HomeMy WebLinkAboutMiscellaneous - 17 Bradford Street Ac% Co4(`F(cc -X.TT�r-7l�2 `
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- _ APPLICATION FOR PERMIT TO WE., — NORTH ANDOVER, MASS. �� `�/✓' � l��l. PAGE 1
-T 2 RECORD OF OWNERSHIP (DATE BOOK 'PAGE
WAP 446- ,O y C. LOT NO. l�O
r' IS F1P0. 93 33ab I I I�
r ZONE +,. 1 1.
SUB DIV. LOT NO. �} 1 pWIJIE2S P�SSsEK IjotTN
1 1' PURPOSE OF BUILDING
LOCATION It SiDrJ SOVTN Q�QAOFOQp S}•
OWNER'S
NO. OF STORIES SIZE
NAME t6N� P ,� PAME.LI� A. Ca N i1-L- _ ¢
OWNER'S ADDRESS BASEMENT OR SLAB \JAR 'YVISM
ARCHITECT'S NAME SIZE OF FLOOR TIMBERS IST aZ10,, 2ND o1X 10. 3RD
BUILDER'S NAME SPAN I 10
C>C 1 S'� FL A5 M%U//�
Ow N E 2
DISTANCE TO NEAREST BUILDING
"1 O 1 .}/_. JAC A,dT Lct- BCS-'CIt DIMENSIONS OF SILLS a --�---
DISTANCE FROM STREET 1 POSTS
DISTANCE FROM LOT LINES-,!,,,E S REAR gL oo I GIRDERS 1_"x I a
' �p1 R'�°�'�'�1- 1 l8 THICKNESS
� AREA OF LOT �3 S(p L4
5q /.�- FRONTAGE�04 mss/ HEIGHT OF FOUNDATION p
h SIZE OF FOOTING a � Z��`�� al u-, x all
IS BUILDING NEW TO a11r
.IB MATERIAL OF CHIMNEY a
BUILDING ADDITIONQLC�C.
IJ o
''-Vii'-�"'• -IS BUILDING ALTERATION IS BUILDING ON SOLID OR FILLED LAND -
# IJ b
WILL BUILDING CONFORM TO REQUIREMENTS OF CODE IS BUILDING CONNECTED TO TOWN WATER
Y�5
OARD OF APPEALS ACTION. IF ANY IS BUILDING CONNECTED TO TOWN SEWER YES
..t Na1�1r✓
IS BUILDING CONNECTED TO NATURAL GAS LINE y Ej
3 PROPERTY INFORMATION
INSTRUCTIONS
LAND COST Soo., C'5-' 69
%
EE BOTH SIDES EST. BLDG. COST 17
` FDAEST. BLDG. COST PER SQ. FT. ` i
AGE I FILL OUT SECTIONS i - 3 f ��
f `;.s•. ,fir DUE FRAME PERMIT S EST. BLDG. COST PER ROOM
AGE 2 FILL OUT SECTIONS 1 - 12 {IYE• �w�+ `�
SEPTIC PERMIT NO. /v//q
t`.
�LECTRIC METEPS MUST BE ON OUTSIDE OF BUILDING 4 APPROVED BY _
ATTACHED GARAGES MUST CONFORM TO STATE FIRE REGULATIONS
�LANS MUST BE FILED AND APPROVED BY BUILDING INSPECTOR
DATE FI ED
C Y� BOARD OF HEALTH
u
SIGNATURE F OWNER OR AUTHORIZED AGENT
411
FEE 21
PLANNING BOARD
PERMIT GRANTED -- �.
SOARD OF SELECTMEN
SUILDING INBPECTOR
f= OCCUPANCY R
BUILDING RECORD
SINGLE FAMILY 12
MULTI. FAMILY STORIES '
APARTMENTS OFFICES LOT SECTION MUST SHOW EXACT
r LINES DIMENSIONS OF
~ � EXACT
I„-';�� ---..•.; — AND
RAGES, ETC. SUP DIMENSIONS OF LOT AND DISTANCE FROM
CONSTRUCTION ERIMPOSED. THIS REP BUILDINGS, WITH PORCHES,
,�•:.� LACES PLOT PLAN. GA-
' 2 fOUNDATION
CONCRETE
r��•,>,, '' 8 INTERIOR FINISH�;.�r,•... ",j �(I
CONCR—BI'K. a ?
BRICK OR S7 �— PINE
ONE
r"'.'••: PIERS HARDW p _ X
PLA5TER
' '•�y,�=r' DRY_WALL X —
f,. ,_Mr,"i 3 UNFIN. K
BASEMENT I
,;%' �•�+� AREA FULL
FIN. BMi AREA 1.1
{'�V•�'' NO BM'i FIN. AT71C AREA
HEA
�•� .'•�” FIRE PLACES
r;^r•'f� D ROOM �
MODERN KITCHEN
WALLS
CLAP 9 FLOORS
� .c"Nra•,,•S;� BOARDS P
DROP SIDING B —1 1 2 3
CONCRETE
-'=P WOOD SHINGLES —I_ '
q
ASPHALT I EARTH '
S DING
ASBESTOS SIDING HARD——l D—
1olCOMIAC
VERT. SIDING —
%.%'r-4;r" ASPH. TILE
STUCCO ON M
ASONRY coke
s,•-.^•q•^c; ON FRAME
B I K N MAS N Y
ATTIC STRS. d FLOOR 9
�'?; o �
it ff,.^ BRICK ON FRAME
CONC. IR CINDER BLK.
1 STONE ON MASONRY raw• Z.gff P
,rf p STONE ON FRAME WIRING p }
• „^ �r�,- SUPERIORPOOR
ADEQUATE NONE
5 Roof
GABLE 10 PLUMBING
HIP BATH 13 FIX I
GAMBREL MANSARD _
FLAT SHE TOILET RM. (2 FIX,I
"�''_•'� ASPHALT SHINGLES WATER CLOSET
SHINGES LAVATORY
KITCHEN 51NK —”
TAR 6 GRAVEL NO PI UMBING —
�" ROLL
FING ROOSTALL SHOWER — _•
•.;,r, ;;l MODERN FIXTURES —
�"�•�' TILE FLOOR
L:`..
%rte,-; 11LE DADO
•l:I
6 FRAMING I 11
WOOD JOIN 3 t .� HEATING
-� a PIPELESS FURNArE
L TIMBER BMS. 6 COL .tr'kr . FORCED HOT AIR FURN.
STEEL BMS. COLS. STEAM
WOOD RAFTE —_ HOT W T'R OR VAPOR
— AIR CONDITIONING
RADIANT H'T'G
UNIT HEATERS tl
7 NO. OF ROOMS GAS
OIL i
1st I3 I ELECTRIC
NO HEATING L (•:; (�_
f'''•j7
- 7 I
I
e
Ii
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Atm : �'•t_4,a 5� �Z� q
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4�D'FbT2..D ST�CJr T
FORM U - LOT RELEASE FORM +�r,
INSTRUCTIONS: This form is used to verify that all necessary
approvals/permits from Boards and Departments having jurisdiction
have been obtained. This does not relieve the applicant and/or
landowner from compliance with any applicable local or state law,
regulations or requirements.
****************Applicant fills out this section*****************
APPLICANT: -AGVAN P• CA!-ll c L Phone 6S-:& -:56-3q
LOCATION: Assessor's Map Number lO'i C Parcel la-1
Subdivision Coo C KA-r VL4 AS-2 Lot;zJ l
Street SoyTN 2AbF020 St. Number
************************Official Use Only************************
RECOMMMENDATIONS OF TOWN AGENTS: �y
Date Approved U
Conservation Administrator Date Rejected
Comments
Date Approved y
Town Planner Date Rejected
Comments
Date Approved
Food Inspector-Health Date Rejected
i /
Date Approved �5 /�/3
Septic Inspector-Health Date Rejected
Comments Te_ a) :'
Public Works - sewer/water connections
- driveway permit
Fire Department oJl c1fl,
Received by Building Inspector Date
ALG 2 01 ^
i
o R r►-i
Town .0-�� : dover
r.
- � 1or dover, Mass.,
y ref rli( .F wit n
AOR/ T E D
S 1 ` BOARD OF HEALTH -
Food/Kitchen
PERMIT T D Septic System
BUILDING INSPECTOR
THIS CERTIFIES THAT.... Q.. .� �> .. .�r.......................................... Foundation
has permission to erectw 0.0..AP*4,.lJPM&fbuildings on jV drvSd A0/.T/-.VAJ l•Xl.�.T! ,Ilr� 7 Rough
to be occupied ash/../j1.6'I I f I'/.I. �J L.�».1.. ��... Ci.I.rlR.,�/ IiR/I�+ Chimney
provided that the person accepting this permit shall in every respect conform to he terms of the application on file in Final
this office, and to the provisions of the Codes and By relatin to the Inspecti ��dd��Qn truction of
Buildings in the Town of North Andover. Stvjf ;;. �►/���. RR�I����'FOUNDAT�ON ONLY PLUMBING INSPECTOR
REGUUTED BY PAK 114.8-. B.C.
VIOLATION of the Zoning or Building Regulations Voids this Permit. Rough
PERMIT EXPIRES IN 6 MOIRF __ ME PAIWg' �� (� Final
< 6/?el�".`7 O ELECTRICAL INSPECTOR
UNLESS CONSTRUCTION STAR�_S <>t Roug►,
OR FRAME/BUILDING ar ......... .................
PERMIT f � :..
�..{� - ..,,., Service
f BUILDING INSPECTOR
��� Final
BATE: —, .FEE PC�'cc ����I'errllit IZe Leirec� to Occ�.ti BuildiriU
1���' py b GAS INSPECTOR
la In a Conspicuous Place on the Premises — Do Not Remove Rough
Display Y • p Final
No Lathing or Dry Wall To Be Done
FIRE DEPARTMENT
Until Inspected and Approved by the Building Inspector.
Burner
PLANNING FINAL CONSERVATION FINAL Street No.
Smoke Det.
SEWER/WATER FINAL DRIVEWAY ENTRY PERMIT
t ... - .kry ''".�° "f-��'1t... 'a...'ri h l,r X� F�' � #I� • 3'e,4 +
CERTIFIED FOUNDA TION PLAN
LOCATED /N m MA.
SCALE:/"_ ' DATE:
Scott L. Gi/es R.L.S.
50 Deer Meadow Road
North Andover,Mass.
Lo-r i I
0
o �
r
0
L crr t t3 tp S
Nov 2 3 ' =
Sou-rN �RApFoRD STR�'r
/
CERTIFY THAT OFFSETS SHOWN ARE FOR THE USE
THE OFFSETS OF THE SU/L DING /NSPEC TOR ONLY
SHOWN COMPLY AND SUCH USE/S FOR THE G
WITH THE ZONING DETERMINATION OFZONING
BYLAWS OF CONFORMITY OR NON-CONFORMITY
_Wo. 44t�a� WHEN CONSTRUCTED.
WHEN BUIL T. l o Zo 93
NOwTM,
KAREN H.P.NELSON ?' °� Town Of 120 Main Street, 01845
Di' `°' ! NORTH ANDOVER (508) 682-0483
BUILDING
CONSERVATION e@ "p9` DIVISION OF
HEALTH
PLANNING PLANNING & COMMUNITY DEVELOPMENT
December 10, 1993
Mr. John P. Cahill
37 Stonington Street
North Andover, MA
Re: Lot #17 (565) So. Bradford Street
Dear Mr. Cahill:
This shall serve as notification that you may backfill the
foundation at subject property taking into consideration that
it has to be braced in accordance with instructions outlined in
our letter dated October 29, 1993 .
Yours truly,
Walter Cahill ,
Asst Building Inspector
WC:gb
c/K. Nelson, Dir. PCD
KAREN H.P.NELSON Town of 120 Main Stmt, 01845
DinvtffNORTH ANDOVER (508) 682-6483
BUILDING %; ;;,,::�`
CONSERVATION DrvtSION OF 3
PLANNING PLANNING & COMMUNITY DEVELOPMENT
October 29, 1993
John P. Cahill .
37 Stonington Street
North Andover, MA
Re: 565 So. Bradford Street
Dear Mr. Cahill:
As a result of our findings by way of an on-site inspection
of Lot #17 , 565 So. Bradford Street, you are requested to submit
the following: a plan approved by this Department showing the
profile of the proposed slopes and construction of retaining
walls behind the dwelling and, in accordance with the Zoning By-
Law, calculations of the amount of fill to be removed from the
site. If the profile is not sufficient, you may have to go into
a topographical plan to show how you are going to alleviate the
problem.
After approval, it is suggested that the foundation will
have to be braced before any backfilling or work on proposed
slopes or retaining walls may proceed.
In the best interest of public safety, it is also suggested
that you secure the site in order that young children and others
are prohibited from gaining entrance to the property.
If you have any questions regarding this matter, do not
hesitate to contact the office.
Yours truly,
Walter Cahill ,
Ass 't Building Inspector
WC:gb
c/K. Nelson, Dir. PCD
Given in Hand on 11/01/93 signed: '
Town of North Andover
BUILDING DEPARTMENT
Homeowner License Exemption
(Please print)
DATE oto AO: 'C�3
JOB LOCATION SIoS Soy T�� �2ApFo�O S` "
Number Street Address Section of town
"HOMEOWNER0
Name Home Phone Work Phone
PRESENT MAILING ADDRESS 3-7 sioN'<<.►��o,�L Sf .
City/Town State Zip code
The current exemption for "homeowners" was extended to include owner
-occupied dwellings of six units or less and to allow such homeowners to
engage an individual for hire who does not possess a license , provided
that the owner acts as supervisor . (State Building Code , Section 109 . 1 . 1 )
DEFINITION OF HOMEOWNER:
Person( s ) who owns a parcel of land on which he/she resides or intends to
reside , on which there is , or is intended to be , a one to six family dwell-
ing , attached or detached structures accessory to such use acid/or farm
structures . A person who constructs more than one home in a two-year
period shall not be considered a homeowner . Such "homeowner" shall submit
to the Building Official , on a form acceptable to the Bulding Official ,
that he/she shall be responsible for all such work performed under the
building permit . (Section 109 . 1 . 1 )
The undersigned "homeowner" assumes responsibility for compliance with the
State Building Code and other applicable codes , by-laws , rules and
regulations .
The undersigned "homeowner" certifies that he/she understands the Town or
North Andover Building Department minimum inspection procedures and
recuirements and that he/she will comply with said procedures and
recuirements .
HC 1E01•:.;E7R ' S SIGNATURE ci N. P c, '
APPROVAL OF BUILDING OFFICIAL
Nota : Three family dwellings 35 , 000 cubic feet , or larger , will be
required to compiv with State Building Cude Section 127 . 0 , Construction
ControL .
120 Main Street, 01845
KAREN H.P.NELSON = Town of
Director (508) 682-6483
,. NORTH ANDOVER
BUILDING �,' ,0
CONSERVATION ss„""il6 DIVISION OF
HEALTH
PLANNING PLANNING & COMMUNITY DEVELOPMENT
CHIMNEY APPLICATION .AND PERMIT
PERMIT #
DATE
LOCATION / b l l 1 5 �
OWNER' S NAME
BUILDER'S NAME
MASON' S NAME
MASON' S ADDRESS
MASON' S TELEPHONE_ 4r oo el7
MATERIAL OF CHIMNEY ;
INTERIOR CHIMNEY ,./ / � EXTERIOR CHIMNEY^ �
NUMBER AND SIZE OF FLUES
THICKNESS OF HEARTH //p /
Will chimney or fireplace conform to requirements of the code and
have rules and regulations _been,_eceived:
-s' 7 �. -
Location—. CONTR. LIC. # tl,l,,/y
r
No. -r Date
CE
1;07 oc
MORTH TOWN OF NORTH ANDOVER ,```" FEEso
F p Certificate of Occupancy $
' ; = Building/Frame Permit Fee $
�,'°�•�° '<� Foundation Permit Fee $
Ss�cMust
Other Permit Fee
Sewer Connection Fee $ ----
Water Connection Fee $ -----
$ r E UIRED
TOTAL
�AYED ON THE PREMISES
-7 \ Building inspector �I
Div. Public Works
JOB
COLLOPY SHEET NO. / OF
ENGINEERING CONSULTANTS CALCULATED BY FAI G DATE
65 Ayer Street
METHUEN, MASSACHUSETTS 01844 CHECKED BY DATE
(508) 685-8069
SCALE
EOt]NhATION
1 . THERETAINING WALL : AND FOOTING CONSTRUCTION IS TO BE
BUILT A'. S110WN CYN THE; DESIGN .DRAWINGS
. NO CONCRETE SHALL �E PLACED IN !WATER OR ON FROZEN
...........:.............;...........4...........,....... _.... .... .... .....
