JEEBS & ZUZU, LLC - Pavilion Construction Hill Rehab...This Addendum consists of the included...

Sunset Hills Apartments – 001 page 1

ADDENDUM

PROJECT ADDENDUM # 001

Sunset Hills Apartments

Renovation 220 Rudy Dr. Gallup, New Mexico 87301 OWNER DATE ISSUED YES HOUSING, INC 8/23/13 104 Roma NW Albuquerque, New Mexico This Addendum supplements and amends the original Plans and Specifications and shall be taken into account in preparing proposals and shall become a part of the Contract Documents. Each prime bidder is responsible for distribution of information conveyed by this addendum to its subbidders and suppliers. This Addendum consists of the included information on this form as well as the documents listed herein which have been provided in electronic format as attachments to be incorporated into the Bidding and Contract Documents: BID CLARIFICATIONS:

1. Sub-bidder Prebid Conference. On Monday August 26, 2013 from 10:00 am to noon, the Architect and Owner shall be available on site to answer questions, provide greater clarification and review the proposed scope of the work. Bidders may also review the property throughout the remainder of that week, but must announce their arrival to the Property Manager and complete the signature form maintained in the Property Leasing Office. Sub-Bidders are encouraged to attend the sub-bidder prebid conference.

2. CHANGE: The General Contractors are not required to attend the second prebid meeting. The meeting is optional for General Contractors.

3. CHANGE: It is MANDATORY for certain Sub-Bidder trades to visit the site during the week of August 26th. Prospective Sub-Bidders MUST announce their presence with the Property Manager, and MUST complete the signature form located in the Property Leasing Office. The following Sub-Bidder trades ARE REQUIRED to complete a site visit:

a. Site Grading b. Concrete and Paving c. Mechanical d. Electrical e. Plumbing f. Roofing

DRAWINGS: SHEET LA-1 – Landscape Plan

1. Provided as a Change: Hatch patterns on the drawing made lighter in order to see location of plants and trees.

JEEBS & ZUZU, LLC

11030 MENAUL BLVD NE SUITE C

ALBUQUERQUE, NM 87112

PHONE: 505 797-1318


2. Provided as a Change: Provided a Title to the drawing with appropriate Scale. SHEET LA-2 – Irrigation Site Plan

1. Provided as an Addition: Provided a Title to the drawing with appropriate Scale. SHEET SA1.0 – Site Plan

1. Provided as an Addition: Provided a Title to the drawing with appropriate Scale. SHEET SA1.1 – Enlarged Site Plan




1. Provided as an Addition: Provided a Title to the drawing with appropriate Scale. SHEET AS2.1 – Site Details

1. Provided as a Change: Changed detail (4) and (9) to have screen on gate become cedar wood planks vertical and properly attached to the metal frame.

SHEET AS2.2 – Site Details

1. Provided as an Addition: Added detail 7 as an ADD-ALTERNATE for screening in front of the gas meters for every four-plex showing plan detail and elevation with appropriate notes.

SHEET A5.2 – Interior Elevations & Door Schedule – Building Detail

1. Provided as an Addition: Added a finish schedule legend to the floor plans. SHEET A5.3 – Exterior Building Elevations

1. Provided as an Addition: Added a window schedule for the community building with dimensions to for each window and store front conveying window/ opening sizes and head heights.

SPECIFICATIONS: SECTION 015213 – Field Offices and Sheds

1. Provided as an Addition: Added Section 015213 Company to provide a site trailer that has room for additional site management office and restrooms. Trailer shall be fully ADA accessible for access for all residences and manager.

SECTION 221113 – Water Piping

1. Provided as an Addition: Added Section 221113 to specifications in order for contractors to follow appropriate installations of site items under this section.

SECTION 310000 – Earthwork



SECTION 321212 – Concrete Paving


SECTION 321216 – Asphalt Paving


SECTION 333000 – Sanitary Sewer


SECTION 334000 – Storm Sewer


ATTACHMENTS: (The following documents are to be included as part of the Bidding and Construction Documents.)

1. Construction Documents Sheets: a. Sunset Hills Apartments Bidders List b. CVR – Cover Sheet c. A5.2 – Interior Elevations and Door Schedule d. A5.3 – Exterior Elevations – Building D e. AS1.0 – Site Plan f. AS1.1 – Enlarged Site Plan g. AS1.2 – Enlarged Site Plan h. AS1.3 – Enlarged Site Plan i. AS1.4 – Enlarged Site Plan j. AS2.1 – Site Details k. AS2.2 – Site Details l. LA-1 – Landscape Plan m. LA-2 – Irrigation Site Plan

2. Specifications Sections: a. 015213 Field Offices and Sheds, b. 221113 Water Piping, c. 310000 Earthwork, d. 321212 Concrete Paving, e. 321216 Asphalt Paving, f. 333000 Sanitary Sewer, g. 334000 Storm Sewer.

End of Addendum #1

WW

WW

DD

DD

DW

RE

F.

WD

WH

RE

F.

A5.2

6E

8

G

9H

7

F

A5.2

5D

2A

3

B4

C

A5.2 11

K

10J

12

L

A5.2

A5.214

N

A5.215

O

13M

16

P

A5.2

17Q

18

R

A5.219

S

A5.2

21T

A5.3

6WINDOW TYPE N

A5.3

5WINDOW TYPE

A5.3

7WINDOW TYPE Q

2' -

10"

3' -

6"

3' -

0"

SEE ADASHEETS FORADDITIONALINFORMATION

10800.A20

10800.A1

10800.A2

10800.C110800.A6

10800.A1

10800.A6

10800.A20

10800.A28

10800.A2

10800.C110800.C1

2' -

10"

3' -

6"

1' -

4"

3' -

0"

10800.A20

10800.A6

10800.A1

10800.A23

10800.A28

10800.A6

10800.A20

10800.A1

10800.C4

10800.A2

10800.A23

10800.C3

10800.C8

2' -

6"

1' -

8"

2' -

10"

12200.C4

12200.C3

12300.C2

09720.C3

MIN

CLE

AR

2' -

3"

2' -

10"

12200.C3

12300.B1

12300.C2

CLEAR WORK SPACE

2' - 6"

12200.D1

2' -

10"

12200.C3

2' -

5"

3' - 1"3' - 6"3' - 1"

05505.A1

12300.B1

4' - 0"

3' -

0"

6' -

0"

3' -

0"

1' -

5"

5' -

10"

10120.A310500.A2

08410.E1

2' -

10"

12300.B1

05505.A112250.A212250.A1

5' -

6"

10800.A8

09720.C1

10800.E2

10800.A8

09720.C1

5' -

0"

12300.A9

4' -

0"

3' -

0"

3' -

0"

10500.A3

10120.A3

3' -

6"

08710.A2

ALB

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MP:

505

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-131

8

1103

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job no:

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checked:

date:

sheet no:

ARCH

ITECTS

& C

ONTR

ACT

ORS

MAKING

HOUS

E CA

LLS

220 R

UDY D

R.

GALLUP

, NM 8

7301

12-034

JDH

JDH

Aug. 12, 2013

INTERIO

R ELEVATIONS &

DOOR S

CHEDUL

E -

BUILDING

D

SUN

SET H

ILLS

APA

RTM

ENTS

A5.2

1/8" = 1'-0"1 Floor Finish Plan

1/4" = 1'-0"2 A

1/4" = 1'-0"3 B

1/4" = 1'-0"4 C

1/4" = 1'-0"5 D

1/4" = 1'-0"6 E

1/4" = 1'-0"7 F

1/4" = 1'-0"8 G

1/4" = 1'-0"9 H

1/4" = 1'-0"10 J

1/4" = 1'-0"11 K

1/4" = 1'-0"12 L

1/4" = 1'-0"13 M

1/4" = 1'-0"14 N

1/4" = 1'-0"15 O

1/4" = 1'-0"16 P

1/4" = 1'-0"17 Q

1/4" = 1'-0"18 R

1/4" = 1'-0"19 S

Door Schedule

Door # Room Name Type Height Width Thickness Non

e

60 m

in. F

ire R

ated

180

min

. Fire

Rat

ed

Dea

d B

olt

Clo

ser

Pan

ic D

evic

e

latc

hset

Priv

acy

Lock

set &

Cyl

inde

r

Eye

Vie

wer

Thr

esh.

/ w. S

trip

.

Sw

eep

Sile

ncer

Sea

l

Pus

h P

late

Pul

l Pla

te

Kic

k P

late

Wal

l Bum

per

Flo

or S

top

Hin

ges

Man

ufac

ture

r H

ardw

are

Pow

er A

ctua

tor/

Pow

er A

ssis

t

Comments

61A MANAGER'S UNIT 1 6' - 8" 3' - 0" 1 3/4"61B COAT 2 6' - 8" 3' - 0" 1 3/8"61C MANAGER'S UNIT 5 6' - 8" 5' - 0" 1 3/4"61D KITCHEN 4 6' - 8" 3' - 0" 1 3/8"61E MANAGER'S UNIT 4 6' - 8" 2' - 0" 1 3/8"61F MANAGER'S UNIT 2 6' - 8" 2' - 10" 1 3/8"61G BEDROOM 3 6' - 8" 9' - 8"61H MANAGER'S UNIT 2 6' - 8" 2' - 6" 1 3/8"61J MANAGER'S UNIT 2 6' - 8" 2' - 10" 1 3/8"61K BEDROOM 3 6' - 8" 9' - 8"D1 VESTIBULE 6 6' - 11" 6' - 2 1/2"D2 LOBBY 6 6' - 11" 6' - 2 1/2"D3 LOBBY 7 6' - 8" 3' - 0" 1 3/4"D4 JANITOR 7 6' - 8" 3' - 0" 1 3/4"D5 LOBBY 7 6' - 8" 3' - 2" 1 3/4"D6 LOBBY 6 6' - 8" 3' - 0" 1 3/4"D7 LOBBY 6 6' - 11" 3' - 3 1/2"D8 COMMUNITY ROOM 6 6' - 8" 3' - 0" 1 3/4"D9 COMMUNITY WARMING AREA 9 6' - 8" 6' - 0" 1 3/4"D10 STORAGE 9 6' - 8" 6' - 0" 1 3/4"D11 COMMUNITY WARMING AREA 7 6' - 8" 2' - 8" 1 3/8"D12 COMMUNITY ROOM 7 6' - 8" 2' - 10" 1 3/8"D13 COMMUNITY ROOM 7 6' - 8" 2' - 10" 1 3/8"D14 COMMUNITY ROOM 6 6' - 11" 6' - 9 1/2"D15 STORAGE 7 6' - 8" 6' - 0" 1 3/4"D16 STORAGE 7 6' - 8" 3' - 0" 1 3/4"D17 COUNSELING OFFICE 7 6' - 8" 2' - 6" 1 3/8"D18 COUNSELING OFFICE 7 6' - 8" 3' - 0" 1 3/4"D19 LEASING OFFICE 7 6' - 8" 3' - 0" 1 3/4"D20 STORAGE 7 6' - 8" 3' - 0" 1 3/4"D21 STORAGE 7 6' - 8" 3' - 0" 1 3/4"D22 MAINTENANCE OFFICE 7 6' - 8" 3' - 0" 1 3/4"D23 MAINTENANCE 1 6' - 8" 3' - 0" 1 3/4"D24 MAINTENANCE 10 7' - 0" 8' - 0" 1 1/2"

3"

NOTE: ALL FULL HEIGHT DOORS REQUIRE 3 HINGES

* VERIFY DOOR HINGES WITH DOOR MANUFACTURER

Door Type - 5Exterior

Sliding Glass Door

Door Type - 6Aluminum Storefront

Full Galzing

Door Type - 7Interior

Solid CoreWoodFlush

Door Type - 8Bi-Pass

Hollow CoreWood

Door Type - 10Exterior - InsulatedOverhead Sectional

1/4" = 1'-0"20 Door Types

3"

3"

3"3"

*P3"3"3"

3"3"

3"

3"3"3"

3"3"3"3"

3"

3"3"3"3"

Bipass Doors to have Runner Track @ Top and Bottom

- SEE SHEET A7.0 FORDESCRIPTIONS OF THE DOORTYPES NOT DEPICTED

Full Length Piano Hinges

Bipass Doors to have Runner Track @ Top and Bottom

*P Full Length Piano Hinges

Full Length Piano Hinges*P

Bipass Doors to have Runner Track @ Top and BottomBipass Doors to have Runner Track @ Top and Bottom

