217 SECOND STREET, SUITE 207 DOWNTOWN … C-203 SITE LAYOUT AND GRADING - SEAWALK EAST/EGAN DR CONNECTION STRUCTURAL S-001 GENERAL STRUCTURAL NOTES S-002 TYPICAL STRUCTURAL DETAILS

N

LOCATION MAP2

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VICINITY MAP1

1"= 500'-0"

SHEET INDEX

PROJECT

LOCATION

PROJECT

LOCATION

GENERAL

G-000 VICINITY MAP, LOCATION MAP, DRAWING INDEX

G-001 ABBREVIATIONS, REFERENCE, AND GENERAL NOTES

G-002 EXISTING SITE CONDITION SURVEY

G-003 ILLUSTRATIVE SITE PLAN AND SURVEY CONTROL POINT LOCATIONS

G-004 EROSION, SEDIMENT, AND TRAFFIC CONTROL PLAN

CIVIL

C-203 SITE LAYOUT AND GRADING - SEAWALK EAST/EGAN DR CONNECTION

STRUCTURAL

S-001 GENERAL STRUCTURAL NOTES

S-002 TYPICAL STRUCTURAL DETAILS

S-201 STRUCTURAL PLAN - SEAWALK

S-202 STRUCTURAL PARTIAL PLAN - SEAWALK WEST



S-205 STRUCTURAL PARTIAL PLAN - SEAWALK EAST



S-208 STAIR PLAN- SEAWALK WEST

S-231 STRUCTURAL SECTIONS - SEAWALK

S-232 STAIRS SECTIONS - SEAWALK WEST

S-233 STRUCTURAL SECTIONS - SEAWALK

S-251 STRUCTURAL DETAILS - SEAWALK

S-252 FIBERGLASS STAIRS DETAILS AND SECTIONS

S-253 STRUCTURAL DETAILS - SEAWALK

S-258 PILING SCHEDULES AND DETAILS - SEAWALK

ARCHITECTURAL

A-000 ARCHITECTURAL OVERVIEW SITE PLAN

A-001 RAILING DETAILS






A-007 BOAT RAILING DETAILS

A-201 ENLARGED SITE PLAN - SEAWALK WEST

A-202 ENLARGED SITE PLAN - SEAWALK WEST

A-203 ENLARGED SITE PLAN - HABITAT ISLAND

A-204 ENLARGED SITE PLAN - SEAWALK EAST


A-206 ENLARGED SITE PLAN - SEAWALK WEST AND EAST


A-231 STAIR SECTION - SEAWALK WEST

A-232 BOAT PLAN AND SECTION - SEAWALK WEST

A-251 BOAT ELEVATIONS AND DETAILS - SEAWALK WEST

A-252 BOAT DETAILS - SEAWALK WEST

ELECTRICAL

E-001 ELECTRICAL LEGEND

E-002 POWER SUPPLY AND DISTRIBUTIONS PLAN - SEAWALK

E-003 SITE POWER AND LIGHTING PLAN - SEAWALK







E-251 LUMINAIRE SCHEDULES AND DETAILS - SEAWALK

PHASE 1 REFERENCE DRAWINGS

C-106 BRIDGE PARK OVERALL PHASE 1 GRADING PLAN

C-201 SITE LAYOUT - HABITAT ISLAND CORE

C-202 SITE LAYOUT - HABITAT ISLAND FINAL SURFACE

C-204 SITE PLAN - COVE BEACH ACCESS

C-205 SITE PLAN - WEST EIGHTH STREET ACCESS

C-231 SITE CIVIL SECTIONS - SEAWALK

C-232 SITE CIVIL SECTIONS - SEAWALK

C-251 SITE CIVIL SECTION DETAILS - SEAWALK

www.tetratech.com

CLIENT INFORMATION:PROJECT LOCATION:

PROJECT DESCRIPTION / NOTES:

Tt PROJECT No.: CLIENT PROJECT No.:

CITY AND BOROUGH OF JUNEAU

DOWNTOWN SEAWALK - BRIDGE TO GOLD CREEK

PHASE 2 ELEVATED STRUCTURES

EGAN DRIVE

JUNEAU, ALASKA

135-12554-16001

CITY AND BOROUGH OF JUNEAU

ENGINEERING DEPARTMENT

JUNEAU, AK 99801

E16-127

217 SECOND STREET, SUITE 207

JUNEAU, AK 99801

MAIN: (907) 586-6400 FAX: (907) 463-3677

1-26-16: BID DOCUMENTS

VICINITY MAP:

THE TOTAL PROJECT CONSISTS OF BRIDGE PARK LOCATED ALONG GASTINEAU CHANNEL BETWEEN 8TH

AND 9TH STREETS, AND AN EXTENSION OF THE DOWNTOWN JUNEAU SEAWALK FROM THE PARK TO GOLD

CREEK. THIS CONTRACT INCLUDES PHASE 2 ELEVATED STRUCTURES AND CONSISTS OF CONSTRUCTION OF

THE ELEVATED SEAWALK BETWEEN BRIDGE PARK AND THE HABITAT ISLAND, AS WELL AS THE ELEVATED

SEAWALK BETWEEN THE HABITAT ISLAND AND GOLD CREEK.

CALL OUTS

KEYNOTE

REVISION

BREAK

XXX

XXYYY

ZZZ

YYY

--

X

SECTION REFERENCE

SECTION TITLE

DETAIL TITLE

DETAIL REFERENCE

X

X-XXX

SECTIONX

X-XXX

SCALE:

DETAILX

X-XXX

SCALE:

DENOTES DETAIL

NUMBER IDENTIFICATION

"-" ONLY DENOTES THAT

THIS DETAIL WAS

REFERENCED FROM

THE SAME SHEET

DENOTES DETAIL


DENOTES SECTION


DENOTES SHEET NO.

WHERE SECTION

IS REFERENCED

DENOTES SECTION


DENOTES SHEET NO.

WHERE SECTION

IS REFERENCED

"-" ONLY DENOTES THAT

THIS DETAIL IS SHOWN

ON THE SAME SHEET

X

X-XXX

GENERAL REFERENCE

G-001

AB

BR

EV

IA

TIO

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AN

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AL N

OT

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AB ANCHOR BOLT

AC ASPHALT CEMENT

ADJ ADJACENT

ALUM ALUMINUM

APPROX APPROXIMATELY

BOT BOTTOM

COL COLUMN

CONC CONCRETE

CONT CONTINUOUS

CPP CORRUGATED POLYETHYLENE PIPE

DIA DIAMETER

DIM DIMENSION

(E) EXISTING

EL ELEVATION

ELEC ELECTRICAL

EQ EQUAL

EXPAN EXPANSION

EXST EXISTING

FEMA FEDERAL EMERGENCY MANAGEMENT AGENCY

FIXT FIXTURE

GA GAUGE

GALV GALVANIZED

GLAZ GLAZING

HEX HEXAGONAL

INV INVERT

JT JOINT

LB POUND

LED LIGHT-EMITTING DIODE

MAX MAXIMUM

MIL ONE THOUSANDTH OF AN INCH

MIN MINIMUM

MTE MATCH TO EXISTING

NA NOT APPLICABLE

NIC NOT IN CONTRACT

NTS NOT TO SCALE

OC ON CENTER

OD OUTSIDE DIAMETER

OFCI OWNER FURNISHED CONTRACTOR INSTALLED

OFOI OWNER FURNISHED OWNER INSTALLED

OPP OPPOSITE

RAD RADIUS

REF REFER TO

RH ROUND HEAD

RSW REFRIGERATED SEA WATER SYSTEM

SIM SIMILAR

SQ SQUARE

SST STAINLESS STEEL

STL STEEL

STOR STORAGE

STRUCT STRUCTURAL

TBC TOP BACK OF CURB

TBD TO BE DETERMINED

THRU THROUGH

TOW TOP OF WALL

TRTD TREATED

TSW TOP OF SIDEWALK

TYP TYPICAL

UHMW ULTRA HIGH MOLECULAR WEIGHT

UNO UNLESS NOTED OTHERWISE

VG VERTICAL GRAIN

VIF VERIFY IN FIELD

W/ WITH

W/O WITHOUT

WP WATERPROOF

GENERAL NOTES

ABBREVIATIONS

SHEET NUMBERING

DISCIPLINE

GENERAL - G

CIVIL - C

LANDSCAPE - L

STRUCTURAL - S

ARCHITECTURAL - A

ELECTRICAL - E

TYPE

GENERAL - 0

PLANS - 1

ELEVATIONS - 2

SECTIONS - 3

ENLARGED VIEWS - 4

DETAILS - 5

SCHEDULES - 6

3D REPRESENTATIONS - 9

NUMBER

00-99

X - # # #

REFERENCE

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NOTE: THIS DRAWING ILLUSTRATES THE

SITE AS IT EXISTED BEFORE PHASE 1

CONSTRUCTION COMMENCED. EXISTING

CONDITIONS AT THE TIME PHASE 2 ON-SITE

WORK WILL COMMENCE ARE ILLUSTRATED

IN THE PHASE 1 REFERENCE DRAWINGS

INCLUDED WITH THESE CONTRACT

DOCUMENTS.

10

2

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5

8TH STREET ACCESS

DEPT OF

LABOR

DEPT OF

FISH AND

GAME

CONNECTION

TO EGAN DRIVE

SIDEWALK

RESTORED

COVE

BEACH

SURVEY CONTROLCONTROL POINT NORTHING EASTING ELEVATION DESCRIPTION

SW-1 3811.86 3243.78 31.01 MAG NAIL

SW-2 3741.99 2460.17 25.63 NO.5 REBAR

SW-6 4276.54 1964.48 29.58 BRASS CAP MONUMENT

SW-7 3988.11 2212.52 24.29 6-INCH SPIKE

SW-8 4205.28 2677.02 27.65 MAG NAIL

NOTES:

1. CONTRACTOR SHALL VERIFY AGREEMENT BETWEEN HORIZONTAL AND VERTICAL CONTROL BEFORE BEGINNING WORK.

CONTROL POINT SW-6

CONTROL POINT SW-7

CONTROL POINT SW-8

CONTROL POINT-SW-2

CONTROL POINT SW-1

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S

HABITAT ISLAND

BRIDGE PARK

TIDELAND

ACCESS

FILL

PICNIC

SHELTER

FUTURE PARKING /

FISH MARKET

FUTURE ROAD

CONNECTION

BRIDGE PED

CONNECTION

PROPOSED

PARKING

FUTURE

SEAWALK

ACROSS GOLD

CREEK

SEAWALK

CONNECTION TO

PARKING LOT

TIDELAND

ACCESS

TIDELAND

ACCESS

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1" = 60'

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NOTE: THIS DRAWING ILLUSTRATES

THE PROPOSED FINAL SITE PLAN

INCLUDING WORK PROPOSED UNDER

PHASES 1, 2, AND 3.

