Plans.pdf

A 0.2REFERENCE ROOF PLAN - TYPICAL UNIT A1-A2

REFERENCE ROOF PLAN - TYPICAL UNITS A3-A4, A5-A6, A7-A8

B1-B2, B3-B4, B5-B6 & B7-B8

SHEET NUMBER

SHEETSOF

F A

C I L

I T

Y

N D

B

F

U L

L

S

I Z

E

R

O O

P

L

N

--- BONDING ADHESIVE LOOSE LAID WALK UAT 'MTH

HEA TWELDED TIE STRIPS ----- -- MEMBRANE COVERED FLASHING

R.S.M. RECOMMENDED

SEALANT ----/ AT EACH CORNER AND UAX. 4' OC. --

MECHANICAL UNIT (IN-PLACE)

EXISTING hAECH. UNIT MOUNTING

FLANGE (IN-PLACE)

.d

X"c: __

If X lit' 'FRGR' BD. TYP.

ADHERED

I ' (E) CONC. STIRUCTURE .... \~$55j ~ /L. !:.. / L. t.. ?/ .", L. /" /.< / L. t..

v v v v v v v v

Ll '<1

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R.S.M. TlERI.lINIATION BAR TlERI.lINA liON BAR TAPE

1/2" "FRGR" BD.

BONDING ADHESIVE

NEW RIGID INSULA liON

NEW RIGID INSULA liON

NEW SEALANT

(N) AHDERED RIGID

INSULATION

NEW SEALANT

(N) INFILL OVER (E)

CURB FLANGE

(E) CURB FASTIENER

(E) DUCT WORK

(E) FlRE-SAFING

(N) ADHERED RIGID

INSULAll0N

@ EXHAUST / VENTILATOR CURB

\ 3" IotIN.

r

CD

<1

..d

.d

<111 v

II

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R.S.M. SEALANT

HEAT 'tt£LD

R.S.M. TERUINA TlON BAR TAPE

PER MANUFACTURER

R.S.M. APPRO\lEO FASTENER

(E) WOOD NAILER

24 GA. G.I. MEMBRANE

COVERED FLASHING

ROOF MEWBRANE FlLASHING

0/ BONDING ADHESIVE

UlL CLEAT PER R.S.M.

REQUIREUENTS

EXISTING CONC. PANEL

@ PARAPET CAP FLASHING

(E) ROOF MOUN TIED EXHAUST

FAN HOOD

R.S.M. ANCHOR BAR W/APPROVED

FASTIENERS, MIN. 1 PER SIDE

SEAL

R.S.M. ANCHOR BAR W/APPROVED

FASTIENERS, MIN. 1 PER SIDE

MEMBRANE C FLASHING

OVER BONDING ADHESIVE

(E) CURB

ADHEERED ROOFING OV / 1/2'

"FRGR' BD. TYP.

HEAT WELD

R.S.I.1. RECOI.lI.lENDED

SEALANT

TO SUIT.