Full Length Piano Hinges*P

Keynote LegendKey Value Keynote Text

10800.A28 ADA Wall Hung Lavatory10800.C1 Grab Bar10800.C3 42" Grab Bar10800.C4 ADA Floor Mounted Toilet10800.C8 18" Minimum Verticle Grab Bar10800.E2 Mop Sink Floor Mounted (24"x24")12200.C3 Exhaust Hood Above Range to Exhaust To The Outside12200.C4 Residential Range12200.D1 Refrigerator12250.A1 ADA 36" High Top Load Washer With Front Controls12250.A2 ADA Front Load Dryer12300.A9 Utility Shelf12300.B1 Countertop12300.C2 Base Cabinetry


05505.A1 1"x1" Square Tube Welded Desk Frame08410.E1 New Store Front Glazing System08710.A2 ADA Compliant Door Operator Button09720.C1 Fiber Reinforced Panel (FRP) w/Trim09720.C3 Formica Panel with Metal Grommet Fasteners - To Extend From

Under Cabinet to Under The Range Splash Back and ExtendThe Full Width of The Range

10120.A3 Bulletin Board Case10500.A2 Postal Boxes multiple box with front hinge access and locks10500.A310800.A1 Paper Towel Dispenser10800.A2 Toilet Tissue Dispenser10800.A6 Soap Dispenser10800.A8 Mop And Broom Holder10800.A20 Wall Hung Mirror10800.A23 Wall Hung Urinal

1/4" = 1'-0"21 T

VYNIL PLANK FLOOR

CARPET FLOOR

EXPOSED CONCRETE

09220.B12

09220.B1209220.B13

09220.B13

09220.B12 09220.B12

07610.B3

07710.B3

07710.B3

07710.B3

09220.B1309220.B1309220.B13

MN

7' -

0"

H

3' -

0"

4' -

0"

7' -

0"

4' - 0"

REMOVE EXISTING EXTERIOR WOODSIDING, PROVIDE AND INSTALL NEWRIGID INSULATION, VAPOR ABRRIER,LATH, AND PLASTER AT ALLEXISTING EXTERIOR WALLS

09220.B1209220.B1209220.B12

09220.B13

09220.B13

07610.B3

07610.B3

07710.B4

07710.B3 07710.B3

07710.B3

07710.B3

L

3' -

6"

3' -

7 1

/2"

7' -

1 1

/2"

2' - 7 3/4" 3' - 6" 2' - 6"

8' - 7 3/4"

09220.B12

09220.B12

09220.B12

09220.B13

07710.B4

07710.B4

09220.B12

09220.B13

P

1' - 11 1/4" 3' - 6" 3' - 6" 2' - 2 3/8"

11' - 1 1/2"

7' -

1 1

/2" 4' -

0"

3' -

0"

7' -

0"

4' - 0"

4' -

0"

3' -

0"

7' -

0"

5' - 0"

H I

3' -

7 1

/2"

3' -

6"7'

- 1

1/2

"

09220.B12

09220.B13

09220.B12

09220.B13

REMOVE EXISTING EXTERIOR WOODSIDING, PROVIDE AND INSTALL NEWRIGID INSULATION, VAPOR ABRRIER,LATH, AND PLASTER AT ALLEXISTING EXTERIOR WALLS

07710.B407710.B4

09220.B13

09220.B1209220.B12

O7'

- 1

1/2

"

2' - 6" 3' - 6" 2' - 7 3/4"

8' - 7 3/4"

3' -

0"

4' -

0"

7' -

0"

5' - 0"

KJ

3' -

0"

4' -

0"

7' -

0"

3' - 0"

3' -

6"

3' -

7 1

/2"

3' -

7 1

/2"

3' -

6"7'

- 1

1/2

"

3' - 10 3/4" 6' - 5" 11 1/4"

11' - 3"

M

3' -

7 1

/2"

3' -

6"7'

- 1

1/2

"

2' - 9" 7' - 0" 2' - 10"

12' - 7"

N

3' -

7 1

/2"

3' -

6"7'

- 1

1/2

"

1' - 2 1/4" 3' - 2 1/2" 3' - 2 1/2" 1' - 2 1/4"

8' - 9 5/8"

Q

ALB

UQ

UER

QU

E, N

MP:

505

-797

-131

8

1103

0 M

ENA

UL

NE

8711

32SU

ITE

C

JEEB

S & ZU

ZU, L

LC.

ww

w.jeebsandz

uzu.co

m"w

e're your

building

wiz k

idz s

o y

ou

can"

job no:

drawn:

checked:

date:

sheet no:

ARCH

ITECTS

& C

ONTR

ACT

ORS

MAKING

HOUS

E CA

LLS

220 R

UDY D

R.

GALLUP

, NM 8

7301

12-034

JDH

JDH

Aug. 12, 2013

EXTERIO

R ELEVATIONS -

BUILD

ING

D

SUN

SET H

ILLS

APA

RTM

ENTS

A5.3

1/4" = 1'-0"1 D North

1/4" = 1'-0"2 D East

1/4" = 1'-0"3 D SOUTH

1/4" = 1'-0"4 D WEST


07610.B3 26 Ga. Galvalume Sheet Metal Roof07710.B3 Downspout07710.B4 Leader Head09220.B12 Insulated 2-Coat Synthetic Stucco System - Base Color

SW 0020 Peacock Plume

09220.B13 Insulated 2-Coat Synthetic Stucco System - Color SW0074 Radiant Lilac

SEE SITE PLAN FOR BUILDING SIGN LOCATIONS

Window Schedule

Window # Width Height Type Comments Dou

ble

Pan

e

Low

E

Tem

pere

d

Sta

ined

Gla

ss

Fin

ger

Lock

Han

d C

rank

Mul

lion

Grid

Scr

een

Comments

H 4' - 0" 4' - 0" SLIDINGI 5' - 0" 4' - 0" SLIDINGJ 3' - 0" 4' - 0" SLIDINGK 5' - 0" 4' - 0" CASEMENT CRANK TO MEET ADA

1/4" = 1'-0"5 WINDOW TYPE

LMNOP

8' - 8"11' - 312' - 7"8' - 8"11' - 2"

7' - 2"7' - 2"7' - 2"7' - 2"7' - 2"

FIXED STOREFRONTFIXEDFIXEDFIXEDFIXED

STOREFRONTSTOREFRONTSTOREFRONTSTOREFRONT

Q 8' - 10" 7' - 2" FIXED STOREFRONT

CMU WALL

(2) GATE LOCK DEVICESW/ INTEGRAL FLUSH BOLTAND PAD LOCK CAST STEELSLEEVE IN CONC FOR FLUSHBOLT

1/2"x4" CEDAR WOOD PLANKSVERTICLE AND PROPERLY ATTACHEDTO THE METAL FRAME,20% OPEN AREA, PAINT COLORTBD BY ARCHITECT

PAINTED STEEL HANDLES,COLOR TBD BY ARCHITECT

PAD LOCK HASP

HEAVY DUTY HINGESSET

6" STEEL GATE POSTPAINT TBD BY ARCHITECT

1/4"x3"x2" STEEL ANGLESBRACING WELDED TOGETHER,TYP. PAINT SAME COLOR ASPANELING

12' -

0"

5' -

0"

MIN

.3'

- 6

" M

IN.

MIN

.1'

- 0

"

9' -

6"

MIN

.

4' - 6" MIN. 3' - 0" MIN. 4' - 6" MIN.

12' - 0" MIN.

.

SLO

PE

TO

DR

AIN

CONCRETE SLAB: 6" THICK,4,000 PSI 3/4" AGGREGATE WITH6x6-10/10 WWM OR EQUAL.SLOPE TO DRAIN 1/8" PER FOOT

APRON: 6" THICK 4,000 PSI 3/4"AGREGATE WITH 5x6-10/10 WWMOR EQUAL 12'-0" x 8'-0" WITH 1/2"EXPANSION JOINT

DRILL HOLES IN APRONFOR GATE PIN

DRILL HOLES IN PADFOR GATE PIN

36"

MIN

.

3' -

6"

SIDE BOLLARDS ARE TOBE 6" FROM WALL

14 GA. PERFORATEDSTEEL PLATE OVERSTEEL BRACING, 20%OPEN AREA, PAINTCOLOR TBD BYARCHITECT

6" STEEL GATEPOST PAINT TBDBY ARCHITECT

ADA CLEAR ACCESSINTO TRASH ENCLUSURE

1:12

MA

X

6" 5' - 6"

6"3'

- 6

"6"

3' -

6"

6' -

0"

NEW CONCRETE SIDEWALK

NEW CONCRETE CURB

LOCATION OF NEW DOG PARK

4' - 6 9/16" 3' - 0" 4' - 5 7/16"

12' - 0"

6' -

0"

2' -

0"

4' -

0"

6" OUTSIDE DIAMETER CONCRETEFILLED STEEL PIPE SHALL BE ENCASEDIN 12" CONCRETE ALL AROUND ANDEMBEDDED 2'-0"

CMU WALL

RAMP

12' -

0"

5' -

0"

MIN

.3'

- 6

" M

IN.

MIN

.1'

- 0

"

9' -

6"

MIN

.

4' - 6" MIN. 3' - 0" MIN. 4' - 6" MIN.

12' - 0" MIN.

.

SLO

PE

TO

DR

AIN


APRON: 6" THICK 4,000 PSI 3/4"AGREGATE WITH 5x6-10/10 WWMOR EQUAL 12'-0" x 8'-0" WITH 1/2"EXPANSION JOINT

DRILL HOLES INAPRONFOR GATEPIN


36"

MIN

.

3' -

6"

SIDE BOLLARDS ARETO BE 6" FROM WALL



ADA CLEAR ACCESSINTO TRASHENCLUSURE

1:12MAX

3' - 0

"

6"

6' - 0"NEW CONCRETESIDEWALK

NEW CONCRETE CURB

NEW LANDSCAPE PAD

4' - 6 9/16" 3' - 0" 4' - 5 7/16"

12' - 0"

6' -

0"

2' -

0"

4' -

0"


CMU WALL

RAMP ASPHALT

NEW LANDSCAPEPAD

1' - 6"

2' -

0"

1' -

0"

3"1"

5"

BUILDING NUMBER TOBE AVANT GARDE FONT

UNIT NUMBERS

.

SLO

PE

TO

DR

AIN


.

SLO

PE

TO

DR

AIN

25' - 4"

4' - 6" 3' - 0" 3' - 6" 3' - 4" 3' - 6" 3' - 0" 4' - 6"

5' -

0"

3' -

6"

1' -

0"

9' -

6"

3' -

6"

SIDE BOLLARDS ARE TOBE 6" FROM WALL

ADA CLEAR ACCESSINTO TRASH ENCLUSURE


DRILL HOLES IN APRONFOR GATE PIN



NEW LANDSCAPE PAD

NEW CONCRETE CURB

NEW CONCRETE CURB

3" CROSSWALK DIAGONALSTRIPING @ 12" O.C.

