Upload
others
View
1
Download
0
Embed Size (px)
Citation preview
WAUKEE VISTA RETAIL CENTER - CODE ANALYSIS:
REQUIREMENTS FOR (TYPE V-B) CONSTRUCTIONEXTERIOR BEARING WALLS 0 HOURSINTERIOR BEARING WALLS 0 HOURSEXTERIOR NON-BEARING WALLS 0 HOURSPARTITIONS - PERMANENT 0 HOURSSTRUCTURAL FRAME 0 HOURSFLOOR CONSTRUCTION 0 HOURSROOF CONSTRUCTION 0 HOURS
FIRE RESISTANCE RATINGS ON WALL BASED ON FIRE SEPARATION DISTANCE PER TABLE 602FOR TYPE VB BLDG. OCCUPANCY A & B10 ≤ X ≤ 30 = 0
PROJECT DESCRIPTION
NEW WOOD FRAME CONSTRUCTION / 4,610 GROSS S.F. RETAIL BUILDING
APPLICABLE CODES
2015 INTERNATIONAL BUILDING CODES
OCCUPANCY TYPE: (CHAPTER 3)
OCCUPANCY: MIXED: A-2 & B
BUILDING HEIGHTS AND AREAS: (CHAPTER 5)
ALLOWABLE HEIGHT PER TABLE 504.3:
OCCUPANCY (A & B )
MAXIMUM HEIGHT ALLOWED: 60'-0" ACTUAL HEIGHT: 25-0"
ALLOWABLE AREA PER TABLE 506.2:OCCUPANCY (A-2 =MOST STRINGENT)
MAXIMUM AREA: 24,000 S.F.ACTUAL AREA: 4,610 GROSS S.F.
REQUIRED SEPARATION OF OCCUPANCIES 508.4
1 HR. SEPARATION IS REQUIRED BETWEEN OCCUPANCIES A & B FOR SPRINKLERED BLDG.
TYPES OF CONSTRUCTION: (CHAPTER 6)
FIRE AND SMOKE PROTECTION FEATURES: (CHAPTER 7)
MAXIMUM AREA OF EXTERIOR WALL OPENING BASED ON FIRE SEPARATION DISTANCE AND DEGREE OF OPENING PROTECTION PER TABLE (705.8):
ALLOWABLE AREA: NO LIMIT TYPE V-B BUILDINGS UNPROTECTED 25 FT. TO LESS THAN 30 FT.
FIRE PROTECTION SYSTEMS: (CHAPTER 9)
MEANS OF EGRESS: (CHAPTER 10)
DESIGN OCCUPANT LOAD: TO BE DETERMINE PER FUTURE TENANTS
NUMBER OF EXITS AND EXIT ACCESS DOORWAYS (SECTION 1006)MINIMUM OF TWO EXITS ARE PROVIDED WHERE THE OCCUPANT LOAD IS 50 OR GREATER.
EGRESS ILLUMINATION (SECTION 1008): AS REQUIRED
ACCESSIBLE MEANS OF EGRESS WIDTH: (SECTION 1009)AT LEAST ONE ACCESSIBLE MEANS OF EGRESS: 7 PROVIDED AT THE ENTRANCE OF EACH BAY
EXIT TRAVEL DISTANCE DOES NOT EXCEED 200 FT (TABLE 1017.2) FOR SPRINKLERED BUILDING
ACCESSIBILITY: (CHAPTER 11)
BUILDING IS DESIGNED IN ACCORDANCE WITH CHAPTER 11 OF THE2015 IBC AS WELL AS THE 2010 ADA STANDARDS
BUILDING TYPE: V-B, SPRINKLEDOCCUPANT LOAD: TO BE DETERMINED PER EACH TENANT FINISH
AUTOMATIC SPRINKLER SYSTEM (SECTION 903)PROVIDED
FIRE EXTINGUISHERS (SECTION 906) 906.3 (1) FIRE EXTINGUISHERS SHALL BE PROVIDED AS REQUIRED TO FUTURE TENANT LAYOUTS.
FIRE ALARM & DETECTION SYSTEM TO BE PROVIDED PER 907
CODE ANALYSIS CONTINUATION
ABV. ABOVE
ACT ACOUSTIC CEILING TILE
ALUM. ALUMINUM
APP APPENDIX
AWN. AWNING
BRG. BEARING
BM. BEAM
CAB. CABINET
C.J. CONTROL JOINT
CLG. CEILING
C.M.U. CONCRETE MASONRY UNIT
COL. COLUMN
CONC. CONCRETE
CONT. CONTINUOUS
CPT. CARPET
CSMT CASEMENT
C.T. CERAMIC TILE
DBL DOUBLE
D.H. DOUBLE HUNG
DIA. DIAMETER
DIM. DIMENSION
DR. DOOR
D.S. DOWNSPOUT
D.W. DISHWASHER
EA. EACH
EIFS EXTERIOR INSULATION AND
FINISH SYSTEM
EL. ELEVATION
EQ. EQUAL
EXT EXISTING
EXST. EXISTING
F.B.O. FURNISHED BY OWNER
F.D. FLOOR DRAIN
F.E. FIRE EXTINGUISHER
FLUOR FLUORESCENT
F.R.P.W. FIRE RETARDANT PLYWOOD
FTG. FOOTING
GALV. GALVANIZED
G.F.I. GROUND FAULT
CIRCUIT INTERRUPTER
GL. GLASS
GYP. BD. GYPSUM BOARD
H.M. HOLLOW METAL
H.V.A.C. HEATING VENTILATING &
AIR CONDITIONING
HORIZ. HORIZONTAL
INSUL. INSULATED/INSULATION
LAV. LAVATORY
MFR MANUFACTURER
M.C. MEDICINE CABINET
M.D.O. MEDIUM DENSITY OVERLAY
MTL. METAL
MIN. MINIMUM
N.T.S. NOT TO SCALE
O.C. ON CENTER
O.H. OVERHEAD
O.H.C. OVERHEAD CABINET
PED PEDESTAL
PNT PAINT
PL. PLATE
P. LAM PLASTIC LAMINATE
P.S.F. POUNDS PER SQUARE FOOT
R.D. ROOF DRAIN
REF. REFRIGERATOR
R.S. ROUGH SAWN
S.D. SMOKE DETECTOR
SH. SHELF
S.F. SQUARE FOOT
SL.GL.DR. SLIDING GLASS DOOR
SPR. SPRINKLER
TEMP. TEMPERED
THLD THRESHOLD
T.O.F. TOP OF FRAMING
TRT. TREATED
U.N.O. UNLESS NOTED OTHERWISE
VB VINYL BASE
VCT VINYL COMPOSITION TILE
VERT. VERTICAL
W WIDE
W/ WITH
W.C. WATER CLOSET
WD. WOOD
WDW. WINDOW
W.H. WATER HEATER
W.P. WEATHERPROOF
W.R. WATER RESISTANT
W.S. WIRE SHELF
ABBREVIATIONS
SECTIONDESTINATION
SHEET NUMBER
DETAIL NUMBER
SHEET NUMBER
1WINDOW TYPE
WALL TYPE
1
ELEVATION HEIGHTELEVATION TYPE
SYMBOLS
1DOOR NUMBER
MATERIALS
RIGID INSULATION
CONCRETE
EARTH
BRICK
CONCRETE BLOCK
BATT INSULATION
GYPSUM BOARD
GRAVEL
STEEL OR STEEL STUD WALL
PLYWOOD
WOOD OR WOOD STUD WALL
SOUND INSULATION IN WALL
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
6:2
2 P
M
G000
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RC
OV
ER
SH
EE
T
04-10-19 DS KC
3-ARCHITECTURE
A000 ARCHITECTURAL GENERAL INFORMATION
A100 FIRST FLOOR PLAN
A200 ELEVATIONS
A300 BUILDING SECTIONS
A500 DETAILS
A501 EXTERIOR ENCLOSURE
A600 DOOR & FRAME SCHEDULE
ARCHITECT:
1605 N. ANKENY BLVD, STE 130
ANKENY, IA 50023
CONTACT: KARL CHAMBERS, CRISTINA L. RODRIGUEZ
515-965-5336
STRUCTURAL ENGINEER:
4717 GRAND AVE.
DES MOINES, IA 50312
CONTACT: BRIAN THOMAS
515-975-2269
RAKER RHODESIMPRINT ARCHITECTS
PROJECT:
LOT # 3
WAUKEE VISTA COMMERCIAL PARK RETAIL CENTER
MECHANICAL / ELECTRICAL ENGINEER:
ADDRESS
CONTACT: TBD
TBD
TBD
CIVIL ENGINEER:
3501 104TH STREET
DES MOINES, IOWA, 50322-3825
CONTACT:
515-276-0217
BISHOP ENGINEERINGOWNER:
2400 NW 86TH STREET, SUITE 24
URBANDALE, IOWA, 50322
CONTACT: DEREK TEMPLE
515-778-2601
VISTA DEVELOPMENT CORP.
ADDRESS: 120 HICKMAN ROAD, WAUKEE, IOWA
0-GENERAL
G000 COVER SHEET
2- STRUCTURAL - SEPARATE COVER
KARL E
CHAMBERS
IOWA**
5486
ARCHI
CTLI
CEN
SED
PROFESSI AL
ON
TE
I hereby certify that the portion of this technical submission described below was prepared by me or under my direct supervision and responsible charge. I am a duly licensed architect under the laws of the state of Iowa.
KARL E. CHAMBERS DATE:
Pages or sheets covered by this seal:My license expiration date is : June 30, 2020
G000 - A600
4-24-2019
CN CONCRETE NOTES CN1 CONCRETE WORK SHALL CONFORM TO CHAPTER 19 OF THE IBC.
CN2 WHERE NEW CONCRETE IS PLACED AGAINST EXISTING CONCRETE, THE EXISTING CONCRETE SURFACE SHALL BE CLEANED AND ROUGHENED TO A MINIMUM OF 1/4" AMPLITUDE.
CN3 ALL EXPOSED EDGES OF CONCRETE MEMBERS SHALL BE CHAMFERED 3/4" U.N.O.
CN4 CONCRETE FORMWORK:CN4.1 SLEEVES, OPENINGS, CONDUIT, AND OTHER EMBEDDED
ITEMS NOT SHOWN ON THE STRUCTURAL DRAWINGS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER PRIOR TO POURING CONCRETE. CONDUITS EMBEDDED IN SLABS SHALL NOT BE LARGER IN OUTSIDE DIMENSION THAN ONE THIRD OF THE THICKNESS OF THE SLAB AND SHALL NOT BE SPACED CLOSER THAN THREE DIAMETERS ON CENTER.
CN4.2 VERIFY ALL BLOCK OUTS WITH ARCHITECTURAL, MECHANICAL, ELECTRICAL, AND PLUMBING REQUIREMENTS PRIOR TO POURING.
CN5 CONCRETE REINFORCEMENT: CN5.1 DETAILING, FABRICATION, AND PLACEMENT OR
REINFORCEMENT SHALL CONFORM TO ACI-315. CN5.2 ALL REINFORCEMENT TO BE ASTM A615 GRADE 60 U.N.O.
WELDED WIRE FABRIC TO BE ASTM A185 WITH WIRECONFORMING TO ASTM A82. REINFORCING STEEL SHALL BE SECURELY TIED IN PLACE USING #16 ANNEALED IRON WIRE. REINFORCEMENT SHALL BE CONTINUOUS THROUGH ALL CONSTRUCTION JOINTS UNLESS NOTED OTHERWISE.
CN5.3 ALL CONTINUOUS REINFORCING SHALL BE SPLICED USING CLASS B TENSION SPLICES, U.N.O.
CN5.4 BARS IN BEAMS AND SLABS SHALL BE SUPPORTED ON WELL-CURED CONCRETE BLOCKS OR APPROVED METAL CHAIRS, AS SPECIFIED BY THE CRSI MANUAL OF STANDARD PRACTICE, MSP-1.
CN5.5 CONTINUE HORIZONTAL WALL BARS THROUGH PILASTERS, COLUMNS, AND INTERSECTING WALLS. REFER TO TYPICAL DETAILS FOR LAYOUT OF CORNER BARS AND BARS IN SMALL WALL SECTIONS. SLAB BARS SHALL BE HOOKED INTO WALLS OR HOOKED DOWELS SHALL BE PROVIDED TO MATCH SLAB REINFORCING. PROVIDE HOOKED DOWELS FROM FOOTINGS TO MATCH VERTICAL WALL REINFORCING.
CN5.6 ADD TWO DIAGONAL #5 BARS, FOUR FEET LONG, CENTERED, AT EACH CORNER OF FOUNDATION OR SLAB OPENING, U.N.O.
CN5.7 U.N.O., INSTALL WWF 1 1/2" FROM TOP OF ALL SLABS ON GRADE, TOPPING SLABS ON DECK, OR TOPPING SLABS ON PRECAST. LAP JOINTS TWO FULL MESHES BUT NOT LESS THAN 8". AT CONSTRUCTION JOINTS, LOCATE WWF AT MID DEPTH OF SLAB.
CN6 COVERAGE FOR REINFORCEMENT:CN6.1 CONCRETE CAST AGAINST AND
PERMANENTLY EXPOSED TO EARTH ................. 3" CN6.2 CONCRETE EXPOSED TO EARTH AND WEATHER:
#6 THRU #18 BARS .................................. 2"#5 BAR, W31 OR D31 WIREAND SMALLER ........................................ 1 1/2"
CN6.3 CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND:
SLABS, WALLS, JOISTS:#14 AND # 18 ............................................1 1/2"#11 BAR AND SMALLER ...........................3/4"
BEAMS, COLUMNS:PRIMARY REINFORCEMENT,TIES, STIRRUPS, SPIRALS ...................... 1 1/2"
CN7 CONCRETE COMPRESSIVE STRENGTHS SHALL BE VERIFIED BY STANDARD 28-DAY CYLINDER TESTS PER ASTM C39 AND SHALL BE AS FOLLOWS:FOOTINGS.............................................................. f'c = 3,000 PSISLABS ON GRADE ..................................................f'c = 4,000 PSI
CN8 SPECIAL INSPECTOR SHALL BE NOTIFIED IF ANY WATER IS TO BE ADDED IN FIELD.
CN9 CONCRETE FOUNDATIONS:CN9.1 ALL FOUNDATION EXCAVATIONS MUST BE REVIEWED AND
APPROVED BY THE SOILS ENGINEER PRIOR TO PLACEMENT OF CONCRETE.
CN9.2 ACCURATELY SET AND SECURELY SUPPORT REINFORCING, DOWELS, AND ANCHOR BOLTS PRIOR TO PLACEMENT OF CONCRETE. WET-STICKING OR FLOATING OF REINFORCING,DOWELS, AND ANCHOR RODS IS NOT ALLOWED.
CN9.3 PROVIDE CONSTRUCTION JOINTS, INSERTS, SLEEVES, DOWELS, ANCHORS, ETC., AS SHOWN. ITEMS SHALL BE INSTALLED PER MANUFACTURER'S INSTRUCTIONS AND ACCORDING TO USUAL ACCEPTED STANDARDS OF THE TRADE. ANCHOR RODS PER ASTM F1554 AS SHOWN.
CN9.4 ALL FOUNDATION COLD JOINTS SHALL BE KEYED. CONTINUOUS REINFORCING SHALL EXTEND ONE DEVELOPMENT LENGTH PLUS 6". LOCATE FOUNDATION COLD JOINTS AT EXPANSION JOINTS IN
MASONRY VENEER WHEN POSSIBLE.CN9.5 REINFORCING SHOWN ON DETAILS IS THE REQUIRED MINIMUM.
AT CONTRACTOR'S OPTION AND EXPENSE, ADDITIONAL REINFORCING
MAY BE PERMITTED TO ASSIST IN EASE OF CONSTRUCTABILITY. ADDITIONAL REINFORCING MUST BE SUBMITTED FOR REVIEW ONSHOP DRAWINGS.
CN10 PROVIDE MINIMUM 6000 PSI NON-SHRINK, NON-METALLIC GROUT UNDER COLUMN BASE PLATES. GROUT SHALL NOT CONTAIN GYPSUM. COLUMN BASES TO BE GROUTED BEFORE PLACEMENT OF CONCRETE TOPPING ON STEEL FORMS.
CN11 MINIMUM 4" CONCRETE SLAB ON GRADE WITH WWF 6X6-W2.1 X W2.1,OVER VAPOR BARRIER, OVER A MINIMUM 6" COMPACTABLE, TRIMMABLE, GRANULAR FILL, TYP. U.N.O. ON DRAWINGS AND GEOTECHNICAL REPORT.
CN12 PROVIDE SLAB CONTROL JOINTS AS FOLLOWS, U.N.O.:CN12.1 SLABS (ON GRID LINE WHERE PRACTICAL) AND:
SLAB-ON-GRADE ................................. 10' ± 2'PRECAST TOPPING SLABS ................. 10' ± 2'
CN12.3 CONTROL JOINT LAYOUT SHOULD MAINTAIN AN APPROXIMATE ASPECT RATIO OF 1:1.
CN13 PROVIDE VERTICAL WALL JOINTS AS FOLLOWS, U.N.O.:CN13.1 WALLS TALLER THAN 12'..................... H (H = WALL HEIGHT)CN13.2 WALLS 8' - 12'....................................... 2*HCN13.3 WALLS SHORTER THAN 8'................... 3*HCN13.4 PROVIDE WALL JOINT WITHIN 10' OF ALL CORNERS AND IN LINE WITH
EDGES OF ALL WALL OPENINGS.CN13.5 MAXIMUM WALL JOINT SPACING SHALL NOT EXCEED 25 FEET.
CN14 EXPOSED CONCRETE:CN14.1 WHERE PERMANENTLY EXPOSED TO VIEW, ALL CONCRETE
CONTROL JOINTS & COLD JOINTS SHALL BE COORDINATED WITH THE ARCHITECT.
CN14.2 CONTRACTOR SHALL PARTICIPATE IN A PRE-CONSTRUCTION MEETING PRIOR TO ANY CONCRETE POURS WHERE THE CONCRETE SHALL BE PERMANENTLY EXPOSED TO VIEW.
CN14.3 CONCRETE MIXES USED FOR CONCRETE SURFACES PERMANENTLY EXPOSED TO VIEW SHALL NOT INCLUDE DELETERIOUS MATERIAL WHICH MAY CAUSE FINISHED SURFACE IRREGULARITIES.
CN15 CONCRETE ACCESSORIES:CN15.1 U.N.O., HEADED SHEAR STUDS TO BE NELSON HEADED
ANCHORS WITH FLUXED ENDS OR APPROVED EQUIVALENT AND SHALL BE AUTOMATICALLY END WELDED BY UTILIZING THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
CN15.2 U.N.O., DEFORMED BAR ANCHORS (D.B.A.) SHALL BE NELSON, TYPE D2L, OR APPROVED EQUIVALENT AND SHALL BE AUTOMATICALLY END WELDED BY UTILIZING THE MANUFACTURER'S STANDARD EQUIPMENT IN ACCORDANCE WITH THE MANUFACTURER'S RECOMMENDATIONS.
