PRE 2010 DOCS0
Village of Fridley, Minn.
BUILDING PERMIT
40
N? 804 Office of ]INSPECTOR OF BUILDINGS
Owned'
Architect Fridley, Minn.,
Builder
LOCATION OF BUILDING
NO. T_U
.I,e B —Part of Lot
Lot Block
Addition or Sub -Division
DESCRIPTION OF BUILDING
Front ± -- Depth _-::�;�j Height— Stories —.4/— Manner of Construction
To be used as To be complete Estimated Cqst_,'
ti
Permit to hereby granted to 4= (iwl:, _Z1=_.q.r-,.*'
the bu1lding'_L'r— described In the above statement. This permit is granted
upon the express condition that the person to whom it is granted, and his agents, employees and workmen, in all
the work done in, around and upon said building, or any part thereof, shall conform In all respects to the ordi-
nances of Fridley, Minn., regarding the construction, alteration, maintenance, repair and moving of buildings
within the city limits, and this permit may be revoked at any time upon violation of any of the provisions of said
ordinances.
AGREEAMNT AND SWORN STATEMENT
In consideration of the issue and delivery to me by the Inspector of Buildings of Fridley of
the above permit, I hereby agree to do the proposed work in accordance with the description
above set forth and according to the provisions of the ordinances of Fridley, and, being first duly
sworn, I hereby state and say that the facts stated by me and contained in the above permit are
true as therein stated.
Subscribed and sworn to before me at Fridley, Afinnesota, _Js
day
0 0
2 CV ��-6
From: unknown Page: 2/2 Date: 8/17/2006 3:48.40 PM
•••" `-"" •• VI ri mmy IV. VJ I'VMJ' JI I roves. uN LAM= VI iIIl.WV V,W..•17
Effective 1/1/04
CITY OF FRIDLEY - MOVMG [ i WRECKING r
APPLICATION
6431 University Ave NE
Fridloy MN 55932
(763) 572-3604 FAX (763) 571-1287
Job
Address: 44&-
40Q _
Legal
DescripL iun:
Owner & Address: _ _ �.:� --� ai.
Contrartor:_� . ,P _ Tel.
#i
Address: state l V License #
DESCRIPTION OF BUH.DING
HOUSE: Length Width _ _ Height _ Sq: FL. Cu. Ft.
GARAGE:I.ength Width HeighL E'W Sq. Ft. Cu. Ft.
OTHER: Leng Lfi
EstiniaLed Cast $
Water Bill Paid:
Moving
Route:
Width Height Sq. FL. Cu. FL.
ONE AT 651-484-0002
Yes [ 1 or Collect [$
Appzox. Completion Date
LITY LOCATION
STRUCTURE.
] Signature
The undersigned hereby makes application for a permit to wreck/move the building described above, agreeing
to do all work in strict accordance with the City Ordinances and rulings of the Building Division, and the State
Code which requires any water well on the property to be sealed by a State licensed water well driller, and
hereby declares that all facts and representations stated in this application are true and correct. ALL
DEMOLITON DEBRIS, INCLUDING FOUNDATION & SLAB, SIIALL BE REMOVED FROM
SITE.
ye --71,
Date Signature
Jul 30 06 11:25p Robert 952-895-9628
3uilding
AND MATERIALS:
o-�
F Ll7 LDING
(USING THE 199- U.B C FEE SCHEDULE)
/7 D b- F® TYPE
Permit No.:
Inspections
. a5 E tre Back Page for Fee Schedule
0%, of Building Permit Fee Kt D
RESIDENT [AL APPLICATION
'1 .0' times the total jot. valuation
Received By:
763-572-3604
License Surcharge $
CITY (:)'.IF FRIDLEY
SAC Charge $
Date Recd:
)ATE l OfO
YOUR E- df • L ADDRESS �� �1 v -� rv.a t. /
D X51 �i t�r �-�' P�
;ITEADDRESS Zi n�v1
g�
�` S"{ .I�✓� —_—•
F're Determined by Engineering
"HIS APPLICANT IS:
UA VAER OCONTRAC' f 01:
Total Due $
�
PROPERTY OWNER!