2' -

0"

4' -

0"


CMU WALL

4' - 6" 3' - 0" 3' - 9" 2' - 10" 3' - 9" 3' - 0" 4' - 6"

25' - 4"

6' -

0"


PAINTED STEEL HANDLES,COLOR TBD BY ARCHITECT

PAD LOCK HASP

HEAVY DUTY HINGESSET


CMU WALL

(2) GATE LOCK DEVICESW/ INTEGRAL FLUSH BOLTAND PAD LOCK CAST STEELSLEEVE IN CONC FOR FLUSHBOLT


ALB

UQ

UER

QU

E, N

MP:

505

-797

-131

8

1103

0 M

ENA

UL

NE

8711

32SU

ITE

C

JEEB

S & ZU

ZU, L

LC.

ww

w.jeebsandz

uzu.co

m"w

e're your

building

wiz k

idz s

o y

ou

can"

job no:

drawn:

checked:

date:

sheet no:

ARCH

ITECTS

& C

ONTR

ACT

ORS

MAKING

HOUS

E CA

LLS

220 R

udy D

rive

Gallup

, New

Mex

ico, 870

43

12-034

EM

JDH

Aug. 12, 2013

Site Deta

ils Sun

set H

ills

Apa

rtem

ents

AS-2.1

1/4" = 1'-0"4 Trash Enclosure Elevation Detail

1/4" = 1'-0"5 Trash Enclosure Condition 1 Plan Detail

1/4" = 1'-0"6 Trash Enclosure Condition 1 Section Detail



1" = 1'-0"2 Building Signage Detail



1/4" = 1'-0"9 Trash Enclosure Condition 3 Elevation Detail

9' - 3 1/2"

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24 GA. PRE-CUT STEELPANELS WITH TRIM

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6" X 6" TUBE STEELCOLUMN (TYP)

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MORTARLESS PAVERS

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2 Metal top rail

3 Metal fence post @ 6' oc

4 Fence post caps

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3/4" = 1'-0"1 Signage Wall Detail

3/4" = 1'-0"2 Signage Wall Section Detail

1/4" = 1'-0"3 Shading Trellis Framing Plan

1/4" = 1'-0"4 Shading Trellis Section

1/2" = 1'-0"5 Chain Link Fence Detail

1/2" = 1'-0"6 Entry Sign Detail

1/4" = 1'-0"7 Alternate Gas Meter Screen Fence

SECTION 01 5213

FIELD OFFICES AND SHEDS

PART 1 GENERAL

1.01 SECTION INCLUDES

A. Temporary field offices for use of The Owner.

B. Temporary field offices for use of The Contractor.

C. Maintenance and removal.

PART 2 PRODUCTS

2.01 MATERIALS, EQUIPMENT, FURNISHINGS

A. Materials, Equipment, Furnishings: Serviceable, new or used, adequate for required purpose.

2.02 CONSTRUCTION

A. Portable or mobile buildings, or buildings constructed with floors raised above ground, securely fixed to foundations, with steps and landings at entrance doors.

B. Construction: Structurally sound, secure, weather tight enclosures for office. Maintain during progress of Work; remove when no longer needed.

C. Temperature Transmission Resistance of Floors, Walls, and Ceilings: Compatible with occupancy requirements.

D. Exterior Materials: Weather resistant, finished in one color.

E. Interior Materials in Offices: Sheet type materials for walls and ceilings, prefinished or painted; resilient floors and bases.

F. Lighting for Offices: 50 fc at desk top height, exterior lighting at entrance doors.

G. Fire Extinguishers: Appropriate type fire extinguisher at each office.

2.03 The Contractor OFFICE AND FACILITIES

A. Size: For The Contractor's needs and to provide space for project meetings.

B. Furnishings in Meeting Area: Conference table and chairs to seat at least eight persons; racks and files for Contract Documents, submittals, and project record documents.

2.04 OWNER AND ARCHITECT/ENGINEER OFFICE

A. Separate space for sole use of Sunset Hills , with separate entrance door with new lock and two keys.

B. Area: Minimum 150 sq ft, minimum dimension 8 ft.

C. Windows: Minimum three minimum total area of 10 percent of floor area, with operable sash and insect screens. Locate to provide views of construction area.

D. Electrical Distribution Panel: Two circuits minimum, 110 volt, 60 hz service.

E. Minimum four 110 volt duplex convenience outlets, one on each wall.

F. Sanitary Facilities: private plumbed lavatory toilet facilities.

PART 3 EXECUTION

3.01 PREPARATION

PXX / Sunset Hills Apartments 01 5213 - 1 FIELD OFFICES AND SHEDS

A. Fill and grade sites for temporary structures to provide drainage away from buildings.

3.02 INSTALLATION

A. Install office spaces ready for occupancy 30 days after date fixed in Notice to Proceed.

B. Parking: Two hard surfaced parking spaces for use by Sunset Hills , connected to office by hard surfaced walk.

C. Construct accessible ramp to finish floor level of office.

3.03 MAINTENANCE AND CLEANING

A. Maintain approach walks free of mud, water, and snow.

3.04 REMOVAL

A. At completion of Work remove buildings, foundations, utility services, and debris. Restore areas.

END OF SECTION

PXX / Sunset Hills Apartments 01 5213 - 2 FIELD OFFICES AND SHEDS

Sunset Hills Apartments Gallup, New Mexico

SECTION 221113 –WATER PIPING PART 1. GENERAL 1.01 RELATED DOCUMENTS A. ASTM: A48, A240, and A276 B. AWWA: C110, C203, C206, C500, C502, C504, C509, C600, C651, C900, and M23 C. ANSI: B36.10 1.02 DESCRIPTION OF WORK: Work covered by this section covers all waterlines 3

inches in diameter and larger on the project site to a point 5 feet from all buildings. 1.03 SUBMITTALS: The Architect must be supplied with a certification for each item or

type of material required in the waterline, verifying that the item meets the specifi-cations and/or the referenced specifications before that item is installed. All mate-rials shall be new and unused. Submit manufacturer's product data and installation instructions for pipe and fittings, valves, hydrants, and accessories.

1.04 INSPECTIONS: The Contractor shall provide a two working day notice to the Ar-

chitect to coordinate all required inspections of the work. Testing shall be sched-uled during standard working hours and shall not occur on weekends or holidays.

PART 2. PRODUCTS 2.01 PIPE A. General: Provide ells, tees, reducing tees, couplings, and other required piping

accessories of same type and class of material as conduit, or of material having equal or superior physical and chemical properties as acceptable to the Architect.

B. Polyvinyl Chloride Pipe (PVC): AWWA C900 DR-18, pressure class 150,

"cast iron pipe" equivalent outside diameters, elastomeric gasketed couplings, elas-tomeric seals complying with ASTM F477, and fittings complying with AWWA C104. PVC pipe for diameter sizes 3 inches and less shall meet requirements of ASTM D1785 Schedule 40 with solvent weld joints meeting ASTM D2466.

C. Ductile Iron Pipe (DIP): AWWA C151, thickness class 52, with fittings com-

plying with AWWA C110 and rubber gaskets complying with AWWA C111. Pro-vide Type II or IIA cement mortar lining complying with AWWA C104 and poly-ethylene sleeve per AWWA C105.

2.02 GATE VALVES

Water Piping 22 1113 - 1


A. Gate valves shall only be used for pipe sizes of 12 inches and smaller, unless otherwise noted on the plans or in the specifications.

B. Resilient seat gate valve shall be used and shall conform to AWWA C509. The

gate valve shall be a non-rising stem type with inside screw and "O" ring seals. The valve shall have a standard hub which opens counter-clockwise. Valve ends shall have mechanical joints with stainless steel bolts and fasteners. "O" ring retainer shall be secured with nuts and bolts. Resilient seat gate valves shall be as manufac-tured by Mueller, Kennedy Valve Co., Watrous, Clow, M&H, or approved equal. The resilient seat shall be mechanically retained or bonded on the valve gate.

C. All brass or bronze parts used on gate valves shall comply with AWWA C509.

The outside of the valve body shall be painted with coal tar enamel or corrosion-resistant coating. The inside shall be protected with corrosion-resistant coating, ap-proved for potable water. The valve stem shall comply with AWWA C509. The material for the valve stem shall be brass or bronze, and shall have a minimum yield strength of 20,000 psi and minimum tensile strength of 60,000 psi. The valve stem shall be compatible and interchangeable with the equivalent sized double disc gate valve models. Gate valves shall have a 2 inch square operating hub nut. The number of turns to open the valve shall be the same as the equivalent sized double disc gate valve models. Maximum input torque to open and/or close the valve shall be 200 foot pounds for a 4-inch valve and 300 foot pounds for 6-inch under a work-ing pressure of 200 psi.

D. No project will be accepted by the Owner until all valves are operational and

accessible. Operating nut of all valves or valve stem extensions shall be no deeper than 48 inches below top of valve box cover.

2.03 VALVE BOXES: Valve boxes, rings and covers shall be the type, size and material

as shown on the drawings. No valve box shall be paved over without the permis-sion of the Inspector. Paving material shall not remain on valve box covers over-night. An extension stem with appropriately sized square wrench nut shall be pro-vided when the valve nut is at a depth greater than 4 feet below the valve cover.

2.04 FIRE HYDRANTS A. Hydrants shall be limited to Mueller Centurion A423 Model or approved equal.

Fire hydrants and their extensions shall be in accordance with AWWA C502, traffic type. Fire hydrants shall have one 5-1/4 inch diameter valve opening; 6 inch me-chanical joint; inlet connection; two 2-1/2 inch hose nozzle connections; and one 4-1/2 inch steamer nozzle with National Standard Fire Hose Coupling Screw Threads. Fire hydrants shall have a bronze or cast iron, pentagon, operating nut, be designed for 150 psi working pressure service, and have a normal bury of 4 to 4-1/2 feet un-less field conditions require a deeper bury, in which case extensions will be used to bring the bottom of the break-off flange 2- 8 inches above the top of finish grade.



B. The pipe fittings and fire hydrants starting at the water main and ending at the fire hydrant itself shall be lying in a line perpendicular to the street's centerline or radially on a curvilinear installation. Fire hydrants shall be installed in as near a vertical position as possible.

C. Hydrants shall be dry barrel, post-type with compression main valve closing

with pressure. They shall have a field lubrication capability. Hydrants shall have a bronze seat ring threaded into a bronze drain ring or bronze or cast iron bushing. Exterior of hydrant, below the ground line, shall be coated with asphalt varnish, and the exterior painted from the top to a point one foot below the ground level flange, consisting of one coat rust inhibitive primer and one coat "chrome yellow" enamel. The bottom plate of the main valve shall be epoxy coated. The shoe of the fire hy-drant shall have a 6-inch mechanical joint connection and the inside shall be epoxy coated to prevent corrosion. The nozzle shall be threaded inplace and retained by stainless steel locks. Hydrant body shall be threaded to receive the threaded nozzle. Nozzle shall be secured by a stainless steel locking device.

D. Fire hydrant shall have two drain outlets. The drain outlets shall be constructed

of bronze or stainless steel. Hydrant shall be provided with a pentagon operating nut to open counter clockwise and shall have an anti-friction washer between the hold-down nut and the operating nut. To prevent loss of brass operating nuts due to theft or vandalism, the following shall be included in or on the fire hydrant:

1. The bonnet must be removed in order to remove the operating nut; or use a cast

iron operating nut. 2. Fire hydrants shall be installed at locations as shown on construction plans and in

accordance with Standard Detail Drawings. 2.05 TAPPING SLEEVES: Tapping sleeves of heavy welded steel bodies shall meet the

following requirements: 1. Epoxy coated. 2. Bolts and nuts to be stainless steel. 3. Gaskets to be Buna-N rubber. 4. Flange to be flat face steel and comply with AWWA C207. 5. Class D-ANSI 150 lbs. drilling. 6. Designed to sustain an operating pressure of 150 psi. 7. To be used on all water mains, 4" and larger. 8. Design to be same as FORD, FTSC, Rockwell CC-622, or approved equal.



2.06 DETECTOR CHECK VALVES: Detector check valves shall be constructed of hot-

dipped galvanized and epoxy-coated cast iron, with a rubber to bronze clapper seat, stainless steel shafts, counterbalanced lever action, bronze meter case, 175 psi rated working pressure, 350 psi hydrostatic test pressure, flanged ends, elevated and me-tered bypass with shut off valve, check valve and positive displacement meter. Valve shall be Hersey Model EDC or approved equal.

PART 3. EXECUTION 3.01 WATERLINE CONNECTIONS: All new waterline tie-ins to the existing water sys-

tem shall be directly inspected and approved by the Architect. All connecting ma-terials shall be cleaned and then wiped down with a chlorine solution just prior to connecting to the existing lines. This must be witnessed by the Architect personnel prior to the connection or the work will be disassembled, cleaned, wiped with chlo-rine solution, and reassembled at the Contractor's expense. This includes non-pressurized connections that will result in extension of the existing system.

3.02 LOCATIONS OF WATER MAINS AND SEWERLINES A. Unless otherwise authorized, parallel water and sewer lines shall be installed at

least 10 feet apart horizontally, and the waterline shall be at a higher elevation than the sewer. Separate trenches will be required in all cases (this shall be effective even though one line has been installed prior to the other), and the waterline shall be at least 18 inches above the sewer; when water and sewer lines cross each other, the waterline shall be at least 18 inches above the sewer; otherwise the sewer shall be of pressure class pipe extending between manholes, or concrete encased for 10 feet on each side of the waterline. The crossings shall be arranged so that the sewer joints will be equidistant and as far as possible from the water main joints.