CN15.3 U.N.O., EXPANSION BOLTS TO BE HILTI KWIK BOLT TZ, SIMPSON STRONG-BOLT, OR APPROVED EQUIVALENT WITH EQUAL ICC TENSION AND SHEAR VALUES. EXPANSION ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING INSTALLATION.
CN15.4 U.N.O., EPOXY ANCHORS TO BE HILTI HIT-RE 500 V3, SIMPSON SET-XP, OR APPROVED EQUIVALENT WITH EQUAL ICC TENSION AND SHEAR VALUES. EPOXY ANCHORS SHALL BE INSTALLED IN STRICT ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING INSTALLATION.
CN17 U.N.O. IN ARCHITECTURAL DRAWINGS, 2" RIGID EXTRUDED POLYSTYRENE PERIMETER INSULATION OR EQUAL TO BE INSTALLED ON INSIDE FACE OF FOUNDATION WALL/GRADE BEAM, EXTENDING DOWN FROM THE TOP OF FOUNDATION 42 INCHES, AND EXTENDING IN FROM THE EDGE OF FOUNDATION 24 INCHES BELOW SLAB.
GP GENERAL PARAMETERSGP1 STRUCTURAL DRAWINGS ARE A PORTION OF THE CONTRACT
DOCUMENTS AND ARE INTENDED TO BE USED WITH ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS. THECONTRACTOR IS RESPONSIBLE FOR COORDINATING THEREQUIREMENTS FROM THESE DRAWINGS INTO THEIR SHOPDRAWINGS AND WORK.
GP2 VERIFY ALL DIMENSIONS IN THE FIELD PRIOR TO FABRICATION OFANY ITEMS.
GP3 DRAWINGS SHALL BE COORDINATED WITH ARCHITECTURAL,MECHANICAL, ELECTRICAL, AND PLUMBING DRAWINGS FORADDITIONAL OPENINGS, ELECTRICAL COMPONENTS, FLOORDEPRESSIONS, ETC. NOT SHOWN ON DRAWINGS. COORDINATELOCATION, SIZE AND REINFORCEMENT OF ALL OPENINGS WITHRESPECTIVE TRADES BEFORE FABRICATION. REPORT ANYDISCREPANCIES AND/OR INTERFERENCE PROBLEMS TO THEARCHITECT AND STRUCTURAL ENGINEER OF RECORD.
GP4 THESE GENERAL NOTES SUPPLEMENT THE PROJECTSPECIFICATIONS. REFER TO THE PROJECT SPECIFICATIONS FORADDITIONAL REQUIREMENTS. NOTES AND DETAILS ON THESTRUCTURAL DRAWINGS SHALL TAKE PRECEDENCE OVER THEGENERAL NOTES AND TYPICAL DETAILS. WHERE NO DETAILS AREPROVIDED, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILARWORK.
GP5 THE BUILDING IS NOT STRUCTURALLY STABLE UNTIL ALLCONNECTIONS, FRAMING, SHEAR WALLS, X-BRACING, AND EXTERIOR WALLS ARE COMPLETE AND HAVE ACHIEVED FINALDESIGN STRENGTH. CONTRACTOR IS SOLELY RESPONSIBLE TOMAINTAIN STRUCTURAL STABILITY DURING ERECTION ANDCONSTRUCTION. TEMPORARY BRACING SYSTEMS ARE NOT TO BEREMOVED UNTIL STRUCTURAL WORK IS COMPLETE.
GP6 CONTRACTOR'S CONSTRUCTION AND/OR ERECTION SEQUENCESSHALL RECOGNIZE AND CONSIDER THE EFFECTS OF THERMALMOVEMENTS OF STRUCTURAL ELEMENTS DURING THECONSTRUCTION PERIOD.
GP7 RETAINING WALLS AND BASEMENT WALLS WHICH TIE TO UPPERSLABS SHALL NOT BE BACKFILLED UNTIL THE UPPER SLABS REACHFULL DESIGN STRENGTH, UNLESS ADEQUATE BRACING ISPROVIDED AT THE TOP OF THE WALL.
GP8 AS USED IN GENERAL NOTES AND THROUGHOUT STRUCTURAL DRAWINGS:THE TERM "CONTRACTOR" IS DEFINED TO INCLUDE ANY OR ALL OF THE FOLLOWNG: GENERAL CONTRACTOR AND THEIR SUBCONTRACTORS, CONSTRUCTION MANAGER AND THEIR SUBCONTRACTORS, FABRICATORS, INSTALLERS, DELEGATED DESIGNERS/ENGINEERS AND ERECTORS.DP DESIGN PARAMETERS
DP1 THE STRUCTURE IS DESIGNED IN ACCORDANCE WITH THE ICCINTERNATIONAL BUILDING CODE, 2015 EDITION.
DP2 UNIFORM LIVE LOADS:TYPICAL ROOF (GOVERNED BY SNOW) 25 PSF+DRIFT
DRIFT LOAD AS SHOWN ON PLAN
DP4 SNOW DESIGN PARAMETERS:GROUND SNOW LOAD (Pg) 30 PSFFLAT ROOF SNOW LOAD (Pf) 25 PSFSNOW EXPOSURE FACTOR (C/E) 1.0SNOW LOAD IMPORTANCE FACTOR (I) 1.0SNOW LOAD THERMAL FACTOR (Ct) 1.0
DP5 EARTHQUAKE DESIGN PARAMETERS:SEISMIC IMPORTANCE FACTOR (I/E) 1.0Ss 0.065gS1 0.045gSEISMIC SITE CLASS DSds 0.075g Sd1 0.064gSHORT-PERIOD SITE COEFFICIENT (Fa) 1.6LONG-PERIOD SITE COEFFICIENT (Fv) 2.4SEISMIC DESIGN CATEGORY BSEISMIC-FORCE-RESISTING SYSTEM:
LIGHT-FRAMED WALLS SHEATHED WITH WOOD STRUCTURAL PANELS RATED FOR SHEAR RESISTANCE OR STEEL SHEETS
SEISMIC BASE SHEAR (V) N-S 2.8 kSEISMIC BASE SHEAR (V) E-W 2.8 kSEISMIC RESPONSE COEFFICIENT (Cs) N-S 0.01SEISMIC RESPONSE COEFFICIENT (Cs) E-W 0.01RESPONSE MODIFICATION FACTOR (R) N-S 6.5RESPONSE MODIFICATION FACTOR (R) E-W 6.5REDUNDANCY FACTOR (ρ) N-S 1.0REDUNDANCY FACTOR (ρ) E-W 1.0SEISMIC ANALYSIS PROCEDURE:
EQUIVALENT LATERAL FORCE ANALYSIS
DP6 WIND DESIGN PARAMETERS:BASIC WIND SPEED (V) (3 SECOND GUST) 115 MPHRISK CATEGORY IIWIND EXPOSURE CATEGORY BINTERNAL PRESSURE COEFFICIENT +/-.18BASIC DESIGN PRESSURE @ ROOF 18 PSF (SERVICE)NET WIND UPLIFT @ ROOF 13 PSF (SERVICE)
DP7 ALLOWABLE WALL DEFLECTIONS:EXTERIOR (CLADDING DESIGN) L/360
(BRICK VENEER DESIGN) L/600 ≤ 0.3"INTERIOR L/360
DP8 ALLOWABLE FRAMING DEFLECTIONS:ROOF LIVE LOAD L/360ROOF TOTAL LOAD L/240FLOOR LIVE LOAD L/360FLOOR TOTAL LOAD L/240
DP9 ASSUMED FUTURE CONSTRUCTION:VERTICAL NONEHORIZONTAL NONE
SF STEEL FRAMING NOTES SF1 STEEL FRAMING WORK SHALL COMPLY WITH CHAPTER 22 OF THE IBC.
SF2 STEEL FRAMING MATERIALS:SF2.1 W-SECTIONS
ASTM A992 FY=50,000 PSISF2.2 TUBULAR STEEL
ASTM A500 GR B FY=46,000 PSISF2.3 CHANNELS, ANGLES, BARS
ASTM A36 FY=36,000 PSISF2.4 PLATES (NOT LOCATED AT MOMENT CONNECTIONS)
ASTM A36 FY=36,000 PSISF2.5 PLATES (LOCATED AT MOMENT CONNECTIONS)
ASTM A572 FY=50,000 PSISF2.6 PIPES
ASTM A53 GR B FY=35,000 PSISF2.7 HEADED ANCHOR SHEAR STUDS
ASTM A108, GR C-1010 THRU C-1020MIN. TENSILE STRENGTH FY=65,000 PSIMIN. YIELD STRENGTH FY=65,000 PSI
SF2.8 STEEL JOISTSJI K-LH SERIES
SF2.9 WELDING ELECTRODESE70XX
SF3 STEEL ERECTION SHALL COMPLY WITH ALL OSHA, STATE, LOCAL, AND UNION REGULATIONS. IN ADDITION, AT THE END OF THE WORK DAY, ALL COLUMNS MUST BE FRAMED WITH BEAMS AND/OR GIRDERS IN TWO DIRECTIONS, OR ADEQUATELY GUYED OR BRACED IN BOTH DIRECTIONS. TEMPORARY GUYING/BRACING IS THERESPONSIBILITY OF THE ERECTOR (DESIGN AND INSTALLATION).
SF4 DESIGN, FABRICATION, AND ERECTION SHALL BE IN ACCORDANCE WITH THE AISC STEEL CONSTRUCTION MANUAL, AISC 360-10 INCLUDING COMMENTARY, AND THE AISC 303-10.
SF5 ALL BOLTS FOR STRUCTURAL STEEL CONNECTIONS TO BE INSTALLED PER AISC 360 AND RCSC. SF 5.1 ALL BOLTS TO BE ASTM A325-N U.N.O.SF5.2 BOLTS USED IN STEEL JOIST CONSTRUCTION MAY BE ASTM A307SF5.3 ALL BOLTS SHALL BE INSTALLED SNUG-TIGHT U.N.O. SF 5.4 ALL BOLTS IN BRACED FRAME CONNECTIONS TO BE PRETENSIONED
U.N.O.
SF6 WELDING SHALL CONFORM TO THE AWS CODES FOR ARC AND GAS WELDING IN BUILDING CONSTRUCTION. WELDING SHALL BE PERFORMED IN ACCORDANCE WITH A WELDED PROCEDURE SPECIFICATION (WPS) AS REQUIRED IN AWS D1.1 AND APPROVED BY THE STRUCTURAL ENGINEER. THE WPS VARIABLES SHALL BE WITHIN THE PARAMETERS ESTABLISHED BY THE FILLER-METAL MANUFACTURER.
SF7 WELDS SHALL BE MADE USING E70XX ELECTRODES AND SHALL BE 3/16" MINIMUM, U.N.O. ALL WELDING FOR STRUCTURAL STEEL CONNECTIONS TO BE PERFORMED BY CERTIFIED WELDERS IN ACCORDANCE WITH AWS D1.1.
SF8 FOR COMPLETE JOINT PENETRATION WELDS, WELDS SHALL BEMADE WITH FILLER METAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT-LBS AT 40° F.
SF9 WELDING TO JOIST WEB MEMBERS IS PROHIBITED. WELDING TO JOIST BOTTOM CHORDS IS PROHIBITED WITHOUT THE APPROVAL OF THE ENGINEER, WITH THE SOLE EXCEPTION OF JOIST BRIDGING. WALL PANEL BRACING, GIRDER BRACING, AND ALL OTHER WELDED ATTACHMENTS SHALL BE MADE TO JOIST TOP CHORDS. ATTACHMENTS MADE TO JOIST TOP CHORD SHALL BE MADE ONLY AT JOIST PANEL POINTS.
SF10 EXCEPT FOR STEEL THAT IS TO RECEIVE SPRAY-APPLIED FIREPROOFING (SEE ARCH. FOR LOCATIONS) OR GALVANIZATION, ALL STEEL BEAMS, COLUMNS, AND BRACING SHALL RECEIVE A SINGLE COAT OF SHOP APPLIED PRIMER.
SF11 HOT-DIP GALVANIZE STEEL FOR THE FOLLOWING CONDITIONS:SF11.1 STEEL ELEMENTS PERMANENTLY EXPOSED TO WEATHER.SF11.2 STEEL ELEMENTS LOCATED IN UNCONDITIONED SPACES.SF11.3 STEEL ELEMENTS LOCATED OUTSIDE THE BUILDING THERMAL
ENVELOPE.SF11.4 STEEL ELEMENTS LOCATED IN AREAS WITH HIGH HUMIDITY.SF11.5 ALL LINTEL ASSEMBLIES LOCATED IN EXTERIOR WALLS.SF11.6 WHERE PIECES REQUIRING GALVANIZATION ARE PART OF A LARGER
ASSEMBLY, THE HOT-DIPPING PROCESS IS TO OCCUR AFTER COMPLETE FABRICATION OF THE ASSEMBLY.
SF12 CONNECTIONS:SF12.1 WHERE CONNECTIONS ARE NOT SHOWN, THE CONNECTIONS
SHALL BE DESIGNED AND DETAILED IN ACCORDANCE WITH THE REQUIREMENTS OF AISC SPECIFICATIONS FOR THE SHEAR CAPACITIES SHOWN BELOW:
SF12.2 ANY CONNECTION REACTIONS EXCEEDING THE ABOVE MINIMUM SHEAR CAPACITIES ARE NOTED, IN KIPS, AT EITHER END OF THE MEMBER ON THE STRUCTURAL FRAMING PLANS.
SF12.3 NO CONNECTION SHALL USE LESS THAN 2 ROWS OF BOLTS.SF12.4 ALL CONNECTIONS SHALL SATISFY THE REQUIREMENTS OF
AISC AND OSHA.SF12.5 MOMENT CONNECTIONS ARE INDICATED ON DRAWINGS BY A
DARKENED TRIANGLE ON THE END OF THE MEMBER TO BE MOMENT CONNECTED. IF THE BEAM END MOMENT IS NOT SHOWN, DEVELOP PLASTIC MOMENT CAPACITY OF MEMBER ABOUT MAJOR AXIS. WHERE POSSIBLE, USE SHEAR TAB WEB CONNECTION WITH MOMENT CONNECTION.
SF12.6 U.N.O., POCKET BEAMS 8" MIN. INTO MASONRY AND BEAR ON 3/4" GROUT, MIN. ANCHOR WITH (2) 3/4"Φ x 1'-4" HEADED ANCHOR BOLTS. SLOT HOLES IN BEAM FLANGE 2" PARALLEL TO BEAM SPAN. GROUT POCKETS SOLID.
SF12.7 AT STEEL CONNECTIONS WITH POST INSTALLED ANCHORS, THE CONTRACTOR IS RESPONSIBLE FOR VERIFYING THAT THE HOLE DIAMETERS COMPLY WITH THE MANUFACTURER'S RECOMMENDED DRILL BIT DIAMETER.
MINIMUM SHEAR CAPACITIES (SERVICE LOADS)
SHAPE SHEAR CAPACITY
W8
W10
W12
W14
W16
W18
16 KIPS
16 KIPS
28 KIPS
28 KIPS
41 KIPS
53 KIPS
SHAPE SHEAR CAPACITY
W24
W27
W30
W33
W36
72 KIPS
84 KIPS
94 KIPS
103 KIPS
115 KIPS
WF WOOD FRAMING NOTESWF1 WOOD FRAMING WORK SHALL COMPLY WITH CHAPTER 23 OF THE IBC.
WF2 THE QUALITY OF WOOD PRODUCTS AND FASTENERS, AND THE DESIGN OF LOAD-SUPPORTING MEMBERS AND CONNECTIONS, SHALL CONFORM TO THE STANDARDS SPECIFIED IN THE AF&PA NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION AND ITS SUPPLEMENT DESIGN VALUES FOR WOOD CONSTRUCTION.
WF3 COORDINATE WOOD NAILERS AND BLOCKING LOCATIONS WITH NEED AND REQUIREMENTS OF OTHER WORK INVOLVED.
WF4 PROVIDE SOLID BLOCKING BETWEEN SAWN JOISTS AT ALL SUPPORTS AND AT MIDSPAN OF JOISTS EXCEEDING 8 FEET (8FEET ON-CENTER MAXIMUM SPACING FOR BLOCKING).
WF5 GIRDER TRUSSES SHALL BEAR DIRECTLY OVER WALL STUDS. NUMBER OF STUDS SHALL MATCH THE NUMBER OF PLIES IN THE GIRDER TRUSS (MINIMUM OF TWO STUDS), U.N.O.
WF6 CUTTING AND NOTCHING OF JOISTS AND STUDS SHALL CONFORM TO IBC SECTIONS 2308.8.2, 2308.9.10, AND 2308.10.4.2.
WF7 SALVAGED LUMBER SHALL BE GRADED BY AN APPROVED GRADING AGENCY PRIOR TO USE AND SHALL MEET THE MINIMUM BENDING STRESSES SHOWN BELOW.
WF8 WOOD FRAMING MATERIALS (MINIMUM DESIGN VALUES):WF8.1 SAWN LUMBER:
WF8.1a LOAD-BEARING WALL STUDSDOUGLAS FIR-LARCH NO. 2Fb = 900 PSIFt = 575 PSIFv = 180 PSIFcp = 625 PSIF/c = 1,350 PSIE = 1,600,000 PSI
WF8.1b FRAMING MEMBERS (BEAMS, JOISTS, ETC.)DOUGLAS FIR-LARCH NO. 2Fb = 900 PSIFt = 575 PSIFv = 180 PSIFcp = 625 PSIFc = 1,350 PSIE = 1,600,000 PSI
WF8.2 LAMINATED VENEER LUMBER (LVL):GRADE 2.0EFb = 2,600 PSIFt = 1,555 PSIFv = 285 PSIFcp = 750 PSIFc = 2,510 PSIE = 1,900,000 PSI
WF9 WOOD STRUCTURAL PANELSWF9.1 WOOD STRUCTURAL PANELS SHALL CONFORM TO THE
REQUIREMENTS OF U.S. PRODUCT STANDARD PS1 FOR CONSTRUCTION AND INDUSTRIAL PLYWOOD, U.S. PRODUCT STANDARD PS2 PERFORMANCE STANDARD FOR WOOD-BASED STRUCTURAL-USE PANELS, OR APA PRP-108 PERFORMANCE STANDARDS.