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ALKALI GRASS AREAS

TO BE PROTECTED, TYP

POSSIBLE SILT BOOM

LOCATION DURING WORK

IN INTERTIDAL AREA

APPROX 600-650 LF

TRUCK CLEANING SYSTEM

BEFORE EXITING SITE

10

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2

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1

5

DOT PROPERTY LINE

EXISTING SITE

POWER SERVICE

x

x

x

x

x

x

x

x

x

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x

x

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x

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W

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PROPOSED HAUL

ROUTE. CONTRACTOR

TO MAINTAIN 8TH ST AND

9TH ST PUBLIC ACCESS

THROUGHOUT CONSTR

AND REPAIR ANY

DAMAGE CAUSED BY

CONSTR VEHICLES

ACCESS PAD

SEE C-204 OF

PHASE 1 DRAWINGS

THE CONTRACTOR SHALL

NOTIFY THE CBJ AND THE

PROPERTY OWNERS AT

LEAST 72 HOURS IN

ADVANCE THE NEED TO

RESTRICT OR PROHIBIT

PARKING WITHIN THESE

AREAS. THE

CONTRACTOR SHALL

SCHEDULE WORK TO LIMIT

THE NUMBER OF PARKING

SPACES USED AND

DURATION OF USE FOR

ANY CONSTRUCTION

ACTIVITY

NOTES:

1. THIS PLAN MAY BE USED AS A BASE FOR THE CONTRACTOR TO DEVELOP THE STORM WATER POLLUTION

PREVENTION PLAN (SWPPP). ADDITIONAL EROSION AND SEDIMENT CONTROL MEASURES MAY BE REQUIRED TO

MEET APPLICABLE STORM WATER DISCHARGE REGULATIONS. CONSISTENT WITH APPLICABLE LAWS AND

REGULATIONS, THE CONTRACTOR MAY PROPOSE OTHER METHODS TO ADDRESS SWPPP REQUIREMENTS.

2. THE ACCESS PAD SHALL BE USED UNLESS THE CONTRACTOR PROPOSES OTHER LOCATIONS AND OBTAINS

APPROVALS FROM ALL APPLICABLE AGENCIES, INCLUDING THE CBJ ENGINEERING DEPARTMENT AND ALASKA

DOTPF.

3. THE HAUL ROUTES SHOWN ARE THE REQUIRED ROUTES IF MOVING MATERIAL TO OR FROM LOCATIONS NORTH

OF THE SITE OR ACROSS THE DOUGLAS ISLAND BRIDGE.

4. TOTAL SITE SILT CONTAINMENT IS ILLUSTRATED. THE CONTRACTOR MAY DETERMINE THAT MULTIPLE SMALLER

SILT BOOMS ARE MORE PRACTICABLE AND COMPATIBLE WITH ITS WORK PLAN.

5. ENGINEER WILL DELINEATE EXISTING VEGETATION TO BE PROTECTED. CONTRACTOR SHALL NOT ALLOW VEHICLE

OR OTHER ACCESS TO AREAS TO BE PROTECTED.

6. EXISTING POWER SERVICE TO BE MAINTAINED FOR CBJ SITE OFFICE AND AVAILABLE FOR CONTRACTOR'S SITE

OFFICE.

7. ANY DAMAGE TO PUBLIC RIGHT-OF-WAYS, INCLUDING BUT NOT LIMITED TO WEST 8TH AND WEST 9TH STREETS,

SHALL BE REPAIRED PROMPTLY TO PROVIDE CONTINUOUS, UNIMPAIRED USE OF THE RIGHT-OF-WAYS BY THE

PUBLIC. REPAIRS SHALL PROVIDE A DRIVING SURFACE OF EQUAL OR GREATER QUALITY TO THAT WHICH EXISTED

BEFORE CONSTRUCTION COMMENCES.

8. THE ACCESS PAD TO THE HABITAT ISLAND SHOWN ON C-204 OF PHASE 1 DRAWINGS MAY BE TEMPORARILY

FILLED TO HIGHER ELEVATIONS DURING CONSTRUCTION TO FACILITATE ACCESS DURING HIGH TIDES. ANY

TEMPORARY FILL MATERIAL PLACED ABOVE EXISTING GROUND SURFACES SHALL BE REMOVED TO FINAL

ELEVATIONS INDICATED ON THE CIVIL DRAWINGS.

9. PRIOR TO BEGINNING WORK, THE CONTRACTOR SHALL SUBMIT A ROADWAY AND TRUCK CLEANING PLAN TO THE

ENGINEER FOR APPROVAL. THE INTENT OF THE PLAN IS TO PREVENT EXCESSIVE DEPOSITION OF MATERIAL

LEAVING THE SITE ON ANY PUBLIC STREETS OR HIGHWAYS. IT IS ANTICIPATED THAT THE PLAN WILL INCLUDE A

COMBINATION OF REMOVING MATERIAL FROM TRUCKS LEAVING THE SITE AND SWEEPING THE STREETS AS

REQUIRED. A POSSIBLE TRUCK CLEANING LOCATION IS SHOWN.

10. PROPERTY OWNERS' NAMES AND CONTACT INFORMATION WILL BE PROVIDED TO THE CONTRACTOR.

CONTRACTOR TO

PROVIDE TEMP

PARKING WHEN

UTILIZING EXISTING

PARKING LOTS FOR

CONSTR ACTIVITIES

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E-25E

CBJ EASEMENT FOR

DOT ROW

DOT/PF

X-29

8"DI INV EL=10.13

CBJ "F"

STREET ROW

DOT/PF

X-25

ORIGINAL A.S.H.A. BOUNDARY

REMOVE AND DISPOSE OF

ABANDONED 8" DI AS REQUIRED

EDGE AC PAVEMENT

BACK TYPE I C&G

SCENIC LOOKOUT

A.T.S BOUNDARY FOR

FUTURE STREETS

URBAN

RENEWAL

A.T.S BOUNDARY FOR

FUTURE STREETS

LIMITS OF CBJ

EASEMENT TO DOT/PF

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EXISTING LUMINAIRE

TYPE I CURB & GUTTER TO REMAIN

EXISTING AC PAVEMENT

AND BASE COURSE

6-INCHES OF 2-INCH MINUS SHOT ROCK

WITH BASE COURSE AS REQUIRED

2-INCHES OF AC PAVEMENT

TYPE IIA, CLASS B

EXISTING TOPSOIL AND SEEDING TO REMAIN

REMOVE AND REPLACE EXISTING BORROW

AS REQUIRED FOR CONSTRUCTION OF

CONCRETE SLEEPER

CONCRETE SLEEPER AND

SEAWALK, SEE STRUCTURAL

RE-GRADE EXISTING BASE COURSE AS

REQUIRED BEYOND LIMITS OF

CONCRETE SLEEPER EXCAVATION

4 TO 6-INCHES

BASE COURSE,

GRADING D-1

REMOVE AND DISPOSE OF

EMBANKMENT AS REQUIRED

FOR SEAWALK CONSTRUCTION

EXISTING EMBANKMENT

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907-780-3533

5368 C

om

mercial B

oulevard

Juneau, A

laska 99801

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SIDEWALK SECTION1

-

NTS

G. STRUCTURAL - GENERAL

G1 SCOPE

THE NOTES AND DETAILS ON THIS SHEET ARE GENERAL AND APPLY TO THE ENTIRE PROJECT

EXCEPT WHERE THERE ARE SPECIFIC INDICATIONS TO THE CONTRARY.

G2 APPLICABLE SPECIFICATIONS AND CODES

CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE 2009 EDITION OF THE INTERNATIONAL

BUILDING CODE (IBC) AND THE CITY AND BOROUGH OF JUNEAU TITLE 19 BUILDING CODE.

THE ABOVE SHALL GOVERN EXCEPT WHERE OTHER APPLICABLE CODES OR THE CONTRACT

DOCUMENTS ARE MORE RESTRICTIVE.

G3 ALTERNATIVE DESIGNS

THE STRUCTURAL SYSTEMS AND DETAILS ON THESE PLANS ARE THE PRIORITY DESIGN;

HOWEVER, ALTERNATIVE SYSTEMS AND DETAILS MAY BE USED IF THE CONTRACTOR SUBMITS

PLANS WITH SUBSTANTIATING CALCULATIONS AND TEST DATA WHICH BEAR AN ALASKA STATE

LICENSED ENGINEERS SEAL AND SIGNATURES.

G4 DIMENSIONS

STRUCTURAL DIMENSIONS CONTROLLED BY OR RELATED TO MECHANICAL AND ELECTRICAL

EQUIPMENT AND EXISTING STRUCTURES SHALL BE VERIFIED BY THE CONTRACTOR PRIOR TO

CONSTRUCTION.

G5 PROVISIONS FOR EQUIPMENT

MECHANICAL AND ELECTRICAL EQUIPMENT SUPPORTS, ANCHORAGES, OPENINGS, PIPE SLEEVES,

RECESSES AND REVEALS NOT SHOWN ON THE STRUCTURAL DRAWINGS, BUT REQUIRED BY

OTHER CONTRACT DRAWINGS SHALL BE PROVIDED FOR, PRIOR TO CASTING CONCRETE.

G6 CONSTRUCTION LOADS

STRUCTURES HAVE BEEN DESIGNED FOR OPERATIONAL LOADS ON THE COMPLETED

STRUCTURES; DURING CONSTRUCTION, THE STRUCTURES SHALL BE PROTECTED BY BRACING

AND SUPPORTS WHEREVER EXCESSIVE CONSTRUCTION LOADS MAY OCCUR.

G7 DRAINAGE SURFACES

SLOPE DRAINAGE SURFACES UNIFORMLY TO DRAIN. SLOPE SHALL BE 1/4" PER FOOT EXCEPT

WHERE NOTED OTHERWISE ON THE PLANS.

G8 FLOOR DRAINS

SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR LOCATION AND SIZES.

G9 FLOOR ELEVATIONS

SEE ARCHITECTURAL AND CIVIL DRAWINGS FOR ELEVATIONS NOT CALLED OUT.

F. STRUCTURAL DESIGN

F1 DESIGN CODE

DESIGN IS IN ACCORDANCE WITH THE 2009 INTERNATIONAL BUILDING CODE AND THE CITY AND

BOROUGH OF JUNEAU TITLE 19 BUILDING CODE, EXCEPT WHERE OTHER APPLICABLE CODES OR

THE FOLLOWING NOTES ARE MORE RESTRICTIVE.

