HomeMy WebLinkAboutPLAN CHANGES 537 Big Thompson Ave Starbucks 2017-11-21GENERAL NOTES
1. THESE DRAWINGS ARE INTENDED TO BE USED WITH ARCHITECTURAL
AND MECHANICAL DRAWINGS. CONTRACTOR IS RESPONSIBLE FOR
COORDINATING SUCH REQUIREMENTS INTO THEIR SHOP DRAWINGS AND
WORK.
2. NO OPENING SHALL BE MADE IN ANY STRUCTURAL MEMBER WITHOUT
THE WRITTEN APPROVAL OF THE ENGINEER.
3. NO CHANGE IN SIZE OR DIMENSION OF STRUCTURAL MEMBERS SHALL
BE MADE WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER.
4. OPENINGS IN SLAB OF 1'-4" AND LESS ON A SIDE ARE GENERALLY NOT
SHOWN ON THE STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL
AND MECHANICAL DRAWINGS FOR SUCH OPENINGS.
5. THE CONTRACTOR IS RESPONSIBLE FOR LIMITING THE AMOUNT OF
CONSTRUCTION LOAD IMPOSED UPON STRUCTURAL FRAMING.
CONSTRUCTION LOADS SHALL NOT EXCEED THE DESIGN CAPACITY OF
THE FRAMING AT THE TIME THE LOADS ARE IMPOSED.
6. THE STRUCTURE IS DESIGNED TO FUNCTION AS A UNIT UPON
COMPLETION. THE CONTRACTOR IS RESPONSIBLE FOR FURNISHING
ALL TEMPORARY BRACING AND/OR SUPPORT THAT MAY BE REQUIRED
AS THE RESULT OF THE CONTRACTOR'S CONSTRUCTION METHODS
AND/OR SEQUENCES.
7. UNLESS OTHERWISE NOTED, FIREPROOFING METHODS AND
MATERIALS FOR STRUCTURAL MEMBERS ARE NOT SHOWN ON
STRUCTURAL DRAWINGS. REFER TO ARCHITECTURAL DRAWINGS
AND SPECIFICATIONS FOR FIRE RATING REQUIREMENTS, FIRE
PROOFING METHODS AND MATERIALS.
8. DO NOT SCALE THESE DRAWINGS, USE DIMENSIONS.
9. THE CONTRACTOR SHALL INFORM THE ARCHITECT/ENGINEER OF
ANY DEVIATION FROM THE CONTRACT DOCUMENTS. THE
CONTRACTOR SHALL NOT BE RELIEVED OF THE RESPONSIBILITY FOR
SUCH DEVIATION BY THE ARCHITECT/ENGINEER'S APPROVAL OF
SHOP DRAWINGS, PRODUCT DATA, ETC., UNLESS HE HAS
SPECIFICALLY INFORMED THE ARCHITECT/ENGINEER OF SUCH
DEVIATION AT THE TIME OF SUBMISSION, AND THE ARCHITECT/
ENGINEER HAS GIVEN WRITTEN APPROVAL TO THE SPECIFIC
DEVIATION.10. ALL THINGS WHICH, IN THE OPINION OF THE CONTRACTOR,
APPEAR TO BE DEFICIENCIES, OMISSIONS, CONTRADICTIONS, BE
BROUGHT TO THE ATTENTION OF THE ARCHITECT/ENGINEER. PLANS
AND/OR SPECIFICATIONS WILL BE CORRECTED, OR WRITTEN
INTERPRETATION OF THE ALLEGED DEFICIENCY, OMISSION,
CONTRADICTION OR AMBIGUITY WILL BE MADE BY THE
ARCHITECT/ENGINEER BEFORE THE AFFECTED WORK PROCEEDS.
12. SPECIAL INSPECTIONS ARE REQUIRED IN ACCORDANCE WITH THE
INTERNATIONAL BUILDING CODE AND THE SPECIFICATIONS OF THIS
PROJECT PER SPECIAL INSPECTION TABLE ON THIS SHEET.
11. CONTRACTOR TO NOTIFY APEX ENGINEERS, INC. AT LEAST 48 HOURS
IN ADVANCE OF ANY CONCRETE POUR.
13. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL ERRORS OR
DETAILING, FABRICATION AND INSTALLATION. THE CONTRACTOR SHALL
MAKE ALL MEASUREMENTS IN THE FIELD NECESSARY TO VERIFY OR
SUPPLEMENT DIMENSIONS SHOWN ON THE CONTRACT DRAWINGS AND
HE SHALL VERIFY THAT ALL DIMENSIONS SHOWN ON THE SHOP
DRAWINGS ARE COORDINATED WITH THE DIMENSIONS AND
REQUIREMENTS OF THE CONTRACT DRAWINGS. REVIEW OF THE SHOP
DRAWINGS DOES NOT RELIEVE THE CONTRACTOR OR RESPONSIBILITY
FOR COMPLETING THE WORK SUCCESSFULLY IN ACCORDANCE WITH
THE CONTRACT DRAWINGS AND SPECIFICATIONS.
14. SUBMIT PRINTS OR ELECTRONIC COPIES OF EACH SHOP
DRAWINGS. REPRODUCIBLE COPIES OF CONTRACT DOCUMENTS
SHALL NOT BE USED AS SHOP DRAWINGS. SHOP DRAWINGS SHALL
BE REVIEWED BY CONTRACTOR PRIOR TO SUBMISSION.
CONTRACTOR STAMP SHOP DRAWING ACCEPTING RESPONSIBILITY
FOR COORDINATION OF DIMENSIONS SHOWN IN THE CONTRACT
DOCUMENTS, QUANTITIES AND COORDINATION WITH OTHER
TRADES. DRAWINGS NOT BEARING CONTRACTOR'S STAMP MAY BE
REJECTED AT THE DISCRETION OF THE ARCHITECT OR STRUCTURAL
ENGINEER. 15. REVIEW AND RETURN OF SHOP DRAWINGS SHALL BE BASED ON A
MINIMUM OF TEN (10) WORKING DAYS IN THE STRUCTURAL
ENGINEER'S OFFICE FROM RECEIPT OF SUBMISSION TO RETURN TO
THE NEXT PARTY FOR THEIR ACTION. SHOP DRAWINGS SHOULD BE
SUBMITTED INCREMENTALLY AS APPROPRIATE PACKAGES ARE
PREPARED TO EQUALIZE THE WORKLOAD FOR REVIEW OF THE
DRAWINGS. SUBMISSION OF A LARGE VOLUME OF SHOP DRAWINGS
AT ONE TIME MAY RESULT IN REVIEW TIMES WHICH WILL EXCEED
THOSE NOTED ABOVE. DEFINITION OF A "LARGE VOLUME" OF SHOP
DRAWINGS IS SUBJECT TO INTERPRETATION.
FOUNDATION NOTES
1. CONTRACTOR SHALL BE FULLY FAMILIAR WITH ALL ASPECTS OF THE
SOILS REPORT BEFORE BEGINNING CONSTRUCTION.
2. CONTRACTOR SHALL USE THE SOILS REPORT FOR SPECIFICATIONS
AND DETAILS FOR PLACEMENT OF PERIMETER DRAINS, UNDER-SLAB
DRAINS, AND ANY OTHER SOILS RELATED ITEMS.
2. ALL FOUNDATIONS TO BEAR ON ORIGINAL, UNDISTURBED SOIL OR FILL
COMPACTED AND TESTED TO CONFORM TO THE RECOMMENDATIONS OF
THE GEOTECHNICAL ENGINEER.
3. ALL FOOTING EXCAVATIONS TO BE APPROVED BY GEOTECHNICAL
ENGINEER PRIOR TO PLACING CONCRETE.
4. ALL FOOTINGS SHALL EXTEND BELOW FROST DEPTH, REFER TO DESIGN
INFORMATION
STEEL NOTES
1. ALL STRUCTURAL STEEL TO BE FABRICATED AND ERECTED IN
ACCORDANCE WITH AISC "CODE OF STANDARD PRACTICE FOR STEEL
BUILDINGS AND BRIDGES."
2. BOLTED CONNECTIONS: ALL BOLTED CONNECTIONS SHALL BE SNUG-
TIGHT IN ACCORDANCE WITH THE "SPECIFICATION FOR STRUCTURAL
JOINTS USING ASTM A325 OR A490 BOLTS" PUBLISHED BY THE
RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS.
3. WELDED CONNECTIONS: ALL WELDING SHALL BE IN ACCORDANCE
WITH THE "STRUCTURAL WELDING SOCIETY CODE" (AWS D1.1)
PUBLISHED BY THE AMERICAN WELDING SOCIETY. ELECTRODES FOR
WELDING SHALL COMPLY WITH THE REQUIREMENTS OF TABLE 3.1 OF
(AWS D1.1). ALL WELDING TO BE DONE BY QUALIFIED WELDERS
CONFORMING TO THE AMERICAN WELDING SOCIETY STANDARDS.
4. SPLICING OF STEEL MEMBERS, UNLESS SHOWN ON THE DRAWINGS, IS
PROHIBITED WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER.
5. CHANGES IN SIZE OR POSITION OF THE STRUCTURAL ELEMENTS, AND
HOLES, SLOTS, CUTS, ETC. THROUGH ANY MEMBER, ARE NOT PERMITTED
UNLESS THEY ARE DETAILED ON THE APPROVED SHOP DRAWINGS.
6. NO FINAL BOLTING OR WELDING SHALL BE MADE UNTIL AS MUCH OF
THE STRUCTURE AS WILL BE STIFFENED THEREBY HAS BEEN PROPERLY
ALIGNED.
7. FABRICATE ALL BEAMS WITH THE MILL CAMBER UP U.N.O.
8. ALL COLUMN BASE PLATES SHALL BE SOLIDLY GROUTED WITH NON-
SHRINK GROUT UNDER THE ENTIRE BASE PLATE AREA. GROUT SHALL
HAVE A MINIMUM COMPRESSIVE STRENGTH OF 5000 PSI @ 28 DAYS.
9. ALL VISIBLE WELDED CONNECTIONS ON ARCHITECTURAL ELEMENTS
TO BE GROUND SMOOTH. DO NOT REDUCE THROAT SIZE OF WELD.
10. THE FABRICATOR SHALL BE RESPONSIBLE FOR THE DESIGN AND
PERFORMANCE OF ALL CONNECTIONS NOT FULLY DESIGNED OR
DETAILED ON THE CONTRACT DOCUMENTS. FABRICATOR IS TO FURNISH
ARCHITECT/ ENGINEER WITH SHOP DRAWINGS FOR APPROVAL.