WF9.2 WOOD STRUCTURAL PANEL INSTALLATION SHALL BE IN CONFORMANCE WITH APA RECOMMENDATIONS. ALLOW 1/8" SPACING AT PANEL ENDS AND EDGES, UNLESS OTHERWISE RECOMMENDED BY THE PANEL MANUFACTURER.
WF9.3 SHEAR WALL SHEATHING SHALL BE PLYWOOD OR OSB CONFORMING TO THE REQUIREMENTS FOR ITS TYPE SPECIFIED IN DOC PS1 OR PS2. SHEATHING SHALL BE APPLIED EITHER HORIZONTALLY OR VERTICALLY. SHEET SIZES SHALL BE 48"x96" UNLESS AT BOUNDARIES OR FRAMING CHANGES.
WF9.4 WALL SHEATHING (SEE SHEAR WALL SCHEDULE):15/32" CDX, APA RATED SHEATHING, 32/16 EXP. IOR 15/32" OSB, APA RATED SHEATHING, 32/16, EXP. I
WF 9.5 ROOF SHEATHING (SEE DIAPHRAGM SCHEDULE): 5/8" OSB OR CDX, APA RATED SHEATHING, 40/20, EXP. I
WF9.6 FLOOR SHEATHING (SEE DIAPHRAGM SCHEDULE):3/4" OSB OR CDX, APA RATED SHEATHING, 48/24, EXP. I
WF9.7 WOOD STRUCTURAL PANELS USED AS SUBFLOOR, ROOF, OR WALL SHEATHING SHALL BE FASTENED TO FRAMING MEMBERS AS FOLLOWS, U.N.O.:10D COMMON NAILS SPACED AT 6" O.C. AT PANEL EDGES,12" O.C. AT INTERMEDIATE SUPPORTS.-OR-2 7/8" X .12" NAILS SPACED AT 4" O.C. AT PANEL EDGES,8" O.C. AT INTERMEDIATE SUPPORTS.-OR-2 3/4" 14 GAGE STAPLES SPACED AT 4" O.C. AT PANEL EDGES,8" O.C. AT INTERMEDIATE SUPPORTS.
WF9.8 ALL SHEAR WALL PANEL SHEATHING EDGES SHALL BE BLOCKED. EDGE NAILS SHALL BE AT LEAST 3/8" FROM EDGES AND PANEL ENDS. STAGGER NAILING ON EDGES.
WF9.9 ALL ROOF SHEATHING AND SUB-FLOORING SHALL BE INSTALLED WITH FACE GRAIN PERPENDICULAR TO SUPPORTS, U.N.O. ROOF SHEATHING SHALL EITHER BE BLOCKED, TONGUE-AND-GROOVE, OR HAVE EDGES SUPPORTED BY PLYCLIPS. WHEN ROOF SHEATHING IS NAILED DIRECTLY TO BLOCKING, THE BLOCKING SHALL BE NAILED TO SUPPORT MEMBERS WITH A MINIMUM OF 16d NAILS AT 4" O.C. SUB-FLOORING SHEATHING SHALL BE UNBLOCKED, U.N.O.
WF9.10 SUB-FLOOR PANELS SHALL BE TONGUE-AND-GROOVE AND FIELD GLUED TO THE FRAMING USING ADHESIVES MEETING APA SPECIFICATION AFG-01 OR ASTM D3498. PANELS SHALL ALSO BE GLUED AT THE TONGUE-AND-GROOVE JOINT. NAILING NOT SHOWN SHALL BE AS INDICATED IN IBC TABLE 2304.9.1.
WF9.11 NAIL HEADS SHALL BE DRIVEN FLUSH WITH SHEATHING. DO NOT PENETRATE SURFACE PLY WITH NAIL HEADS. IF NAIL HEADS ARE NOT FLUSH, NOTIFY STRUCTURAL ENGINEER OF RECORD.
WF10 NAILS AND STAPLES SHALL CONFORM TO THE REQUIREMENTS OF ASTM F1667. FASTENER TYPES AND SPACINGS SHALL BE AS INDICATED IN IBC TABLE 2304.9.1 OR NER-272, U.N.O.
WF11 ALL FRAMING NAILS SHALL BE OF THE SIZE AND NUMBER INDICATED IN THE DRAWINGS AND CONFORM TO ASTM F1667 AND NER-272. NAILS SHALL BE IDENTIFIED BY LABELS (ATTACHED TO THEIR CONTAINERS) THAT SHOW THE MANUFACTURER'S NAME, NES REPORT NUMBER, NAIL SHANK DIAMETER, AND LENGTH. THIS INFORMATION ALSO SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER OF RECORD PRIOR TO FRAMING. NAILING NOT SHOWN SHALL BE AS INDICATED IN IBC TABLE 2304.9.1 OR NER-272. NAILS USED FOR FRAMING AND SHEATHING CONNECTIONS SHALL HAVE MIN. DIMENSIONS INDICATED IN THE TABLE BELOW:
WF12 BOLTS AND LAG SCREWS SHALL CONFORM TO ANSI/ASME STANDARD B18.2.1. BOLT HOLES SHALL BE AT LEAST A MINIMUM OF 1/32" AND NO MORE THAN 1/16" LARGER THAN THE BOLT DIAMETER. ALL BOLTS AND
LAG SCREWS SHALL BE INSTALLED WITH STANDARD CUT WASHERS. ALL A307 BOLTS SHALL HAVE CUT THREADS.
WF13 METAL FRAMING CONNECTORS SHALL BE MANUFACTURED BY SIMPSON STRONG-TIE CO. ALL SPECIFIED FASTENERS MUST BE INSTALLED IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS. BEFORE SUBSTITUTING ANOTHER BRAND, CONFIRM LOAD CAPACITY BASED ON RELIABLE PUBLISHED TESTING DATA OR CALCULATIONS. THE ENGINEER
OF RECORD SHALL EVALUATE AND GIVE WRITTEN APPROVAL FOR SUBSTITUTION PRIOR TO INSTALLATION. HANGERS NOT SHOWN SHALL
BE SIMPSON U-TYPE OR B-TYPE OF SIZE RECOMMENDED FOR THE MEMBER.
WT WOOD TRUSS FRAMING NOTESWT1 WOOD FRAMING WORK SHALL COMPLY WITH CHAPTER 23 OF THE IBC.
WT2 DESIGN OF PREMANUFACTURED WOOD ROOF TRUSSES SHALL BE BY THE CONTRACTOR. DESIGN SHALL CONFORM TO THE PROFILES SHOWN ON PLANS AND SECTIONS, THE REQUIREMENTS OF IBC SECTION 2303.4, AND THE RECOMMENDATIONS OF THE TRUSS PLATE INSTITUTE.
WT3 TRUSS MANUFACTURER IS RESPONSIBLE FOR DESIGNING OF TRUSSES TO ACCOMMODATE ALL LONG TERM DEFLECTION (CREEP) IN TRUSSES.
WT4 IN ADDITION TO SELF WEIGHT, LIVE AND LATERAL LOADS INDICATED IN STRUCTURAL NOTES, DEAD LOAD, ANY ADDITIONAL LOADING INDICATED ON PLANS AND DETAILS, SNOW DRIFT, AND A MAXIMUM NET UPLIFT INDICATED IN STRUCTURAL NOTES, TRUSSES SHALL BE DESIGNED TO RESIST THE FOLLOWING MINIMUM LOADS:WT4.1 ROOF TRUSS LOADS:
TOP CHORD DEAD LOAD 10 PSFBOTTOM CHORD DEAD LOAD 10 PSFTOP CHORD LIVE LOAD 25 PSF + DRIFTBOTTOM CHORD LIVE LOAD 0 PSF
WT5 STORE MATERIALS ABOVE GROUND ON LEVEL WOOD BLOCKING, COVER FROM RAIN, ALLOWING WATER TO DRAIN FROM ALL PARTS.
WT6 TRUSS MANUFACTURER SHALL PROVIDE INSTRUCTIONS TO FIELD CONSTRUCTION PERSONNEL INDICATING PROPER ERECTION PROCEDURES OF TRUSSES AND INSTALLATION OF CONNECTIONS AND ANY BRIDGING AND BRACING.
WT7 CONSTRUCTION (TEMPORARY) TRUSS BRACING SHALL BE DETERMINED, FURNISHED, AND INSTALLED BY THE TRUSS ERECTION SUBCONTRACTOR. CONSTRUCTION BRACING SHALL CONFORM TO THE REQUIREMENTS OF BCSI 1-03.
WT8 PERMANENT LATERAL TRUSS BRACING REQUIRED FOR THE STRENGTH AND STABILITY OF TRUSS MEMBERS SHALL BE SPECIFIED BY THE TRUSS MANUFACTURER.
WT9 ALL GIRDER TRUSSES THAT REQUIRE LAMINATING TWO OR MORE PLYS, MUST BE LAMINATED ACCORDING TO THE INSTRUCTIONS ON THE TRUSS DESIGN DRAWINGS BY THE TRUSS MANUFACTURER.
WT10 CUTTING, DRILLING, OR ANY PROCEDURE THAT MAY DAMAGE THETRUSS CHORDS OR WEBS IS NOT ALLOWED. REMOVAL OF TRUSS WEBS, EVEN TEMPORARILY, IS NOT ALLOWED.
WT11 OVERLOADING A SINGLE OR GROUP OF TRUSSES WITH TOOLS, PLYWOOD, ROOFING, OR OTHER CONSTRUCTION MATERIALS IN NOT ALLOWED. ERECTING DAMAGED TRUSSES IS NOT ALLOWED.
WT12 MAKING A FIELD REPAIR TO A DAMAGED TRUSS IS NOT ALLOWED WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD.
WT13 U.N.O., CONTRACTOR TO PROVIDE FLOATING GYPSUM CORNER DETAILING AND
FASTENING, PER THE GYPSUM ASSOCIATION'S SPECIFICATION FOR THE APPLICATION AND FINISHING OF GYPSUM PANEL PRODUCTS, GA-216.
W21 59 KIPS
SU SUBMITTALSSU1 GENERAL CONTRACTOR TO PROVIDE A SHOP DRAWING
SUBMITTAL LOG ITEMIZING ALL PROPOSED SUBMITTALS FOR APPROVAL BY STRUCTURAL ENGINEER OF RECORD.
SU2 ALL SHOP DRAWINGS SHALL BE CHECKED BY THE FABRICATOR AND APPROVED BY THE GENERAL CONTRACTOR PRIOR TO SUBMITTAL TO THE STRUCTURAL ENGINEER OF RECORD. SHOP DRAWING REVIEW BY ENGINEER IS LIMITED TO VERIFYING GENERAL CONFORMANCE TO THE CONTRACT DOCUMENTS. CONTRACTOR IS RESPONSIBLE FOR ANY CHANGES FROM THE CONTRACT DOCUMENTS, DIMENSIONAL ERRORS, COORDINATION ERRORS, OR OMISSIONS IN SHOP DRAWINGS.
SU3 SHOP DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION REGARDING ALL STRUCTURAL ITEMS, INCLUDING THE FOLLOWING:
● CONCRETE MIX DESIGNS (5 DAYS BEFORE POUR, MIN.)● CONCRETE REINFORCEMENT● STRUCTURAL STEEL● PREMANUFACTURED WOOD ROOF TRUSS SYSTEMS
SU4 SHOP DRAWINGS SHALL INCLUDE CONNECTIONS AS WELL AS SIZE, SPACING, AND GRADE OF ALL MEMBERS. PLANS AND ANY DETAILING NECESSARY FOR DETERMINING FIT AND PLACEMENT SHALL ALSO BE INCLUDED.
SU5 IF THE SHOP DRAWINGS DIFFER FROM OR ADD TO THE DESIGN OF THE STRUCTURAL DRAWINGS, THEY SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE. ANY CHANGES TO THE STRUCTURAL DRAWINGS SHALL BE SUBMITTED TO THE ARCHITECT AND ARE SUBJECT TO REVIEW AND APPROVAL OF THE STRUCTURAL ENGINEER OF RECORD.
SU6 DESIGN DRAWINGS, SHOP DRAWINGS, AND CALCULATIONS FOR THE DESIGN AND FABRICATION OF ITEMS THAT ARE DESIGNED BY THE CONTRACTOR, INCLUDING: ● PREMANUFACTURED WOOD ROOF TRUSS SYSTEMS
SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION AND CONSTRUCTION. CALCULATIONS SHALL BE INCLUDED FOR ALL CONNECTIONS TO THE STRUCTURE, CONSIDERING LOCALIZED EFFECTS ON STRUCTURAL ELEMENTS INDUCED BY THE CONNECTION LOADS.
SU7 ITEMS THAT ARE DESIGNED BY THE CONTRACTOR SHALL BE DESIGNED TO RESIST THE LIVE LOADS INDICATED IN STRUCTURAL NOTES, DEAD LOAD, SELF WEIGHT, ANY ADDITIONAL LOADING INDICATED ON PLANS AND DETAILS, SNOW DRIFT, AND A NET WIND UPLIFT.
SU8 ITEMS THAT ARE DESIGNED BY THE CONTRACTOR SHALL INCLUDE ANY RELEVANT TECHNICAL LITERATURE FROM MANUFACTURER. ALSO PROVIDE A CERTIFICATION FROM THE MANUFACTURER SHOWING THE PRODUCT IS IN COMPLIANCE WITH ALL APPLICABLE CODES AND STANDARDS.
SU9 THE CONTRACTOR SHALL COORDINATE SEISMIC RESTRAINTS OF MECHANICAL, PLUMBING, AND ELECTRICAL EQUIPMENT, MACHINERY, AND ASSOCIATED PIPING WITH THE STRUCTURE. ANY CONNECTIONS TO STRUCTURE SHALL CONFORM TO ASCE 7, CHAPTER 13 AND SHALL BE DESIGNED BY AN ENGINEER REGISTERED IN THE APPROPRIATE STATE, AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO FABRICATION.
SU10 FIELD ENGINEERED DETAILS DEVELOPED BY THE CONTRACTOR THAT DIFFER FROM OR ADD TO THE STRUCTURAL DRAWINGS SHALL BEAR THE SEAL AND SIGNATURE OF AN ENGINEER REGISTERED IN THE APPROPRIATE STATE AND SHALL BE SUBMITTED TO THE ARCHITECT PRIOR TO CONSTRUCTION.
FP FOUNDATION PARAMETERSFP1 SIZE AND BOTTOM ELEVATIONS OF FOOTINGS HAVE BEEN ESTABLISHED BASED ON THE ASSUMED MINIMUM ALLOWABLE BEARING PRESSURE OF 2,000 PSF AS
SHOWN IN GEOTECHNICAL REPORT FILE NO. 1-4204 PREPARED BY TEAM SERVICES AND DATED 06/16/2017. AS EXCAVATION PROGRESSES, UNANTICIPATED SOIL CONDITIONS MAY REQUIRE CHANGES. CONTACT STRUCTURAL ENGINEER OF RECORD FOR EVALUATION OF THESE CHANGES.
FP2 ALLOWABLE SOIL BEARING PRESSURECONTINUOUS FOOTINGS......................................... 2000 PSFSQUARE FOOTINGS................................................. 2000 PSF
FP2.1 OVEREXCAVATIONMAY BE REQUIRED TO ACHIEVE THE BEARING PRESSURES INDICATED IN NOTE FP2.
CONTRACTOR TO REFER TO GEOTECHNICAL REPORT FOR ADD'L INFORMATION.
FP3 MINIMUM FOOTING DEPTH FOR FROST PROTECTION(BELOW FINISHED GRADE)...................................... 42 IN.
FP4 DESIGN EARTH PRESSURES:ACTIVE ..................................................................................... 35 PCFPASSIVE ................................................................................... 260 PCFAT REST ................................................................................... 60 PCF
FP5 GEOTECHNICAL ENGINEER IS SOLE JUDGE OF THE SUITABILITY OF UNDERLYING MATERIAL TO SUPPORT FOUNDATIONS. BEARING MATERIAL SHALL BE APPROVED BY
GEOTECHNICAL ENGINEER BEFORE FOUNDATION INSTALLATION. DO NOT PROCEED
WITHOUT APPROVAL.
FP6 PRIOR TO COMMENCING EARTHWORK, CONTRACTOR SHALL REVIEW AND BE FAMILIAR WITH ALL ASPECTS OF THE GEOTECHNICAL REPORT. CONTACT GEOTECHNICAL ENGINEER IF QUESTIONS OR DISCREPANCIES.
COMMON NAIL SCHEDULE
PENNYWEIGHT LENGTH (IN.) DIAMETER (IN.)
6d 2.00 0.113
8d 0.131
10d 0.148
16d 0.162
20d 0.192
2.50
3.00
3.50
4.00
SP SPECIAL INSPECTIONSP1 SPECIAL INSPECTION PROGRAM SHALL CONFORM TO CHAPTER 17 OF THE IBC.
SP2 THE OWNER SHALL EMPLOY A SPECIAL INSPECTOR TO PERFORM THE REQUIRED TESTS AND SPECIAL INSPECTIONS WITH QUALIFICATIONS DESCRIBED PER IBC CHAPTER 17 AND THE PROJECT SPECIFICATIONS.
SP3 SPECIAL INSPECTION REPORTS SHALL BE FURNISHED TO BUILDING OFFICIAL, OWNER, ARCHITECT, STRUCTURAL ENGINEER, AND CONTRACTOR.
SP4 SPECIAL INSPECTOR SHALL SUBMIT A FINAL REPORT STATING THAT THE STRUCTURAL WORK WAS, TO THE BEST OF THE SPECIAL INSPECTOR'S KNOWLEDGE, PERFORMED IN ACCORDANCE WITH THE CONSTRUCTION DOCUMENTS.
