Duane Meyers Architect Ryan Studdard Texas … Starbucks/KEL...Duane Meyers Architect Texas badlands & beyond... 5 Oct 2016 Ryan Studdard, Building Oﬃcial City of Keller Re: Plan

Duane Meyers ArchitectTexas badlands & beyond...

Send to:City of KellerChief Building Official/Building Services Manager1100 Bear Creek ParkwayKeller, TX 76244

Attention:Ryan Studdard

Project:Starbucks 962 Keller Parkway

October 3, 2016

Transmitting: No. Date Description Pages

2 10/3/2016 Construction Documents (2 full size sets) 28

1 10/3/2016 CD of Construction Documents na

1 10/5/2016 Plan Review Response 9

For Your: Remarks:

√ approval Mr. Studdard,

Attached are revised Construction Documents for the Starbucks Shell addressing the City of Keller’s comments. Please let us know if you have any additional items.

Thank you so much.

cc: Bennie Meyers, Duane Meyers Architect

√ review & comment

use

distribution to parties

√ record

√ information

other

By:

Duane Meyers Architect

560 PR 2422 Uncertain, TX 75661

903.484.4040

[email protected]

560 PR 2422 Uncertain, TX 75661

903.484.4040

[email protected]

Duane Meyers ArchitectTexas badlands & beyond...

5 Oct 2016

Ryan Studdard, Building Official City of KellerRe: Plan Review Comment Response for Starbucks Shell MISC16-0354

This is a response to your Fire-Rescue Comments, developed by Debra Crafton, Fire Marshal: 1. No reflective ceiling plan included with the submittal, please provide. COMPLY: Not Applicable (na), this project & permit is for the renovation of the shell building only, the Tenant (Starbucks) will submit Tenant Finish Plans that will include a Reflected Ceiling Plan.2. No finished floor plan included with the submittal, please provide. COMPLY: Not Applicable (na), this project & permit is for the renovation of the shell building only, the Tenant (Starbucks) will submit Tenant Finish Plans that will include a Finished Floor Plan.3. No information included in the submittal on the intent of hood and fixed extinguishing system. Please provide information on whether or not you intend to keep or remove the existing system. COMPLY: This project & permit is for the renovation of the shell building only. The existing Hood and Fire Suppression System is to be removed and discarded. The Tenant (Starbucks) will submit Tenant Finish Plans that will include their specific requirements for Kitchen Equipment.

This is a response to your Code Solutions Plan Review Check Sheet Comments: 1. Structural Plans not sealed. Please provide structural plans prepared and sealed by registered professional engineer. COMPLY: See attached S1.02 & S2.02.2. Please provide structural plans confirming roof framing is adequate for proposed mechanical equipment. NOTE: RTU specifications have not yet been developed by Starbucks who will be furnishing them as part of their Tenant Finish Plans. The Roof Framing Plan currently shows three 8 ton RTU’s that weigh 1,000 lbs each for Contractor pricing. The Tenant has been instructed to submit their RTU specifications to the Contractor so that the Wood Roof Truss Engineer can calculate the required truss sizes specifically for their units. The Contractor has been notified to submit the engineered truss submittal to the City of Keller for review and permit approval once Starbucks has selected their equipment. 3. Plans indicate the addition of the building area for drive through. Please provide site plan with dimensions to property lines and copy of the approved final plat filed with Tarrant County. The City of Keller, Unified Development Code, Section 4.04 requires an approved final plat prior to issuance of a building permit for new construction and additions. COMPLY: See attached newly issued A2.04 Architectural Site Plan and the Plat on Sheet A2.05.4. Sheet A4.02 indicated foundation information for the proposed addition. Please provide foundation plan prepared sealed by a professional engineer. COMPLY: Refer attached S1.02, detail 10 foundation detail.5. Please provide engineers structural framing plan for canopies including the wood framing supporting the canopies. COMPLY: Refer attached S1.02, detail 09 showing canopy framing detail.

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5 Oct 2016

Energy Code: 1. Provide COMCheck Envelope Compliance statement. Mechanical & lighting compliance statements to be provided at the time of tenant improvement. COMPLY: See attached Envelope Compliance Report.2. Provide on the revised plan the solar reflectance of the new TPO roofing shown to be installed. See 2015 IECC section C402.3. COMPLY: Refer revised A2.02 Roof Plan, Solar Reflectance to be 0.81.

Please let us know if you have any additional questions.

Duane Meyers Architect

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COMcheck Software Version COMcheck-Web

Envelope Compliance Certificate

Project Title:

2015 IECC

Project Type: New ConstructionVertical Glazing / Wall Area: 12%

Location: Keller, TexasClimate Zone: 3a

Construction Site:962 Keller ParkwayKeller, Texas 76248

Owner/Agent:Waylon LonginoNoble RE LLC4619 Insurance LaneDallas, Texas [email protected]

Designer/Contractor:Duane MeyersDuane Meyers Architect560 PR 2422Uncertain, Texas 75661903 484 [email protected]

Project Information

Energy Code:

Keller Starbucks Shell Conversion

Building Area Floor Area

1-Dining: Bar Lounge/Leisure : Nonresidential 2001

Envelope Assemblies

Assembly CavityR-Value

Cont.R-Value

ProposedU-Factor

Budget U-Factor(a)

Gross Areaor

Perimeter

Roof: Insulation Entirely Above Deck, 3-Year-Aged Solar Reflectance =0.79, Thermal Emittance = 0.75 (d), [Bldg. Use 1 - Dining: BarLounge/Leisure]

2000 --- 25.0 0.039 0.039

Floor: Unheated Slab-On-Grade, [Bldg. Use 1 - Dining: BarLounge/Leisure] (c)

185 --- --- 0.730 0.730

NORTHExt. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: BarLounge/Leisure]

655 20.0 0.0 0.064 0.064

Window: Metal Frame: Fixed, Perf. Specs.: Product ID N Glazing,SHGC 0.37, PF 0.40, [Bldg. Use 1 - Dining: Bar Lounge/Leisure] (b)

163 --- --- 0.460 0.460

Door: , Perf. Specs.: Product ID N Door, SHGC 0.37, PF 0.40, [Bldg.Use 1 - Dining: Bar Lounge/Leisure] (b)

21 --- --- 0.600 0.770

EASTExt. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: BarLounge/Leisure]

998 20.0 0.0 0.064 0.064

Window: Metal Frame: Fixed, Perf. Specs.: Product ID E Glazing,SHGC 0.30, PF 0.40, [Bldg. Use 1 - Dining: Bar Lounge/Leisure] (b)

130 --- --- 0.460 0.460

SOUTHExt. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: BarLounge/Leisure]

655 20.0 0.0 0.064 0.064

Door: Insulated Metal, Swinging, [Bldg. Use 1 - Dining: Bar 21 --- --- 0.610 0.610

Additional Efficiency PackageHigh efficiency HVAC. Systems that do not meet the performance requirement will be identified in the mechanical requirements checklistreport.