NAME: �O� 4 -✓-"4
THIS IS AN APPLICATIOI I FOR A PERMIT -NOT VALID UNTIL PROCESSED
TENANT
ADDRESS: kk L -*� �" �' �.t iZ%'c CIT'l t ! t�
STATFl^_YZ1P„
pffmit and yrork is no to s:art without a perrr.it; that the work will be in accordance with the approved
PHONE: 2 b 311-5 ? t - 3 lt� j ---•
r
res and�ppr: v� t Fplans. rh_
CONTRACTOR
NAME: --`
STATE LICENSE # EXP DATE
SUBMIT A COPY OF
YOUR STATE LICENSE
ADDRESS: —_—. CITY
STATE ZIP
WITH APPLICATION
PHO FAX
GLE FAMILY/NEW CONSTR1 L7°ioid SEM
PROPERTY TYPE
0 TWO FAMILYINEW CONSTRUC•I ION STORIES
PERMIT TYPE
D ADDITION C au.IL`-.GE/SHED O WINDOWS
0 BASEMENT FINISH CR(i�l 0 DRAIN TILE
0 DECK 0 SI A7.0 THER '
l
C SVIMJMING POOL
M114EW 1: ADDITION
TYPE OF WORK:
O MAINTENANCE/REPAIR C i RI i N: )DELING
DESCRIBE WORK BEING DONE:
512E OF IMPROVEMENT LE:1GTf IVIIDTHi . �, EIEIGHT -' ''. S . Ft.
oO OFING
❑ HOUSE Or.: �—
VUM$ER OF SQUARES
O HOUSE & 3,61L0E BASEMENT REMODELING SUBMIT:
GARAGES
0 ATTACHE ) GARAGE I.
2.
Existing Floor Plan
Proposed flour plan
PROPOSED SIZE:
E3DE TACHE. ) GA:;.AGE 3.
List of structural members to be used
PROPOSED HEIGHT:
SIDING
FOR NEW CONSTRUCTION INCLUDING DECKS,
i 3 Vinyl
0So8=tt ADDITIONS. & PORCHES SUBMIT:
• Aluminum
0 Trim I,
Site Pian/Survey showing the existing structures
• Other
❑ Fascia
and proposed project
2.
Two sets of construction plans
WI1�TfdOWS
3.
Energy Calculations
IN E)USTING OPENINGS OYes ONo LOCATION OF WD- D("%.i
DR FOR NEW OPENINGS -DESCRIBE SIZE OF —_—• _
OPENING CHANGES &
TYPE OF WINDOW TO BE INSTALLED NUNS R OF WINDOWS
ALL FEES ARE BASED ON VALUATION, INC LUIIING THE COST OF LABOR
AND MATERIALS:
(USING THE 199- U.B C FEE SCHEDULE)
/7 D b- F® TYPE
TOTAL JOB VALUATION $ OCCUPANCY
Permit Fee $
Plan Review $
. a5 E tre Back Page for Fee Schedule
0%, of Building Permit Fee Kt D
Fire Surcharge $
'1 .0' times the total jot. valuation
Surcharge $
.001; 5 x Permit Valuation Minimum $.50YVP(�
License Surcharge $
g:i.I; 0 (State Licensed :2esidential Contractors) �
SAC Charge $
S :: S.iO per SAC Unit (flans to MWCC for determination)
Club Cut Escrow $
_ft + b ft = ft x $21 = $
Erosion Control $
$45l] Conservation Plan Review
Park Fee $
F're Determined by Engineering
Sewer Main Charge $
ELgrmment necessary ( ) Non Necessary ( )
Total Due $
�
�� _� Make checks payable to: City of Fridley Attach Stipulations
THIS IS AN APPLICATIOI I FOR A PERMIT -NOT VALID UNTIL PROCESSED
I hereby apply for a building permit and I acknowledge that 'be information above is complete and accurate; that the work will be in
conformance with the ordinances and codes of the City of I ri=le y and with the Minnesota Construction Codes; that I understand this is not a
permit but only an application fora
pffmit and yrork is no to s:art without a perrr.it; that the work will be in accordance with the approved
c cI
plan in the case of all Worh re
r
res and�ppr: v� t Fplans. rh_
---. �WHTESIGNATUREOFAPPLICAR
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Kolden Engineering
May 19, 2003
To Whom It May Concern:
ECOPY
RE: Allan Block "Standardized Manual for Pre -Engineered Retaining Walls"
I have reviewed Allan Block "Standardized Manual" wall designs and installation procedures
enclosed with this letter, and certify the designs and design methodologies presented therein,
with the following limitations:
1. The Allan Block segmental retaining wall shall be installed in strict compliance with the
building codes, and have legal permits and inspections as required by the local building
department. Certification of proper installation shall be by the permit holder, and is
beyond the scope of this document. Proper installation is otherwise assumed, and is a
condition of use of this certification.
