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CITY OF SANTA ROSA
IMPROVEMENT PLANS FOR
GHD Inc.
2235 Mercury Way. Suite 150 Santa Rosa. California 95407 USA T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com
DGE
GENERAl NOTES:
All workmanship, materials, and construction shall conform to the City of Santa Rosa Standard Plans, the Construction Specifications for Public Improvements, the Special Provisions for this project and the State Standard Specifications and Standard Plans. The Contractor is responsible for understanding all standards pertaining to this project.
The Contractor shall call Underground Service Alert (USA NORTH) at 811 no less than 2 working days prior to any excavation for markout services of existing underground facilities.
The locations of underground utilities and other obstacles shown on the plans are based on the best available information. The Contractor shall pothole and determine the exact location of all potential conflicts in accordance with U.S.A. laws, these special provisions and the Standard Specifications. If any unmarked utilities are encountered, or if unable to locate a marked utility after potholing, the Contractor shall immediately notify the owner of that utility and the City Engineer.
Overhead utility service drops are not shown on the plans. The contractor shall investigate the site and be aware of limited clearances under overhead utility lines and low hanging tree branches. The contractor's trucks and excavation equipment shall be sized so that overhead wires and tree branches are not damaged.
All manholes, rodding inlets and water valves that are on active systems shall be accessible to City personnel at all times and shall be brought to grade within 48 hours of paving.
Any damages to City or other utilities caused by project operations shall be the Contractor's responsibility.
The Contractor shall obtain a trench safety permit from the California Division of Industrial Safety prior to excavation of any trench greater than five feet deep.
Landscaping and irrigation systems not being removed by these plans which are disturbed by the Contractor shall be repaired or replaced in kind or as directed by the Engineer. Existing shrubbery and trees shall be removed only as shown within the limits of work by these plans and as directed by the Engineer.
The Contractor shall maintain reasonable access to all driveways, businesses and residents during construction.
All excavated material shall be removed as it is generated and at no time shall the Contractor place excavated material at the worksite.
All traffic control and pedestrian control shall be in accordance with the latest edition of the California Manual of Traffic Control Devices (CA MUTCD), be compliant with the Americans with Disabilities Act (ADA) and City of Santa Rosa Traffic Standards Section VI. All signs shall be appropriately constructed with reflective material on a backing of metal or fabric (no wood or plastic allowed) and shall be maintained throughout construction to provide proper visibility.
The Contractor shall protect and preserve City monuments. The Contractor shall coordinate with the City Engineer 10 working days in advance for referencing of existing monuments to be disturbed. The Contractor shall reconstruct disturbed monuments in accordance with City Standard 280.
EWE
Plot Date: 13 April2018 - 3:08 PM Plotted By: Jun Liberato Filename: G:\111\11136852 Santa Rosa. Montgomery Bridge Sewer Main\06-CAO\Sheets\11136852_01_Cover.dwg
MAIN PROTECTION
CONTRACT No. C01966
c AVE
LOCATION MAP NOT TO SCALE
INDEX TO SHEETS
Sheet No. Description
1 . Cover Sheet
2. General Structural Notes, Abbreviations And Annotation
3. Statement of Special Inspections
4. Demolition Plan And Improvement Plan
5. Details
6. Details
PROJECT START:
PROJECT END: GEN. CONTRACTOR:
SUPERINTENIJENT:
UNDERGROUND £.Q.!f[RACTOR:
FOREMAN:
SEWER PIPE TYPE:
MANUFACTURER
SEWER FITTINGS MANUFACTURER
M.H. MANUFACTURER WATER PtPE TYPE:
MANUFACTURER
WATER VALVE
RECORD PLAN OAT A WATER SERVICE TYPE:
MANUFACTURER:
FIRE HYD.RANT TYPE:
MANUFACTURER INSPECTOR:
CONSTRUCTION MANAGER: RECORD PlANS BY:
ADDITIONAL INFO:
BEFORE EXCAVATING CALL U.S .A.