Project Title:Data filename:

Keller Starbucks Shell Conversion 10/06/16Report date:91 ofPage

Assembly CavityR-Value

Cont.R-Value

ProposedU-Factor

Budget U-Factor(a)

Gross Areaor

Perimeter

Lounge/Leisure]

WESTExt. Wall: Wood-Framed, 16in. o.c., [Bldg. Use 1 - Dining: BarLounge/Leisure]

942 20.0 0.0 0.064 0.064

Window: Metal Frame: Fixed, Perf. Specs.: Product ID W Glazing,SHGC 0.30, PF 0.40, [Bldg. Use 1 - Dining: Bar Lounge/Leisure] (b)

88 --- --- 0.460 0.460

(a) Budget U-factors are used for software baseline calculations ONLY, and are not code requirements.(b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation.(c) Slab-On-Grade proposed and budget U-factors shown in table are F-factors.(d) High albedo roof requirement options: 1) 3-year aged solar reflectance >= 0.55 thermal emittance >= 0.75, 2) 3-year aged solar reflectance

index >= 64.0, 3) Initial year aged solar reflectance >= 0.70 thermal emittance >= 0.75, 4) Initial year aged solar reflectance index >= 82.0.

Envelope Compliance StatementCompliance Statement: The proposed envelope design represented in this document is consistent with the building plans,specifications, and other calculations submitted with this permit application. The proposed envelope systems have beendesigned to meet the 2015 IECC requirements in COMcheck Version COMcheck-Web and to comply with the mandatoryrequirements listed in the Inspection Checklist.

Name - Title Signature Date

Envelope PASSES: Design 0.0% better than code

Project Title:Data filename:

Keller Starbucks Shell Conversion 10/06/16Report date:92 ofPage

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Duane Meyers Architect 6 Oct 2016

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0 1' 2' 3'

0 1' 2' 3'

0 1' 2' 3'

0 1' 2' 3' 0 1' 2' 3' 0 1' 2' 3'

RI

0 1' 2' 3'

4 1/2"

108'-0" max.

match existing

match existing

2"4"

truss span

per truss mfg per truss mfg per truss mfg per truss mfg

A B B B A

114'-0" brg

122'-0" top plate

122'-0" top plate

5 1/2"

114'-0" brg

122'-0" top plate 122'-0" top plate

5 1/2"5 1/2" 5 1/2"

108'-0" blocking max. 108'-0" blocking max.

match existing bottom of plate

match existing

1049'-5/8"-0" 2x6 blocking (typical)

5 1/2"

5'-0"

1'-0

"2'

-0"

4"5"

typ.

1'-6"

5 7/8"

4'-0"

eq. eq.

01 scale: 3/4" = 1'-0"

scale: NTSRoof Truss Notes & Bracing08

Load Bearing @ Truss Low Side Framing Detail

5/8" APA rated,exposure 1 plywoodsheathing on 2x6 studs@ 16" o.c.

5/8" APA rated,exposure 1 plywoodsheathing @ exteriorparapet

single slope wood truss@ 24" o.c.

wood truss roll blocking

Simpson H1 connection@ each truss

Simpson H35 @ eachparapet vertical to plateconnection, do not nailto wood truss

provide cont. 2x6 blocking @mid-height between roof deck &sill plate, max. spacing 8'-0"(omit @ storefront condition)

2x6/2x4 blocking @ roofdeck elevation

SF

line of finishrefer Architectural

cont. 2x6 decksupport, nail @ eachstud w/ 2 - 10d nailsmin.

3/4" APA rated, exposure 1plywood sheathing @ roofdeck

06 scale: 3/4" = 1'-0"GLB Brg @ Openings Elevation

3 - 2x6 stud brg under GLB

cont. 2x6 stud past GLB

2x6 blocking

2x6 studs @ 16" o.c. onplate on GLB

cont. 2x6 nailer under GLB

storefront opening

07 scale: 3/4" = 1'-0"GLB Brg @ Openings Section

3 - 2x6 stud brg under GLB


cont. 2x6 nailer under GLB

storefront opening

GLB as scheduled(Grade 24F-V4-1.7E)

bottom of GLB

8" x 5" x 3/8" bent plate lintel(A36), flush at each side

3/4" x 5" hex lagbolt @ 24" o.c.(5 total)

GLB as scheduled(Grade 24F-V4-1.7E)

refer architectural WallSections for req'd blocking@ awnings

deck slope1/4" per 12" slope

top chord cont. bracing

bottom chord cont. lateralbracing, spacing per trussengineer

web bracing repeated @each end of the bldg & at20' intervals max., orient 45degrees to trussNOTE:1. All exterior lumber shall be treated.2. All truss & bearing wall connections shall be done with SimpsonHurricane Ties or heavy girder tie downs or equal. Submittal required.3. Truss manufacturer to provide & design all hurricane & heavy girdertiedowns to comply with the reactions determined from given loadrequirements4. Connection details shall be provided with truss shop drawings5. Metal Plate connected wood trusses @ 24" o.c. applied pressures: DL Roof T.C. = 10 psf DL Roof B.C. = 10 psf LL Roof T.C. = 25 psf LL Roof B.C. = 10 psf Net Wind Uplift = 14 psfShop Drawings and Calculations shall be submitted & sealed by aProfessional Engineer registered in the State of Texas

provide panel edge H Clips

5/8" APA rated, Exposure 1plywd sheathing

roof truss framing members

Typical Roof Shthg Nailing Pattern

Nailing Pattern Schedule:Wind Speed Mark Spacing Nail Type90 to 125 MPH A 6 inches 8d ring shank B 6 inches 8d ring shankRing Shank Minimum Dimensions0.113 inch nominal shank ring dia. of 0.012 over shank dia.16 to 20 rings per inch 0.28 inch full head dia.2 inch max. length

02 scale: 3/4" = 1'-0"Load Bearing @ Truss High Side Framing Detail 03 scale: 3/4" = 1'-0"

Non-Load Bearing Framing Detail

2x6 's @ 16" o.c. w/dbl top brg plate

dbl top 2x6 plate ontruss upright

trtd 2x blocking as perArchitectural drawings

5/8" plywd sheathingas specified

2x6 blocking top & bottom

5/8" APA rated,exposure 1 plywoodsheathing on 2x6 studs@ 16" o.c.