2. The system used shall be exclusively the Allan Block Retaining Wall Systems addressed
in the attached manual.
3. The retaining wall shall be installed in strict compliance to the Allan Block Installation
Guides, fully satisfying all installation requirements defined therein, including the
specifications or provisions delineated in the "Standardized Manual Procedure," the
General Notes and the Drainage Notes.
4. The soil types and specific site conditions shall be within the limitations defined in the
manual, including slopes above the wall or live load surcharge. No appreciable slope
whatsoever is permitted at the foot of the wall. If tiered walls are used, the foot of the
upper wall shall not be less than two times the height of the lower wall back from the top
of the lower wall. In all cases, the foundation, infill and retained soils shall have a
friction angle of not less than 27 degrees, and have a unit weight of no greater than 120
pounds per cubic foot. The maximum slope above the wall or the maximum surcharge is
as indicated in the manual. Alternatively, the maximum live load surcharge on a level
surface above the wall shall not exceed 125 pounds per square foot. In no case shall
sloping soil surcharges be combined with the live load surcharges; that is, both conditions
existing concurrently are beyond the scope of the manual and this evaluation letter.
Appropriate site and soil analysis shall be performed by others to verify the parameters
fall within the limitations set forth in the design manual. Any wall design that has one or
more specific conditions that are outside the limitations given here and in the manual is
beyond the scope of this certification.
5. Sufficient site drainage shall be provided, as designed by others, but sufficient to prevent
the build up of hydrostatic pressure on the wall at any time during the fiill service life of
the structure; and in full compliance to the Allan Block design criteria. Certification of
site drainage and water management shall be made by the permit holder, and is a
condition of this certification.
Kolden Engineering 17475 Iceland Trail Lakeville, MN 55044 PH: 952-201-5346 FAX: 952-892-7038
Allan Block "Standardized Manual for Pre -Engineered Retaining Walls
Page 2 of 2
6. Where required in the manual, the geogrid shall be the AB Reinforcement Grid, or
approved equal.
7. Wall heights greater than six feet are beyond the scope of both the Allan Block manual
and this certification letter.
8. Global stability and seismic design are not considered, and are beyond the scope of this
certification letter. While global stability and seismic design are probably not going to be
a governing issue for the walls installed within the limitations of the Allan Block manual,
it is impossible to predict the variables of every conceivable application. Therefore, the
permit holder is advised to consult an appropriate design professional if there is any
doubt about the conditions of a wall design for any specific job sit, with respect to global
stability or seismic design requirements.
The evaluation of the Allan Block design manual and wall designs specified therein was
conducted in accordance with the design criteria defined in the Allan Block Engineering Manual
(Reference: ABENG.M5.0196). In my opinion, the retaining wall designs specified therein, used
strictly within the specific parameters indicated, comply with the design criteria indicated, which
I deem is acceptable under the provisions of the building code.
I hereby certify that this plan, specification, or report was prepared by me or under my direct
gupery
nand th t I a ardul_v Registered Professional Engineer under the laws of the State of
Thomas A. Kolden, P.E.
Minnesota Registration No. 24080
Kolden Engineering 17475 Iceland Trail Lakeville, MN 55044 PH: 952-201-5346 FAX: 952-892-7038
Note: An Allan Block Retaining Wall Systems — Standardized Manual for Pre -Engineered Retaining
walls must be on file and accepted by the local municipality for this form to be utilized. This
Standardized Manual must be approved, verified and stamped by a local engineer.
PROCEDURE: Refer to the AB Standardized Manual on file with the Municipality for complete directions.
Determine the required wall height and geometry.
• The wall height (H) represents the distance from the ground surface at the base of the wall to the top of the
wall.
• Identify what the condition above the wall is. The condition above the wall can be one of three things.
Condition I is for a level slope above the wall with no surcharge. Condition II is for a level slope with a
uniform live load surcharge of 125 PSF (generally a load associated with passenger vehicles). Condition
III is for a sloped backfill with no surcharge.
2. Determine the soil classification that is predominant at the site using the Uniform Building Code (UBC). The
Standardized Manual is limited to two soil conditions, which are Sandy Soil or Clayey Soil.