11. STEEL MEMBERS ON THE EXTERIOR OF THE BUILDING OR EXPOSED
TO SOIL MUST BE, AT A MINIMUM, PROPERLY PRIMED WITH RUST
INHIBITING PRIMER AND PAINTED. STEEL MEMBERS COMPLETELY
ENCLOSED IN BUILDING ENVELOPE DO NOT REQUIRE PRIMER OR PAINT,
U.N.O.. REFER TO ARCHITECTURAL DOCUMENTS FOR ADDITIONAL
REQUIREMENTS OF EXPOSED STEEL.
STEEL MEMBERS
ASTM A992
HILTI KWIK BOLT III
WIDE FLANGE SHAPES (W)
CHANNELS (C), ANGLES (L)
HOLLOW STRUCTURAL SHAPES (HSS)
HIGH STRENGTH BOLTS
EPOXY BOLTS
ANCHOR BOLTS (HEX-HEAD U.N.O.)
EXPANSION BOLTS
ASTM A36
ASTM A500, GRADE B
ASTM A325
ASTM A36
MATERIAL
PLATES ASTM A36
STEEL MATERIAL SCHEDULE
ASTM F1554 (36 ksi)
PREFAB LIGHT GAUGE TRUSS NOTES
1. TRUSSES TO BE DESIGNED AND ERECTED IN CONFORMANCE WITH
TRUSS PLATE INSTITUTE SPECIFICATIONS AND RECOMMENDATIONS AND
IN ACCORDANCE WITH LOCAL BUILDING CODES.
2. TRUSSES TO BE BRACED PER MANUFACTURER'S RECOMMENDATIONS
DURING ERECTION.
3. TRUSSES SHALL BE LATERALLY SUPPORTED AT ALL PANEL POINTS.
4. TRUSS MANUFACTURER IS TO SUBMIT LAYOUT PLANS AND
CALCULATIONS FOR ALL TRUSSES. THE CALCULATIONS ARE TO BEAR A
LICENSED PROFESSIONAL ENGINEER'S SEAL. CALCULATIONS ARE TO
SHOW LOADINGS, SPACING, STRESSES, CONFIGURATION, CONNECTIONS,
GRADE OF MATERIAL, CAMBER, AND DEFLECTIONS.
TRUSS DESIGN LOADS
TOP CHORD
LIVE LOAD / SNOW LOAD
DEAD LOAD
BOTTOM CHORD
DEAD LOAD
70 PSF
10 PSF
10 PSF
PREFAB WOOD TRUSS NOTES
1. TRUSSES TO BE DESIGNED AND ERECTED IN CONFORMANCE WITH
TRUSS PLATE INSTITUTE SPECIFICATIONS AND RECOMMENDATIONS AND
IN ACCORDANCE WITH LOCAL BUILDING CODES.
2. TRUSSES TO BE BRACED DURING ERECTION. REFER TO BCSI: GUIDE TO
GOOD PRACTICE FOR HANDLING, INSTALLING, RESTRAINING & BRACING OF
METAL PLATE CONNECTED WOOD TRUSSES, 2008 EDITION.
TRUSS DESIGN LOADS
TOP CHORD
LIVE LOAD / SNOW LOAD
DEAD LOAD
BOTTOM CHORD
DEAD LOAD
3. TRUSS MANUFACTURER IS TO SUBMIT LAYOUT PLANS AND
CALCULATIONS FOR ALL TRUSSES. THE CALCULATIONS ARE TO BEAR A
LICENSED PROFESSIONAL ENGINEER'S SEAL. CALCULATIONS ARE TO
SHOW LOADINGS, SPACING, STRESSES, CONFIGURATION, CONNECTIONS,
GRADE OF MATERIAL, CAMBER, AND DEFLECTIONS.
30 PSF
10 PSF
10 PSF
ROUGH CARPENTRY NOTES
1. CONTRACTOR IS RESPONSIBLE TO ADEQUATELY SHORE AND BRACE ALL
FLOOR AND ROOF FRAMING AND WALLS DURING CONSTRUCTION.
2. NAILING: SHALL BE PER FASTENING SCHEDULE OF THE INTERNATIONAL
BUILDING CODE. FOR PREFABRICATED CONNECTORS USE ALL
FASTENERS AS PRESCRIBED BY THE MANUFACTURER.
3. ALL POST AND JAMBS ARE TO BE BLOCKED SOLID WITH THE SAME
NUMBER OF PIECES AS THE POST OF JAMB WITHIN THE FLOOR SPACE.
BLOCKING IS TO ALIGN WITH POST OR JAMBS.
JOIST, RAFTERS, HEADERS, BEAMS
STUDS, BEARING WALL
4. SPECIES AND GRADES SHOWN IN SCHEDULE ARE THE MINIMUM
ACCEPTABLE. BETTER GRADES MAY BE SUBSTITUTED.
5. PRESSURE TREATED WOOD TO BE USED WHEN EXPOSED TO WEATHER
OR IN CONTACT WITH CONCRETE OR MASONRY.
5/8" (NOMINAL) RATED 40/20.
3/4" (NOMINAL) RATED 48/24 T&G
6. WOOD STRUCTURAL PANELS TO BE A.P.A. RATED AND EXPOSURE 1.
PANELS TO BE MANUFACTURED PER U.S. DEP. OF COMMERCE PRODUCT
STANDARDS PS1 OR PS2.
MICROLLAM
TIMBERSTRAND BAND BOARD
ASTM A307 (MIN.)
WOOD MATERIAL SCHEDULE
MEMBERS MATERIAL SPECIFICATION
SILL AND TOP PLATES
BOLTS AND THREADED RODS
ROOF SHEATHING
FLOOR SHEATHING
TREATED LUMBER
GLULAM BEAMS
SINGLE SPAN
MULTI SPAN
No. 2 DF/L
No. 1 DF/L
HEM-FIR
Fb = 2800 PSI E = 1.9 x 10 E6 PSI
Fb = 1700 PSI E = 1.3 x 10 E6 PSI
No. 2 So. Pine
DF/DF
24F-V4
24F-V8
REBAR SCHEDULE
DEVELOPMENT LENGTHS - Ld
f'c = 3000 PSI f'c = 4000 PSI
#4
#5
#6
#4
#5
#6
BAR
SIZE
STD. Ld CLASS B STD. Ld CLASS BBAR
SIZETYP. TOP TYP. TOP TYP. TOP TYP. TOP
15"
28"
33"
13"
24"
29"
19"
36"
43"
17"
31"
37"
20"
37"
43"
25"
47"
56"
23"
41"
49"
17"
32"
38"
STANDARD HOOKS
f'c = 3000 PSI f'c = 4000 PSI
#4
#5
#6
#4
#5
#6
BAR
SIZE
BAR
SIZE
180 DEGREE HOOK 90 DEGREE HOOK
Ldh Ldh
Ldh Ldh
6"
9"
10"
6"
10"
12"
A
B
CR
I
T
I
C
A
L
SE
C
T
I
O
N
CR
I
T
I
C
A
L
SE
C
T
I
O
N
CC
HOOK DIMENSIONS HOOK DIMENSIONS
"A" "B" "C" "A" "B" "C"
2 1/2"
2 1/2"
3"
2 1/2"
2 1/2"
3"
2"
2 1/2"
3"
2"
2 1/2"
3"
6"
7 1/2"
9"
6"
7 1/2"
9"
USE THE ABOVE TABLE UNLESS NOTED OTHERWISE ON PLANS OR DETAILS
DbDb
MASONRY
f'm = 1500 PSI
#4
#5
#6
BAR
SIZE Ldh
5 5/8"
7 1/8"
8 1/2"
HOOK DIMENSIONS
"A" "B" "C"
2 1/2"
2 1/2"
3"
2"
2 1/2"
3"
6"
7 1/2"
9"
Ld
21"
26"
40"
ASTM A615, GRADE 40
ASTM A185
TYPICAL REINFORCING STEEL SPECIFICATIONS (U.N.O.)
REINFORCING STEEL
#4 AND SMALLER
#5 AND LARGER
WELDED WIRE FABRIC
STEEL SPECIFICATION
ASTM A615, GRADE 60
13. PROVIDE CORNER BARS TO MATCH ALL HORIZONTAL BARS IN
WALL. REFER TO TYP. DETAIL BELOW.
Ld
Ld
Ld
Ld: CLASS B TENSION
SPLICE RE: SCHEDULE
CONT. TOP AND
BOTTOM BARS
TYP. CORNER BAR DIAGRAM
TYP. VERTICAL WALL CONTROL JOINT
D/8CONTROL JOINT
14. PROVIDE VERTICAL CONTROL JOINTS ON ALL POURED CONCRETE
WALLS AND BASEMENT WALLS. SPACE JOINTS AT 3 X WALL HEIGHT FOR
WALLS LESS THAN 10 FT AND WALL HEIGHT FOR TALLER WALLS.
D
D/8COSTRUCTION JOINT
STOP EVERY
OTHER HORIZ.
BAR AT JOINTSOIL SIDE
WATER STOP AND
BITUTHENE STRIP AT
JOINT
FORMED KEY
WAY
CONCRETE NOTES
1. ALL CONCRETE CONSTRUCTION TO CONFORM TO ACI "BUILDING CODE
REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318-(MOST RECENT
EDITION) AND ACI "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR
BUILDINGS" ACI 301, UNLESS NOTED OTHERWISE.
2. SPECIAL INSPECTION AGENCY TO PERFORM TESTS AT SEVEN (7) DAYS
AND AT TWENTY EIGHT (28) DAYS. A STRENGTH TEST SHALL BE THE
AVERAGE OF THE STRENGTHS OF AT LEAST TWO (2) 6"x12" CYLINDERS OR
AT LEAST THREE (3) 4"x8" CYLINDERS MADE FROM THE SAME SAMPLE OF
CONCRETE. HOLD ONE ADDITIONAL CYLINDER IN RESERVE UNTIL
PROJECT IS COMPLETED. TESTING LABORATORY IS TO FURNISH
ARCHITECT/ENGINEER WITH TEST RESULTS PROMPTLY.