B. Water mains shall not be constructed under walkways, sidewalks, curbs and gut-

ters, drivepads, or similar concrete structures by tunneling underneath them. The Contractor will cut these structures by using a concrete saw and remove and replace the section of the concrete structure to the nearest full expansion joint or edge.

3.03 TRENCHING & BACKFILLNG: All trenching and backfilling shall be in full ac-

cordance with Section 31 0000. The minimum cover over lines shall be 4 feet. 3.04 GENERAL INSTALLATION ITEMS A. Pipe and accessories shall be new and unused and shall be handled in such a

manner as to insure delivery to the trench in sound, undamaged condition. Particu-lar care shall be taken not to injure the pipe coating. No other pipe or material of any kind shall be placed inside of a pipe or fitting after the coating has been ap-plied. The interior of the pipe shall be thoroughly cleaned of foreign matter before being lowered into the trench and shall be kept clean during operations by plugging or other approved methods. When work is not in progress, open ends of pipe and



fitting shall be securely closed so that no other substances will enter the pipes or fit-tings. Any section of the pipe found to be defective shall be replaced with sound pipe without additional expense to the Owner.

B. All nuts and bolts utilized in underground pipe connections shall be stainless

steel, high strength cast iron or high grade, high strength steel. The full length of each section of pipe shall rest solidly upon the bed, with recesses excavated to ac-commodate bells and joints. Any pipe that has the grade or joint disturbed after lay-ing shall be taken up and relaid. Pipes shall not be laid in water without the ap-proval of the Architect, or when trench or weather conditions are unsuitable for the work except by permission of the Inspector. All dead end line appurtenances shall be blocked using poured in place concrete. Pipe shall be laid to line and grade shown on the plans or as staked in the field. Changes in horizontal or vertical pipe alignment at a joint shall not exceed the manufacturer's recommended deflection for the type and size pipe being laid. When the change required is more than the rec-ommended, a fitting shall be used. PVC pipe may not be deflected at the joints.

C. When new pipe is to be connected to an existing pipe or when crossing existing

pipeline, the Contractor shall excavate the existing lines well in advance of the lay-ing of the new pipeline to enable the Inspector to verify their elevation and place-ment and to make any changes in grade and/or alignment of the new pipeline that may be required. On all push-on-type joints, except for pipe with gaskets glued to the pipe, (bell and spigot, fluid-tite, and ring-tite) the rubber gasket shall be re-moved, cleaned, the groove cleaned, the gasket replaced, and the bell or plain end cleaned before jointing. The gasket and the bell or plain end of the pipe to be joint-ed shall both be lubricated with a suitable soft vegetable soap compound to facili-tate jointing. Care shall be taken to insure that neither the bell or collar, or the pipe being jointed is damaged as it is being pushed home.

D. Flange and mechanical joints shall be made with machine bolts and nuts of the

proper size only and all components shall be cleaned before jointing. Only one (1) gasket will be permitted in a flange joint. In a mechanical joint the plain end pipe shall be fully seated before the gasket and gland is slipped up to the bell. Nuts on both types of joints shall be tightened by alternating nuts 180 degrees apart. The Contractor shall be responsible for assuring that proper torque is achieved and shall have a torque wrench available for verification by the Inspector.

E. When laying water pipe, a metalized detectable warning tape shall be installed in

the trench 18 inches above the pipe. The tape shall be detectable with a standard metal pipe locator. The color of tape shall be safety precaution blue and will be in-scribed at 10-foot intervals the words, "CAUTION BURIED WATERLINE BELOW" and shall be 2 inches wide. The tape shall be constructed of material that is impervious to alkalis, acids, chemical reagents, and solvents found in the soils.

3.05 SPECIFIC PIPE LAYING REQUIREMENTS



A. Ductile iron pipe shall be installed in accordance with AWWA C 600 and as herein specified. Plastic pressure pipe shall be installed in accordance with AWWA M23 and C900 and/or manufacturer's printed recommendations, whichever is ap-plicable. Where a conflict arises with this specification, this specification shall con-trol. Trenching, embedment and backfill shall be as specified in Section 310000. A reference mark (a distinct circumferential line) is placed on the pipes spigot by the manufacturer to indicate the correct depth of the spigot penetration into the pipes gasket joint. If the pipe is seated too deep or too shallow, the pipe may buckle or separate due to thermal expansion/contraction, therefore particular attention must be exercised when jointing pipe. The reference mark must be showing and not farther than 1/2" from the leading edge of the bell. The Contractor shall verify that the manufacturer's reference mark is correct per manufacturer's literature.

B. All fittings and valves shall be installed as per the type of joint as stated above

and as shown on the plans. All couplings, clamps, sleeves, etc. shall be installed as per the manufacturer's printed recommendations and as approved by the Inspector. The cutting of any type of pipe shall be done as per the manufacturer's printed rec-ommendations, as approved by the Inspector

3.06 BLOCKING: All tees, bends, reducers, and valves not called out on the plans as rig-

id joints shall have concrete poured in the general shape and to the minimum di-mensions shown on plans and/or standard details, between the pipe and the undis-turbed wall of the trench. The concrete shall be placed in such a manner that no concrete is in contact with any bolts or nuts on the pipeline. All caps and plugs on dead end lines will be blocked.

3.07 SALVAGED MATERIALS A. Salvaged material (pipe, fittings, valves and other waterline appurtenances) shall

be stockpiled on-site in a neat manner by the Contractor. The Inspector will inspect the stockpiled material for salvage value and direct the following disposition:

1.If the material is considered salvageable, the Contractor will be directed by the

Inspector where to deliver the material. The Contractor will be responsible for the loading, transportation and off-loading of the salvageable materials. When the ma-terials are delivered, the Contractor shall obtain a signed receipt from the Inspector. Before final acceptance of the project, all signed receipts will be submitted to the Inspector for accounting purposes.

2. Materials that do not have salvageable value will be disposed of by the Contrac-

tor at no additional cost to the Owner. 3.08 HYDROSTATIC TESTS A. The Contractor shall be required to hydrostatic test all water mains, laterals, dead ends,

and service lines in accordance with AWWA C600. Tests shall be conducted in the pres-ence of the Inspector or his authorized representative. The testing of the lines shall be done



without being connected to existing lines unless approved by the Inspector. The Contractor shall provide all temporary plugs required. If connections to the existing lines are allowed by the Inspector, it is with the understanding that the Contractor assumes any and all re-sponsibility in case of damage or failure of the existing system. Leakage through connec-tions to the existing system, leaks in the existing lines, or leaking existing valves under the test pressure will invalidate the test. The lines shall be tested at 200 pounds for not less than two hours. All taps, gauges and necessary equipment shall be provided by the Con-tractor as approved by the Inspector, however; the Inspector may utilize gauges provided by him if he so elects. Each section of the new line, between valves shall be tested to demon-strate that each valve will hold the test pressure. No installed pipe will be accepted if the leakage is greater than that determined by hydrostatic test sheet calculations in which L is the allowable leakage, in gallons per hour; S is the length of pipeline tested; D is the nomi-nal diameter of the pipe in inches; and P is the test pressure in pounds per square inch gauge. The allowable leakage for line sections less than 600 feet is no leakage. During the test, the test pressure should not lose more than 5 psig without being pumped back up to test pressure. The totals of the gallons of water required to hold the test pressure during the two hours and the amount of water required to return the line to the test pressure at the end of the test period is the total leakage. If the total leakage is less than allowable, the line can be accepted. All visible leaks will be repaired regardless of the amount of leakage.

B. Contractor shall submit a testing plan to the Inspector for approval. In cases where a

new main is being connected to an existing main without the installation of a new valve, the end of the new main shall be temporarily capped and blocked and a hydrostatic test per-formed. Hydrostatic tests shall not be made such that an existing valve or existing main is included in the test section. Testing against or including existing facilities will be made at the Contractor's risk with no additional allowance for leakage from existing facilities.

3.09 FLUSHING & DISINFECTING LINES A. Prior to disinfecting the waterlines the Contractor shall flush all new waterline

installations in accordance with an approved flushing plan provided to the Architect no later than five working days before the anticipated operation. The flushing will be performed by the Contractor under the observation of the Inspector.

B. After flushing the waterlines, they will be disinfected in accordance with

AWWA C651 or as required below. Mains shall be disinfected with chlorine liquid solution, which is added by an approved method at one end of the line as water is drawn through the line and service connections. The chlorine solution shall remain in the line for at least 24 hours. The line shall then be flushed until the chlorine re-sidual is equal to the normal residual in the existing system or at 0.5 parts per mil-lion for unchlorinated water. Prior to the line being placed into service, bacteria samples shall be taken by the Contractor. Should results of the bacteriological analysis be unsatisfactory, the disinfection procedure shall be repeated. No water-lines will have service initiated through them until written confirmation from an ac-ceptable laboratory is provided to and approved by the Architect.

C. The Contractor will be granted two free volumes of water for testing and flush-

ing the new installation. If additional water is needed for these purposes, the water will be metered and paid for by the Contractor at the current water rates. The Con-



tractor will test the water in the existing lines at the point of delivery for assurance of clean and potable water. The water in the existing lines will be used for testing and flushing. Sampling from new lines will be a minimum of two samples.

3.10 INTERFERENCE WITH SERVICE AND SCHEDULE OF WORK A. The Contractor shall obtain the permission of the Inspector before making any

connections with existing mains. Outages will be coordinated by the Contractor who will provide notice to Owner at least 24 hours in advance. Repeated notifica-tions are required for rescheduled service interruptions that were not performed on the date as provided in the original notifications.

B. Work shall be started after authorization of the Inspector and shall be completed

in a prompt, efficient manner in coordination and cooperation with other utilities concerned. The Contractor will be required to arrange his construction program with a view of maintaining continuous service to Owner, from existing facilities, to the fullest extent possible. He shall, at all times, withhold construction work, where any conflict in the service requirements occur.

3.11 NOTIFICATION OF COMPLETION A. The Contractor shall notify the Inspector in writing, when the Contractor has

completed construction of a waterline. This notification should be submitted im-mediately upon completion; the waterline will not be placed in service until the Ar-chitect has received adequate documentation.

3.12 DOCUMENTATION SUBMITTALS A. At the time of the final inspection the following documentations will be submit-

ted to the Architect and Owner: 1. Hydrostatic test data of the new waterline system. 2. Microbiological test reports that were taken at representative locations along the system. 3. Chlorine residual test results both prior to and following line flushing. 4. A marked-up set of construction drawings reflecting as-built conditions. This does not

supplant requirements for record or as-built drawings. END OF SECTION



SECTION 310000 - EARTHWORK

PART 1. GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General Conditions and

Division 1 Specification sections, apply to work of this section. 1.2 DESCRIPTION OF WORK A. Extent of earthwork is indicated on drawings. 1. Preparation of subgrade for building slabs, walks, and pavements is included as

part of this work. 2. Clearing, grubbing, and removal of obstructions. 3. Preparation of subgrade; Compacted fill under and around structures and paving

areas; Excavation and backfilling; Trenching and backfilling for utility lines; Site grading.

B. Definition: "Excavation" consists of removal of material encountered to subgrade

elevations indicated and subsequent disposal of materials removed. 1.3 QUALITY ASSURANCE A. Codes and Standards: Perform earthwork and site grading work in compliance with the

applicable codes and requirements of governing authorities having jurisdiction. B. Testing and Inspection Service: 1. The Owner will employ a testing laboratory to perform soil testing and inspection

service for quality control testing during earthwork operations. It is the full responsibility of the Contractor to conform to the recommendations as set forth in the report dated 06/21/13prepared by Earthworks Engineering Group, LLC. (Job No. A13-420). It is also the full responsibility of the Owner to coordinate scheduling 15 days in advance of any anticipated excavation, grading, and placement of engineered fill with Architect and Owner employed testing agency.

1.4 SUBMITTALS

A. Test Reports-Excavating: Submit 2 copies of the following reports directly to Architect from testing services, with 1 copy to the Owner and amount of copies as required by the Contractor for his use: 1. Test reports on borrow material.