F2 GEOTECHNICAL INFORMATION

PER GEOTECHNICAL REPORT #133-95014 BY GOLDER ASSOCIATES, DATED DEC 26 2013

A. FROST DEPTH = 32 INCHES

B. ALLOWABLE BEARING PRESSURE = 3500 PSF

C. 1/3 ALLOWABLE SOIL BEARING PRESSURE INCREASE FOR SEISMIC AND WIND LOAD COMBINATIONS

D. PILE CAPACITY IS SHOWN IN THE GEOTECH REPORT, DEPENDENT ON PILE DEPTH BELOW MUDLINE

A. FLOOR

STAGE AND PLATFORM = 125 PSF

MAXIMUM VEHICLE LOADING (MAINTENANCE AND EMERGENCY USES) = AASHTO H-10 TRUCK

(10 TON GVW)

B. SNOW

1. GROUND Pg = 70 PSF

2. FLAT ROOF Pf = 52 PSF

3. EXPOSURE Ce = 0.8

4. IMPORTANCE I = 1.1

5. TEMPERATURE Ct = 1.2

C. WIND

1. BASIC WIND SPEED = 116 MPH


3. OCCUPANCY CATEGORY III

4. WIND EXPOSURE D

E. SEISMIC LOADING

1. OCCUPANCY CATEGORY III


3. Ss = 0.57, S

1

= 0.27

4. SITE CLASS D

5. S

DS

= 0.51, S

D1

= 0.34

6. SEISMIC DESIGN CATEGORY D

7. LATERAL FORCE RESISTING SYSTEM: ORDINARY MOMENT FRAMES OF STEEL

(R=3.5; Cs=0.182)

8. ANALYSIS PROCEDURE: MODAL RESPONSE SPECTRUM ANALYSIS

L. DESIGN LIVE LOADS

C15 CONSTRUCTION JOINTS

LOCATION OF ANY CONSTRUCTION JOINTS NOT SHOWN ON THE DRAWINGS SHALL HAVE THE

APPROVAL OF THE ENGINEER. ALL CONSTRUCTION JOINTS SHALL BE ROUGHENED TO A MINIMUM

1/4" AMPLITUDE AND SHALL BE THOROUGHLY CLEANED TO REMOVE GREASE, LOOSE CONCRETE,

AND LAITENCE OR OTHER BOND REDUCING MATERIAL. SATURATE SURFACE DRY PRIOR TO

PLACING FRESH CONCRETE.

C. CONCRETE

C1 APPLICABLE CODE

CONCRETE CONSTRUCTION SHALL CONFORM TO THE 2008 EDITION OF THE ACI BUILDING CODE

REQUIREMENTS FOR STRUCTURAL CONCRETE, ACI-318, AS MODIFIED BY THE IBC.

C2 REINFORCING STEEL DETAILS

DETAILING, FABRICATION AND ERECTION OF REINFORCING STEEL, UNLESS OTHERWISE NOTED,

SHALL BE IN ACCORDANCE WITH DETAILS AND DETAILING OF CONCRETE REINFORCEMENT ACI 315.

C3 DESIGN STRENGTHS

A. CAST-IN-PLACE CONCRETE

1. GENERAL USE - f'c = 5000 psi @ 28 DAYS

B. REINFORCING STEEL SHALL BE ASTM A 615, GRADE 60. WELDED WIRE FABRIC SHALL BE ASTM

A 185 SMOOTH WIRE - fy = 60 KSI MINIMUM.

C4 CONCRETE COVER

CONCRETE COVER FOR REINFORCING BARS SHALL BE AS FOLLOWS.

A. WALLS, FOOTINGS AND FOUNDATION MATS CAST ON GROUND OR IN CONTACT

WITH SALT WATER - 3"

B. ALL OTHER CONDITIONS - 2"

C5 MINIMUM REINFORCEMENT

CONCRETE CONSTRUCTION SHALL BE REINFORCED CONCRETE EXCEPT WHERE PLAIN CONCRETE

IS CALLED OUT ON THE DRAWINGS, IN WHICH CASE NO REINFORCEMENT SHALL BE USED.

CONCRETE THAT IS NOT DESIGNATED AS PLAIN CONCRETE AND HAS NO REINFORCEMENT

INDICATED SHALL BE REINFORCED PER ACI 318 AND THE FOLLOWING SCHEDULES:

WALL THICKNESS SIZE SPACING, EW POSITION

6" #4 12" OC

8" #5 12" OC

12"OR GREATER #6 12" EF

MASS CONCRETE SHALL BE REINFORCED WITH #5@15 OC EW MINIMUM IN ALL FACES.

C6 SHRINKAGE AND TEMPERATURE STEEL

UNLESS OTHERWISE NOTED, SHRINKAGE AND TEMPERATURE REINFORCING STEEL SHALL BE

PROVIDED FOR SLABS IN ACCORDANCE WITH THE FOLLOWING SCHEDULES:

SLAB THICKNESS SIZE SPACING

4" #3 12"

6" #4 12"

8" #5 12"

12" #4 12" T&B

C7 EXTRA ACCESSORY BARS

ASIDE FROM NORMAL ACCESSORIES USED TO HOLD REINFORCING STEEL IN POSITION THE

FOLLOWING SHALL BE ADDED:

A. IN SLABS NO. 4 RAISER BARS @ 48"MAXIMUM TO SUPPORT TOP REINFORCING STEEL.

B. IN WALLS WITH TWO CURTAINS, NO. 3 U OR Z SHAPE SPACERS @6'-0"OC EW.

C8 DOWELS

DOWELS SHALL BE AT LEAST THE SAME SIZE AND SPACING AS BARS WITH WHICH THEY ARE

LAPPED. THE LAP EMBEDMENT SHALL BE AS RECOMMENDED BY ACI 318 OR AS NOTED.

C9 BAR SPLICES

SPLICES OF REINFORCING STEEL BAR SHALL BE IN ACCORDANCE WITH SCHEDULE SHOWN ON THE

DRAWINGS AND ACI 318 AND SHALL BE CLASS B UNLESS OTHERWISE NOTED. THE LENGTH OF LAP

SPLICE OF BARS OF DIFFERENT DIAMETER SHALL BE BASED ON THE SMALLER DIAMETER. BAR

SPLICES MAY ALSO BE MADE BY WELDING IN ACCORDANCE WITH AWS SPEC D 1.4 IF APPROVED BY

THE ENGINEER.

C10 RESTRICTED BAR ANCHORAGE

IN CASES WHERE REINFORCING BARS CANNOT BE EXTENDED AS FAR AS REQUIRED DUE TO THE

LIMITED EXTENT OF THE ADJACENT CONCRETE STRUCTURE, THE BARS SHALL EXTEND AS FAR AS

POSSIBLE AND END IN STANDARD HOOKS.

C11 STANDARD HOOKS

BARS ENDING IN RIGHT ANGLE BENDS OR HOOKS SHALL CONFORM TO THE REQUIREMENTS OF ACI

318.

C12 CAST-IN-PLACE CONCRETE ANCHORS

ANCHORS SHALL BE HEADED BOLTS OF ASTM F1554 GRADE 55 MATERIAL WITH ASTM A563 HEAVY

HEXAGONAL NUTS AND ASTM A36 PLATE WASHERS WITH MINIMUM SIZE CONFORMING TO TABLE

14-2 OF THE CURRENT AISC STEEL CONSTRUCTION MANUAL, UNLESS NOTED OTHERWISE.

ALTERNATELY, ANCHORS SHALL BE THREADED AND NUTTED ROD CONFORMING TO ASTM F1554

GRADE 55 (WITH SUPPLEMENT S1) WITH THE EMBEDDED NUT THREADED ON AND WELDED TO THE

ROD. ALL MATERIALS EXPOSED TO MOISTURE OR WEATHER SHALL BE HOT DIP GALVANIZED

UNLESS NOTED OTHERWISE.

C13 POST-INSTALLED CONCRETE ANCHORS

MECHANICAL (EXPANSION) ANCHORS SHALL BE SIMPSON STRONG-BOLT 2 OR APPROVED EQUAL.

ADHESIVE ANCHORS SHALL BE HILTI HIT HY 200-R ADHESIVE ANCHORING SYSTEM OR APPROVED

EQUAL. POST-INSTALLED ANCHORS SHALL NOT BE SUBJECT TO VIBRATORY OR SHOCK LOADS.

INSTALL ANCHORS IN ACCORDANCE WITH MANUFACTURERS RECOMMENDATIONS. ALL MATERIALS

TO BE HOT DIP GALVANIZED UNLESS NOTED OTHERWISE.

ALL WOOD, EXCEPT ALASKA YELLOW CEDAR, SHALL BE PRESSURE TREATED IN ACCORDANCE

IWITH THE PROJECT SPECIFICATIONS AND WITH AWPA STANDARD U1.

W. TIMBER AND LUMBER

W1 GRADE

W2 FASTENERS

A. ALL FASTENERS - NAILS, SPIKES, LAG SCREWS, BOLTS, AND HARDWARE SHALL BE

HOT-DIPPED GALVANIZED. NAILS FOR USE IN NAIL GUNS SHALL BE HOT-DIP GALVANIZED.

B. NAILS SHALL BE GALVANIZED COMMON WIRE NAILS CONFORMING TO THE MINIMUM

DIMENSIONS GIVEN IN THE TABLE BELOW. SINKERS MAY BE USED IN NAIL GUNS AT THE

CONTRACTORS'S OPTION BUT THE SIZE MUST SATISFY THE MINIMUM DIMENSIONS STATED.

LONGER NAILS THAN THOSE CALLED OUT MAY ONLY BE USED WHERE THEY WILL NOT BE

VISIBLE IN THE FINISHED STRUCTURE.

16d 0.162 x 3 1/2" 12d 0.148 x 3 1/4" 10d 0.148 x 3"

8d 0.131 x 2 1/2" 6d 0.113 x 2"

C. MINIMUM NAILING PER IBC TABLE NO. 2304.9.1. UNO

W3 PRESERVATIVES

LUMBER GRADES SHALL BE GRADED IN ACCORDANCE WITH WWPA GRADING RULES AND SHALL

CONFORM TO THE FOLLOWING:

DIMENSIONED LUMBER, TIMBER AND DECKING, UNO DF NO. 1 S4S

S. STEEL

S1 CODES AND SPECIFICATIONS

STEEL CONSTRUCTION SHALL CONFORM TO THE SPECIFICATIONS AND STANDARDS AS

CONTAINED IN THE 13TH EDITION OF THE AISC MANUAL OF STEEL CONSTRUCTION.