MEMBRANE ROOFING 0/

1/2' 'FRGR' BD

z

FOAM CLOSURE ALL

AROUND

(El VENT STACK

~~~~~Tlo~~Sl~1r PER R.S.Iot.

INSTALLATION INSTRUCTIONS

R.S.M. RECOMMENDED PIPE

BOOT WITH STAINLESS STEEL

CLAMP RING

ROOFING BONDING

ADHESIVE

MEMBRANE ROOFING 0/

1/2' 'DENS DECK' BD

3"

AI

• " • <I ...

NEW RIGID INSULATION

r n n n n n n n@7gk _~ --FULLY AHHERED ROOFING f ~ UEMBRANE OVER ADHERED 1/2'

'FRGR' BD.

~d'd~~~A-Ad'd~~~A-AccI RIGID ADHERED INSULATON.

WA K MATS .-----

r-----------7, PER RSIot REQUIREIotENTS. TAPERED

;YSTEM AS REQUIRED TO DRAIN.

WALK/pROTECTION PAD FULLY AHHERED ROOfiNG

UEMBRANE OVER ADHERED 1/2'

'FRGR' BD.

<i(XXXXXXXXXXXXJ- R.S.U. BONDING ADHESIVE

PROTECTION PADS

WALK PAD

SCALE: 1 \"=1' -0"

RIGID ADHERED INSULA TON.

ER RSIot REQUIREMENTS. TAPERED

SYSTEM AS REQUIRED TO DRAIN.

S.M.S. FASTENERS

'El~Jlt~N~,ijO~·S.U.

LENGTH TO SUIT

NEW RIGID

INSULATION

(Nl RIGID INSULATION

M INSET CONDITION

Ix;:

,eI .

u

(E) COUNTIER FLASHING

EXISTING hAEUBRANE (El FASTENERS & NEOPRENE ~tpLACE AS NEEDED

NEW # 12 PH~US wi NEOP~ENE

WASHERS 0 16 OC. MIN 2/ SIDE

LENGTH TO SUIT

~~N¥E~Bm~II~8VERED METAL

SEALANT PER R.S.U.

R.S.hA. BONDING SEALANT

R.S.M. BONDING ADHESIVE

PER UANUFACTURER

EXISTING CURB AT hAECH. UNIT R.S.hA. TERIotINATION BAR TAPE

R.S.hA TERMINATION BARS HEAT 'tt£LD

<1 ® FLASHING COLLAR @ VENT

PER RSI.1

IotEMBRANE ROOFING

AHDESIVE PER RSII REQUIREMENTS

J : : ' - 1-SEALANT

1_,_Mom uJ7u_u __ uo _a u _/"", ____ 2 '<'f',;i( • ~, BONDING

ADHESIVE

(El CONC.

SlRUCTURE k

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Ai\CHOR SC~EOULE

DIAMETER

1/4"(Il X LTS

TYPE

HEX. HEAD

SLEEVE ANCH.

1 / 4"x 3 1 /4 "EX. NUT I llHREADED

STUD ANCH.

" /" HEX. HEAD

3 8 X 2 1 4 SLEEVE ANCH.

3/8"x 3 1 /4,HEX. NUT/llHREADED

STUD ANCH.

" 1/4" HEX. HEAD

1 2 X 2 SLEEVE ANCH.

1 /2"x 2 3/4,HEX. NUT I llHREADED

STUD ANCH.

/4"(Il X LTS

/4"(Il X LTS

HEX. HEAD

SLEEVE ANCH.

HEX. NUT I llHREADED

STUD ANCH.

MIN. EMBEDMENT

1 1/4"

1 3/8"

1 1/2"

1 5/8"

1 7/8"

2 1/2"

3 1/4"

3 1 /4"

@ ANCHOR SCHEDULE

Ii

MANUF.

RED HEAD

HN-1422

RED HEAD

JS 141.1

RED HEAD

HN-3830

RED HEAD

JS 38M

RED HEAD

HN-1230

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CROSS-CUT MEMBRANE TO

PASS PIPE. ONCH TO

PIPE W/R.S.M.

RECOMMENDED COLLAR

RING, SIZE TO SUIT.

ADHERED 5/8'

'FRGR' BOARD

FOAt.! CLOSURE

ALL AROUND

~R&~~OPPING

m / \ -.--.--

":ii, .. '.', •. 4. . 1IiI if":

III

.---- R.S.U. RECOIotMENDED

SEALANT

(E) METAL CONDUIT

s~~~m~~Tlo~~Sl~1t PER R.S.Iot.

INSTALLATION INSTlRUCTlONS

R.S.M. RECOMtotENDED PIPE

BOOT WITH STAINLESS STEEL

CLAMP RING

ROOFNG BONDING

ADHESI'IE

FULLY ADHERED IotEMBRANE

ROOFING

R.S.tot. RECOMMENDED

SEALANT 4"

I ... 4. '. ~~. • ~ 4!

(~ CONC. STlRUCTURE

(N) RIGID INSULATION

',' Y~L 1/2' ADHERED 'FRGR' BOARD

P'£R RSt.I REQUIREIotENTS

4( X X X X X X X X X X X X J 3' RIGID ADHERED INSULATON.

PER RSt.I REQUIREIotENTS

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® TYP. LAP JOINT-ADHERED

o ~":ERM~IRt~~~TS

SEALANT

MEIotBRANE ROOFING PER IRSI.l

" " " " " v ~ 1/2' ADHERED 'FRGR" BOARD = - PER RSIot REQUIREIotENTS

, 3' RIGID ADHERED INSULATON.

PER RSt.I REQUIREIotENTS

RED HEAD

JS 12C FLASHING COLLAR @ CONDUIT ~ . ., l' . : "';' .. ~ . .' -' .' , . '. .. .' ... -

I.. .~'. , •• ~ .'" ILll KB .][

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

ILll KB .][

GAL V. STIL CONDUIT OR Ji' DIA.

COPPER CONDENSATE IJIRAINE

.oil • ... • ':'.' ••• ".~I_ (E) CONCRETE ROOF STIRUCTURE ••• ' • 4:1 •

. '. • .... .- ' . "..:I . . " .. ... . ~ .'. .. ~ ..• 4.

® TYP. LAP JOINT~ANCHORED

UNISlRUT PIPE/CONDUIT CLAIIP

PIPE OR COUNDUIT

(N) UNISlRUT Pl0CO PIPE SUPPORT

SEALANT OVER FAS'TENER

I '---......-'

R.S.Iot. SEALANT CD ~~;,P,~~,~ HVAC FLASHING rr=7---r--r-> I> , , , "

I

I S.M.S. FASTENERS I

o 7' O.C. PER R.S.M. I RECOIotMENDA TlON

LENGTH TO SUIT !

NEW RIGID

INSULATION

(Nl RIGID INSULATION

AI INSET CONDITION

(El CONC.

SlRUCTURE

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REINSTALLED IotECHANICAL UNIT

EXISTING hAECH. UNIT UOUNTING

FLANGE

REPLACE (El FASTENERS

AND NEOPRENE WASHERS

REINSTALLED (E) COUNTIER

FlLASHING

REPLACE (E) FASTENERS

AND NEOPRENE WASHERS

SEALANT PER R.S.M.

R.S.U TERMINATION BARS

R.S.M. BONDING SEALANT

R.S.M. BONDING ADHESIVE

PER UANUFACTURER

EXISTING CURB AT UECH. UNIT

R.S.M. TERIotINA TlON BAR TAPE

R.S.U TERMINATION BARS

HEAT 'tt£LD

1/2' 'FRGR' BOARD

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R.S.Iot. SEALANT ® MECH UNIT CURB FLASHING

REINSTALLED ROOF HATCH

EXISTING HATCH IotOUNTING

FLANGE

REPLACE (E) FASTENERS

AND NEOPRENE WASHERS

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R.S.M. TERMINATON BAR

BELLOWS FLASHING TO SUIT OPENING

R.S.M. RECOMMENDED SEALANT

COUNTER FLASHING TO SUIT /z

TERMINATION BAR TAPE

ROOF MEMBRANE FLASHING

BONDING ADHESIVE

R.S.Iot. TERMINATION BAR

LOOSE LAID ROOFING

MEMBRANE OVER 1/2"

'FRGR' BD.

GALV. STL CLAMP

R.S.M. RECOMMENDED

BONDING ADHESIVE

FULLY ADHERED ROOFING

MEIotBRANE OVER 1/2'

'FRGR' BD.

(N) ROUND SlEEL WASHER '"

NEOPRENE WASHER AT

FAS'TENER.

SEAlANT All. AROUND

COPING CAP

S.M.S. FASTENERS

SEALANT PER R.S.hA.

R.S.M TERUINA TlON BARS

R.S.M. BONDING SEALANT APPROVALS Ii Il'l r0!-

#12 P.H.S.M. SCREWS W/

NEOPRENE WASHERS 0

12' O.C. •

:z:

:2

(N) RIGID INSULATION

TAPERED

(~ CONCRETE STRUCTURE

GUTTER

FIRE BARRIER

2 HOUR

.' q ___ ~ lUl ~. ·1 V'-l

8"

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(N) P. T. we BLKG.

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HEAT WELD

R.S.M. RECOIot'D

SEALANT

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(N) RIGID INSULATION \

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12'.12'

PROTECTION PAD

~ 8x8x3' ROM>

I BLOCK

".-............ '!-' ........ ~. ',' .::'. ·~·t ... ··r··· ... -..•.

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, ".'. ~) CONe. SlRUCTURE

~" iliA- ANCHORS TO cmc DECK.

MIN. 2 PER SIDE

4" 4"

SEALANT

R.S.... CUT OFF MASTIC