... ..... .. ...
GROUND. ; ' ' ' ' `
3 . ALL FINISHED EXCAVATION FORMWr_?RK AND RSIN1aOI CEMENT
PLACING SHAL,L`BE I ].SECTE 8 ' CCSLLI1FYNGINEETING BEFORE
N.Y -c6Nc.�ET'E.......I ....gt,.#AGED.........E. .I..L.I.R.. .....gy...... g..E...C�WN.E.�./,.0.C�NT.R.ACTC)R....
TO RRCIPEI�LI' N6TI'FY CCyLLQPY ENGINEI RING(1 2 HOUR NOTICE)
... ........ ...
TO INSPECT THE ...PLACING DF .THE �ELNYd;RGEME�`NT WILL"NtjLLIFY;
ANY:.RES.PC).N.S.I.D. ..L I.TY.....RY......ClbtC)P. '.....ENG IEEE R I..NG.......F.()R... T.H.E.....SAFETY
COF SUCH (,C)14 )N.
OjJC RETEs
.......:..........:.......... ..... ..... ...... ...... ...
..... ...... ... ..... ..... ..... ...... ...... ..... ..... ...... ..... ......
l. ...... C).N ,.RE.T.E.....S .A_L_L.......14.A.�.E.......A.......M.�..N.11.M.UM......._.2-8......D.Ay 6M 'Z.5.�V..E ...5TR.ESS.,.......
9' C OF 3600 PSI ..
......
..>..
FE)IIR FEET E3F ]3 4G— ILL WILIJ....BE AW)WED AGA INST ;THE WALL
AS LONG CONCRETE HAS ADEQUATELY CURED TO 75 % OF ITS
SPECIFIED STRENGTH . THIS IS ' A !MINIMUM; OR ...5..D.AYS.'UNDER
NORMAL- -TMPERATtRE: CCNDTIC�NS ABC)VE �C)' DEGREES UNLESS
........OTHERWISE__..ACCC)tINTED.....FoRI BY SPECIFIC ADMIXTURES .
_.. .............. ...... ...... ..... ..... .....
REI NI'ORGEi�ENT ...........................:..........._... ...... ........ ............... ...._
.........:........................ .. . .............
.................. .. .
1 . ALL: REINFORCING STEEL SHALL ; )NFORM J01 ASTMIA6i5 GRADE
0 ..ANDBH_A.L.L......R.E.. PLAC#D...:I_N...; DAGE 1TH.......THE DESIGN
DRA. J.I NGS.......................e...........;.............
EXPANSION & CONTROL 30INTH........... .
. ....._: ... ...............................:.....................
l .: WEAKENED PLANE CONTRACTION Jt)INTS SHC)II ,I> BE PROVIDED AT
INTERVAL; OF `'f) FEET ANI) KEYED EXY:ANSIC>N :JC)INTS SHOULD ..:
DE ,PRC?V_I.D.ED..A�'. ..EVERY.;_THI_RD CONTRACTION JOINT OR 6C) ;FEET ;
...
OR AT . INTERRUPTION� WHERE THE WALL CHANGES DIREC"TION
WEAKENED: PANE- ARE °MADE EITHER WITH BUITARLE
2UBLER .ST.RI.PS.....PLACED ..VERTNALLY .FULL HEIGHT IN EACH FACE
....
OF THE WALK AND ; LEFT THERE OR 4 ITH WOOD STRIPS SIMILARLY
PLA-CED BIIT :EVENTUALLY_ REMOVED AND THE RESULTING SLOT
FLL,LEv W'1 H.....MAS.TI.Q: GALILK.Li G..;.._H()RIZQNTAL REINFORCEMENT:
... ...
MUST BE 'INTEI�RUI'TED AT EXk'ANSIC)N AND CONTROL JOINTS:
vnooucTsaa(slrgrStab)2os1(P&MW)®oh.crclo..Wuma1.Toaa "MTOUFRU I-Maw
• I
' CAHitL SES iDE.,,c E ..
JOB
COLLOPY SHEET NO. OF
ENGINEERING CONSULTANTS
65 Ayer Street CALCULATED BY-�NG oarE
METHUEN, MASSACHUSETTS 01844 CHECKED BY DATE
(508) 685-8069
SCALE
�,�— 3 S T I €�t' i�,__r— )=Q F FR I P4 I f-3 #�;� i
........ .............. ................_.... .
PREEkli 'fiTC)N OF s. TL.............................
.... .... ...s.. .........
1 . FOR ; PROPER PROTECTION AGAINST FROST ACTICIN, THE BOTTOM
........ ......................:.
C)F .. ... . .:...... ..
THE RETA;ININQ WALL FOOTING S$A)'1L BASE AN EIEVATI'ON
....._.. WH.I..C.H.... I.. .....A......:M.I.} ItIN ElE......Ft;t1.R.{.. ._ .......FE.E.T.:.....SELC�W....F..I.H..I..SHEB...CRA.DE .......................:.
ON HOUSE S IDE! Ok` WALLS.
z TH.E......BCT '{�M.....C�.F....FCiC)T ..NG......AN.D...OI�_!... NEA ......L.LIC....SHA.L. ,...._IE.....PLhCED.......
ON UNDISTURBED_ _SOI , . ` IF SOIL I'S DISTUI BED, ADEWATE
COMPACTION :SHALL' BE PROVIDED: BY PROOFROLL-ING THE; SOIL
.IT.H......&......T. }.......1{1.....PASSE.. ..._{jF....... ......_l{.......T.CIN..._V B1 AT{IRY.....R.O. LUER ...T.Cj. .....
DENSIVY THE SOIL; ASD !COMPACT! IT TC) 4.5 1 OF THE MtAXI;MU�
.................4............... ... , .......................__............................ . . . . . ........................................................ . t . . . ...:.........
DRY; DENSITY AS DETERMINED !BY) ASTM1SPEC' D*-X557WHTGH T5
......... H.E.....NC ESL. _I_H.D......PRf CT4IR..._TEES._:......T.H.E....BAMS.......FQR.....T.H.E....... .E.T.A..L .LNG....... ........... ..... . .... _
......`. .... ........_WAL_L..._IJESGN.............5..._THA' A NET ALLUWABf�E BEARING CAPA "ITY C)F
......._......... . .. . .............
... . .. .. ... ,....
O G E) PULI�IDS ER 5�1[IARE FO().............
(PSF) SAN BE A-.CH EYED.>...B. .............
.................! PRf)PEI...._CC)I�PAC_T..L.O�{.......�EGHN--i-Q-LLE.S..........T.H.E_!....G{�.LL.r...WNLG L....... S......T.C)..._g.E......................... ..... .... .. .
PLA GEh C)N ..THE; HCIUSE SIDS CIF �'H WALI S1C)t1LD` BE CC)MPAC EU
.. .....................................,........................ ...
AS DESCRIBED ABOVEALSO
3... THE..._F_Q1NDAT_LC)N....._CONTRACTUI�...__IS: RESPONSIBLE FOt� PROVIDING
.......... .... ........
::...... ....
TEMPORARY EARTH !StIPPCIRT DIIRING EXCAVAT30N. THE ENCyINEER
IS �tC1T RESFt)NSI$LE FOR 4NI EtARTH CC}LLAPSE C)R StIBSEQUENT
_ ....................GC I.I�.E..T.LC�N.._W.QVK....REbltTING....FROM....._St1C_H.._COLLAPSE .
4 .......THE` M�4Xi1IlM SC)IL SLOPE BEHIND SHE RETAINING: WALL SHALL,
BE .. .0?N ..''.( .. FDOT.. C)�'._.VERTICAL RISE; FOR EACH TWO
HORxZC)NTAL FEET) . THIS IS INKEEPING WITH ..........
HE ;SITE
UR IEY , DESiGhI WC)RK AND-.!" RECOMMENDED .FI A—L- GRADES BY
.. ... S.O.CST.T._,..G.L ,E. ..,........ EG_ISTER_EP.I LAND! SURVEYOR., THE SOIL BEHIND
.... .
THE; WALL; SHOI]LD ON ,Y BE PIACED ;AFTER THE :CONCRETE HAS!
F L1LY :.0;Ll.REb......AND HAS ATTAINEI) ._.THE ....DES.LG.N.....C{)MPRESSI..V.E.
a.TRE.Nr.TH,.AS......CSL.V.FN......D.E_ON,..:..U.NLESS..AS...STATED OTHERWISE
THE: RETAINING WALL". WAti DESIGNED T ) SUPPE)FST_ THE STAPI
LOADS...,.W.H:I.0 11; .....AIDE.._T.HE.....E.E..�.tlLT.. C�F..._THE.;...SOIL! EACKEILLED.
AGAINCT THE WALE AND IS! NOT t AI'ABLE pW
OF WITHSTANDTNG ANY
AZ)T3TTI()NAL"'LC)ADS CALKED; BY .S IDING.
-CAUSED -1-1—
SOIL ,
StIC"H A, CAUSED
BY. A. S.LC)PE...S.TAB.I.LIT..Y !FA.I.LURE,...... IT T THE .RESPONSIBILITY
OF THE OWNER AND HIS :SITE ;PREPARATION ��ONTRACT0R TO
PREPARE...THE.....STT ...S.C) THAT--THE. EXISTING SOIL IS NC)T IN AN
tl.N.ST.AZLE. C: 1NDLT.LUN ..... .
PRODUCT 204.1(SM04 SIia17(205.1(PoM)4 a4kr,Gmwk Yat 0101.100tdaMW TOLL FREE IB0623,=
� 9
JOB G�yi�G E 5 /DENa E
COLLOPY SHEET NO. Z OF
ENGINEERING CONSULTANTS CALCULATED BY �/� C DATE /2-1�419 3
65 Ayer Street
METHUEN, MASSACHUSETTS 01844 CHECKED BY DATE
(508) 685-8069
SCALE
.... .. .... ........... ...... .. .....
. ...... mss. s,o �ift D
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h o ....... ...... _...... .. „ 5„
_ � . ..... ................
4 _ ... ....... ._ .. . . l........... ...
.
��I z 615
_.
ll G�1.511.11. x/06
_ .... ... `s. ......-.... ...... .... ...... ..... ....
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_. .. ..`;.__.... ........... ...�. ...... ...:...... ................. .. ... .. .... .. ....... :.
..........
_. ......
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_ � ............... ... .......... .......... .. ...
.. ....... .. ........... ........ ............... .. ...... _ —
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COLLOPY ENGINEERING CONSULTANTS
65 AYER STREET METHUEN, MA 01844
FRANCIS H.COLLOPY
REG.PROFESSIONAL ENGINEER i — Residence:(508)685.7969
Office:(508)685-8069
CIVIL
STRUCTURAL
DYNAMICS
�•� OFttq
FRANCIS H.
COLLOPY
December 4 , 1593 20172
NA1-
Mr. John Cahill
37 Stonington Street
No . Andover, MA 01845
Dear Mr. Cahill :
As per your request, I have prepared a structural design for a
retaining wall for your residential site on Coventry Lance. , in
North Andover, MA . I visited the site on November 30 and again
on December 3 , 1993 for the purpose of inspecting the site and
to examine the existing soil conditions , and existing contours
of the hill behind the proposed residence location.
I am enclosing the retaining wall/footing designs for the
retaining wall location as shown on the site plan and contour
map drawn by Scott Giles , Registered Land Surveyor. The
foundation design is based on the proposed design contours shown
thereon which assume a final slope of 1 foot vertical rise for
each 2 feet of horizontal run . The design is to accommodate a
difference in vertical height of the soil elevation at the wall
of 8 feet. For proper frost protection, the bottom of the
footing is shoran to be at 4 feet below the finished grade on the
low side of the wall .
The design is based on an allowable soil pressure of 2000 pounds
per square foot(psf) which should be able to be attained for the
soil on the site if it is properly prepared according to the
specifications contained Herein . There are certain critical
phases during construction which should be closely adhered to ,
and any soil preparation and movement should be done by
competent contractors who are knowledgeable in this please of
construction.
�y
If you have any questions in this matter, please don' t hesitate
to call this office .
Sincerely ,
COLLOPY ENGINEERING CONSULTANT"'
Francis H . Coll.opy ,P . E .
Structural Engineer
Enclosure
. 0
COLLOPY ENGINEERING CONSULTANTS
65 AYER STREET METHUEN, MA 01844
FRANCIS H.COLLOPY �•
REG.PROFESSIONAL ENGINEER Residence:(508)685-7969
i ii.
' Office:(508)685-8069
CIVIL
STRUCTURAL
DYNAMICS
December 22 , 1993
it OP hA�
Mr. D. Robert N icetta FRANCICOLLOPY H.
Building Inspector 20172
Town of North Andover
0
120 Main Street
North Andover, MA 01845 /ordAt-���`
Dear Mr. Nicetta :
I am writing in regards to the residential property at the end of
Coventry Lane which is owned by Mr . & Mrs . John Cahill of 37
Stonington Street, North Andover . The purpose of this letter is to
provide your Office with my recommendations relative to the
construction of the retaining wall and the timing of this
construction relative to the framing of the residential building
itself . At the end of November, I was asked by the Cahills to
design a retaining wall which would hold back the earth behind
their house site as per the proposed contours as developed by Mr.
Scott Giles , Registered Land Surveyor.
Before any designs were developed by this Office , I visited the
site . Ire fact , at that time , I visited the site on two different
occasions , namely on 11/30/93 and 12/3/93 . The purpose of the site
visit was to inspect the relative location of the building
foundation, and the hill of earth to the rear and sides of the
foundation , and to review the existing contours . Subsequently , I
designed a retaining wall to hold back 8 feet of earth(actually 12
feet considering the four feet for frost coverage) which was
planned to be contoured behind the wall at an upward slope of 1
foot vertical rise per 2 foot horizontal , which is a slope of 26 . 6
degrees . The design package which I provided to the Cahills
contained very explicit recommendations and specifications
regarding the slope of the earth behind the retaining wall . I
indicated that my design was to retain the static loads of
"resting soil" and that the wall was not designed to resist any
sliding earth mass . I explained in detail to the Cahills that the
earth in its present condition(of 11/30 to 12/3) was not stable
and had the potential of having a sliding failure under certain
1f Cahill/Coventry Lane Page 2
i
conditions , such as when fully saturated or in the presence of
running water from above making its way through the soil and
developing slippage/failure planes . I pointed out the possibility
of the liability involved in the conditions which I saw at that
time , and told them that I had a professional obligation to so
warn them, and others , that the condition should be rectified as
soon as possible . Based on my experience as an expert witness in
many court cases , this condition is waiting for an accident to
occur and for 5 lawyers to appear on the scene, and nobody will be
spared ! ! Based on my observances and my professional opinion, I
make the following recommendations :
1 . To regrade the existing slopes away from the building
site and to remove the precarious hills immediately
adjacent to the foundation, to remove any possibility
that a mudslide would move down and damage the
foundation, and/or cause serious injury to anybody who
might be in the area, such as playing children, etc .