5/8" APA rated,exposure 1 plywoodsheathing @ exteriorparapet

single slope wood truss@ 24" o.c.

wood truss roll blocking

Simpson H1 connection@ each truss

Simpson H35 @ eachparapet vertical to plateconnection, do not nailto wood truss

provide cont. 2x6 blocking @mid-height between roof deck &sill plate, max. spacing 8'-0"(omit @ storefront condition)

2x6/2x4 blocking @ roofdeck elevation


3/4" APA rated,exposure 1 plywoodsheathing @ roof deck

2x6 's @ 16" o.c. w/dbl top brg plate

dbl top 2x6 plate ontruss upright

trtd 2x blocking as perArchitectural drawings

5/8" plywd sheathingas specified

2x6 blocking top & bottom

SFSF

refer S1.02-01 forTypical Notes


cont. cross bracing@ first set of rooftrusses @24" o.c.TYPICAL

cont. lateral truss bracing@ 32" o.c.cont. 2x4 ledger @ joistbearing elevation

2x6 studs cont. from sillplate (or header to topof parapet @ non-loadbearing conditions

refer S1.02-01/03 forTypical Notes

cont. 2x6 deck support, nail@ each stud w/ 2 - 10dnails min.cont. cross bracing @ firstset of roof trusses @24" o.c.TYPICAL

cont. lateral truss bracing@ 32" o.c.cont. 2x4 ledger @ joistbearing elevation

cont. 2x6 blocking top & bottom ofGLB


GLB as scheduled(Grade 24F-V4-1.7E)8" x 5" x 3/8" bent plate

lintel (A36), flush withopening on sides

3/4" x 5" hex lagbolt @ 24" o.c.(5 total)

04 scale: 3/4" = 1'-0"Non-Load Bearing @ Opening Detail

SF

2x6 bracerefer Truss Profiles

2x6 bracerefer Truss Profiles

refer S2.02-03 for bracedetails & notes

refer S2.02-03 for bracedetails & notes

123'-4" top plate 123'-4" top plate 123'-4" top plate

SF

2x6 blocking

refer Elevations for brick color bandingwhich varies around the building,coordinate, check and double check

2x4 "X" bracing @ first trussinterval

bottom chord brg woodtruss @ 24" o.c.

cont. lateral truss bracingrefer Structural

cont. 2x4 ledger @ joist brgelevationrefer Structural

Simpson Strong TieCS16 @ every 3rd Studon side walls. Use 11-8Dnails top and bottom ofdouble plate as shown.

2x4 diagonal brace @ secondtruss interval

2x brace @48" o.c.

awning with struts bySuntec Signs & Awnings(214) 630-1116www.suntecindustries.com

2x8 blocking

scale: NTSTypical Awning Detail09

2 - #5 bars cont.top & bottom

SF

Grade Beam @ Drive Thru Extension10 scale: 3/4" = 1'-0"

1/2" dia. anchor bolt x 8" d.min. embed @ 32" o.c. max.,2 bolts per plate min, with 12"max. from end of plate

2x6 trtd plate set on sillplate sealant

slab reinforcing#3's @ 16" o.c. eachway

#3 dowels @ 16" o.c. x 2'-0"refer Civil for flatworkelevation

#3 ties @ 18" o.c.

omit curb @ doors &storefront

#3 dowel @ 18" o.c.

5 - #5's top & bottomeach way

S1.02

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1. THE CONTRACTOR SHALL VERIFY FIELD DIMENSIONS AND CONDITIONS BEFORE CONSTRUCTION AND NOTIFY THE ARCHITECT OF ANY DISCREPANCIES OR INCONSISTENCIES BEFORE PROCEEDING WITH THE WORK.

2. THE CONTRACTOR SHALL VERIFY LOCATIONS AND SIZES OF ALL OPENINGS IN FLOORS AND ROOFS AND ALL INSERTS AND EMBEDDED ITEMS WITH MECHANICAL, ELECTRICAL, AND ARCHITECTURAL DRAWINGS BEFORE PLACING CONCRETE, INSTALLING METAL DECKING OR ERECTING ANY STRUCTURAL LOAD BEARING MATERIAL. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL COORDINATION WITH SUB-CONTRACTORS.

3. ADEQUATE TEMPORARY BRACING WILL BE REQUIRED OF ALL STRUCTURAL PIECES OR UNITS UNTIL ALL MASONRY WALLS AND/OR FLOOR OR ROOF DECKS ARE IN PLACE, AND ALL CONCRETE HAS BEEN PLACED AND GAINED ITS ULTIMATE STRENGTH.

4. IN CASE OF DISCREPANCIES IN DIMENSIONS AND ELEVATIONS BETWEEN STRUCTURAL AND ARCHITECTURAL DRAWINGS, CONTRACTOR SHALL VERIFY WITH ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION.

5. THE LATEST EDITION OF ACI, AISC, AWS, CRSI AND SJI SPECIFICATIONS SHALL GOVERN ALL PHASES OF FABRICATION AND CONSTRUCTION.

6. DESIGN CODES AND GENERAL CRITERIA:a. 2015 INTERNATIONAL BUILDING CODE.b. ACI 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.c. AISC SPECIFICATION FOR STRUCTURAL STEEL FOR BUILDINGS – ALLOWABLE STRESS DESIGN AND PLASTIC DESIGN,

THIRTEENTH EDITION.d. ASCE 7-05 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES.