SP5 SPECIAL INSPECTION PROGRAM:
SP5.1 CONCRETE [X] CONTINUOUS PLACEMENT INSPECTION [ ] EXCEPTIONS __________________________ [X] 1 CYLINDERS PER 150 CY TEST: 1 @ 7 DAYS, 2 @ 28 DAYS 1 HOLD
SP5.2 BOLTS INSTALLED IN CONCRETE [X] ALL BOLTS [ ] LOCATION: ____________________________
SP5.3 STRUCTURAL WELDING PERIODIC VISUAL INSPECTION: [X] SINGLE PASS FILLET WELDS < 5/16" [ ] STEEL DECK [ ] WELDED STUDS [ ] COLD FORMED STUDS & JOISTS [ ] STAIR & RAILING SYSTEMS [ ] REINFORCING STEEL CONTINUOUS VISUAL INSPECTION [ ] ALL OTHER WELDING [ ] REINFORCING STEEL [ ] OTHER: _____________________________
SP5.4 HIGH-STRENGTH BOLTING SNUG TIGHT: [X] ALL
[ ] AS INDICATED FULL PRETENSION: [ ] ALL
[ ] AS INDICATED
SF5.5 REINFORCED GYPSUM CONCRETE [ ] CONTINUOUS INSPECTION OF MIXING AND PLACEMENT [ ] PERIODIC INSPECTION (SPECIFY FREQUENCY) FREQUENCY: __________________________ [ ] STRENGTH TESTING ___________________
SF5.6 SPECIAL GRADING, EXCAVATION, & FILLING [X] PERIODIC INSPECTION (SPECIFY FREQUENCY) FREQUENCY: __________________________ [X] SUB-GRADE TESTS [X] COMPACTION TESTS [X] VERIFY BEARING STRATA
SF5.7 SPECIAL CASES [X] SHEAR WALL/ DIAPHRAGM NAILING [ ] ANCHORAGE TO EXISTING CONCRETE/MASONRY [ ] INSTALLATION INSPECTION [ ] PROOF LOAD TESTING [ ] SHORING [ ] UNDERPINNING
CN18 EPOXY REPAIR ADHESIVE SHALL CONFORM TO ASTM C881 AND SHALL BE A TWO-COMPONENT, LIQUID EPOXY WITH NON-SAG CONSISTENCY AND A LONG POT LIFE. THE EPOXY ADHESIVE SHALL BE SUITABLE FOR USE IN DRY OR DAMP CONDITIONS. MINIMUM SHEAR STRENGTH SHALL BE 5,000 PSI; MINIMUM TENSILE STRENGTH SHALL BE 4,000 PSI. HOLE SIZES AND INSTALLATION SHALL BE IN STRICT COMPLIANCE WITH THE APPROVED ICC REQUIREMENTS. DO NOT CUT REINFORCING IN NEW OR EXISTING CONCRETE DURING PLACEMENT.
CN19 COLD WEATHER PROTECTIONCN19.1 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS
RESPONSIBLE FOR PROTECTING CURING CONCRETE PER THE RQMTS. OF ACI 306.
CN19.2 DURING COLD WEATHER CONSTRUCTION, CONTRACTOR IS RESPONSIBLE FOR PROTECTING FOUNDATIONS THAT DO NOT EXTEND TO FROST DEPTH FROM HEAVING. AT CONTRACTOR'S OPTION, BOTTOM OF FOOTINGS MAY BE EXTENDED BEYOND THE FROST ZONE, IN LIEU OF SURFACE PROTECTION METHODS. NO ADD'L REINFORCING WILL BE REQ'D AT EXTENDED FOUNDATIONS. ALL MITIGATION WORK SHALL BE PART OF THE CONTRACTOR BID AND NOT COMPENSIBLE BY CHANGE ORDER.
CN19.3 CONTRACTOR TO PROVIDE A FROST STOOP PER TYP. STOOP DETAIL @ ALL EXTERIOR DOORS, SEE ARCH. FOR DOOR LOCATIONS.
I HEREBY CERTIFY THAT THIS ENGINEERING DOCUMENT WAS PREPARED BY ME OR UNDER MY DIRECT PROFESSIONAL SUPERVISION AND THAT I AM A DULY REGISTERED PROFESSIONAL ENGINEER IN THE STATE OF IOWA
THIS NOTICE COVERS DWGS: S001, S101, S201, S301, S401
SIGNATURE:
NAME:
DATE: 04/02/2019
MY REGISTRATION EXPIRES IN IOWA: 12/31/20
BRIAN THOMAS, P.E.
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
RAKER RHODES ENGINEERING, LLCDes Moines IA. 50312
P:(515) 277-0275
FOR PERMITC:\U
sers
\bth
om
as\D
ocum
ents
\RR
E181
29 W
aukee V
ista
Re
tail
Ce
nte
r_R
19
_bth
om
as@
rakerr
hod
es.c
om
.rvt
3/2
9/2
019
9:4
0:1
0 A
M
S001
RRE18129
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RS
TR
UC
TU
RA
LN
OT
ES
04-02-2019 BT ER
F1 F1F2
F2
F2
F2
FOUNDATION SYMBOL KEY
T/ WALL/ STEEL
T/ FOOTING
T/ BRICK LEDGE
ELEV. STEP
EXIST. BLDG.
T/ JOIST BEARING
1 2 3 4
TOP OF 4" SLABEL. = 100'-0"
WWF6x6-W2.1xW2.1
S201 S201 S201 S201
1
A
-
---______________________
-
---______________________
7
S201
TYP.
______________________
11
S201______________________
12
S201______________________
12
S201______________________
11
S201______________________ 11
S201______________________
11
S201______________________
11
S201______________________
HSS5X5X3/8 HSS5X5X3/8
HSS5X5X3/8B
HSS5X5X3/8B
B
C
D E F
99' - 4" 99' - 4" 99' - 4"99' - 4"
99
' - 4
"
99
' - 4
"
99
' - 4
"
99' - 4"
75' - 0"
25' - 0" 25' - 0" 25' - 0"
7' - 4" 8' - 11"7' - 4" 7' - 8 1/2" 7' - 8 1/8" 7' - 4"
10 3
/4"
4' - 10 3/8"
10 3/4"
10 3
/4"
7"
6 3/4"
5' - 10" 14' - 4"2"
5' - 6"
5' -
6"
5' -
6"
5' -
6"
5' -
6"
5' -
6"
6
S201
TYP.
______________________
6
S201
TYP.
______________________
60
' - 0
"
34
' - 6
"2
5' -
6"
2' -
0"
2' - 0"
1' -
6"
10
S201______________________
10
S201______________________
6 3/4"
7"
10
' - 0
"5
' - 4
"
2' - 0"
2' - 0"
1' - 6"
1' - 6"
4"
10
' - 0
"5
' - 4
"
2' - 0"4' -
10"
99' - 4"
1' - 6"
1' - 6"
1' - 6"
1' - 6"
4' -
10"
5"5"
10 3/4"
2' -
0"
2' -
0"
99' - 4"
99
' - 4
"
99' - 4"
99' - 4"
2' - 7" 2' - 9"4' - 10" 2' - 9" 2' - 7"
5"
5"
2' -
0"
1' -
6"
2' -
0"
1' -
6"
1' -
6"
NO SLAB ON GRADE ATHATCHED AREA
15
' - 0
"
15' - 0"
5' -
2"
6" WIDE CONCRETE WALL CURB,TYP.
FACE OF CURB TO ALIGN WITH FACE OF
EXTERIOR WALL SHEATHING AND
GRIDLINE
13
S201______________________
13
S201______________________
13
S201______________________
13
S201______________________
6" WIDE CONCRETE WALL CURB,TYP.FACE OF CURB TO ALIGN WITH FACE OF EXTERIOR WALL SHEATHING AND GRIDLINE
BLOCK OUT CURBFOR COLUMN. GROUTSOLID BEFORE SLABIS INSTALLED
BLOCK OUT CURB AT DOORS,TYP.
BASE PLATE HOLE Ø PER AISC TABLE 14-2 & AISC DESIGN GUIDE 1 TABLE 2.3
c
EQ
.E
Q.
c
b
SE
E S
CH
ED
ULE
SEE SCHEDULE
ac
EQ. EQ.
c
1/4
COLUMN
SECTION
t a b ANCHORS
NOTES:1. FOR COLUMN WALL THICKNESSES LESS THAN THAT SHOWN IN THE SCHEDULE, DEFAULT TO NEAREST TABULATED WALL THICKNESS.2. SEE DETAIL FOR ANCHOR ROD SETTING INFORMATION.3. SEE STRUCTURAL NOTES FOR BASE PLATE MATERIAL REQUIREMENTS.4. FOR RECTANGULAR BASE PLATES, ALIGN LONG SIDE PARALLEL TO FOUNDATION WALL U.N.O.5. WET-SETTING/FLOATING OF ANCHOR RODS IS NOT ALLOWED. ACCURATELY SET AND SECURELY SUPPORT ANCHOR RODS DURING PLACEMENT OF CONCRETE.
STEEL COLUMN, SEE PLAN
1" 6" 12"
3/4" 10" 10" (4) - AR1
HSS5x5x3/8 B (4) - AR1
c
1 1/2"
1 1/2"
/5 S201
HSS5x5x3/8
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
RAKER RHODES ENGINEERING, LLCDes Moines IA. 50312
P:(515) 277-0275
FOR PERMITC:\U
sers
\bth
om
as\D
ocum
ents
\RR
E181
29 W
aukee V
ista
Re
tail
Ce
nte
r_R
19
_bth
om
as@
rakerr
hod
es.c
om
.rvt
3/2
9/2
019
9:4
0:1
1 A
M
S101
RRE18129
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RF
OU
ND
AT
ION
PL
AN
04-02-2019 BT ER
PLAN NOTES:1. FX - INDICATES CONCRETE FOOTING. SEE FOOTING SCHEDULE FOR INFORMATION2. OVEREXCAVATION MAY BE REQUIRED TO ACHIEVE THE BEARING PRESSURES INDICATED IN NOTE FP2 ON SHEET S001. CONTRACTOR TO REFER TO GEOTECHNICAL REPORT FOR ADD'L INFORMATION.
FOOTING SCHEDULE
Type Comments WIDTH LENGTH THICKNESS REINFORCEMENT
F1 4' - 0" 4' - 0" 3' - 6" (5) #5's E.W. - TOP & BOTTOM
F2 6' - 0" 6' - 0" 1' - 0" (6) - #5 E.W. - BOTTOM
CORNER BARS:MATCH SIZE & SPACING OF HORIZONTAL BARS FOR EACH LAYER OF REINFORCING
STANDARD HOOK ALTERNATE ENDS
HORIZONTAL BARS: SEE WALL & FOUNDATION
SECTIONS FOR REQ'D SIZE & SPACING
TYPICAL
CLASS B LAP
EXTEND INTERIOR HOOKS TO EXTERIOR FACE OF WALL, TYP.
TYPICAL
CLASS B LAP
NOTES:1. SEE FDN. PLAN FOR SLAB THICKNESS & REINFORCING 2. SEE GENERAL NOTE CN12 FOR JOINT LOCATIONS
WWF, SEE PLAN
COMPACTED GRANULAR FILLSEE GEOTECHNICAL REPORT
6" MIN. COMPACTED SUBGRADE (95%, MIN)SEE GEOTECHNICAL REPORT
VAPOR BARRIERSEE ARCH.
SLAB ON GRADE, SEE PLAN
NOTES:1. SEE FDN. PLAN FOR SLAB THICKNESS & REINFORCING 2. SEE GENERAL NOTE CN12 FOR JOINT LOCATIONS
1/8" TOOLED RADIUS EDGE
COMPACTED GRANULAR FILLSEE GEOTECHNICAL REPORT
6" MIN. COMPACTED SUBGRADE (95%, MIN)SEE GEOTECHNICAL REPORT
WWF, SEE PLAN
1/2"Ø x 1' - 4" SMOOTH BAR w/ ONE END GREASED @ 16" O.C.
LOCATED @ MID-HEIGHT OF SLAB & PERPENDICULAR TO
JOINT
VAPOR BARRIERSEE ARCH.
SLAB ON GRADE, SEE PLAN
NOTES:1. SEE FDN. PLAN FOR SLAB THICKNESS & REINFORCING 2. SEE GENERAL NOTE CN12 FOR JOINT LOCATIONS
SAWCUT JOINT WITHIN 12 HOURS OF POUR, SEE PLAN FOR LOCATIONS. DEPTH OF JOINT TO BE THE SMALLER OF 1/4 THE SLAB THICKNESS OR 2".
6" MIN. COMPACTED SUBGRADE (95%, MIN)SEE GEOTECHNICAL REPORT
WWF, SEE PLAN
VAPOR BARRIERSEE ARCH.
SLAB ON GRADESEE PLAN
COMPACTED GRANULAR FILLSEE GEOTECHNICAL REPORT
DOUBLE NUTS W/AR1: 1/4" x 2" PLATE WASHERS
COLUMN BASEPLATESEE BASEPLATE DETAILS
NON-SHRINK GROUT
AR1 - 3/4" DIA. ASTM F1554 (36KSI) ANCHOR ROD
DOUBLE NUTS
1/4
"
6"
MIN
.
CONCRETE FOOTING/PIER
2"
3"
1'-2"
AR
2
9"
AR
1
NOTE:1. WET-SETTING/FLOATING OF ANCHOR RODS IS NOT ALLOWED. ACCURATELY SET AND SECURELY SUPPORT ANCHOR RODS DURING PLACEMENT OF CONCRETE.
SEE PLAN
COLUMN FOOTING
6"6"
EXTEND TOP & BOTTOM BARS THROUGH FOOTING
SEE FOOTING SCHEDULE FOR BOTTOM STEEL
SEE PLAN
T/ FOOTING
#4 x 4'-0" CENTERED IN SLAB @ 4 SIDES OF COLUMN
EXPANSION MATERIAL AROUND COLUMN PERIMETER, SET 1/4" BELOW TOP OF SLAB ELEVATION
CONSTRUCTION OR CONTROL JOINT, TYPICAL
3" C
LEAR
TYP.
HSS COLUMNSEE PLAN
STEEL COLUMNSEE PLAN
EXPANSION MATERIAL
ENCASE COLUMN IN CONCRETE
COLUMN FOOTING SEE PLAN
SEE ANCHOR ROD SETTING DETAILS FOR INFORMATION
SEE PLAN
T/ FOOTING
SEE PLAN
T/ SLAB
NON-SHRINK GROUT
SLAB ON GRADE SEE PLAN
SEE BASE PLATE DETAIL
FOR INFORMATION
SEE PLAN
T/ SLAB
SEE PLAN
T/ FOOTING
RIGID INSULATIONSEE ARCH.
SLAB ON GRADESEE PLAN
SEE PLAN 8"
NOTESEE
5"
SLOPE
#4 @ 9" O.C. EACH WAY
1'-6"
1'-6"
4" VOID FORM
#4 DOWELS @ 24" O.C.
#4 @ 12" O.C.(CENTERED)
RIGID INSULATION,SEE ARCH.
3' -
6"
MIN
.
NOTE: PROVIDE ADDITIONAL 4" OF CONCRETE WHERE EXTERIOR PAVEMENT/SIDEWALK OCCURS. SEE ARCH AND CIVIL DRAWINGS FOR LOCATIONS.
S201
11
STOREFRONT SEE ARCH.
3 1/2"
SEE PLAN
WOOD FRAMING SEE PLAN
WOOD SHEATHING SEE PLAN
BRICK VENEER SEE ARCH.
SEE SHEAR WALLSCHEDULE
TREATED 2x SILL PLATE,CONT.SEE PLAN FOR WALL TYPE.
SLAB ON GRADE SEE PLAN
SEE PLAN
T/ SLAB
SEE PLAN
T/ FOOTING
3' -
6"
SEE PLAN
#4 DOWEL @ 48" O.C.
24"
24"
RIGID INSULATIONSEE ARCH.
#3 TIES @ 4'-0" O.C.
(4) #5 CONT.2T & 2B
NOTES:1) SEE ARCH. FOR NON-STRUCTURAL WALL AND FLOOR COMPONENTS2) SEE CIVIL FOR TOP OF GRADE
SEE PLAN
STOREFRONT SEE ARCH.
SLAB ON GRADE SEE PLAN
SEE PLAN
T/ SLAB
SEE PLAN
T/ FOOTING
3' -
6"
SEE PLAN
#4 DOWEL @ 48" O.C.
24"
24"
RIGID INSULATIONSEE ARCH.
#3 TIES @ 4'-0" O.C.
(4) #5 CONT.2T & 2B
NOTES:1) SEE ARCH. FOR NON-STRUCTURAL WALL AND FLOOR COMPONENTS2) SEE CIVIL FOR TOP OF GRADE
4 1/2"SEE PLAN
WOOD FRAMING SEE PLAN
WOOD SHEATHING SEE PLAN
CMU VENEER SEE ARCH.
SEE SHEAR WALLSCHEDULE
TREATED 2x SILL PLATE,CONT.SEE PLAN FOR WALL TYPE.
SLAB ON GRADE SEE PLAN
SEE PLAN
T/ SLAB
SEE PLAN
T/ FOOTING
3' -
6"
SEE PLAN
#4 DOWEL @ 48" O.C.
24"
24"
RIGID INSULATIONSEE ARCH.
#3 TIES @ 4'-0" O.C.(4) #5 CONT.
2T & 2B
NOTES:1) SEE ARCH. FOR NON-STRUCTURAL WALL AND FLOOR COMPONENTS2) SEE CIVIL FOR TOP OF GRADE
2x STUDS FRAMING w/ (2)-10d T&B, TYP. SEE SCEDULE
TREATED 2x6 SILL PLATE
HILTI THREADED HAS ROD w/ HILTI HIT-HY 200 ADHESIVE, SEE SCHEDULE FOR SIZE AND EMBEDMENT
SCREWS PER SIMPSON'S SPECIFICATIONS
2x DOUBLE STUDS AT SHEAR WALL ENDS FACE NAIL WITH 10d
COMMON NAILS SPACED AT 12" O.C. WITH 6" VERTICAL STAGGER
SIMPSON HOLDOWN,SEE PLAN FOR LOCATIONSEE SCHEDULE FOR SIZE
SEE PLAN
T/SLAB
EM
BE
DM
EN
T
THICKENED SLABOR WALL CURB
FOOTING
SEE PLAN
WOOD FRAMING SEE PLAN
WOOD SHEATHING SEE PLAN
BRICK VENEER SEE ARCH.
TREATED 2x SILL PLATE,CONT.SEE PLAN FOR WALL TYPE.
SEE PLAN
T/ SLAB
SEE PLAN
T/ FOOTING
SEE PLAN
#4 DOWEL @ 24" O.C.
RIGID INSULATIONSEE ARCH.
#3 TIES @ 4'-0" O.C.
(4) #5 CONT.2T & 2B
NOTES:1) SEE ARCH. FOR NON-STRUCTURAL WALL AND FLOOR COMPONENTS2) SEE CIVIL FOR TOP OF GRADE
FUTURE SLAB ON GRADE SEE PLAN
6" WIDE CONCRETE CURBw/ (2) #4 CONT.
5/8"DIAx12 ASTM F1554GRADE 36 THREADED RODw/ DOUBLE NUT @ 32" O.C.