2 . I suggest that some of the earth in the rear could be
used to fill in the foundation as per the Giles
contours . This would prevent frost damage to the
existing foundation and help to alleviate the stability
of the hill to the rear. Care has to be taken to offer
frost protection on the interior of the foundation wall
as well , of course .
3 . I suggest that prior to performing #2 above , that the
foundation be properly supported to resist the lateral
pressure of the backfilled soil . Any temporary supports
should be kept on until the first floor is framed .
4 . I recommend that the retaining wall not be built
until the spring when temperatures and other weather
conditions would be more favorable . With a wall this
length , I have a concern about the quality control of
such construction and the possibility of cracks even
though we have specified sufficient temperature steel
and called for the installation of expansion and control
joints along the length. The wall is approximately 150
feet in length and it is not very probable that the
careful workmanship and temperature control , which is
needed for the proper curing of the concrete , can be
guaranteed . Construction of this type during the winter
months is asking for trouble , in my opinion .
r'
Cahill/Coventry Lane Page 3 b
5 . I would think that for the sake of progress , the
construction on the house could proceed as long as the
hill of earth is pulled far enough back and that safe
slopes are developed and maintained until the spring .
This would allow the owners to begin to frame the
building and make some progress during the winter
months . It would be the responsibility of the owners and
their earthwork contractor to properly move the earth
and to develop safe slopes away from the building.
I revisited the site yesterday, December 21 , and observed that
some grading had been performed and that some of the immediate
earth fill had been used to grade the land level behind the
building foundation. I also observed that the precipitous "hill"
had been moved back in the rear of the house . The earth on the
left side of the building is still fairly close to the foundation
and the slope appears to be greater than 45 degrees . It was
raining and no work was going on, but I understand that the
regrading in this area is in the process of being completed
If there any questions regarding these matters , please don't
hesitate to contact this office .
Sincerely ,
COLLOPY ENGINEERING CONSULTANTS
Francis H . Collopy, P. E .
Structural Engineer
cc : Mr & Mrs . John Cahill
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fNARON '7HMsAvenue
Concord,NH 03301-4803
Tel. 225-0007
ENGINEERING FAX(603)225-0099
INC.
October 31, 1994
NOV - 419M
Mr. Jack Cahill
37 Stonington Street
N. Andover, MA 01810
RE: Recommendations for Segmental Retaining Wall (SRW),
Lot 17,Bradford St.,No. Andover, MA
Dear Mr. Cahill:
The design recommendations contained in this report have been produced at the request of Gilbert
Block Co., Laconia,NH, and relate to a segmental retaining wall (modular block) proposed for
the above noted location.
Project Information:
Based on limited information supplied to us(and the attached sketch), it is our understanding that
the proposed wall will consist of standard Allan Block concrete masonry units (as manufactured
by Allan Block Corp, Edina, MN), and erected in accordance with the Allan Block Retaining Wall
System, as described in their Design Manual, and described in the Specifications attached to this
report. The wall is assumed to have an exposed height of no greater than 6.0 feet throughout its
length, a near-level backfill at the top/rear of the wall (extending a minimum of 15 feet rearward),
before sloping upward. There will be no surcharge weight on the level backfill at the top/rear of
the wall. The grade at the front of the wall is also assumed to be near-level for a distance of at
least twice the height of the wall.
No geotechnical borings or specific soils information have been supplied to us. We have,
therefore, assumed that the foundation and retained soils (on site) consists of a silty clay soil, with
an internal friction angle (phi) of 28 degrees, a net allowable soils bearing capacity of between
2000 PSF and 2500 PSF, and a maximum unit weight (moist) of 125 PCF.
Design Recommendations:
Based on the information noted above, we are recommending that the soil mass retained behind
the wall be reinforced with a Fortrac"3 5/20-20" Geotextile Geogrid (as manufactured by
Huesker, Inc., Charlotte, NC), installed in strict accordance with the manufacturer's
recommendations, and specifications for the Allan Block Retaining Wall System. The number of
layers of geogrid, height of each layer(above the base) and width of each geogrid layer (measured
from the rear face of wall) are as recommended in Table 1 following:
CIVIL,HIGHWAY,STRUCTURAL ENGINEERING AND SURVEYING
Page 2
No. Andover Retaining Wall
October 31, 1994
TABLE 1
Height Above Base
Geogrid Layer# (feet/block courses) Geogrid Width
1 1.33'/2 3)- 015
2 3.33'/5 41- 011
3 5.33'/8 57- 011
The Geogrid shall be backfilled along its entire width with a free draining sand or sandy-gravel
(i.e. "bank run" gravel)with no more than 5% (by weight) passing a#200 sieve (or as specified
in the Commonwealth of Massachusetts Dept. of Public Works"Standard Specifications for
Highways&Bridges", material M1.04.0 Type a, Sand Borrow). The material shall be placed in
lifts of no greater than 8 inches, and compacted to not less than 95% of maximum dry density of
the material as determined by Standard AASHTO Test Designation T99 Compaction Test
Method C at optimum moisture content. (Alternative: ASTM Test Procedure D1557, Standard
Proctor)
The material directly behind the wall, extending rearward for a width of 12" and the infill for the
block cores shall consist of a free draining granular material, 3/8"-3/4" crushed stone, equivalent
to a crushed stone as specified by the Massachusetts DPW, "Standard Specifications" material
M2.01.4.
The footing (lowest course of block) shall be buried 0.67 feet below finished grade at the face of
;wall. The soil beneath the base course of block shall be excavated 6 inches deep and 24 inches
wide, and backfilled with a crushed stone material equivalent to M2.01.04, as defined above, and
compacted to 95% relative density(AASHTO T99 or ASTM D1557).
--�j cA Geotechnical Engineer shall be retained by the Contractof-to observe placement and
compaction of the fill material and placement of the geogrid and submit a report from a certified
testing agency, indicating (1) sieve analysis of each granular backfill material used on site (i.e.
infill material, drainage stone, base stone), and(2) compaction test results according to AASHTO
T99 or ASTM D1557, taken at the height of the geogrid layers, and at 50 ft. - 100 ft. intervals
(along the wall). Reports shall be submitted to the Engineer.
A perforated 4" under-drain pipe (PVC) shall be placed behind the wall, within the drainage stone,
at the level of the ground at the face of the wall, daylighting at either end of the wall, and at 50'
intervals along the length of wall, via weep holes.
IV
c
Page 3
No. Andover Retaining Wall
October 31, 1994
General Recommendations:
The contractor must comply with the latest OSHA regulations relating to the trench and slope
excavations and safety, and general construction site safety. Caron Engineering assumes no
responsibility for construction site safety.
The recommendations supplied in this report-are-based on limited information supplied to us, and
represent our professional opinion based on currently accepted engineering practice. If conditions
are encountered, materials used, or methods employed other than what we have assumed or
stated herein, Caron Engineering should be notified immediately and allowed to review its design
recommendations.
Any questions should be directed to Caron Engineering Inc. The specifications attached to this
report and incorporated by reference, shall be strictly adhered to.
Sincerely,
CARON ENGINEERING, INC. N OF
o DAN EL
X LE E
U ft 3140
GML
J. Levine, PE (Mass. P.E. #31403)
Vice President
Enclosures
cc: Gilbert Block/Laconia, NH
Y A94wp\94417\proj info.doc
SPECIFICATIONS r },
ALLAN BLOCK '.
PART 1 GENERAL and fooling dimensions shown on construction drawings,
1.1 Scope or as directed by the site Engineer.
Work Includes furnishing and Installing modular concrete block 2. Foundation soil shall be examined by the Engineer to
retaining wall units to the lines and grades designated on the Insure that the actual foundation soil strength meets or
construction drawings and as specified herein. exceeds assumed design strength.Soli not meeting the
1.2 Applicable Sections of Related Work required strength shall be removed and replaced with
A.Geogrid Wail Reinforcement acceptable material.
B.Masonry Wail Reinforcement C. Base
1.3 Reference Standards 1. Base material shall be placed as shown on construction
A. ASTM C90-75(1981 rev)Hollow Load Bearing Masonry drawing with a minimum thickness of six Inches.Top of
Units base shall be located to allow bottom wall units to be
B. ASTM C140-75(1981 rev)Sampling and Testing buried to proper depths as per wall heights and
Concrete Masonry Units specifications.
C. ASTM 0145-75(1981 rev)Solid Load Bearing Concrete 2. Base materials shall be Installed on undisturbed,native
Masonry Units soils or suitable replacement fills compacted to 95%of
1.4 Delivery,Storage,and Handling standard proctor.
A. Contractor shall check the materials upon delivery to 3. Base materials shall be compacted to provide.a level hard
assure proper material has been received. surface on which to place first course of units.Compaction
B. Contractor shall prevent excessive mud,wel cement,and shall be with a mechanical plate compactor to 95%of
like material which may affix themselves,from coming In standard proctor.
contact with the materials. 4. Base materials shall be to the depth and width shown.
Contractor may opt for replacing lop three inches of base
C. Contractor shall protect the materials from damage.Dam
with an unreinlorced concrete lopping.When masonry
aged material shall not be Incorporated Into Ilse project.
reinforcement technique Is used,check looting design in
PART 2 RETAINING WALL that section for further details.
2.1 Materials D. Unit Installation
1. First course of concrete wall units shall be placed on the
A.Concrete Units prepared base with the raised lip facing out and the front
1. Masonry units shall be Allan Block Retaining Wall units as edges light together.The units shall be checked for level and
produced by Licensed Manufacturer. alignment as they are placed. '
2. Concrete wall units shall have minimum 28 day compressive 2. insure that units are in full contact with base.Proper care
strength of 3,000 psi In accordance with ASTM C-90.The shall be taken to develop straight lines and smooth curves on
concrete shall have adequate freeze-thaw protection with an base course as per wall layout.
average absorption rate of five percent. 3. All cavities in and around the base row shall be filled with
3. Exterior dimensions shall be uniform and consistent. "base material"and compacted.Backfill front and back of
Maximum dimensional deviations shall be one-half Inch entire base row to firmly tock in place.Check again for level
(not Including textured lace).Units are required 10 have an and alignment.All excess material shall be swept from tops of.
average facial area of.75 sq..It. units.
4. Retaining wall units shall provide a minimum of 100 pounds 4. Install next course of wall units on lop of base row.
total weight per square loot of wall face area.FIII contained Position blocks to be offset from seams of blocks below.
within the units may be considered 80%effective weight. Perfect"running bond"Is not essential,but a three-Inch
5. Exterior face shall be textured.Color as specified by average minimum oflsel is recommended.Check each
owner. block for proper alignment and level.Fill all cavities
B. Base Material In and to an 8'depth behind block with"drainage.fill"
1. Base material shall consist of compacted sands,gravel,or Backfill remaining space behind second course with
concrete as shown In the construction drawings.A onalte soils and compact to 95%of standard proctor.
minimum of six Inches of compacted base is required. 5. Lay up each subsequent course In like manner.Repeat
C. Drainage FIII procedure to the extent of wall height.
1. FIII material for unit cores and for drainage behind well 2.3 Water Management
shall consist of tree-draining,granular material.Gradation A. Avoid retaining wall design and Installation which would peril
shall Include material to 318 Inch minus with lines limited to pooling and collection of surface runoff above wail.
5%passing If 200 sieve and less than 50%passing 940 B. Adequate provisions to.be made to control surface runoff and
sieve. direct around wall ends.Provide swales above and below wall
2. A minimum of 8 Inches of drainage fill must extend behind as permissible to accommodate.
the wall to within one tool of the final grade.Cap backfill C. Retaining Well design and Installation to provide maximum
with Impervious material. lateral drainage at site as allowed by existing site conditions.
E.Backfill D. Provide for additional drainage relief behind retaining walla
1. Material shall be native material unless otherwise specified above 5 feel in height.Install 4-Inch diameter perforated drain
in the drawings.When using geogrid for slope reinforcement, tile at wall base and above grade at base of wall.Install tee-
soils used to backlill geogrid must comply with standards fittings and outlets through wall surface at no greater than 20
set by grid manufacturer's guidelines. feet on center.
2. Where additional fill is required,contractor shall submit E. Provide for adequate mulch or vegetative ground cover above
sample and specifications to the Engineer for approval. and surrounding retaining wall to prevent excessive soil
2.2 Retaining Wall Installation erosion.
A. Excavation F. Contain sources of concentrated water flow such as root
1. Contractor shall excavate to Ilia lines and grades shown scuppers,drains and valleys,parking lots,etc...and route
on the construction drawings.Contractor shall use caution around wall accordingly.
not to over excavate beyond the lines shown,or to disturb
the base elevations beyond those shown.
B. Foundation Soil Preparation
1. Foundation soil shall be excavated as required for base
SPECIFICATIONS . .
REINFORCEMENT
GEOGRIID
PART 1 GENERAL D. Geogrid shall be laid at the proper elevation and orientation
1.1 Scope as shown on the construction drawings or as directed by the
Work Includes furnishing and Installing geogrid reinforcement, Engineer.
wall fill,and backlill to(lie lines and grades designated on Ilia E. Correct orientation(roll direction)of the geogrid shall be
construction drawings and as specified herein.Also Included verified by the contractor.
Is the furnishing and installing all appurtenant materials re- F. Follow manufacturers guidelines relative to overlap require-
required for construction of Ilia geogrid reinforced soil retaining ments of unlaxlal and biaxial grids.
wall as shown on the construction drawings. G. Location and placement of the geogrid Is as shown on the
1.2 Applicable Sections of Related Work drawings.The relative position of the geogrid layers to the
A. Section I:Allan Block Modular Retaining Wall Units. height above finished grade must be maintained regardless.
1.3 Reference Standards of the number of units which ere placed below finished
A. See specific geogrid manufacturers reference standards. grade.
1.4 Delivery,Storage,and Handling 3.4 Fill Placement and Backfill Placement
A. Geogrid A. Wall fill material shall be placed in lifts and compacted as
i. Contractor shall check the geogrid upon delivery to assure specified under Section:Modular Concrete Retaining Wall
that the proper material has been received. Systems.
2. Geogrid shall be stored above-20 degrees F. B. Backlill shall be placed,spread,and compacted In such a
3. Contractor shall prevent excessive mud,wet cement, manner that minimizes the development of wrinkles In and/or
epoxy and like materials which may affix themselves to movement of the geogrid.
the gridwork,from coming in contact with the geogrid C. Only hand-operated compaction equipment shall be allowed
material. within 3 feet of the wall face.
4. Rolled geogrid material may be laid flat or stood on end D. Backlill shall be placed from the wail rearward to insure that
for storage. the geogrid remains taut.
PART 1 GRID MATERIALS E. Tracked construction equipment shall not be operated
2.1 Definitions directly on the geogrid.Minimum backfill thickness of 6
A. Geogrid products shall be of high density polyethylene or Inches Is required prlor to operation of tracked vehicles over
Polyester yarns encapsulated in protective coating the geogrid.Turning of tracked Vehicles should be kept to a
specifically fabricated for use as a soil reinforcement minimum to prevent tracks form displacing the fill and
material. damaging the geogrid.
B. Concrete retaining wall units are as detailed on the drawings F. Rubber-Ilred equipment may pass,over the geogrid re-
and are specified under section:Retalning Wall Units. inforcemenl at slow speeds,lose than 10 MPH.Sudden
2 C. Wall fill Is a free draining granular material as dellned In braking and sharp fuming shall be avoided.
section:Modular Concrete Retaining Weil systems as G. The backfill shall be compacted to achieve 95%standard 1
"Drainage Fill"behind the wall. proctor.Sol[tests of the backfill material shell be submitted to
D. Backfill Is the soil which Is used as fill for ilia reinforced soil the on-site engineer for review and approval prior to place-
mass. ment of any backfill These soil tests shall be performed by
E. Foundation soil is the insititu soil. an independent testing agency,or approved on-site lab.
2.2 Products The lest results shall be given to the on-site engineer as
A. Geogrid shall be the type as shown on the drawings having soon as possible after testing.The contractor Is fully respons-
the property requirements as described within Ilia Ible for achieving the specified compaction requirements.
manufacturers specifications. The on-site engineer may direct the contractor to remove and
2.3 Acceptable Manufacturers correctly replace any soil found to be not In compliance with
A. A manufacturers product shall be approved by Ilia engineer these specifications.
prior to bid opening.