(N~"X2" LAG SCREW 0 6"

O.c. - MINIMUM OF 2 PER PIECE. MA~_ S" o.c.

MANUFACruRED CURB SYS'TEM

ROOF MEMBRANE FLASHING

OV/ BONDING ADHESIVE

ROOF MEIo1BRANE FLASHING OV/ BONIllNG ADHESIVE

1otEIo1BRANE RooF1NG

SEALANT

CON'I1NUOlJS

WELD

~ r tii" "-:! / / A / ~ SEALANT

~ !:: ;; ~~ t: ;~ ;~ ;~ :: :~~~~~~ ;~ ;! j

@ !~L~~~,~!LASHING @ ~A~N,~~"~~_; BLOCK SUPPORT (]) CONDUIT CURB SUPPORT

ll~~~N~f~o~·M.S

LENGTH TO SUIT

(N) RIGID INSULATION

(El CONC.

SlRUCTURE ~

.4' 111·.q .

BONDING ADHESIVE PER R.S.M.

EXISTING CURB AT HATCH

R.S.U. BONDING SEALANT

PER hAANUFACTURER R.S.M TERUINA TlON BARS HEAT 'tt£LD

ADHERED 1/2' 'FRGR' BD.

4· .l! A .

.. L R.S.M. SEALANT

'J

® CURB AT HATC'R'N"DH"'~ PER "SJj

CALIFORNIA DEPARTMENT OF CORRECTIONS

AND REHABILITATION ACCESS COMPLIANCE

REVIEW

APPROVAL OF THIS PLAto! DOES NOT AUTHORIZE OR

APPROVE ANY OMISSION OR DEVIATION FROM THE

APPLICABLE REGULATIONS.

TRACKING NUMBER: DATE: __ _

REVIEWER: __________ _

CALIFORNIA STATE FIRE ~ARSHAL

APPROVED

APPROVAL OF' THIS PLAN DOES NOT AUTHORIZE

OR APPROVE ANY OI.lISSION OR DEVIATION F'ROI.l

THE APPLICABLE REGULATIONS, FINAL APPROVAL

IS SUBJECT TO FIELD INSPECTION, ONE SET OF

APPROVED PLANS SHALL BE AVAILABLE AT THE

PROJECT SITE AT ALL TII.lES.

REVIEWED BY:

1:

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SHEET NUMBER

A 3.0

OF # SHEETS

GENERAL NOTES

1. Interpretation of Drawings de Speci{;catioms

0) For convenience. specifications have been prepared for this project and are arranged in several sections, but such separation shall not be considered as the limits of the work required of any separate trade. The terms and conditions of such limitations ars wholly bBtwtHIn the contractor and his subcontractors.

b) In general. the working detal1s will indicate dimensions. position and kind of construct;on. and the specifications, qualities and methods. Any work indicated on the working details and not mentioned In the specifications. or vlce versa, shall be furnIshed as though fully set forth in both. Work not particularly dBtai/ed. marked or SPBCI'fitHi. shaff be the soms as s;milar parts thot are detailed. marked or specified. If confficts occur on drawings and/or specifications, the most expensive materials or methods will prevail.

c) Should an ~rror appt!JOr in th~ working d~ta/'ls or sp~cifications or in work done by others affecting this work. the Contractor shall notify the Architect at once and In wrltlng. If the Contractor proceeds with the work so affected without hOVf'ng given such written notice and without receiv/ng the ntlctlssary approval. decIsion or Instructions In writing from thtl Ownsr. thtln he shall have no valid claim against the Owner. for the cost of so proceeding and shall make good any resulting damage or defect. No verbal approval, decision. or instruction shall be valid or bt!J tht!l basis for any claim against the Owner; its officers. employees or agents. The foregoing Includes typical errors ;n the speC/ficat/ons or notational errors ;n the working detalls where the lnterpretat/on is doubtful or where the error ls sufflcltlntly apparBnt as to plactl a rtlasonably prudtlnt contractor on notlctl that, should he elect to proceed. he is doing so at his own risk.

2. Construct/on shall conform to all applicable codes and regUlations.

J. Shop Drawing Notf!1:

a) Shop Drawings shall be submitted in the form of one sepia transparency and two blue line prints of each sheet.

b) The purpose of Shop Drawings submlltals by the Contractor ;s to dtlmonstrattl to thtl Structural Englntltlr that htl undtlrstands ths dtlslgn concept by indicating which maten'al he intends to fumlsh and lnstall. and by detailing the fabn"cation and installation methods he intends to use.

c) Pn"or to fabn"cation, Shop Drawings shall be submitted for review by the structural Engineer. Shop DraWing submittals shall inc/ude, but are not necessarily limited to. structural steel. reinforcing steel, &' glued laminated beams.

d) Prior to submlssion the Contractor shall revlew all submittals for conformance with the Contract Documents and shall stamp submittals as being "Revif!1wed for Conformance ':

e) Shop Drawings submittals processed by thf!1 Structural Engineer are not Change Ordf!1rs.

f) Any dfital1 on the Shop Drawing that deviates from thfi Contract Documents sholl clearly bs marked with the notti 7his a chongfl ':

g) Shop drawlngs or calculations submitted for review that requlre rtJSubmlttal for re-review sholl be bIlled hourly for such time to the General Contractor.

Re-review will not proceed without written approval from the General Contractor for additional engineen"ng review services.

4. Safefy Note:

0) It is the Contractors responsibility to comply with the pertinent sections, as thsy apply to this projsct, of ths "Construction Safsty OrcJsrs R issulld by ths state of Caliform'a latest edition. and all OSHA requirements.

b) The Owner and the Structural Engineer do not accept any responslbl1ity for the Contractor's fal'lure to comply with these requirements.

c) The Contractor shall be responsible for adequate design and construction of all forms and shoring required.

5. The contractor shall notify the Architect and Structural Engineer where a conflict or discnlpancy occurs bBtwtHIn thB Structural drawings and any other portion of the Contract Documents or existing field conditions. Such notification shall be given in due time so as not to affect the construction schedule. In case of a confNct between Structural drawings and specifications the more restrictive condition shall take precedence unless written approval has been given for the least restricilve. Contractor shall verify all dlmensions with Architectural prior to commencing any work.

6. Where no speciflc detail is shown. the construction shall be identical or similar to that indicated for like cases of construction on this project. Should there be any question, contact the Architect and Structural Engineer pnor to proct!lt!lding.