0"
2' -
0"
3' -
6"
EXPANSION MATERIAL
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
RAKER RHODES ENGINEERING, LLCDes Moines IA. 50312
P:(515) 277-0275
FOR PERMITC:\U
sers
\bth
om
as\D
ocum
ents
\RR
E181
29 W
aukee V
ista
Re
tail
Ce
nte
r_R
19
_bth
om
as@
rakerr
hod
es.c
om
.rvt
3/2
9/2
019
9:4
0:1
2 A
M
S201
RRE18129
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RF
OU
ND
AT
ION
DE
TA
ILS
04-02-2019 BT ER
1/2" = 1'-0"4
TYP. REINFORCING @ CORNERS1 1/2" = 1'-0"
1TYP. SLAB ON GRADE
1 1/2" = 1'-0"2
TYP. SLAB ON GRADE CONSTRUCTION JOINT1 1/2" = 1'-0"
3TYP. SLAB ON GRADE CONTROL JOINT
3" = 1'-0"5
TYP. ANCHOR ROD SETTING DETAIL1/4" = 1'-0"
8TYP. CONTINUOUS BARS THRU PIER/FTG
1/2" = 1'-0"9
TYP. SLAB ISOLATION JOINT @ HSS COLUMN
3/4" = 1'-0"7
TYP. STEEL COLUMN @ INTERIOR FOOTING1/2" = 1'-0"
6TYP. STOOP SECTION
1/2" = 1'-0"10
FOUNDATION DETAIL1/2" = 1'-0"
11FOUNDATION DETAIL
1/2" = 1'-0"12
FOUNDATION DETAIL
3/4" = 1'-0"14
SHEAR WALL HOLDOWN TO FOUNDATION1/2" = 1'-0"
13FOUNDATION DETAIL
1
A
-
---______________________
7
S401
TYP.
______________________
6
S401
TYP.
______________________ 9
S401______________________
9
S401______________________
10
S401______________________
11
S401______________________
11
S401______________________
8
S401______________________
-
---______________________
H3
H1
H2
L1
L2
25 PSF TOTAL SNOW LOAD
58 PSF TOTAL SNOW LOAD
RTU ZONE = 50 PSF(IN ADDITION TO SNOW LOAD)
25 PSF TOTAL
SNOW LOAD62 PSF TOTAL SNOW LOAD25 PSF
TOTAL SNOW LOAD
62 PSF TOTAL
SNOW LOAD
1
3
2
D-1
SNOW DRIFT ZONE SNOW DRIFT
ZONE
25 PSF TOTAL
SNOW LOAD 59 PSF TOTAL SNOW LOAD
25 PSF TOTAL SNOW LOAD
59 PSF TOTAL
SNOW LOAD
B
C
D E F
H1
L1
1
H3 H3
SNOW DRIFT ZONE
H1
L1
H1
L1
H1
L1
H1 L1
2
3
W18X40
[ 115' - 9" ]
W18X40
[ 115' - 9" ]
W18X40
[ 115' - 9" ]
OPP.
75' - 0"
25' - 0" 25' - 0" 25' - 0"
60
' - 0
"
34
' - 6
"2
5' -
6"
H2
8' -
3"
9' - 3"9' - 3"
WALL
SHEARWALL
SHEAR
WALL
SHEAR
WALL
SHEAR
SHEAR WALL
11
WOOD HEADER SCHEDULE
MARK SIZE
(3) PLY 2x12 w/ (2) 2x6 FULL HEIGHT STUDS + (1) 2x6 JACK STUDS @ EA. JAMB
NOTES
---H1
---(3) PLY 1 3/4"x11 7/8" LVL w/ (3) 2x8 FULL HEIGHT STUDS + (2) 2x8 JACK STUDS @ EA. JAMBH2
(4) PLY 1 3/4"x24" LVL w/ (4) 2x8 FULL HEIGHT STUDS + (3) 2x8 JACK STUDS @ EA. JAMBH3
1
WOOD SHEAR WALL SCHEDULE
MARKS
SHEATHING TYPE
BLOCKED OR UNBLOCKED
10d NAILS AT ALL PANEL EDGES, TOP AND BOTTOM PLATES, & BLOCKING, U.N.O. 10d NAILS @ 12" O.C. MAX. IN THE FIELD(ALL PANEL EDGES TO BE BLOCKED WITH 2x OR WIDER FRAMING,U.N.O.) NAILS SHALL BE 3/8" FROM PANEL EDGE
15/32" OSB - EXTERIOR
10d @ 4" O.C. EDGES
SILL PLATE CONNECTION @ FOUNDATION
HOLD DOWN (LOCATIONS SHOWN AS
(1) HILTI 5/8"Øx8HUS-EZ @ 32" O.C.
(4-1/4" MIN. EMBEDMENT)
ON PLAN)
STUD SIZE AND SPACING 2x8 @ 16" O.C.
SUPPLIER BY SIMPSON (OR APPROVED EQUAL)HILTI HIT-HY 200 ADHESIVE w/ THREADED HAS ROD.SEE DETAIL 14/S201
2
BLOCKED
10d @ 6" O.C. EDGES
(1) HILTI 5/8"Øx8HUS-EZ @ 32" O.C.
(4-1/4" MIN. EMBEDMENT)
2x6 @ 16" O.C.
NOTES:
1) SEE ARCH DRAWINGS FOR NON-STRUCTURAL COMPONENTS (I.E. GYP. BOARD, RESILIENT CHANNELS, ETC.)2) SEE DETAIL 4/S401 FOR TYPICAL BUILT-UP 2x FRAMING SCHEME3) SEE DETAIL 1/S401 FOR TYPICAL WOOD SHEAR WALL ASSEMBLY4) ALL EXTERIOR WALLS ARE TYPE 3, U.N.O.
SIMPSON HDQ8-SDS3 w/ (20)-SDS 1/4x3 SCREWS w/ 3-PLY 2x6 POST AT EACH END OF
WALL w/ 7/8"Ø THREADED HAS ROD
(10 1/2" MIN. EMBEDMENT)
BLOCKED
3
BLOCKED
10d @ 6" O.C. EDGES
5/8"DIAx12 ASTM F1554GRADE 36 THREADED RODw/ DOUBLE NUT @ 32" O.C.
(8" MIN. EMBEDMENT)
2x6 @ 16" O.C.
15/32" OSB - EXTERIOR 15/32" OSB - EXTERIOR
SIMPSON HDQ8-SDS3 w/ (20)-SDS 1/4x3 SCREWS w/ 3-PLY 2x6 POST AT EACH END OF
WALL w/ 7/8"Ø THREADED HAS ROD
(10 1/2" MIN. EMBEDMENT)
WOOD SHEATHING SCHEDULE
MARK TYPE DETAILS NOTES
D-1 5/8" OSB SHEATHING AT ROOFSEE WF GENERAL STRUCTURAL NOTES
W18x35
18' - 6"
OWJ OR BEAM SIZE
TOP OF STEEL OR TOP OF
JOIST ELEVATION
TYPICAL FRAMING DESIGNATION
5k5k
END REACTION (SERVICE)
STEEL COLUMN
STEEL BEAM
BEAM OVER COLUMN
MOMENT CONNECTION
CONNECTION SYMBOLS
[20] c = 3/4"
# OF HEADED STUDS REQ'D CAMBE
R
NOTE: 1. LOOSE LINTELS SUPPORTING BRICK VENEER SHALL BEAR A MINIMUM OF 8" ON EACH SIDE OF OPENING.2. EXTERIOR LINTELS SHALL BE HOT-DIP GALVANIZED AFTER FABRICATION, SEE STRUCTURAL NOTES.
LINTEL SCHEDULE
MARK SIZE NOTESDETAIL
SEE BELOWL2
L4x4x5/15 GALVANIZED, 8" MIN. BEARING AT EACH END
SEE BELOWL1 12/S401
12/S401L5x5x3/8 GALVANIZED, WITH 3/4"Ø x6 LAG SCREWS @12" O.C. INTO LVL HEADER, 8" MIN. BEARING AT EACH END
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
RAKER RHODES ENGINEERING, LLCDes Moines IA. 50312
P:(515) 277-0275
FOR PERMITC:\U
sers
\bth
om
as\D
ocum
ents
\RR
E181
29 W
aukee V
ista
Re
tail
Ce
nte
r_R
19
_bth
om
as@
rakerr
hod
es.c
om
.rvt
3/2
9/2
019
9:4
0:1
3 A
M
S301
RRE18129
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RR
OO
F F
RA
MIN
GP
LA
N
04-02-2019 BT ER
PLAN NOTES:1. MECHANICAL UNIT WEIGHTS AND LOCATIONS SHOWN ON PLAN ARE BASIS OF DESIGN, NOTIFY EOR IF FINAL UNITS DIFFER. CONTRACTOR IS RESPONSIBLE FOR COORDINATING ALL RTU SIZES AND LOCATIONS w/ ROOF TRUSS SUPPLIER.2. T/ STEEL = XX'-XX" U.N.O.3. SEE SHEET S401 & S402 FOR TYPICAL FRAMING DETAILS.4. ROOF TRUSS BEARING EL. = 116'-0".6. GRID LINES ARE TO FACE OF EXTERIOR WALL SHEATHING.
10d COMMON NAILS SPACED @ 6" O.C. @ PANEL EDGES AND 12" O.C. @ INTERMEDIATE FRAMING FIELD NAILS NO LESS THAN 3/8" FROM PANEL EDGE
2x6 STUDS @ 16" O.C. (TYPICAL) W/(2) 8d TOE
NAILS @ EACH END
WOOD STRUCTURAL
PANEL SHEATHING
ONE SIDE ONLY SEE PLAN FOR
THICKNESS AND GRADE
HOLD DOWNS - SEE PLAN FOR LOCATION AND TYPE
DOUBLE 2x6 STUD @ SHEAR WALL ENDS
PLY 2x HEADER WITH 1/2" PLYWOOD
SPACERS TO MATCH 2x STUD WIDTH
FULL HEIGHT 2x4 OR 2x6 STUDS SEE HEADER
SCHEDULE
FASTEN HEADER TO STUDS WITH (6) 10d
COMMON NAILS @ EACH END
JACK STUDS - FACE NAIL DOUBLE STUDS WITH 16d COMMON NAILS @
24" O.C. SEE HEADER SCHEDULE
2x FRAMING @ 16" O.C. (TYP.)
16d COMMON NAILS @ 16" O.C. @ TOP AND BOTTOM
(STAGGERED) W/(3) 16d NAILS @ EACH END
NOTE: KING AND JACK STUDS SHALL BE CONTINUOUS FOR ALL FLOORS BELOW HEADER.
DIAPHRAGM
BOUNDARY
STRUCTURAL PANEL SHEATHING ONE SIDE
ONLY SEE PLAN FOR THICKNESS AND GRADE
10d COMMON NAILS SPACED @ MAXIMUM 6"
O.C. @ DIAPHRAGM BOUNDARY AND
SUPPORTED EDGES
10dCOMMON NAILS SPACED @ MAXIMUM 12" O.C. @ INTERMEDIATE FRAMING MEMBERS
THIS PANEL JOINT NOT CONTINUOUS
CONTINUOUS PANEL
ROOF TRUSSES (TYPICAL)
12d @ 16" O.C. STAGGERED
EA. SIDE
12d @ 16" O.C. STAGGERED EA.SIDE & EA. PLY
(2)-2x STUDS (MAY BE USED IN LIEU OF (1)-3x STUD)
(3)-2x STUDS
8"
8"
8"
8"
MIN. 1/2"
MIN. 1/2"
2x6 OR 2x4 FRAMING
SIMSPON LSTA18 ON INTERIOR FACE
CENTERED @ SPLICE
SPLICEMIN.
4' - 0"
10d NAIL @ 12" CENTERS
DOUBLE 2x4 OR 2x6 TOP PLATE
SPLICE
SEE PLAN
T/ PLATE
SIMSPON LSTA18 ON INTERIOR FACE CENTERED @ SPLICE
SEE PLAN
T/ STEEL
1/4" CAP PLATE
3/8" SHEAR TAB
SEE DETAIL 7/S4.1 FORNAILER SIZE & ATTACH INFO.
WF BEAMSEE PLAN
HSS COLUMN SEE PLAN
OSB ROOF SHEATHINGSEE PLAN
WF BEAMSEE PLAN
PRE-ENGINEERED WOOD ROOF TRUSS
SEE PLAN
SEE PLAN
T/ STEEL(2)-2X6 NAILERw/ (2) 1/2"Ø CARRIAGE BOLTS@ 24" O.C. (STAGGERED)SIMPSON H2.5A TRUSS TIE DOWN
12
1/4
SEE PLAN
T/ STEEL
1/4" CAP PLATE
3/8" SHEAR TAB
SEE DETAIL 7/S4.1 FORNAILER SIZE & ATTACH INFO.
WF BEAMSEE PLAN
HSS COLUMN SEE PLAN
PRE-ENGINEERED WOODROOF TRUSS, SEE PLAN
OSB ROOF SHEATHING SEE PLAN
NON-STRUCTURAL SHEATHINGSEE ARCH.
SIMPSON H2.5A TRUSS TIE-DOWN
DOUBLE 2x6 TOP PLATESEE 5/S4.1
SEE PLAN
JOIST BEARING
EQEQ
TRUSS BEARING
N.T
.S.
1'-6"
HE
EL
12
1/4
PRE-ENGINEERED WOODROOF TRUSS, SEE PLAN
OSB ROOF SHEATHING,
SEE PLAN
SIMPSON H2.5A TRUSS TIE-DOWN
SEE ARCH.
T/ WALL
NOTE: SEE ARCH. FOR LOCATION OF NON-STRUCTURAL COMPONENTS
SEE PLAN
TRUSS BEARING
11
TRUSS SUPPLIERTO INCLUDE PARAPET& KICKER INTO TRUSS DESIGN
2x8 STUDS @ 16" O.C.
WOOD TRUSS SUPPLIER TO DESIGN FOR KICKER REACTION
(LOAD IS PER KICKER)
+/- 40
0 LB
S
(SER
VICE)
WALL SHEATHING,SEE PLAN
WOOD SHEATHINGSEE PLAN
OSB ROOF SHEATINGSEE PLAN
PRE-ENGINEERED WOOD ROOF TRUSS, SEE PLAN
2x6 BLOCKING @ 48" O.C. FOR BRACE @ PARAPET
w/ LU26 HANGERS EA. END. FASTEN ROOF SHEATHING
PER GENERAL NOTES
SEE PLAN
JOIST BEARING
VARIES
DECK BEARING
2x6 STUD @16" O.C.
LU26 HANGER EACH ENDTYP.
2x BLOCKING BETWEEN EVERY OTHER STUD
CONT. 2x6 LEDGER w/ (2) - 1/4" SDS SCREWS @ EA. STUD
2x6 KICKER @ 16" O.C.
2x8 CONT., w/ (2) - 1/4" x 4" SDS SCREWS @ 48" O.C.
OSB ROOF SHEATHING,SEE PLAN
SEE ARCH.
T/ WALL
EXTEND ROOF SHEATHING TO PARAPET. PROVIDE 2'-0"x2'-0" ACCESS HOLES @ 8'-0" O.C., TYP.
1
1
2x6 BETWEEN BLOCKING w/ LU26 HANGERS EA. END
(4) - 10d NAILS
A35 SIMPSON TIE @ EA. STUD
TRUSS BEARING
2x6 STUD @16" O.C.
2x6 BLOCKING @ 48" O.C. FOR BRACE @ PARAPET
w/ LU26 HANGERS EA. END. FASTEN ROOF SHEATHING
PER GENERAL NOTES
2x4 BRACE @ 48" O.C.w/ 10d NAILS AT EACH END
1
1
DOUBLE TOP PLATE
SINGLE WALL PLATE
DOUBLE TOP PLATE
L2: L5x5x3/8, GALV.LINTEL
BRICK VENEER,SEE ARCH.
L2 LINTEL
LVL HEADER,SEE PLAN
2x8 STUD WALL,SEE PLAN
RIGID INSULATION,SEE ARCH.
OSB SHEATHING,SEE PLAN.
3/4"x6 LAG SCREW@ 12" O.C.
3 1
/2"
L1: L4x4x5/16, GALV.LINTEL (LOOSE)
BRICK VENEER,SEE ARCH.
L1 LINTEL
WOOD HEADER,SEE PLAN
2x6 STUD WALL,SEE PLAN
RIGID INSULATION,SEE ARCH.
OSB SHEATHING,SEE PLAN.
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
RAKER RHODES ENGINEERING, LLCDes Moines IA. 50312
P:(515) 277-0275
FOR PERMITC:\U
sers
\bth
om
as\D
ocum
ents
\RR
E181
29 W
aukee V
ista
Re
tail
Ce
nte
r_R
19
_bth
om
as@
rakerr
hod
es.c
om
.rvt
3/2
9/2
019
9:4
0:1
4 A
M
S401
RRE18129
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RF
RA
MIN
G D
ET
AIL
S
04-02-2019 BT ER
1/4" = 1'-0"1
TYPICAL WOOD SHEAR WALL ELEVATION3/4" = 1'-0"
2TYPICAL HEADER DETAIL
1/4" = 1'-0"3
WOOD ROOF DIAPHRAGM NAILING1/2" = 1'-0"
4BUILT UP 2x FRAMING
1/2" = 1'-0"5
TOP PLATE SPLICE3/4" = 1'-0"
6FRAMING CONNECTION
3/4" = 1'-0"7
ROOF TRUSS @ WF BEAM
3/4" = 1'-0"9
FRAMING DETAIL
3/4" = 1'-0"8
FRAMING DETAIL
1/2" = 1'-0"10
TRUSS BEARING DETAIL
3/4" = 1'-0"11
FRAMING DETAIL
3/4" = 1'-0"12
LINTEL DETAIL
42" 18"
60"
56"
CLEAR FLOOR AREA
LEVEL 1100'-0"
TO
P O
F B
AR
33
"-36
"
MIN.
24"
MIN.
12"
36" MIN.
LEVEL 1100'-0"
12" MAX. 42" MIN.
54" MIN.
48
" M
AX
.1
5"
MIN
.
CL7"-9"
MIN
.
18"
40
1/4
"
39"-41"
MIN.
24"
Y
NOTE: Y = 48 IN. MIN. W/O CLOSER Y = 54 IN. MIN. W/ CLOSER
MIN.
24"
Y
NOTE: Y = 42 IN. MIN. W/O CLOSER Y = 48 IN. MIN. W/ CLOSER
PULL SIDE
PUSH SIDE
MIN.
X
Y
NOTE: X = 36 IN. MIN. WHEN Y ≥ 60 IN.X = 42 IN. MIN. WHEN Y ≥ 54 IN., BUT < 60
IN.
Y
NOTE: Y = 42 IN. MIN. Y = 48 IN. MIN. W/ CLOSER & LATCH
PULL SIDE
PUSH SIDE
MIN.
22"
MIN.
18"
60
" M
IN.
MIN.
12"
48
" M
IN.
NOTE: 12" SIDE CLEARANCE REQUIRED WHEN DOOR EQUIPED WITH BOTH CLOSER & LATCH
PULL SIDE
PUSH SIDE
MIN.
18"
MIN
.
18"
FACE OF SIGNAGE
AREA OF REFUGE
AREA OF REFUGE
48
" M
IN.
60
" M
AX
.
**TACTILE LETTERS 5/8" MINIMUM IN HEIGHT
CLE
AR
48
" M
IN.