S2 MATERIAL

STRUCTURAL BARS, PLATES, ANGLES, AND CHANNELS INDICATED ON THE DRAWINGS

SHALL BE STEEL MEETING ASTM A36 SPECIFICATIONS. ROLLED W AND WT SECTIONS

SHALL BE STEEL MEETING ASTM A572 GR50 OR ASTM A992. BOLTS SHALL CONFORM TO

ASTM 325, UNO. ROUND, RECTANGULAR, AND SQUARE HOLLOW STRUCTURAL STEEL

(HSS) SECTIONS SHALL CONFORM TO ASTM A500 GR B. ROUND PIPE SECTIONS SHALL

CONFORM TO ASTM A53 GR B, EXCLUDING PILES.

S3 WELDING

WELDING SHALL CONFORM TO AWS D1.1 STRUCTURAL WELDING CODE - STEEL.

ELECTRODE SHALL BE E70XX GROUP. WELDING SHALL BE CONDUCTED BY WELDERS

CERTIFIED BY THE AWS. ALL FIELD WELDS SHALL BE FOLLOWED BY A COLD

GALVANIZING PROCESS UPON COMPLETION.

S4 HOT-DIP GALVANIZING

UNLESS OTHERWISE NOTED, ALL STEEL FABRICATIONS SHALL BE HOT-DIPPED

GALVANIZED AFTER FABRICATION.

GLUE LAMINATED MEMBERS SHALL BE FABRICATED IN CONFORMANCE WITH ASTM AND ANSI/AITC

STANDARD A190.1. EACH MEMBER SHALL BEAR AN A.I.T.C. IDENTIFICATION MARK AND SHALL BE

ACCOMPANIED BY AN A.I.T.C. CERTIFICATE OF CONFORMANCE.

W4 GLUED LAMINATED MEMBERS

S6 DEMAND CRITICAL WELDS

WELDS SPECIFIED AS "DEMAND CRITICAL" OR "DC" ON THE DRAWINGS SHALL BE MADE

WITH A FILLER METAL CAPABLE OF PROVIDING A MINIMUM CHARPY V-NOTCH

TOUGHNESS OF 20 FT-LB AT MINUS 20 °F AS DETERMINED APPROPRIATE BY THE AWS

CLASSIFICATION TEST METHOD OR MANUFACTURER CERTIFICATION.

S5 WELDING - SEISMIC FORCE RESISTING SYSTEMS

IN ADDITIONAL TO THE GENERAL WELDING REQUIREMENTS, THE FOLLOWING

REQUIREMENTS APPLY TO WELDS USED IN MEMBERS AND CONNECTIONS WHICH ARE

PART OF A SEISMIC LOAD RESISTING SYSTEM. WELDING SHALL CONFORM TO AWS D1.8

"STRUCTURAL WELDING CODE - SEISMIC SUPPLEMENT." WELDING SHALL BE

PERFORMED IN ACCORDANCE WITH AISC 341 APPENDIX W. WELDING SHALL BE

PERFORMED IN ACCORDANCE WITH A WELDING PROCEDURE SPECIFICATION AS

REQUIRED IN AWS D1.1 AND AWS D1.8 AND SHALL BE APPROVED BY THE ENGINEER.

WELDS SHALL BE MADE WITH A FILLER METAL THAT CAN PRODUCE WELDS THAT HAVE A

MINIMUM CHARPY V-NOTCH TOUGHNESS OF 20 FT-LB AT 0 °F, AS DETERMINED BY THE

APPROPRIATE AWS CLASSIFICATION TEST METHOD OR MANUFACTURER CERTIFICATION.

WELDING ELECTRODES AND ELECTRODE-FLUX COMBINATIONS SHALL MEET THE

REQUIREMENTS OF H16 (16mL MAXIMUM DIFFUSIBLE HYDROGEN PER 100 GRAMS

DEPOSITED WELD METAL) AS TESTED IN ACCORDANCE WITH AWS A4.3.

S7 WELD TABS

WELD TABS SHALL NOT BE USED FOR CONTINUITY PLATES. WELD TABS SHALL NOT BE

USED IN THE K-AREA OF MEMBERS. WELD TABS USED IN CONNECTIONS THAT ARE PART

OF BRACED FRAMES AND MOMENT FRAMES SHALL BE REMOVED. WHEN WELD TABS ARE

USED AND ARE TO BE REMOVED THE WELD TAB SHALL BE REMOVED TO WITHIN 1/8" OF

THE BASE METAL SURFACE AND THE END OF THE WELD FINISHED.

S8 LOWEST ANTICIPATED SERVICE TEMPERATURE

THE LOWEST ANTICIPATED SERVICE TEMPERATURE (LAST) IS -22 °F.

SPECIAL INSPECTIONS SHALL BE CARRIED OUT ACCORDING TO THE PROJECT

SPECIFICATIONS.

I. SPECIAL INSPECTION

STRUCTURAL OBSERVATIONS SHALL CONFORM TO SECTION 1709 OF THE 2009

INTERNATIONAL BUILDING CODE. THE OWNER SHALL EMPLOY A REGISTERED DESIGN

PROFESSIONAL (R.D.P.) TO PERFORM STRUCTURAL OBSERVATION. THE R.D.P. SHALL

PERFORM VISUAL OBSERVATION OF THE STRUCTURAL SYSTEM FOR GENERAL

CONFORMANCE TO THE APPROVED CONSTRUCTION DOCUMENTS AT SIGNIFICANT

CONSTRUCTION STAGES AND AT COMPLETION OF THE STRUCTURAL SYSTEM. AT

COMPLETION OF THE WORK INCLUDED IN THE PERMIT, THE R.D.P. SHALL SUBMIT TO THE

BUILDING OFFICIAL AND THE ENGINEER A WRITTEN STATEMENT THAT THE

OBSERVATIONS HAVE BEEN MADE AND IDENTIFY ANY REPORTED DEFICIENCIES THAT

HAVE NOT BEEN RESOLVED.

STRUCTURAL OBSERVATION DOES NOT INCLUDE OR WAIVE THE RESPONSIBILITY FOR

THE INSPECTION REQUIRED BY SECTION 109 OR 1704 OF THE IBC.

STRUCTURAL OBSERVATIONS SHALL BE MADE AS A MINIMUM AT THE FOLLOWING

STAGES IN THE CONSTRUCTION:

1. DRIVING OF STEEL PIPE PILES

2. VERIFICATION OF INSTALLATION OF PILES

3. VERIFICATION OF SOIL BEARING CAPACITY AT FOOTINGS

4. VERIFICATION OF LATERAL SYSTEMS FOR CONFORMANCE TO CONTRACT

DOCUMENTS

O. STRUCTURAL OBSERVATIONS

C16 CHAMFERS

EXCEPT AS OTHERWISE REQUIRED, EXPOSED CONCRETE CORNERS AND EDGES SHALL HAVE 3/4"

CHAMFERS. RE-ENTRANT CORNERS SHALL NOT HAVE FILLETS.

P. PILES

P1 SCOPE

ALL PILES SHALL BE ASTM A252, GRADE 3, 14"DIAx1/2" THICK STEEL PIPE. IF 14"DIAx1/2" IS

UNAVAILABLE, THE CONTRACTOR SHALL SUPPLY ASTM A 252, GRADE 3, 16"DIAx1/2" THICK STEEL

PIPE.

P2 DESIGN

PILES SHALL BE INSTALLED TO AT LEAST THE ESTIMATED TIP ELEVATION SHOWN IN THE

DRAWINGS. THE LOAD CAPACITY OF THE PILE SHALL BE CONFIRMED BY AN IMPACT HAMMER TO

SHOW CONFORMANCE WITH THE ESTIMATED LOAD CAPACITY SHOWN IN THE GEOTECHNICAL

REPORT.

P4 SPECIFICATIONS

MATERIAL, FABRICATION, HANDLING, INSTALLATION, AND DRIVING RECORDS SHALL BE IN

ACCORDANCE WITH THE PILE SPECIFICATIONS.

P5 PILE IDENTIFICATION

PILE NUMBERS SHOWN ON THE PLAN DRAWINGS ARE FOR IDENTIFICATION AND DO NOT

REPRESENT THE ORDER OF DRIVING.

P6 PILE LOCATIONS

FOR PILE LOCATIONS SEE PLAN DRAWINGS.

P7 PILE DIMENSIONS

ALL PILE LOCATION DIMENSIONS SHOWN ON PLAN ARE SUBJECT TO FIELD VERIFICATION. WHERE

INTERFERENCE OCCURS PILES SHALL NOT BE RELOCATED/MOVED WITHOUT APPROVAL OF THE

ENGINEER.

P8 PILE BLOW COUNTS

ALL PILE BLOW COUNTS SHALL BE RECORDED BY THE SPECIAL INSPECTOR AND BE MADE

AVAILABLE TO THE ENGINEER.

P3 PILE INSTALLATION

P9 SPLICES

PILE SPLICES SHALL BE MADE WITH PRE QUALIFIED COMPLETE JOINT PENETRATION GROOVE

WELDS WHICH DEVELOP THE FULL STRENGTH OF THE PILE SECTION.

P10 PILE SPECIFICATION

REFERENCE "SECTION 02458 - STEEL PIPE PILES" AND "STATEMENT OF SPECIAL INSPECTION."

C14 ISOLATION JOINTS

PREFORMED ISOLATION JOINT FILLER SHALL BE NONEXTRUDING, RESILIENT BITUMINOUS TYPE

CONFORMING TO ASTM D1751. MATERIAL THICKNESS SHALL BE 1/4 INCH FOR ISOLATION JOINTS,

UNLESS NOTED OTHERWISE.

C17 CONCRETE SPECIFICATIONS

THE NOTES ABOVE SHALL SERVE AS MINIMUM REQUIREMENTS UNLESS NOTED OTHERWISE IN

PROJECT DOCUMENTS.