7. When construction attaches to an existing building. a complete set of drawings of the existing bwlding shall be kept on the Job sHe. Contractor to obtain these drawings from the Owner.

8. Contractor sholl provide on allowance equal to 2X of the bid for structural steel, misc. iron and reinforcing steel to be used at the discretion of the Structural Engineer. Unused amount to revert to the Owner upon completion of the job.

9. Any substitutions for structural members, hardwart!l or details shall be n!!Iviewt!ld by the Architect and Structural EnginBBr. Such review wl1l be billed on a time and matedals basls to the General Contractor wlth no guarantee that the substitutlon wi'll be allowed.

10. Do not scalB drawings. Contact the Archltsct or structural EnglnBBr for any dimensions not shown.

11. These drawings are not complete until reviewf!1d and accepted by local BUI'lding Officials and signed by the Owner and the Structural Engineer.

ABBREVIATIONS

AS -------Anchor Bolt aby-------Above blw -------Below bof-------Bottom of Footing btwn ------Between cc -------Ct!mter to Ct!lnter CJ -------Control Joint clr -------Clear eMU ------Concrete Masonry Unit CNJ ------Constructlon Jo/nt cont ------Cont/nuous contr -----Contractor cp -------Complete Joint Penetrailon csk-------Counters;nk DF -------Douglas Fir DL -------Dead Load do -------Ditto dWfl ------Drawing

(e) -------Exlstlng EF -------£ach Face EJ -------Expansion Joint EI -------£Ievation EN -------£dge Nal7ing t!!!Os-------Edge of Slab eq -------£qual £HI -------Each Way EWEF ------Each Way Each Fac~ Fe -------Face of Block(or Brick) or

Rat Bar FC -------Face of Concrete or

Framing Clip(Simpson A35} FF -------Flnlsh Floor FS -------Facf!1 of Stud or For Sidl!!

go -------Gauge or gage glb -------Clued Laminated Beam hdr-------Header HSB ------High Strength Bolt HSS ------Hollow structural Stlction ht -------Height ih -------Joist Hanger LL -------Live Load LLH ------Long Leg Honzontal LLV ------Long Leg Vertlcol LS -------Lag Screw LW -------Light Wt!light LWIC ------Light Weight Insulating Conc MB -------Machine Bolt mfr-------Manufacturer

DESIGN CRITERIA

MI -------Malleable Iron

(n) -------New NIC -------Not in Contract NS -------Near Slde nts -------Not to ScalB NW -------Normal Weight OH -------Opposite Hand OSB-------On"tlntBd Strand Boord pc -------Plece pp -------Partial Joint Penf!1tration PT -------PnlSSUrB Treattld rwd -------Redwood SC -------Slip Cn·ticol shtg ------Sheothing sim -------Slrru1ar SMS-------Sheet Mf!1tal Screw SP -------Structural Panel stFnr ------Stiffener stgrd ------Staggered t4tb -------Top 4t Bottom t&:g -------Tongue &:- Groove thrd ------Threaded tn -------Toe NaIl to -------Top of toc -------Top of Concrete (slob uno) tof -------Top of Footing or

Top of Framing tos -------Top of Steel tow -------Top of Wall 7S -------Tube Steel uno -------Unless Noted Otherwise w/ -------with w/o ------without wp -------Work Point WS -------Wood Screw WWF ------Welded Wire Fabric ? --------Centerline ? --------Plate l' -------Wide Aangt!l , --------Number or Pounds sq--------Square ,. --------Round 1II:SllI-------Cont Wood In Section ~-------Wood Blocking in Section ~-------End of Wood Piece

(a) ------- "member" above

(b) -------nmember .. below

Scope of work to include roof replacement &:- re-installation of (e) Mech" units In kind.

GENERAL NOTES

APPLICABLE TO ALL DRAWINGS UNLESS NOTED OR SHOWN OTHERWISE

CQNCRUF

1.

2.

3.

4.

5.

5.

7.

8.

g.

10.

11.

12.

13.

14.

15.

15.

17.

18.

19.

20.

21.

22.

23.

24.

25.

25.

27.

structural concrete sholl attain 28 day compressive strength as required in note #27. Maximum slump shall not exceed 4 inches.

Concrete mix designs sholl be prepared by registered Ciyil Engineer. reviewed by the Owner's testing laboratory and submitted to the Structural Engineer for review.

Ct!lment shall conform to ASTM C- 150 type I or II.

Concrete aggregates shall conform to ASTM C-33 for normal weight concrete and ASTM C-330 For light weight concrete.

Non-shnnk grout or dry pack shall consist of a premixed nonmetallic formula.

Reinforcing steel sholl conform to ASTM A-615 Grade 60 for #4 and larger.

and ASTM A-B15 Grade 40 for #.3 and smaller. except reinforcing steel to be welded shall conform to ASTM A-706.

All preheatIng and welding of reinforcing bars shall be dont!l in accordance with AWS' 01.4 latest edit/on and shall be continuously inspected by a qualified laboratory. Contractor shall furnish to the laboratory. rebar ml1l certiflcates.

Reinforcing steel sholl be fabricated accordIng to "Manual of Standard PractIce for Reinforced Concrete Construction ~

Wire fabn'c shall conform to ASTM A-185.

Dimensions shown for location of reinforcing are to the facf!1 of main bars and denote clear coverage. Concrete coverage shall be as follows:

Concrete deposited directly against ground (except slabs)---3" Concrete exposed to ground but placed in forms--------2 ..

Concrtlte exposed to ground (top bars)----2" clear from top uno Tied Columns (main bars)-----------------------2- Beams (top bars)----------------------------I-I/2" Beams (all other main reinforcing)-----------------2 ..

Walls (exten'or face)---------------------------1- '1"2- Walls (interior Face)---------------------------3/4 Slabs (on forms)-----------------------------3/4" Slobs (on ground)-----------------2" clear from top uno

Splices in continuous reinforcement shall be lapped uno. See schf!1du/~ this sheet. Splices in adjacent bars shall be not less than 5'-01# apart. Splice continuous bars in soil-bearing grade beams as follows: top bars at centerllne of support: bottom bars at mid-span. Splice continuous bars in spandrel beams. wall beams, etc. as follows: top bars at mid-span; bottom bars at cf!1nterline of support. All bars size #14 and larqer shall bf!1 continuous for the full length shown. Splices in WWF shall be 1-1/2 meshes wide.

Provide hooks at ends of all reinforcing at ends, corners and intersections U.n.O.

All hooks shall be standard hooks unless otherwise shown or noted.