A. ONCE EACH DAY A GIVEN CLASS IS PLACED, NOR LESS THAN
B. ONCE FOR EACH 150 CUBIC YDS OF EACH CLASS PLACED
EACH DAY. NOR LESS THAN
C. ONCE FOR EACH 5000 SQ/FT OF SLAB WALL OR SURFACE
AREA PLACED EACH DAY
3. UNLESS OTHERWISE SHOWN IN THE ARCHITECTURAL DRAWINGS,
PROVIDE 3/4" CHAMFERS AT THE EDGES THAT ARE EXPOSED TO VIEW IN
THE FINISHED STRUCTURE.
4. REFER TO ARCHITECTURAL DRAWINGS FOR DOOR AND WINDOW
OPENINGS, DRIP SLOTS, REGLETS, MASONRY, ANCHORS, BRICK LEDGE
ELEVATIONS AND FOR MISCELLANEOUS EMBEDDED PLATES, BOLTS,
ANCHORS, ANGLES, ETC.
5. REFER TO ARCHITECTURAL DRAWINGS FOR CONCRETE FINISHES.
WHERE FINISH IS NOT SPECIFIED, CONFORM TO REQUIREMENTS OF ACI
301.6. REFER TO MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR
DRAINS, SLEEVES, OUTLET BOXES, CONDUIT, ANCHORS, ETC. THE
VARIOUS TRADES ARE RESPONSIBLE FOR PLACING THEIR ITEMS.
7. REFER TO MECHANICAL DRAWINGS FOR HOUSEKEEPING PADS AND
INERTIA BASES AT MECHANICAL EQUIPMENT.
FREQUENCY OF TESTING IS TO BE IN ACCORDANCE WITH ACI 318:
8. ALL REINFORCING STEEL TO BE DETAILED IN ACCORDANCE WITH ACI
"MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED
CONCRETE STRUCTURES."
9. REINFORCING SHALL BE CONTINUOUS WHEREVER POSSIBLE. SPLICES
AND LAPS TO CONFORM TO ACI 318. REFER TO REBAR SCHEDULE.
11. DOWELS IN FOOTING, WALLS, AND DRILLED PIERS MUST BE IN
POSITION BEFORE PLACING CONCRETE WHENEVER POSSIBLE.
12. PROVIDE (2) #5 BARS EACH SIDE OF OPENINGS 1'-0" OR LARGER IN
SLABS AND WALLS UNLESS OTHERWISE CALLED FOR ON STRUCTURAL
PLANS
10. PROVIDE 6" LAP AT ALL WELDED WIRE FABRIC JOINTS.
1. VERIFY MATERIALS BELOW SHALLOW FOUNDATIONS ARE
ADEQUATE TO ACHIEVE THE DESIGN BEARING CAPACITY.
5. PRIOR TO PLACEMENT OF COMPACTED FILL, OBSERVE
SUBGRADE AND VERIFY THAT SITE HAS BEEN PREPARED
PROPERLY.
4. VERIFY USE OF PROPER MATERIALS, DENSITIES AND
LIFT THICKNESSES DURING PLACEMENT AND COMPACTION
OF COMPACTED FILL.
3. PERFORM CLASSIFICATION AND TESTING OF
COMPACTED FILL MATERIALS.
2. VERIFY EXCAVATIONS ARE EXTENDED TO PROPER
DEPTH AND HAVE REACHED PROPER MATERIAL.
X
X
X
X
X
1. INSPECTION OF REINFORCING STEEL, INCLUDING
PRESTRESSING TENDONS, AND PLACEMENT.
A. APPLICATION OF PRESTRESSING FORCES.
X
X
2. INSPECTION OF REINFORCING STEEL WELDING:
3. INSPECTION OF BOLTS TO BE INSTALLED IN CONCRETE
PRIOR TO AND DURING PLACEMENT OF CONCRETE WHERE
ALLOWABLE LOADS HAVE BEEN INCREASED OR SD IS
USED.4. INSPECTION OF ANCHOR INSTALLED IN HARDENED
CONCRETE.
5. VERIFYING USE OF REQUIRED MIX DESIGN
6. AT THE TIME FRESH CONCRETE IS SAMPLED, PERFORM
SLUMP AND AIR CONTENT TESTS, AND DETERMINE THE
TEMPORATURE OF THE CONCRETE.
7. INSPECTION OF CONCRETE AND SHOTCRETE
PLACEMENT FOR PROPER APPLICATION TECHNIQUES.
8. INSPECTION FOR MAINTENANCE OF SPECIFIED CURING
TEMPERATURE AND TECHNIQUES.
9. INSPECTION OF PRESTRESSED CONCRETE:
B. GROUTING OF BONDED PRESTRESSING TENDONS IN
THE SEISMIC-FORCE-RESISTING SYSTEM.
10. ERECTION OF PRECAST CONCRETE MEMBERS.
11. VERIFICATION OF IN-SITU CONCRETE STRENGTH, PRIOR
TO STRESSING OF TENDONS IN POSTTENSIONED
CONCRETE AND PRIOR TO REMOVAL OF SHORING.
12. INSPECT FORMWORK FOR SHAPE, LOCATION AND
DIMENSIONS OF THE CONCRETE MEMBER BEING FORMED.
A. VERIFICATION OF WELDABILITY OF REINFORCING
STEEL OTHER THAN ASTM A 706.
B. REINFORCING STEEL RESISTING FLEXURAL AND AXIAL
FORCES IN INTERMEDIATE AND SPECIAL MOMENT FRAMES
AND BOUNDARY ELEMENTS OF SPECIAL STRUCTURAL
WALLS OF CONCRETE AND SHEAR REINFORCEMENT.
C. SHEAR REINFORCING.
D. OTHER REINFORCING STEEL.
X
X
X
X
X
X
X
X
X
X
X
X
X
X
1. MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS:
2. INSPECTION OF HIGH-STRENGTH BOLTING:
B. MANUFACTURER’S CERTIFICATE OF COMPLIANCE
REQUIRED.
A. IDENTIFICATION MARKINGS TO CONFORM TO ASTM
STANDARDS SPECIFIED IN THE APPROVED
CONSTRUCTION DOCUMENTS.
X
X
A. SNUG-TIGHT JOINTS X
B. PRETENSIONED AND SLIP-CRITICAL JOINTS USING
TURN-OF-NUT WITH MATCHMARKING, TWIST-OFF BOLT
OR DIRECT TENSION INDICATOR METHODS.
X
C. PRETENSIONED AND SLIP-CRITICAL JOINTS USING
TURN-OF-NUT WITHOUT MATCHMARKING OR
CALIBRATED WRENCH METHODS OF INSTALLATION.
X
3. MATERIAL VERIFICATION OF STRUCTURAL STEEL AND COLD-
FORMED STEEL DECK:
A. FOR STRUCTURAL STEEL, IDENTIFICATION MARKINGS
TO CONFORM TO AISC 360.
B. FOR OTHER STEEL, IDENTIFICATION MARKINGS TO
CONFORM TO ASTM STANDARDS SPECIFIED IN THE
APPROVE CONSTRUCTION DOCUMENTS.
C. MANUFACTURER’S CERTIFIED TEST REPORTS.
X
X
X
4. MATERIAL VERIFICATION OF WELD FILLER MATERIALS:
A. IDENTIFICATION MARKINGS TO CONFORM TO AWS
SPECIFICATION IN THE APPROVED CONSTRUCTION
DOCUMENTS.
B. MANUFACTURER’S CERTIFICATE OF COMPLIANCE
REQUIRED.
X
X
5. INSPECTION OF WELDING:
A. COMPLETE AND PARTIAL JOINT PENETRATION GROOVE.
B. MULTI-PASS FILLET WELDS.
C. SINGLE-PASS FILLET WELDS > 5/16"
D. PLUG AND SLOT WELDS.
E. SINGLE-PASS FILLET WELDS <= 5/16"
F. FLOOR AND ROOF DECK WELDS. X
X
X
X
X
X
X
6. INSPECTION OF STEEL FRAME JOINTS DETAILS AT EACH CONNECTION:
A. DETAILS SUCH AS BRACING AND STIFFENING.
B. MEMBER LOCATIONS
C. APPLICATION OF JOINT DETAILS AT EACH
CONNECTION.
X
X
X
CONSTRUCTION TYPE FREQUENCYCODE
REFERENCE CONT. PER.
STATEMENT OF SPECIAL INSPECTION
STRUCTURAL STEEL1705.2
REINFORCED CONCRETE1705.3
SOILS1705.6
DESIGN INFORMATION SCHEDULE
BUILDING CODE:
2015 INTERNATIONAL BUILDING CODE AS ADOPTED AND/OR AMENDED BY
LOCAL BUILDING CODES
GROUND SNOW LOAD, Pg
ROOF SNOW LOAD, Pr
SNOW LOADING INFORMATION:
70 psf
70 psf
SEISMIC DESIGN INFORMATION:
SEISMIC RISK CATEGORY
SITE CLASS (PER SOILS REPORT)
SEISMIC RESISTING SYSTEM
SPECTRAL RESPONSE COEFFICIENTS
RESPONSE MODIFICATION, R
DEFLECTION AMPLIFICATION FACTOR, Cd
OVERSTRENGTH FACTOR, Ω
SEISMIC RESPONSE COEFFICIENT, Cs
SEISMIC DESIGN CATEGORY
DESIGN SPECTRAL RESPONSE
ACCELERATIONS
SEISMIC ANALYSIS PROCEDURE
SEISMIC BASE SHEAR, V 1.0kips
D
SD1 = 0.102
SDS = 0.227
Fv = 2.40
Fa = 1.60
Equivalent Pressure
S1 = 0.064
Ss = 0.213
II
A. Bearing Wall System
Light Framed Sheathed Walls
6.50
4.00
3.00
0.035
B
WIND DESIGN INFORMATION:
WIND EXPOSURE CATEGORY
OCCUPANCY CATEGORY
VELOCITY PRESSURE, qz
INTERNAL PRESSURE COEFFICIENT, GCpi
DIRECTIONALITY FACTOR, Kd
VELOCITY PRESSURE COEFFICIENT, Kh
TOPOGRAPHICAL FACTOR, Kzt
EDGE REGION, a
COMPONENTS AND CLADDING LOADS
WIND LOAD DIAGRAM
1
2
2
2
2
3
3
3
3
4 4
5
5
5
5
POSITIVE (+) NEGATIVE (-)
"a"
NOTES:
1. POSITIVE LOADS ACT INWARD AND
DOWN.
2. NEGATIVE LOADS ACT OUTWARD AND
UP.