3. Based on the specific requirements for the wall (Wall Height, Condition, UBC Soil Type and Allan Block
Retaining Wall block type) determine the design.
• Geogrid: Determine if geogrid is needed. If the wall height is less than the maximum Gravity Wall heights
and the additional conditions are met the retaining wall can be built without geogrid reinforcement. The
specifications for each Allan Block Retaining Wall block provided Gravity Wall heights..
• Geogrid length, L: Geogrid length is measured from the front face of the Allan Block units to the back of
the geogrid length.
Geogrid Layers: The total number of geogrid layers needed.
Geogrid Position: The location of each geogrid layer above the base.
4. Submit the design and this completed form, which references the AB Standardized Manual to the Building
Department if required.
• Determine what the building department requirements are.
• Identify if the wall falls_within those requirements.
• The Allan Block Installation Guide for Allan Blwk Retaining Walls (when geogrid is needed) or the Allan
Block Installation Guide for Allan Block Landscape Walls (when geogrid is not needed).
• Any additional documents requested by the building department.
LIlV DATIONS:
This manual does not consider the following special considerations. If any of them are present on the site this
manual should not be used without consulting with a qualified engineer.
• Noticeable water within the soil or large amounts of surface runoff directed at the retaining wall.
• A slope greater than 4H:1 V descending from the front toe of the wall.
• Walls built in a terraced application where their space apart is less than twice the lower walls individual
wall height.
• Any wall higher than 6 f , supporting a slope steeper than specified or heavy truck 4.nd highway loading.
• Requirements to include seismic loading in the calculations.
• Requirements to analyze the site for global stability.
DOC # D1133
Last printed 7/7003 11:12 AM
ALLAN BLOCK
RETAINING WALL SYSTEMS
STANDARDIZED MANUAL FOR PRE-ENGINEERED RETAINING WALLS
The following information is provided for construction of retaining walls up to 6 feet
in height Varying soil strengths and loading conditions are addressed. The pre-
engineered walls on the following pages are designed solely for the Allan Block
Retaining Wall System, and are based on the Allan Block design methodology. The
following Allan Block Retaining Wall blocks are included in this manual.
AB STONE
• • ' . '
2,Y
Unit Size: 11 7/ 8"d x 7 3/4"h x 17 5/8"w
Weight: 75 lbs. (approximately)
Coverage: 0.95 sq. ft. per unit
Notes:
Gravity Wall (no geogrid) maximum height is
5.5 ft. The following conditions must be true or geogrid
reinforcement is required according to the pre-engineered
tables for AB Stones.
1. Level slope and no surcharge above the wall
2. Sandy Soil - UBC soil type 3 or better. UBC soil type
4 and 5 requires geogrid reinforcement.
000
Unit Size: 11 7/ 8"d x 7 3/4"h x 17 5/8"w
Weight: 75 lbs. (approximately)
Ceva.95 s . ft. per unit
Notes:
Gravity Wall (no geogrid) maximum height is 4.0 ft. The
following conditions must be true or geogrid reinforcement
is required according to the pre-engineered tables for AB
Classics, AB Rocks, or Dover.
1. Level slope and no surcharge above the wall
2. Sandy Soil - UBC soil type 3 or better. UBC soil type 4
and 5 requires geogrid reinforcement.
AB JUNIOR OR PALERMO
AB LITE STONES OR BARCELONA
sk :wk�T Y
a
1
!E Nn 7".&Atlix 3'
Page 2
Unit Size: 9 1/2"d x 7 3/4"h x 8 1/2"w
Weight 35 lbs. (approximately)
Coverage: 0.46 sq. ft per unit
Notes:
Gravity Wall (no geogrid) maximum height is 4.0 ft.
The following conditions must be true or geogrid
reinforcement is required according to the pre-
engineered tables for AB Juniors or Palermo.
1. Level slope and no surcharge above the wall
2. Sandy Soil - UBC soil type 3 or better. UBC soil
type 4 and 5 requires geogrid reinforcement.
Unit Size: 11 7/ 8"d x 3 7/8"h x 17 5/8"w
Weight 35 lbs. (approximately)
Coverage: 0.48 sq. ft. per unit
Notes:
Gravity Wall (no geogrid) maximum height is 4.0 ft The'
following conditions must be true or geogrid reinforcement
is required according to the pre-engineered tables for AB
Lite Stones or Barcelona.