Construction joints shall bs mads rough and all laitancs removsd from ths surface. Concrete may be roughened by chipp/ng the entire surface. sand blasting. or raking the surface to provide 1/4" deep deformations.

Remove all debns from forms bf!1fore costing any concrete.

Rf!1inforcing, do~/s, bolts, anchors, sleeves, etc.. to be embeddf!1d in concrete shall be securely positioned before placing concrete.

Anchor bolts cast in concrtlts or masonry sholl btl htiadsd bolts with cut threads conforming to ASTM AJ07, ASTM AJ6, or ASTU A572 gr. 50 as indicated on drawings.

Walls shall be cast in hOrizontal layers of 2'-0" maximum depth.

Concretf!1 in walls, piers or columns shall set at least 2 hours before placing concrete in beams, spandrels, or slabs supported thereon.

Honzontal wall bars in double layer walls shall be staggered.

Dow61 all vertical relnforclng in walls and columns from foundafJon with some slze bar.

Consolidate concrete placed in forms by mechanical vibrating equipment supplemented by hand-spading. rodding or tamping. Use equipment and procedures for consolidation of concrete in accordance with the recommended practicf!1s of ACI J09 to suit the tyPf!1 of concrete and project conditions.

Concretti shall not b6 droppsd through reinforcing stssl (as In walls) so as to couse segregation of aggregates. In such cases hoppers and chutes or trunks of variable lengths shall be used so that the free unconfined fall of concrete sholl not exceed 6 feet.

On'll through steel columns, beams and plates to pass continuous reinforcing.

No wood spreaders allowed. No wood stakes allowed in areas to be concreted.

Additional reinforcing in precast or tilt-up panels required for lifting stresses shall bti supplied by Contractor.

Provide 2 - #5 x 4'-0" diagonal reinforcing at mid-depth of slab at all re entrant comers typical.

All saw cutting sholl be done after Initial set has occurred to avoid teanng or damagf!1 by the saw blade, but before initial shrinkage has occurred.

CONCRETE STRENGTHS: Max Aggregate Max w/c Item f'c at 28 days Size Weight Ratio

ALL 3000 ,.. 150 0.55

METAl DECK NOTES TO REPAIR DAMAGW FJ(12TING

1. Provide metal decking of type and gauge as existing.

2. Metal floor deck shall be composite type. conforming to ASTM A653. structural quality. with minimum yif!1ld strength of 38 ksi and shall be zInc coated pf!1r ASTM A653, G60 coating designation.

3. Metal roof deck shall conform to ASTM A653, structural quality. with mlnlmum yield strength of 38 ksl and sholl btl zInc coatBd per ASTM A653. 060 coating deslgnation.

4. Pn"or to fabn"cation. the Contractor shall submit shop drawings for the metal decking, showing deck gauge. size and layout as wf!111 as closure conditions, welds to supports and sidtl lap dtltalls.

5. Connection and welding of decking to structural supports and deck side seams shall be as existing. All electrodes for welding shall comply with AWS code, E60 series mlnlmum.

6. The General Contractor shall coordinate the load requirements from all subcontractors so that no combInation of loads excf!1f!1ds the limitations given in design crittiria.

7. All reinforced openings in metal deck shall be Installed by metal deck subcontractor.

B. At mstal dticks to rtlcelvti concrsts, absolutsly no conduit or piping of any type is to be placed hor;zontally within the depth of the concrete above the metal deck.

9. At mf!1tal decks without concrete, han.fl no more than 50 Ibs. at 1-1/2" df!1CK (20 gauge min.) and 100 Ibs. at 3 deck (20 gauge min.) per metal deck no in any span; space hangers no closer than 2'-0"cc pt!lrpendicular to span.

10. Where suspension or hanger wires are required by others, verify and coordinate locations. patterns. spacings. etc. with the appropriate trade. Dn71 or punch holes at bottom of deck flutes of sufficient size to pass support wires. Wire supports shall be loopsd and sscured wIth a minimum of three (3) tlght turns around a minimum 1 - 1/2" x 12" long fUrring channel or No. 3 x 12" long reinforcing bar centered aboYt!1 the hole and laid In the deck flutes.

CONCRETE SlAB CQr:;MUJC CRACK TRQlTM£NT NOTES

1. Lines Indicated on plan are meant to indicote the approximate areas of the slab which contain cracks to be treated and not actual surveyed crack locations.

Exact cracks to be treated will be dellneated on the slob itself in the field before work commences. The length of crack to be treated for estimating purposes may be taken as 1100 linear feet. Provide unit cost per linear foot of treated crack to be used to adjust estimate for final cost.

2. The standard for determining whether a crack is to be treated is based on ACI 224R-01, "Guide to Reasonable Crack Widths": Per table 4. T. a crack width of 1/64th and smaller is considered accf!1ptable for this exposure.

3. Cracks with a width larger than 1/64th of an Inch shalf be treated as Indicatf!1d in detail 2/51.1 this sheet and the follOWIng specification.

4. Crack treatment specified is based on ACI 224. 1 R-07, "Causes, Evaluation and Repair of Crocks In Concrete Structures~ Section 3.3 - Routing and SeaIJng.

5. Cracks to be trt!lOtBd sholl havtl a 1/2" x 1/2 R squarB groove routtld out over the extent to be treated. Every attempt shall be made to make the treated Nne continuous and to ovoid creating islands ~

6. The groove shall be brushed clean and then water blasted to clean and remove any loose materlal and allowed to dry.

7. Apply a bond breaker tape to the bottom of the groove.

8. Prime the grooves with sealant primer and fl'll with sealan t and tool to a sligh tly concave surface.

9. Submit sf!1alant, primer and bond breaker tape literature for review.

10. Sealant shall be either epoxy or urethane based and be sufficiently n"gid to support the expBctBd automobile traffic but withstand cyclic deformations without becomIng bn"ttle.

Sealant color shall be compatible with the existing concrete calor. Submit color sample for revit!lw.