PART 3 EXECUTION MASONRY
3.1 Foundation Soil Preparation
A. Foundation soil shall be excavated to the lines and grades The design and construction of a Reinforced Masonry Wall System
as shown on the construction drawings or as directed by the shall comply with Sections B through D and the provisions of
Engineer, chapters 23 and 24 of the 1991 UBC.
B. Foundation soil shall be examined by the Engineer to assure
that the actual loundallon soil strength meets or exceeds
assumed designstrength.th. TECHNICAL SUPPORT
C. Over-excavated areas shall be filled with approved compacted Engineering support for projects that fall beyond the scope of ,
backfill material. these guidelines,contact ALLAN BLOCK CORPORATION at
D. Foundation soil shall be proof rolled prior to fill and geogrid 1-8001899-5309 for assistance.
placement.
3.2 Wall Erection
A. Wall erection shall be as specified under Section I:Retaining
Wails.
3.3 Geogrid Installation
A. install ALLAN BLOCK wall to designated height of first grid
layer,backlill and compact behind wall to depth equal to
designed grid length.
B. Cut geogrid to designed embedment length(Lgrid)and
lay behind wall with cut edge of grid on lop of ALLAN BLOCK
to back edge of lip.Extend to back of slope.
C. Place next course of ALLAN BLOCK on top of grid and fill
block cores with drainage fill to lock in place.Remove slack
In grid and stake to maintain tension. ,��.
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CARON ENGINEERING, INC. 112"If"UM12
Consulting Engineers, Civil & Structural
r' 7 Hills Avenue
CONCORD, NEW HAMPSHIRE 03301-4804
DATE' �r P,V\ (/J10?0�
(603) 225.0007 ATTENT� 0
FAX (603) 225-0099
TO RE:
MA
wlu� I
WE ARE SENDING YOU Attached ❑ Under separate cover via the following items:
❑ Shop drawings ❑ Prints ❑ Plans ❑ Samples ❑ Specifications
❑ Copy of letter ❑ Change order iox3
COPIES DATE NO. DESCRIPTION
Li
THESE ARE TRANSMITTED as checked below:
❑ For approval ❑ Approved as submitted ❑ Resubmit copies for approval
114 For your use ❑ Approved as noted ❑ Submit copies for distribution
�As requested ❑ Returned for corrections ❑ Return corrected prints
�Eor review and comment ❑
❑ FORBIDS DUE 9 19 11 PRINTS RETURNED AFTER LON TO US
REMARKS U ")L a Cry t-'s-I trt..�S J rl, U r
�Y 1 . Nft--,V.A%.s �ajc-t�s4=D
lo�_
COPY TO —^� �J
RECYCLED PAPER: SIGNED: ��1 C _
Contents:40%Pre-Consumer•10%Post-Consumer
If enclosures are not as noted,kindly notify us at once.
QUESTIONS & ANSWERS
ALLAN BLOCK ENGINEERING
RETAINING WALLS
• How strong Is an ALLAN BLOCK wall?
Allan Block walls can be adapted to meet the structural requirements of any retaining wall
site. Walls up to five feet can typically be installed without any reinforcement. Taller walls
can be strengthened using conventional masonry techniques or the geogrid reinforced earth
method. Site and soil conditions determine the maximum height on any specific project.
• How high up can you go?
Unreinforced Allan Block walls can be built up to 6 feet high in sandy soils and up to 4 feet
in clay soils. Masonry reinforcement works well for walls up to 15 feet high and geogrid re-
inforcement can handle walls in excess of 30 feet high. Always consult a qualified
engineer on jobs of this scale.
• How can I tell If reinforcement is needed?
Open the Design Manual to the Gravity Wall page. The chart on the bottom of that page
lists the maximum wall heights for unreinforced Allan Block walls. Match your site and soil
conditions to those in the chart. If your wall height is greater than the number in the charts
you need reinforcement.
• How much reinforcement will I need?
The amount of reinforcement needed in any project will depend on site and soil conditions
and the height of-the wall. The Design Manual has pre-engineered solutions for walls up to
16 feet high for 3 soil conditions and 3 different site conditions. Match the conditions at
your project to one of these tables to find approximate reinforcemen-t-requirements.
• Do I need an Engineer?
Generally we recommend the use of a licensed engineer on projects with taller walls or
unusual site conditions. Local building codes may require the use of a licensed engineer for
walls above a certain height. Our design charts and tables provide generalized engineering
solutions. Each retaining wall site is unique, however, and specific evaluation will provide
the most accurate solution.
• Who should I call?
ALLAN BLOCK CORPORATION provides an on-line engineering service for preliminary
engineering on specific projects. Call 1-800-899-5309, or fax the project details including
wall heights, site and soil conditions to 612-835-0013. We can provide a preliminary solu-
tion free of charge. For final plans and specifications you should contact a local authorized
Allan Block Engineer.
NOV 1 0 1994
ALLAN BLOCK WALLS ARE ENGINEERED TO LAST!
QUESTIONS & ANSWERS
ALLAN BLOCK DESIGN
RETAINING WALLS
• Why three block shapes?
Many wall systems try to get by with only one block shape, only to limit design possiblities
and finished detail. ALLAN BLOCK's three shapes allow any design or wall configura-
tion and every wall can have a truly finished appearance. Curves, comers, angles,
steps, and beautiful straight walls–,all the options with ALLAN BLOCK.
• What about caps?
The raised lip on the top row of every ALLAN BLOCK wall makes an excellent edge to
finish to and makes cap blocks unnecessary. By leaving the top blocks partially unfilled,
decorative rock or wood mulch can be placed right up to the edge. By filling the top row
with planting soil, flowers, ground cover, shrubs or turf can be planted up to the front for a
soft green look.
If a capped appearance is preferred, matching CAPSTONES can be placed on the top row
and attached with a contruction adhesive.
• Are curved walls hard to build?
Actually, curved walls are just as easy to construct as straight walls. Because there are no
pins to align and fit, each row simply adjusts to meet the curve. Design the ends of outside
curved walls to wrap into the hill—no cutting or fitting needed. Design the ends of
inside curved walls to step down and use corner blocks to finish off each row.
• What about color and finish?
ALLAN BLOCK is manufactured with a rock face finish for a natural, stone-like quality.
Each producer selects one or two "standard"colors to inventory with the natural grey.
Special colors can be ordered for an extra charge. Just ask your Dealer for details.
• Can you do steps?
Just about any type of step arrangement can be designed with ALLAN BLOCK. Stairs
built parallel to the.wall face 'follow" the natural 1-1/2 inch set-back of the wall. Stairs built
perpendicular to the wall face will widen by 3 inches per step (to account for the set-back
on each side wall) as you go up. Design these stairs with intermediate landings to keep
stair widths consistent.
ALL THE OPTIONS WITH ALLAN BLOCK
i
QUESTIONS & ANSWERS
wr
ALLAN BLOCK GEOGRID
RETAINING WALLS
• What are "Geogrids?"
Geogrids are flexible, synthetic meshes which are manufactured specifically for slope stab!-
lization and earth retention. These "Grids"are available in a variety of materials, sizes, and
strengths. They can be made of high tensile strength plastics or woven, coated polyester
yarns. They are typically packaged at the factory in large rolls (10 to 15 feet wide, 2 to 3
feet in diameter, and about 100 feet long).
• How do Grids work?
As the wall is being built, layers of geogrid are placed at specific heights. These layers of
grid run the entire length of the wall and extend to certain lengths behind the wall. The soil
is compacted around the grid layers, and the friction that develops interlocks the soil and grid.
The layers tie the soil together to create a solid soil mass behind the wall which resists over-
turning and sliding. In a way, the grid becomes the structure and the wall becomes a facing.
i
• How do Grids differ?
Grid types vary in many ways. Some grids are made of woven polyester strands coated
with plastic. These grids are very flexible, easy to cut and handle. Some concern has been
noted over their long-term durability. Some grids are made of extruded, high-tensile plastic.
They are stiffer and hard to cut but seem to provide better durability. Some grids are bi-
axial—the strength of the strands is equal in both directions. Most grids are uni-axial, the
strength of the strands along the roll direction is greater than that of the cross strands. All
grids are rated for their strength—their ability to resist deformation (stretching or creep).
This strength is rated by the Long-Term-Allowable-Design-Load (LTADL) with values
ranging from 500 to 3,000 pounds per linear foot.
• How much Grid do I need?
To determine the amount of grid for a specific project, you need to know the wall heights,
site and soil conditions, and the strength of the grid you will use. Each of these factors can
be combined to calculate the number of layers of grid and the length of each layer. The
layers are typically spaced 2 to 3 feet apart. The length of the grid--called embedment
length--can be as short as 3 feet of in excess of 15 feet. Check the Grid charts in the
Design Manual for examples.
• How does the Grid connect to the block?
Our research and testing has proven that the friction between the grid, the concrete and the
granular fill in the block pockets provides more than adequate pull-out resistance. In fact,
the pull-out resistance for Allan Block is higher than that of solid concrete and pin-con-
nected systems. Cast a fishing lure down a concrete driveway and reel it in. Then cast that
same lure down a gravel drive and notice the difference when you reel in. That describes
the superior pull-out resistance of a core-filled Allan Block wall.
s
QUESTIONS & ANSWERS
ALLAN BLOCK INSTALLATION
RETAINING WALLS
• Is compaction necessary?
Yes! If you try to build a wall on an unstable base, your wall will settle. Always begin by
compacting the wall base. If you try to backfill without compacting as each row is installed,
pockets will develop behind the wall which will collect additional water. Uneven settling
behind the wall will affect drainage patterns at the surface and create other problems as well.
• How much base row should I bury?
As a rule, you should bury at least 1 inch of block for every foot of wall height. If there is a
slope below the wall or a soft, wet soil condition, you should bury additional blocks to
accommodate.
• What if the base is on sloped ground?
Try to start each wall at the lowest point and work up. It is better to step up the base row
than to step down. Install the base row as far as you can until you need to step up. Go
back to the starting point and start the second row until it hits the grade and becomes
the base row.
• Do I need to stack in "Running Bond?"
Nol "Running bond" refers to a pattern where the seam between any two blocks falls
exactly on the center of the block below. Perfect running bond is not essential for ALLAN
BLOCK walls. We do recommend a minimum average offset of 3 inches or more. You
can insert half blocks as needed to help maintain some staggering.,
• Can I cut blocks?
ALLAN BLOCKS are just about as easy to cut as timbers—if you have the right tools.
We recommend a masonry cut-off saw with a diamond tipped blade. These saws operate
just like chain saws and the blades last. You can cut blocks using a masonry blade in a
skill saw and a chisel. Score the block with a shallow cut on the front and back and snap
in two with light blows on the chisel. The break will be a little rougher but you can still get a
good fit.
• Can the rock face fit to the smooth lip?
There will be some minor irregularity between the coarser rock face and the smooth inside
edge of the locking lip as each row is stacked. This does not affect either the structure or
appearance of the finished wall. ALLAN BLOCK was designed not to be a precision con-
struction product, but a simple, flexible, easy to handle landscape wall system. Take ad-
vantage of that simplicity to get maximum production and profits,on every installation.
ALLAN BLOCK WALLS MEAN HIGH QUALITY, PRODUCTION, AND PROFIT
•
Q UESrIOMS &- ANSWERS
ALLAN BLOCK VALUE
RETAINING WALLS
• Will ALLAN BLOCK outlast treated wood?
Yes! Treated timber walls typically last about fifteen years or less! ALLAN BLOCK's high
strength concrete composition won't rot or decay. There are many examples of masonry
construction in your neighborhood built 30, 40, even 50 years ago and still standing. And
ALLAN BLOCKS are made three times stronger than standard concrete blocks to provide
maximum durability.
• Is ALLAN BLOCK more costly than wood?
No! When you compare the total cost of treated timbers (including spikes and nails, buried
tie-backs, and wasted pieces) to the cost of ALLAN BLOCK, the price per square foot of
wall material is comparable. And ALLAN BLOCK walls can be built with fewer skilled crew
people, making installation costs lower.
• Are heavy concrete systems stronger?
No! Tests have proven that ALLAN BLOCK can retain soil as well as heavy, bulky con-
crete systems. In fact, when the ALLAN BLOCK cores are filled at the site, they develop
the same weight as heavier systems. And the 12 degree set-back on an ALLAN BLOCK
wall provides greater leverage and soil resistance than heavy, more vertical systems, and
reduces the amount of retained soil.
• Is ALLAN BLOCK expensive?
Material costs for ALLAN BLOCK are comparable to treated wood, and less than lannon
stone, boulders, and other stackable masonry systems. The 12 degree set-back of an
ALLAN BLOCK wall means less reinforcement is needed compared to more vertical walls.
Lower block costs and lower reinforcement costs. Because ALLAN BLOCK is so easy to
handle and install, it is the most cost effective retaining wall system available. And remem-
ber, there is nothing cheap about a rotten wooden retaining wall except its looks.
• What does ALLAN :BLOCK cost?
The price of ALLAN BLOCK will vary somewhat. In general, the material price for contrac-
tors averages about $3.50 per square foot. Installed prices vary acco(ding to site and soil
conditions, wall heights, and reinforcement requirements. Prices typically range from $9.50
to $16.00 per square foot installed.
ALLAN -BLOCK IS YOUR BEST RETAINING WALL INVESTMENT
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��StY'
Nov 10 1994
Welcome to ALLAN BLOCK. We have put this Design Manual together to provide you with a handy
reference guide for the design and installation of ALLAN BLOCK retaining walls. Inside you will find a
broad array of information to help you develop a quality solution for your retaining wall project. Since we
began building ALLAN BLOCK walls in 1986, we have learned a great deal about our product and its
capabilities. With over five million square feet of retaining walls installed, we can provide you with a
complete package — product, price and service — to answer your retaining wall needs. Thanks for
selecting ALLAN BLOCK.
Robert Allan Gravier
AL1 nV
TABLE OF CONTENTS
• PRODUCT OVERVIEW
A quick reference on basic ALLAN BLOCK information
and engineering advantages.
Pages 2-3
• DESIGN GUIDELINES
Nq1 PANT
Evaluate your job site and develop a plan for each retaining wall.
Pages 4-5 /
f
• INSTALLATION GUIDELINES
Tips on basic installation, plus a complete library of construction
details, including stairway installations and water applications.
Pages 6-11
• SYSTEM OPTIONS --
Pick the wall system to match your site.Choose from Gravity,
Geogrid,or Masonry. H `'-
Pages 12-19
8
• APPENDIX
Use the handy forms in this section to specify, design and OMRMT DE"PAD
order material for each wall project `
Pages 20-24
nV AV
This manual covers a wide array of retaining wall situations. If your project falls outside the scope of the
information provided, our trained wall experts are available for specific project assistance. Simply phone
1-800 899-5309 for help on your specific wall project.
i
PRODUCT OVERVIEW
yy' PRODUCT SPECIFICATIONS
cf STANDARD BLOCK GENERAL •Coverage............................ .75 sgft/block
13 blocks/10 sq.ft.