GLUED LAMINATED TIMBER - SIMPLE SPANS

GLUE LAMINATED TIMBER - CONTINUOUS

SPANS OR CANTILEVERED SPANS

DF-L COMBINATION 24F-V4

DF-L COMBINATION 24F-V8

IT IS ANTICIPATED THAT SIGNIFICANT ROCK, RIP-RAP AND OTHER DEBRIS WILL HAVE TO BE

REMOVED OR RELOCATED AT PILE LOCATIONS BEFORE PILE DRIVING CAN OCCUR. PILES SHALL BE

INSTALLED TO AT LEAST THE ESTIMATED TIP ELEVATION SHOWN ON THE DRAWINGS AND

PROOF-LOADED WITH AN IMPACT HAMMER TO ENSURE END BEARING CAPACITY. SPECIFICATIONS

FOR BOTH THE VIBRATORY HAMMER (IF UTILIZED) AND IMPACT HAMMER SHALL BE SUBMITTED TO

THE ENGINEER PRIOR TO PILE INSTALLATION. A REPRESENTATIVE OF THE ENGINEER WILL

OBSERVE ALL PILE DRIVING. ANY CHANGES TO DRIVING CRITERIA MUST BE REVIEWED AND

APPROVED BY THE ENGINEER. AT LEAST ONE PILE SHALL BE AXIALLY LOAD TESTED TO VERIFY

PILE CAPACITY.

W2 FASTENERS (CONT)

D. PREDRILLED HOLES, IF REQUIRED TO AVOID SPLITTING OF WOOD, SHALL BE 1/16" LESS

THAN SPIKE DIAMETER AND 1/32" LESS THAN NAIL DIAMETER - HOLE DEPTH SHALL BE 1/2"

LESS THAN PENETRATION OF SPIKE OR NAIL. PREDRILLED HOLES FOR BOLTS SHALL BE A

MINIMUM OF 1/32" TO A MAXIMUM OF 1/16" LARGER THEN THE BOLT DIAMETER. BOLTS SHALL

NOT BE FORCIBLY DRIVEN.

E. NOTATIONS ON DRAWINGS RELATING TO FRAMING CLIPS, JOIST HANGERS, AND OTHER

CONNECTING DEVICES REFER TO CATALOG NUMBERS OF STRONG-TIE CONNECTORS

MANUFACTURED BY THE SIMPSON COMPANY. EQUIVALENT DEVICES BY OTHER

MANUFACTURERS MAY BE SUBSTITUTED IF APPROVED BY THE ENGINEER PRIOR TO USE,

AFTER SUBMITTING ICBO APPROVAL FOR EQUAL OR HIGHER LOAD CAPACITIES. USE ALL

MANUFACTURER SPECIFIED FASTENERS UNLESS SPECIFICALLY NOTED OTHERWISE. ALL

CONNECTIONS SHALL HAVE G185 (ASTM A653) OR ASTM A123 GALVANIZED FINISH.

ALASKA YELLOW CEDAR (AYC) AYC NO. 1 S4S

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PROVIDE BOND BREAKER TAPE

AGAINST BOTTOM FACE OF

GROOVE ONLY

GROOVE WITH SEALANT AT

SUBMERGED SURFACES ONLY

ROUGHEN SURFACE TO 1/4"

AMPLITUDE

6" WATERSTOP WHERE

WATERTIGHT CONSTRUCTION

IS REQUIRED

1 1/2" AT WATERSTOP

REINF CONTINUOUS

THROUGH JOINT

CLASS B SPLICE,

STAGGER WHERE NOTED

3/4"CHAMFER AT

SURFACES EXPOSED TO VIEW

EXTEND

HORIZ REINF TO

1"CLEAR AT JOINT

1"IDx2"PLASTIC

EXP CAP W/ 1"STYROFOAM

BETWEEN DOWEL AND

END OF CAP. TAPE TO

BAR FOR WATERTIGHT SEAL

1"DIAx3'-0 COATED STL

BAR DOWELS @12.

TIE IN PLACE TO REINF

THIS SECTION CAST FIRST

#4x SPACING TO

MATCH HORIZ REINF

2'-0

JOINT CAPPING WATERSTOP

JOINT FILLER

SEALANT

EQUAL

6" WATERSTOP WHERE

WATERTIGHT CONSTRUCTION

IS REQUIRED

3/4"

1"

1/2"

1'-6" 3/4"

EXPANSION JOINT

TYPICAL CONSTRUCTION JOINT

AT VERTICAL WALL OR STRUCTURAL SLAB

HYDRAULIC STRUCTURES

WALL BASE CONSTRUCTION JOINT

5/8"DIAx6" SST ANCHOR

BOLT AT 1'-6"OC OR

3/4"DIA DRILLED IN SST

CONC ANCHOR

@1'-6"OC

1/4"THICK CONT SST ANGLE.

TRIM VERTICAL LEG TO

FLUSH W/ TOP OF GRATING

HORIZ ANGLE LEG: 2" FOR

GRATING DEPTH 2 1/4" OR

LESS, AND 3" OTHERWISE

CONT SST L3x2

1/2x1/4 LLV

GRATING

DEPTH

GRATING

DEPTH

3/8"DIAx4" SST

WHS@18"OC

TYPE 1 TYPE 2

1/4"MIN

1/2"MAX

CLEAR 1/4"MIN

1/2"MAX

CLEAR

1. REINFORCEMENT IN OTHER DIRECTION SHALL BE TREATED IN A SIMILAR MANNER.

2. "W" AND "L" = DIMENSION OF OPENING. FOR CIRCULAR OPENINGS, "W"= DIAMETER.

3. ALL OPENINGS IN WALLS AND SLABS LARGER THAN OR EQUAL TO 10" IN ANY ONE DIRECTION SHALL

CONFORM TO DETAILS.

4. SEE MECHANICAL AND ARCHITECTURAL DRAWINGS FOR SLAB AND WALL OPENINGS NOT SHOWN ON

STRUCTURAL DRAWINGS.

5. SUPPLEMENTARY BARS MAY BE OMITTED WHERE OPENING IS FRAMED BY BEAMS.

6. OPENING DETAILS SHOWN ARE TYPICAL UNLESS NOTED OTHERWISE.

7. THE NUMBER OF ADDITIONAL BARS AT EACH SIDE OF THE OPENING EQUALS HALF THE NUMBER OF

TYPICAL REINFORCING BARS THAT ARE INTERRUPTED BY THE OPENING.

CLASS B

TENSION

SPLICE

#5x4'-0 EACH

FACE, EACH CORNER

EXTRA REINFORCING

BARS EQUIVALENT

TO BARS CUT

1-#5 HOOP EACH FACE

REINFORCING BARS

CUT BY OPENING

W

L

1'-6" LAP

W

CORNER CORNER

(OPTIONAL)

TYPICAL SINGLE CURTAIN

CORNER CORNER

(OPTIONAL)

TYPICAL DOUBLE CURTAIN

CLASS B

TENSION

LAP SPLICE

SINGLE CURTAIN DOUBLE CURTAIN

(OPTIONAL)

TYPICAL INTERSECTION

Ld

Ld

Ld

Ld

Ld

2'-0

"

MIN

Ld

2'-0"

MIN

Ld

2'-0

"

MIN

Ld

2'-0"

MIN

REINFORCING AT WALL INTERSECTIONS

NOTES

REINFORCING AT WALL AND SLAB OPENINGS

Ld Ld Ld

Ld

Ld

DETAIL1

_

SCALE: NONE

DETAIL3

_

SCALE: NONE

REINFORCING DEVELOPMENT AND LAP SPLICE LENGTHS

DETAIL2

_

#3

#4

#5

#6

#7

#8

#9

#10

#11

TENSION DEVELOPMENT AND SPLICE LENGTHS

Ld

BAR

SIZE

CLASS B

TENSION LAP

TOP BARS

(NOTE 2)

TOP BARS

(NOTE 2)

OTHER

BARS

17 22 17

28 36 28

34 44 34

49 63 49

56 72 56

63 81 63

71 92 71

78 102 78

13

22

26

38

43

48

54

60

23 29 2317

STD 90° HOOK

HOOK

LENGTH

BEND DIALdh

7

11

13

15

17

20

22

24

9

8

9

11

12

14

16

17

6

5

4

5

10

11

12

3

3

6

6

NOTES

OTHER

BARS

1. FOR GRADE 60 UNCOATED BARS AND NORMAL WEIGHT CONCRETE,

f 'c = 5000 PSI.

2. "TOP BARS" ARE HORIZONTAL REINFORCING BARS WHERE 12" OF FRESH CONCRETE IS CAST

BELOW THE DEVELOPMENT LENGTH OR SPLICE.

DETAIL4

_

SCALE: NONE

DETAIL5

_

SCALE: NONE

DETAIL6

_

SCALE: NONE

DETAIL7

_

SCALE: NONE

GRATING SUPPORT

5/8"DIAx6" SST ANCHOR

BOLT AT 1'-6"OC OR

3/4"DIA DRILLED IN SST

CONC ANCHOR @1'-6"OC

TRIM VERTICAL LEG TO

FLUSH W/ TOP OF GRATING

CONT SST L3 1/2x3x1/4 LLV

1/4"MIN

1/2"MAX

CLEAR

GRATING

DEPTH

TOP OF CONC

TOPPING SLAB

TYPE 3

CONT SST PL1/4x2

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HABITAT ISLAND

ELEVATED SEAWALK

TRANSITION TO

BRIDGE PARK, NIC

TRANSITION TO

HABITAT ISLAND, NIC

1

S-205

1

S-206

1

S-207

ELEVATED SEAWALK

HABITAT ISLAND

CONNECTION

TO EGAN DR

GOLD CR VIEWING PLATFORM

TRANSITION TO

HABITAT ISLAND, NIC

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ID

\S

-201 P

LA

N S

EA

WA

LK

.D

WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

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ON

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PH

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E 2 E

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VA

TE

D S

TR

UC

TU

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S

SEAWALK PLAN

SCALE: 1/32"=1'-0"

1

S-201

ST

RU

CT

UR

AL P

LA

N

SE

AW

ALK

N

0

SCALE:

16' 32' 64'

1/32" = 1'-0 ''

W24x84, TYP ALL

LONGITUDINAL BEAMS

W24x84 PILE

CAP, TYP

HSS14.000x0.500

PILE, TYP

EDGE OF DECK

1

7

'

-

0

"

1

3

'

-

6

"

4

E

Q

S

P

2

5

'

-

6

"

3

S-231

M

A

T

C

H

L

I

N

E

S

E

E

S

-

2

0

3

1

2

3

4

5

6

7

B

A

3

6

'

-

5

"

3

6

'

-

4

"

3

6

'

-

5

"

3

0

'

-

0

"

3

6

'

-

3

"

1

S-251

2

S-251

1

S-231

CONCRETE

SLEEPER

FOUNDATION, NIC

MOMENT

CONNECTION, TYP

EXTEND DECK TO RECEIVE

BANNER POLES, TYP 4

PLACES, SEE ARCH DWG'S

FUTURE CONSTRUCTION, NIC

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LK

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WG

- T

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TO

N, T

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1

A

B

C

D

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F

2 3 4 5 6 7

Bar Measures 1 inch

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217 S

EC

ON

D S

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T, S

UIT

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: (907) 463-3677

PH

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VA

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D S

TR

UC

TU

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SEAWALK PLAN1

S-201

SCALE: 1/8"=1'-0"

S-202

ST

RU

CT

UR

AL P

AR

TIA

L P

LA

N

SE

AW

ALK

W

ES

T

0

SCALE:

4' 8' 16'

1/8" = 1'-0 ''

N

NOTES

1. FOR GENERAL NOTES SEE DRAWING S-001.

2. FOR PILE DETAILS AND INFORMATION SEE DRAWING

S-258 AND GENERAL NOTES.