11. A four foot length of crack shall be treated first to serve as a mockup for review.

Final work shall not commence unitl the mockup is approved.

STRUCTURAL STEEL

1. Fabrication, erection and materials shall conform with the AISC Specification for the Design, Fabrication and Erection of Structural Steel for BUIldings and the Uniform Building Code. latt!lst editions.

2. Structural steel wide flange shapes shall conform with ASTM A-992. All ather Structural Steel rolled shapes (channels. angles. etc) and plates sholl conform with ASTM A -J6, uno.

3. Steel Pipe shall conform to ASTM A -53, Types E or S. Grade B.

4. Structural Tubing sholl conform to ASTM A -500, Grade B.

5. All structural steel shall receiYt!1 minimum of onf!1 shop coat of red primf!1r paint.

Do not point areas to be field welded, to receive slip-cn"tlcal high strength bolts, or to be embedded ,n concrete. Provide additional painting as noted in the specifications.

6. All structural stssl sholl bfl 6rectsd plumb and true to "nfl. Tsmporory braCing shall be installed and shall be left in place until other means are provided to adequately brace the structure. Contractor responsible for revieWing all base plate and support conditions dudng erection and braCing as required. See AISC and OSHA requirements.

7. Place non-shrink grout under all base platas before adding vertical load.

B. Structural steel below gradf!1 shall have 3 inches minimum of concrete cover.

9. Bolted connections shall consist of unfinished bolts conformIng to ASTM A-J07 unless noted otherwisf!1. Where high strength bolts are indicated. bolts conforming to ASTM A-325 or ASTM A-490 as needed shall be provided.

Anchor bolts cost in concrete or ma50nry shall be headed bolts with cut threads conforming to ASTM A307. ASTU A35. or ASTM A572 gr. 50 as Indicated on draWings.

10. "slip-critIcal" bolted conntlctions:

0) "'Slip-critical" connections (A325SC df!1sign values with special inspection) are required at all braced frame connections, at all connections along chord lines and drag lInes (as noted on plans). and at all bolts '-17 oversized or slotted holes.

b) The special inspector must be present dunng installation and tightening operation of usllp-critical U connections.

11. Provide 1/2 10 diametf!1r stitch bolts and ring "71s, spaced at not more than 2'-0" on csnter for all doublt!l angltl mBmbers.

12. At wood to steel parallel contact, bolt with 1/2" diameter bolts at maximum 24-cc.

13. Holes for unfinished bolts shall be of the same nominal diameter of the bolt plus 1/16': Use standard AISC gage and pitch for bolts except as noted otherwise.

14. Holes for anchor bolts embedded in concrete shall be of the same nominal bolt diameter plus 3/16 10 unless noted otherwise.

15. Walding shall bt!l dont!l by the electric arc process in accordance with American Welding Society Standards. uSing only certified welders. All groove wf!1lds shall have complete penetration unless noted otherwise. All exposed welds sholl be ground smooth. All electrodes for welding shalf comply with AWS code, E70 series minimum.

16. Weld lengths called for on plans are the net effective lengths required.

17. Minimum fI11et welds: 3/15"" t < 1/2"

1/4" II t < 3/4" 5/15" (I t > 3/4"

18. WeldIng Procedure SpBcifications (WPS) for shop and field prequalifiBd wBld joints and weld jOints qualified by test shall be prepared for review prior to fabrication.

All welding procedure items such as base mf!1tals, welding processes, fJ'ller metals and joint details that meet the requ/rements of AWS 01.1 Sect/on 5.1 sholl be considered as prequalified. Any changa or substitution that IS bayond tht!l range or tolerance or requirements for prequalification shall be qualified by tf!1st per AWS' 01. 1 Section 5 port B. Quallflcat/on testing is re'l.ulred when the depth of a partIal penetration or complete penetration weld is 2 or greater.

19. For nondestructive testing of welded connections excluding primary members of moment resisting frames:

a) Welded connections shalf be tested by nondestructive methods for compliance with AISC J2, and job speci"·cations. Ultrosonlc Tesflng shall be In accordance with AWS 01. 1 ASTM E164 and ASME Section V.

Radiography shall be in accordance twith AWS D 1. 1, ASTM E94 and EBB, and ASME Section V. This testIng sholl be port of the special Inspection requirements of UBC Section 1701 performed by an approved independf!1nt tesflng laboratory as follows:

1. Base metal thlcker than 1 inch when subJect to through thickness weld shnnkage strains.

2. All completB penetration groovtl or butt welds.

J. All partial penatration groove welds when used in column splicas.

b) Any material discontinuities sholl be accepted or rejected on the basls of dt!lfect rating In accordanca with tha (Iargar n!!Iflt!lctor) critaria of AISC J2.

COLD FORMED METAL FRAMING

1. Galvanized shf!1f!1t stf!1f!11 shall conform to ASTM A653, structural qualify, wIth a minimum yield strength of .JJ ksi for 18 ga and lighter and ASTM A65.J, structural quality, with a minimum yield strength of 50 ksi for 16 go and heavier.

Hot-rolled carbon sheet and strip steel used In the fabn"catlon of cold-formed members sholl conform to ASTM A570 with a rust inhibitive coating.

2. Metal studs and joists shall be of size and thickness shown on drawings with the minimum effective section propert/es shown in the table(s}.

oJ. MInimum thickness shown /n table for the thickness specified represents 95" of design thickness pf!1r 1996 AISI Code.

4. Metal framing shall be per leBO ES No. 4943P. Contractor shall be responsible for obtaining agency approval for any substitutions.

5. Welding shall be In accordance with AWS DI.J "Structural Welding Code-Sheet St~~1 . Welders shall be AWS certified. Welding Rods: E60XX series. All field welding shall have special inspection.

6. Metal tracks 5hall be some gauge 05 studs which it supports. unpunched. with minimum flange width of 1 1/4 inches, except where slotted s//p tracks are required. See typical metal stud details.