UNDERGROUND SERVICE ALERT (USA NORTH) AT 811
TWO WORKING DAYS BEFORE ALL PLANNED WORK OPERATIONS
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CONTRACT NO. C01966
02 (l)
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1----------1:::! § SHEET 1 OF 6 1-----------------lz
FILE NO. 2017-0040 ~
.-------------------------------------~-----------·------·--------------------J--···----.-------------------------------------------------------,------------,----------,
-
AASHTO
AB ABC ABV AC ACI ADD'L AISC
AISI
AITC
ALT ALUM ANSI
APA ARCH ASTM
AWS
B B/ BB BO BLDG BLKG BM BN BRG BS BTWN
c C/C CANT CAP CBC CF CHKD Cl CJ CL CLR CLG CMU COL CONC CONN CONSTR CONT COORD CRSI
CTR/CTR'D
d DBL DEG DET DF DIA DIAG DIM DISCONT DL DN Do DP DWG OWL
(E) EA EF EG EL/ELEV EMBED EN ENGR EQ EQUIP ETC EW EWEF (E)/EXIST EXP EXT
FD FF FG FH FIN FL FLG FN FND FO FOM FOW FRMG FS FTG
GA GALV GF GR GRT GSN GYP
HAS HD HEF HIF HK HM HOF HORIZ HP HSS HT
STRUCTURAl ABBREVIATIONS
AMERICAN ASSOCIATION OF STATE HIGHWAY AND TRANSPORTATION OFFICIALS ANCHOR BOLT AGGREGATE SASE COURSE ABOVE AGGREGATE COURSE AMERICAN CONCRETE INSTITUTE ADDITIONAL AMERICAN INSTITUTE OF STEEL CONSTRUCTION AMERICAN IRON AND STEEL INSTITUTE AMERICAN INSTITUTE OF TIMBER CONSTRUCTION ALTERNATE ALUMINUM AMERICAN NATIONAL STANDARDS INSTITUTE AMERICAN PLYWOOD ASSOCIATION ARCHITECT/ ARCHITECTURAL AMERICAN SOCIETY FOR TESTING AND MATERIALS AMERICAN WELDING SOCIETY
BOTTOM BOTTOM OF BOTTOM BARS BOND BUILDING BLOCKING BEAM BOUNDARY NAIL BEARING BOTH SIDES BETWEEN
CHANNEL CENTER TO CENTER CANTILEVER CAPACITY CALIFORNIA BUILDING CODE CUBIC FEET CHECKED CANTRACTOR INSTALLED CONTRACTION/CONTROL JOINT CENTERLINE CLEAR CEILING CONCRETE MASONRY UNIT COLUMN CONCRETE CONNECTION CONSTRUCTION CONTINUOUS COORDINATE CONCRETE REINFORCING STEEL INSTITUTE CENTER/CENTERED
PENNY (NAIL SIZE) DOUBLE DEGREES DETAIL DOUGLAS FIR DIAMETER DIAGONAL DIMENSION DISCONTINUE DEAD LOAD DOWN DITTO DEEP DRAWING DOWEL
EXISTING EACH EACH FACE FOR EXAMPLE ELEVATION EMBEDMENT EDGE NAIL ENGINEER EQUAL EQUIPMENT ET CETERA EACH WAY EACH WAY EACH FACE EXISTING EXPANSION EXTERIOR
FLOOR DRAIN FINISHED FLOOR FINISHED GRADE FULL HEIGHT FINISH FLOOR FLANGE FACE NAIL FOUNDATION FACE OF FACE OF MASONRY FACE OF WALL FRAMING FAR SIDE FOOTINGU
GAUGE GALVANIZED GOVERNMENT FURNISHED GRADE GROUT GENERAL STRUCTURAL NOTES GYPSUM
HEADED ANCHOR STUDS HAND HORIZONTAL EACH FACE HORIZONTAL INSIDE FACE HOOK HOLLOW METAL HORIZONTAL OUTSIDE FACE HORIZONTAL HIGH POINT TUBE STEEL HEIGHT
ID IE INFO INT INTERMED INTERSECT INV IBC
JST JT
L LBS LG LL LLH LLV LOC LONGIT /LONGL LP LT LWR
MACH MAINT MAS MAX MB MC MCJT MECH MFR MIN MISC MHHW MLLW MNTG MO MOD MTL
(N) NIC NO. NOM NS NTS
oc OD OF OPG OPP
PEB PEMB PL PLCS PLYWD PNL PREFAB PT PVMT
QTY
R/RAD REF REINF REQD RF RM
SAD SCHED/SCH SEC SF SHT SIM SP SPCG SPEC SST STD STIFF STL STRUCT SYM
T T/ T&B TB THK TOC TOS TYP
UBC UHMW
UNO UON UPR UT
VEF VERT VIF VOF
W/ W OR WF WGT W/0 WP ws WT
& @ ,
# ±
INSIDE DIAMETER THAT IS INFORMATION INTERIOR INTERMEDIATE INTERSECTION INVERT INTERNATIONAL BUILDING CODE
JOIST JOINT
ANGLE POUNDS LONG LIVE LOAD LONG LEG HORIZONTAL LONG LEG VERTICAL LOCATION LONGITUDINAL LOW POINT LEFT LOWER
MACHINE MAINTENANCE MASONRY MAXIMUM MACHINE BOLT CHANNEL MASONRY CONTROL JOINT MECHANICAL MANUFACTURER MINIMUM MISCELLANEOUS MEAN HIGHER HIGH WATER MEAN LOWER LOW WATER MOUNTING MASONRY OPENING MODIFIED METAL
NEW NOT IN CONTRACT NUMBER NOMINAL NEAR SIDE NOT TO SCALE
ON CENTER OUTSIDE DIAMETER OUTSIDE FACE OPENING OPPOSITE
PRE ENGINEERED BUILDING PRE ENGINEERED METAL BLDG PLATE PLACES PLYWOOD PANEL PREFABRICATED POINT, PRESSURE TREATED PAVEMENT
QUANTITY
RADIUS REFERENCE REINFORCING REQUIRED ROOF ROOM
SEE ARCHITECTURAL DRAWINGS SCHEDULE SECTION SQUARE FEET SHEET SIMILAR SPACE/SPACES SPACING SPECIFICATIONS STAINLESS STEEL STANDARD STIFFENER STEEL STRUCTURAL SYMMETRICAL
TOP TOP OF TOP AND BOHOM TOP OF BAR THICK TOP OF CONCRETE TOP OF STEEL TYPICAL
UNIFORM BUILDING CODE ULTRA HIGH MOLECULAR WEIGHT UNLESS NOTED OTHERWISE UNLESS OTHERWISE NOTED UPPER ULTRASONIC TESTING
VERTICAL EACH FACE VERTICAL VERTICAL INSIDE FACE VERTICAL OUTSIDE FACE
WITH WIDE FLANGE (BEAM) WEIGHT WITHOUT WORK POINT WATERSTOP TEE
AND AT DEGREE DIAMETER FEET INCHES NUMBER PLUS OR MINUS
STRUCTURAl lEGEND OF SYMBOLS [-----·-----------------------------------------·
I I 1 I t
4
r'-7-r-r- :/ . __, . 0:c/•'~
DESCRIPTION
CMU IN PLAN
CMU IN SECTION
CONCRETE IN SECTION
EARTH IN SECTION
GROUT IN SECTION
STEEL IN SECTION
VOID FORM IN SECTION
FOOTING
AS ORIENTED & LABELLED ON PLAN TRUE NORTH
FILLET WELD
FULL PENETRATION WELD
-----------------·--·---L---------·-·----------------ANNOTATION
r~rAIL ~UMBER
~HEET NUMBER ON WHICH DETAIL APPEARS
DETAIL INDICATOR
/SECTION ~ NUMBER
./2'\.