!; •Weight........55 lbs/block •Set Back.............................. 1-1/2"/block
'1-- 7-5/8" 12°from vertical
6-7/8"
ALLAN BLOCK WALL
TYPICAL SECTION
e!5-5/8„-s/8y �
OPTIONAL CAPSTONE
ANGLE BLOCK
•Weight........45 lbs/block
/( ALLAN BLOCK
6-7/8
22.5' 7-5/8 BACKFILL
i � H
�\ � DRAINAGE FILL
qq 15-5/8"
tl -5/$ \� / UNDISTURBED
CORNER BLOCK Y suecRAOE
•Weight........50 lbs/block
B °'' `' • COMPACTED
I' � �?�s%� sd GRANULAR BASE
6-7/1 8' 7-5/8'
'
7-5/8j3-5/8"/
CAPSTONES
•Capstones are available at most locations. Call your nearest ALLAN BLOCK Dealer for specifications. "
n� "Note: Weights are approximate. Dimensions may vary due to rock face finish. ah
INSTALLATION OVERVIEW
PLAN Begin your retaining wall project by developing an
accurate plan of the site. Locate all lot lines, utilities, building
structures, driveways and parking areas. Note any permanent
r trees or vegetation. Indicate the drainage patterns and site
0 contours. Identify the soil type and classification, and note slopes
above and below the wall location. Indicate dimensions and
elevations in the area of the proposed wall. A careful site
analysis will help in the design process.
DESIGN With the site layout and analysis complete, you can
begin the design of the retaining wall. Develop a layout that will
maximize drainage and direct the flow of water around the wall
and away from buildings and structures. Select a reinforcement
option for taller walls using the manual. As you develop the wall
layout, be sure to consider the job site conditions for material
and equipment access. Try to minimize the excavation and
hauling of soil and fill. And of course, develop a wall design that FP
reflects the style and character of the surrounding landscape.
BUILD With the design complete, use the order form in the
back of this manual to calculate and order the materials for your
project.The basic construction techniques are outlined in the
15Y'
following section of this manual. Begin the construction of the
retaining wall at the lowest point and work upwards.Always build
on stable, well compacted ground. By spending some extra care
and preparation on the base and bottom row of block, the rest of
the wall construction will go smoothly. As each new row of block
is stacked, take a moment to make minor adjustments in
alignment and leveling.
t:
2
. . PRODUCT OVERVIEW
ALLAN BLOCK ENGINEERING
The Allan Block Retaining Wall System combines basic engineering W=WEIGHT OF WALL
principles with a construction form known and used worldwide for over 75 W
years—masonry block. Developed by a Civil Engineer in 1985, over five
million square feet have since been installed throughout North America
providing structurally sound solutions on a wide variety of difficult sites. H
From drawing board to job completion, Allan Block Corporation provides P. = ACTIVE SOIL
the level of service needed to see each project through. For projects that PRESSURE
fall beyond the scope of this manual, call the ON-LINE ENGINEERING B
number — 1/800-899-5309. Our trained personnel stand by to provide Pp RSA.:
preliminary engineering and construction details as needed. When RS=SLIDING RESISTANCE
specific working drawings and on-site engineering are required, access Pp =PASSIVE SOIL RESISTANCE
our nationwide network of licensed geotechnical experts.
ENGINEERING ADVANTAGES
INCLINED WALL SURFACE
Retaining walls are engineered to counteract the forces and
pressure from a sliding wedge of soil that exists behind that SLIDING WEDGE
wall. This "sliding wedge" is the soil that extends beyond the 12 SLIDING COMPARISON
natural angle of repose for that soil type. When the wall WEDGE VERTICAL WALL ALLAN BLOCK
surface is inclined at an angle of 12°—the slope of an ALLAN WALL
BLOCK wall —the size of that wedge is greatly reduced. And 45'+ /2
so is the amount of soil being retainedl That significant FAILURE
reduction in the size and weight of the "Sliding Wedge" yields PLANE
lower soil pressures on the wall, lower reinforcement
requirements, and greater system potential.
HOLLOW CORE SYSTEM
ALLAN BLOCK'S hollow core system provides numerous advantages over solid wall HOLLOW CORE SYSTEM
products.The lower unit weight allows for easier installation at the site, and less g*GEOGRID
ITIVE DRAINAGE
chance for back injuries from lifting heavier products. Once the core is filled with
granular material the ALLAN BLOCK takes on the same unit mass as a solid block, SITIVE GRANULAR
providing equal retaining ERLOCK
p g q g potential. The granular infill material creates a "drainage
zone"within the wall and reduces the amount of drainage fill required behind the wall.
And the granular material provides a positive interlock between the blocks, and a INTERLOCK
positive interlock with geogrid reinforcement fabrics.
nV AL1
SYSTEM OPTIONS
ALLAN BLOCK walls can be adapted to meet the structural requirements of any retaining wall site. Lower profile
walls can often be built without any reinforcement using the Gravity System. Taller walls can be strengthened with
either Geogrid or Masonry.To;select the best system for your project turn to pages 12 through 19.
ALLAN BLOCK WALL-GRAVITY SYSTEM ALLAN BLOCK-GEOGRID SYSTEM ALLAN BLOCK- MASONRY SYSTEM
TYPICAL SECTION TYPICAL SECTION TYPICAL SECTION
OPTIONAL CAP BLOCK OPTIONAL CAP BLOCK
ALLAN BLOCK OPTIONAL CAPSTONE ALLAN
BLOCK D ALLAN BLOCK
DRAINAGE VERTICAL BARS
BACKFILLED H FILL GEOGRIDS BOND
N {{ BEAM
DRAINAGEDRAINAGE
FILL DRAIN TILECONCRETE FILL
AS NEEDED D3 GROUT '• AIN TILE AS NEEDED
UNDISTURBED
B SOIL B COMPACTED g FOOTING
COMPACTED GRANULAR
GRANULAR BASE T CONCRETE FOOTING
• BASE �w
3
fi
DESIGN GUIDELINES
ah
SITE ANALYSIS
Your retaining wall design must begin with a proper site analysis. The conditions at the job site will determine wall « �
heights and locations, as well as reinforcement requirements. Use the guidelines below to assist in your wall design.
SOILS
Soil conditions behind and below each retaining wall have a direct effect on the strength needed in that retaining wall. For proper
wall design it is critical to make an accurate soil analysis at the site.
SOIL FRICTION SLIDING BEARING EQUIVALENT The pressure from the soil behind the wall will vary a
ANGLE COEFFICIENT CAPACITY FLUID great deal depending on the soil type. In general, a wall
TYPE O PRESSURE built in clay soils will require more strength and
reinforcement than a wall of the same height built in
FIRM CLAY 260 .40 2,000 Ib/sq.ft. 60 Ib/cu.ft. sandy soils because the clay exerts more pressure on
the wall.
SILTY CLAY 280 .45 2,500 Ib/sq.ft. 50 Ib/cu.ft.
Check the soil type and conditions at the base of each
MIXED SILTS 300 .50 3,000 Ib/sq.ft. 40 Ib/cu.ft. wall for adequate "bearing pressure." The soil below a
wall needs to be strong enough to support the weight of
f SANDY SILTS 320 .55 3,500 Ib/sq.ft. 35 Ib/cu.ft. the wall resting on it. If the soil is in a moist or wet
condition, extra precautions may be required to provide a
,Q CLEAN SANDS 34° 60 4,000 Ib/sq.ft. 30 Iblcu.ft. stable base.
3
!; Use the soil classification chart above to identify the basic properties of the soil at your site, and refer to the pre engineered charts in this
manual for construction guidelines.
ab
n�
SLOPES When the grade above a retaining wall is sloped, the
extra soil being retained will add pressure to the wall. Extra SLOPE 2
reinforcement will be required to compensate. Slopes are often W�LE I
identified by the horizontal run to vertical rise, and typically vary SLOPE
IL
BELOW
from five to one to two to one. WALL
ii When the grade below the retaining wall slopes down and away
K3 I
from the wall, care should be taken to properly lock the base of the t 2
} wall in place. For slopes up to 3 to 1, bury 2 inches of block for
every foot of wall height. For slopes steeper than 3 to 1, bury three
inches of base block for every foot of wall height.
r
lob ab
SURCHARGES Any added pressure applied above a retaining
wall is called a "surcharge." Parking lots, streets, swimming pools,
and building foundations are common examples. This added
pressure needs to be considered when engineering the retaining
wall. Surcharges are calculated in pounds per square foot (psf). A
SURCHARGE
typical design value for parking lots is 250 psf.
0
u
ab
a
TERRACES Terracing a hillside often provides for improved
aesthetics and easier installation than a single tall wall. If the
distance between terraces is too small, however, the upper walls
will exert added pressure on the lower walls and create an
unstable condition. s
When the distance between two terraces is
less than two
times the height of the lower wall, the design should be
evaluated for overall stability.
4
DESIGN GUIDELINES
loll
t
WATER MANAGEMENT
Retaining walls should always be designed with consideration given to the management of water at the retaining
wall site. Proper grading and drainage planning will ensure a quality wall solution.
aa�
GRADING
Develop a grading plan that routes water around the walls as much as
the site will allow. Provide swales above and below the wall as HIGH POINT
permissible to accommodate. Avoid retaining wall designs which
permit pooling and collection of surface runoff above the wall. Contain
sources of concentrated water flow such as roof scuppers,
downspouts, roof drains and valleys, and route them around the wall
ends accordingly.
i
alb ah
DRAINAGE {
Water that can not be directed around the retaining wall must flow over
or through the wall. A good drainage system can be integrated into the
ALLAN BLOCK wall to manage that flow of water. ALLAN BLOCK walls
are actually vertical "french drains". The granular material used in the
block cores and immediately behind the wall creates a drainage zone
which allows water to flow down through the wall and out at the base.
Drain tile and outlets should be added on taller, reinforced walls to '"'"" -A"
\� ;41 handle the larger volume of water moving through the wall. OUTLETS
DRAIN TILE
a� a�
WATER SITES ALLAN BLOCK walls can be built on sites where water is present at the base of the wall. Lakeshores, holding
ponds, stream beds and even sea wall applications are all easily handled with a few modifications to standard construction. These
sites typically require a closer inspection of the soil conditions and engineering requirements.
DESIGN CRITERIA FOR WATER APPLICATIONS
Foundation Strength TYPICAL SECTION
Walls built in sites with moist or saturated soils often have poorOPTIONAL CAPSTONE
soil conditions at the wall base, and will often require additional
stabilization to provide a proper foundation.
ALLAN BLOCK
Wall Reinforcement BACKFILL
,`
When water penetrates the backfill soils behind a wall, the soil • GEOGRID
becomes saturated and heavy. This increase in "hydrostatic .• r.,. .
WA t.
T
pressure" ER LINE VARIES
will r ..
P require added reinforcement m the wall to •• � FILTER FABRIC
compensate.
Water Movement DRAINAGE
Walls built in water applications often have some movement in RIP RAP FILL
DRAIN
TILE
the adjacent water. Stream beds flow"'
along the
l
base. Wave
e
action at lakeshores and sea walls moves water up to and away
from the wall face. This water movement causes a suction like
�
force which can scour the soils away from the wall foundation. COMPACTED
GRANULAR BASE
Retention ponds rise and fall with each rainfall. Added drainage WITH GEOGRID
may be required to aid in the removal of water from behind the REINFORCEMENT
wall as the pond level recedes.
ALLAN BLOCK walls built in water applications should be carefully designed with these conditions in mind. Turn to page 11 for
recommended construction techniques. Be sure to contact an ALLAN BLOCK representative or qualified engineer for your specific
design.
5
d
y
INSTALLATION GUIDELINES
` GETTING STARTED
{ By using the proper tools and materials and by following the Basic Installation Guidelines, construction of Allan
Block walls can be simple and cost effective.
i
BASIC TOOLS OPTIONAL TOOLS MATERIALS
•Wheel barrow • Mechanical compactor .Base .........................Compactible granular material
•Shovels •Skidsteer loader (eg: 3/4" minus\road base)
•String line •Power cutoff saw gg
y • Level •Transit •Drainage Fill.............(ege3/8ain3/4'�c uslar hed stone)
• ial
Hand compactor
•Maul •Geogrid •Capstone adhesive
•Brick hammer
•Drain file •Sand
S
nV nV
CONSTRUCTION
�+ BASE PREPARATION
Begin by excavating a shallow trench along the planned
flocation of each new wall, being careful not to over excavate.
The trench must be deep enough to accommodate a layer of
compacted granular base material and the amount of base
block required below grade to lock the wall in place. Base
material should consist of compactible granular material, (e.g.
3/4" minus road base). For walls up to four feet high a 3-inch
deep by 18-inch wide layer of compacted base will be
sufficient. For taller walls, a 6-inch by 24-inch base is 3" to 6"7Q,FOR EACH FOOT �I`
recommended. Plan to bury one inch of base block for each OF WALL HEIGHT
foot of wall height. 18" TO 24"
BASE INSTALLATION
Place the proper amount of base material in the trench. Rake
it smooth and level, and compact by hand or by mechanical
� tamper to 95% Standard Proctor. All walls should be
constructed on stable, well compacted ground to prevent
major settling. Place the first row of Allan Block on the
compacted base with the raised lip facing out and the front
edges tight together. Level each block from side to side and
front to back. Carefully back fill around the base block and in
the block pockets with base material and pack to lock in place.
Check the level often and sight down the base course for
straight lines and smooth curves.
ADDITIONAL COURSES
Sweep the excess material from the tops of the first row of the
blocks. Position the new row of block on top of the first row so
the seams are offset from the blocks below. Perfect "running
bond" is not essential, but a three inch minimum off set is
recommended. Check each block for proper alignment and o
level. Sand can be used to "shim up" the low spots and
smooth out straight lines and curves. Fill the block cavities
and immediately behind the block 6 to 8 inches with free
draining granular material (3/8" - 3/4"crushed stone). Back fill
the remaining space behind the second course with on site .�
soils and compact. Lay up each subsequent course in the like
manner until the wall is complete.
6
4
INSTALLATION GUIDELINES
STEPPING UP
Always begin your wall construction at the lowest possible point and "step-up" with the base. A string line and line level will keep
each new row of blocks on track.
STEPPING DOWN
When the top of your wall needs to"step-down"use corner blocks at the end of each row to provide a perfect finish.
LEFT HAND RIGHT HAND
CORNERS CORNERS
e
t, •.l1•
M Wim,
AL1 AL1
TOPPING OFF
The ALLAN BLOCK SYSTEM provides a wide variety of options for finishing off the top of each wall. The raised lip on the row makes an
excellent edge to finish to, and makes cap blocks unnecessaryl By leaving the top blocks partially unfilled, decorative rock or wood mulch
can be placed right up to the edge.By;filling the top row of blocks with planting soil,flowers shrubs or ground cover can be planted right up to the
front to give the wall a soft green look.
If a capped appearance is preferred,matching capstones can be placed on the top row and attached with a construction adhesive.
CAPSTONES
w
AV
111111646
Al
7
'INSTALLATION GUIDELINES
CURVESy
Serpentine and curved walls are built by combining Allan Block's special angle block with the standard block. Inside curves are
simply built by placing the front face of the standard block edge to edge and fanning the block to form the required curve. Outside
curves with a soft flow(radius>6 ft.)will give the best fit and smoothest appearance. Soft outside curves are formed by alternating
angle blocks and standard blocks. For tighter outside curves(radius <4 ft.) all angle blocks are required. To calculate the number
of angle blocks needed in a curved wall see the order sheet on page 22.
OUTSIDE CURVE OO OD
O � O
INSIDE CURVE 0
[10
CORNERS
o
n� n�
CORNERS
• Inside Corners are constructed by modifying standard blocks. • Outside Corners are constructed using the special
Remove half of the raised lip from a standard block (they can be "corner blocks." Alternate right and left handed blocks
chiseled off but a masonry saw cut works best). Lay the modified block on each course to obtain a perfect corner.
perpendicular to another standard block with the lips lined up and
complete the base row. On each successive row, simply reverse the I
position of the modified block to obtain an interlocked corner. k
REMOVE LIP ,Agtxj
STEP 1 STEP 2
n
ah
h
ANGLES
With some simple modifications to standard and angle blocks,inside and outside angles can be built.Some cutting and fitting will
be required to make tight fitting seems. Properly built,the blocks will overlap and interlock at the angle.