3. LOADS ARE NOT FACTORED.
MEAN ROOF HEIGHT / AVERAGE PARAPET LENGTH
BUILDING LENGTH / BUILDING WIDTH
C
0.85
56.6 psf
BASIC WIND SPEED (3 SECOND GUST), V 175 mph
+/-0.18
0.85
1.00
5' - 2"
57.1 psf
86.5 psf
133.5 psf
65.4 psf
75.4 psf
30.4 psf
30.4 psf
30.4 psf
59.7 psf
59.7 psf
13' - 0"/ 3' - 0"
B=53' / L=57'
ROOF ZONE 1 (AREA =50 SF)
ROOF ZONE 2 (AREA =50 SF)
ROOF ZONE 3 (AREA =50 SF)
WALL ZONE 4 (AREA =50 SF)
WALL ZONE 5 (AREA =50 SF)
II
SOILS ENGINEER
REPORT NO. REPORT DATE
SOILS INFORMATION:
SOIL BEARING PRESSURE
FROST DEPTH
MIN. ISOLATED MIN. CONTINUOUS
CTL THOMPSON
FC07783-125 4/11/2017
MAX = 3000 psf
3' - 0"
1' - 6"1' - 4"
LOADING INFORMATION:DEAD LOAD LIVE LOAD
20 psf
100 psf
ROOF LOAD
FLOOR LOAD
20 psf
75 psf
SYMBOLS / ABBREVIATIONS
X
SX.X
DETAIL ON SHEET
SHEET NUMBER
DETAILS, SECTIONS,
& ELEVATIONS
T = XXX' - XX"
B = XXX' - XX"
ELEVATION (TOP)
ELEVATION (BOTTOM)
FOOTINGS AND
FOUNDATION WALLS
SYMBOL/TA
G
DESCRIPTION APPLIES TO
T.O.X. = XXX' - XX" ELEVATION MARK
LEVELS, SPOT
ELEVATIONS, & PLAN
ELEVATIONS
T.O.S. = XXX' - XX"
TOP OF STEEL
ELEVATION PLAN VIEW NOTATIONS
X REVISION MARK SHEET REVISIONS
ABV. DEFINITION ABV. DEFINITION
A.B.ANCHOR BOLT
APA AMERICAN PLYWOOD ASSOC.
C.J. CONTROL JOINT
C.L.
DIA.
EXT.
GA.
T.O.M.
T.O.C.
T.O.S.
T.O.W.
H.A.S.
o.c.
PDF
SIM.
STD.
TYP.
U.N.O.
CENTER LINE
DIAMETER
EXTERIOR
GAUGE
HEADED ANCHOR STUDS
ON CENTER
POWDER DRIVEN FASTENERS
SIMILAR CONDITION
STANDARD
TYPICAL CONDITION
UNLESS NOTED OTHERWISE
JST. BRG. = XXX' - XX"
JOIST BEARING
ELEVATION PLAN VIEW NOTATIONS
TOP OF CONCRETE
TOP OF MASONRY
TOP OF STEEL
TOP OF WALL
W.P. WORK POINT
T.O.D. TOP OF DECK
E.O.D.
E.O.S.
EDGE OF DECK ANGLE
EDGE OF SLAB
P.A.F. POWDER ACTUATED FASTNR
T.O.L. TOP OF LEDGE
UNFORMED SURFACE IN CONTACT WITH THE GROUND
FORMED SURFACES EXPOSED TO GROUND OR WEATHER
WALLS AND SLABS NOT EXPOSED TO GROUND OR WEATHER
INTERIOR BEAMS AND COLUMNS (TO TIES OF STIRRUPS)
CONCRETE SCHEDULE
CONCRETE USE 28 DAY
STRENGT
H
W/C RATIO SLUMP
LIMIT (in.)
% AIR
ENTRAINED
CEMEN
T TYPE
3"
1"
2"
COVER
1 1/2"
MINIMUM STRUCTURAL CONCRETE COVER
REINFORCING BARS
THREADED ROD ANCHORS
EPOXY GROUTING APPLICATIONS
3000 psi 0.55 (MAX)N/A
3000 psi 0.55 (MAX)N/A
FOUNDATION WALLS
INTERIOR SLABS
4" (+/-1")3% MAX
4000 psi 0.50 (MAX)3" (+/-1")3% MAXN/A
FOOTINGS/PIERS 5" (+/-1")3% MAX
HILTI HIT-HY 200 A OR SIMPONS SET XP
HILTI HIT-HY 200 R OR SIMPONS SET XP
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
2
8
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S1.0
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
GENERAL NOTES
11/21/2017
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
D
1 1
A
A
3
B
BC
2
E
E
4
F
F
51' - 9 3/4"
12
'
-
3
1
/
4
"
11
'
-
6
3
/
4
"
32
'
-
0
"
2'
-
0
"
11
'
-
9
3
/
4
"
12
'
-
5
3
/
4
"
32
'
-
0
"
8'
-
2
1
/
4
"
5 1/2"5' - 2"
2"
40' - 2 3/4"
2"
5' - 2"5 1/2"
5' - 2"41' - 5 3/4"5' - 2"
2 3/4"5' - 8 3/4"13' - 8 1/2"12' - 3"13' - 8 1/4"
9 3/4"
2 3/4"
26
'
-
3
1
/
4
"
29
'
-
6
3
/
4
"
2'
-
0
"
25
'
-
9
3
/
4
"
30
'
-
5
3
/
4
"
8'
-
2
1
/
4
"
8"
2'
-
9
1
/
2
"
9'
-
4
"
9'
-
6
"
3'
-
9
"
16
'
-
3
"
14
'
-
0
"
BA
S
E
P
L
A
T
E : 1
B/BP:9
9' - 5 1/
2
"
BA
S
E
P
L
A
T
E : 1
B/BP:9
9' - 5 1/
2
"
BA
S
E
P
L
A
T
E : 1
B/BP:9
9' - 5 1/
2
"
B A S E P L A T E : 1
B/B P:9 9' - 5 1/2"
T.O.W. = 101' - 6"
B.O.W. = 97' - 0"
T.O.W. = 100' - 0"
B.O.W. = 97' - 0"
T.O.W. = 99' - 4"
B.O.W. = 97' - 0"
T.O.W. = 99' - 4"
B.O.W. = 97' - 0"T.O.W. = 100' - 0"
B.O.W. = 97' - 0"
T.O.W. = 99' - 4"
B.O.W. = 97' - 0"
T.O.W. = 100' - 0"
B.O.W. = 97' - 0"
T.O.W. = 99' - 4"
B.O.W. = 97' - 0"
T.O.W. = 100' - 0"
B.O.W. = 97' - 0"
STEP
T.O.W.
BASE PLAT
E : 3
B/
BP:100' -
1 1/2"
STEP
T.O.W.
STEP
T.O.W.
STEP
T.O.W.
STEP
T.O.W.
STEP
T.O.W.
STEP
T.O.W.
T.O.W. = 100' - 0"
B.O.W. = 97' - 0"
5 1/2"5' - 2"40' - 6 3/4"5' - 2"5 1/2"
51' - 9 3/4"
2 3/4"
BASE PLAT
E : 3
B/
BP:100' -
1 1/2"
BASE PLAT
E : 3
B/
BP:100' -
1 1/2"
1
S4.0
2
S4.0
1
S4.1
2
S4.1
1
S4.2
2
S4.2
3
S4.2
3
S4.3
1
S4.3
2
S4.3
1
S4.4
3
S4.0
BA
S
E
P
L
A
T
E : 2
B/BP:9
9' - 6 1/
2
"
5
8"
13
'
-
2
5
/
8
"
8'
-
6
"
19
'
-
1
1
"
14
'
-
0
"
BASE PLAT
E : 2
B/
BP:100' -
1 1/2"
B A S E P L A T E : 2
B/B P:1 0 0' - 1 1/2"
CROSS HATCHING INDICATES AREA
OF SLAB TO BE RECESSED FOR ENTRY
MATS. RE: ARCH FOR RECESS
DISTANCE (TYP.)
5' - 2"20' - 10 1/4"19' - 2 1/2"6' - 7"
T.O.F.=97' - 0"
B.O.F.=96' - 0"B T.O.F.=97' - 0"
B.O.F.=96' - 0"C T.O.F.=97' - 0"
B.O.F.=96' - 0"C
T.O.F.=97' - 0"
B.O.F.=96' - 0"B
T.O.F.=97' - 0"
B.O.F.=96' - 0"C
T.O.F.=97' - 0"
B.O.F.=96' - 0"C
T.O.F.=97' - 0"
B.O.F.=96' - 0"B
T.O.F.=97' - 0"
B.O.F.=96' - 0"A
T.O.F.=97' - 0"
B.O.F.=96' - 0"A
T.O.F.=97' - 0"
B.O.F.=96' - 0"A
T.O.F.=97' - 0"
B.O.F.=96' - 0"A
T.O.W. = 100' - 9"
B.O.W. = 97' - 0"
B A S E P L A T E : 2
B/B P:1 0 0' - 1 1/2"
2 3/4"
T.O.F.=97' - 0"
B.O.F.=96' - 0"D
B A S E P L A T E : 2
B/B P:1 0 0' - 1 0 1/2"
T.O.F.=97' - 0"
B.O.F.=96' - 0"D
ANCHOR BOLT SCHEDULE
HEX-HEAD BOLTS POST INSTALLED
EM
B
E
D
4"4"
EM
B
E
D
7"
9"
12"
15"
18"
3 1/2"
5"
6"
8"
8"
NOTE: PROVIDE 3" COVER BELOW ANCHOR BOLT. REDUCE EMBED FOR
ANCHOR BOLTS IN PAD FOOTINGS WITH DEPTH LESS THAN ANCHOR BOLT
EMBED + 3" CLEAR COVER.