CLEAR
30" MIN.
TO FINISHED SURFACE15" MIN.
TO
RIM
34
" M
AX
.
40
" M
AX
.
34
" M
AX
.
17" MIN.
6" MAX.
8" MIN.
CLEAR AREA
9"
MIN
.
17
"-19
"
CLE
AR
48
" M
IN.
CLEAR
30" MIN. 6" MAX. 8" MIN.
27
" M
IN.
TO
BU
BB
LE
R
36"
MA
X
17"-19"
X >
27
"
4" MAX.
X ≥
80
"
27
" M
AX
.
CLE
AR
AN
CE
X <
80
"
15
" M
IN.
48
" M
AX
.
CLEAR FLOOR AREA
48"
CL
EA
R F
LO
OR
AR
EA
30"
20" MAX.
48
" M
AX
.
>20"-25" MAX.
44
" M
AX
.
27
" M
IN.
28
"-34
"
27
" M
AX
.
28
"-34
"
MAX.
10"
15
" M
IN.
48
" M
AX
.
MAX.
10"
34
" M
AX
.
48
" M
AX
.
10"-24" MAX.
34
" M
AX
.
46
" M
AX
.
CLEAR FLOOR AREA
30"
MAX.
10"
CL
EA
R F
LO
OR
AR
EA
48"
48"
36"
SE
AT
W
ALL
CO
NT
RO
L
WA
LL
MAX.
18"
GRAB BAR
4"
MA
X.
SHOWER HEAD
30"
TYPICAL
60"
CO
NT
RO
L
WA
LL
BACK WALL
HE
AD
E
ND
W
ALL
MIN
.
12"
MIN
.
24"
MAX.12"
MIN.
24"
MAX.
24"
GRAB BARGRAB BAR
30"
LENGTH OF TUB + SEAT + 12"
SE
AT
12"
CO
NT
RO
L
WA
LL
BACK WALL
HE
AD
E
ND
W
ALL
12" 15"
24"
GRAB BAR
LEVEL 1100'-0"
42" GRAB BAR
10" 46"
8"
30"
LEVEL 1100'-0"
28" 4"
8"
30"
24" GRAB BAR
LEVEL 1100'-0"
30"
8"
TUB
DEPTH OF
LEVEL 1100'-0"
6" 6"
6"
38"
LEVEL 1100'-0"
30"
8"
TUB
DEPTH OF
LEVEL 1100'-0"
30"
8"
SHOWER
DEPTH OF
LEVEL 1100'-0"
8"
30"
SHOWER
LENGTH OF
LEVEL 1100'-0"
8"
6"
24"
SHOWER
DEPTH OF
LEVEL 1100'-0"
33
"-36
"
8"-
10
"
MAX.12"
MAX.
15"
THIS DATA IS PROVIDED AS AN ADDITIONAL RESOURCE TO THE TEAM OF OWNER, CLIENT, ARCHITECT, ENGINEER, AND SPECIFICALLY,
CONTRACTOR. THIS IS A TOOL TO APPRISE ALL PARTIES OF GENERAL ACCESSIBLE CONDITIONS AS PUBLISHED PER THE "ICC ANSI A117.1-2009 ACCESSIBILE AND USABLE BUILDINGS AND FACILITIES". THE DIAGRAMS ARE VERBATIM DUPLICATIONS OF THE
STANDARDS AND ARE NOT INDICATIVE OF ALL CONDITIONS AND CERTAINLY DO NOT FULLY REPRESENT THE ENTIRETY OF THE
WRITTEN GUIDELINES AS CONTAINED IN THE STANDARDS. THIS DATA IS IN SUPPORT OF GENERAL ARCHITECTURAL AND ENGINEERING DOCUMENTATION, WHICH IS INTENDED TO BE CONSISTENT WITH ACCESSIBLE CONDITIONS. THIS DATA IS PROVIDED TO
ACT AS AN ADDED SAFEGUARD TO FULLY FAMILIARIZE THE TEAM WITH EXPECTATIONS ASSOCIATED WITH THE 2009 ANSI STANDARDS
AND TO ASSIST THE TEAM IN ACHIEVING FULLY ACCESSIBLE CONDITIONS AS REQUIRED BY CIVIL LAW. WE ENCOURAGE THE DETAILED REVIEW BY OWNER AND CONTRACTOR.
2009 ANSI A117.1 STANDARDS GENERAL NOTES:
MA
X.
1/2
"
MA
X.
1/4
"
1/4
"1
/4"
MA
X. M
AX
.
1/2
"
2
1
MA
X.
1/2
"
2
1
1/4
"-1
/2"
36" MIN.
X >
24
"
X >
15
"
60" MIN.
9"
MAX.
6"
30
" M
IN.
17"-25"
ELEVATION PLAN
27
" M
IN.
8" MIN.
9"
MIN
.
11" MIN.
25" MAX.
30
" M
IN.
ELEVATION PLAN
42" MIN.
X < 48"
42" MIN. 36" MIN.
X < 48"
36" MIN.
48" 60"
180° TURN 180° TURN (EXCEPTION)
18"
RE
CO
MM
EN
DE
D
15
" M
IN.
45"
RE
CO
MM
EN
DE
D
48
" M
AX
.
ENVIRONMENTAL CONTROLS SUCH AS, BUT NOT LIMITED TO, THERMOSTATS AND OTHER HEATING, AIR-CONDITIONING, AND OTHER MECHANISMS MUST BE POSITIONED IN ACCESSIBLE LOCATIONS.
1/2
"
1/4
"
5"
1. SIGNAGE PROPORTION: LETTERS AND NUMBERS ON SIGNS SHALL HAVE A WIDTH-TO-HEIGHT RATIO BETWEEN
3:5 AND 1:1 AND A STROKE-WIDTH-TO-HEIGHT RATIO BETWEEN 1:5 AND 1:10.2. CHARACTER HEIGHT: CHARACTERS AND NUMBERS ON SIGNS SHALL BE SIZED ACCORDING TO THE VIEWING
DISTANCE FROM WHICH THEY ARE TO BE READ. THE MINIMUM HEIGHT IS MEASURED USING AN UPPER CASE X.
LOWER CASE CHARACTERS ARE PERMITTED. 3 INCH MININUM HEIGHT.
3. RAISED AND BRAILLED CHARACTER AND PICTORIAL SYMBOL SIGNS: LETTERS AND NUMERALS SHALL BE RAISED 1/32 INCH IN UPPER CASE SANS SERIF OR SIMPLE SERIF TYPE AND SHALL BE ACCOMPANIED WITH
GRADE 2 BRAILLE. RAISED CHARACTERS SHALL BE AT LEAST 5/8 INCH HIGH, BUT NO HIGHER THAN 2 INCHES.
PICTOGRAMS SHALL BE ACCOMPANIED BY THE EQUIVALENT VERBAL DESCRIPTION PLACED DIRECTLY BELOW THE PICTOGRAM. THE BORDER DIMENSION OF THE PICTOGRAM SHALL BE 6 INCHES MINIMUM IN HEIGHT.
4. FINISH AND CONTRAST: THE CHARACTERS AND BACKGROUND OF SIGNS SHALL BE EGGSHELL, MATTE, OR
OTHER NON-GLARE FINISH. CHARACTERS AND SYMBOLS SHALL CONTRAST WITH THEIR BACKGROUND -EITHER LIGHT CHARACTERS ON A DARK BACKGROUND OR DARK CHARACTERS ON A LIGHT BACKGROUND.
5. MOUNTING LOCATION AND HEIGHT: WHERE PERMANENT INDENTIFICATION IS PROVIDED FOR ROOMS AND
SPACES, SIGNS SHALL BE INSTALLED ON THE WALL ADJACENT TO THE LATCH SIDE OF THE DOOR. WHERE
THERE IS NO WALL SPACE TO THE LATCH SIDE OF THE DOOR, INCLUDING AT DOUBLE LEAF DOORS, SIGNS SHALL BE PLACED ON THE NEAREST ADJACENT WALL. MOUNTING HEIGHT SHALL BE 60 INCHES ABOVE THE
FINISH FLOOR TO THE CENTERLINE OF THE SIGN. MOUNTING LOCATION FOR SUCH SIGNAGE SHALL BE SO
THAT A PERSON MAY APPROACH WITHIN 3 INCHES OF SIGNAGE WITHOUT ENCOUNTERING PROTRUDING OBJECTS OR STANDING WITHIN THE SWING OF A DOOR.
SIGNAGE GENERAL NOTES:
LEVEL 1100'-0"
MIN
.
18"
3"-
6"
33
"-36
" 8"-
10
"
MAX.
24"
MIN.
24"12" MAX.
1. BATHTUB SEAT: AN IN-TUB SEAT OR A SEAT AT THE HEAD OF THE TUB SHALL BE PROVIDED AS SHOWN
ABOVE. SEATS SHALL BE MOUNTED SECURELY AND SHALL NOT SLIP DURING USE.
2. SHOWER UNIT: A SHOWER SPRAY UNIT WITH A HOSE AT LEAST 60 INCHES LONG THAT CAN BE USED BOTH AS A FIXED SHOWER HEAD AND AS A HAND-HELD SHOWER SHALL BE PROVIDED.
3. BATHTUB ENCLOSURES: IF PROVIDED, ENCLOSURES FOR BATHTUBS SHALL NOT OBSTRUCT CONTROLS OR
TRANSFER FROM WHEELCHAIRS ONTO BATHTUB SEATS OR INTO TUBS. ENCLOSURES ON BATHTUBS SHALL
NOT HAVE TRACKS MOUNTED ON THEIR BATHTUB RIMS. (BATHTUB RIMS SHALL BE 17 INCHES TO 19 INCHES MEASURED FROM FLOOR TO TOP OF RIM.)
BATHTUB GENERAL NOTES:
LEVEL 1100'-0"
CL
LOCATION OF TUB CONTROLS
LEVEL 1100'-0"
36"
MIN.
16"
27" MAX.
AB
OV
E G
RA
B B
AR
48
" M
AX
.
WITH SEAT
LEVEL 1100'-0"
CL
33
"-36
"
38
" M
IN.
48
" M
AX
.
15" MAX. 15" MAX.
LEVEL 1100'-0"
MAX.
27"
38
" M
IN.
48
" M
AX
.
LEVEL 1100'-0"
38
" M
IN.
48
" M
AX
.
15" MAX.
60"
30"
INS
IDE
FA
CE
OF
FIN
ISH
30
" M
IN.
SE
AT
W
AL
L
SID
E W
ALL
INSIDE FACE OF FINISH
60" MIN.
6" MAX.
6"
MA
X. IF NO SEAT PROVIDED
6" MAX.
36"
SID
E W
ALL
SID
E W
ALL
INSIDE FACE OF FINISH
60" MIN.
6" MAX.
6"
MA
X.
6" MAX.
24"-36"
MIN.
36"
60" MIN.
1. THRESHOLDS: THRESHOLDS IN ROLL-IN-TYPE SHOWER COMPARTMENTS SHALL BE 1/2 INCH MAXIMUM IN HEIGHT IN ACCORDANCE
WITH ANSI SECTION 303. IN TRANSFER-TYPE SHOWER COMPARTMENTS, THRESHOLDS 1/2 INCH MAXIMUM IN HEIGHT SHALL BE BEVELED, ROUNDED, OR VERTICAL.
2. FLOOR SLOPE: THE MAXIMUM SLOPE OF THE FLOOR SHALL BE 1/4 INCH PER FOOT IN ANY DIRECTION. WHERE DRAINS ARE
PROVIDED, GRATE OPENINGS SHALL BE A MAXIMUM OF 1/4 INCH AND LOCATED FLUSH WITH THE FLOOR SURFACE.
3. ENCLOSURES: IF PROVIDED, ENCLOSURES FOR SHOWER STALLS SHALL NOT OBSTRUCT CONTROLS OR OBSTRUCT TRANSFER FROM WHEELCHAIRS ONTO SHOWER SEATS.
SHOWER STALLS GENERAL NOTES:
60
" M
IN.
60" MIN.WID
TH
DO
OR
48
" M
IN.
60" MIN.
WID
TH
DO
OR
48
" M
IN.
WID
TH
DO
OR 60" MIN.
MIN.
18"
MIN.
18"
MIN.
18"
12" MIN.
48
" M
IN.
12" MIN.*
*PROVIDE 12" CLEARANCE IF DOORS EQUIPED WITH BOTH LATCH & CLOSER.
48" M
IN.
DOOR WIDTH PLUS 42"
*
*24" MINIMUM EXTERIOR & 18" MINIMUM INTERIOR BEYOND STRIKE EDGE OF A GATE OR DOOR ON THE SIDE TOWARD WHICH IT SWINGS.
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
5:0
3 P
M
A000
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RA
RC
HIT
EC
TU
RA
LG
EN
ER
AL
INF
OR
MA
TIO
N
04-10-19 DS ---
CLEAR FLOOR SPACE ATWATER CLOSETS
GRAB BARS & TOILETTISSUE DISPENSERS ATWATER CLOSETS
404.2.4.1 - MANEUVERING CLEARANCES AT DOORS
703.4.2 - LOCATION OFTACTILE SIGNS AT DOORS
703.4.1 - LOCATION OFTACTILE CHARACTERSA.F.F.
606 - LAVATORIES & SINKS CLEARANCES
DRINKING FOUNTAIN/WATERCOOLER CLEARANCES
307.2 WALL PROTRUSION &CEILING CLEARANCES
307.4 HEAD CLEARANCE
308.2.1 FORWARD READ308.2.2 FORWARD REACH @ COUNTER308.3.1 SIDE REACH LIMITS
608.2.1 - TRANSFER TYPESHOWER
607.4.2 - BATHTUB WITHOUT SEAT607.4.1 - BATHTUB WITH SEAT
WATER CLOSET - FRONT WATER CLOSET - SIDE TUB - CONTROL WALL TUB - BACK WALL TUB - SIDE WALL SHOWER - CONTROL WALL SHOWER - BACK WALL SHOWER - SEAT WALL
GRAB BAR REINFORCING
607 - CLEARANCES FOR BATHTUBS
SIGNAGE REQUIREMENTS
302.2 CARPET PILE HEIGHT 303.2 VERTICAL CHANGE IN LEVEL303.3 BEVELED CHANGES IN LEVEL
302 & 303 - FLOOR SURFACES & CHANGES IN LEVEL
305.7 MANUVERING CLEARANCE IN AN ALCOVE
306.2 TOE CLEARANCE
306.3 KNEE CLEARANCE
403.5.1 CLEAR WIDTH AT 180° TURN
OUTLET, CONTROLS &SWITCH HEIGHT
EXTERIOR DOOR THRESHOLD
EXPOSED PIPES & SURFACES:WATER SUPPLY AND DRAIN PIPES UNDER LAVATORIES AND SINKS SHALL BE INSULATED OR OTHERWISE PROTECTED AGAINST CONTACT. THERE SHALL BE NO SHARP OR ABRASIVE SURFACES UNDER LAVATORIES AND SINKS.
607.5 LOCATION OFBATHTUB CONTROLS
608.4.2 STANDARDROLL-IN-TYPE SHOWERCONTROL
608.4.3 ALT. ROLL-IN-TYPESHOWER CONTROL BACKWALL
608.4.3 ALT. ROLL-IN-TYPESHOWER CONTROL SIDEWALL
608.4.1 TRANSFER-TYPESHOWER CONTROLS
608.2.2 STANDARDROLL-IN-TYPE SHOWER
608.2.3 ALTERNATEROLL-IN-TYPE SHOWER
404.2.5 TWO DOORS IN A SERIES
EXTERIOR WALL LEGEND - WOOD STUD
8"X8"X16" CMU - CHISEL FACE 1" AIR SPACE CLEAN CAVITY1" RIGID INSULATIONAIR AND VAPOR BARRIER1/2" EXTERIOR SHEATHING2" x 6" WOOD STUDS 16" O.C. W/ R-19 BATT INSULATION5/8" GYP. BOARD BY TENANT
*SEE MANUFACTURE INSTALLATION RECOMMENDATION
1'-4 3
/4"
FIRE
RATING
RATING
SOURCENOTEWALL TYPE DESCRIPTION
N/A
3 5/8" UTILITY BRICK1" AIR SPACE1" RIGID INSULATIONAIR AND VAPOR BARRIER1/2"" EXTERIOR SHEATHING2" x 6" WOOD STUDS 16" O.C.R-19 BATT INSULATION5/8" GYP. BOARD BY TENANT
1'-0 3
/8"
N/A
7/8" E.I.F.S. COMMERCIAL FINISH 1" RIGID INSULATION (R-5) DRAINAGE MATT AIR AND VAPOR BARRIER1/2"" EXTERIOR SHEATHING2" x 6" WOOD STUDS 16" O.C.R-19 BATT INSULATION5/8" GYPSUM BOARD BY TENANT
8 5
/8"
CORRUGATED METAL SIDING PANELS1" RIGID INSULATION (R-5) AIR AND VAPOR BARRIER1/2" EXTERIOR SHEATHING2" x 6" WOOD STUDS 16" O.C.R-19 BATT INSULATION5/8" GYPSUM BOARD BY TENANT
N/A
N/A
AP
RO
X.
8 3
/4"
WALL
TYPE
*SEE MANUFACTURE INSTALLATION RECOMMENDATION
1 HR
INTERIOR WALL LEGEND - WOOD STUD
5/8" TYPE X GYPSUM BOARD2" x 6" WOOD STUDS 16" O.C. w/ BATT INSULATION5/8" TYPE X GYPSUM BOARDFUTURE BY TENANT
6 3
/4" GA FILE NO.
WP 3660
UL U379 * SEAL ANY PENETRATION W/ FIRE CAULK AS REQUIRED
E1
E2
E3
E4
IN1
*DEMISING WALL FOR FUTURE SEPARATION
N/A
N/A
N/A
N/A
E1 - 8 = SAME EXTERIOR WALL MATERIAL AS E1 WITH 2X8 WOOD STUD FRAMING (NORTH WALL ONLY).
E2 - 8 = SAME EXTERIOR WALL MATERIAL AS E2 WITH 2X8 WOOD STUD FRAMING (NORTH WALL ONLY).
E3 - 8 = SAME EXTERIOR WALL MATERIAL AS E3 WITH 2X8 WOOD STUD FRAMING (NORTH WALL ONLY).
*WALL TO DECK
GENERAL NOTES:01. REFER TO ADDITIONAL NOTES AND REQUIREMENTS ON ALL OTHER DOCUMENTS AND DISCIPLINES.
02. USE DIMENSIONAL INFORMATION GIVEN. DO NOT SCALE DRAWINGS. INTERIOR PARTITION DIMENSIONS ARE TYPICALLY INDICATED TO THE FACE OF STUDS. EXTERIOR DIMENSIONS ARE INDICATED TO FACE OF SHEATHING.