INSIDE ANGLE REMOVE SIDE OF OUTSIDE ANGLE
u REMOVE ANGLE BLOCK CUT ANGLE BLOCK
LIP
OLINE UP RAISED LIPS O 00 [11
O1-1
STEP 1 STEP 1
INSIDE ANGLE OUTSIDE ANGLE
OVERLAP STANDARD
ALTERNATE BLOCK BLOCK
POSITIONS ON ®® ®® lo® INSERT HALF
NEXT ROW ANGLE BLOCK
ALTERNATE
BLOCK POSITIONS
STEP 2 ON NEXT ROW STEP 2
8
INSTALLATION GUIDELINES
all _
1; PLANTING
Installing plant material above an Allan Block wall is effective TREE PLANTING
and easy. Uncapped walls can accommodate smaller plantings
right up to the front lip.
GROUND COVER
PLANT
MATERIAL
ALLAN
BLOCK PLANTING
SOIL
DRAINAGE FILTER
FILL FABRIC TREE
TOPSOIL
SOD
TREE
GUARD
SHRUBBERY PLANTING
PLANT SOIL
MULCH o MATERIAL ROOT
ALLAN MULCH BARRIER
BLOCK PLANTING DRAINAGE
SOIL FILL
DRAINAGE qi
FILL ALLAN
BLOCK
ah a�
FENCING & RAILINGS
Several options are available for design and installation of PIPE RAILING/CHAIN LINK
fencing and railings above an Allan Block wall. In areas of heavy
traffic above taller walls, railings may be required for safety. PIPE
RAILING
WOOD FENCE ALLAN
BLOCK
CONCRETE
DRAINAGE FILLED
FILL CORE
GUARD RAIL
WOOD POST
WITH FENCE TREATED WOOD RAIL
OPTIONAL WITH LAG SCREWS
CAP BLOCK COUNTERSUNK
ALLAN TREATED
BLOCK7., WOOD POST
CRUSHED STONE ALLAN OPTIONAL
OR CONCRETE BLOCK CAP BLOCK
DRAINAGE DRAINAGE CONCRETE
FILL ° FILL
9
.a
INSTALLATION GUIDELINES
STAIRS
Building stairs with Allan Block is simple and effective. By following some basic construction techniques a variety
t
of configurations can be built to best match your site.
nah
BASIC INSTALLATION
Step One — Prepare granular base and install first course of INSTALL UPSIDE- REMOVE LIP
Allan Block at location of first riser. Be sure to DOWN
bury enough block to lock in place
Step Two — Place Allan Blocks upside down at location of
second riser and level with top of first riser. , o
Backfill in and around the first riser and buried
block and compact thoroughly.
4 Step Three — Install the second riser on top of the buried G
block. Some cutting may be required to fit the
block to the adjacent walls. • a CHECK
Step Four — Install the next row of buried block. Backfill and FOR LEVEL
i continue.
e
r.
1 BURIED UNDISTURBED BACK FILL
SURFACE UPSIDE-DOWN SOIL
COMPACTED TREATMENT BLOCK
:.....
GRANULAR
BASE :...:
'p
' COMPLETE
nV nV
DESIGN OPTIONS PARALLEL STEPS
r
'i Parallel Steps will follow the natural set back of an Allan Block
wall. To maintain a constant stair.width, remove lip off of the blockj.L
where each riser intersects with the wall. ^;ALLAN BLOCK
Perpendicular Steps will increase in width by 3 inches on each COPING STONE
riser due to the set back on each side. Some cutting and fitting will HARD SURFACE
be required. Intermediate landings will help control and balance
stair width. y ,y
Free Flowing Steps are built independent of a wall system and
follow the natural contour of the grade. Use corner block. Use X'
corner blocks to finish off the ends of each step.
PERPENDICULAR FREE FLOWING STEPS r
STEPS
GA,
ris r
10
INSTALLATION GUIDELINES
WATER APPLICATIONS
To build ALLAN BLOCK walls in water sites, use the basic construction techniques outlined below. Every
retaining wall built in a water site will have its own unique set of site and soil conditions. These walls should be
carefully designed for proper performance. Check with Allan Block Corporation or a qualified engineer
ah ah
FOOTING DESIGN
A footing analysis may be required to insure proper stability. If SHORE LINE PROTECTION
soil conditions at the wall base are poor, unstable, or
frequently saturated, the footing will need added strength to
prevent settlement or movement of the wall. OPTIONAL CAPSTONE
OPTION ONE - Drape a sheet or filter fabric in the trench
and up the slope behind.lnstall a granular base using clean ALLAN BLOCK
material (no fines) graded from 3/8" - 3/4". Place the granular
BACKFILL
base material in the trench a minimum of 12" deep x 24"wide `
GEOGRID
and compact. Install a strip of geogrid as needed to provide Q
added reinforcement. WATER LINE VARIES '
FILTER FABRIC
OPTION TWO - Install a lean concrete spread footing with0" t'r' :•"
wire mesh or steel reinforcement. Wet set the base course of DRAINAGE
Allan Block to provide a positive interlock. FILL
OPTION THREE On water sites with significant water
RIP RAP DRAIN TILE
movement, the footing should be designed for scour protection.
Consider a vertical footing design with steel reinforcement and a ? .
shear key. Construct the footing to a significant depth below the COMPACTED
water table to prevent scour. GRANULAR WITH GEOGRID SE
BLOCK PLACEMENT REINFORCEMENT
Install the base course and additional courses of Allan Block
in the same manner used for standard construction.
DRAINAGE FILL FILTER FABRIC
Use a clean granular material:with no fines for the drainage By installing a filter fabric in the base trench and up the slope,
fill.On sites where all or parts of the wall will be submerged, you can prevent the on site soils from migrating into the granular
the depth of the drainage fill should be increased. base and drainage fill.
DRAIN TILE RIP RAP
On wall sites with vertical water movement, such as retention Install a layer of rip rap (large granular stone material 6" —8" in
ponds, install drain tile and outlets just above the low water size) at the wall base. Walls built in sites with significant water
line. Always provide adequate drainage from behind walls movement should have a minimum layer of 18".
built in water applications.
nVab
RETENTION POND STREAM BED WITH SCOUR PROTECTION
OPTIONAL CAPSTONE
OPTIONAL CAPSTONE ALLAN BLOCK
HIGH WATER ELEVATION BACKFILL
ALL BLOCK BACKFILL v V v '�• GEOGRID
HIGH WATER ELEVATION ;;•:;; GEOGRID :,• .
FILTER FABRIC
FILTER FABRIC
STANDING WATER DRAINAGE
FILL
ELEVATION
e DRAIN TILE
RIP RAP DRAIN TILE
RIP RAP V DRAINAGE �: BOTTOM COURSE
FILL
` REINFORCED GROUTED 2x4" SHEAR
KEY
CONCRETE
SPREAD FOOTING STREAM BED REINFORCED CONCRETE
WET SET ;' TOE FOOTING - 3000 PSI
BASE COURSE REBAR
if ,
a
u�
SYSTEM OPTIONS
a
i
'r ALLAN BLOCK WALLS can be adapted to meet the structural requirements of any retaining wall site.
Choose the system that best meets the requirements of your retaining wall site from the three options below.
r
I
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GRAVITY WALL SYSTEM ALLAN BLOCK GRAVITY SYSTEM
A wall that relies solely on its own weight to stand up is called a TYPICAL SECTION
"Gravity Wall."Allan Block combines basic engineering principles
and simple mechanics to make a great gravity wall. ALLAN BLOCK OPTIONAL CAPSTONE
21
Each Allan Block weighs just 55 pounds when set in place, but 111=III
over 90 pounds when the cores are filled -the same as heavier, 11- COMPACTED
bulkier products. The 1.5 inch set back on each row of blocks ••1111—I1�1 BACKFILL
creates maximum leverage for the ninety pounds — more H =11
leverage than vertical walls. And the same set back provides an — DRAINAGE
added benefit by significantly reducing the amount of soil that .• T FILL
t+ needs to be retained. Lower soil pressures, greater leverage, I UNDISTURBED
and equal weight at the site - these simple principles let Allan III SOIL
Block outmuscie heavier,costlier, and bulkier products. B
COMPACTED
i Check the GRAVITY WALL CHART on page 13 to find the GRANULAR
Y, maximum recommended heights for Allan Block walls for various BASE
site and soil conditions.
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GEOGRID SYSTEMS ALLAN BLOCK GEOGRID SYSTEM
P When wall heights and soil conditions exceed the gravity TYPICAL SECTION
potential of an Allan Block wall, geogrid fabrics can be integrated -OPTIONAL CAP BLOCK
to provide the required additional strength. Geogrids are
LLAN
synthetic meshes that are manufactured with high tensile BLOCK GRID
strength and designed specifically for slope stabilization and
earth retention. By placing layers of geogrid at specific lengths of DRAINAGE
embedment behind the wall, frictional forces develop between H FILL GEOGRIDS
the soil and the grid to create a unified soil mass. This soil mass
provides the additional resistance needed to offset the pressures
DRAIN TILE ,
from the slope being retained. Geogrids are available in a variety AS NEEDED 2 3
of types and sizes. The amount of grid required on any specific
project will depend on the site conditions, wall heights, andCOMPACTED
strength of the grid being used. Check the GEOGRID CHARTS GRANULAR
on pages 15-17 for more information and pre-engineered BASE
solutions.
A ah
MASONRY SYSTEM ALLAN BLOCK MASONRY SYSTEM
When wall heights and soil conditions exceed the gravity TYPICAL SECTION
potential of an Allan Block wall, traditional masonry OPTIONAL CAP BLOCK
reinforcement techniques can be employed to provide thewxw
required additional strength. Calculations and design techniques ALLAN BLOCK
for this method follow accepted ACI masonry standards and VERTICAL BARS
existing UBC design criteria, while including the benefit of an
inclined Allan Block wall. A footing is designed to an appropriate BOND
size. Vertical steel rod reinforcement is placed through the cores H BEAM DRAINAGE
of the blocks and grouted. The rod reinforcement is located as CONCRETE FILL
the site conditions and wall heights require. Unreinforced unit GROUT �P
cores are filled with free-draining granular fill as each course is AIN TILE AS NEEDED
installed. This reinforcement technique is particularly useful on FOOTING
job sites where geogrids are not feasible or cost effective. Check B �A REINFORCEMENT
the MASONRY CHART on page 19 for more information and T CONCRETE FOOTING
� pre-engineered solutions.
12 W
i
SYSTEM OPTIONS
K!r.1 f10IAAQ
GRAVITY WALLS
_I
A wall that relies solely on its own weight to stand up is called a "gravity wall."Allan Block functions as a gravity
wall to heights as high as six feet, depending on the site and soil conditions. To find the maximum height of an
unreinforced Allan Block wall (a gravity wall) for any specific project, match the conditions.at the site to those in the
table below.
ah all
ALLAN BLOCK GRAVITY SYSTEM Allan Block combines basic
TYPICAL SECTION engineering principles and simple
mechanics to make a great
gravity wall. Each Allan Block
OPTIONAL CAPSTONE weight just 55 pounds when set in
place but over 90 pounds when
the cores are filled. The 1.5 inch
set back on each row of blocks
creates maximum leverage for
ALLAN BLOCK o °. ° i��i��ii��ii �\ that 90-plus pounds to offset the
soil pressure. That same set back
• ° ° \�\\\\ r /� provides an added benefit by
H o - ° \\�� �� r COMPACTED significantly reducing the amount
BACKFILL of soil being retained.
° \ r DRAINAGE FILL Allan Block functions as a gravity
\��\��� r wall up to specific heights. These
• i�yi�yi /yy� heights are determined by site
\ and soil conditions. B comparing
° ° /��\\�\r� (ice UNDISTURBED the resistive force from the
o° SUBGRADE leveraged 90-pound Allan Blocks
r / with,the soil pressure exerted by
various soil types and site
COMPACTED
o r r conditions, maximum
GRANULAR BASE unreinforced wall heights can be
calculated. Check the Gravity
Chart below for those heights.
ALLAN BLOCK GRAVITY WALL
HEIGHTS
Recommended Maximum Wall Heights-In Feet
Unreinforced ALLAN BLOCK Walls
CONDITIONS ABOVE RETAINING WALL
SOIL TYPE 0 LEVEL 5 TO 1 4 TO 1 3 TO 1 2 TO 1 150 psf 250 psf
SLOPE SLOPE SLOPE SLOPE SLOPE SURCHARGE SURCHARGE
FIRM CLAY 260 3.5 3.0 2.5 2.0
1.5 2.5 2.0
SILTY CLAY 280 4.0 3.5 3.0 2.5 2.0 3.0 2.3
MIXED SILTS 300 4.5 4.0 3.5 3.0 2.5 3.5 2.5
SILTY SAND 320 5.0 4.5 4.0 3.5 3.0 4.0 3.0
CLEAN SAND 340 5.5 5.0 4.5 4.0 3.5 4.5 3.5
If the wall heights at your project exceed those recommended in the table above,reinforcement will be needed.
Select from the Geogrid or Masonry system options in the following section of the manual.
13
s, SYSTEM OPTIONS
GEOGRID REINFORCEMENT �1
Geogrids are flexible, synthetic meshes which are manufactured
specifically for slope stabilization and earth retention. These"grids" _
are available in a variety of materials, sizes, and strengths. They
can be made of high tensile strength plastics or woven polyester
yarns. They are typically packaged at the factory in rolls. The grids d
are rated by Long-Term Design Strength with values ranging from
500 pounds to 3,000 pounds per linear foot.
I When wall heights exceed those listed in the Maximum Wall Height Chart for Unreinforced Allan Block Walls, on page 13, geogrid
can be added to provide a stable wall condition. Layers of geogrid inserted between the blocks and extending behind the wall
interlock with the soil mass. This mass uses its own weight and cohesion to resist both the sliding and overturning pressures from
the slope being retained. The granular material in the block pockets provides a positive connection between the layers of geogrid
and the Allan Block wall and locks the two systems together. In effect, the grid becomes the structure for the slope and the Allan
Block Wall a structural facing. The specific location of grid layers and the actual length of embedment of the grid will depend on
the site conditions,wall heights, and Long-Term Design Strength of the grid being used. Check the pre-engineered Geogrid Charts
on pages 15-17 for general design solutions.
ah nV
r
9 .0
C
L LAYER 7
&.44 L
� 4 LAYER 7 ��.•M LAYER 2
yL
LAYER 1 LAYER I � LAYER 1
INSTALLATION
Site Preparation - Excavate behind wall location for a
distance equal to the designed embedment length of the ALLAN BLOCK GEOGRID SYSTEM
4 grid. Store soil for placement on grid. TYPICAL SECTION
Base Wall -Construct Allan Block wall following standard OPTIONAL CAP BLOCK
guidelines up to designated :height of first grid layer. �—
Backfill and compact. ALLAN
BLOCK GRID
Grid Placement - Cut section of grid to designated NJ'
DRAINAGE
embedment length. Lay cut edge of grid on top of Allan
Block to back edge of lip and extend to back of slope. H FILL GEOGRIDS
Place next course of Allan Block on top of Grid and fill
block cores to lock in place. Pull grid taut to back of slope
and stake to hold in place. DRAIN TILE
AS NEEDED D3
Backfill - Place layer of drainage fill to 8-inch depth 2
behind Allan Block. Place on-site soils on remainder of
geogrid working from wall towards slope. Compact to 95% ° ° 1 COMPACTED
of Standard Proctor. B o ° ` GRANULAR
Completion - Install additional courses of Allan Block.
Backfill and compact in seven-inch lifts up to designated
height of next layer of grid. Install second layer of grid and
backfill. Install additional layers of grid and Allan Block in
like manner to top of wall.