BOLT DIAMETER ANCHOR BOLT
EMBEDHEX-HEAD POST INSTALLED
1/2"
5/8"
3/4"
7/8"
1"
BASE PLATE SCHEDULE
1"
1 1/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3/4"
3"
1
1
/
2
"
SHAPE A
4 1/2"
1
1
/
2
"
SHAPE B
1 1/2"
1 1/2"
1 1/2"
1/4"
1
1
/
2
"
SHAPE C
1 1/2"
1 1/2"
1 1/2"
1 1/2"
1 1/2"
1
1
/
2
"
SHAPE D
1
1
/
2
"
1
1
/
2
"
1
1
/
2
"
1/4"BASE PLATE: 1B/BP:100' -1 1/2"BASE PLATE CALLOUT
BOTTOM OF BASE PLATE
ELEVATIONPLAN COLUMN
CENTERLINES OF COLUMN
GRID/DIMENSION LINESPLATE SHOWN FOR
ORIENTATION
BASE PLATE TAG
NOTES:
1. PROVIDE 5/16" FILLET WELD AT COLUMN TO BASE PLATE CONNECTION.
PLATE TYPE
1
SHAPE
2
3
4
A
B
C
D
PLATE THICKNESS ANCHOR BOLT SIZE
3/16" = 1'-0"
FOUNDATION WALL PLAN
FOUNDATION PLAN NOTES
4. CONTRACTOR TO FIELD VERIFY ALL FOUNDATION ELEVATIONS & STEP
FOUNDATION PER SITE CONDITIONS.
6. REFERENCE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS,
EXTERIOR FINISHES AND ADDITIONAL NOTES.
SLAB JOINT DIAGRAM
(COLD JOINT) (CONTROL JOINT)
SAW-CUT 1/4 SLAB
DEPTH
#4x24" SMOOTH
DOWEL at 24"o.c.
BOND
BREAKER (ONE
SIDE)
1. FLOOR CONSTRUCTION: 5" CONCRETE SLAB-ON-GRADE REINFORCED
WITH #3 AT 18" EA. WAY OR6x6 W2.1xW2.1 WWF ON 10 MIL. VAPOR
BARRIER ON MIN. 4" OF 3/4" CLEAN, GRADED ROCK.
2. TOP OF SLAB ELEVATION = 100' - 0" (REFERENCE ONLY)
5. ALL DIMENSIONS SHOWN ARE TAKEN FROM GRID LINES.
3. CONTROL JOINTS (1/4 SLAB DEPTH) AT 10' - 0" MAX, BOTH WAYS (NOT
SHOWN FOR CLARITY, REFERENCE TYPICAL DETAILS BELOW.
7. SEE SHEET S1.0 FOR ADDITIONAL STRUCTURAL SPECIFICATIONS.
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
2
8
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S2.0
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
FOUNDATION WALL
PLAN
11/21/2017
PAD FOOTING SCHEDULE
MARK # LENGTH WIDTH D REINFORCING DOWELS
A 4 2' - 3" 2' - 3" 12" (4) #4 EA. WAY #5 at 32"o.c.
B 3 3' - 0" 3' - 0" 12" (4) #5EA. WAY #5 at 32"o.c.
C 4 4' - 0" 4' - 0" 12" (5) #5 EA. WAY #5 at 32"o.c.
D 2 5' - 0" 5' - 0" 12" (6) #5 EA. WAY #5 at 32"o.c.
Grand total: 13
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
D
1 1
A
A
3
B
BC
2
(3
)
1
3
/
4
"
x
1
1
1
/
4
"
L
.
V
.
L
.
GI
R
D
E
R
T
R
U
S
S
GIRDER TRUSS
GI
R
D
E
R
T
R
U
S
S(3) 2X6(3) 2X6(3) 2X6HSS6
X6X
3
/8
HSS6
X6X
3
/8
HSS6
X6X3
/8
PRE-ENG. JACK
TRUSSES at 24"o.c.
2x8 at 12"o.c.2x8 at 12"o.c.
HSS5
X5X3
/8
9/
S5.0
PRE-ENGINEERED ROOF TRUSSES at 24"o.c.
E
E
4
F
F(3) 2X6(3) 2X6PRE-ENGINEERED ROOF TRUSSES at 24"o.c.
PRE-ENGINEERED ROOF TRUSSES at 24"o.c.
PRE-ENG. JACK
TRUSSES at 24"o.c.
PROVIDE SIMPSON H2.5A
SEISMIC ANCHORS AT
EACH TRUSS BEARING
LOCATION
PROVIDE SIMPSON H2.5A
SEISMIC ANCHORS AT
EACH JOIST BEARING
LOCATION
50' - 10 3/4"
5' - 2"
2"
40' - 2 3/4"
2"
5' - 2"
4"13' - 8 1/2"12' - 3"13' - 8 1/4"
7"
2 3/4"
32
'
-
0
"
11
'
-
6
3
/
4
"
11
'
-
4
"
3"
2
3
/
4
"
29
'
-
6
3
/
4
"
25
'
-
7
"
50' - 10 3/4"
5' - 2"40' - 6 3/4"5' - 2"
2 3/4"
2
3
/
4
"
3'
-
9
"
9'
-
6
1
/
4
"
9'
-
3
3
/
4
"
2'
-
9
1
/
4
"
ATTACHMENT
PANEL EDGE NAILING
ALL OTHER EDGES
PANELS 5/8" APA RATED SHEATHING, EXPOSURE 1, ID No.40/20.
10d NAILS
6"o.c.
12"o.c.
WOOD ROOF DECK
HSS 6X2X3/16
at 24"o.c.
HSS6
X6X
3
/8
S3.0
1
FRAME 1 ELEVATION
HSS5
X5X3
/8
8/
S5.0
HSS5
X5X3
/8
9/
S5.0
1
S4.0
2
S4.0
1
S4.1
2
S4.1
1
S4.2
2
S4.2
3
S4.2
3
S4.3
1
S4.3
2
S4.3
1
S4.4
3
S4.0
H S S 5 X 5 X 3/8
HSS5
X5X3
/8
9/
S5.0
3/8" FIN PLATES
at 24"o.c.
HSS 7X5X1/2(3) 2X6(2) T(2) K(2) T(2) KH S S 5 X 3 X 1/2
9/S 5.0
HS
S
9
X
5
X
1
/
2
HSS 9X5X1/2
(2 SPAN CONT.)
3/8" FIN PLATES
at 24"o.c.
3/8" FIN PLATES
at 24"o.c.
5
(3) 1 3/4"x11 7/8" L.V.L.
(2 SPAN CONT.)
AT HATCHING SPACE
ROOF SHEATHING NAILING
at 4"o.c. AT PANEL EDGES
SW-1
SW-1
SW-2
SHADING INDICATES WOOD
FRAMED WOOD SHEAR
WALLS (TYP.)
INDICATES SHEARWALL
TYPE. RE: SHEET S5.1
(TYP.)
HSS5
X5X
3
/8
7/S5.0
AT HATCHING SPACE
ROOF SHEATHING NAILING
at 4"o.c. AT PANEL EDGES
HSS5
X5X
3
/8
7/S5.0
PROVIDE FULL DEPTH SOLID
BLOCKING BETWEEN
TRUSSES IN-LINE WITH
SHEARWALL
PROVIDE FULL DEPTH SOLID
BLOCKING BETWEEN
TRUSSES IN-LINE WITH
SHEARWALL
1
AB
GI
R
D
E
R
T
R
U
S
S
GIRDER TRUSS
GI
R
D
E
R
T
R
U
S
S(3) 2X6(3) 2X6(3) 2X6PRE-ENG. JACK
TRUSSES at 24"o.c.
2x8 at 16"o.c.
2x8 at 16"o.c.
(2) 1 3/4"x7 1/4" L.V.L.
EF
ATTACHMENT
PANEL EDGE NAILING
ALL OTHER EDGES
PANELS 3/4" T&G APA RATED STURD-I-FLOOR, EXT. GRADE, ID No.
24/4810d NAILS AND SUBFLOOR CONSTSTRUCTION ADHESIVE
6"o.c.
10"o.c.
WOOD FLOOR DECK
2
S4.1
1
S4.2
2
S4.2
3
S4.2
(4) 1 3/4"x7 1/4" L.V.L.
AC
355lbs
AC
355lbs
TRUSS SUPPLIER TO PROVIDE
OPENINGS IN TRUSS WEBS TO
ALLOW MECH. DUCTS TO PASS
THROUGH RE: MECH. DRAWINGS
FOR SIZES AND ELEVATIONS
TYPICAL
7
S5.0
3/16" = 1'-0"
ROOF FRAMING PLAN
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
2
9
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S2.1
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
ROOF FRAMING PLAN
11/21/2017
3/16" = 1'-0"
MECH. MEZZANINE FRAMING PLAN
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
T.O.W.=100'-0"
BE
7"13' - 8 1/4"12' - 3"13' - 8 1/2"4"
HS
S
6
X
6
X
3
/
8
HS
S
6
X
6
X
3
/
8
HS
S
6
X
6
X
3
/
8
HS
S
6
X
6
X
3
/
8
HSS7X5X3/8
HSS7X5X3/8
HSS7X5X3/8
HSS7X5X3/8
HSS7X5X3/8
HSS7X5X3/8
H S S 8 X 6 X3 /8
HSS 6X2X3/16 at 24"o.c.
(MAX.)
7'
-
8
1
/
4
"
2'
-
3
1
/
2
"
4'
-
1
0
3
/
4
"
8'
-
5
1
/
2
"
S5.0
1
S5.0
2
S5.0
3
S5.0
3TYP.TYP.S5.0
4
S5.0
4TYP.TYP.S5.0
5
S5.0
6TYP.2'
-
3
3
/
4
"
1
1
/
4
"
5'
-
3
1
/
4
"
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
0
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S3.0
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
FRAME ELEVATIONS
11/21/2017
1/2" = 1'-0"
FRAME 1 ELEVATION
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
E
1' - 4"
4"8"4"
10
"
3"
2"
8"
2"
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
5/8" APA RATED ROOF
SHEATHING
PRE-ENGINEERED ROOF
TRUSSES at 24"o.c.
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
TRUSS SUPPLIER TO PROVIDE
FULL DEPTH BLOCKING
BETWEEN TRUSSES
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
1/2" APA WALL SHEATHING
RE: PLAN FOR HEADER
RE: ARCH. FOR STOREFRONT
CONCRETE SLAB ON
GRADE
# 5 X at 24"o.c.2'
-0"
2'-0"
(2) # 5 CONT. TOP
AND BOTTOM
(2) # 5 CONT.
# 5 X at 24"o.c.2'
-9"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
2X6 at 12"o.c.
STUDWALL
1 1/2"
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
DF
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
(2) # 5 CONT.
# 5 X at 24"o.c.3'
-0"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
1' - 4"
4"8"4"
10
"
3"
2"
1/2" EXP. JT. MAT'L
5/8" APA RATED ROOF
SHEATHING
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
PROVIDE FULL DEPTH
2x BLOCKING
BETWEEN JOISTS
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
2X6 at 12"o.c.