~HEET NUMBER ON WHICH SECTION APPEARS
SECTION INDICATOR
/ELEVATION ~ NUMBER
./2'\.. ~-20;)
l SHEET NUMBER ON WHICH ELEVATION APPEARS
ELEVATION INDICATOR
Iii
STRUCTURAL GENERAl NOTES GHD Inc. -----------------
GENERAL
1. DESIGN CRITERIA:
BUILDING STRUCTURES: 2016 CALIFORNIA BUILDING CODE (2016 CBC)
2. LOADS: WIND LOADS: 115 MPH BASIC WIND SPEED
RISK CATEGORY IV
SEISMIC LOADS:
DEBRIS LOADS:
EXPOSURE C GCf = 0.43
RISK CATEGORY IV I p = 1.50
Ss = 2.439 s, = 1.013 SITE CLASS = D sDs = 1.626 s 01 = 1.o13 SEISMIC DESIGN CATEGORY D Rp = 4.5 Op = 2.5 Cs = 0.542 EQUIVALENT LATERAL FORCE PROCEDURE
IMPACT = 17,000-LBS POINT LOAD ACCUMULATION = 152-PLF UNIFORM LOAD
3. UNLESS NOTED OTHERWISE, REFER TO DRAWINGS OTHER THAN STRUCTURAL FOR FINISHES, SLOPES, DEPRESSIONS, OPENINGS, CURBS, STAIRS, RAMPS, TRENCHES, EQUIPMENT AND LOCATIONS AND EXTENT OF SUCH CONDITIONS.
4. CONTRACTOR TO COORDINATE ALL NEW WORK WITH EXISTING SITE CONDITIONS AND REPORT ANY DISCREPANCIES TO THE ENGINEER PRIOR TO CONSTRUCTION.
5. DETAILS OR CONDITIONS NOT FULLY DEVELOPED ON STRUCTURAL DOCUMENTS ARE SIMILAR TO DEVELOPED DETAILS.
6. THE STRUCTURE HAS BEEN DESIGNED TO BE STABLE AND SELF SUPPORTING AFTER THE CONSTRUCTION IS COMPLETE. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY FOR THE STRUCTURE'S STABILITY DURING CONSTRUCTION. THIS RESPONSIBILITY ALSO INCLUDES BUT IS NOT LIMITED TO METHODS AND SEQUENCE OF ERECTION, TEMPORARY SHORING AND TEMPORARY BRACING.
7, ALL BUILDING FOUNDATION PLANS AND ROOF PLANS TO BE COORDINATED WITH GENERAL NOTES AND TYPICAL DETAILS AS APPLICABLE.
SPECIAL INSPECTION
1. SPECIAL INSPECTION IN ACCORDANCE WITH 2016 CALIFORNIA BUILDING CODE CHAPTER 17 IS REQUIRED ON THE FOLLOWING PORTIONS OF THE WORK:
ANCHORS INSTALLED IN CONCRETE STRUCTURAL WELDING HIGH STRENGTH BOLTING
Sf.EGIFICATIONS
1. STRUCTURAL STEEL COMPONENTS, ASSEMBLIES AND THEIR INSTALLATION SHALL BE IN CONFORMANCE WITH THE 2010 CALTRANS SPECIFICATION SECTION 55 "STEEL STRUCTURES" EXCEPT AS NOTED ON THESE PLANS.
2. INSTALLATION OF EPOXY ANCHORS IN CONCRETE SHALL BE IN CONFORMANCE WITH THE 2010 CALTRANS SPECIFICATION SECTION 51 "CONCRETE STRUCTURES" EXCEPT AS NOTED ON THESE PLANS.
STEEL
2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com
1. DETAIL, FABRICATE, AND ERECT STRUCTURAL STEEL IN ACCORDANCE WITH THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS (LATEST EDITION AND SUPPLEMENTS).