1. Level slope and no surcharge above the wall
2. Sandy Soil - UBC soil type 3 or better. UBC soil type 4
and 5 requires geogrid reinforcement.
Page 3
STANDARDIZED MANUAL PROCEDURE
1. Determine the required wall height and geometry.
• The wall height (H) represents the distance from the ground surface at the
base of the wall to the top of the wall.
• Identify what the condition above the wall is. The condition above the wall
can be one of three things. Condition I is for a level slope above the wall
with no surcharge. Condition II is for a level slope with a uniform live load
surcharge of 125 PSF (generally a load associated with passenger vehicles).
Condition III is for a sloped backfill with no surcharge.
Condition I: Condition II: Condition III:
Level Slope.
No Surcharge
Level Slope
125 PSF Surcharge
Slope Backfill
3:1 Maximum
No Surcharge
2. Determine the soil classification that is predominant at the'site using the Uniform
Building Code (UBC).
Sandy Soil - Soil Twe 3
This soil type includes Sandy
Gravel and/or Gravel (GW and
GP)
Clay Soil - Soil Type 4/5
This soil type includes Clay, Sandy
Clay, Silty Clay, and Clayey Silt (CL,
ML, MH, and CH) And/or Sand, Silty
Sand, Clayey Sand, Silty Gravel, and
Clayey Gravel (SW, SP, SM, SC, GM,
and GC)
Note:
When using this standardized manual to obtain building permits it may be necessary
to document the UBC soil type. Assistance from a licensed engineer in the form of
a letter identifying the specific soil may be helpful, however a complete soils report
and investigation should not be necessary. In many residential developments a soils
investigation is available from previous property development. The developer,
building department or public works department may have these reports on file.
Page 4
3. Based on the specific requirements for the wall (Wall Height, Condition, UBC
Soil Type and Allan Block Retaining Wall block type) determine the design.
• Geogrid: Determine if geogrid is needed. If the wall height is less than the
maximum Gravity Wall heights and the additional conditions are met the
retaining wall can be built without geogrid reinforcement The specifications
for each Allan Block Retaining Wall block provided Gravity Wall heights.
• Geogrid length, L: Geogrid length is measured from the front face of the
Allan Block units to the back of the geogrid length.
• Geogrid Layers: The total number of geogrid layers needed.
• Geogrid Position: The location of each geogrid layer above the base.
4. Submit the design to the Building Department if required.
Determine what the building department requirements are.
Identify if the wall falls within those requirements.
If a building permit is required submit the following:
v The Standardized Manual with the specific design that applies to the wall
identified.
The Allan Block Installation Guide for Allan Block Retaining Walls (when
geogrid is needed) or the Allan Block Installation Guide for Allan Block
Landscape Walls (when geogrid is not needed).
Any additional documents requested by the building department
5. This manual does not consider the following special considerations. If any of
them are present on the site this manual should not be used without consulting
with a qualified engineer.
Noticeable water within the soil or large amounts of surface runoff directed
at the retaining wall.
• A slope descending from the front toe of the wall.
• Walls built in a terraced application where their space apart is less than twice
the lower walls individual wall height
• Any wall higher than 6 ft, supporting a slope steeper than specified or heavy
truck and highway loading.
Requirements to include seismic loading in the calculations.
Requirements to analyze the site for global stability.
ALLAN BLOCK TYPICAL SECTION
The section below is a typical section of an Allan Block Retaining Wall. Various
conditions are noted relative to the above the wall condition. Additionally,
dimensions pertinent to the wall design are defined within the drawing.
Figure 1: Allan Block Typical Section
OPTIONAL ALLAN
BLOCK CAPSTONE
ALLAN BLOCK
AB STONE,
AB CLASSIC,
AB ROCKS, AB
JUNIOR OR AB
LITE.. STONES
BLOCK —�
WALL
HEIGHT, H
1 BLOCK
TYPICAL
T
6 in
J_
' p5F S�RCHPRGE
125
4 in DRAIN TILE
VENTED TO DAYLIGHT
GEOGRID
REINFORCED
BACKFILL
Page 5
8 PCKF\L�-
5`OPEp M p,X�M�M
3�
UNDISTURBED
NATIVE SOIL
I
-WELL GRADED 3/4in GRANULAR
DRAINAGE ROCK WITH
LESS THAN 10% FINES
LAYER #3
LENGTH --►
LAYER #2
-GEOGRID REINFORCEMENT, 500 Ib/ft
MINIMUM LONG TERM ALLOWABLE
DESIGN STRENGTH, SEE DESIGN
TABLES FOR GEIOGRID POSITION
4 in DRAIN TILE
VENTED TO DAYLIGHT
ALLAN BLOCK TYPICAL SECTION NOT TO SCALE
AB STONES
noun
i�i%�'.