7. STRUCTURAL DESIGN CRITERIA:ROOF DEAD LOAD - 20 PSFROOF LIVE LOAD - 25 PSFFLOOR LIVE LOAD - 50 PSF

8. WIND DESIGN DATA:WIND LOAD - 115 MPH PER ASCE 7-10IMPORTANCE FACTOR - 1.00RISK CATEGORY - 2WIND EXPOSURE CATEGORY - 0.18

FOUNDATION1. EARTHWORK: ALL EXISTING PAVEMENTS, FOUNDATIONS, UTILITIES, VEGETATION, TOPSOIL CONTAINING ORGANIC MATERIALS AND ANY SOFT

SOILS SHALL BE CLEARED AND GRUBBED FROM THE BUILDING SITE. EXCAVATE FROM EXISTING GRADE AS REQUIRED. SLOPE FINAL CUT OF EXCAVATED SURFACE ON ONE PERCENT (1%) TO ALLOW DRAINAGE OF ANY WATER UNDER FOUNDATION. AFTER REMOVAL OF VEGETATION AND EXCAVATION, THE EXPOSED SURFACE SHALL BE PROOF ROLLED AND ANY SORT OF COMPRESSIBLE MATERIAL SHALL BE REMOVED OR IMPROVED BY DENSIFICATION AS RECOMMENDED FOR COMPACTED FILL BELOW FOUNDATIONS. AFTER COMPLETION OF PROOF ROLLING THE SURFACE SHALL BE SCARIFIED FOR A MINIMUM DEPTH OF TWELVE (12) INCHES AND RECOMPACTED AS PER COMPACTION NOTE.

2. EXPOSED SURFACE COMPACTION: EXPOSED SURFACE SOIL TO RECEIVE SELECT FILL SHOULD BE SCARIFIED TO A MINIMUM OF TWELVE (12) INCHES AND MOISTURE CONDITIONED TO A MINIMUM OF NINETY-FIVE PERCENT (95%) OF MAXIMUM DRY DENSITY AT MINUS ONE (-1%) PERCENTAGE POINTS BELOW TO PLUS THREE (+3%) PERCENTAGE POINTS ABOVE ITS OPTIMUM MOISTURE CONTENT AS DETERMINED BY THE STANDARD PROCTOR METHOD, ASTM SPECIFICATION D698.

3. AFTER SURFACE SOIL TO RECEIVE SELECT FILL HAS SCARIFIED AND COMPACTED THE SELECT FILL SHOULD BE PLACED PROMPTLY TO PREVENT DRYING OF THE SUBGRADE SOILS. REFER TO SOIL REPORT SECTION 4.6 FOR ADDITIONAL INFORMATION.

4. ALL SOIL USED AS FILL SHALL BE A NON-EXPANSIVE SANDY CLAY OR CLAYEY SAND WITH A MAXIMUM LIQUID LIMIT OF 35, PLASTICITY INDEX BETWEEN 5 AND 15 AND LESS THAN 40% PASSING THE #200 SIEVE. SAND CUSHION UNDER SLABS-ON-GRADE SHALL BE EITHER WELL-GRADED WASHED CONCRETE SAND OR PEA GRAVEL.

5. SELECT FILL COMPACTION: SELECT FILL PAD SHOULD EXTEND AT LEAST THREE (3) FEET BEYOND THE EDGE OF BUILDING. SELECT FILL REQUIRED BENEATH THE GRADE SLAB SHALL BE PLACED IN EIGHT (8) INCH THICK LOOSE LIFTS AND COMPACTED TO A MINIMUM OF NINETY-FIVE PERCENT (95%) OF MAXIMUM DRY DENSITY AS DETERMINED BY THE STANDARD PROCTOR METHOD, ASTM SPECIFICATION D698.

6. POSITIVE SURFACE DRAINAGE AWAY FROM THE STRUCTURES SHALL BE ESTABLISHED AND MAINTAINED AT ALL TIMES BOTH DURING AND AFTER CONSTRUCTION. WATER SHALL NOT BE ALLOWED TO COLLECT NEAR THE BUILDING SITE AT ANY TIME.

7. FINISH GRADES OF FILL: THE FINISH GRADES OF FILL AGAINST GRADE BEAMS SHALL SLOPE AWAY FROM THE BUILDING AND CARE SHALL BE TAKEN THAT NO LOW SPOTS EXIST IN FILL THAT ALLOWS WATER TO COLLECT.

8. CONTRACTOR SHALL PROVIDE ADEQUATE EXCAVATION SHORING TO PREVENT CAVE-INS.

9. ALL FOUNDATION EXCAVATIONS SHALL BE INSPECTED BY THE ARCHITECT PRIOR TO PLACEMENT OF REINFORCING STEEL OR CONCRETE.

10. EACH LIFT OF COMPACTED SOIL SHOULD BE TESTED AND INSPECTED BY THE SOILS ENGINEER OR HIS REPRESENTATIVE PRIOR TO PLACEMENT OF SUBSEQUENT LIFTS.

11. CONDUCT IN-PLACE DENSITY TESTS AT THE RATE OF NOT LESS THAN ONE (1) TEST PER 2500 SQUARE FEET OF SURFACE AREA OR MINIMUM OF FOUR (4) TESTS PER LIFT FOR EACH TESTED AREA.

12. CONFIRM SUITABILITY BY ATTERBERG LIMIT TESTS AT THE RATE OF AT LEAST ONE TEST PER 250 CUBIC YARDS.

13. CONTRACTOR SHALL PROVIDE FOR DEWATERING AT EXCAVATIONS FROM EITHER SURFACE WATER OR SEEPAGE.

CONCRETE1. ALL CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3000 P.S.I. AT 28 DAYS. ALL CONCRETE EXPOSED TO

WEATHER SHALL HAVE 5-1/2% (+/-) 1-1/2% AIR ENTRAINMENT. AIR ENTRAINMENT SHALL NOT EXCEED 3% FOR INTERIOR SLABS WITH A STEEL TROWEL FINISH.

2. MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTH AND SLUMP:

a. FOOTINGS - 3000PSI SLUMP (MIN./MAX.) 4IN/6INb. GRADE BEAMS - 3000PSI SLUMP (MIN./MAX.) 3IN/5INc. SLABS ON GRADE - 3000PSI SLUMP (MIN./MAX.) 2IN/4IN

3. CONCRETE MIX DESIGNS FROM THE CONCRETE SUPPLIER AND TEST RESULTS FROM THE TESTING LAB SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR EVALUATION AND APPROVAL.

4. ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301, LATEST EDITION.

5. ALL DETAILING, FABRICATION AND INSTALLATION OF STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 315 AND ACI 318 (LATEST EDITIONS).