STUD WALL
1 1/2"
PRE-ENGINEERED GIRDER
TRUSS
1/4" 3 1/2"
1/4" 3 1/2"
3/16"
3/16"
3/8" FIN PLATE
at 16"o.c.
L 2X2X1/4 AROUND
PERIMETER OF
AWNING
RE: ARCH. FOR GUTTER
3
1
/
2
"
2
3
/
4
"
2"2' - 10"
(2) 2X6 TOP PLATES ATTACHED
TO HSS TUBE WITH 1/2" THREADED
RODS WELDED TO HSS TUBE at 32"o.c.
(2) 2X6 BOTTOM PLATES ATTACHED
TO HSS TUBE WITH 1/2" THREADED
RODS WELDED TO HSS TUBE at 32"o.c.
HSS 7X5X1/2 TUBE STEEL
HEADER
3/8" CONT. STEEL PLATE
RE: ARCH. FOR SLOPE
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
PROVIDE FULL DEPTH SOLID
BLOCKING BETWEEN
TRUSSES IN-LINE WITH
SHEARWALL
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
DF
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
(2) # 5 CONT.
# 5 X at 24"o.c.3'
-0"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
1' - 4"
4"8"4"
10
"
3"
2"
1/2" EXP. JT. MAT'L
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
2X6 at 12"o.c.
STUD WALL
1 1/2"
1/4" 3 1/2"
1/4" 3 1/2"
3/16"
3/16"
3/8" FIN PLATE
at 24"o.c.
L 2X2X1/4 AROUND
PERIMETER OF
AWNING
RE: ARCH. FOR GUTTER
3
1
/
2
"
2
3
/
4
"
2"2' - 10"
(2) 2X6 TOP PLATES ATTACHED
TO HSS TUBE WITH 1/2" THREADED
RODS WELDED TO HSS TUBE at 32"o.c.
(2) 2X6 BOTTOM PLATES ATTACHED
TO HSS TUBE WITH 1/2" THREADED
RODS WELDED TO HSS TUBE at 32"o.c.
HSS 7X5X1/2 TUBE STEEL
HEADER
(2) 2X6 PLATES BELOW WINDOW
WITH SIMPSON L70 FRAMING ANGLE
EACH END TO TRIMMER AND KING
STUDS
(3) 2X8 HEADER
RE: ARCH. FOR WINDOW
3/8" CONT. PLATE
5/8" APA RATED ROOF
SHEATHING
PROVIDE FULL DEPTH
2x BLOCKING
BETWEEN JOISTS
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
PRE-ENGINEERED GIRDER
TRUSS
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
PROVIDE FULL DEPTH SOLID
BLOCKING BETWEEN
TRUSSES IN-LINE WITH
SHEARWALL
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
1
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S4.0
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
WALL SECTIONS
11/21/2017
3/4" = 1'-0"S4.0
WALL SECTION1
3/4" = 1'-0"S4.0
WALL SECTION2
3/4" = 1'-0"S4.0
WALL SECTION3
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
E
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
(2) # 5 CONT.
# 5 X at 24"o.c.3'
-0"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
1/2" EXP. JT. MAT'L
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
5/8" APA RATED ROOF
SHEATHING
PRE-ENGINEERED ROOF
TRUSSES at 24"o.c.
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
TRUSS SUPPLIER TO PROVIDE
FULL DEPTH BLOCKING
BETWEEN TRUSSES
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
2X6 at 12"o.c.
STUDWALL
2"
1 1/2"
1' - 4"
4"8"4"
10
"
3"
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
E
T.O.W.=100'-9"
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
# 5 X at 24"o.c.3'
-0"
6"
1/2" EXP. JT. MAT'L
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
5/8" APA RATED ROOF
SHEATHING
PRE-ENGINEERED JACK
TRUSSES at 24"o.c.
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
TRUSS SUPPLIER TO PROVIDE
FULL DEPTH BLOCKING
BETWEEN TRUSSES
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
2X6 at 12"o.c.
STUDWALL
TRUSS TO TRUSS CONNECTION
BY TRUSS SUPPLIER
PRE-ENGINEERED GIRDER
TRUSS
SIMPSON LSSU28
JOIST HANGER
2X8 at 24"o.c.
2X8 at 16"o.c.
3/4" APA RATED FLOOR
SHEATHING
(3) # 5 CONT. LONG
# 5 at 16"o.c. TRANS
# 5 at 16"o.c. EACH WAY
2' - 4"
10"8"10"
10
"
3"
2"
FINISH GRADE. RE:
ARCH/CIVIL
1 1/2"
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
2
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S4.1
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
WALL SECTIONS
11/21/2017
3/4" = 1'-0"S4.1
WALL SECTION1
3/4" = 1'-0"S4.1
WALL SECTION2
1
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
E
T.O.W.=101'-6"
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
(3) # 5 CONT. LONG
# 5 X at 24"o.c.3'
-0"
10"
1/2" EXP. JT. MAT'L
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
5/8" APA RATED ROOF
SHEATHING
PRE-ENGINEERED JACK
TRUSSES at 24"o.c.
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
TRUSS SUPPLIER TO PROVIDE
FULL DEPTH BLOCKING
BETWEEN TRUSSES
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
2X6 at 12"o.c.
STUDWALL
TRUSS TO TRUSS CONNECTION
BY TRUSS SUPPLIER
PRE-ENGINEERED GIRDER
TRUSS
SIMPSON LSSU28
JOIST HANGER
2X8 at 24"o.c.
2X8 at 16"o.c.
3/4" APA RATED FLOOR
SHEATHING
# 5 at 16"o.c. TRANS
# 5 at 16"o.c. EACH WAY
FINISH GRADE. RE:
ARCH/CIVIL
2' - 4"
10"8"10"
10
"
3"
2"
1 1/2"
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
1
T.O.W.=101'-6"
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
(3) # 5 CONT. LONG
# 5 X at 24"o.c.3'
-0"
10"
1/2" EXP. JT. MAT'L
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
5/8" APA RATED ROOF
SHEATHING
(2) 2X6 TOP PLATES
2X6 at 12"o.c.
STUDWALL
# 5 at 16"o.c. TRANS
# 5 at 16"o.c. EACH WAY
FINISH GRADE. RE:
ARCH/CIVIL
T.O.PLATE=SLOPES
2' - 4"
10"8"10"
10
"
3"
2"
2x BLOCKING BETWEEN TOP AND
BOTTOM CHORDS OF PRE-ENGINEERED
ROOF TRUSSES WITH SIMPSON LUS24
JOIST HANGER EACH END FIRST (3) JOIST
SPACES at 48"o.c.
PRE-ENGINEERED
ROOF TRUSSES
at 24"o.c.
2X6 BOTTOM PLATE
ATTAHED TO (2) 2X6
TOP PLATE WITH 1/2"
THRU-BOLTS at 32"o.c.
STAGGERED SIDE TO
SIDE
CONT. 2X12 LEDGER ATTACHED WITH
(4) 1/4"X5" TIMBER-LOK SCREWS at 16"o.c.
OVER JOINT IN WALL FRAMING
CONT. 2X8 LEDGER
ATTACHED WITH (3)
1/4"X5" TIMBER-LOK
SCREWS at 16"o.c.
2X6 at 16"o.c.
STUDWALL
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
1
T.O.W.=101'-6"
5/8" APA RATED ROOF
SHEATHING
CONCRETE SLAB ON
GRADE
(3) # 5 CONT. LONG
1/2" EXP. JT. MAT'L
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
2X6 at 12"o.c.
STUDWALL
# 5 at 16"o.c. TRANS
# 5 at 16"o.c. EACH WAY
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
(2) # 5 CONT. TOP
AND BOTTOM
# 5 X at 24"o.c.3'
-0"
10"
(2) 2X6 TOP PLATES
2x8 BLOCKING BETWEEN
PLATEFORM FRAMING WITH
SIMPSON LUS24 JOIST HANGER
EACH END FIRST (3) JOIST SPACES
at 48"o.c.
2X8 JOISTS at 16"o.c.
2X6 BOTTOM PLATE
ATTAHED TO (2) 2X6
TOP PLATE WITH 1/2"
THRU-BOLTS at 32"o.c.
STAGGERED SIDE TO
SIDE
CONT. 2X12 LEDGER ATTACHED
WITH (4) 1/4"X5" TIMBER-LOK
SCREWS at 16"o.c. OVER JOINT IN
WALL FRAMING
CONT. 2X8 LEDGER ATTACHED
WITH (3) 1/4"X5" TIMBER-LOK
SCREWS at 16"o.c.
2X6 at 16"o.c.
STUDWALL
2X8 JOISTS at 12"o.c.
2x8 BLOCKING BETWEEN
ROOF JOIST FRAMING WITH
SIMPSON LUS24 JOIST HANGER
EACH END FIRST (3) JOIST SPACES
at 48"o.c.
2' - 4"
10"8"10"
10
"
3"
2"
1 1/2"
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
5
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S4.2
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
WALL SECTIONS
11/21/2017
3/4" = 1'-0"S4.2
WALL SECTION1
3/4" = 1'-0"S4.2
WALL SECTION2
3/4" = 1'-0"S4.2
WALL SECTION3
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
A B
CONCRETE SLAB ON
GRADE
(2) # 5 CONT. TOP
AND BOTTOM
(2) # 5 CONT.
# 5 X at 24"o.c.3'
-0"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
1/2" EXP. JT. MAT'L
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
1/2" APA WALL SHEATHING
CONT. 2X6 TREATED PLATE
WITH 5/8" ANCHOR BOLTS
at 32"o.c.
ADHERED STONE
VENEER. RE: ARCH.
2X6 at 12"o.c.
STUD WALL
5/8" APA RATED ROOF
SHEATHING
PRE-ENGINEERED ROOF
TRUSSES at 24"o.c. TRUSSES
TO BE TOP CHORD BEARING
AT STEEL BEAM
1' - 4"
10
"
3"
2"
4"8"4"
1 1/2"
PROVIDE FULL DEPTH
2x BLOCKING
BETWEEN JOISTS
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
PROVIDE FULL DEPTH SOLID
BLOCKING BETWEEN
TRUSSES IN-LINE WITH
SHEARWALL
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
B 5/8" APA RATED ROOF
SHEATHING
PRE-ENGINEERED ROOF
TRUSSES at 24"o.c.
SIMPSON H2.5A SEISMIC
ANCHOR AT EACH TRUSS
BEARING LOCATION
SIMPSON L70 FRAMING
ANGLE at 24"o.c.
