
(IN KEYWAY)
1/8"x2" MASONITE BEARING
STRIP CONT. UNDER BEARING
END OF ALL PRECAST
HOLLOW CORE SLAB. TYP.
CONT. U-BLOCK FILLED
SOLID AND REINF. W/ 1#5
TOP AND BOTTOM CONT.
TOP REINFORCING DESIGNED
BY PRECAST MANUFACTURER
1/8"x2" MASONITE BEARING
STRIP CONT. UNDER BEARING
END OF ALL PRECAST
HOLLOW CORE SLAB. TYP.
#4x1'-0" DOWEL DRILL AND
GROUT IN KEYWAYS @ 48"
O.C. AFTER PLANK ERECTION
CONT. U-BLOCK FILLED
SOLID AND REINF. W/ 1#5
TOP AND BOTTOM CONT.
1/8"x2" MASONITE BEARING
STRIP CONT. UNDER BEARING
END OF ALL PRECAST
HOLLOW CORE SLAB. TYP.
#4x1'-0" DOWEL DRILL AND
GROUT IN KEYWAYS @ 48"
O.C. AFTER PLANK ERECTION
#4@4'-0" O.C., GROUTED
INTO POCKETS
8d@6" AT
NON-CONTINUOUS
PANEL EDGES
PLYWOOD DIAPHRAGM
(STAGGER SHEETS AS
SHOWN)
SIMPSON PSCL
(PANEL SHEATHING CLIPS)
AT MID-SPAN WHEN SPAN IS
GREATER THEN 16"
8d@12" ALONG
INTERMEDIATE FRAMING
MEMBERS (TYP.)
LIGHT GAUGE METAL
TRUSSES SEE PLAN
GROUT SOLID CORE
SECTION AT ROOF DECK EDGE
3/4" = 1'-0"
1/4" BENT PLATE CONT
3-12"
SEE
ARCH
SUPPORT BEAM SEE PLAN
SEE PLAN FOR ROOF
DECK SPAN AND
CONNECTION
6" HOLLOW CORE PRECAST
CONCRETE SLAB W/ 2"
CONCRETE TOPPING
DOWEL INTO 2"
CONCRETE TOPPING
6" HOLLOW CORE PRECAST
CONCRETE SLAB W/ 2"
CONCRETE TOPPING
2"
2"
TYPICAL LOAD BEARING WALL HEADER SECTION
NOT TO SCALE
HEADER SECTION
ELEVATION
METAL STUD
TRACK
METAL STUD
TOP PLATE
HEADER
DOUBLE STUDS
METAL STUD
SILL PLATE
(2) 10" DEEP, 1 5/8"
LEG METAL STUDS
ALL UNPUNCHED
AND CONTINUOUS
METAL STUD
CLIP
TYPICAL METAL STUD WALL SECTION
3/4" = 1'-0"
SEE ARCH FOR SLOPE
5/8" PLYWOOD
SHEATHING
CONNECTION TO LIGHT
GAUGE MEMBER. SEE
COLD FORMED STEEL
NOTE 1 ON S0.1.
1/2" PLYWOOD SHEATHING
CONNECTED TO METAL STUDS
WITH #10 SELF-TAPPING SCREWS
AT 6" O.C. AT PANEL EDGES AND
INTERMEDIATE SUPPORTS.
HOLLOW CORE SLAB
600T250-54 (MIN) CONT. DEEP
TRACK. ATTACH TO SLAB W/ (2)
0.157"Ø HILTI X-U P.D.F'S @
EACH STUD LOCATION WITH
MIN 1" EMBEDMENT.
6" METAL STUD
@ 16" O.C.
#4@4'-0" O.C.
1#5 CONT.
1#5 CONT.
3/16"
TYPICAL TRUSS BEARING SECTION AT STEEL BEAM
AT SPLASH PAD
3/4" = 1'-0"
5/8" PLYWOOD
SHEATHING
CONNECTION OF TRUSS
TO NAILER BY TRUSS
MANUFACTURER
TYPICAL TRUSS BEARING SECTION AT SPLASH PAD
3/4" = 1'-0"
LIGHT GAUGE
METAL TRUSS
5
12
BEAM, SEE PLAN
2x6 WOOD NAILER CONT.