2. ANCHOR BOLTS: ASTM A307 OR A36, UNLESS NOTED OTHERWISE.
3. ALL STEEL BARS & PLATES SHALL BE ASTM A36, UNLESS OTHERWISE NOTED.
4. ALL STEEL SHAPES SHALL BE ASTM A992 GRADE 50 UNLESS OTHERWISE NOTED.
5. ALL TUBES SHALL BE ASTM A500 GRADE B.
6. ALL PIPES TO BE ASTM A53 GRADE B.
7. ALL THREADED RODS: ASTM A572 GRADE 50.
8. BOLTED CONNECTIONS, UNLESS NOTED OTHERWISE: 1-INCH DIAMETER A325-X BOLTS.
9. INSTALL HIGH STRENGTH BOLTS IN ACCORDANCE WITH SECTION 8 OF THE "'SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS", LATEST EDITION.
10. PROVIDE BEVELED WASHERS ON ALL CONNECTION TO SLOPING FLANGES OF W SECTIONS AND CHANNELS WHERE SLOPE EXCEEDS 1:20.
11. ANCHOR RODS SHALL BE THREADED ANCHOR RODS WITH NUT. THE EMBEDDED NUT SHALL BE TACK WELDED TO THE ANCHOR ROD TO PREVENT ROTATION DURING TIGHTENING.
12. BOLT HOLES IN STEEL SHALL BE 'STANDARD" (1/16-INCH LARGER IN DIAMETER THAN THE NOMINAL BOLT SIZE, UNLESS OTHERWISE NOTED).
13. WELDING ELECTRODES (FILLER METAL): E70XX (70 KSI), WITH EXACT FILLER METAL SELECTED BY THE FABRICATOR.
14. WELD LENGTHS CALLED FOR ON THE PLANS ARE THE NET EFFECTIVE LENGTH REQUIRED. WHERE LENGTH OF WELD IS NOT SHOWN, IT SHALL BE THE FULL LENGTH OF THE JOINT.
15. COMPLETE PENETRATION WELDS SHALL BE MADE WITH PROPER BACKING WHEREVER POSSIBLE. FULL PENETRATION WELDS MADE WITHOUT PROPER BACKING SHALL HAVE THE ROOT GOUGED BEFORE WELDING IS STARTED FROM THE OTHER SIDE EXCEPT AS PROVIDED IN AWS D1. 1.
16. ALL BUTT AND GROOVE WELDS SHALL BE FULL PENETRATION, UNLESS NOTED OTHERWISE.
17. ALL SPLICING OF MEMBERS SHALL BE AS SHOWN ON THE DRAWINGS. ANY SPLICING OF THE STEEL MEMBERS PROPOSED BY THE STEEL FABRICATOR SHALL BE SHOWN ON SHOP DRAWINGS AND APPROVED BY THE ENGINEER PRIOR TO FABRICATION.
18. ALL STEEL FABRICATION SHALL BE PERFORMED BY A FABRICATOR APPROVED BY THE BUILDING DEPARTMENT.
19. ALL ANCHOR BOLTS SHALL BE EMBEDDED AS SHOWN ON THE DRAWINGS.
20. MINIMUM PLATE THICKNESS IS 3/8 INCH UNLESS OTHERWISE NOTED. MINIMUM WELD IS 1/4 INCH UNLESS OTHERWISE NOTED.
21. ALL STEEL FABRICATION AND DETAILS TO COMPLY WITH MOST STRINGENT OF: AISC CODE, AWS CODE, AND THE 2016 CBC.
22. ALL WELDING TO BE BY AWS CERTIFIED WELDERS AND SHALL CONFORM TO ALL 2016 CBC AND AWS REQUREMENTS. ALL WELDERS SHALL BE PRE-QUALIFIED BY THE PROJECT WELDING INSPECTOR FOR THE WELD TYPES AND POSITIONS USED IN THE PROCEDURES THEY WILL BE PERFORMING.
23. ALL STEEL SHALL BE HOT DIP GALVANIZED.
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CONTRACT NO. C01966
SHEET 2 OF 6
d z
FILE NO. 2017-0040
I .-------------------------------------------------------------------------------------------- ------··--~---·-···-~------------···------1---·~---·----------------------- ------------------------------------,--------------------------,---------------,
STATEMENT OF SPECIAl INSPECTIONS
THIS STATEMENT OF SPECIAL INSPECTIONS IS SUBMIITED AS A CONDITION FOR PERMIT ISSUANCE IN ACCORDANCE WITH THE SPECIAL INSPECTION AND STRUCTURAL TESTING REQUIREMENTS OF THE BUILDING CODE SECTIONS 1704 AND 1705.
THIS STATEMENT OF SPECIAL INSPECTIONS ENCOMPASS THE FOLLOWING DISCIPLINES:
IZ! STRUCTURAL SPECIAL INSPECTIONS PER 1704 AND 1705 0 STRUCTURAL SPECIAL INSPECTIONS FOR SEISMIC RESISTANCE 0 STRUCTURAL SPECIAL INSPECTIONS FOR WIND RESISTANCE
THE SCHEDULE OF SPECIAL INSPECTIONS SUMMERIZES THE SPECIAL INSPECTIONS AND TEST REQUIRED. SPECIAL INSPECTORS WILL REFER TO THE APPROVED PLANS AND SPECIFICATIONS FOR DETAILED SPECIAL INSPECTION REQUIREMENTS. ANY ADDITIONAL TESTS AND INSPECTIONS REQURIED BY THE APPROVED PLANS AND SPECIFICATIONS WILL ALSO BE PERFORMED.