6. CONCRETE REINFORCING: REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 BARS.

7. MINIMUM COVERAGE ON REINFORCING STEEL:a. CONCRETE CAST AGAINST EARTH - 3IN CLEAR TO STIRRUPb. CONCRETE CAST AGAINST FORMS - 2IN CLEAR TO STIRRUPc. GRADE BEAMS - 0.75IN TOP, 3IN BOTTOM, 1.5IN ON PANEL FORMED SIDES

8. GRADE BEAMS SHALL BE ON SIZE AND WITH REINFORCEMENT AS INDICATED ON PLANS. VAPOR RETARDER SHALL BE FOLDED INTO TRENCH TO WITHIN 2 INCHES OF TRENCH BOTTOM WHEN SPECIFIED. DETAIL REINFORCING AND PROVIDE CORNER BARS AT GRADE BEAM INTERSECTIONS TO MATCH HORIZONTAL REINFORCING. SPLICE BOTTOM REINFORCING WHEN NECESSARY OVER SUPPORTS. SPLICE TOP REINFORCING WHEN NECESSARY AT MID-SPAN. ALL SPLICES SHALL BE ACCORDANCE WITH THE ACI 318 AND THE TYPICAL DETAILS CONTAINED ON THE DRAWINGS.

9. SLABS ON GRADE: SLABS ON GRADE SHALL BE OF THE THICKNESS AND WITH REINFORCEMENT AS SHOWN ON DRAWINGS. APPLY CURING COMPOUND IN ACCORDANCE WITH THE SPECIFICATIONS AND MANUFACTURER'S RECOMMENDATIONS. SLAB REINFORCING SHALL BE CENTERED IN SLAB. CARE SHALL BE TAKEN TO MAINTAIN SLAB REINFORCEMENT POSITION DURING PLACING OPERATION.

10. UNLESS NOTED OTHERWISE, PROVIDE 90 DEGREE CORNERS AT ALL EXPOSED EDGES AND CORNERS.

11. PROVIDE CONSTRUCTION JOINTS AS REQUIRED. COORDINATE JOINT LOCATIONS WITH ARCHITECT/ENGINEER.

REINFORCING STEEL1. ALL REINFORCING STEEL SHALL BE NEW BILLET, ASTM A615 GRADE 60 DEFORMED DOMESTIC BARS. ALL DETAILING, FABRICATION, PLACING

AND SUPPORTING SHALL BE IN ACCORDANCE WITH ACI 318 AND CRSI.

2. ALL DOWELS SHALL BE THE SAME SIZE AND SPACING AS ADJOINING MAIN BARS (MIN. LAP 30 BAR DIA.), UNLESS NOTED OR DETAILED OTHERWISE.

3. THE MINIMUM SPLICE OF ALL CONTINUOUS BARS SHALL BE 40 BAR DIA. (2'-0" MIN.). PROVIDE OUTSIDE CORNER BARS IN ALL BEAMS, BARS SHALL BE SAME SIZE AS MAIN BEAM STEEL; LAP 30 BAR DIA.

4. CLEAR MINIMUM COVERAGE OF CONCRETE OVER REINFORCING BARS SHALL BE AS FOLLOWS:

1.CONCRETE PLACED AGAINST EARTH --------------------------- 3"2.FORMED CONCRETE AGAINST EARTH -------------------------- 2"3.BEAMS TO TIES/STIRRUPS ------------------------------------------- 1-1/2"

5. ALL REINFORCING BARS, W.W.F., BOLTS, DOWELS, INSERTS, ETC., SHALL BE RIGIDLY SECURED IN POSITION PRIOR TO PLACING CONCRETE.

6. CONTRACTOR SHALL SUBMIT COMPLETE SHOP AND PLACING DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.

TIMBER FRAMING1. SAWN TIMBER MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION STANDARDS,

A.I.T.C. LATEST EDITION.

2. SAWN LUMBER SHALL BE #2 K.D. SOUTHERN YELLOW PINE, MOISTURE CONTENT 15% WITH THE FOLLOWING ALLOWABLE STRESSES:

a. F(b) = 1500PSI, F(t) = 825PSI, F(c)(PARALLEL TO GRAIN) = 1650PSI, F(c)(PERPENDICULAR TO GRAIN) = 565PSI, F(v) = 90PSI, E = 1,600,000PSI

3. ALL TIMBER MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WITH A WATER BORNE TREATMENT TO A NET RETENTION OF 0.3 POUNDS PER CUBIC FOOT.

4. PLYWOOD FOR ROOF SHEATHING SHALL BE 5/8" APA RATED, EXPOSURE 1 PLYWOOD. REFER TO TYPICAL DETAIL FOR NAILING PATTERN. BLOCK ALL PANEL EDGES AS REQUIRED.

5. ALL ROOF TRUSSES SHALL BE DESIGNED BY THE FABRICATOR TO SUPPORT 10 PSF DEAD LOAD ON THE TOP CHORD AND 10 PSF DEAD LOAD ON THE BOTTOM CHORD PLUS 25 PSF LIVE LOAD ON THE TOP CHORD PLUS 10 PSF LIVE LOAD ON THE BOTTOM CHORD, PLUS CODE WIND LOAD. GLULAM MEMBERS SHALL HAVE A STRESS GRADE OF 2.0E MINIMUM.

6. FABRICATOR SHALL SUBMIT CALCULATIONS WITH SHOP DRAWINGS STAMPED BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF TEXAS TO THE ARCHITECT FOR REVIEW PRIOR TO FABRICATION OF TRUSSES.

7. TRUSS DIMENSIONS SHOWN ARE FOR ESTIMATING PURPOSES ONLY AND ARE NOT TO BE USED FOR FABRICATION. FABRICATOR SHALL BE RESPONSIBLE FOR ACTUAL DIMENSIONS OF TRUSSES.

8. TRUSS CONNECTIONS TO LOAD BEARING WALLS SHALL BE DESIGNED BY TRUSS MANUFACTURER.

9. BUILT-UP STUD COLUMNS AT EDGES OF ALL OPENINGS 3 MIN.

STRUCTURAL STEEL1. ALL WIDE FLANGE SECTIONS SHALL BE ASTM A992. ALL ANGLES, AND PLATES SHALL BE ASTM A36. ALL HOLLOW STRUCTURAL STEEL TUBE

SECTIONS SHALL BE ASTM A500 GRADE B.

2. STRUCTURAL STEEL SECTIONS SHALL BE DESIGNED, DETAILED FABRICATED AND ERECTED IN ACCORDANCE WITH THE AISC "MANUAL OF STEEL CONSTRUCTION", ALLOWABLE STRESS DESIGN, LATEST EDITION.

3. ALL BOLTED CONNECTIONS FOR STRUCTURAL STEEL SHALL USE MIN. 3/4" DIAMETER ASTM A325 HIGH STRENGTH BOLTS. CONNECTIONS SHALL BE BEARING TYPE WITH THREADS ALLOWED IN THE SHEAR PLANE.