3. SEISMIC LOAD RESISTING SYSTEM INCLUDES PILES AND

THEIR CONNECTIONS, PILE CAP BEAMS AND THEIR

CONNECTIONS TO THE PILES, AND LONGITUDINAL

MOMENT FRAME BEAMS AND THEIR CONNECTIONS.

W24x84, TYP ALL

LONGITUDINAL BEAMS

W24x84 PILE CAP, TYP

HSS14.000x0.500

PILE, TYP

EDGE OF DECK

W24x84, TYP

2

S-231

M

A

T

C

H

L

IN

E

S

E

E

S

-2

0

4

M

A

T

C

H

L

I

N

E

S

E

E

S

-

2

0

2

7

8

9

12

13

3

6

'-

8

"

3

7

'-

6

"

3

S-231

28'-10"

34'-0

"

38'-6

"

STAIR FRAMING

DOWN TO BEACH

1

S-251

2

S-251

6

S-251

TYP

1

S-231

SIM

W12x14, TYP

9 PLACES

CONC PLANTER, SIZE

PER ARCH DWG'S

7

S-251

BEGIN SLOPE

END SLOPE

SLO

PE

U

P

APPROX LOCATION OF FUTURE

CANOPY COLUMN, COLUMNS TO

BE WELDED TO TOP FLANGE OF

BEAMS, TYP 5 PLACES, NIC

APPROX LOCATION OF FUTURE

CANOPY COLUMN, TYP 2 PLACES, NIC

1

S-208

PILE ST-1

PILE ST-2

PILE ST-4

PILE ST-3

MOMENT CONNECTION, TYP

W24x84 PILE CAP

1

S-253

1

3

'

-

8

"

1

7

'

-

0

"

1

3

'

-

6

"

4

E

Q

S

P

3

8

'-

7

1

/

2

"

R

4

8

'

-

1

1

1

/

2

"

14'-0"

18'-6"

PILE 10A

PILE 10AB

PILE 10B

PILE 11A

PILE 11B

PILE 11AB

S-203

ST

RU

CT

UR

AL P

AR

TIA

L P

LA

N

SE

AW

ALK

W

ES

T

SEAWALK PLAN1

S-201

SCALE: 1/8"=1'-0"

N

0

SCALE:

4' 8' 16'

1/8" = 1'-0''

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WA

LK

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WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

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EC

ON

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UC

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S

NOTES








W24x84, TYP ALL

LONGITUDINAL BEAMS


HSS14.000x0.500

PILE, TYP

EDGE OF DECK

1

7

'-0

"

1

3

'-6

"

4

E

Q

S

P

M

A

T

C

H

L

IN

E

S

E

E

S

-2

0

3

13

1

4

1

5

1

6

1

7

1

8

3

8

'-3

"

2

9

'-

4

"

4

0

'

-

0

"

4

2

'

-

6

"

3

1

'

-

8

"

3

S-231

4

S-251

GL5 1/8"x19 1/2" THIS BAY, NIC

CONCRETE SLEEPER FOUNDATION, NIC

1

S-231

1

S-251

2

S-251


AT-GRADE DECKING AT

HABITAT ISLAND, NIC


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TIA

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LA

N S

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WA

LK

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WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

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ech

217 S

EC

ON

D S

TR

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T, S

UIT

E 207

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AX

: (907) 463-3677

PH

AS

E 2 E

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VA

TE

D S

TR

UC

TU

RE

S

S-204

ST

RU

CT

UR

AL P

AR

TIA

L P

LA

N

SE

AW

ALK

W

ES

T

SEAWALK PLAN1

S-201

SCALE: 1/8"=1'-0"

N

0

SCALE:

4' 8' 16'

1/8" = 1'-0 ''

NOTES








W24x84, TYP ALL

LONGITUDINAL BEAMS


HSS14.000x0.500

PILE, TYP

EDGE OF DECK

2

S-231

MA

TC

HLIN

E

SE

E S

-206

1

9

2

0

2

1

2

2

23

C

2

4

2

5

'

-

0

"

3

8

'-

1

0

"

3

6

'-2

"

25'-3"

35'-0

"

25'-3"

3

S-231

4

S-251

GLU-LAM 5 1/8"x19 1/2" THIS BAY, NIC

CONCRETE SLEEPER FOUNDATION, NIC

1

S-231

1

S-251

2

S-251

AT-GRADE DECKING AT

HABITAT ISLAND, NIC



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TIA

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LA

N S

EA

WA

LK

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WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

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ech

217 S

EC

ON

D S

TR

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T, S

UIT

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K 99801

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: (907) 463-3677

PH

AS

E 2 E

LE

VA

TE

D S

TR

UC

TU

RE

S

S-205

ST

RU

CT

UR

AL P

AR

TIA

L P

LA

N

SE

AW

ALK

E

AS

T

SEAWALK PLAN1

S-201

SCALE: 1/8"=1'-0"

N

0

SCALE:

4' 8' 16'

1/8" = 1'-0''

NOTES








W24x84, TYP ALL

LONGITUDINAL BEAMS

W24x84 PILE

CAP, TYP

HSS14.000x0.500

PILE, TYP

EDGE OF DECK

1

S-231

M

A

T

C

H

LIN

E

S

E

E

S

-207

MA

TC

HLIN

E

SE

E S

-205

23

C

D

24

25

2

6

2

7

2

8

29

35'-0

"

13'-7"

3

1

'-6

"

21'-0"

3

8

'-0

"

4

0

'-

2

"

3

8

'-

7

"

13'-0" 7'-0"

4

3

'

-

1

3

/

4

"

7'-0"

3

S-231

1

S-251


W24x84, TYP

W24x84 PILE CAP BELOW

LONGITUDINAL BEAMS

WELDED MOMENT CONN,

SEE 1/S-251, SIM

6

S-251

TYP

W24x84 PILE CAP BELOW

LONGITUDINAL BEAMS

PILE 29A.2

PILE 29A.1

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E-B

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\S

-206 P

AR

TIA

L P

LA

N S

EA

WA

LK

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WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

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ech

217 S

EC

ON

D S

TR

EE

T, S

UIT

E 207

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AX

: (907) 463-3677

PH

AS

E 2 E

LE

VA

TE

D S

TR

UC

TU

RE

S

S-206

ST

RU

CT

UR

AL P

AR

TIA

L P

LA

N

SE

AW

ALK

E

AS

T

SEAWALK PLAN1

S-201

SCALE: 1/8"=1'-0"

N

0

SCALE:

4' 8' 16'

1/8" = 1'-0''

NOTES








W24x84, TYP ALL

LONGITUDINAL BEAMS


HSS14.000x0.500

PILE, TYP

EDGE OF DECK

3

S-231

2

S-231

M

A

T

C

H

L

IN

E

S

E

E

S

-2

0

6

C

D

E

F

24

25

3

8

'-0

"

3

7

'-6

3

/4

"

1

0

'-

6

"

2

8

'-

0

"

W12x45 THIS BAY

CONCRETE FOUNDATION

4

S-253


EXTEND DECK TO RECEIVE

BANNER POLES, TYP 4

PLACES, SEE ARCH DWG'S

5

S-253

5

S-253

2'-0 x 2'-2 PEDESTAL FOR REMOVABLE

BOLLARD, TYP 2 PLACES

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S\P

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2 R

E-B

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\S

-207 P

AR

TIA

L P

LA

N S

EA

WA

LK

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WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

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ech

217 S

EC

ON

D S

TR

EE

T, S

UIT

E 207

JU

NE

AU

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K 99801

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IN

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AX

: (907) 463-3677

PH

AS

E 2 E

LE

VA

TE

D S

TR

UC

TU

RE

S

S-207

ST

RU

CT

UR

AL P

AR

TIA

L P

LA

N

SE

AW

ALK

E

AS

T

SEAWALK PLAN1

S-201

SCALE: 1/8"=1'-0"

N

0

SCALE:

4' 8' 16'

1/8" = 1'-0''

NOTES








2

S-232

1

S-232

19'-10"9'-4" 8'-0"

FRPSTEEL

FRP C10x2 3/4x1/21 1/2" TYPE T2515

PULTRUDED FRP

STAIR TREAD

FRP W10x10x1/2

FRP C10x2 3/4x1/2

2 1/2"x3/16" TYPE W-8-4

GALV STEEL GRATING

2 1/2"x3/16" TYPE W-8-4

GALV STEEL STAIR TREADS

W12x30 AT LANDING, TYPC15x33.9 STRINGER

C15x33.9 STRINGER

6x12 DECKING

3

S-253

PILE BELOW, TYP

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-208 S

TA

IR

S P

LA

N.D

WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

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217 S

EC

ON

D S

TR

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T, S

UIT

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JU

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: (907) 463-3677

PH

AS

E 2 E

LE

VA

TE

D S

TR

UC

TU

RE

S

PLAN1

S-203

SCALE: 1/2"=1'-0"

S-208

ST

AIR

P

LA

N

SE

AW

ALK

W

ES

T

N

0

SCALE:

1' 2' 4'

1/2" = 1'-0 ''

HSS14x0.500 ASTM

A252 GR3 PILE, TYP

30"DIA PL, TYP

W24x84 PILE

CAP, TYP

W24x84, TYP

PER PLAN

6x12 DECKING

4x10 NAILER

T/DECK

EL VARIES

1

S-251

1'-6" 13'-6" 1'-6"

17'-0"

HSS14.000x0.500

ASTM A252 GR3

PILE, TYP

W24x84 PILE CAP

INCOMING W24x84, TYP

30"DIA PL, TYP

GUARDRAIL

PER ARCH

W24x84, TYP6x12 DECKING

4x10 NAILER, TYP

6x12 DECKING4x10 NAILER, TYP

16'-0"

WALKING SURFACE

17'-0"

6" 6"