THE SPECIAL INSPECTIONS INDENTIFIED ARE IN ADDITION TO THOSE REQURIED BY OTHER SECTIONS OF THE BUILDING CODE. SPECIAL INSPECTION IS NOT A SUBSTITUTE FOR INSPECTION BY THE BUILDING OFFICAL HAVING JURISDICTION OR CONTRACTING OFFICER
THE SPECIAL INSPECTION COORDINATOR SHALL KEEP RECORDS OF ALL INSPECTIONS AND SHALL FURNISH INSPECTION REPORTS TO THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. DISCOVERED DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE ATTENTION OF THE CONTRACTOR FOR CORRECTION. IF SUCH DISCREPANCIES ARE NOT CORRECTED, THE DISCREPANCIES SHALL BE BROUGHT TO THE ATTENTION OF THE BUILDING OFFICIAL AND THE REGISTERED DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE. THE
~. SPECIAL INSPECTION PROGRAM DOES NOT RELIEVE THE CONTRACTOR OF HIS OR HER RESPONSIBILITifES.
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INTERIM REPORTS SHALL BE SUBMITTED TO THE BUILDING OFFICIAL AND THE . · .-.,.-~ . 1 t:~ DESIGN PROFESSIONAL IN RESPONSIBLE CHARGE IN .,~A IANC:F WIHT SECTION.1704.2.4.
A FINAL REPORT OF SPECIAL INSPECTIONS DOCUMENTING COMPLETION OF ALL REQUIRED SPECIAL INSPECTIONS, TESTING AND CORRECTION OF ANY DISCREPANCIES NOTED IN THE INSPECTIONS SHALL BE SUBMITTED PRIOR TO ISSUANCE OF A CERTIFICATE OF USE AND OCCUPANCY PER SECTION 1704.2.4. THE FINAL REPORT WILL DOCUMENT THE REQUIRED SPECIAL INSPECTIONS AND CORRECTION OF DISCREPENCIES NOTED IN INSPECTIONS.
JOB SITE SAFETY AND MEANS AND METHODS OF CONSTRUCTION ARE SOLELY THE RESPONSIBILITY OF THE CONTRACTOR
THE CONTRACTOR IS REQUIRED TO COORDINATE ALL INSPECTIONS. THE CONTRACTOR SHALL NOTIFY GHD AND THE SPECIAL INSPECTOR A MINIMUM OF 24 HOURS PRIOR TO ANY SPECIAL INSPECTIONS THAT ARE REQUIRED. THE CONTRACTOR SHALL NOTIFY GHD, THE ARCHITECT, AND THE SPECIAL INSPECTOR A MINIMUM OF 24 HOURS PRIOR TO ANY CONCRETE TO BE POURED.
THE INSPECTORS AND TESTING AGENCIES SHALL BE ENGAGED BY THE OWNER OR THE OWNER'S AGENT, AND NOT BY THE CONTRACTOR OR SUBCONTRACTOR WHOSE WORK IS TO BE INSPECTED OR TESTED PER SECTION 1705. ANY CONFLICT OF INTEREST MUST BE DISCLOSED TO THE BUILDING OFFICIAL/CONTRACTING OFFICER, PRIOR TO COMMENCING WORK. IF APPROPRIATE AGENTS ARE NOTED AS "TO BE DETERMINED (TBD}, THE OWNER IS RESPONSIBLE TO COORDINATE THE ASSEMBLY OF A SPECIAL INSPECTION TEAM. ALL SPECIAL INSPECTORS AND TESTING LABORATORIES SHALL BE SUBMITTED TO GHD AND THE BUILDING OFFICIAL FOR REVIEW
SPECIALLY INSPECTED WORK THAT IS INSTALLED OR COVERED WITHOUT THE APPROVAL OF THE BUILDING OFFICIAL/CONTRACTING OFFICER IS SUBJECT TO REMOVAL OR EXPOSURE.
CONTINUOUS INSPECTION IS ALWAYS REQUIRED DURING THE PERFORMANCE OF THE WORK UNLESS OTHERWISE SPECIFIED. WHEN WORK IN MORE THAN ONE CATEGORY OF WORK REQUIRING SPECIAL INSPECTION IS TO BE PERFORMED SIMULTANEOUSLY, OR THE GEOGRAPHIC LOCATION OF THE WORK IS SUCH THAT IT CANNOT BE CONTINUOUSLY OBSERVED, IT IS THE AGENT'S RESPONSIBILITY TO EMPLOY A SUFFICIENT NUMBER OF INSPECTORS TO ASSURE THAT ALL THE WORK IS INSPECTED IN ACCORDANCE WITH THE PROVISIONS OF THE BUILDING CODE.
SCHEDULE OF INSPECTION AND TESTING AGENCIES
THIS STATEMENT OF SPECIAL INSPECTIONS I QUALITY ASSURANCE PLAN INCLUDES THE FOLLOWING BUILDING SYSTEMS:
0 WOOD CONSTRUCTION 0 SOILS AND FOUNDATIONS 0 CAST-IN-PLACE CONCRETE 0 PRECAST CONCRETE
0 Mt:CHANICAL & ELECTRICAL SYSTEMS 0 ARCHITECTURAL SYSTEMS
0 MASONRY LEVEL 1 ~ STRUCTURAL STEEL 0 MASONRY LEVEL 2 0 COLD-FORMED STEEL FRAMING
r----- -~~---------·--------,---------------------, SPECIAl INSPECTION AGENCIES FIRM AND CONTACT INFO.