2. Verification of each footing subgrade. 3. Field density test reports. 4. One optimum moisture-maximum density curve for each type of soil encountered. 5. Bedding and trench backfill material including sieve analysis, PI determination,

and the Proctor determination.

Earthwork 310000-1


1.5 JOB CONDITIONS A. Site Information: Data on indicated subsurface conditions are not intended as

representations or warranties of accuracy or continuity between solid bearings. It is expressly understood that Owner will not be responsible for interpretations or conclusions drawn therefrom by Contractor. Data are made available for the convenience of the Contractor.

B. Additional test borings and other exploratory operations may be made by Contractor at no

cost to Owner. C. The locations of underground utility lines and obstructions shown on the drawings are

approximate and based on the best information available. No utilities other than those shown on the drawings are anticipated in the area of construction. However, the Contractor shall obtain information relating to possible hidden lines from all Public and Private Utilities and take due care in his excavation operations.

D. Existing Utilities: Locate existing underground utilities in areas of work. If utilities are to

remain in place, provide adequate means of support and protection during earthwork operations.

E. Should uncharted, or incorrectly charted, piping or other utilities be encountered during

excavation, consult utility owner immediately for directions. Cooperate with Owner and utility companies in keeping respective services and facilities in operation. Repair damaged utilities to satisfaction of utility owner.

F. Do not interrupt existing utilities serving facilities occupied and used by Owner or others,

during occupied hours, except when permitted in writing by Architect and then only after acceptable temporary utility services have been provided.

1. Provide minimum of 48-hour notice to Architect, and receive written notice to

proceed before interrupting any utility.

G. Use of Explosives: The use of explosives is not permitted. H. Protection of Persons and Property: 1. Barricade open excavations and post with warning lights as required for the safety

of persons. Protect structures, utilities, sidewalks, pavements, and other facilities immediately adjacent to excavations from damages caused by settlement, lateral movement, undermining, washout and other hazards.

2. Take precautions and provide necessary bracing and shoring to guard against

movement or settlement of existing improvements or new construction. Contractor is entirely responsible for strength and adequacy of bracing and shoring, and for safety and support of construction from damage or injury caused by lack thereof or by movement or settlement.

I. Sampling and Testing:

1. Soil Testing and Inspection Service: Engage an approved soil testing and

inspection service. Testing service will include soil survey for satisfactory soil materials, sampling, and testing soil materials proposed for use in the work, and field testing facilities for quality control testing during earthwork operations. Organization or individual who will perform testing and inspection service is subject to prior approval by the Architect.

Earthwork 310000-2


2. Tests for Proposed Soil Materials: Test soil materials proposed for use in work,

and submit test reports on same day tests are conducted to Architect and Contractor, for tests herein specified and for additional tests as may be required. Tests of fill materials and embankments will be made at the following suggested minimum rates: Provide one field density test for each 50 square yards of original ground surface prior to placing fill or constructing floor slabs. Provide one field density test for each 250 cubic yards of fill placed or each layer of fill for each work area, whichever is the greater number of tests. Provide one moisture-density curve for each type of material used, as indicated by sieve analysis and plasticity index. Determine maximum densities in accordance with ASTM D1557, of current issue. The testing service will determine the suitability of all materials to be used as fills.

3. Quality Control During Construction: Testing service must inspect and approve

all subgrades, including bedrock, and fill layers before further construction work is performed thereon.

4. The Geotechnical Engineer or his representative shall perform field density tests

with a frequency and at the locations he feels appropriate. The Geotechnical Engineer or his representative will perform Proctor tests on representative samples of all fill material. To minimize delays the Earthwork Contractor is encouraged to submit soil samples prior to use for proctor testing.

PART 2. PRODUCTS 2.1 EMBANKMENT A. General: Embankments shall consist of a controlled fill constructed in areas indicated on

the grading plans. B. Materials: 1. Physical Characteristics: Embankment fill material shall consist of soils that

conform to the following physical characteristics: Seive Size Percent Passing (Square Openings) by Weight 1-1/2 inch 100 No. 4 70-100 No. 200 30-70 The plasticity index of the material, as determined in accordance with ASTM

D4318, shall not exceed 15. Results of the soil investigation indicate that most of the onsite soils will meet these requirements, however, some blending and imported fill may be required. The fill materials shall be free from roots, grass, other vegetable matter, clay lumps, rocks larger than 6 inches, or other deleterious materials.

C. Unsatisfactory Material: Other than above. D. If in the opinion of the Architect, based on reports of the testing service and inspection, the

subgrade or fills which have been placed are below the specified density, the Architect will require additional compaction and testing at the expense of the Contractor.

Earthwork 310000-3


2.2 CLEARING & GRUBBING A. General: Clearing and grubbing will be required for all areas shown on the plans to be

excavated or on which fill is to be constructed. B. Clearing: Clearing shall consist of removal and disposal of trees and other vegetation,

down timber, snags, brush, and rubbish within the areas to be cleared. Individual trees, groups of trees, or other vegetation not required to be removed shall be protected, insofar as practical, and left standing.

C. Grubbing: Stumps, matted roots, and roots larger than 2 inches in diameter shall be

removed from within 6 inches of the surface of areas on which fills are to be constructed except in roadways. Materials described above within 18 inches of finished subgrade of roadways in either cut or fill sections shall be removed. Areas disturbed by grubbing will be filled as specified.

D. Grass & Topsoil: Grass, grass roots and incidental topsoil shall not be left beneath a fill

area, nor shall this material be used as fill material. Grass, grass roots and topsoil may be stockpiled and later used in the top 6 inches of fills outside roadways and building pads.

PART 3. EXECUTION 3.1 EXCAVATION A. Excavation consists of removal and disposal of all materials encountered to obtain the

required elevations. Excavations shall be made to the proper depth, with allowances made for clearances to install services and forms. Cuts shall be accurately shaped to the cross-sections and grades indicated.

B. Classification of Materials: 1. Material to be excavated is unclassified. The Contractor shall visit the site and

determine for himself the classification of materials to be removed.

2. Bottoms for footings shall be level, clean, and clear of loose materials. 3. Where walls or footings are authorized to be placed without forms, the sides of the

excavations shall be sharp and true. Undercutting will not be permitted. 4. Over excavations shall be filled with specified concrete type. 5. Keep earth under footings dry and free from frost. Should bearing surfaces be

softened by water or frost, re-excavate to solid bearing, re-compact soil and fill with concrete of required strength at Contractor's expense.

6. Excess material from excavations which is not required for fill or backfill shall be

removed from the site and legally disposed off-site. C. Stability of Sides: 1. Slope sides of excavations over 5' deep to angle of repose of material excavated;

otherwise, shore and brace where sloping is not possible either because of space restrictions or stability of material excavated.

2. Maintain sides and slopes of excavation in a safe condition.

Earthwork 310000-4


3. Take precautions to prevent slides or cave-ins when excavations are made in

locations adjacent to backfilled excavations, and when sides of excavations are subjected to vibrations from vehicular traffic or the operation of machinery, or any other sources.

D. Shoring and Bracing: 1. Provide materials for shoring and bracing, such as sheet piling, up-rights, stringers

and cross-braces, in good serviceable conditions. 2. Maintain shoring and bracing in excavations regardless of time period excavations

will be open. 3. Provide minimum requirements for trench shoring and bracing to comply with

ANSI A10.1 "Safety Code for Building Construction", and with local codes and authorities having jurisdiction.

4. All shoring and sheeting required to perform excavation and to protect and

safeguard employees of adjacent structures shall be installed. 5. Initial design of any shoring system for this project is the responsibility of

prospective shoring contractors. These designs shall be based on experience with shoring system installation, subsurface information included in soils report, and available knowledge of local conditions.

E. Unauthorized Excavation: 1. Unauthorized excavation consists of removal of the material indicated below

elevations without specific direction of the Architect. Replace unauthorized excavation as herein specified. Excavations for footing carried below elevations indicated on drawings shall be filled with specified footing type concrete at Contractor's expense. Excavations carried below the grades indicated for trenches shall be backfilled with suitable earth, sand, or fine gravel at Contractor's expense.

F. Dewatering: 1. Perform earthwork and site grading in a manner to prevent surface water and

subsurface or ground water from flowing into excavations, and to prevent water from flooding the project site and surrounding area.

2. Do not allow water to accumulate in excavations. Remove all water from

excavations using dewatering methods which will prevent softening of foundations bottoms, undercutting footings, and soil changes detrimental to stability of the subgrades and foundations. Provide and maintain pumps, sumps, suction and discharge lines, and other dewatering components necessary to convey water away from the site.

3. In no case shall "water settling" or jetting be employed. Where vibratory

compaction equipment is used, it shall be Contractor's responsibility to insure that vibrations do not damage nearby buildings or other adjacent property.

4. Convey water removed from excavations and rain water to collecting or runoff

areas. Provide and maintain temporary drainage ditches and other diversions. Do not use trench excavations for site utilities as temporary drainage ditches.

Earthwork 310000-5


G. Material Storage: 1. Stockpile excavated materials classified as satisfactory soil material where

directed, until required for fill; place, grade and shape stockpiles for proper drainage.

H. Excavation for Structures: 1. The building area and paved areas shall be over excavated to such an extent so as

to provide a minimum of 4.0 feet of structural fill beneath all foundations and 1.0 foot of structural fill beneath all floor slabs and pavements. Overexcavation shall extend laterally a minimum distance of 3.0 feet beyond the footing perimeters. The existing subgrade soils shall be scarified to a minimum depth of 8 inches and watered as necessary to bring upper 1.0 foot to the optimum moisture content or above, and compacted to the requirements of Section 3.2 C.5.

2. Conform to elevations and dimensions shown within a tolerance of plus or minus

0.50" and extending a sufficient distance from footings and foundations to permit placing and removal of concrete formwork, installation of services, and for other construction required, and for inspection.

3. In excavating for footings and foundations, take care not to disturb bottom of

excavation. Excavate by hand to final grade just before concrete is placed. Trim bottoms to required lines and grades to leave solid base to receive concrete.

I. Excavation for Trenches: 1. Excavating shall be performed to remove whatever substances are encountered.

All excavating shall be made by open cut. 2. Sides of trenches shall be kept as nearly vertical as practical considering safety

requirements. 3. The bottoms of trenches shall not be less than 12 inches wide nor more than 16

inches wider than the outside diameter of the pipes or conduits to be laid therein and accurately graded for the entire length of pipe or conduit.

4. Whenever unstable or unsuitable materials, as determined by the Architect, are

encountered, they shall be removed to a depth required and wasted as directed by the Architect.

5. Cuts through concrete and asphalt shall be made with a concrete saw, replace to

match existing. 6. Excavated materials shall be stacked a sufficient distance back from edge of

trenches to prevent slides or cave-ins. 7. All Shoring and sheeting required to perform the excavation and to protect and

safeguard the employees or adjacent structures shall be installed. J. Foundation, slab and Pavement Subgrade Preparation: 1. Prior to placing reinforcement, footings, slabs, or pavement, the supporting soils

shall be prepared, moisture conditioned, and compacted as described herein. 3.2 COMPACTION

Earthwork 310000-6


A. General: 1. Perform the compaction of soil materials using suitable soil compaction

equipment for the materials to be compacted and the work area locations. 2. Control soil compaction during construction for compliance with percentage of

maximum density specified for each area classification.

3. Prior to placement of fill, the building and paved areas shall be inspected and approved by a representative of the geotechnical engineer to insure satisfactory removal of native soils and the removal of any existing manmade fill. The exposed cut surface, as well as surfaces to receive fill, shall be scarified to a minimum depth of 8 inches and watered as necessary to bring the upper 12 inches as close as practicable to optimum moisture content or above. The upper 8 inches of the native soils shall then be compacted to a minimum of 95 percent of maximum dry density as determined in accordance with ASTM D1557.

4. Provide compaction equipment of suitable size and number, and in satisfactory

working condition to complete the work on schedule and to obtain the required density throughout the entire area being compacted. Use compaction equipment which does not cause damage or settlement to existing structures, utilities or other construction. Where vibratory compaction equipment is used, it shall be the Contractor's responsibility to insure that the vibrations do not damage nearby buildings or other adjacent property.

B. Percentage of Maximum Density Requirement:

1. Provide not less than the following percentages of the maximum density of the same soil material compacted at optimum moisture content, for the actual density of each layer of soil material-in-place.