03. EQUIPMENT, FURNITURE OR FIXTURES IN FLOOR PLAN ARE SHOWN FOR REFERENCE ONLY. VERIFY TYPE, SIZE AND LOCATION WITH OTHER DISCIPLINES AND OWNER.
04. FOR WALL TYPES NOT SEEN ON PLAN REFER TO WALL SECTIONS AND DETAILS.
GENERAL NOTES:
4
4
3
3
2
2
1
1
75'-0"
5'-8" 17'-7" 5'-4" 19'-6" 5'-4" 17'-7" 5'-8"
10" 25'-0" 25'-0" 25'-0" 10"
A A
B B
C C
10"
34
'-6
"2
5'-6
"
5 5
/8"
TENANT A
1
TENANT B
2
TENANT C
3
1-A 2-A
1-B 2-B 3-B4
5 5/8"
19'-10" 4'-4" 3'-0" 4'-4" 2'-10" 4'-4" 12'-0" 4'-4" 20'-0"
5 5/8"
25'-0" 25'-0" 25'-0"
5'-8
"1
0'-0
"5
'-4
"4
0'-3 5
/8"
5 5
/8"
25
'-6
"3
4'-6
"1
0"
SPRINKLERROOM
4
5'-8
"1
0'-0
"5
'-4
"9
'-2 1
/4"
2'-4 1
/8"
14
'-0
"2
'-4 1
/8"
12
'-5 1
/4"
DRIVE THRU WINDOW
DRIVE THRU WINDOW
E1-8 SF 1 E1-8 SF2 E1-8 E1-8
SF3
E1
E1
E2
E2
E2
E1
SF3
E1
E2
E2E2
E2
IN1
IN1
IN1 IN1
FIXED ROOF ACCESS LADDER/ W WALK-THRU
HANDRAIL & SECURITY BOTTOM CAGE
EXIT EXIT EXIT
60
'-0
"
60
'-0
"
A200
2
A200
4
A200
1
A200
3
SF 1
8'-0"
5 1/2"
5 1
/2"
8'-0
"
DEMISING WALLS ARE SHOWN FOR REFERENCE
ONLY. WALL MAY BE OMITED.
4 3/8"
5
A300
4
A300
3
A300
2
A300
1
A300
4 3/8"
CO
NC
.
12
'-0
"
CONC.
9'-9"
CO
NC
.
9'-0
"
FLOORDRAIN
ROOF PLAN NOTE:
01. REFER TO ADDITIONAL NOTES AND REQUIREMENTS ON ALL OTHER DOCUMENTS, DISCIPLINES AND SPECIFICATIONS.
02. 3X4 MIN. GUTTER & 3"X4" MIN. DOWNSPOUT SYSTEM.
03. EQUIPMENT IS SHOWN FOR REFERENCE ONLY. SEE MEP FOR RTU AND ADDITIONAL EQUIPMENT LOCATION & SIZES
04. CONTRACTOR TO PROVIDE ROOF WALK PADS AS REQUIRED.
4
4
3
3
2
2
1
1
A A
B B
C C
PR
E-F
INIS
HE
D M
ET
AL R
AK
E T
RIM
PR
E-F
INIS
HE
D M
ET
AL C
OP
ING
PRE-FINISHED METAL COPINGPRE-FINISHED METAL COPING TO MATCH
STOREFRONT
PRE-FINISHED METAL COPING
PR
E-F
INIS
HE
D M
ET
AL R
AK
E T
RIM
PR
E-F
INIS
HE
D M
ET
AL C
OP
ING
RT
U
RT
U
RT
U
1/4
" / 1
'-0
"
1/4
" / 1
'-0
"
1/4
" / 1
'-0
"
ROOF CONSTRUCTION:-60 MIL SINGLE PLY ROOFING-EPDM-5" RIGID INSULATION (POLYISO, R-28.5) -5/8" DECK SHEATHING-ROOF TRUSS (SEE STRUCTURAL)
ROOF PARAPET BRACE- SEE STRUCTURAL
ROOF PARAPET BRACE-SEE STRUCTURAL
PRE-FINISHED 3"X4" MIN. GUTTER SYSTEMFIXED ROOF ACCESS
LADDER/ W WALK-THRU HANDRAIL & SECURITY BOTTOM CAGE
D.S. D.S. D.S. D.S.
78 SF
SPRINKLER RISER
1555 SF
TENANT A
1446 SF
TENANT B
1555 SF
TENANT C
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
5:1
0 P
M
A100
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RF
IRS
T F
LO
OR
PL
AN
04-10-19 DS KC
N
TENANT AREA (RENTABLE BUILDING AREA)
TANANT SPACE Area
SPRINKLER RISER 78 SF
TENANT A 1555 SF
TENANT B 1446 SF
TENANT C 1555 SF
1/8" = 1'-0"1
FLOOR PLAN1/8" = 1'-0"
2ROOF PLAN
BUILDING AREA (GROSS BUILDING AREA)
LEVEL AREA
LEVEL 1 4634 SF
1/16" = 1'-0"3
AREA PLAN
NOT USED
SEESTRUCTURALFOR SLABCONCRETEPOUR
LEVEL 1100'-0"
LEVEL 1100'-0"
T.O. PARAPET121'-8"
T.O. HIGHPARAPET
125'-0"
T.O. HIGHPARAPET
125'-0"
TRUSS BRG.116'-0"
4 3 2 1
14
'-0
"1
1'-0
"
EC
P2
FA
P1P1
M1 M1
B1
FA
P1P2P1
M1M1FA
2-A 1-ASF2 SF 1
SM
EC
SMFSMFSMFSMF
A200
6
19'-6" 17'-7"17'-7"
LEVEL 1100'-0"
T.O. HIGHPARAPET
125'-0"
LOW ROOF118'-0"
TRUSS BRG.116'-0"
4321
RTURTU
RTU
FIXED ROOF ACCESS LADDER/ W WALK-THRU
HANDRAIL & SECURITY BOTTOM CAGE
D.S. D.S. D.S. D.S.1-B 4 2-B 3-B
P1 P1 P1
PARAPET (BEHIND)
B1B1 B1
G
9'-4
"8
'-8
"
6
A300
6
A300
4'-8
"
RTU SCREEN TO MATCH P1
LEVEL 1100'-0"
T.O. HIGHPARAPET
125'-0"
TRUSS BRG.116'-0"
3 2 1
VERTICAL E.I.F.S EXPANSION REVEAL
ECEC
SM
B1P2
P1P1
M1M1M1
P1
2-A 1-A
SMF SMF SMF
SF2SF 1
14
'-0
"1
1'-0
"
1
A300
2
A300
4
A300
25
'-0
"
1'-4
"2
3'-8
"
P1
LEVEL 1100'-0"
T.O. BAND 1114'-0"
T.O. PARAPET121'-8"
T.O. HIGHPARAPET
125'-0"
TRUSS BRG.116'-0"
ABC
P2P1P1
M1M1
SF3
FC1
8'-8
"
B1
SMFSMF
EC
11
'-0
"1
4'-0
"
25
'-0
"
3'-4
"
21
'-8
"LEVEL 1100'-0"
LEVEL 1100'-0"
T.O. PARAPET121'-8"
T.O. HIGHPARAPET
125'-0"
TRUSS BRG.116'-0"
A B C
21
'-7 7
/8"
10
'-8
"1
4'-4
"SF3
P2 P1P1
M1
FC1
B1
EC
SM
SMFSMF
M1
1'-4 1
/2"
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
5:4
9 P
M
A200
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RE
LE
VA
TIO
NS
04-10-19 DS KC
MATERIAL LEGEND
KEY NOTE
AL ALUM. STOREFRONT FRAME - FINISH:KAWNEER OR SIMILAR - DARK BRONZE
B1 3 5/8" X 3 5/8" X 11 5/8" UTILITY BRICK - FINISH: SIOUX CITY BRICK OR EQUAL EBONITE VELOUR
DS 3X4 DOWNSPOUT SYSTEM: P2
EC E.I.F.S.- COPING: P2
FA FABRIC AWNING W/ ALUM. FRAME PLEATED FABRIC BLACK
FC1 FIBER CEMENT PANEL PAINT TO MATCH SHERWIN WILLIAMS SW7069 "IRON ORE"
G 3X4 GUTTER SYSTEM FINISH: P2
M1 8X8X16 SPLIT FACED CMU BLOCK VENEER - CORDOVA STONE - LIMESTONE, CHISEL FACE
P1 E.I.F.S.- FINISH: P1 SHERWIN WILLIAMS -SW7632 MODERN GRAY
P2 E.I.F.S.- FINISH: P2 SHERWIN WILLIAMS -SW7643 PUSSYWILLOW
S SIGNAGE BY OWNER
SM SHEET METAL COPING - FINISH:MATCH STOREFRONT
SMF SHEET METAL FLASHING - FINISH:MATCH STOREFRONT
*EQUIMENT & FIXTURES SHOWN IN ELEVATIONS ARE FOR REFERENCE ONLY. SEE MEP FOR ADDITIONAL INFORMATION.
CAST STONE WINDOW SILL - GREY ANY MANUF. UNDER DRIVE-UP WINDOW
1/8" = 1'-0"2
NORTH ELEVATION
1/8" = 1'-0"4
SOUTH ELEVATION
1/4" = 1'-0"6
ELARGED FACADE
1/8" = 1'-0"3
EAST ELEVATION
1/8" = 1'-0"1
WEST ELEVATION
P1 - MODERN GREYP2 - PUSSYWILLOW AL - KAWNEER DARK BRONZE
B1 - EBONITE VELOUR M1 - CORDOVA STONE LIMESTONE, CHISEL FACE
LEVEL 1100'-0"
T.O. HIGHPARAPET
125'-0"
18
'-0
"
A300
4
A300
5
TRUSS BRG.116'-0"
REINFORCED CONCRETE FOOTING - SEE STRUCTURAL
REINFORCED CONCRETE FOOTING - SEE STRUCTURAL
SEE STRUCTURAL FOR ROOF TRUSSES, SIZE AND LAYOUT
E3-8
1/4" 1'-0"
RTU
MIN.2'-0"
4" CONCRETE SLAB, SEE STRUCTURAL
ROOF CONSTRUCTION:-60 MIL SINGLE PLY ROOFING-EPDM-5" RIGID INSULATION (POLYISO, R-28.5) -5/8" DECK SHEATHING-ROOF TRUSS (SEE STRUCTURAL)
MIN
.2
'-0
"
MIN.2'-0"
2'-0
"
FIXED ROOF ACCESS LADDER/ W WALK-THRU HANDRAIL & SECURITY BOTTOM CAGE (BEHIND)
PARAPET (BEHIND)
PARAPET (BEHIND)
ABC
LEVEL 1100'-0"
T.O. HIGHPARAPET
125'-0"
9'-0
"1
6'-0
"
E3-8
1/4" / 1'-0"
TRUSS BRG.116'-0"
E1-8
PRE-ENGINEERED WOOD ROOF TRUSS, SEE STRUCTURAL
PRE- FINISHED METAL PARAPET CAP SLOPED TO ROOF
E.I.F.S. COPING
PRE-FINISHED METAL FLASHING (SLOPED)
INTERIOR EXTERIOR
A500
3
A500
2
A500
1
-60 MIL SINGLE PLY ROOFING-EPDM-5" RIGID INSULATION (POLYISO, R-28.5) -5/8" DECK SHEATHING-PARAPET BRACE, SEE STRUCTURAL.
A
9'-0
"
SPRAY WATER PROOFING ON SPLIT FACE BLOCK
LEVEL 1100'-0"
T.O. PARAPET121'-8"
11
'-8
"1
0'-0
"
ALUMINUM STOREFRONT SYSTEM W/ INSULATED GLAZING
PLEATED FABRIC AWNING W/ ALUMINUM FRAME
TRUSS BRG.116'-0"
INTERIOR EXTERIOR
PRE- FINISHED METAL CAP TO MATCH STOREFRONT FINISH
1/4" / 1'-0"
PRE-ENGINEERED WOOD ROOF TRUSS, SEE STRUCTURAL
HEADER, SEE STRUCTURAL
SF2
A500
6
A500
5
A500
4
E2-8
60 MIL SINGLE PLY ROOFING-EPDM-5" RIGID INSULATION (POLYISO, R-28.5) -5/8" DECK SHEATHING-PARAPET BRACE, SEE STRUCTURAL.
A
16
'-0
"
23
'-8
"
2'-0
"
LEVEL 1100'-0"
T.O. HIGHPARAPET
125'-0"
TRUSS BRG.116'-0"
1/4" / 1'-0"
PRE-ENGINEERED WOOD ROOF TRUSS, SEE STRUCTURAL
E.I.F.S. COPING
HEADER, SEE STRUCTURAL
ALUMINUM STOREFRONT SYSTEM W/ INSULATED GLAZING
INTERIOR EXTERIOR
A500
10
A500
3Sim
A500
11
PRE- FINISHED METAL PARAPET CAP SLOPED TO ROOF
-60 MIL SINGLE PLY ROOFING-EPDM-5" RIGID INSULATION (POLYISO, R-28.5) -5/8" DECK SHEATHING-PARAPET BRACE, SEE STRUCTURAL.
4
9'-0
"1
6'-0
"
LEVEL 1100'-0"
LOW ROOF118'-0"
TRUSS BRG.116'-0"
A500
8Sim
3X4 MIN. GUTTER & 3"X4" MIN. DOWNSPOUT SYSTEM.
1/4" / 1'-0"
E2
C
WRAP E.P.D.M. UNDERDOWN SPOUT SEALANT BEAD
FOR DETAIL CONFORM TO ROOFING MANUF. WARRANTY GUIDELINES
A500
7Sim
8'-8
"
E.I.F.S. FINISH SYSTEM WITH DRAINAGE MATT
E.I.F.S. DRAINAGE TRIMWITH THRU-WALLFLASHING
E.I.F.S. TERMINATION PER MANUF.
LEVEL 1100'-0"
14
'-8
"3
'-4
"3
'-8
"2
7/8
"
TRUSS BRG.116'-0"
E2
DRIVE-THRU WINDOW
PRE-ENGINEERED WOOD ROOF TRUSS, SEE STRUCTURAL
HEADER, SEE STRUCTURAL
A500
8
A500
9
A500
7
A500
12
EXTERIOR INTERIOR
EXTEND EPDM ROOF MEMBRANE UP & OVER PARAPET
3A500
6Sim
7'-0
"
21
'-8
"
GENERAL NOTES:01. REFER TO ADDITIONAL NOTES AND REQUIREMENTS ON ALL OTHER DOCUMENTS, DISCIPLINES AND SPECIFICATIONS.
02. USE DIMENSIONAL INFORMATION GIVEN. DO NOT SCALE DRAWINGS. INTERIOR PARTITION DIMENSIONS ARE TYPICALLY INDICATED TO THE FINISH FACE OF WALLS. EXTERIOR DIMENSIONS ARE INDICATED TO FACE OF SHEATHING.
03. EQUIPMENT IS SHOWN FOR REFERENCE ONLY. SEE MEP FOR RTU AND ADDITIONAL EQUIPMENT LOCATION & SIZES
04.REFER TO A100 WALL LEGEND FOR ADDITIONAL INFORMATION ON WALL CONSTRUCTION.
GENERAL SECTION NOTES:
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
5:5
7 P
M
A300
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RB
UIL
DIN
GS
EC
TIO
NS
04-10-19 DS KC
1/4" = 1'-0"6
BUILDING SECTION A
1/2" = 1'-0"1
NORTH SECTION THROUGH SPLIT CMU WALL1/2" = 1'-0"
2NORTH SECTION THROUGH BRICK & STOREFRONT
1/2" = 1'-0"4
NORTH SECTION THROUGH E.I.F.S. & STOREFRONT1/2" = 1'-0"
5SOUTH BUILDING SECTION
1/2" = 1'-0"3
EAST BUILDING SECTION
ROOF125'-0"
T.O. HIGHPARAPET
125'-0"
E.I.F.S. COPING
4"
2"
1'-0
"
1"1"1"
6"
4"
PRE- FINISHED METAL PARAPET CAP SLOPED TO ROOF
PARAPET, SEE STRUCTURAL
DOUBLE TOP PLATE, SEE STRUCTURAL
DRIP EDGE
WOOD BLOCKING AS REQUIRED. SLOPE BACK TO ROOF
1/2" EXTERIOR SHEATHING
AIR AND VAPOR BARRIER
EXTEND EPDM ROOF MEMBRANE UP & OVER PARAPET
A
T.O. BAND 1114'-0"
TRUSS BRG.116'-0"
4"
SPLIT FACED CMU 8"(D)X8"(H) X 16" (L)PROVIDE WATER SPRAY PROOFING ON SPLIT FACE BLOCK
1" CONTINUOUS RIGID INSULATION
1" MIN. CLEAR AIR SPACE, CLEAN BACKCAVITY DURING MASONRY INSTALLATION
CONTINUOUS AIR AND VAPOR BARRIER
THRU-WALL PRE-FINISHED MTL. FLASHING WITH DRIP EDGE
PERFORATED CASING BEAD
(3) COATS E.I.F.S. VENEER
E.I.F.S. DRAINAGE MAT
A
BACKER ROD SEALANT
SEALANT BEAD OVER TERMINATION BAR-RECEIVER AT TOP OF FLASHING
SLOPED TREATED BLOCKING
LEVEL 1100'-0"
REINFORCED CONCRETE FOOTING - SEE STRUCTURAL
2" RIGID INSULATION EXTEND 24" MIN.
HORIZONTALLY AND VERTICALLY
4" COMPACTED GRANULAR FILLED
4" CONCRETE SLAB, SEE STRUCTURAL
MIN
.
4" SLOPE GRADE AWAY
FROM BLDG.