(2) 2X6 TOP PLATES
TRUSS SUPPLIER TO PROVIDE
FULL DEPTH BLOCKING
BETWEEN TRUSSES
PROVIDE PANEL EDGE NAILING
AT TRUSS BLOCKING
1/2" APA WALL SHEATHING
RE: ARCH. FOR STOREFRONT
CONCRETE SLAB ON
GRADE
# 5 X at 24"o.c.2'
-0"
2'-0"
(2) # 5 CONT. TOP
AND BOTTOM
(2) # 5 CONT.
# 5 X at 24"o.c.2'
-9"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
2X6 at 12"o.c.
STUDWALL
1' - 4"
4"8"4"
10
"
3"
2"
1 1/2"
2"
8"
1/4" 3 1/2"
1/4" 3 1/2"
3/16"
3/16"
2
3
/
4
"
2"2' - 10"
(2) 2X6 BOTTOM PLATES ATTACHED
TO HSS TUBE WITH 1/2" THREADED
RODS WELDED TO TOP OF HSS TUBE
at 32"o.c.
HSS 9X5X1/2 TUBE STEEL
HEADER
3/8" FIN PLATE
at 16"o.c.
L 2X2X1/4 AROUND
PERIMETER OF
AWNING
RE: ARCH. FOR GUTTER
3/8" CONT. STEEL PLATE
RE: ARCH. FOR SLOPE
3
1
/
2
"
1/2" PLYWOOD SPACER
HE
E
L
H
E
I
G
H
T
RE
:
A
R
C
H
.
F
O
R
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
CONCRETE SLAB ON
GRADE
# 5 X at 24"o.c.2'
-0"
2'-0"
(3) # 5 CONT. TOP
AND BOTTOM
# 5 X at 24"o.c.2'
-9"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
2"
8"
2"
2' - 2 1/2"
HSS 6X6X3/8
S5.0
3
S5.0
3
S5.0
6
CONT. C 6X8.2
1/4" 3 1/2"
1/4" 3 1/2"
3/16"
3/16"
3/8" FIN PLATE at 16"o.c.
RE: ARCH. FOR GUTTER
3/8" CONT. STEEL PLATE
RE: ARCH. FOR SLOPE
3"
3
1
/
2
"
1/2"
HSS 6X2X3/16 PURLINS
at 24"o.c.
2X4 PLATE ATTACHED
TO TOP OF PURLINES
WITH 0.154" DIA. P.A.F.
at 3"o.c.
S5.0
2
PRE-ENGINEERED ROOF
TRUSSES at 24"o.c.
HSS 6X2X3/16
FASCIA
1/4"
TYP. EA.
END
HSS 7X5X3/8
HSS 7X5X3/8
HSS 8X6X3/8
5
5/8" APA RATED ROOF
SHEATHING
2X6 CONT. PLATE ATTACHED
TO TOP OF TUBE WITH 0.154" P.A.F.
at 6"o.c. STAGGERED SIDE TO SIDE
PROVIDE PANEL EDGE NAILING
AT PLATE ATTACHED TO TUBE
STEEL FRAME
2x BLOCKING BETWEEN
TOP CHORD OF PRE-ENGINEERED
ROOF TRUSSES WITH SIMPSON
LUS24 JOIST HANGER EACH END
FIRST (3) JOIST SPACES at 48"o.c.
CONT. 2X10 LEDGER ATTACHED
TO HSS TUBE WITH 0.154" DIA
P.A.F. at 12"o.c. STAGGERED
TOP TO BOTTOM
1'
-
0
"
4' - 0"
1' - 4"1' - 4"1' - 4"
3"
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
6
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S4.3
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
WALL SECTIONS
11/21/2017
3/4" = 1'-0"S4.3
WALL SECTION1
3/4" = 1'-0"S4.3
WALL SECTION2
3/4" = 1'-0"S4.3
WALL SECTION3
1
1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
T.O.W.=100'-0"
T.O.PLATE=112'-10"
T.O.F.=97'-0"
CONCRETE SLAB ON
GRADE
# 5 X at 24"o.c.2'
-0"
2'-0"
(3) # 5 CONT. TOP
AND BOTTOM
(3) # 5 CONT.
# 5 X at 24"o.c.2'
-9"
6"
EXT. PAVING.
RE: ARCH.
1/2" EXP. JT. MAT'L
CONT. C 6X8.2
1/4" 3 1/2"
1/4" 3 1/2"
3/16"
3/16"
3/8" FIN PLATE at 16"o.c.
RE: ARCH. FOR GUTTER
3/8" CONT. STEEL PLATE
RE: ARCH. FOR SLOPE
3"
HSS 6X2X3/16 PURLINS
at 24"o.c.
2X4 PLATE ATTACHED
TO TOP OF PURLINES
WITH 0.154" DIA. P.A.F.
at 3"o.c.
5/8" APA RATED ROOF
SHEATHING
2X6 CONT. PLATE ATTACHED
TO TOP OF TUBE WITH 0.154" P.A.F.
at 6"o.c. STAGGERED SIDE TO SIDE
PRE-ENGINEERED ROOF
TRUSSES at 24"o.c.
HSS 6X2X3/16
FASCIA
1/4"
TYP. EA.
END
HSS 7X5X3/8
HSS 7X5X3/8
2' - 0"
4"1' - 4"4"
8"
2"
10
"
3"
2"
1 1/2"
5
PROVIDE PANEL EDGE NAILING
AT PLATE ATTACHED TO TUBE
STEEL FRAME
2x BLOCKING BETWEEN
TOP CHORD OF PRE-ENGINEERED
ROOF TRUSSES WITH SIMPSON
LUS24 JOIST HANGER EACH END
FIRST (3) JOIST SPACES at 48"o.c.
CONT. 2X10 LEDGER ATTACHED
TO HSS TUBE WITH 0.154" DIA
P.A.F. at 12"o.c. STAGGERED
TOP TO BOTTOM
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
6
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S4.4
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
WALL SECTIONS
11/21/2017
3/4" = 1'-0"S4.4
WALL SECTION1
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
36
"
M
A
X
5'
-
0
"
(6) #5 FULL HEIGHT
BARS WITH #3 TIES
AT 10"o.c. WITH (3)
AT TOP
DIAMETER
1' - 6"
REFER TO LIGHT POLL
DRAWINGS FOR BASE
PLATE AND ANCHOR
BOLT LAYOUT.
3'
-
0
"
1'
-
0
"
T.O.W.=RE: PLAN
T.O.M.=RE: PLAN
8'
-
0
"
M
A
X
8" CMU WALL WITH # 6 at 24"o.c.
VERT IN GROUTED CELLS
AND STD WT. DUR-O-WAL at 16"o.c.
HORIZ.
#6x6'-0" DOWELS
2'-6" INTO FDN. WALL
MATCH WALL REINF.
SPACING
3"
3'
-
8
"
10"
#5x AT 12"o.c. ALT. HOOK
(2) #5 CONT. TOP AND
BOTTOM
#4 AT 16"o.c. TRANS
(4) #5 CONT. LONG.
EXTERIOR SLAB
ON GRADE BY
OTHER
(2) #5 CONT. BOND
BEAM
1' - 2"8"1' - 2"
3' - 0"
BENT PLATE 5X5X3/8 x 0'-5 1/2"
EACH SIDE
OPTIONAL: GUIDE STUDS
AND MATCHING HOLES
IN BEAM.
TUBE STEEL
COLUMN
TUBE STEEL BEAM
1/4" 5 1/2"
1/4" 5"
1/4" 5"
L6x4x3/8x0'-6"
SEAT ANGLE
TUBE STEEL
COLUMN
TUBE STEEL BEAM
5/16" 4"
5/16" 6"
5/16" 6"
1/2" MAX
L3x3x1/4x0'-4" CLIP
ANGLE
VERTICAL REACTION CAPACITY
18 KIPS (ASD) ASSUMED REQ.
BEARING LENGTH = 1/2"
3/16"
3/16"
3/16"
GL
1' - 3"
1'
-
3
"
(8) #5x2'-6" DOWELS
WELDED TO EMBED
PLATE; WELD SHOULD
DEVELOP 1.5 REBAR
YEILD STRENGTH.
3/4" A325 THRU BOLTS
TACK WELD TO UNDER SIDE
OF EMBED PLATE. MATCH
BASE PLATE ANCHOR BOLT
PATTERN WELD TO EMBED
PLATE. PROVIDE OVERSIZED
HOLES IN BASE PLATE AND 1/4"
WASHER
PLATES.
TUBE COLUMN
REFERENCE PLAN
SHEET
3/4" EMBED PLATE
3/16"
VERTICAL TENSION CAPACITY
100 KIPS (LRFD)
ISO VIEW
1 1/2" SHIM AND GROUT
BENT PLATE 3/8"X6"X6" x 0'-5 1/2"
OPTIONAL: GUIDE STUDS
AND MATCHING HOLES
IN BEAM.
TUBE STEEL
COLUMN
TUBE STEEL BEAM
1/4" 5 1/2"
1/4" 5"
1/4" 5"
1/4" 5 1/2"
1/4" 18"
1/4" 18"
STEEL
PLATE
3/8"X6" X
1'-6"
L 6x6x3/8x0'-5"
SEAT ANGLE
TUBE STEEL
COLUMN
TUBE STEEL BEAM
5/16" 4"
5/16" 6"
5/16" 6"
1/2" MAX
L 6X6X3/8x0'-6"
CLIP ANGLE
VERTICAL REACTION CAPACITY
18 KIPS (ASD) ASSUMED REQ.
BEARING LENGTH = 1/2"
3/16"
3/16"
3/16"
3/16"
5/16" 6"
5/16" 6"
HSS 6X2X3/16 PURLINS
at 24"o.c.
3/16"
TYP.
HSS 8x6x3/8 (TYP.)
3/16"
3/16"
FULL PEN
TUBE COLUMN
REFERENCE PLAN
SHEET
STEEL TUBE BEAM
REFERENCE PLAN
SHEET
L 4X4X3/8 X 0'-4 1/2"
EACH SIDE OF COLUMN
1/4"
(3) SIDES
1/4"
(3) SIDES
TUBE STEEL COLUMN
REFERENCE PLAN SHEET
1 1/2"
2 1/2"2"2"
2 1/2"
1 1/2"
1/2" CAP PLATE WITH
(4) 1/2" THRU-BOLTS
TO CONT. (2) 2X6 TOP
PLATE
AT COLUMN CONNECTION
LOCATION PROVIDE (2)
SIMPSON L70 FRAMING
ANGLES AT TRUSSES
NEAR CONNECTION LOCATION
(2) TRUSSES MIN.