CONNECTED TO BEAM WITH
1/2"Ø CARRIAGE BOLTS @
2'-0" O.C. STAGGERED
CL BEAM
CL BEAM
CL WALL
CL BEAM
5/8" PLYWOOD
SHEATHING
LIGHT GAUGE
METAL TRUSS
5
12
CONNECTION OF TRUSS
TO NAILER BY TRUSS
MANUFACTURER
2x6 WOOD NAILER CONT.
W/ 5/8"Øx12" ANCHOR
BOLT @ 2'-0" O.C.
CONT. BOND BEAM FILLED
SOLID WITH GROUT AND
REINF. W/ 2#5 CONT.
CMU WALL, SEE 1&5/S4.1.
TYPICAL HOLLOW PRECAST FLOOR PANEL AT
OVERHANG AND STEEL DECK BEARING
3/4" = 1'-0"
CONT. U-BLOCK FILLED
SOLID AND REINF. W/ 1#5
TOP AND BOTTOM CONT.
1/8"x2" MASONITE BEARING
STRIP CONT. UNDER BEARING
END OF ALL PRECAST
HOLLOW CORE SLAB. TYP.
HOOK VERTICAL
BAR AT TOP
1#5 CONT.
EMBED PL BY PRECAST MFR.
CL BEAM
BEAM,
SEE PLAN
L6x3x5/16 CONT.
(LLH)
6"
3-123/16"
3-123/16"
DECK
BRG EL
(2) 6" DEEP, 1 5/8"
LEG METAL STUDS
ALL UNPUNCHED
AND CONTINUOUS
TREAD
NOTE: SEE ARCH FOR HANDRAIL
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
S5.1
1
S5.1
2
S5.1
6
S5.1
5
S5.1
9
S5.1
13
S5.1
17
S5.1
18
S5.1
14
S5.1
19
S5.1
15
S5.1
11
S5.1
10
S5.1
7
S5.1
3
S5.1
8
S5.1
20
AS SHOWN
S5.1
FRAMING
DETAILS
CONCESSION STAND TRUSS PROFILES
3/8" = 1'-0"
12
5
METAL STUD
WALL
12
5
METAL STUD WALL
12
5
METAL STUD WALL
BEAM, SEE PLAN
PRE-ENGINEERED
METAL TRUSS
12
5
12
5
PRE-ENGINEERED
METAL TRUSS
12
5
METAL STUD WALL
PRE-ENGINEERED
METAL TRUSS
PRE-ENGINEERED
METAL TRUSS
12
5
12
5
12
5
12
5
12
5
12
5
12
5
PRE-ENGINEERED
METAL TRUSS
PRE-ENGINEERED
METAL TRUSS
PRE-ENGINEERED
METAL TRUSS
MASONRY WALL
MASONRY WALL
MASONRY WALL
MASONRY WALL/
STEEL BEAM
T1
T2
T3
T6
T5
PRE-ENGINEERED
METAL TRUSS
T4
SPLASH PAD TRUSS PROFILES
3/8" = 1'-0"
T2
T4
T1
T3
T6
T5
4317 Park Drive, Suite 400
Norcross, Georgia 30093
(770) 416-7511
www.mackcain.com
This drawing is the property of Mack Cain
Design Studio and Travis Pruitt &
Associates, Inc. It is only to be used for the
project and location identified herein. No part
of this drawing may be reproduced, stored, or
transmitted in any form by means electronic,
mechanical photocopying, or otherwise without
prior written consent.
DESIGNED BY:
DRAWN BY:
CHECKED BY:
APPROVED BY:
PROJECT NO.
SHEET
SCALE:
DATE:
RE
LE
AS
ED
F
OR
C
ON
ST
RU
CT
IO
N
150536
No. Date
Mack Cain Design Studio
@Travis Pruitt & Associates
3301 R
OF
F A
VE
NU
E
MA
CO
N, G
A 31204
09/30/16
HJ
BCR
HJ
HJ
07/18/16 PROGRESS SET
4317 Park Drive, Suite 400Norcross, Georgia 30093
Phone: (770)416-7511Fax: (770)416-6759
www.travispruitt.com
Travis PruittAssociates, Inc.