4. ALL STRUCTURAL STEEL BOLTED CONNECTIONS WITH ASTM-A325 3/4" DIAMETER BOLTS SHALL BE TIGHTENED TO ACHIEVE A MINIMUM BOLT TENSION FOR CALIBRATED WRENCHES OF 30,000LBS. THE CONTRACTOR SHALL HAVE A QUALIFIED TESTING AGENCY CHECK ALL CONNECTIONS.

5. ALL WELDING SHALL CONFORM TO THE RECOMMENDATIONS OF THE AWS, AND ALL WELDS, INCLUDING FIELD, SHALL BE MADE ONLY BY CERTIFIED WELDERS USING E7OXX ELECTRODES.

6. ALL STRUCTURAL BOLTS SHALL BE ASTM A325-N, BEARING TYPE (3/4" DIA. UNLESS NOTED OTHERWISE). ANCHOR BOLTS SHALL BE ASTM A307.

7. ALL STRUCTURAL STEEL SHALL BE PAINTED WITH A SHOP PRIME COAT AND FIELD RETOUCHED WHERE THE SHOP COAT HAS BEEN DAMAGED DUE TO PLACING, HANDLING AND WELDING. ALL STEEL BEAMS SHALL BE FABRICATED WITH NATURAL CAMBER UP.

8. CONTRACTOR SHALL SUBMIT COMPLETE SHOP DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.

CONCRETE1. ALL CONCRETE SHALL HAVE A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3000 P.S.I. AT 28 DAYS. ALL CONCRETE EXPOSED TO

WEATHER SHALL HAVE 5-1/2% (+/-) 1-1/2% AIR ENTRAINMENT. AIR ENTRAINMENT SHALL NOT EXCEED 3% FOR INTERIOR SLABS WITH A STEEL TROWEL FINISH.

2. MINIMUM CONCRETE 28 DAY COMPRESSIVE STRENGTH AND SLUMP:

a. FOOTINGS - 3000PSI SLUMP (MIN./MAX.) 4IN/6INb. GRADE BEAMS - 3000PSI SLUMP (MIN./MAX.) 3IN/5INc. SLABS ON GRADE - 3000PSI SLUMP (MIN./MAX.) 2IN/4IN

3. CONCRETE MIX DESIGNS FROM THE CONCRETE SUPPLIER AND TEST RESULTS FROM THE TESTING LAB SHALL BE SUBMITTED TO THE ARCHITECT/ENGINEER FOR EVALUATION AND APPROVAL.

4. ALL CAST-IN-PLACE CONCRETE WORK SHALL BE IN ACCORDANCE WITH ACI 301, LATEST EDITION.

5. ALL DETAILING, FABRICATION AND INSTALLATION OF STEEL REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI 315 AND ACI 318 (LATEST EDITIONS).

6. CONCRETE REINFORCING: REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615, GRADE 60 BARS.

7. MINIMUM COVERAGE ON REINFORCING STEEL:a. CONCRETE CAST AGAINST EARTH - 3IN CLEAR TO STIRRUPb. CONCRETE CAST AGAINST FORMS - 2IN CLEAR TO STIRRUPc. GRADE BEAMS - 0.75IN TOP, 3IN BOTTOM, 1.5IN ON PANEL FORMED SIDES

8. GRADE BEAMS SHALL BE ON SIZE AND WITH REINFORCEMENT AS INDICATED ON PLANS. VAPOR RETARDER SHALL BE FOLDED INTO TRENCH TO WITHIN 2 INCHES OF TRENCH BOTTOM WHEN SPECIFIED. DETAIL REINFORCING AND PROVIDE CORNER BARS AT GRADE BEAM INTERSECTIONS TO MATCH HORIZONTAL REINFORCING. SPLICE BOTTOM REINFORCING WHEN NECESSARY OVER SUPPORTS. SPLICE TOP REINFORCING WHEN NECESSARY AT MID-SPAN. ALL SPLICES SHALL BE ACCORDANCE WITH THE ACI 318 AND THE TYPICAL DETAILS CONTAINED ON THE DRAWINGS.

9. SLABS ON GRADE: SLABS ON GRADE SHALL BE OF THE THICKNESS AND WITH REINFORCEMENT AS SHOWN ON DRAWINGS. APPLY CURING COMPOUND IN ACCORDANCE WITH THE SPECIFICATIONS AND MANUFACTURER'S RECOMMENDATIONS. SLAB REINFORCING SHALL BE CENTERED IN SLAB. CARE SHALL BE TAKEN TO MAINTAIN SLAB REINFORCEMENT POSITION DURING PLACING OPERATION.

10. UNLESS NOTED OTHERWISE, PROVIDE 90 DEGREE CORNERS AT ALL EXPOSED EDGES AND CORNERS.

11. PROVIDE CONSTRUCTION JOINTS AS REQUIRED. COORDINATE JOINT LOCATIONS WITH ARCHITECT/ENGINEER.

REINFORCING STEEL1. ALL REINFORCING STEEL SHALL BE NEW BILLET, ASTM A615 GRADE 60 DEFORMED DOMESTIC BARS. ALL DETAILING, FABRICATION, PLACING

AND SUPPORTING SHALL BE IN ACCORDANCE WITH ACI 318 AND CRSI.

2. ALL DOWELS SHALL BE THE SAME SIZE AND SPACING AS ADJOINING MAIN BARS (MIN. LAP 30 BAR DIA.), UNLESS NOTED OR DETAILED OTHERWISE.

3. THE MINIMUM SPLICE OF ALL CONTINUOUS BARS SHALL BE 40 BAR DIA. (2'-0" MIN.). PROVIDE OUTSIDE CORNER BARS IN ALL BEAMS, BARS SHALL BE SAME SIZE AS MAIN BEAM STEEL; LAP 30 BAR DIA.

4. CLEAR MINIMUM COVERAGE OF CONCRETE OVER REINFORCING BARS SHALL BE AS FOLLOWS:

1.CONCRETE PLACED AGAINST EARTH --------------------------- 3"2.FORMED CONCRETE AGAINST EARTH -------------------------- 2"3.BEAMS TO TIES/STIRRUPS ------------------------------------------- 1-1/2"

5. ALL REINFORCING BARS, W.W.F., BOLTS, DOWELS, INSERTS, ETC., SHALL BE RIGIDLY SECURED IN POSITION PRIOR TO PLACING CONCRETE.

