18-101 project: waukee vista commercial park retail …

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]

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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.


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CT

:

DATE:DRAWN BY:

CHK'D BY:

REVISED:

RAKER RHODES ENGINEERING, LLCDes Moines IA. 50312

P:(515) 277-0275

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FOUNDATION SYMBOL KEY

T/ WALL/ STEEL

T/ FOOTING

T/ BRICK LEDGE

ELEV. STEP

EXIST. BLDG.

T/ JOIST BEARING

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99' - 4" 99' - 4" 99' - 4"99' - 4"

99

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99

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99

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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

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4' - 10 3/8"

10 3/4"

10 3

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7"

6 3/4"

5' - 10" 14' - 4"2"

5' - 6"

5' -

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5' -

6"

5' -

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5' -

6"

5' -

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6

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6

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60

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2' - 0"

1' -

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10

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10

S201______________________

6 3/4"

7"

10

' - 0

"5

' - 4

"

2' - 0"

2' - 0"

1' - 6"

1' - 6"

4"

10

' - 0

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"

2' - 0"4' -

10"

99' - 4"

1' - 6"

1' - 6"

1' - 6"

1' - 6"

4' -

10"

5"5"

10 3/4"

2' -

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2' -

0"

99' - 4"

99

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99' - 4"

99' - 4"

2' - 7" 2' - 9"4' - 10" 2' - 9" 2' - 7"

5"

5"

2' -

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1' -

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2' -

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1' -

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1' -

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15

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15' - 0"

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6" WIDE CONCRETE WALL CURB,TYP.

FACE OF CURB TO ALIGN WITH FACE OF

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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

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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


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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


1/8" TOOLED RADIUS EDGE



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


SLAB ON GRADE, SEE PLAN


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".


WWF, SEE PLAN


SLAB ON GRADESEE PLAN


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.


SEE PLAN

T/ SLAB

SEE PLAN

T/ FOOTING

3' -

6"

SEE PLAN

#4 DOWEL @ 48" O.C.

24"

24"


#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.


SEE PLAN

T/ SLAB

SEE PLAN

T/ FOOTING

3' -

6"

SEE PLAN

#4 DOWEL @ 48" O.C.

24"

24"


#3 TIES @ 4'-0" O.C.

(4) #5 CONT.2T & 2B


4 1/2"SEE PLAN



CMU VENEER SEE ARCH.

SEE SHEAR WALLSCHEDULE



SEE PLAN

T/ SLAB

SEE PLAN

T/ FOOTING

3' -

6"

SEE PLAN

#4 DOWEL @ 48" O.C.

24"

24"


#3 TIES @ 4'-0" O.C.(4) #5 CONT.

2T & 2B


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



BRICK VENEER SEE ARCH.


SEE PLAN

T/ SLAB

SEE PLAN

T/ FOOTING

SEE PLAN

#4 DOWEL @ 24" O.C.


#3 TIES @ 4'-0" O.C.

(4) #5 CONT.2T & 2B


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


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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


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


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


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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


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


OSB SHEATHING,SEE PLAN.


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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.


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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).



*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


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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"


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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


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"


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"


E.I.F.S. COPING



INTERIOR EXTERIOR

A500

10

A500

3Sim

A500

11


-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



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:


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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"


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


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"


2" RIGID INSULATION EXTEND 24" MIN.

HORIZONTALLY AND VERTICALLY

4" COMPACTED GRANULAR FILLED


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



1" AIRSPACE

1"


DRIP EDGE

DOUBLE TOP PLATE, SEE STRUCTURAL


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


CORNER BEAD TYP. AT ALL OUTSIDE

CORNERS

5/8" LAYER OF GYPSUM BOARD RETURN



1" AIRSPACE


CONTINOUS SEALANT & SHIM SPACE

A

LEVEL 1100'-0"

2" RIGID INSULATION EXTEND 24" MIN. HORIZONTALLY AND

VERTICALLY




1" RIGID INSULATION

SHIM SPACE AND CONTINUOUS SEALANT

A

ALIGN CENTER OF GLASS WITH1" RIGID INSULATION BELOW



1" AIRSPACE


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




VERTICALLY

4"


1" AIRSPACE

4

TERMINATION BAR

MOTAR NETSEALANT BASE OF DRYWALL (TYPICAL)

7/8

"

HEADER - SEE STRUCTURAL



PREFINISHED METAL FLASHING & DRIP EDGE,BACKER ROD AND SEALANT


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


VERTICALLY

4" COMPACTED GRANULAR

FILLED

A

1"



1" AIRSPACE


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


CASTSTONE WINDOW SILL

SHIM SPACE

SEALANT BOTH SIDES DRIP EDGE

1" AIRSPACE



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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


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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

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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



8" X 16" X 8" SPLIT-FACE CMU ENCLOSURETO MATCH BUILDING



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


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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





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

18-101 project: waukee vista commercial park retail …

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