2. Structural fill shall be mechanically compacted to the following: Minimum Compaction ASTM D-1557 Foundation Support 95% Slab Support 95% Below Slab Utility Trenches 95% General Site Grading 90% Pavement Support: Upper 12" of Subgrade 95% All other fill below pavement 90% 3. Aggregate Base Course shall be compacted to a minimum of 95% of maximum

density as determined by ASTM D-1557. 4. Asphaltic concrete shall be compacted to a minimum of 96% of maximum

Marshall Density (75 blows). 5. Compaction by flooding and jetting is specifically prohibited unless authorized in

advance by the Owner or his representative and the Geotechnical Engineer. 6. Required Degree of Compaction: Maximum density and optimum moisture

content of engineered fill shall be determined in accordance with ASTM D1557. Moisture at time of compaction shall be 2% below optimum moisture or higher.

Earthwork 310000-7


For purposes of acceptance, in-place density of fill shall be defined as that determined by sand cone method (ASTM D1557) or by nuclear methods (ASTM D2922).

C. Moisture Control: 1. Provide equipment capable of adding measured amounts of moisture to the soil

material as determined by moisture density relation tests. Maintain the actual moisture content in the soil material at the time of compaction between 2 percent below optimum moisture and higher.

2. Where the subgrade or layer of soil material must be moisture conditioned before

compaction, uniformly apply the required amount of water to the surface of subgrade, or layer of soil material, in such a manner as to prevent free water appearing on the surface during or subsequent to compaction operations.

3. Remove and replace, or scarify and air dry, soil material that is too wet to permit

compaction to specified percentage of maximum density. 4. Soil material that has been removed because it is too wet to permit compaction

may be stockpiled or spread on the surface where directed by the Architect and permitted to dry. Assist drying by discing, harrowing or pulverizing, until the moisture content is reduced to a satisfactory value, as determined by moisture density relation tests. When accepted by the Architect, the soil material may be used in compacted backfill or fill.

5. All fill shall be spread in layers not exceeding 8 inches, watered as necessary, and

compacted. Moisture content at the time of compaction shall be 2 percent below optimum moisture or higher. A density of not less than 95 percent of maximum dry density within the building pad and paved areas shall be obtained for the structural fill. Structural fill as well as the native soils, outside the building pad and paved areas shall be compacted to 90 percent of maximum dry density. All fill within building pad, including footing, stem wall, and utility line backfill, shall also be compacted to at least 95 percent of maximum dry density. Optimum moisture content and maximum dry density for each soil type used shall be determined in accordance with ASTM D1557.

6. Controlled fill shall not be constructed when the atmospheric temperature is below

35 degrees F. When the temperature falls below 35 degrees, it shall be the responsibility of the Contractor to protect all areas of completed work against any detrimental effects of ground freezing by methods approved by the geotechnical engineer. Any areas that are damaged by freezing shall be reconditioned, re-shaped, and compacted by the Contractor in conformance with the requirements of this specification without additional cost to the Owner.

3.3 BACKFILL AND FILL A. General: 1. Backfill consists of the placement of specified backfill material in layers, in the

excavations to the required subgrade elevations, for each area classification listed below.

2. Fill consists of the placement of specified fill materials, in layers, over the ground

surface to the required elevations for each area classification.

Earthwork 310000-8


B. Site Preparation - Fill Areas: 1. Prior to placing structural fill the areas to be filled shall be scarified to a depth of

eight inches and the upper 12 inches shall be moisture conditioned as described below. The area to be filled shall then be compacted to a minimum of 95 percent of maximum density as determined by ASTM D-1557.

C. Site Preparation - Cut Areas: 1. Following excavation to rough grade all building and pavement areas shall be

scarified to a depth of eight inches and the upper 12 inches shall be moisture conditioned as described below. All building and paved areas shall be compacted to a minimum of 95 percent of maximum density as determined by ASTM D-1557.

D. Backfill and Fill Materials: 1. Fill Material: Fill material shall be non expansive soil which may be gravel, sand, or a

combination thereof. Fill material shall exhibit a plasticity index of twelve or less. No organic or decomposable material shall be utilized. Material larger than six inches shall not be placed in the fill without prior approval of the Owner or his representative and the Geotechnical Engineer. Material larger than four inches shall not be placed within twelve inches of footings or slabs. All fill material shall be approved by the Geotechnical Engineer.

2. Fill Placement: Fill material shall be blended as necessary to produce a homogeneous material.

Fill material shall be spread in horizontal lifts no greater than eight inches in uncompacted thickness but in no case thicker than can be properly compacted with the equipment to be utilized. If fill is to be placed on slopes steeper than 5:1 (horizontal:vertical) the natural ground shall be benched with minimum three foot wide benches at maximum two-foot vertical intervals.

3. Moisture Conditioning: Fill material shall be dried or moistened as necessary, prior to compacting, and

shall be 2% below optimum moisture content or higher as determined by ASTM D-1557. Moisture shall be distributed uniformly throughout each lift.

E. Slope Protection & Drainage:

1. The edges of the controlled fill embankments shall be graded to the contours

shown on the drawings and compacted to the density required in paragraph (3) above. Slopes steeper than 1 vertical to 3 horizontal shall be protected from erosion.

F. Utility Trenches: 1. The trenches shall not be backfilled until the utility systems, as installed, conform

to the requirements specified and all required tests are performed.

Earthwork 310000-9


2. Fill material shall be placed in 6" layers until the utility line has a cover of not less

than 1'. Each layer shall be thoroughly and carefully tamped. The remainder of the backfill shall be moistened, placed in the trench in 8" layers, and thoroughly tamped or settled.

3. Material used for pipe bedding and initial backfill shall have 100% passing the 1”

screen, 40-100% passing the No. 4 screen, and up to 35% passing the No. 200 screen.

4. Open trenches under driveways, sidewalks and streets shall be backfilled as

specified above, except that additional care shall be taken to tamp the fill to a density equal to that required by these specifications. If excessive settlement occurs within the guarantee period of this contract, the Contractor shall return, remove all materials to the bottom of the excavation and recompact it to meet the specification.

5. Concrete shall be replaced immediately after backfilling is completed. G. Pavement Base Course: 1. General: a. Subbase course consists of placement of subbase material, in layers of

specified thickness, over ground surface to support a pavement base course.

2. a. Provide subbase material consisting of naturally or artificially graded

mixture or natural or crushed gravel, crushed stone, crushed slag, natural or crushed sand that will readily compact to the required density and complying with AASHO M147, Grade A.

3. Grade Control: a. During construction, maintain lines and grades including crown and cross

slope of subbase course. 4. Shoulders:

a. Place shoulders along edges of subbase course to prevent lateral movement. Construct shoulders or acceptable soil materials, placed in such quantity to compact to thickness of each subbase course layer. Compact and roll at least a 12" width of shoulder simultaneously with compacting and rolling of each layer of subbase course.

5. Placing: a. Place subbase course material on prepared subgrade in layers of uniform

thickness, conforming to indicated cross section and thickness. Maintain optimum moisture content for compacting subbase material during placement operations.

b. When a compacted subbase course is shown to be 6" thick or less, place

material in a single layer. When shown to be more than 6" thick, place material in equal layers, except no single layer more than 6" or less than 3" in thickness when compacted.

Earthwork 310000-10


H. Borrow: When the quantity of suitable material required for embankments is not available

within the limits of the job site, the contractor shall provide sufficient materials to construct the embankments to the lines, elevations and cross sections as shown on the drawings from borrow areas. The contractor shall obtain from owners of said borrow areas the right to excavate material, shall pay all royalties and other charges involved, and shall pay all expenses in developing the source including the cost of right-of-way required for hauling the material.

3.4 GRADING AND DRAINAGE A. General: Uniformly grade all areas within the limits of site. Smooth finished surface and

compact, with uniform levels or slopes between points where elevations are shown. Surfaces shall drain away from buildings and minor surfaces shall be finished. Finish shall

be that ordinarily obtainable from either blade grader or hand shovel and rake operations. B. Grading Surface of Fill Under Building Slabs: 1. Grade smooth and even, free of voids, compacted as specified, and to required

elevation. Provide final grades within a tolerance of 1/4" when tested with a 10' straightedge.

C. Ditches: 1. Finish ditches to ensure thorough drainage of the subgrade surfaces at all times.

Conduct final rolling operations to produce a hard, uniform and smooth cross-section.

D. Grassed Areas:

1. Finish areas to receive grass or sod to within not more than 0.10' above or

below the required subgrade elevations, compacted as specified, and free from irregular surface changes. The degree of finish for grassed areas shall be that ordinarily obtainable from a hand shovel and rake operation.

E. Walks and Driveways: 1. Shape the surface of areas under walks and drives to line, grade and cross section,

with the finish surface not more than 0.00' above or 0.10' below the required subgrade elevation, compacted as specified, and graded to prevent ponding of water after rain.

F. Pavements for Streets and Roads: 1. Shape the surface of the areas under pavement to line, grade and cross section,

with the finish surface not more than 1/2" above or below the required subgrade elevation, compacted as specified, and graded to prevent ponding of water after rains. Include such operations as plowing, discing, and any moisture of aerating required to provide the optimum moisture content for compaction.

2. Fill low areas resulting from removal of unsatisfactory soil materials, obstructions,

and other deleterious materials, using satisfactory soil material. Shape to line, grade, and cross section as shown on the drawings.

G. Structures and Buildings:

Earthwork 310000-11


1. All areas shall be shaped to drain away from structures and buildings. 3.5 MAINTENANCE A. Protection of Graded Areas: 1. Protect newly graded areas from traffic and erosion, and keep free of trash and

debris. 2. Repair and re-establish grades in settled, eroded, and rutted areas to the specified

tolerances. B. Reconditioning Compacted Areas: 1. When completed compacted areas are disturbed by subsequent construction

operations or adverse weather, scarify the surface, reshape and compact to the required density prior to further construction. Use hand tamping for recompaction over underground utilities, if any.

C. Settling: 1. Where settling is measurable or observable at excavated areas during general

project warranty period, remove surface (pavement, lawn or other finish) and backfill material, compact, and replace surface treatment. Restore appearance, quality, and condition or surface or finish to match adjacent work, and eliminate evidence of restoration to greatest extent possible.

3.6 DISPOSAL OF EXCESS AND WASTE MATERIALS

A. Disposal: 1. Remove all waste materials, including excavated material classified as unsatisfactory soil material, trash, and debris, from the Owner's property and legally dispose of it.

END OF SECTION

Earthwork 310000-12


SECTION 321313 - CONCRETE PAVING PART 1 GENERAL 1.1 WORK INCLUDED: Furnish and install Portland cement concrete paving as

shown on the drawings, as specified herein, and as needed for a complete and proper installation.

1.2 RELATED WORK SPECIFIED ELSEWHERE A. Section 310000-Earthwork. 1.3 REFERENCES A. ACI 301 - Specifications for Structural Concrete for Buildings. B. ACI 304 - Recommended Practice for Measuring, Mixing, Transporting and

Placing Concrete. C. ANSI/ASTM A185 - Welded Steel Wire Fabric for Concrete Reinforcement. D. ANSI/ASTM D1751 - Preformed Expansion Joint Fillers for Concrete Paving

and Structural Construction. E. ASTM C33 - Concrete Aggregates. F. ASTM C94 - Ready Mix Concrete. G. ASTM C150 - Portland Cement H. ASTM C260 - Air Entraining Admixtures for Concrete. 1.4 QUALITY ASSURANCE A. Perform work in accordance with ACI 301. B. Obtain cementitious materials from same source throughout. 1.5 SUBMITTALS A. As specified in the General Conditions and provisions of Section 01300. 1.6 REGULATORY REQUIREMENTS A. Conform to applicable standards for paving work on public property.

Concrete Paving 32 1313 - 1


1.7 ENVIRONMENTAL REQUIREMENTS: Do not place concrete when base sur-

face temperature is less than 40 degrees F, or surface is wet or frozen, unless ap-propriate admixtures have been previously approved.