6. CONTRACTOR SHALL SUBMIT COMPLETE SHOP AND PLACING DRAWINGS AND OBTAIN APPROVAL PRIOR TO FABRICATION.

TIMBER FRAMING1. SAWN TIMBER MEMBERS SHALL CONFORM TO THE REQUIREMENTS OF THE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION STANDARDS,

A.I.T.C. LATEST EDITION.

2. SAWN LUMBER SHALL BE #2 K.D. SOUTHERN YELLOW PINE, MOISTURE CONTENT 15% WITH THE FOLLOWING ALLOWABLE STRESSES:

a. F(b) = 1500PSI, F(t) = 825PSI, F(c)(PARALLEL TO GRAIN) = 1650PSI, F(c)(PERPENDICULAR TO GRAIN) = 565PSI, F(v) = 90PSI, E = 1,600,000PSI

3. ALL TIMBER MEMBERS IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED WITH A WATER BORNE TREATMENT TO A NET RETENTION OF 0.3 POUNDS PER CUBIC FOOT.

4. PLYWOOD FOR ROOF SHEATHING SHALL BE 5/8" APA RATED, EXPOSURE 1 PLYWOOD. REFER TO TYPICAL DETAIL FOR NAILING PATTERN. BLOCK ALL PANEL EDGES AS REQUIRED.

C

E GF1

H

I

2

3

D

SF SF

SF SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SFSF

4'-11 1/2" 8'-3" 4'-11 1/2" 7'-0"

1'-8" +/- 36'-2" +/- exisitng dimension Field Verify 3'-2" +/-

54' +

/- ex

istin

g di

men

sion

Fei

ld V

erify

36'-2" +/- existing dimension Feild Verify

14'-5

" +/-

exis

ting

dim

14'-1

0" +

/- ex

istin

g di

m

24'-7

" +/-

exis

ting

dim

20'-4

" +/-

exis

ting

dim

15'-0

" +/-

exis

ting

dim

4'-8

"

4'-8

"

14'-0

"2'

-6 5

/8"

2'-1

1 1/

2" +

/- (v

erify

w/ S

tarb

ucks

)5

1/8"

x 1

2 3/

8" G

LB

Roof Truss A@

24" o.c.

Roof Truss B@

24" o.c.

Roof Truss C@

24" o.c.

Roof Truss A@

24" o.c.

Roo

f Tru

ss H

drs

@ R

TU's

Roo

f Tru

ss H

drs

@ R

TU's

Roo

f Tru

ss H

drs

@ R

TU's

Roo

f Tru

ss H

drs

@ R

TU's

5 1/

8" x

11"

GLB

5 1/8" x 11" GLB

5 1/

8" x

11"

GLB

5 1/8" x 11" GLB

5 1/8" x 11" GLB

5 1/

8" x

11"

GLB

5 1/8" x 11" GLB

RTU-2 @ 8 ton(max)1,000 lbs

RTU-1 @ 8 ton(max.)1,000 lbs

line of top chordparapet braces

2x8's roof framing @top of tower wall @24" o.c.RTU-3 @ 8 ton

(max.)1,000 lbs

Rooftop Equipment CoordinationStarbucks is furnishing and installing their own RTU's. It is imperative that the Landlord's GCcoordinate location, dimensions (including height) as well as weight prior to the trusses beingfabricated to account for City required Rooftop Equipment Screening, RTU penetrations and RTUloading.

36'-2 1/4" +/- FIELD VERIFY

3'-0

"8'

-10"

3'-0

"8'

-10"

110'-2" ex. plate line

113'-2" bottom chord brg


3'-4

" max

Wood Truss A@ 24" o.c.

1/4"+ per 12"SLOPE

40'-2 5/8" +/- FIELD VERIFY3'

-0"

10'-2

"

3'-0

"10

'-2"

110'-2" ex. plate line



5'-0

" max

.

Wood Truss B@ 24" o.c.

37'-10 5/8" +/- FIELD VERIFY

3'-0

"10

'-2"

3'-0

"8'

-10"

110'-2" ex plate line


123'-4" top plate

5'-0

" max

. 122'-0" plate line2x6 No. 2 SYP

(TYPICAL)

Wood Truss C@ 24" o.c.

SCALE: 1/4" = 1'-0"01 Roof Framing Plan

SCALE: 1/4" = 1'-0"02 Roof Truss Profiles

S2.02

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3 Oct 2016

Rev1: Response to Citycomments for permit andStarbucks Reviewcomments

ABSTRACT NO. 28

PAMELIA ALLEN SURVEY

P.R.T.C.T.

5' UTILITY EASEMENTCABINET A, SLIDE 2905

GRAPEVINE/WALL JOINT VENTURE

OVERHEAD UTILITY

D.R.T.C.T.VOLUME 12710, PAGE 2151

OWNER:

LOT 5RBLOCK 1

P.R.T.C.T.CABINET A, SLIDE 12656

TOWN CENTER EAST

CABINET A, SLIDE 2905P.R.T.C.T.

TOWN CENTER EAST

BLOCK 1LOT 4

PAVEMENTCONCRETE

D.R.T.C.T.VOLUME 12350, PAGE 944ACCESS EASEMENT NO. 2

TRACT 3

CONCRETE SIDEWALK

D.R.D.C.T.VOLUME 11621, PAGE 739

20' SANITARY SEWER EASEMENT

PAVEMENTCONCRETE

PAVEMENTCONCRETE

OHE

POWERPOLE

CONCRETE SIDEWALK

VAULTVERIZON

PEDESTALTELE.INLET

STORM DRAIN

962 KELLER PARKWAY

TRACT 3


5' UTILITY EASEMENT

OWNER:

INST. NO. D204124965D.R.T.C.T.

KROGER TEXAS L.P.

ACCESS EASEMENT NO. 1VOLUME 12350, PAGE 944

D.R.T.C.T.

28,000 square feet0.643 ACRE

TOWN CENTER EAST

P.R.T.C.T.