THRU WALL FLASHING
LAP AIR AND VAPOR BARRIER OVER FLASHING
SPLIT FACED CMU 8"(D)X8"(H) X 16" (L)
GROUT CAVITY SOLID
1" AIRSPACE. MOTAR NET
1" CONTINUOUS RIGID INSULATIONFLASHING TERMINATION BAR
A
CAVITY VENT
SEALANT BASE OF DRYWALL (TYPICAL)
ROOF125'-0"
5 7
/8"
CAVITY VENT
UTILITY BRICK, SEE ELEVATION
CONTINUOUS AIR AND VAPOR BARRIER
1" CONTINUOUS RIGID INSULATION
1" AIRSPACE
1"
PRE- FINISHED METAL PARAPET CAP SLOPED TO ROOF
DRIP EDGE
DOUBLE TOP PLATE, SEE STRUCTURAL
EXTEND EPDM ROOF MEMBRANE UP & OVER PARAPET
AIR AND VAPOR BARRIER
1/2" EXTERIOR SHEATHING
PARAPET, SEE STRUCTURAL
A1'-4
"
1"
CAVITY DRAINAGE NET
HEADER - SEE STRUCTURAL
STEEL ANGLE, SEE STRUCTURAL
CAVITY VENT
PREFINISHED METAL FLASHING & DRIP EDGE
UTILITY BRICK, SEE ELEVATION
CORNER BEAD TYP. AT ALL OUTSIDE
CORNERS
5/8" LAYER OF GYPSUM BOARD RETURN
ALUMINUM STOREFRONT SYSTEM W/ INSULATED GLAZING
1" CONTINUOUS RIGID INSULATION
1" AIRSPACE
CONTINUOUS AIR AND VAPOR BARRIER
CONTINOUS SEALANT & SHIM SPACE
A
LEVEL 1100'-0"
2" RIGID INSULATION EXTEND 24" MIN. HORIZONTALLY AND
VERTICALLY
4" COMPACTED GRANULAR FILLED
4" CONCRETE SLAB, SEE STRUCTURAL
ALUMINUM STOREFRONT SYSTEM W/ INSULATED GLAZING
1" RIGID INSULATION
SHIM SPACE AND CONTINUOUS SEALANT
A
ALIGN CENTER OF GLASS WITH1" RIGID INSULATION BELOW
CONTINUOUS AIR AND VAPOR BARRIER
1" CONTINUOUS RIGID INSULATION
1" AIRSPACE
UTILITY BRICK, SEE ELEVATION
4
1" AIRSPACE, CLEAN BACK CAVITY SPACETO MAINTAIN DRAINAGE
1"1/2"
5 1/2"5/8" 3 5/8"1"
E.I.F.S. DRAINAGE TRIM DETAIL PER MANUFACTURER
PRE-FINISHED THRU-WALL METAL FLASHING WITH DRIP EDGE AND TERMINATION STRIP
3 COATS E.I.F.S. FINISH SYSTEMWITH DRAINAGE MATT
SEALANT BEAD, TREATEDBLOCKING
LEVEL 1100'-0"
1"
LAP AIR AND VAPOR BARRIER OVER FLASHING
CAVITY VENT
THRU WALL FLASHING
SLOPE GRADE AWAY FROM BLDG.
GROUT CAVITY SOLID
4" CONCRETE SLAB, SEE STRUCTURAL
4" COMPACTED GRANULAR FILLED
2" RIGID INSULATION EXTEND 24" MIN. HORIZONTALLY AND
VERTICALLY
4"
1" CONTINUOUS RIGID INSULATION
1" AIRSPACE
4
TERMINATION BAR
MOTAR NETSEALANT BASE OF DRYWALL (TYPICAL)
7/8
"
HEADER - SEE STRUCTURAL
CONTINUOUS AIR AND VAPOR BARRIER
1" CONTINUOUS RIGID INSULATION
PREFINISHED METAL FLASHING & DRIP EDGE,BACKER ROD AND SEALANT
ALUMINUM STOREFRONT SYSTEM W/ INSULATED GLAZING
CORNER BEAD TYP. AT ALL OUTSIDE CORNERS
5/8" LAYER OF GYPSUM BOARD RETURN
CONTINOUS SEALANT & SHIM SPACE
(3) COATS E.I.F.S. VENEER
PERFORATED CASING BEAD, ALLOW DRAINAGE OF EIFS
A
THRU-WALL FLASHINGAND TERMINATION BAR
LEVEL 1100'-0"
MANUFACTURED THRESHOLD PLATE. SET IN
MASTIC, SEAL ALL JOINTS (MAX. 1/2" RISE)
1" RIGID INSULATION
1/2
"
ALUMINUM DOOR W/ INSULATED GLAZING, SEE SCHEDULE
2" RIGID INSULATION EXTEND 24" MIN. HORIZONTALLY AND
VERTICALLY
4" COMPACTED GRANULAR
FILLED
A
1"
CONTINUOUS AIR AND VAPOR BARRIER
1" CONTINUOUS RIGID INSULATION
1" AIRSPACE
UTILITY BRICK, SEE ELEVATION
CAVITY DRAINAGE NET
STEEL ANGLE, SEE STRUCTURAL
PREFINISHED METAL FLASHING & DRIP EDGE
CAVITY VENT
DRIVE-THRU WINDOW TO BE SELECTED BY CONTRACTOR
SHIM SPACE
SEALANT BOTH SIDES
9
TERMINATION BAR/SEALANT
1"1"
DRIVE-THRU WINDOW BY CONTRACTOR
PREFINISHED METAL FLASHING
UTILITY BRICK, SEE ELEVATION
CASTSTONE WINDOW SILL
SHIM SPACE
SEALANT BOTH SIDES DRIP EDGE
1" AIRSPACE
CONTINUOUS AIR AND VAPOR BARRIER
1" CONTINUOUS RIGID INSULATION
8
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
6:0
5 P
M
A500
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RD
ET
AIL
S
04-10-19 DS KC
1 1/2" = 1'-0"3
PARAPET MTL. CAP DETAIL
1 1/2" = 1'-0"2
E.I.F.S. / SPLIT CMU TRANSITION
1 1/2" = 1'-0"1
SPLIT CMU WALL BASE
1 1/2" = 1'-0"6
PARAPET MTL. @ BRICK
1 1/2" = 1'-0"5
STOREFRONT HEAD @ BRICK
1 1/2" = 1'-0"4
STOREFRONT SILL
1 1/2" = 1'-0"8
BRICK WALL
1 1/2" = 1'-0"7
BRICK WALL BASE
1 1/2" = 1'-0"11
E.F.I.S. STOREFRONT HEAD
1 1/2" = 1'-0"10
STOREFRONT THRESHOLD DETAIL
1 1/2" = 1'-0"9
PASS THRU- WINDOW HEAD1 1/2" = 1'-0"
12PASS THRU- WINDOW SILL
2
A501
Sim
3
A501
Sim
3
A501
Sim
5
A501
Sim
2
A501
Sim 4'-0"
7" REINFORCED CONCRETE PAD (INSIDE DUMPSTER ENCLOSURE) , SLOPE 1" TO GATE, ADD CONCRETE HARDNER APPLY APPLICATION WHEN CONCRETE IS WET INSIDE DUMPSTER & APRON OF ENCLOSURE
ROUND CONCRETE TOP
6" DIA. STEEL BOLLARDPRIME PAINT SAFETY YELLOW
7" REINFORCED CONCRETE PAD,# 4" 'S AT 12" O.C. EACH WAYSLOPE 1" TO GATE, ADD HARDNER APPLICATION WHEN CONCRETE IS WET INSIDE DUMPSTER & APRON OF ENCLOSURE
TOP OF FOOTING
SEE CIVIL
7"
6"
.
3"
( 2 ) 1/2" X 8" THREADED ROD THROUGH BOLLARD AND 90 DEG.
6"
6"
.2'-6"
6"
.2'-11"
.3'-6"
6'-0"
UNDISTURBED SOIL OR ENGINEERED SUB-GRADE
4'-0"
BE
HIN
D D
UM
PS
TE
R
SUB-GRADE PER CIVIL
1" SLOPE MIN. TOWARDS GATE
6'-0
"1
"7
"2
'-11
"
UNDISTURBED SOIL
TREATED 2" X 10" WITH WOODBLOCKING TO SLOPE
3/8" X 6" ANCHOR BOLTS@ 6'-0" O.C. W/ MIN. (2) PER BOARD & 8" MAX. FROM CORNERS
PRE-FINISHED METAL CAP OVER SLOPED TREATED WOOD
EPDM LAP OVER WALL CAP/WOOD BLOCKING DOWN OVER EDGE OF BOND BEAM
FASTNER WITH NEOPRENE WASHER
SPLIT FACE BLOCK APPLY WATER REPELANT
APPLY WATER REPELANT OR PRIME ANDPAINT PER OWNER DIRECTIONS
#5 REBAR W/ NON-SHRINK GROUT @ 4'-0" O.C.
C.M.U. BOND BEAM W/ # 5 REBAR
DUMPSTER
SPLIT FACE BLOCK (8" X 16" X 8")TO MATCH BUILDING
EXTERIOR
CAULK W/ BACKER ROD1/2" EXPANSION JOINT
SEE CIVIL
# 4' S 12" O.C. EACH WAY
GROUT SOLID ALL MASONRY CORES BELOW GRADE
TOP OF FOOTING
# 5 REBAR DOWELS @ 4'-0" O.C.
3" CLEAR TYP.
( 2 ) VERTICAL # 5 REBAR @ EACH FACE
( 2 ) HORIZONTAL # 5 REBAR @ TOP & BOTTOM
# 5 REBAR @ TOP & BOTTOM @ 2'-0" O.C.
FOOTING
FIRST COURSE 1" ABOVE GRADE
MIN
.
3"
2'-11
"
6'-0
"3
'-6
"1
"
7"
APPLY WATER REPELANT TO ALL EXTERIOR SPLIT FACE BLOCK
2'-11
"
6'-0
"3
'-6
"1
"
7"
5
A501
Sim
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN
BY:
CHK'D
BY:
REVISED:
PERMIT SET
C:\U
sers
\dste
ven
s\D
ocu
ments
\18-1
01-H
ickm
an R
eta
il C
ente
r R
19
_19
040
8_B
rick o
n R
ear_
dste
ve
ns.r
vt
4/2
4/2
019
10
:52
:51
AM
A501
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RE
XT
ER
IOR
EN
CLO
SU
RE
04-10-19 DS DS
1/2" = 1'-0"1
ENCLOSURE PLAN
FOOTING BELOW(TYPICAL)
8" X 16" X 8" SPLIT-FACEBLOCK TO MATCH BUILDING
# 5 REBAR W/ NON-SHRINK GROUT@ 4'-0" O.C. AND EACH CORNER
7" CONCRETE SLAB: SLOPE 1" TOWARDS GATE , ADD HARDNER AFTER SLAB IS POURED WHILE WET
VERTICAL TREX DECKING PAINTED TO MATCH BUILDING, STAINLESS STEEL FASTNERSON BACK FACE
2" X 2" X 1/4" PRIME PAINTED METALTUBE TO MATCH BUILDING
6" PIPE BOLLARD - CONCRETE FILLED
DOOR LATCH WITH PIN BEHIND DOOR, CASTERS BOTTOM EDGE OF EACH DOOR
SLO
PE
CO
NC
RE
TE
1"
MIN
.
# 5 REBAR FILLED W/ NON-SHRINK GROUT@ 4'-0" O.C. AND EACH CORNER
1" = 1'-0"2
BOLLARD SECTION
1" = 1'-0"3
DUMPSTER WALL SECTION
1/2" = 1'-0"4
DUMPSTER ELEVATIONS
GATE LATCH
HINGE
PIN BEHIND DOOR
VERTICAL "TREX" DECKING(PAINTED TO MATCH BUILDING) USE BLIND FASTNERS BACK SIDE OF DOOR
CONCRETE TRENCH FOOTINGBELOW FROST LINE
VERTICAL TREX
6" PIPE BOLLARD
METAL CAP TO MATCH BUILDING
METAL ANGLE FOR BLIND FASTNERS
2" X 2" X 1/4" METAL TUBE FRAME(PAINTED TO MATCH BUILDING)
6" PIPE BOLLARD
METAL CAP TO MATCH BUILDING
CONCRETE TRENCH FOOTINGBELOW FROST LINE
8" X 16" X 8" SPLIT-FACE CMU ENCLOSURETO MATCH BUILDING
METAL CAP TO MATCH BUILDING
CONCRETE TRENCH FOOTINGBELOW FROST LINE
8" X 16" X 8" SPLIT-FACE CMU ENCLOSURETO MATCH BUILDING
FIRST COURSE 1" ABOVEGRADE
6" = 1'-0"5
GATE SUPPORT
2" X 2" X 1/4" METAL TUBEPRIME AND PAINTED TO MATCHBUILDING
COUNTER SINK BOLT ON THIS SIDE
VERTICAL "TREX" DECKING PAINTEDTO MATCH BUILDING
1" X 4" NAILER
EXTERIOR GRADE FASTNERSINSIDE FACE OF DUMPSTER
1/8" X 4" METAL PLATE TO FRAME PRIME PAINT
EXTERIOR GRADE BOLTS @ 1'-0" O.C. W/ WASHERS
WELD METAL PLATETO FRAME TOP AND BOTTOME
WELD METAL PLATETO FRAME TOP AND BOTTOME
TYPICAL FOOTING
2" X 2" X 1/4" PRIME PAINTED METALTUBE TO MATCH BUILDING
VERTICAL TREX
BOTTOM OF FOOTING
TOP OF FOOTING
GRADE 0'-0"
+ 1" COURSE ABOVE GRADE
GROUT FULL COURSEBELOW GRADE
GROUT FULL COURSEBELOW GRADE
12" TYP
26"FACTORY FINISH
ALUMINUM-MILL FINISH
ALUMINUM TUBULARSIDERAIL(6005-T5)
2-1/4" SERRATEDALUMINUM TREAD
(6005-T5)
42" 42"
PLATFORM SURFACEIS TREAD MATERIAL
6"PARAPETLEVEL
26"
13"
4' TYP
(PARAPET PLATFORM & RETURNLADDER ARE OMITTED FOR CLARITY)
3" x 1" x 1/8"
NOTE:ALL BOLTS/FASTENERSNECESSARY TO ANCHORLADDER ARE BY OTHERS.
ASSEMBLY
BRACKETS TO SHIPLOOSE FOR FIELD
*
*
*
X + 17
X
AS REQ'D
WALL HEIGHT( +6" )
20 FT MAX
AS REQ'D
PARAPET
HEIGHT
WALL HEIGHT
7"
BRACKET DETAIL
8-1/2"
24"
4-1/2"
∅9/16"
1/4"
PLAN
3"
22-1/8"
INDIVIDUAL TREAD TESTED AT
LEVEL 1100'-0"
10
'-0
"
2"
3'-1
"
2"
6'-5
"
2"
2"
E.Q.
2"
E.Q.
2"
6'-0"
2"
E.Q.
2"
E.Q.
SS
SS
S S S S
17'-7"
2"
5'-5 1/2"
2"
6'-0"
2"
5'-5 1/2"
2"
LEVEL 1100'-0"
10
'-0
"
10'-0"
2"
3'-1"
2"
3'-2"
2"
3'-1"
2"
2"
3'-1
"
2"
6'-5
"
2"
S S S
FRAME NOTES:
01. SEE FLOOR PLAN AND ELEVATIONS FOR LOCATION OF FRAMES
02. ALL EXTERIOR GLAZING TO BE INSULATED
03. SEE DOOR SCHEDULE FOR ADDITIONAL INFORMATION.
04. VERIFY ROUGH OPENING SIZES W/ STOREFRONT SHOP DRAWINGS
05. DIMENSIONS SHOWN FOR GENERAL SIZE & INTENT. STOREFRONT MANUFACTURER TO DETERMINE EXACT SIZES/LAYOUT.
NOTE:GLAZING IN LOCATIONS CONSIDERED HAZARDOUS PER SECTION 2406.4 SHALL BE SAFETY GLAZING. THESELOCATIONS INCLUDE ALL DOORS, GLAZING ADJACENT TO DOORS PER SECTION 2406.4.2, GLAZING IN WINDOWSTHAT MEET THE CRITERIA IN SECTION 2406.4.3, AND GLAZING ADJACENT TO STAIRS, RAMPS OR WITHIN THESPECIFIED DISTANCE OF A STAIR LANDING. THESE WILL BE VERIFIED IN THE SHOP DRAWINGS.
FHM - 001 FG
AS
SC
HE
DU
LE
AS SCHEDULE
AS
SC
HE
DU
LE
AS SCHEDULE
AS
SC
HE
DU
LE
AS SCHEDULEHARDWARE SET:
SET # 1 (PER DOOR):(3) HINGE/ ENTRY LOCKSET/ PANIC BAR/ PULL HANDLE / CLOSER/ (3) SILENCERS
ADDITIONAL NOTES:
*EXTERIOR DOORS SHALL HAVE WEATHER STRIPING TO SEAL DOOR
LEVEL 1100'-0"
19'-6"
2"
6'-5"
2"
6'-0"
2"
6'-5"
2"
10
'-0
"
2"
3'-1
"2
"6
'-5
"
2"
2"
E.Q.
2"
E.Q.
2"
6'-0"
2"
E.Q.
2"
E.Q.
2"
S S S S
SS
SS
1605 N. ANKENY BLVD #130ANKENY, IOWA 50023PHONE: (515) 965-5336FAX: (515) [email protected]
PR
OJE
CT
:
DATE:DRAWN BY:
CHK'D BY:
REVISED:
PERMIT SET
C:\U
se
rs\s
fulle
r\D
ocu
men
ts\1
8-1
01
-Hic
km
an R
eta
il C
ente
r R
19_
190
408
_B
rick o
n R
ear_
SF
ulle
r.rv
t
4/2
3/2
019
2:2
6:1
2 P
M
A600
18-101
120
HIC
KM
AN
RO
AD
, W
AU
KE
E, IO
WA
VIS
TA
DE
VE
LO
PM
EN
T C
OR
PO
RA
TIO
N
WA
UK
EE
VIS
TA
RE
TA
IL C
EN
TE
RD
OO
R &
FR
AM
ES
CH
ED
UL
E
04-10-19 DS KC
DOOR & FRAME SCHEDULE
DOOR NO.
DOOR FRAME
HDWR REMARKS
SIZE
TYPE MTRL GLAZ TYPE MTRLW HT TK
1-A 6'-0" 7'-0" 1 3/4" FG ALUM Glass -- ALUM 1 INSULATED/ SEE STOREFRONT ELEVATIONS.
1-B 4'-0" 7'-0" 1 3/4" F HM -- HM-002 HM 1 INSULATED
2-A 6'-0" 7'-0" 1 3/4" FG ALUM Glass -- ALUM 1 INSULATED/ SEE STOREFRONT ELEVATIONS.
2-B 4'-0" 7'-0" 1 3/4" F HM -- HM-002 HM 1 INSULATED
3-A 6'-0" 7'-0" 1 3/4" FG ALUM Glass -- ALUM 1 INSULATED/ SEE STOREFRONT ELEVATIONS.
3-B 4'-0" 7'-0" 1 3/4" F HM -- HM-002 HM 1 INSULATED
4 4'-0" 7'-0" 1 3/4" F HM -- HM-002 HM 1 INSULATED
1/4" = 1'-0"1
STOREFRONT - SF11/4" = 1'-0"
3STOREFRONT- SF3
1/4" = 1'-0"
DOOR AND FRAME ELEVATIONS
1/4" = 1'-0"2
STOREFRONT - SF2
1/2" = 1'-0"4
TUBULAR FIXED LADDER WITH PARAPET PLATFORM & ROOFSIDE RETURN