PART 2 PRODUCTS 2.1 FORM MATERIALS A. Form Materials: Conform to ACI 301. 2.2 REINFORCEMENT A. Reinforcing Steel and Wire Fabric: Type specified in Section 03200. 2.3 CONCRETE MATERIALS A. Concrete Materials: As specified in Section 03300. 2.4 CONCRETE MIX A. Mix concrete in accordance with ACI 304. Deliver concrete in accordance

with ASTM C94. B. Select proportions for normal weight concrete in accordance with ACI 301

Method 1. C. Provide concrete to the following criteria: 1. Compressive Strength: 4000 psi @ 28 days. 2. Slump: 3 to 5 inches. 3. Maximum Aggregate Size: 1 inch. 4. Air Content Range: 4.5 to 7.5 percent. 5. Minimum Cement Content: 520 lb./cu. yd. of concrete. D. Use accelerating admixtures in cold weather only when approved by Archi-

tect/Engineer. Use of admixtures will not relax cold weather placement require-ments.

E.Use calcium chloride only when approved by Architect/Engineer. F. Use set retarding admixtures during hot weather only when approved by Archi-

tect/Engineer. 2.5 SOURCE QUALITY CONTROL A. Provide mix design under provisions of Section 01300.



B. Submit proposed mix design of each class of concrete to Architect for review prior to commencement of work.

C. Test samples in accordance with ACI 301. PART 3 EXECUTION 3.1 EXAMINATION A. Verify compacted subgrade is acceptable and ready to support paving and im-

posed loads. B. Verify gradients and elevations of base are correct. 3.2 PREPARATION A. Moisten subgrade to minimize absorption of water from fresh concrete. B. Coat surfaces of manhole and catch basin frames with oil to prevent bond with

concrete pavement. C. Notify Architect minimum 24 hours prior to commencement of concreting op-

erations. 3.3 FORMING A.Place and secure forms to correct location, dimension, and profile. B. Assemble formwork to permit easy stripping and dismantling without damag-

ing concrete. C. Place joint filler vertical in position, in straight lines. Secure to formwork dur-

ing concrete placement. 3.4 REINFORCEMENT A. Place reinforcement at mid-height of slabs-on-grade. B. Interrupt reinforcement at expansion joints. C. Place reinforcement to achieve pavement and curb alignment as detailed. D. Provide dowelled joints 18 inches o.c. at interruptions of concrete with one

end of dowel set in capped sleeve to allow longitudinal movement.



3.5 JOINTS A. Place expansion joints at 24 foot intervals. Align curb, gutter, and sidewalk

joints. B. Place joint filler between paving components and building or other appurte-

nances. Recess top of filler 1/4 inch for sealant placement per Section 02550. C. Provide scored joints at 6 foot intervals along sidewalks, between sidewalks

and curbs and between curbs and pavement, or as indicated on plans. 3.6 PLACING CONCRETE A. Place concrete in accordance with ACI 301. B. Place concrete continuously between predetermined construction joints. Do

not break or interrupt successive pours such that cold joints occur. C. Place concrete to pattern indicated. Score contraction joints 3/16 inch wide at

an optimum time after finishing. 3.7 FINISHING A. Area Paving: Medium broom. B. Sidewalk Paving: Medium broom tooled ½” radius and trowel joint edges. C. Curbs and Gutters: Medium broom. D. Inclined Pedestrian Ramps: Heavy Broom perpendicular to slope. 3.8 FIELD QUALITY CONTROL A. Field testing will be performed under provisions of Section 01410. B. Notify testing representative 48 hours prior to placement of any materials and

for required testing of paving sub-grade for compaction. C. Three concrete test cylinders will be taken for every 75 or less cu yds of each

class of concrete placed each day. D. One additional test cylinder will be taken during cold weather and cured on

site under same conditions as concrete it represents. E. One slump test will be taken for each set of test cylinders taken.



F. Maintain records of placed concrete items. Record date, location of pour, quantity, air temperature, and test samples taken.

3.9 PROTECTION A. Immediately after placement, protect pavement from premature drying, exces-

sive hot or cold temperatures, and mechanical injury. 3.10 SCHEDULES A. Concrete Sidewalks: 4,000 psi 28 day concrete, 4 inches thick, air entrained

4.5-7.5%, medium broom finish. B. Parking Area Pavement and Curbs: 4,000 psi 28 day concrete, 6 inches thick,

medium broom finish. C. Concrete refuse area slabs: 4,000 psi 28 day concrete, #4 rebar at 12” on cen-

ter each way, 6” thick over 6” aggregate base course, medium broom finish. END OF SECTION



SECTION 321216 - ASPHALT PAVING PART 1 GENERAL 1.1 WORK INCLUDED A. Furnish and install asphaltic concrete paving and base course as shown on the

drawings, as specified herein, and as needed for a complete and proper installation. 1.2 RELATED WORK SPECIFIED ELSEWHERE A. Section 310000 - Earthwork B. Section 321216 - Portland Cement Concrete Paving C. Section 02577 - Roadway and Paving markings 1.3 REFERENCES A. ASTM D1559 - Resistance to Plastic Flow B. ASTM D946 - Penetration-Graded Asphalt Cement for Use in Pavement

Construction. C. New Mexico Department of Transportation (NMDOT) Standard Specification for

Road and Bridge Construction, latest edition. D. The Asphalt Institute - Manual MS-4 - The Asphalt Handbook. 1.4 QUALITY ASSURANCE A. Perform work in accordance with State of New Mexico Department of

Transportation Standards for Road & Bridge Construction, Section 401, latest edition.

B. Mixing Plant: Conform to NMDOT Standard Specifications for Road & Bridge

Construction, Section 401, latest edition. C. Obtain materials from same source throughout. 1.5 REGULATORY REQUIREMENTS A. Conform to applicable codes for paving work on public property. 1.6 ENVIRONMENTAL REQUIREMENTS

Asphalt Paving 32 1216 - 1


A. Do not place asphalt when base surface temperature is less than 40 degrees F, or surface is wet or frozen.

1.7 SUBMITTALS A. As specified in the General Conditions and pertinent provisions of Section 01340. B. Submit proposed mix design for review prior to commencement of work. PART 2 PRODUCTS 2.1 MATERIALS A. Asphalt Cement: ASTM D946. B. Aggregate for Wearing Course Mix: 1. NMDOT Standards for Road & Bridge Construction, Section 401, Type II

requirements, Class B Sieve Analysis. 2.2 ASPHALT PAVING MIX A. Use dry material to avoid foaming. Mix uniformly. B. Wearing Course: 6.0 percent of asphalt cement by weight with 85-100 percent

penetration in mixture in accordance with NMDOT Specification 401 for type II, Class B sieve analysis. Minimum stability shall be 1800 pounds. Stability & flow shall be determined in accordance with ASTM D1559.

PART 3 EXECUTION 3.1 EXAMINATION A. Verify base conditions under provisions of Section 01400. B. Verify that compacted subgrade is dry and ready to support paving and imposed

loads. C. Verify gradients and elevations of base are correct. 3.2 SUBGRADE AND BASE COURSE

A. Compact upper 8" of subgrade and all of the base course to 95% per ASTM D-1557.

3.3 PLACING ASPHALT PAVEMENT - WEARING COURSE



A. Place to thickness identified in schedule at end of this Section. B. Compact pavement by rolling. Do not displace or extrude pavement from position.

Hand compact in areas inaccessible to rolling equipment. C. Develop rolling with consecutive passes to achieve even and smooth finish, without

roller marks. 3.4 TOLERANCES A. Flatness: Maximum variation of 1/4 inch measured with 10-foot straight edge. B. Scheduled Compacted Thickness: Within 1/4 inch. C. Variation from True Elevation: Within 1/2 inch. 3.5 FIELD QUALITY CONTROL A. Field inspection and testing will be performed under provisions of Section 01400. B. Samples shall be taken from the asphalt plant and/or laydown surface for testing for

each 500 tons or less placed each day. Notify testing representative 48 hours prior to placement of any materials and for required testing of paving subgrade for compaction.

3.6 PROTECTION A. Immediately after placement, protect pavement from mechanical injury until

mixture has cooled and attained its maximum degree of hardness. B. A seal coat shall be applied to the finished surface of all asphaltic concrete within a

period of one month to one year after pavement installation. 3.7 SCHEDULES

A. Pavement shall be placed a total of 3” thickness over 6” aggregate base course on 8” compacted subgrade.

END OF SECTION



Gallup, New Mexico

SECTION 333000 – SANITARY SEWER PART 1. GENERAL 1.1 RELATED DOCUMENTS A. Drawings and general provisions of the Contract, including General Conditions and

Division 1 Specification sections, apply to work of this section. 1.2 SUMMARY

A. This Section includes sanitary sewerage outside the building.

B. Related Sections include the following:

1. Division 3 Section "Cast-in-Place Concrete" for concrete structures. 1.3 DEFINITIONS A. PVC: Polyvinyl chloride plastic. 1.4 PERFORMANCE REQUIREMENTS

A. Gravity-Flow, Nonpressure-Piping Pressure Ratings: At least equal to system test pressure. 1.5 SUBMITTALS

A. Product Data: For the following:

1. Sewer pipe, fittings, and cleanouts.

B. Coordination Drawings: Show manholes and other structures, pipe sizes, locations, and elevations. Include details of underground structures and connections. Show other piping in same trench and clearances from sewerage system piping. Indicate interface and spatial relationship between piping and proximate structures.

C. Field Test Reports: Indicate and interpret test results for compliance with performance

requirements. 1.6 DELIVERY, STORAGE, AND HANDLING A. Do not store plastic structures, pipe, and fittings in direct sunlight. B. Protect pipe, pipe fittings, and seals from dirt and damage. C. Handle precast concrete manholes and other structures according to manufacturer's written

rigging instructions. 1.7 PROJECT CONDITIONS A. Site Information: Perform site survey, research public utility records, and verify existing

utility locations. B. Locate existing structures and piping to be closed and abandoned.

Sanitary Sewer 333000-1


Gallup, New Mexico

C. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others

unless permitted under the following conditions and then only after arranging to provide temporary utility services according to requirements indicated:

1. Notify Architect not less than two days in advance of proposed utility

interruptions. 2. Do not proceed with utility interruptions without Architect's written permission. PART 2. PRODUCTS 2.1 MANUFACTURERS A. Available Manufacturers: Subject to compliance with requirements, manufacturers

offering products that may be incorporated into the Work include, but are not limited to, the following:

1. PVC Backwater Valves and Cleanouts: a. Canplas, Inc. b. IPS Corp. c. NDS, Inc. d. Plastic Oddities, Inc. e. Sioux Chief Manufacturing Co., Inc. 2.2 PIPING MATERIALS A. Refer to Part 3 "Piping Applications" Article for applications of pipe and fitting materials. 2.3 PIPES AND FITTINGS A. PVC Sewer Pipe and Fittings: According to the following:

1. PVC Sewer Pipe and Fittings, NPS 15 (DN375) and Smaller: ASTM D 3034, SDR 35, for solvent-cemented or gasketed joints.

a. Gaskets: ASTM F 477, elastomeric seals. B. PVC Profile Gravity Sewer Pipe and Fittings: ASTM F 794, open and closed profile, bell

and spigot for gasketed joints. 1. Gaskets: ASTM F 477, elastomeric seals. 2.4 SPECIAL PIPE COUPLINGS AND FITTINGS A. Sleeve-Type Pipe Couplings: ASTM C 1173, rubber or elastomeric sleeve and band

assembly fabricated to mate with OD of pipes to be joined, for nonpressure joints. 1. Sleeve Material for Plastic Pipe: ASTM F 477, elastomeric seal. B. Bushing-Type Pipe Couplings: ASTM C 1173, rubber or elastomeric bushing fabricated to

mate with OD of smaller pipe and ID of adjoining larger pipe, for nonpressure joints. 1. Material for Plastic Pipe: ASTM F 477, elastomeric seal.