14
Y
ALLAN BLOCK GEOGRID SYSTEM _
The pre-engineered table belowrovides an accurate
P estimate for geogrid reinforcement.
To use the table follow these simple steps;
1. Make sure the soil conditions at your site match the description in ALLAN BLOCK GEOGRID SYSTEM
the top of the table TYPICAL SECTION
2. Select the site condition (Case A, B,or C)that most closely
resembles your project site.
3. Choose the wall height needed for your site and read across to OPTIONAL CAP BLOCK
find the number of grid layers, embedment length and grid
locations. ALLAN
BLOCK GRID
DESIGN PARAMETERS DRAINAGE
FACTORS OF SAFETY ASSUMED WEIGHTSH FILL GEOGRIDS
Sliding = 1.5 Earth Backfill = 120 lbs/cu.ft.
Overturning =2.0 Filled weight of
Grid Pullout = 1.5 ALLAN BLOCK= 120 lbs/cu.ft. DRAIN TILE ,.
Grid Rupture
= 1.5 Onsite soils -
1201bs/cu.ft. AS NEEDED D3
2
GENERAL SOILS
Proper drainage provided. Cohesion = 0 B e ) COMPACTED
Grid meets ASTM D-4595 Bearing Capacity>3,500 psf
GRID GRANULAR
Design Strength> 1,000 lbs/ft(LTADS) ie-Tensar UX 1400, BASE
Miragrid 5T, Stratagrid 300, Fortrac 35/20-20
This table should be used for estimating grid quantities for projects which match the site and soil descriptions provided,and only
for projects which use grid strengths of 1000 lbs/ft or higher.
SOIL CONDITIONS • • o , • Soil Types: Coarse to medium sands,
clean sand and gravel
SITE CONDITIONS H B TOTAL No.OF Lgrid D1 D2 D3 D4 D5 D6 D7
ft ft GRID LAYERS ft NUMBER OF BLOCK COURSES ABOVE BASE
CASE A 6 .7 -
Level slope above wall 7 8 1
3.5 6
8 •9 2 4.0 4 8
9 1.0 2 4.5 4 8
10 1.0 3 5.0 4 8 12
12 1.0 4 6.0 3 7 11 15
14 1.0 5 7.0 3 7 11 1;5 19
16 1.5 6 8.0 1 5 9 13 17 21
CASE B 5 ,6 1 4.0 5
Surcharge above wall
6 .7 2 4.0 4 7
ITTIIl
nT psi 7 8 2 4.0 4 8
8 .9 3 4.5 4 7 11
9 1.0 3 5.0 4 8 12
r10 1.0 3 6.5 3 7 11
12 1.0 5 7.0 2 6 10 14 18
14 1.5 6 8.0 1 1 4 8 12 16 20
CASE C 5 .6 1 4.0 4
2 to 1 slope above wall 6 8 2 4.5 4 7
2 7 .9 2 5.5 4 8
I 8 1.0 3 7.0 4 7 11
9 1.0 3 7.5 3 7 11
A 10 1.0 4 8.0 2 6 10 14
12 1.0 6 9.5 1 4 8 12 16 20
14 1.5 7 10.5 1 4 7 11 15 18 21
The above information provides general guidelines for the use of the Allan Block Wall system. The suitability of this information
and its use for any specific job shall be determined by the user. Actual project details, designs and specifications should be
obtained from a qualified professional engineer for each specific project. No provision or analysis for global stability.
15
1
ALLAN BLOCK GEOGRID SYSTEM
The pre-engineered table below provides an accurate estimate for geogrid reinforcement.
To use the table follow these simple steps;.
1. Make sure the soil conditions at your site match the description in ALLAN BLOCK GEOGRID SYSTEM
the top of the table TYPICAL SECTION
2. Select the site condition (Case A, B,or C)that most closely
resembles your project site. OPTIONAL CAP BLOCK
3. Choose the wall height needed for your site and read across toe�m oil
find the number of grid layers,embedment length and grid ALLAN
locations. BLOCK RID
DESIGN PARAMETERS DRAINAGE
FACTORS OF SAFETY ASSUMED WEIGHTS H FILL GEOGRIDS
Sliding = 1.5 Earth Backfill = 120 lbs/cu.ft.
Overturning =2.0 Filled weight of AIN illE
Grid Pullout = 1.5 ALLAN BLOCK= 120 lbs/cu.ft. DRAIN
D3
Grid Rupture= 1.5 Onsite soils = 120 lbs/cu.ft AS 2
GENERAL SOILS
Proper drainage provided. Cohesion = 0 B COMPACTED
Grid meets ASTM D-4595 Bearing Capacity>3,000 psfGRANULAR
GRID
BASE
Design Strength> 1,000 lbs/ft(LTADS) ie-Tensar UX1400,
Miragrid 5T, Stratagrid 300, Fortrac 35/20-20
I
This table should be used for estimating grid quantities for projects which match the site and soil descriptions provided, and only
for projects which use grid strengths of 1000 lbs/ft or higher.
SOIL CONDITIONS • • o Soil Types: Uniform to welld
sands, sandy silts
s
SITE CONDITIONS H B TOTAL No. OF LgHd D1 D2 D3 D4 D5 D6 D7
ft ft GRID LAYERS ft NUMBER OF BLOCK COURSES ABOVE BASE
CASE A 6 .7 1 3.0 5
Level slope above wall 7 8 2 3.5 3 7
8 .9 2 4.0 4 8
y 9 1.0 3 4.5 4 8 12
10 1.0 3 5.0 4 8 12
j 12 1.0 5 6.0 2 6 9 13 17
14 1.0 6 7.0 1 4 8 12 16 20
16 1.5 7 8.5 1 4 8 12 16 20 24
CASE B
Surcharge above wall 5 .6 2 4.5 2 6
6 .7 2 4.0 3 7
250 psf 7 8 3 4.5 3 7 11
ITTITl
8 .9 3 5.0 3 7 11
9 1.0 3 5.5 3 7 11
10 1.0 4 6.5 3 6 10 14
12 1.0 5 7.0 1 5 9 13 17
14 1.5 7 8.5 1 4 8 11 15 18 1 21
CASE C 5 .6 2 4.0 2 5
2 to 1 slope above wall 6 ' 7 2 6.0 3 7
2 7 .8 2 6.5 3 7
11 8 .9 3 7.53 6 10
9 1.0 3 8.5 3 7 11
10 1.0 4 11.5 2 6 10 14
12 1.0 6 14.0 1 4 1 7 10 13 17
The above information provides general guidelines for the use of the Allan Block Wall system. The suitability of this information
and its use for any specific job shall be determined by the user. Actual project details, designs and specifications should be
obtained from a qualified professional engineer for each specific project. No provision or analysis for global stability.
16
ALLAN BLOCK GEOGRID SYSTEM
The pre-engineered table below provides an accurate estimate for geogrid reinforcement.
a
To use the table follow these simple steps;
1� 1. Make sure the soil conditions at your site match the description in ALLAN BLOCK GEOGRID SYSTEM
the top of the table TYPICAL SECTION
2. Select the site condition (Case A, B,or C)that most closely
resembles your project site. OPTIONAL CAP BLOCK
3. Choose the wall height needed for your site and read across to
find the number of grid layers, embedment length and grid ALLAN
locations. BLOCK RID
DESIGN PARAMETERS DRAINAGE
FACTORS OF SAFETY ASSUMED WEIGHTS H FILL GEOGRIDS
Sliding = 1.5 Earth Backfill = 120 lbs/cu.ft.
Overturning =2.0 Filled weight of
Grid Pullout = 1.5 ALLAN BLOCK= 120 lbs/cu.ft. DRAIN nl_E D3
Grid Rupture= 1.5 Onsite soils 120 lbs/cu.ft. AS NEEDED Z
GENERAL SOILS
Proper drainage provided. Cohesion = 0 B COMPACTED
Grid meets ASTM D-4595 Bearing Capacity>2,500 psf ' `' GRANULAR
GRID BASE
Design Strength> 1,000 lbs/ft(LTADS) ie-Tensar UX1400,
Miragrid 5T, Stratagrid 300, Fortrac 35/20-20
This table should be used for estimating grid quantities for projects which match the site and soil descriptions provided,and only
for projects which use grid strengths of 1000 lbs/ft or higher.
SOIL CONDITIONS o Soil Types: Uniform to well-graded silts,
sandy and silty clays
H B TOTAL No.OF Lgrid D1 D2 D3 D4 D5 D6 D7
SITE CONDITIONS ft ft GRID LAYERS ft NUMBER OF BLOCK COURSES ABOVE BASE
CASE A 5 .6 2 4.0 2 5
Level slope above wall 6 .7 2 4.0 3 7
7 .8 2 4.0 3 7
8 .9 3 4.5 3 7 11
9 1.0 3 5.0 3 7 11
10 1.0 4 6.0 3 6 10 14
12 1.0 5 7.0 1 3 7 11 15
14 1.5 6 8.0 1 3 7 11 15 19
CASE B 5 .6 2 4.5 2 5
Surcharge above wall
6 .7 2 5.0 3 7
250 psf 7 .8 3 4.0 3 6 9
fITTi7
8 .9 3 6.5 2 5 9
9 1.0 4 7.0 2 5 9 12
10 1.0 5 7.5 2 5' 8 11 14
12 1.0 6 8.5 1 4 8 11 14 17
14 1.5 7 10.0 1 4 8 11 14 18 1 21
CASE C 5 .6 2 4.0 2 5
2 to 1 slope above wall 6 .8 2 4.5 3 7
2 7 .9 3 5.5 3 6 9
11 8 1.0 3 6.0 3 7 10
9 1.0 3 7.0 3 7 11
10 1.0 4 7.5 2 6 10 14
\P 12 1.0 5 10.0 1 5 9 13 17
14 1.5 7 12.0 1 4 8 11 14 18 21
The above information provides general guidelines for the use of the Allan Block Wall system. The suitability of this information
and its use for any specific job shall be determined by the user. Actual project details, designs and specifications should be
obtained from a qualified professional engineer for each specific project. No provision or analysis for global stability.
17
SYSTEM OPTIONS
MASONRY REINFORCEMENT
Allan Block Retaining Walls can be reinforced with the same proven techniques used for conventional masonry walls. This i
method, often referred to as a "cantilevered wall", relies on a reinforced footing and vertical pilasters to counteract lateral earth
pressures. These walls combine the natural stability of an Allan Block Wall with the tensile strength of the steel rods in pilasters,
and the mass of soil resting on the heel of the footing to resist overturning. The design and construction of these walls follow the
guidelines outlined in current ACI Standard and existing UBC design criteria (ACI 318-89), while factoring in the benefit of an
inclined Allan Block wall.
This reinforcement technique is particularly useful on sites where geogrids are not feasible or cost-effective. Physical site
limitations such as lot lines, adjacent buildings, or mature trees may prevent the excavation required for grid reinforcement. Or the
cost of additional excavation and backfill, (plus the cost of the grid) may prove too high. Masonry reinforcement provides an
excellent alternative for those occasions. The specific footing size and steel location depends on site and soil conditions, and wall
heights. Check the pre-engineered Masonry Chart on page 19 for design sample solutions.
n� n�
M ly, S
BOND BEAM
VERTICAL BARS
DOWELS
ZA
REINFORCED
FOOTING
INSTALLATION
Site Preparation — Excavate area at base of wall to ALLAN BLOCK MASONRY SYSTEM
accommodate footing width (W), and to depth below final TYPICAL SECTION
grade equal to footing thickness (T) and buried block (B). In
heavy clay add a 6-inch layer of granular base below footing.
Footing — Form and pour concrete footing according to size OPTIONAL CAP BLOCK
and specifications. Include steel reinforcement as required.
Follow NCMA TR-49 for details.
ALLAN BLOCK
Wall base — Install first course of Allan Block on top of VERTICAL BARS
a footing per wall layout. Set blocks so that the dowels are
BOND
located at the backs of the block pockets. Fill all block cores
H BEAM
not containing vertical bars with granular fill, taking care to
keep the "pilaster' cores clean. Backfill to lock in place and DRAINAGE
compact. Set next course of Allan Block with seams in CONCRETE FILL
running bond,and backfill in like manner. GROUT
DRAIN TILE AS NEEDED
Grout — Set additional courses to height of first bond beam. FOOTING
Install bond beam blocks for full length of wall. Place vertical B REINFORCEMENT
bars(sized and spaced according to specs) in hollow cores toA� '
top of footing and extend above top block at least 30 bar T CONCRETE FOOTING
diameters. Place bond beam bars per specs. Fill all hollow
cores and entire bond beam course with concrete grout. LiW
Completion — Continue wall construction in similar lifts to
top of wall.
18
ALLAN BLOCK MASONRY SYSTEM
ah -
The following information has been prepared according to current ACI Standards and Chapters 24(Masonry)and 26(Reinforced
Concrete)of the 1991 Uniform Building Code(ICBG).The table below provides an accurate estimate for masonry reinforcement.
To use the table follow these simple steps.
1. Make sure the soil conditions at your site match the description in the top of the table
2. Select the site condition (Case A, B, or C)that most closely
resembles your project site. ALLAN BLOCK MASONRY SYSTEM
3. Choose the wall height needed for your site and read across to TYPICAL SECTION
find the footing dimensions,vertical bar sizes and bond beam OPTIONAL CAP BLOCK
requirements and locations.
NOTE: Footing reinforcement design per local engineering requirements ALLAN BLOCK
VERTICAL BARS
DESIGN PARAMETERS BOND . `
FACTORS OF SAFETY ASSUMED WEIGHTS H BEAM
Sliding = 1.5 Earth Backfill = 120lbs/cu.ft. DRAINAGE
Overturning = 2.0 Filled Allan Block = 120lbs/cu.ft. CONCRETE FILL
ALLOWABLE STRESSES Reinforced Allan Blk.= 135lbs/cu.ft. GROUT
Masonry:f'm =3000 psi Reinforced Concrete = 150lbs/cu.ft. AIN TILE AS NEEDED
Allan Block SOILS:Allowable soil bearing=2000 psf FOOTING
Concrete:f'c =3000 psi Soil to footing friction=.55 B REINFORCEMENT'
per ACI -301 Passive soil equivalent fluid IrA
Reinforcement: pressure=300 pcf at toeT
6 t:
CONCRETE FOOTING
=40,000 psi#4 bars and buried depth.
60,000 psi#5 bars GROUT: Per ASTM C-476 f'c=2500 psi
Maximum aggregate size 3/8" 'DESIGN PER LOCAL ENGINEER
STEEL BAR PLACEMENT:3"from back of block
solid grout all cells with reinforcement.