-1. SPECiAL INSPECTION COORDINATOR TBD
- - .
2. INSPECTOR TBD
3. INSPECTOR i TBD r --4. TESTING AGENCY TBD I
---
" TESTING AGENCY TBD v.
-6. OTHER TB,D
TABLE 1705.2 ~STEEl
ITEM 1: MATERIAL VERIFICATION OF HIGH-STRENGTH BOLTS. NUTS, AND WASHERS.
SCOPE:
A iDENTIFICATION MARKINGS TO CONFORM TO ASTM STANDARDS SPECIFIED IN THE APPROVED CONSTRUCTION DOCUMENTS
[gj PERiODIC 0 CONTINUOUS B MANUFACTURER'S CERTIFICATE OF COMPLIANCE REQUIRED.
181 PERIODIC [J CONTINUOUS
ITEM 2: INSPECTION OF HIGH-STRENG i H BOLTING:
SCOPE: A BEARING-TYPE CONNECTIONS.
~PERIODIC
8. SUP-CRITICAL CONNECTIONS
0 CONTINUOUS
0 PERIODIC 181 CONTINUOUS ·F=~~==================================~
ITEM 3: MATERIAL VERIFICATION OF STRUCTURAL STEEL
SCOPE: A IDENTIFICATION MARKINGS TO CONFORM TO ASTIVI STANDARDS SPECIFIED IN THE APPROVED
DOCUMENTS.
~PERIODIC 0 CONTINUOUS
B. MANUFACTUREF<•s MILL TEST REPORTS
"tt;1•PERIODIC 0 CONTINUOUS
ITEM 4: MATERIAL VERIFICATION OF WELD F!LU:R MATERIALS.
SCOPE: A IDENTIFICATION MARKINGS TO CONFORM TO AWS DESIGNATION LISTED IN THE WPS
[gj PE.RIODIC 0 CONTINUOUS
8. MANUFACTURER•s CERTIFICATE OF COMPLIANCE REQUIRED.
t8j PERiODIC 0 CONTINUOUS
ITEM 5: INSPECTION OF WELDING:
SCOPE:
A. STRUCTURAL STEEL
1) COMPLETE AND PARTIAL PENETRATION GROOVE WELDS.
0 PERIODIC l8! CONTINUOUS
2) MULTIPASS FILLET WELDS
0 PERIODIC [gj CONTINUOUS
3) SINGLE-PASS FILLET WELDS> 5/16••.
[] PERIODIC 181 CONTINUOUS
4) SINGLE-PASS FILLET WELDS <• 5/W'.
~ PERIODIC [] CONTINUOUS
5) FLOOR AND ROOF DECK WELDS.
181 PERIODIC 0 CONTINUOUS
[il'ENf1.
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GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 523 1010 I' 1 707 527 8679 W www.ghd.com
TABlE 1705.3 =CONCRETE
nRCEMENT. INCLUDING PRESTRESSING TEl urY
PLACEMENT.
0 CONTINUOUS
I~ u BAR WELDING: -~ELDABILITY OF REINFORCING BARS OTHER
Ill! 0 CONTINUOUS
INSPECT SING! ~ ~ "r' ~~ 'ti"UM 5/16" AND B.
iZ! PFI 0 CO;j:;' 0 0"
., OTHER WELDS. ~ 0 PERIODIC ~ CONTINUOUS ~-
uJrHnRc; ~ST IN CONCRETE.
"" r-t:KIUlJIC 0 CONT"'llOUS
ITEM 4: INSPECT ANCHORS POST-INSTALLED IN HARDENED CONCRETE MFI A ADHESIVE ANCHORS INSTALLED IN HORIZONTALLY OR UPWARDLY INCLINED
ORIENTATIONS TO RESIST SUSTAINED TENSION LOADS.
0 PERIODIC ~ CONTINUOUS
B. MECHANICAL ANCHORS AND ADHESIVE ANCHORS NOT DEFINED IN 4A
~ PERIODIC 0 CONTINUOUS
"iT'Elio: QF REC'iiiiRt:D DESIGN MIX.
101 r-crfiODIC 0 CONT"'llOIIS
"'ii'Eiii v. c. TO ,~, ''-' 1 c PLACEMENT. FABRICATE SPECIMENS FO_B. · , ~" 1 <:>,
III::M IU:
PERFORM SLUIIIn- '"' 1 t:" 1 1 t:'> 1 . ANn IHE TEMPERATURE OF THE CONCRETE.
0 PERIODIC [gj CONTINUOUS
AND SHOTCRETE PLACEMENT FOR 'K
"-"
l8! CONTINUOUS
lrit:U CURING 1 t:l
0 L-VI~ ;'INI
>Eg_CT PRESTRESSED CONCRFTE FOR: A. no , OF PRESTRESSING FORCES; AND
0 PFRIODIC "" r.0 o<u0DS
B. (:;ROUTIJ'l'" JDED PRESTRESSING 1
0 PERIODIC iZ! CONTINUOUS
ON OF PRECAST CONCRETE MEMBERS.
"""t'rRIODIC 0 CONTINUOUS
110<:
:rii1111 o , . <=V 11\I.<:::ITU CONCRETE STRENGTH, PRIOR TO STRI GOF Tt:l\! ~~~~~~~~~~~~~~~~~~~~~~~~~~~~~~ POST-it:!' ~NDPRIORTQ .vr~MuRESANDFORMS
FROM BEAMS AND STRI.,JCTL00 .