7. U~tal studs shalf not hava punch-outs closer than 1 1/2 times tht!J depth of the stud from the end of thf!1 stud or at intermediate latf!1ral bf!1aring pOints of studs.

POWDER ACWATED FASTENERS (SHOT PINS)

1. These notes govern all conditions called out on the plans as 'shot pins' unless specifically noted otherwise.

2. All shot pins sholl be as manufactured by Hilti IncorporatBd. Referenctl sholl be made to the 2001 'product Technical Guide' for additional Information.

J. Shot pins dr/yen into steel base material shall be X-DNI type with P8 washers.

Ltlngth of pin sholl be as rtlquirtld to penstrate through the steel bose material.

Minimum edge distance to any connected part sholl be 1/2" and minimum fastener spacing shall be 2 ':

4. Shot plns dr/vfln Into concrets boss material shall be X-ONI type with P8 washflrs.

Length of pin shall be as reqUired to penetrate 1-1/2- into the concrete base material. Minimum edge distance to any concrete material shall be 310 and minimum fastener spaclng shall be 4 ":

5. Shot pins dn"Yen Into concrete base material through metal deck sholl be X-ONI type with PB washers. Lf!1ngth of pin shall be as required to penetrate 1" into the concrete through the low flute. Pln shall be centered In the low flute and minimum fastener spac/ng sholl be 4 ':

B. Where steel washers are indicated on the drawings, pins shall be X-DNI or X-ZF pins wlth premoun ted steel washers with a mlnlmum dlameter of 15 mm.

EXPANSION ANCHQR AND ADHESIVE ANCHQR NQTES

1. Anchors shall be installed in accordance with the recommendations given in the ICC-ESR report with Special Inspect/on.

2. When installlng drilled In anchors in existing concrete or masonry. use care and caution to avoid cutting or damaging existing reinforcing bars.

3. The testing of the anchors sholl be done by the Testing Laboratory and a report of the test results shall be submitted to the governing agency and Archltect/ Structural Engineer. Testing sholl occur 24 hours minimum after the installation of the anchors.

4. Anchors installed in metal deck with concrete shall be Installed in the center of tha low flute of tht!l decking. Thtfl dacklng shall havtfl a minimum thicknt!lss of 20 gauge. The minimum depth of embedment above the top of the deck shall be 1 1/2': The effectlve depth of embedment is considered to be 1/3 of the metal deck height plus the depth of embedment above the top of the deck.

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SHEET NUMBER

8-1 OF If SHEETS

CONSTRUCT RE·ROOF OF 180 HOUSING UNITS AT FACILITY A AND B

PELICAN BAY STATE PRISON

DRAWING INDEX

T-l TITLE SHEET

AO.l INSTITUTION PLAN

AO.2 FACILITY A &: B FULL SIZE ROOF PLAN

A 1.0 TYPICAL UNIT DEt.tOLITIN PLAN AND NOTES Al.1 UNIT AI -A2 DEt.tOLITION ROOF PLAN AND NOTES

A2.0 TYPICAL UNIT PARTIAL ROOF PLAN AND NOTES

A2.1 TYPICAL UNIT PARTIAL ROOF PLAN AND NOTES

A2.2 UNIT A2 PARTIAL ROOF PLAN AND NOTES

PROJECT SITE

FACILITY A AND B

CRESCENT CITY, CALIFORNIA

PELICAN BAY STATE PRISON

CRESCENT CITY, CA

PROJECT APPROVAL

DESIGN APPROVAL

CAUFORNIA STATE FIRE MARSHAL APPROVED

APPROVAL OF THIS PLAN DOES NOT AUTHORIZE OR

APPROVE ANY Ot.tISSION OR DEVIATION FROM THE

APPUCABLE REGULATIONS. FINAL APPROVAL IS SUBJECT

TO FIELD INSPECTION. ONE SET OF APPROVED PLANS

SHALL BE AVAILABLE AT THE PROJECT SITE AT ALL TIMES.

WIt.tS FILE NO.: 69721

CSFM FILE NO.: 03-08-«-0003

REVIEWED BY: ___________ ~

CALIFORNIA STATE FIRE t.tARSHAL FIELD INSPECTION

FOR FIELD INSPECTIONS AND FIRE PROTECTION SYSTEt.tS

ACCEPTANCE TESTING, CONTACT:

DEPUTY: AT:

TO SCHEDULE APPOIN'-:::T:-::t.tE""N=TS:----~

I en :::c z>'-' o-z _o~ !;;(I-cc I-Zen _UJo

1'.

/ 'I

A2.3 UNIT AI PARTIAL ROOF PLAN AND NOTES

A3.0 DETAILS

A3. 1 DETAILS

STRUCTURAL

:::!:::iEc::

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I(;~;;~;;.~~~~~;.;;,;,~~~~~~~J [5 ~ ~ <cO:::<Cen zo:::iE o

10::: ~ ~ ~ fa f2en<Cf3U

THE CONTRACTOR SHALL FURNISH TO THE STATE FIRE

MARSHAL FIELD DEPUTY A COPY OF THESE APPROVED

DRAWINGS AND SPECIFICATIONS FOR THEIR USE DURING

CONSTRUCTION OF THIS PROJECT. AFTER CONSTRUCTION, THE

STATE FIRE MARSHAL FIELD DEPUTY SHALL RETURN THE

DRAWINGS TO THE CDCR FIELD REPRESENTATIVE FOR DISPOSAL

CALIFORNIA DEPARTMENT OF CORRECTIONS AND REHABIUTATION

ACCESS COt.tPUANCE REVIEW

S1.1 GENERAL NOTES

.P", _ SITE MAP

NTS

ROOF AREA 30,600 +/-SQ.FT.

BUILDING CODE ANALYSIS

1. OCCUPANCY CLASSIFICATION AND USE i 1-3 6. ACTUAL BUIUDING HEIGHT

2. BUILDING CONSTRUCTION TYPE : 1 B 7. BUIUDING AREA IN SQUARE FEET

INCOMING POWER L.N: - P.G.It E. ____________ n \

11. AREA INCREASE

12. HEIGHT INCREASE

LAKE EARL

_VICINITY MAP

NTS

, NO

: NO

D FINAL REVIEW-COt.tPLIES

D FINAL REVIEW-EXEt.tPT

D THIS ALTERATION PROJECT, IN CONJUNCTION WITH

PROGRAt.t ACCOt.tMODATIONS/t.tODIFICATIONS, IS UNDERTAKEN SOLELY TO PROVIDE PROGRAt.t ACCESSIBILITY. PURSUANT TO 28 CFR 35.151(b)(2), PATH OF TRAVEL ALTERATIONS ARE NOT REQUIRED.

D FINAL REVIEW-It.tPROVEt.tENT AREA ONLY COt.tPLIES.

PATH OF TRAVEL TO THE It.tPROVEt.tENT AREA, ALONG WITH OTHER ADA REQUIRED It.tPROVEt.tENTS, INCLUDING

ACCESS TO SUPPORT SPACES, PROGRAM SPACES, ETC.

WILL NEED TO BE COt.tPLETED UNDER A SEPARATELY

FUNDED PROJECT PRIOR TO DPW INMATES USING THE

It.tPROVED AREA.

APPROVAL OF THIS PLAN DOES NOT AUTHORIZE OR

APPROVE ANY OMISSION OR DEVIATION FROt.t THE

APPLICABLE CODES AND REGULATIONS.

"5:'N~BElroF~'~STORTES""""""" ·2~~~···················f-O:·;&6~~~~f~~Q~=~·~~~~r.~~·y~~··i·~~~oJ~~~~r.E.P'Y~~·······+··1~:--~~~E:-~~~·~1b%~~oJ!~Et.4S··· ·;~1··HOSE·+·Fi·RETRACK··iN·iNSTi~uTlri~~~·~~~E.·~~X~E.~~Q~p~~~~PI<>,.~9.y'~~~~...."., TRACKING NUMBER: DATE~ __ ---£

REVIEWER:, ____________ ~

MATERIAL DESIGNATION

I"'" ." .' ........ j GYPSUM BOARD :''':'" ~.~ ~ ;'!~''';: ~~:: ~~'o::-.<:_~ ~ BATT INSULATION 1><1 WOOD FRAMING (CONT.)

k. . " . ,: .,' '1 CONCRETE ~ RIGID INSULATION 1..........----1 WOOD BLOCKING

W//#//#/M CONCRETE BLOCK ~c:::::J- METAL ~S '\S:J FINISH WOOD

ABBREVIATIONS

AB ANCHOR BOLT EXH EXHAUST MAX MAXIMUM SCHED SCHmULE AFF AIIO'IE FINISH FLDOR EXIST('G) EXISTING (SEE (E» MB IlACHINE BOLT SHT SHEET