BLOCK 1

CABINET A, SLIDE 1017

LOT 2

LOT 4BLOCK 1


TOWN CENTER EAST

BLOCK 1

LOT 3

PAVEMENTCONCRETE

PAVEMENTCONCRETE

PAVEMENTCONCRETE

KELLER, TX. 76248

S 0

0°02

'00"

E

N 0

0°02

'00"

W

S 89°58'00" W 140.00'

RA

MP

RA

MP

23.3'

2 PA

RK

ING

SPA

CE

SS

PAC

ES

3 PA

RK

ING

NO

PA

RK

ING

STR

IPE

D F

OR14

PA

RK

ING

SPA

CE

S

(CM)

SRF5/8"SRF

1/2"

BIBHOSE

BIBHOSE

BOXELECTRIC

INTERCOM

BOARDMENU

ENCLOSUREDUMPSTER

CONC. BLOCK

BOLL

CONCRETE FLUME

RA

MP

WM

LIGHTPOLE

BOLL

BOLL

HCS

RA

MP

HCS

CO

SSMH

SSMH

CO

POLELIGHT

POLELIGHT

LIGHTPOLE

SIGN"DRIVE THRU"

ABANDONEDLIGHT POLE

POLELIGHT

POLELIGHT

POLELIGHT

BEGINNINGPOINT OF

PER ZONINGEASEMENT

30' LANDSCAPING/SIDEWALK

40' LANDSCAPE

PER ZONINGEASEMENT/SETBACK


50' BUILDING LINE

CO

NC

RE

TE S

IDE

WA

LK

(BEARING BASE)

LINE OF RUFE SNOW366.85' TO THE WEST

CABINET A, SLIDE 2905P.R.T.C.T.

D.R.T.C.T.VOLUME 10789, PAGE 1824

VOLUME 4570, PAGE 4850' LONE STAR GAS EASEMENT

65'

65'

(A 130' WIDE RIGHT-OF-WAY ALSO KNOWN AS KELLER PARKWAY)

F.M. HIGHWAY NO. 1709


ADDITIONTOWN CENTER EAST

CONCRETEPAVEMENT

200.

00'

200.

00'

140.00'N 89°58'00" E

50.0

'

23.3'

SPA

CE

S2

PAR

KIN

G

(CM)

SRF1/2"

SRF1/2"

TO BUILDINGGAS LINE

OHE

3(ea)CO

POLELIGHT

LINESOVERHEAD UTILITY

POWERPOLE

LIGHTPOLE

RAMP

MAILBOX

SSMH

FHWV

SIGN"TACO BELL"

TELE.PEDESTAL

WM

LINES

POLEPOWER GAS

METERWM

OVER FLUMEMETAL PLATE

CO

NC

RE

TE F

LUM

E

SIGN"EXIT"

"ENTER"SIGN

Scale 1" = 30'

30200 10 60

DEMO CURB

NEW CURBNEW PATIO

TO BE REMODELEDEXISTING BUILDING

STARBUCKS COFFEEAS

EXISTING

21'-75/8"

SCALE: 1" = 20'01 Architectural Site Plan

A2.04

This

doc

umen

t is

rele

ased

for t

he p

urpo

se o

f int

erim

revi

ew u

nder

the

auth

ority

of

Dua

ne M

eyer

s Ar

chite

ctre

gist

ratio

n no

. 859

9 in

the

Stat

e of

Tex

as a

nd is

not

tobe

use

d fo

r con

stru

ctio

n,bi

ddin

g or

per

mitt

ing.

RevisionsRevisions

5 Oct 2016

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*ACS/TRC* TARRANT Doc: 0Z0112674 Date: 06/12/1996 Vol: 000000A Page: 02905 Page: 1 Of 2

*ACS/TRC* TARRANT Doc: 0Z0112674 Date: 06/12/1996 Vol: 000000A Page: 02905 Page: 2 Of 2

A2.05

RI

RevisionsRevisions

3 Oct 2016

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3 Oct 2016


SF SF

SF SF

SF

SF

SF

SF

SF

SF

SF

SF

SF

SFSF

RI

4'-11 1/2" 8'-3" 4'-11 1/2" 7'-0"4'-8

"

4'-8

"

RIDGE

VALLEY

VALL

EY

VALLEY

4" d

ia p

rimar

y ro

of d

rain

tow

all c

avity

& d

ay li

ghte

dab

ove

grad

e

4" d

ia. s

econ

dary

roof

dra

in to

wal

lca

vity

& d

ay li

ghte

d ab

ove

grad

e

SLOPE

RIDGE

VALLEY

VALL

EY

VALLEYSLOPE

VALLEY

VALL

EY

VALLEY

SLOPE

SLOPE

SLOPE

SLOPE

bldg

dep

th d

ivid

ed b

y 6

equa

l spa

ces

for R

DSu

bcon

trac

tor t

o su

bmit

Shop

Dra

win

g Su

bmitt

al o

f tap

ered

roof

insu

latio

n to

com

ply

all I

BC

Cod

es

General Notes Roof Plan:1. TPO Roofing: Equal to Firestone 60 mil TPO roofing over 1/4" Dens Deck over R-25 rigid polyiso insulation

COLOR: white, solar reflectance value 0.81

2. Roof Drains: Firestone 4" dia.

3. All roof mounted equipment, locations & weights to beapproved by Landlord's Architect/Engineer prior to installation.Tenant providing RTU's, Landlord Contractor to coordinate allunit locations, weights, dimensions with Tenant prior toinstallation. All rooftop equipment to be screened by parapet.

4. Sheet Metal Awning: Berridge, Tee-Panel Roof, 24 ga., COLOR Kynar, Galvalume

botto

m c

hord

brg

@ 1

13'-2

" w/

3'-4

" tru

ss h

eel

botto

m c

hord

brg

@ 1

13'-2

" w/

2'-7

" tru

ss h

eel

3'-0" stem wall on existing10'-2" stud wall

top plate at 122'-0"



3'-0

" ste

m w

all o

n ex

istin

g10

'-2" s

tud

wal

lto

p pl

ate

at 1

22'-0

"

3'-0

" ste

m w

all o

n ex

istin

g10

'-2" s

tud

wal

lto

p pl

ate

at 1

22'-0

"



3'-0

" ste

m w

all o

n ex

istin

g10

'-2" s

tud

wal

lto

p pl

ate

at 1

23'-4

"

3'-0

" ste

m w

all o

n ex

istin

g10

'-2" s

tud

wal

lto

p pl

ate

at 1

23'-4

"

secureroof

access

daylight RD'sin wall face



cano

pySL

OPE

cano

pySL

OPE

1/4"+ per 12"SLOPE

awning struts(below)



canopySLOPE

canopySLOPE

metal coping 1top plate @

124'-8"

RTU-2 @ 8 ton(max)1,000 lbs



SCALE: 1/4" = 1'-0"01 Roof Plan A2.02