~ PERIODIC l8! CONTINUOUS
! ITEM 1£. ~ORK FOR ~o one L, LOCATION AND DIMFN<::ION§_OF
MEMBER BL .. "' F
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CONTRACT NO. C01966
SHEET 3 Or 6
FILE NO. 2017-0040
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CL M TG MER
SEE NOTE 1
<t (E) PIER
SEE NOTE 2
(E) 12" DIP SEWER MAIN TO REMAIN & BE PROTECTED SEE NOTE
NOTES: 1. REMOVE (E) LATERAL BRACE. 2. REMOVE (E) VERTICAL PIPE SUPPORT. 3. CUT BACK (E) CONCRETE ANCHORS NO
LONGER USED TO FACE OF CONCRETE. FILL ANY VOIDS LEFT WITH NON-SHRINK GROUT.
EXISTING CONDITIONS & DEMOLITION PLAN
EO
<t MONTGOMERY DRIVE
EO
I I 'l <t
PIPE PIPE
'
EO EO
I
SCALE: i" = 10'
(E) 12" DIP SEWER MAIN TO REMAIN & BE PROTECTED
' ----- ;
1' --
EO
I I I ct <l
PIPE PIPE SUPPORT SUPPORT
ct PIPE
SUPPORT
ct PIPE
SUPPORT SUPPORT SUPPORT
(;;\2 1---=-l M::..:..· ::..:..P-=.R.::..:·· 0=::· V-::-:E=:=:M:::-::.:::E==-N.:::..:T=-=-P-=LA=-=· ~N ~ SCALE: 1" = iO'
0
: ; I '
' . -'
<t (E) ABUTMENT WALL
! ;
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'
I; '' : f
I 'I ' ; i
; : ! j
i 1 ';
' ' '' i:
·--····-· .................... --· .. . .................... 1
I <l
PIPE SUPPORT
10' 20'
0
t
10'
j I . ; L~~.J
--. ------ ~- ---l
HD
I l l L. .... U
EO EO ~---~-1----'-'-1
I <t
PIPE SUPPORT
20'
l I '
J \
SCALE: NOT TO SCALE
GHD Inc. 2235 Mercury Way Suite i 50 Santa Rosa California 95407 USA T i 707 523 iOiO F 1707 527 8679 W~.ghd.com
' ,,
EXIST.
C7-";nr= ............. ····· Jl p
; I
'
LATERAL BRACE
TYPlCJ\L. AT D!APHR/;Grv1S AND ABUT'>,1ENTS
EXISTING GRAVITY HANGER TO BE REMOVED SCALE: NOT TO SCALE
00 ...-0 N
...J 0: a.. <
~ < 0
Ill () Ul
:;;.: Ill
¥ :X: ()
z 0 -.... 0 w .... 0 a: fl. z -<( ~ a: w 3: w w
CONTRACT NO. C01966
SHEET 4 OF 6
>Ill
0 z
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0
-
FILE NO. 2017-0040
If. (2) 1" DIA --Ill A325-X BOLT
't (2) 1" DIA A325-N BOLT TYP EA SIDE
PLATE: 1/2"x5",TYP
7
HSS 4 1/2x4 1/2x3/16
(E) 12" DIP
PLATE: 1 /2"
CLEVIS #3.5
1 1 /2" DIA ROD
PLATE: 1 /2"x5"x9"
13.2" INSIDE DIA PIPE CLAMPHOT DIP GALVANIZED FINISH
PLATE: 1/2"x2 3/4"x5", TYP
LATERAL PIPE SUPPORT AT DIAPHRAGM NOTES:
1. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING SUPPORTS. TYPICAL ALL LOCATIONS.
(E) BRIDGE DIAPHRAGM
GRAVITY AND lATERAl PlPE SUPPORT AT DIAPHRAGM SCALE: 1" = 1'-0" 0 1/2' 1' 2'
1' 0" - 3' 0" -
+
+
+
(E) BRIDGE ABUTMENT RETROFIT
(1946 CONSTRUCTION)
HSS 4 1 /2x4 -----..._._jl 1 /2x3/16, TYP
SEE SECTION (1\ ~·. , FOR CLAMP ~
CONSTRUCTION, SIM · \
I
6"
+
+
+
-
2"
'N
Co
Co
' 00
'N
\ \ I
I /
Cf. (E) 12" DIP
PLATE: 3/4" W/ (8) 3/4" DIA A193 GR. 88 A304 THREADED ROD WITH 4" EMBED - SEE NOTE 2
GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407lJSA T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com
TYP
PLATE: 3/4" W/ (8) 3/4" DIA A193 GR. 88 A304 THREADED ROD WITH 4" EMBED, SEE NOTE 2
(E) BRIDGE ABUTMENT BEYOND (ORIGINAL PRE-1946 CONSTRUCTION) SEE NOTE 4
LATERAL PIPE SUPPORT AT ABUTMENT NOTES:
1. FOR INFORMATION NOT SHOWN, SEE DETAIL ffi 2. INSTALL THREADED ROD USING SIMPSON SET -XP IN
ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
3. CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO ORDERING SUPPORTS. TYPICAL ALL LOCATIONS.
4. REMOVE 3/4" MAX (E) CONCRETE WHERE IT INTERFERES WITH HSS SECTION. DO NOT EXPOSE (E) REINFORCEMENT.
GRAVITY AND lATERAl PIPE SUPPORT AT ABUTMENT SCALE: 1" = 1 '-0" 0 112' 1' 2'
2" 8" 2" 2" 4 EQ SPACES AT 8" = 2' -8" 2"
PLATE: 1
3 5
~
/2" -----.. I~ 1-+-
+I +
I \ I"'
' 0 <D ~
' C'i
" PLATE. 1/2 W/ (4) 3/4" DIA A193 GR. 88 A304 THREADED ROD, SEE NOTES 1, & 2
PLATE DETAIL SCALE: 1 1/2" = i'-0" 0 6"
PLATE: 1
PLATE DETAIL NOTES:
1. INSTALL THREADED ROD USING SIMPSON SET -XP IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS.
2. HOT DIP GALVANIZE FINISH.
/2" -----.. ~ + +
+ +I + I \ I"'
PlATE DETAil SCALE: i 1/2" = 1'-0"
----' I N
+- + ' '0 <D
~
+ + ~I
" \ " PLATE. 1/2 #/ (10) 3/4 DIA A193 GR. 88 A304 THREADED ROD, SEE NOTES 1, & 2
1 1/2" 3" CUT FROM WT 8x44.5
1 1/2"
PlATE DETAIL SCALE: i 1/2" = 1'-0"
PLATE: 1 /2" w I (2) 1" DIA A325-X BOLT
OCI ~
0 C'l IXl -' u 0::: r.n 0.. <(
;:;.:
8:i IXl
::.c: <( J: 0 u
:z 0 -1-
w 0 CJ w Q 1--a: 0 (/) m
~ lit ....1 l'l. -
1.1.1 ~ ::2! z 0 - w (!} o( c !Z :! 0 lit :iii w
3: w (/)
CONTRACT NO. C01966
SHEET 5 OF 6
>CD
~ Vi 5 w 0:::
ci z
FlLE NO. 2017-0040
t .-------------------------------------------------------------------------------------------~------------------------------~------------------------------------------------------------------------------------,,-----------------------,--------------,
ANVIL INTERNATIONAL WELDLESS EYE NUT FIG. 290 FOR 7 /8" ROD SIZE
g ~ ~
-{
I
-
I
I
W/ HOT DIP GALVANIZE FINISH I
ANV<L INTERNATIONAL 7/8" o• ~ 1
CONTINUOUS THREADED ROD ASTM A36 W/ GALVANIZED FINISH - I INSTALL USING (3) HEX NUTS
I
I I - --.
I
~ g ~
]-
--
I I_?
I NOTES:
r-
~ CONCRETE BRIDGE DECK, SEE NOTE 1
ANVIL INTERNATIONAL CONCRETE CLEVIS PLATE FIG. 49 FOR 7 /8" ROD SIZE W/ HOT DIP GALVANIZE FINISH - INSTALL USING (4) 5/8" D!A A 193 GR 88 A304 THREADED ROD WITH 3-1/8" EMBEDMENT USING SIMPSON SET-XP IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS
ANVIL INTERNATIONAL ADJUSTABLE CLEVIS FOR DUCTILE PIPE FIG. 590 FOR 12" DIA PIPE W/ HOT DIP GALVANIZE FINISH
1. LOCATE (E) BRIDGE DECK REINFORCEMENT PRIOR TO INSTALLATION. MOVE CLEVIS PLATE ±4" TO AVOID DAMAGING (E) REINFORCEMENT. IF REQUIRED TO DRILL TO LOCATE (E) REINFORCEMENT, AND HOLES ARE NOT USED, THEN FILL HOLES WITH NON-SHRINK GROUT.
1 GRAVITY PIPE SUPPORT SCALE: NOT TO SCALE
1
I
I I I I I I I
v I
I
I I I I I I I
--------+--------
I -----------------J ;\ _____ .
I
SECTION A·-A
t
I 1/4"
G) - T J---------.----rl-1 I V 1 l I I I I I I I I
3/16V I !
CUT FROM WT 8x44.5 - - I
1/4", 1YP
r- ++----------+
IM},I)---{j 1- TW'--../ ~
':.,., >1" DIA ~ A325-X
1)-----<j.¥""
PLATE 1/2"x 5"x8" _/ I""
I I
I
<f. PIPE
~PLATE DETAil ~1--S::...C.::.A=L--=E:.:::: .::.1/=-2~--=, _=-_ -=1 ,=-_0:::..:" :__:::_=-. ______ _
BOLT
~ ~~;:~ : . -~ ~' ;; ~ GHD Inc. 2235 Mercury Way Suite 150 Santa Rosa California 95407 USA T 1 707 523 1010 F 1 707 527 8679 W www.ghd.com
j
llO ~
0 C\1
....1 oc a.. <(
~ <( 0
w C) 0 -a: m >-a: w ::!!i 0 (5 1-z 0 :E
Ill 0 (/)
').:. co
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i 0
z 0 -"""' 0 w """' 0 a: Q.
z ..... <( :e a: w s: w en
en ...J -~ w c
>Ill
~ <( 0
d z
.! 0 c
CONTRACT NO. -C01966
SHEET 6 OF 6 ~--------------·-
f1LE NO. 2017-0040
-
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