1'-3"

13'-6"

4 EQ SPACES

1'-3"

3

S-251

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\S

-231 S

EC

TIO

NS

S

EA

WA

LK

.D

WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

etra T

ech

217 S

EC

ON

D S

TR

EE

T, S

UIT

E 207

JU

NE

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K 99801

MA

IN

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AX

: (907) 463-3677

PH

AS

E 2 E

LE

VA

TE

D S

TR

UC

TU

RE

S

SECTION2

S-202

SCALE: 1/2"=1'-0"

S-231

ST

RU

CT

UR

AL S

EC

TIO

N

SE

AW

ALK

SECTION1

S-202

SCALE: 1/4"=1'-0"

SECTION3

S-202

SCALE: 1/2"=1'-0"

0

SCALE:

2' 4' 8'

1/4" = 1'-0''

0

SCALE:

1' 2' 4'

1/2" = 1'-0''

STEEL HSS PILE, TYP

STEEL PLATE, TYP

STEEL W24x84, TYP

STEEL FRP

FRP WF BEAM

FRP CHANNEL

FRP STAIR TREAD

1

S-252

9

S-252

FRP SHIM PL W/

4-3/4"DIA SST BOLTS

STEPPING STONES PER

LANDSCAPE DWG'S

FRP

STAIR ASSEMBLY

STEEL HSS PILE, TYP

STEEL PLATE, TYP

STEEL W24x84, TYP

FRPSTEEL

C15x33.9

C15x33.9

W12x30

2

S-252

6

S-252

5

S-252

4

S-252

3

S-252

7

S-252

STEPPING STONES PER

LANDSCAPE DWG'S

8

S-252

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\S

-232 S

TA

IR

S S

EC

TIO

N.D

WG

- T

IP

TO

N, T

IM

1

A

B

C

D

E

F

2 3 4 5 6 7

Bar Measures 1 inch

Copyright: T

etra T

ech

217 S

EC

ON

D S

TR

EE

T, S

UIT

E 207

JU

NE

AU

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K 99801

MA

IN

: (907) 586-6400 F

AX

: (907) 463-3677

PH

AS

E 2 E

LE

VA

TE

D S

TR

UC

TU

RE

S

S-232

ST

AIR

S

EC

TIO

NS

SE

AW

ALK

W

ES

T

SECTION1

S-208

SCALE: 1"=1'-0"

SECTION2

S-208

SCALE: 1/2"=1'-0"

0

SCALE:

6" 1' 2'

1" = 1'-0''

0

SCALE:

1' 2' 4'

1/2" = 1'-0''

GL5 1/8x19 1/2, NICHGLT5

HANGER, NIC

W24 BEAM

6x12 DECKING

4x10 NAILER

PILE

DECKING THIS SIDE

OF PILE CAP NIC

5/8

DEMAND CRITICAL

PL1x30 DIA

PILE

3/8

DEMAND CRITICAL

3/8

3/8

3/8

1 1/2"

TY

P

3"

TY

P

1 1/2"

1 1/2"

1/4

TYP

1/4

PL3/8x4x1'-0 W/4-3/4"DIA

A325 BOLTS, TYP

6x12 PRESSURE

TREATED DECKING

3-0.283 COMMON WIRE SPIKES

PER PLANK AT EA SUPPORT, 3"

PENETRATION INTO NAILER, TYP

5/8

DEMAND CRITICAL

PL1x30 DIA

PILE

3/8

3/8

1 1/2"

TY

P

3"

TY

P

1 1/2"

1 1/2"

1/4

TYP

1/4

PL3/8x4x1'-0 W/4-3/4"DIA

A325 BOLTS, TYP

6x12 PRESSURE

TREATED DECKING




CJP, DC

CJP, DC

3

_

3

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4x10 NAILER W/ 3/4"DIA A325

BOLTS STAGGERED ON

GAGE, SPACED @24" OC

3/4"DIA A325

COUNTERSUNK BOLTS

9

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9

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W24 TO PL1, DC

DEMAND CRITICAL

3/8

W24 TO PL1, DC

3/8

DECKING

NAILER

INCOMING BEAM

STIFF PL1/2, EA SIDE

OF BEAM FLANGE AT

ALL PILE LOCATIONS

9/16

9/16

3 SIDES, TYP

PILE CONN PL

PILE

2'-0" 2'-0" 2'-0"

5 1/2"

3/4"DIA A325 BOLT BEAM TOP FLANGE

3/4" CHAMFER

#5@12 EW

#5@12 EW

8"

8"

WOOD DECK,

SEE PLAN

8

_

GRADE2'-8"

MIN

WALL EL PER

ARCH DWG'S

2'-8"

W24

COMPACT DISTURBED

SUBGRADE, INSTALL 4"

TO 6" D-1 BASE COURSE

4x12 W/ 3/4" F1554 GR36

ANCHOR @12 W/ 5" EMBED,

SET W/ HILTI HIT-HY 200

CONT 4x10,

TRIM TO FIT

2 5/8"

3 1/2"

SEAWALK DECK

CONCRETE

MCMASTER-CARR SST 4 1/2"x4 1/2"x0.187"

SECURITY HINGE @15"

6"

8d NAIL @48" OC

PROVIDE 6" CLR

BELOW WOOD TO SOIL

W24 NOT SHOWN

W24 BEAM

6x12 DECKING

4x10 NAILER

STD GAUGE

4-3/4"DIA A325 BOLTS @

STD GA IN EA DIRECTION

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TRANSITION

CONN DETAIL4

S-204

SCALE: 3/4"=1'-0"

NOT USED5

_

SCALE: NA

TYP MOMENT CONN

DETAIL1

S-202

SCALE: 1 1/2"=1'-0"

TYP BEAM TO GIRDER

CONN DETAIL2

S-202

SCALE: 1 1/2"=1'-0"

NAILER TO BEAM

CONN DETAIL9

_

SCALE: 3/4"=1'-0"

CONN DETAIL3

S-231

SCALE: 3/4"=1'-0"

BEAM OVER BEAM

CONN DETAIL6

S-203

SCALE: 3/4"=1'-0"

PLANTER DETAIL7

S-203

SCALE: NTS

TRANSITION DETAIL8

_

SCALE: 1 1/2"=1'-0"

0

SCALE:

4" 8" 1'-4"

1 1/2" = 1'-0 ''

0

SCALE:

8" 1'-4" 2'-8"

3/4" = 1'-0''

FRP L3x3x1/4x6, TYP

1/2" DIA TYPE 316

SST BOLT, TYP

FRP WT CUT

FROM W10x10x1/2

FRP W10x10x1/2

1 1/2" FRP TREADS

1'-2"1'-2"

FRP TREAD

FRP WF

FRP WT

FRP L3x3x1/4x6, TYP

5"

TY

P

9

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2"

3 1/4"

MIN

1/2" DIA TYPE 316

SST BOLT, TYP

FRP L1-1/2x1-1/2x1/4

FRP TUBE POST,

SEE ARCH FOR

LAYOUT AND

SIZING

FRP TREADS

FRP CHANNEL

2-1/8x3/16 SQ FRP

TUBE SPACER, TYP

FRP

L1-1/2x1-1/2x1/4

4 3/4"

TYP

1 1/4"

TYP

FRP TREADS

FRP

CHANNEL

1'-0"

TREADS CENTERED

ON CHANNEL

11

_

10

_

SOLID FRP RISERS

FRP L1-1/2x1-1/2x1/4

FRP TREADS

FRP CHANNEL

1/2" DIA TYPE 316

SST BOLTS

3-1/2" DIA

A325 BOLTS

L3x3x1/4

2 1/2" STEEL TREADS

1/2" STEEL PLATE

3/4"

MIN

STEEL PLATE

CHANNEL

CHANNEL

CJP

CJP

STEEL RISERS

6x12 TIMBER DECKING

4x10 NAILER

4x10 NAILER

CHANNEL

W24x84

1/4

1/4

1/4" PLATE

12

_

13

_

STEEL TREADS

CHANNEL

4 7/8"

1'-0"

TIMBER DECKING

NAILER




PL3/8x6x0'-9 W/ 6-3/4"DIA

A325 BOLTS

3

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3

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T

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2

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T

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CHANNEL

WIDE FLANGE

BEAM

STEEL GRATING

COUNTERSINK

BOLTS

4x10 NAILER W/ 3/4" DIA A325

BOLTS @ 24" OC

CHANNEL

6x12 PRESSURE

TREATED DECKING

14

_

4-3/4"DIA A325 BOLTS

AT STD GAUGE

W12x30

STEEL GRATING

FRP CHANNEL

7"

2 1/2"

FRP STRAIR TREAD

3/4" FRP SHIM PLATE

FRP CHANNEL

3/16

3/16

PL11x6x1/2

2-1/2" SST BOLTS

STEEL TREADS

FRP LEDGER

ANGLE

1/2" SST

BOLT, TYP

9"

1/2" PLATE

1/2" PLATE

FRP CHANNEL

2-1/2" DIA TYPE

316 SST BOLTS

15

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3/16

3/16

FRP CHANNEL

3/16

3/16

PL11x6x1/2

2-1/2" SST BOLTS

STEEL TREADS

FRP LEDGER

ANGLE

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SECTION9

S-232

SCALE: 6"=1'-0"

DETAIL1

S-232

SCALE: 1 1/2"=1'-0"

DETAIL2

S-232

SCALE: 3"=1'-0"

SECTION11

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SCALE: 3"=1'-0"

SECTION10

_

SCALE: 3"=1'-0"

SECTION12

_

SCALE: 6"=1'-0"

DETAIL5

S-232

SCALE: 1 1/2"=1'-0"

SECTION3

S-232

SCALE: 1 1/2"=1'-0"

DETAIL4

S-232

SCALE: 1 1/2"=1'-0"

DETAIL6

S-232

SCALE: 1 1/2"=1'-0"

SECTION13

_

SCALE: 1 1/2"=1'-0"

DETAIL7

S-232

SCALE: 1 1/2"=1'-0"

SECTION14

_

SCALE: 1 1/2"=1'-0"

0

SCALE:

4" 8" 1'-4"

1 1/2" = 1'-0 ''

0

SCALE:

2" 4" 8"

3" = 1'-0''

0

SCALE:

1" 2" 4"

6" = 1'-0''

DETAIL8

S-232

SCALE: 1 1/2"=1'-0"

SECTION15

_

SCALE: 1 1/2"=1'-0"

8"