Description
DRAWINGS SCHEDULE
Foresite Group, Inc.5185 Peachtree PkwySuite 240Norcross, GA 30092
o | 770.368.1399f | 770.368.1944
w | www.fg-inc.net
S5.2
1
S5.2
2
AS SHOWN
S5.2
TRUSS
PROFILES
BID ALTERNATES TO BASE BID FORM# Bid Item # Name of Bid Alternate
1 MUSCO Lighting substitution for Qualite Desgin
2 MUSCO Lightng redesign
3 Sports Lighting and Scoreboard Deduction
4
5
6
7
8
9
10
Contractor may provide Bid Alternates to any item he feels would provide a better alter Contractor shall include the corresponding bid item number from the Construction Bid It Difference in alternate and base bid for the same item shall be shown in column E. Alternate form shall be attached to the Base Bid Form. Explanations, details, data, and Contractor may extend the form to include additional alternates that he desires to includ
Bid Amount Difference in Base Bid
$ $
$ $
$
$ $
$ $
$ $
$ $
$ $
$ $
$ $
native than what is specified by using this form. tems Scheudle for each alternate in column B.
breakdowns should be incuded in the bid package. de
Lighting Fixture Schedule_0117 Page 1 of 1
FREEDOM PARK GIRLS SOFTBALL FIELDS # 19 SPORTS LIGHTING FIXTURE SCHEDULE Jan 2017
QTY. MANUFACTURER & CATALOG NUMBER MOUNTING NO./LAMPS LOAD UNIT PRICE TOTAL11 Beacon Products #VP-L-96NB-280-4K-T4-480-PCR-TL-BLC-RA-BBT 25' POLE LED ARRAY 300W $0.00 $0.00
Spaulding #SSA-25-50-B-AX-BL POLE6 Beacon Products #VP-L-96NB-280-4K-T4-480-PCR-TL-RA-BBT 25' POLE LED ARRAY 600W $0.00 $0.00
Spaulding #SSA-25-50-B-CX-BL POLE12 Beacon Products #VP-L-96NB-280-4K-T3-480-PCR-TL-RA-BBT 25' POLE LED ARRAY 300W $0.00 $0.00
Spaulding #SSA-25-50-B-AX-BL POLE1 Electrical Service to Connect Concession Building and Panel $0.00 $0.001 Electrical Service to Connect Splash Pad Building and Panel $0.00 $0.004 Electrical Service to Scoreboards $0.00 $0.00
27 Pole Foundation 3 - See Detail 3/SE.3 $0.00 $0.002 Pole Foundation 4 - See Detail 4/SE.3 $0.00 $0.001 Electical service, wiring and connectors complete $0.00 $0.00
TOTAL Transfere this total to line item # 19 on theconstruction Bid Items Schedule $0.00
# 26 Site Lighting Fixture Schedule See Sheets SE.1-SE.3 Jan 2017Fixture Type of Fixture Qty Unit Unit $ Total $
A. Type A 11 ea $0.00 $0.00B. Type B 6 ea $0.00 $0.00C. Type C 12 ea $0.00 $0.00D. Electrical Service to Connect Concession Building and Panel 1 job $0.00 $0.00E. Electrical Service to Connect Splash Pad Building and Panel 1 job $0.00 $0.00F. Electrical Service to Scoreboards 1 job $0.00 $0.00G. Pole Foundation 3 - See Detail 3/SE.3 1 job $0.00 $0.00H. Pole Foundation 4 - See Detail 4/SE.3 1 job $0.00 $0.00I Electrical Service to system - complete 1 job $0.00 $0.00
TOTAL Transfer this total to item # 26 on the Construction Bid Items Scheudule $0.00
THIS SPREADSHEET IS AVAILABLE IN ELECTRONIC (*.XLXS) FORMAT BY CONTACTING MACK CAIN: [email protected]