AL ALUMINUM EXP EXPANSION MECH MECHANICAL SIM SIMILAR

ARCH('L) ARCHITECT{URAL) MEM MEMBRANE SM SHEET METAL

AC ASPHALT CONCRETE FB FLAT BAR MD IlASDNRY OPENING SPECS SPECIFICATIONS

FD FLOOR DRAIN MTL METAL SQ SQUARE

BD BOARD FDN FDUNDATION MFR MANUFACTURER 55 STAINLESS STEEL

BLDG BUILDING FE FIRE EXTINGUISHER STD STANDARD

BLX BLOCK FIN FINISH MIN MINIMUM STL STEEL

BLXG BLOCKING FLR FLOOR MISC MISCELLANEOUS STRUCT STRUCTURAL

BM BEAM FOC FACE OF CONCRETE MTD MOUNTED SUSP SUSPENDED

BOT BOTTOM FOF FACE DF FINISH SYM SYMMETRICAL

BUR BUILT -UP ROOFING FOM FACE DF MASONRY N NORTH

FOS FACE DF STUD (N) NEW TiB TOP AND BOTTOM

CEM CEMENT FRAM'G FRAMING NA NOT APPUCABLE TC TOP OF CURB DR

CJ CDNTROL JOINT FT FOOT OR FEET NIC NOT IN CONTRACT CONCRETE

CLG CElUNG FTG FOOTlNG ND NUMBER THRU THROUGH

CLXG CAULXING FUR FURRING NTS NOT TO SCALE 1W TOP OF WALL

CMU CDNCRETE ~RY TYP TYPICAL

UNIT GA GAUGE 01 OVER

COL CDWMN GALV GALVANIZED OC ON CENTER UON UNLESS OTHERWISE

COMP CDMPOSmON GI GALVANIZED IRDN OD OUTSIDE DIAIIETER NOTED

CONC CDNCRETE GR GRADE OPNG OPENING UR URINAL

CONST CDNSTRUcnDN GSII GALVANIZED OPP OPPOSITE

CONT CDNTINUDUS SHEET METAL I VERT VERTICAL

GYP GYPSUM PI. PLATE

DBL DOUBLE PLAS PLASTER W WEST

DEl DETAIL HB HOSE BIB Pl.YWD PLYWOOD wI WITH Dr DOUGlAS FIR HC HOLLOW CDRE PIIF PRESSED METAL FRAME WIO WITHOUT

CIA DIAIIETER HDR HEADER PR PAIR WG WIRE GLASS

DIAG DIAGONAL HM HOLLOW METAL PVC POLYVINYL CHLDRIDE WIt WATER HEATER IlIM DIMENSKIN HT HEIGHT WP WEATHERPROOF OR

DR DOOR R RISER WATERPROOF

DWG DRAWING ID INSIDE DIAMETER RA RETURN AIR WWII WELDED WIRE MESH

OS DOWNSPOUT IN INCH OR INCHES RDWD REDWOOD we WATER CLDSET

INSUL INSULATION RD ROOF DRAIN

E EAST INY INVERT REG REGISTER YD YARD

(E) EXISTING RElNF REINFORCE(DXING) L ANGLE

EA EACH JST JOIST REQ'D REQUIRED • AT

EJ EXPANSION JOINT JT JOINT RWL RAIN WATER LEADER

ELECT ELECTRICAL

, CENTER UNE

EQ mUiP LAG LAG BDLT(S) S SOUTH

, DIAMETER

EL ELEVATIDN LT UGHT .,. II:nlln mar' ± PLUS/ilINUS

W

SYMBOLS

ffi---

COLUt.tN TAG

DOOR TAG

INSTALLATION

SIDE OF

GLAZING STOP

WINDOW TAG

PARTITION TYPE

~ 1 ~ DETAIL NUt.tBER -000 SHEET NUt.tBER

N r-DETAIL NUt.tBER

~SHEET NUt.tBER

S

:----DIRECTION OF

VIEW

~ I\,. DETAIL NUt.tBER \A OOer SHEET NUt.tBER

ROO~, ,~AME

FIB wi" ROOt.t NAt.t E ROOt.t NUt.tBER

FINISHES

ElLING

WALLS

ASE

LOOR

LOCAL FIRE AUTHORITY

D£PAllTM~NT OF f ORESTRY AHg flRf PROTECTIOtI OFf1CEOF T>lE ST .. TE FIRE MARSHAL

AnI and lJIr Sefety DMsion '0 ... ... , •• SAUl_mo ......... , ... , _ (>11) ....... --

LOCAL EIRE AUTHORITY ACCESS APPROVAL

Proj~----------------- ~r~· ________________________________________________ __

CSFM File Number. DOS Projed II: ~'" .. ;;;;; ____ _ 1" _1 ~ [" __ I

Pursuant 10 TItle 19, Cal~omia Code of Regulations, Article 3, Section 3.05, Fire Department h;J:.ess and Egress, it ;s necessary to provide the Califomia Sl<Ite Fire Mafflhal with written certification from the local fire autholity tha t tho aoo>'e section is be;ng mello their sa~sfacOOo.

Please return Ihi~ form with aU SIICIions fi.led in QQmpletetv. Without :his form , California State F .. e Marshal approval may tie de1ayOO. If you ha>'e any questionS, please eonl3c1 the California Stale Fire Marshal Plan Review Un~ at

The Iocat rife aulhority shal l oonsider!he folowinll ilems.

Local Fife~A;,";'''''~"~''~.======================= Address:

CityJStalelZip:

~rowl~~~b~,~.~======================================~ RanwrJ!le:

Phc>ne Numbe~ Signawre: Date.

SCOPE OF WORK

THE SCOPE OF THIS PROJECT INCLUDES:

1. THE REt.tOVAL OF EXISTING ROOFING t.tATERIALS FROt.t 180 UNITS FACIUTY A AND B

2. THE INSTALLATION OF NEW ROOFING t.tATERIALS ON

180 UNITS FACILITY A AND B

APPLICABLE CODES

ALL WORK SHALL COt.tPLY WITH AT LEAST THE t.tINIMUt.t

STANDARDS OF THE FOLLOWING:

- 2013 CA BUILDING STANDARDS ADt.tINISTRATIVE CODE

- 2013 CAUFORNIA BUILDING CODE (CBC)

- 2013 CAUFORNIA ELECTRICAL CODE (CEC)

- 2013 CAUFORNIA MECHANICAL CODE (Ct.tC)

- 2013 CAUFORNIA PLUt.tBING CODE (CPC)

- 2013 CAUFORNIA ENERGY CODE (CEC)

- 2013 CAUFORNIA FIRE CODE (CFC)

- 2013 NFPA 13 - INSTALLATION OF FIRE SPRINKLERS, AS

At.tENDED BY CALIFORNIA

- 2011 NFPA 25 CALIF. EDITION WI At.tENDMENT, INSPECTION, TESTING AND MAINTENANCE OF WATER-BASED FIRE

PROTECTION SYSTEMS

- 2013 NFPA 72 - NATIONAL FIRE ALARt.t AND SIGNALING CODE

- OCCUPATIONAL SAFETY AND HEALTH ACT (OSHA)

- AMERICANS WITH DISABIUTIES ACT (ADA) 2010 STANDARDS

APPLICABLE REGULATIONS

CALIFORNIA DEPARTMENT OF CORRECTIONS AND REHABIUTAION

(CDCR) DESIGN CRITERIA GUIDEUNES (DCG)

GENERAL NOTES

1. HAZARDOUS MATERIALS TO BE IDENTIFIED AND, IF REQUIRED, ABATED IN THE AREAS AFFECTED BY THIS CONSTRUCTION, PRIOR TO THE BUILDER BEGINNING HIS WORK. THE IDENTIFICATION AND ABATEMENT TO BE PERFORMED BY THE ENVIRONMENTAL COMPLIANCE UNIT; CONTACT GREGOR LARABEE AT (916) 255-2162.

2. THE BUILDER SHALL VERIFY THAT THE EXISTING SYSTEM OR COMPONENTS IMPACTING THIS NEW WORK ARE ENABLED, OPERATIONAL AND FUNCTIONING PROPERLY BEFORE COMMENCING WITH NEW WORK. THE INSTITUTION IS RESPONSIBLE FOR MAINTAINING THE SYSTEM IN ORIGINAL WORKING CONDITION TO ACCOMMODATE THIS NEW WORK.

3. DETAILS MARKED TYPICAL SHALL APPLY IN ALL CASES UNLESS SPECIFICALLY DETAILED OTHERWISE. WHERE NO

DETAIL IS SHOWN CONSTRUCTION SHALL BE AS SHOWN FOR OTHER SIMILAR WORK.

4. THE DRAWINGS AND SPECIFICATIONS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT INDICATE THE METHOD CONSTRUCTION. THE BUILDER SHALL PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF THE WORKERS DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE BUT NOT BE UMITED TO, BRACING, SHORING. FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

5. PROVIDE CONSTRUCTION BARRIERS TO PROTECT PERSONNEL

6. REPAIR ALL EXISTING SURFACES DAMAGED TO ACCOMMODATE NEW CONSTRUCTION.

7. DO NOT SCALE DRAWINGS!!!

CSFM DEFERRED SUBMITTAL

NONE

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SHEET NUMBER

T-1

OF II SHEETS