SOIL CONDITIONS Wiolllu.,l Soil Types: Uniform to well-graded fine
sands, sandy silts
SITE CONDITIONS H BOF B T W A VERTICAL BARS BOND BEAM BARS
ft COURSES ft ft ft ft SIZE CELL SPACING SIZE I COURSE SPACING
CASE A
Level slope above wall 3'-11" 8 8" 1011 21-8" 8" #4 EVERY 7 CELLS (2) #5 EVERY 4 COURSES
5'-1" 10 8" 10" 3'-2" 8" #5 EVERY 7 CELLS 2 # 5 EVERY 5 COURSES
6'-3" 12 8" 10" 3'-9" 8" #5 EVERY 4 CELLS 2 #5 EVERY 6 COURSES
T-4" 14 8" 10" 4'-4" 8" #5 EVERY 3 CELLS 2 #4 EVERY 5 COURSES
8'-6" 16 8" 10" 5'-0" 8" #5 EVERY CELL (2) #4 EVERY 7 COURSES
9'-6" 18** 10" 12" 5'-6" 8" #5 EVERY CELL (2)#4 EVERY 7 COURSES
4
CASE B
Surcharge above wall
3'-11" 8 8" 10" 3'-2" 6" #5 EVERY 4 CELLS (2) #5 EVERY 6 COURSES
250 psf 5'-1" 10 8" 10" 4'-0" 6" #5 EVERY 2 CELLS 2 #4 EVERY 7 COURSES
FITM 6'-3" 12 8" 10" 4'-9" 6" #5 EVERY CELL (2) #4 EVERY 7 COURSES
T-4" 14 8" 10" 5'-4" 6" #5 EVERY CELL (2) #4 EVERY 7 COURSES
8'-4" 16** 10" 12" 5'-10" 6" #6 EVERY CELL 2 #4 EVERY 7 COURSES
9'-6" 18** 10" 12" 6'-8" 6" #6* EVERY CELL (2) #4 EVERY 7 COURSES
CASE C
2 to 1 slope above wall 3'-11" 8 8" 10" 3'-2" 6" #4 EVERY 4 CELLS 2 #5 EVERY 5 COURSES
11
2 51-11, 10 8" 10" 4'-0" 6" #5 EVERY 4 CELLS 2 #5 EVERY 8 COURSES
6'-3" 12 8" 12" 4'-10" 6" #5 EVERY 2 CELLS 2 #4 EVERY 7 COURSES
T-4" 14 8" 12" 5'-10" 6" #5 EVERY CELL 2 #4 EVERY 7 COURSES
8'-2" 16 12" 12" 6'-6" 6" #5 EVERY CELL 2 #4 EVERY 7 COURSES
N 9'-0" 18** 16" 11211 7'-2" 6" #6 EVERY CELL 2 #4 EVERY 7 COURSES
**Soil Bearing Exceeds 2,000 PSF * Requires Special Inspection Per UBC
The above information provides general guidelines for the use of the Allan Block Wall system. The suitability of this information
and its use for any specific job shall be determined by the user. Actual project details, designs and specifications should be
obtained from a qualified professional engineer for each specific project. No provision or analysis for global stability. 19
SPECIFICATIONS
ALLAN BLOCK
PART I GENERAL and footing dimensions shown on construction drawings,
1.1 Scope or as directed by the site Engineer.
Work includes furnishing and installing modular concrete block 2. Foundation soil shall be examined by the Engineer to
retaining wall units to the lines and grades designated on the insure that the actual foundation soil strength meets or
construction drawings and as specified herein. exceeds assumed design strength.Soil not meeting the
1.2 Applicable Sections of Related Work required strength shall be removed and replaced with
A.Geogrid Wall Reinforcement acceptable material.
B.Masonry Wall Reinforcement C. Base
1.3 Reference Standards 1. Base material shall be placed as shown on construction
A. ASTM C90-75(1981 rev)Hollow Load Bearing Masonry drawing with a minimum thickness of six inches.Top of
Units base shall be located to allow bottom wall units to be
B. ASTM C140-75(1981 rev)Sampling and Testing buried to proper depths as per wall heights and
Concrete Masonry Units specifications. j
C. ASTM C145-75(1981 rev)Solid Load Bearing Concrete 2. Base materials shall be installed on undisturbed native
I Masonry Units soils or suitable replacement fills compacted to 95%of
j 1.4 Delivery,Storage,and Handling standard proctor.
i3. Base materials shall be compacted to provide a level hard
A. Contractor shall check the materials upon delivery to
assure proper material has been received. surface on which to place first course of units.Compaction
B. Contractor shall prevent excessive mud,wet cement,and shall be with a mechanical plate compactor to 95%of
` like material which may affix themselves,from coming in standard proctor.
f contact with the materials. 4. Base materials shall be to the depth and width shown.
C. Contractor shall protect the materials from damage.Dam- Contractor may opt for replacing top three inches of base
aged material shall not be incorporated into the project. with an unreinforced concrete topping.When masonry
reinforcement technique is used,check footing design in
that section for further details.
PART 2 RETAINING WALL
2.1 Materials D. Unit Installation
1. First course of concrete wall units shall be placed on the
A.Concrete Units
1. Masonry units shall be Allan Block Retaining Wall units as prepared base with the raised lip facing out and the front
produced by Licensed Manufacturer. edges tight together.The units shall be checked for level and
2. Concrete wall units shall have minimum 28 day compressive alignment as they are placed.
strength of 3,000 psi in accordance with ASTM C-90.The 2. Insure that units are in full;contact with base.Proper care
concrete shall have adequate freeze-thaw protection with an shall be taken to develop straight lines and smooth curves on
average absorption rate of five percent. base course as per wall layout.
3. Exterior dimensions shall be uniform and consistent. 3. All cavities in and around the base row shall be filled with
Maximum dimensional deviations shall be one-half inch "base material"and compacted.Backfill front and back of
(not including textured face).Units are required to have an entire base row to firmly lock in place.Check again for level
average facial area of.75 sq..ft. and alignment.All excess material shall be swept from tops of
4. Retaining wall units shall provide a minimum of 100 pounds units.
total weight per square foot of wall face area.Fill contained 4. Install next course of wall units on top of base row.
within the units may be considered 80%effective weight. Position blocks to be offset from seams of blocks below.
5. Exterior face shall be textured.Color as specified by Perfect"running bond"is not essential,but a three-inch
owner. average minimum offset is recommended.Check each
block for proper alignment-and level.Fill all cavities
B. Base Material
1. Base material shall consist of compacted sands,gravel,or in and to an 8"depth behind block with"drainage.fill"
1 Backfill remaining space behind second course with
concrete as shown in the construction drawings.A
minimum of six inches of compacted base is required. onsite soils and compact to 95%of standard proctor.
5. Lay up each subsequent course in like manner.Repeat
C. Drainage Fill
1. Fill material for unit cores and for drainage behind wall procedure to the extent of wall height.
shall consist of free-draining,granular material.Gradation 2.3 Water Management
shall include material to 3/8 inch minus with fines limited to A. Avoid retaining wall design and installation which would permit
5pooling and collection of surface runoff above wall.
%passing#200 sieve and less than 50%passing#40
j sieve. B. Adequate provisions to be made to control surface runoff and
2. A minimum of 8 inches of drainage fill must extend behind direct around wall ends.Provide swales above and below wall
the wall to within one foot of the final grade.Cap backfill as permissible to accommodate.
with impervious material. C. Retaining Wall design and installation to provide maximum
lateral drainage at site as allowed by existing site conditions.
E.Backfill
1. Material shall be native material unless otherwise specified D. Provide for additional drainage relief behind retaining walls
in the drawings.When using geogrid for slope reinforcement, above 5 feet in height.Install 4-inch diameter perforated drain
soils used to backfill geogrid must comply with standards tile at wall base and above grade at base of wall.Install tee-
set by grid manufacturer's guidelines. fittings and outlets through wall surface at no greater than 20
2. Where additional fill is required,contractor shall submit feet on center.
sample and specifications to the Engineer for approval. E. Provide for adequate mulch or vegetative ground cover above
and surrounding retaining wall to prevent excessive soil
2.2 Retaining Wall Installation
erosion.
A. Excavation
F.
1. Contractor shall excavate to the lines and grades shown Contain sources of concentrated water flow such
on the construction drawings.Contractor shall use caution scuppers,drains and valleys,parking lots,etc...and route
roof
not to over excavate beyond the lines shown,or to disturb around wall accordingly.
the base elevations beyond those shown.
B. Foundation Soil Preparation
1. Foundation soil shall be excavated as required for base
20
SPECIFICATIONS
REINFORCEMENT
I
GEOGRIID
PART 1 GENERAL
1.1 Scope D. Geogrid shall be laid at the proper elevation and orientation
Work includes furnishingand installing as shown on the construction drawings or as directed by the
g geogrid reinforcement, Engineer.
wall fill,and backfill to the lines and grades designated on the
E. Correct orientation(roll direction)of the geogrid shall be
construction drawings and as specified herein.Also included
is the furnishing and installing all appurtenant materials re- verified by the contractor.
F. Follow manufacturers guidelines relative to overlap require-
required for construction of the geogrid reinforced soil retaining ments of uniaxial and biaxial grids.
wall as shown on the construction drawings. G. Location and placement of the geogrid is as shown on the
1.2 Applicable Sections of Related Work drawings.The relative position of the geogrid layers to the
A. Section 1:Allan Block Modular Retaining Wall Units. height above finished grade must be maintained regardless
1.3 Reference Standards of the number of units which are placed below finished
A. See specific geogrid manufacturers reference standards.
1.4 Delivery,Storage,and Handling grade.
A. Geogrid 3.4 FIII Placement and Backfill Placement
A. Wall fill material shall be placed in lifts and compacted as
1. Contractor shall check the geogrid upon delivery to assure
that the proper material has been received. Specified under Section:Modular Concrete Retaining Wall
2. Geogrid shall be stored above-20 degrees F. Systems.
B. Backfill shall be placed,spread,and compacted in such a
3. Contractor shall prevent excessive mud,wet cement, manner that minimizes the development of wrinkles in and/or
epoxy and like materials which may affix themselves to
the gridwork,from coming in contact with the geogrid movement of the geogrid.
material. g g C. Only hand operated compaction equipment shall be allowed
4. Rolled geogrid material may be laid flat or stood on end within 3 feet of the wall face.
for storage. D. Backfill shall be placed from the wall rearward to insure that
PART 1 GRID MATERIALS the geogrid remains taut.
E. Tracked construction equipment shall not be operated
2.1 Definitions directly on the geogrid.Minimum backfill thickness of 6
A. Geogrid products shall be of high density polyethylene or inches is required prior to operation of tracked vehicles over
Polyester yarns encapsulated in protective coating the geogrid.Turning of tracked vehicles should be kept to a
specifically fabricated for use as a soil reinforcement minimum to prevent tracks form displacing the fill and
material. damaging the geogrid.
B. Concrete retaining wall units are as detailed on the drawings F. Rubber-tired equipment may pass over the geogrid re-
and are specified under section:Retaining Wall Units. enforcement at slow speeds,less than 10 MPH.Sudden
C. Wall fill is a free draining granular material as defined in braking and sharp turning shall be avoided.
section:Modular Concrete Retaining Wall systems as G. The backfill shall be compacted to achieve 95%standard
"Drainage Fill"behind the wall. proctor.Soil tests of the backfill material shall be submitted to
D. Backfill is the soil which is used as fill for the reinforced soil, the on-site engineer for review and approval prior to place-
mass. ment of any backfill These soil tests shall be performed by
E. Foundation soil is the insititu soil. an independent testing agency,or approved on-site lab.
2.2 Products The test results shall be given to the on-site engineer as
A. Geogrid shall be the type as shown on the drawings having soon as possible after testing.The contractor is fully respons-
the property requirements as described within the ible for achieving the specified compaction requirements.
manufacturers specifications. The on-site engineer may direct the contractor to remove and
2.3 Acceptable Manufacturers correctly replace any soil found to be not in compliance with
A. A manufacturers product shall be approved by the engineer these specifications.
prior to bid opening.
PART 3 EXECUTION MASONRY
3.1 Foundation Soil Preparation
A. Foundation soil shall be excavated to the lines and grades The design and construction of a Reinforced Masonry Wall System
as shown on the construction drawings or as directed by the shall comply with Sections B through D and the provisions of
Engineer. chapters 23 and 24 of the 1991 UBC.
B. Foundation soil shall be examined by the Engineer to assure
that the actual foundation soil strength meets or exceeds
assumed design strength. TECHNICAL SUPPORT
C. Over-excavated areas shall be filled with approved compacted
backfill material. Engineering support for projects that fall beyond the scope of
D. Foundation soil shall be proof rolled prior to fill and geogrid these guidelines,contact ALLAN BLOCK CORPORATION at
placement. 1-800/899-5309 for assistance.
3.2 Wall Erection
A. Wall erection shall be as specified under Section l:Retaining
Walls.
3.3 Geogrid Installation
A. Install ALLAN BLOCK wall to designated height of first grid
layer,backfill and compact behind wall to depth equal to
designed grid length.
B. Cut geogrid to designed embedment length(Lgrid)and
lay behind wall with cut edge of grid on top of ALLAN BLOCK
to back edge of lip. Extend to back of slope.
C. Place next course of ALLAN BLOCK on top of grid and fill
block cores with drainage fill to lock in place. Remove slack
in grid and stake to maintain tension.
21
♦ A�
The information in this yr:
manual has been carefully
compiled by the ALLAN
♦ '�I
BLOCK CORPORATION
and to the best of our
knowledge accurately
represents ALLAN BLOCK �
product use in the
applications which are
j illustrated. Final
I determination of the
suitability of any information .1T w .
or material for the use
contemplated and its
manner of use is the sole i
responsibility of the user.
1r:i*.•
ti
?Y,
� m?f
-
-t.
i
THE ALLAN BLOCK WARRANTY
ALLAN BLOCK INC., warrants to its customers that each ALLAN BLOCK will meet or exceed current ASTM standards on
compression,strength,and absorption for a period of up to 20 YEARS from the date of shipment.
If an ALLAN BLOCK does not meet these standards, and as a result causes a retaining wall to fail.ALLAN BLOCK INC.will, upon
notification in writing from from the customer,and verification of such cause,ship the appropriate number of replacement units to the
customer's address,free of charge. Neither ALLAN BLOCK INC. nor the manufacturer shall have any further obligations under this
warranty,either for replacement costs or any other costs associated with the reconstruction of the customer's wall.
This warranty does not apply to blocks which are damaged upon delivery, blocks which are affected by unusual sight or soil
conditions, blocks not manufactured in accordance with manufacturer's Product Control; Standards, the design or structure of any
ALLAN BLOCK walls,or any blocks not installed in strict accordance with ALLAN BLOCK INSTALLATION GUIDELINES.
Warranty information shall be sent to Allan Block,Inc.,
7400 Metro Blvd.,Suite#185,Edina,MN 55439.Phone 612/835-5309.
24
� v
, MASSACHUSETTS UNIFORM APPLICATION FOR PERMIT TO 00 GASFITTING �
(Print or Type)
NORTH ANDOVER Mass. Date
� _ Building Location Zp7
Permit # /
J'6r" Owners Name �dl,,.</ 69,026 ��b
• New 'PI Renovation Replacement Plans Submitted �]
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(Print or Type) _ Check one: Certificate
Installing Company Name Corp.
Address Partner.
Firm/Co.
Business Telephone:;!!�;De 772-' 7722- ,
Name of Licensed Plumber or Gas Fitter Aele
Insurance Coverage: Indicate the type of insurance coverage by checking the
appropriate box:
Liability insurance policy [�? Other type of indemnity Q Bond E(
Insurance Waiver: I , the undersigned, have been made aware that the licensee of
this application does not have any one of the above three insurance coverages.
Signature of owner/agent of property Owner 0 Agent
1 hereby certify that all of the details and information 1 have submitted (or entered)in above application are true and accurate to the best of my
knowledge and tttat all ptumbing Work and lnstaUations petfotmed under Permit itteed for this application willbe in compliance with all pertlneat
provisions of tho Massachusetts State Gas CUde and Chapter 142 of tho General Laws.
By TYPE LICENSE:
Plumber
Title Gasfitter Signature of Licensed
Master Plumber or Gasfitter
City/Town: JourneymanZd L�D
APPROVED (OFFICE USE ONLY) License Number
Date... ..'... ..f.......
,,Of?TN TOWN OF NORTH ANDOVER
Of t,.co ,e 14.0
0 PERMIT FOR GAS INSTALLATION,
SSACHUSEtty vJ
This certifies that . . . . . . . . ... . . .
has permission for gas installation . . . . . . ... . . .
in the buildings of . . ,. tf ..r%' . j. . . . . . . . . . . .... . . .
at .� :,r. . �� . . "�!fr•. �-(/. .3/` ., North Andover, Mass.
Fee. Z. . . . . Lic. No."?t,i.. .t.) . . . . . . . . . . . . . . . . . . . . . . . . . .
GAS INSPECTOR
WHITE:Applicant CANARY:Building Dept. PINK:Treasurer GOLD: File