5/8" APA RATED ROOF
SHEATHING
AT TRUSSES AT COLUMN
CONNECTION PROVIDE 10d
NAILS at 4"o.c. FOR 6'-0" FROM
ROOF EDGE
T.O.PLATE=112'-10"
E
3"
2"
4"
2"
HSS COLUMN. RE: PLAN
FOR SIZE
FABRICATE SADDLE FROM
1/4" STEEL PLATE. ATTACH
TO BOTTOM CHORD OF
GIRDER TRUSS WITH (4) 3/4"
THRU-BOLTS
PRE-ENGINEERED GIRDER
TRUSS. MAKE BOTTOM
CHORD OF TRUSS 2X10
MINIMUM
5/8" APA RATED ROOF
SHEATHING
1/4"
3/4" = 1'-0"S5.0
TYP. FOUNDATION DETAIL11
3/4" = 1'-0"S5.0
TRASH ENCLOSURE DETAIL10
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
7
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S5.0
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
FOUNDATION/FRAMING
DETAILS
11/21/2017
3/4" = 1'-0"S5.0
TYP. TUBE STEEL FRAMING DETAIL2
3/4" = 1'-0"S5.0
TYP. TUBE STEEL FRAMING DETAIL3
3/4" = 1'-0"S5.0
TYP. TUBE STEEL FRAMING DETAIL6
3/4" = 1'-0"S5.0
TYP. TUBE STEEL FRAMING DETAIL1
3/4" = 1'-0"S5.0
TYP. TUBE STEEL FRAMING DETAIL4
3/4" = 1'-0"S5.0
TYP. FRAMING DETAIL5
3/4" = 1'-0"S5.0
TYP. FRAMING DETAIL8
3/4" = 1'-0"S5.0
TYP. FRAMING DETAIL9
3/4" = 1'-0"S5.0
TYP. FRAMING DETAIL7
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT
INTERMEDIATE
NAILING TO FRAMING
MEMBERS,
REF SCHEDULE
2x WOOD BLOCKING
BETWEEN STUDS
ACROSS ENTIRE
SHEAR PANEL AT ALL
PANEL EDGES
2x STUD VERTICAL
CHORD (TYP BOTH ENDS
OF ALL SHEAR WALLS),
REF SCHEDULE
SHEAR PANEL
BOUNDARIES
VARIES, REF PLAN
SHEAR PANEL WIDTH
CONT DBL 2x
TOP PLATE
SHEAR PANEL EDGE
NAILING, REF SCHEDULE
CONTINUOUS TO TRUSS BEARING PLATE
SHEAR PANEL CONSTRUCTION
REF PLAN
2x WOOD STUDS
HOLDDOWN BRACKET OVER
"X" DIA THREADED ROD ANCHOR,
REF SCHEDULE
2x PLATE, NAIL SHEATHING TO PLATE
1/2" DIA ANCHOR BOLTS AT 36" OC
NOTES:
1. HOLDDOWN ANCHORS ARE TO BE INSTALLED USING HILTI HIT-HY 200 MAX ADHESIVE (OR HILTI HIT-RE 500).
2. THREADED ROD SHALL BE A36 (OR APPROVED EQUAL) WITH EMBEDMENT DEPTH PER SCHEDULE.
3. USE ALL WOOD SCREWS AND/OR LAG SCREWS IN HOLDDOWN DEVICES AS SPECIFIED BY MANUFACTURER.
4. SILL ANCHORS MAY BE CAST-IN-PLACE A36 BOLTS OR EXPANSION BOLTS.
5. WSP = WOOD STRUCTURAL PANEL PLYWOOD OR OSB SEE GENERAL NOTES.
SHEAR WALL "PANEL" SCHEDULE
PANEL MARK
SW-1
SW-2
SHEATHING
15/32" WSP
15/32" WSP
BLOCKING
REQUIRED
YES
YES
EDGE
NAILING
INTERMEDIATE
NAILING
TOP PLATE SPLICE
CONNECTION
SOLE PLATE
NAILING/ FASTENING
HOLDDOWN
ANCHORS
MIN # OF STUDS
AT HOLDDOWN
ALL-THREAD DIA AND
EMBEDMENT DEPTH
DETAIL
REFERENCE
10d at 4"o.c. 10d at 12"o.c.
10d at 12"o.c
SIMPSON MSTA30
STRAP
5/8" DIA at 32"o.c.
5/8" DIA at 32"o.c.
SIMPSON HDU14-SDS2.5 4
4 1" DIA WITH 12" EMBED
1-S6.0
1-S6.0
S5.1
2
3
S5.1
S5.1
4
10d at 3"o.c.
T.O. PLATE=RE: PLAN
T.O. SLAB=RE: PLAN
1" DIA WITH 12" EMBED
SIMPSON MSTA30
STRAP
SIMPSON HDU14-SDS2.5
WOOD SCREWS
INTO 2x VERTICAL CHORD,
REF MANU SPECS FOR
SIZE AND # OF FASTENERS
HOLD DOWN BRACKET,
REF SCHEDULE
ANCHOR ROD,
REF SCHEDULE
SILL PLATE
T.O.C.
T.O.F..
EMBEDMENT DEPTH
PER SCHEDULE
WOOD SCREWS
INTO 2x VERTICAL CHORD,
REF MANU SPECS FOR
SIZE AND # OF FASTENERS
ANCHOR ROD,
REF SCHEDULE
ALTERNATE INSTALLATION LOCATION
ROTATED 90 DEGREES ON SIDEWALL IN LIEU OF
BACK WALL (NOTE: OPTION AT
CORNER LOCATIONS ONLY)
HOLD DOWN BRACKER,
REF SCHEDULE
BETWEEN SPLICES
4' - 0" MIN
SPLICE AT BOTTOM 2x 2x STUDS AT 16" OC SPLICE AT TOP 2x
TOP PLATE SPLICE
CONNECTION, EACH SIDE OF
PLATE, TYP, REF
SCHEDULE
CONT DBL 2x
TOP PLATE
TOP CHORD APPLIES AT ALL EXTERIOR WALLS
1/2" = 1'-0"S5.1
WALL - Typical Braced Wall Framing1
3/4" = 1'-0"S5.1
WALL - Typical Hold Down Anchor Detail2
3/4" = 1'-0"S5.1
WALL - Typical Hold Down Anchor Plan
Detail3
3/4" = 1'-0"S5.1
WALL - Typical Plate Splice Detail4
COLORADOREGISTE
R
E
D43292JAREDMATTHEWLA
M
B
R
E
C
HT
P
R
O
F
E
SSIONAL E N G INEER
2701 LAWRENCE ST. UNIT 19
DENVER, CO 80205
720.588.3222
www.apex-engineers.com
2401 UTAH AVENUE SOUTH
SEATTLE, WASHINGTON 98134
(206) 318-1575
SHEET NUMBER:
SHEET TITLE:
SCALE: AS SHOWN
STORE #:
CASEWORK CONCEPT:
PROJECT #:
ISSUE DATE:
DESIGN MANAGER:
PRODUCTION DESIGNER:
CHECKED BY:
PR
O
J
E
C
T
N
A
M
E
:
PR
O
J
E
C
T
A
D
D
R
E
S
S
:
STARBUCKS COFFEE
COMPANY
ARCHITECT OF RECORD
RLEED AP:
C 2015 STARBUCKS COFFEE
COMPANY
R
THIS DRAWING IS A DESIGN
DEVELOPMENT DOCUMENT.
SITE SPECIFIC MODIFICATIONS
MADE UNDER THE RESPONSIBLE
CHARGE OF THE ARCHITECT
AND/OR ENGINEER-OF-RECORD
WILL BE REQUIRED PRIOR TO
USING THIS DOCUMENT FOR
BIDDING, PERMITTING, OR
CONSTRUCTION.
THESE DRAWINGS AND SPECIFICATIONS ARE
CONFIDENTIAL AND SHALL REMAIN THE SOLE
PROPERTY OF STARBUCKS CORPORATION,
WHICH IS THE OWNER OF THE COPYRIGHT IN
THIS WORK. THEY SHALL NOT BE
REPRODUCED (IN WHOLE OR IN PART),
SHARED WITH THIRD PARTIES OR USED IN
ANY MANNER ON OTHER PROJECTS OR
EXTENSIONS TO THIS PROJECT WITHOUT THE
PRIOR WRITTEN CONSENT OF STARBUCKS
CORPORATION. THESE DRAWINGS AND
SPECIFICATIONS ARE INTENDED TO EXPRESS
DESIGN INTENT FOR A PROTOTYPICAL
STARBUCKS STORE (WHICH IS SUBJECT TO
CHANGE AT ANYTIME) AND DO NOT REFLECT
ACTUAL SITE CONDITIONS. NEITHER PARTY
SHALL HAVE ANY OBLIGATION NOR LIABILITY
TO THE OTHER (EXCEPT STATED ABOVE)
UNTIL A WRITTEN AGREEMENT IS FULLY
EXECUTED BY BOTH PARTIES.STARBUCKS TEMPLATE VERSION i2016.12.23
11
/
2
7
/
2
0
1
7
4
:
4
4
:
3
8
P
M
G:
\
D
e
n
v
e
r
\
P
r
o
j
e
c
t
s
\
S
t
u
d
i
o
D
H
A
r
c
hi
t
e
c
t
u
r
e
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
-
E
st
e
s
P
a
r
k
\
0
2
-
A
p
e
x
D
r
a
w
i
n
g
s
\
R
e
v
it
\
2
9
1
0
7
-
S
t
a
r
b
u
c
k
s
E
s
t
e
s
P
a
r
k
_A
P
E
X
_
R
e
v
i
t
2
0
1
5
c
l
ea
r
s
p
a
n
t
r
u
s
s
e
s
.
r
v
t
S5.1
11/21/2017
STARBUCKS -
WONDERVIEW AND US 34
537 Big Thompson Ave.
Estes Park, CO 80517
SHEAR WALL SCHEDULE
11/21/2017
Revision Schedule
Rev Date By Description
07/17/17 OWNER REVIEW
1 11/21/17 FDN/FRAMING REVISION FOR
REVISED TRUSS LAYOUT