4x12 LEDGER W/ 3/4" F1554 GR36

ANCHOR @12 W/ 5" EMBED, SET

W/ HILTI HIT HY 200

#5@12 EW

T/CONC

EL 26.0

T/DECK

EL 25.5

6x12 DECKING, FASTEN TO LEDGER

W/ 3-0.283 COMMON WIRE SPIKES

PER PLANK W/ MIN 3" PENETRATION

#5@12 EW

PLANTER BOX

2'-8"

MIN

2'-8"

COMPACT DISTURBED



4'-0" 4'-0"

FRP TREADS

FRP WIDE FLANGE

SST BOLT, TYP

TREADS DISCONTINUOUS

AT MIDPOINT

FRP CHANNEL, TYP

FRP ANGLE, TYP

SST BOLT, TYP

T/WALL EL 25.5'

T/WALL EL 26.0'

T/WALL EL 25.5'

T/DECK EL 25.5'

PLANTER FOOTING

T/WALL EL 25.5'

T/WALL EL 26.0'

PLANTER FOOTING

EDGE OF PLANTER FOOTING EDGE OF PLANTER FOOTING

EDGE OF WALL FOOTING

7'-0"

LEDGER

2

_

7

S-251

2

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SIM

BACKFILL TO MATCH T/DECK EL,

PROVIDE 6" LAYER D-1 BASE COURSE

W12x45

6x12 DECKING

CONCRETE SLEEPER

SIDEWALK AT EGAN DR

#4x @12

3-#4 T&B

2'-2"

2'-0"

2-3/4"DIA F1554 GR36

ANCHORS AT STD

GAUGE W/5" EMBED, SET

W/ HILTI HIT-HY 200-R

1'-0"

#4@12 EW, EF

1/2" GAP

1" GROUT

4x10 NAILER

COMPACT DISTURBED



3 3/4"

6x12 DECKING

CONCRETE SLEEPER

SIDEWALK AT EGAN DR

#4x @12

#4 CONTINUE

THROUGH SECTION

2'-2"

3'-10"

#4@12 EW, EF

1/2" GAP

COMPACT DISTURBED



6"DIA SCH 80 POWDER COATED

AL PIPE REMOVABLE BOLLARD

WELDED AL TOP,

3'-0 ABOVE GRADE

1'-0"

1" DRAIN

HINGED 8"DIA POWDER COATED

AL COVER PLATE SLOTTED FOR

HASP W/ 3/4" HINGE PIN, WELDED

TO EMBED PIPE SLEEVE

8"DIA SCH 80 POWDER COATED

AL PIPE W/ 9"DIA BOTTOM PL

ADD 3-#4 TIES AROUND

BOLLARD PIPE SLEEVE

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SCALE: 3/4"=1'-0"

SECTION3

S-208

SCALE: 3"=1'-0"

PLANTER

PARTIAL PLAN1

S-203

SCALE: 3/8"=1'-0"

N

0

SCALE:

2" 4" 8"

3" = 1'-0''

0

SCALE:

1'-4" 2'-8" 5'-4"

3/8" = 1'-0''

SECTION4

S-207

SCALE: 3/4"=1'-0"

0

SCALE:

8" 1'-4" 2'-8"

3/4" = 1'-0''

SECTION5

S-207

SCALE: 3/4"=1'-0"

4

1

CUT-OFF

EL VARIES

ESTIMATED TIP

ELEVATION

PROVIDE OPEN-END

PILE DRIVE SHOE

FLUSH WITH PILE

OUTSIDE DIAMETER

HSS14.000x0.500,

SEE NOTES

MUDLINE

10'-0" M

IN

STEEL PLATE, SEAT MIN

10' BELOW MUDLINE

2

_

STEEL PILE

9/16

9/16

ROUND PL2x16

PROVIDE 2"DIA WEEP

HOLE WITHIN THE PLATE

OR IN THE PILE SIDEWALL

BELOW THE PLATE

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NOTES

1. PILE IDENTIFICATION IS BASED ON GRIDLINE

INTERSECTIONS OR IS NOTED ON THE PLAN DRAWINGS.

SEE PLAN DRAWINGS FOR GRIDLINE LOCATIONS.

2. ESTIMATED LENGTH IS ROUNDED UP TO THE NEAREST

FOOT AND AN ADDITIONAL 5 FEET OF LENGTH HAS BEEN

ADDED TO ACCOUNT FOR VARIATIONS OF THE MUDLINE.


4. SEE GENERAL NOTES AND PILE SPECS FOR PILE DRIVING

CRITERIA, INCLUDING LOADING CRITERIA.

5. THE PILE LENGTHS SHOWN ARE AN ESTIMATE BASED ON

THE PILE CAPACITIES PROVIDED BY THE GEOTECHNICAL

ENGINEER. PILE CAPACITY SHALL BE VERIFIED BY FIELD

TESTING.

6. AFTER PILE REACHES DRIVING CRITERIA, EXCESS PILE

HEAD SHALL BE CUT AT THE APPROPRIATE ELEVATION.

7. PILES SHALL BE DRIVEN OPEN-END WITH PILE DRIVE

SHOES.

8. PILES SHALL BE HSS14.000x0.500. IF CONTRACTOR IS

UNABLE TO SUPPLY HSS14.000x0.500 PILES,

HSS16.000x0.500 PILES ARE ACCEPTABLE.

9. SEE GENERAL NOTES, PILE SPECS, AND GEOTECHNICAL

REPORT FOR PILE TESTING REQUIREMENTS.

10. SEE PILE SPECS FOR PILE SPLICE REQUIREMENTS.

11. ALL PILING SHALL BE HOT-DIP GALVANIZED ABOVE THE

ELEVATION OF THE PILE SEAT PLATE. THE PILE SEAT

PLATE AND PILE BELOW THE SEAT PLATE SHALL BE

FURNISHED AS UNCOATED STEEL.

TABLE 1 - PILE SCHEDULE

PILEEST'D MUDLINE EL.

(ft)EST'D TIP EL.

(ft)EST'D CUT-OFF EL.

(ft)EST'D LENGTH

(ft), SEE NOTE 2NORTHING

AT PILECUT-OFF

EASTINGAT PILE

CUT-OFF

2A 10 -35 22.3 65 3918.97 2258.65

2B 20 -25 22.3 54 3931.51 2263.79

3A 10 -35 22.3 65 3902.67 2289.79

3B 15 -30 22.3 59 3914.05 2297.17

4A 8 -37 22.4 67 3880.89 2317.24

4B 12 -33 22.4 63 3890.67 2326.64

5A 4 -41 22.4 71 3849.10 2333.47

5B 12 -33 22.4 63 3862.23 2351.13

6A 4 -41 22.5 71 3824.81 2348.96

6B 12 -33 22.5 63 3836.52 2367.59

7A 10 -35 22.5 65 3798.67 2375.08

7B 18 -27 22.5 56 3805.48 2386.74

8A 12 -33 22.6 63 3765.24 2388.17

8B 16 -29 22.6 59 3770.68 2400.52

9A 14 -31 22.6 61 3730.41 2405.32

9B 16 -29 22.6 59 3738.16 2416.38

10A 14 -31 22.7 61 3691.87 2454.81

10AB 14 -31 22.7 61 3710.37 2454.81

10B 24 -21 22.7 51 3724.37 2454.81

11A 14 -31 22.7 61 3691.41 2483.64

11AB 20 -25 22.7 55 3710.37 2483.64

11B 24 -21 22.7 51 3724.37 2483.64

12A 12 -33 22.7 63 3699.05 2517.07

12B 16 -29 22.7 59 3712.51 2518.05

13A 8 -37 22.8 67 3696.24 2555.01

13B 10 -35 22.8 65 3709.61 2556.89

14A 8 -37 22.8 67 3681.09 2587.44

14B 8 -37 22.8 67 3701.35 2596.04

15A 8 -37 22.9 67 3669.03 2612.51

15B 8 -37 22.9 67 3688.33 2623.08

16A 8 -37 23.0 67 3655.84 2650.03

16B 8 -37 23.0 67 3666.96 2657.72

17A 8 -37 23.1 67 3630.31 2683.15

17B 8 -37 23.1 67 3640.60 2691.92

18A 8 -37 23.2 68 3608.82 2705.95

18B 8 -37 23.2 68 3618.65 2715.21

19A 10 -35 23.2 65 3665.95 3049.63

19B 10 -35 23.2 65 3676.79 3041.57

20A 10 -35 23.7 66 3680.44 3069.1

20B 10 -35 23.7 66 3692.15 3062.21

21A 10 -35 24.2 66 3695.89 3103.26

21B 10 -35 24.2 66 3708.70 3098.82

22A 10 -35 25.7 68 3696.19 3138.66

22B 10 -35 25.7 68 3717.65 3135.02

23A 10 -35 26.2 69 3698.33 3161.49

23B 10 -35 26.2 69 3720.09 3161.21

24A 10 -35 26.2 69 3704.11 3195.11

24C 10 -35 26.2 69 3731.71 3199.58

24D 10 -35 26.7 69 3769.22 3205.71

24E 25 -20 27.2 54 3807.65 3211.95

25A 10 -35 26.2 69 3702.31 3208.6

25C 10 -35 26.2 69 3729.56 3212.91

25D 10 -35 26.7 69 3767.05 3219.03

25E 25 -20 27.2 54 3802.77 3224.83

26A 10 -35 26.2 69 3696.60 3239.1

26B 10 -35 26.2 69 3709.76 3242.14

27A 8 -37 26.2 71 3686.14 3277.46

27B 8 -37 26.2 71 3699.09 3281.27

28A 8 -37 26.2 71 3674.55 3314.12

28B 8 -37 26.2 71 3687.42 3318.19

29A 8 -37 26.2 71 3638.87 3338.68

29A.1 8 -37 26.2 71 3656.90 3336.22

29A.2 8 -37 26.2 71 3670.90 3334.28

29B 8 -37 26.2 71 3687.43 3332.02

ST-1 14 -31 18.7 57 3681.14 2437.54

ST-2 12 -33 18.7 59 3682.55 2444.19

ST-3 14 -31 15.2 53 3671.19 2439.71

ST-4 12 -33 15.2 55 3672.55 2446.14

PILE DETAIL1

_

SCALE: NTS

PILE SEAT PLATE DETAIL2

_

SCALE: 1"=1'-0"

0

SCALE:

6" 1' 2'

1" = 1'-0''

Documents

217 SECOND STREET, SUITE 207 DOWNTOWN … C-203 SITE LAYOUT AND GRADING - SEAWALK EAST/EGAN DR CONNECTION STRUCTURAL S-001 GENERAL STRUCTURAL NOTES S-002 TYPICAL STRUCTURAL DETAILS