Gallup, New Mexico

2.5 PE FILM, PIPE ENCASEMENT A. ASTM A 674 or AWWA C105; PE film, tube, or sheet; 8-mil (0.2-mm) thickness. 2.6 CONCRETE A. General: Cast-in-place concrete according to ACI 318, ACI 350R, and the following: 1. Cement: ASTM C 150, Type II. 2. Fine Aggregate: ASTM C 33, sand. 3. Coarse Aggregate: ASTM C 33, crushed gravel. 4. Water: Potable. B. Ballast and Pipe Supports: Portland cement design mix, 3000 psi (20.7 MPa) minimum,

with 0.58 maximum water-cementitious materials ratio. 1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain. 2.7 CLEANOUTS A. PVC Cleanouts: PVC body with PVC threaded countersunk plug. Include PVC sewer

pipe fitting and riser to cleanout of same material as sewer piping. PART 3. EXECUTION 3.1 EARTHWORK A. Excavating, trenching, and backfilling are specified in Section 310000 "Earthwork." 3.2 IDENTIFICATION A. Materials and their installation are specified in Division 2 Section "Earthwork." Arrange

for installing green warning tapes directly over piping and at outside edges of underground structures.

1. Use detectable warning tape over nonferrous piping and over edges of

underground structures. 3.3 PIPING APPLICATIONS A. General: Include watertight joints. B. Refer to Part 2 of this Section for detailed specifications for pipe and fitting products listed

below. Use pipe, fittings, and joining methods according to applications indicated. C. Gravity-Flow Piping: Use the following: 1. NPS 4 and NPS 6 (DN100 and DN150): PVC sewer pipe and fittings, solvent-

cemented joints or gaskets and gasketed joints..



Gallup, New Mexico

3.4 SPECIAL PIPE COUPLING AND FITTING APPLICATIONS A. Special Pipe Couplings: Use where required to join piping and no other appropriate

method is specified. Do not use instead of specified joining methods. 1. Use the following pipe couplings for nonpressure applications: a. Sleeve type to join piping, of same size, or with small difference in OD. b. Bushing type to join piping of different sizes where annular space

between smaller piping's OD and larger piping's ID permits installation. B. Special Pipe Fittings: Use where indicated. Include PE film, pipe encasement. 3.5 INSTALLATION, GENERAL A. General Locations and Arrangements: Drawing plans and details indicate general location

and arrangement of underground sanitary sewerage piping. Location and arrangement of piping layout take design considerations into account. Install piping as indicated, to extent practical.

B. Install piping beginning at low point, true to grades and alignment indicated with unbroken

continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves, and couplings according to manufacturer's written instructions for using lubricants, cements, and other installation requirements. Maintain swab or drag in line, and pull past each joint as it is completed.

C. Use manholes for changes in direction, unless fittings are indicated. Use fittings for branch

connections, unless direct tap into existing sewer is indicated. D. Use proper size increasers, reducers, and couplings where different sizes or materials of

pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited. E. Install gravity-flow piping and connect to building's sanitary drains, of sizes and in

locations indicated. Terminate piping as indicated. 1. Install piping pitched down in direction of flow, at minimum slope of 2 percent,

unless otherwise indicated. 2. Install piping with 36-inch minimum cover. F. Extend sanitary sewerage piping and connect to building's sanitary drains, of sizes and in

locations indicated. Terminate piping as indicated. G. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed by

tunneling, jacking, or a combination of both. 3.6 PIPE JOINT CONSTRUCTION AND INSTALLATION A. General: Join and install pipe and fittings according to installations indicated. B. Refer to Division 2 Section "Utility Materials" for basic piping joint construction and

installation.



Gallup, New Mexico

C. Hub-and-Spigot, Cast-Iron Soil Pipe and Fittings: With rubber gaskets according to CISPI's "Cast Iron Soil Pipe and Fittings Handbook." Use gaskets that match class of pipe and fittings.

1. Install PE film, pipe encasement over hub-and-spigot, cast-iron soil pipe and

fittings according to ASTM A 674 or AWWA C105. D. Hubless Cast-Iron Soil Pipe and Fittings: With CISPI-type couplings according to

CISPI 310 and CISPI's "Cast Iron Soil Pipe and Fittings Handbook." 1. Install PE film, pipe encasement over hubless cast-iron soil pipe and fittings

according to ASTM A 674 or AWWA C105. E. Hubless Cast-Iron Soil Pipe and Fittings: With heavy-duty-type couplings according to

CISPI 310, CISPI's "Cast Iron Soil Pipe and Fittings Handbook," and coupling manufacturer's written instructions.

1. Install PE film, pipe encasement over hubless cast-iron soil pipe and fittings

according to ASTM A 674 or AWWA 105. F. PVC Sewer Pipe and Fittings: As follows: 1. Join pipe and gasketed fittings with gaskets according to ASTM D 2321. 2. Join profile sewer pipe fittings with gaskets according to ASTM D 2321 and

manufacturer's written instructions. 3. Install according to ASTM D 2321. G. System Piping Joints: Make joints using system manufacturer's couplings, unless

otherwise indicated. H. Join piping made of different materials or dimensions with couplings made for this

application. Use couplings that are compatible with and that fit both systems' materials and dimensions.

I. Install with top surfaces of components, except piping, flush with finished surface. 3.7 CONCRETE PLACEMENT A. Place cast-in-place concrete according to ACI 318 and ACI 350R. 3.8 CLEANOUT INSTALLATION A. Install cleanouts and riser extension from sewer pipe to cleanout at grade. Use cast-iron

soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron soil pipe for riser extensions to cleanouts. Install piping so cleanouts open in direction of flow in sewer pipe.

B. Set cleanout frames and covers in earth in cast-in-place concrete block, 18 by 18 by 8

inches deep. Set with tops 1 inch above surrounding grade. C. Set cleanout frames and covers in concrete pavement with tops flush with pavement

surface.



Gallup, New Mexico

3.9 TAP CONNECTIONS A. Make connections to existing piping and underground structures so finished Work

complies as nearly as practical with requirements specified for new Work. B. Make branch connections from side into existing piping, NPS 4 to NPS 20 (DN100 to

DN500). Remove section of existing pipe; install wye fitting into existing piping; and encase entire wye with not less than 6 inches of concrete with 28-day compressive strength of 3000 psi.

C. Protect existing piping and structures to prevent concrete or debris from entering while

making tap connections. Remove debris or other extraneous material that may accumulate. 3.10 FIELD QUALITY CONTROL A. Clear interior of piping and structures of dirt and superfluous material as work progresses.

Maintain swab or drag in piping, and pull past each joint as it is completed. 1. Place plug in end of incomplete piping at end of day and when work stops. 2. Flush piping between manholes and other structures to remove collected debris, if

required by authorities having jurisdiction. B. Inspect interior of piping to determine whether line displacement or other damage has

occurred. Inspect after approximately 24 inches of backfill is in place, and again at completion of Project.

1. Submit separate reports for each system inspection. 2. Defects requiring correction include the following: a. Alignment: Less than full diameter of inside of pipe is visible between

structures. b. Deflection: Flexible piping with deflection that prevents passage of ball

or cylinder of size not less than 92.5 percent of piping diameter. c. Crushed, broken, cracked, or otherwise damaged piping. d. Infiltration: Water leakage into piping. e. Exfiltration: Water leakage from or around piping. 3. Replace defective piping using new materials, and repeat inspections until defects

are within allowances specified. 4. Reinspect and repeat procedure until results are satisfactory. C. Test new piping systems, and parts of existing systems that have been altered, extended, or

repaired, for leaks and defects. 1. Do not enclose, cover, or put into service before inspection and approval. 2. Test completed piping systems according to authorities having jurisdiction.



Gallup, New Mexico

3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours advance notice.

4. Submit separate reports for each test. 5. If authorities having jurisdiction do not have published procedures, perform tests

as follows: a. Sanitary Sewerage: Perform hydrostatic test. 1) Allowable leakage is maximum of 50 gal. per inch of nominal

pipe size per mile of pipe, during 24-hour period. 2) Close openings in system and fill with water. 3) Purge air and refill with water. 4) Disconnect water supply. 5) Test and inspect joints for leaks. 6) Option: Test ductile-iron piping according to AWWA C600,

Section "Hydrostatic Testing." Use test pressure of at least 10 psig.

b. Sanitary Sewerage: Perform air test according to UNI-B-6. 1) Option: Test concrete piping according to ASTM C 924. 6. Leaks and loss in test pressure constitute defects that must be repaired. 7. Replace leaking piping using new materials, and repeat testing until leakage is

within allowances specified.

END OF SECTION



SECTION 334000 – STORM SEWER

PART 1. GENERAL 1.1 RELATED DOCUMENTS

A. Drawings and general provisions of the Contract, including General and Supplementary Conditions and Division 1 Specification sections, apply to work of this section.

1.2 DESCRIPTION OF WORK

A. Extent of storm sewer collection system work is shown on drawings. Storm sewer collection system work includes, but is not limited to, the following:

1. Trench drains 2. Private storm drainage piping 3. Storm drain inlet frames and gratings B. Concrete is specified in Section 02510. 1.3 SUBMITTALS

A. Shop Drawings: Submit shop drawings for piping, fittings, trench drains, and area drain frames and covers.

PART 2. PRODUCTS 2.1 PIPING MATERIALS A. General: Furnish ells, tees, reducing tees, wyes, couplings, increasers, crosses, transitions

and end caps of same type and class of material as conduit, or of material having equal or superior physical and chemical properties as acceptable to the Architect.

B. Polyvinyl Chloride Pipe: ANSI/ASTM D 3034, Type PSM. Pipe shall have a minimum

SDR of 35. 2.2 METAL ACCESSORIES A. Area Drain Frames and Covers: Cast iron manhole frame and cover castings shall

conform to ASTM A 48, Class 25C. The bearing surfaces of the frames and covers shall be ground and the cover shall seat firmly onto the frame without rocking. Tapered edges will not be acceptable. Frames and covers shall be as detailed on the drawings.

PART 3. EXECUTION 3.1 INSTALLATION OF SEWER PIPE A. General: 1. The interior of the pipe shall be thoroughly cleaned of foreign material before being

lowered into the trench and shall be kept clean during construction operations. When work is not in progress, the open ends of the pipe shall be securely closed so that no foreign materials will enter the pipe.

Storm Sewer 334000-1


2. The Contractor shall install a plug in the new storm sewer at any point of connection to an existing system. The plug shall remain in place until the Inspector authorizes its removal in writing. The Contractor shall not flush or otherwise discharge any flow into an existing system unless approved in writing by the Architect/ Engineer.

3. Pipe shall be laid to line and grade as shown on the plans and as staked in the field. The

bedding of the trench shall be graded and prepared to provide a firm and uniform bearing throughout the entire length of the pipe barrel. Suitable excavation shall be made to receive the bell of the pipe and the joint shall not bear upon the bottom of the trench. All adjustment to the line and grade shall be made by scraping away or filling in with pipe zone material under the body of the pipe, and not by wedging or blocking. When connections are to be made to any existing manhole, pipe, or other improvement, the actual elevation or position of which cannot be determined without excavation, the Contractor shall excavate for and expose the existing improvement before laying the connecting pipe or conduit.

4. Pipe shall be laid upgrade in a continuous operation from structure to structure, with the

socket or collar ends of the pipe upgrade unless otherwise permitted by the Architect/Engineer.

B. Plastic Pipe:

1. Plastic sewer pipe shall be connected and placed in the trench in accordance with the manufacturer's recommendations. For plastic pipe connection to catch basins, core drill the existing concrete and use non-shrink non-metallic grout to fill annular space per City Standard Drawing No. 2237.

C. Final Clean Up: No rocks, dirt, joint compounds, cement mortar and other trash or

obstructions shall be left in a storm sewer pipe of any size or type. During the flushing operations the downstream catch basin shall be bagged or plugged so that this debris will not be carried into or contaminate an existing or active line.

END OF SECTION

Storm Sewer 334000-2

Bidders List: for

Sunset Hills Apartment Renovations 220 Rudy Dr.

Gallup, NM

The following General Contractors have been pre‐qualified as bidders on the above project and were in

attendance at the mandatory prebid conference held on August 21, 2013

Bradburry Stamm Construction

Eric Shutz [email protected]

Main: 505.765.1200 | Fax: 505.842.5419

Duke City Builders

Dustin Hammon [email protected]

Main 505.504.0013 | Fax: 505.435.9043

Global Structures, Inc

Peter Fritz [email protected]

Main 505.343‐0990 | Fax: 505.341.3805

Pavilion Construction

Rob Olson ([email protected])

Kevin Abbott ([email protected])

Main 503.290.5005 | Fax: 503.244.1810

JEEBS & ZUZU, LLC - Pavilion Construction Hill Rehab...This Addendum consists of the included...

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