MW
Condition
Condition 1:
Table 1: SANDY SOIL UBC Soil Type 3
Condition 11:
Page 6
Condition 111:
Condition Above
Wall
Wall Height,
ft
Geogrid Length, ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
- - - -
4
- -
5 -
- - -
6 4
1 1 3 5 7
II: 125 PSF
Surcharge
3
-
- - - -
4 -
- _ - -
5 3
1 3 5 -
6 4
1 3 5 7
III: 3:1 Maximum
Slope Above the
Wall
3
-
- - - -
4
- - -
5 -
- - - -
h 4
^1 3 5 7
Table 2: CLAY SOIL -- UBC Soil Type 4/5
Condition Above
Wall
Wall Height,
ft
Geogrid Length, ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
-
-
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
II: 125 PSF
Surcharge
3
3
1
3
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
III: 3:1 Maximum
Slope Above the
Wall
3
3
1
3
- -
4 3 1 3
- -
5 4 1 3
5 -
6 4 1 3
5 7
AB CLASSIC, AB ROCKS, and DOVER
Page 7
Condition 1: Condition 11: Condition 111:
Table 3: SANDY SOIL - UBC Soil Type 3
Condition Above
Wall
Wall Height;
ft
Geogrid Length, ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 layer #3 layer #4
I: No Slope or
Surcharge
3
-
-
-
- -
4 - _ _
_ _.
5 3 1 3
5 -
6 4 1 3
5 7
II: 125 PSF
Surcharge
3
-
-
-
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
III: 3:1 Ma)amum
Slope Above the
Wall
3
-
-
-
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
Table 4: CLAY SOIL — UBC Soil Type 4/5
Condition Above
Wall
Wall Height;
ft
Geogrid Length, k
Geogrid Position (# courses above base)
Layer #1Layer #2 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
-
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
If: 125 PSF
Surcharge
3
3
1
3
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
III: 3:1 Ma)amum
Slope Above the
Wall
3
3
1
3
- -
4 3 1 3
- -
5 4 .1 3
5 -
6 4 1 3
5 7
AB JUNIOR and PALERMO
Page 8
noun
NOs`
V � V
p%r
Condition 1:
Table 5: SANDY SOIL - UBC Soil Type 3
Condition 11: Condition 111:
Condition Above
Wall
Wall Height,
ft
Geogrid Length, ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 1 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
-
-
- -
4 - - -
- -
5 3 1 3
5 -
6 4 1 3
5 7
II: 125 PSF
Surcharge
3
-
-
-
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4. 1 3
5 7
III: 3:1 Maximum
Slope Above the
Wall
3
-
-
-
- -
4 31 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
Table 6: CLAY SOIL - UBC Soil Type 4/5
Con&tion Above
Wall
Wall Height,
ft
Geogrid Le ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
-
-
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
II: 125 PSF
Surcharge
3
3
1
3
- -
4 3 1 3
- -
5 3 1 3
5 -
6 4 1 3
5 7
III: 3:1 Maximum
Slope Above the
Wall
3
3
1
3
- -
4 3. 1 3
- -
5 4 1 3
5 -
6 4 1 3
5 7
Page 9
AB LITE STONES and BARCELONA
Table 7: SANDY SOIL - UBC Soil Type 3
Condition 111:
Condition Above
Wall
Wall Height,
ft
Geogrid Length, ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
-
-
- -
4 - _ -
_ _
5 3 1 2 6
10 -
6 4 2 1 6 1
10 1 14
II: 125 PSF
Surcharge
3
-
-
-
-
4 3 2 6
- -
5 3 2 6
10 -
.6 4 2 6
10 14
III: 3:1 Ma)amum
Slope Above the
Wall
3
-
-
-
- -
4 3 2 6
- -
5 3 2 6
10 -
6 4 2 6
10 14
Table 8: CLAY SOIL - UBC Soil Type 4/5
Condition Above
Wall
Wall Height,
ft
Geogrid Length, ft
Geogrid Position (# courses above base)
Layer #1 Layer #2 Layer #3 Layer #4
I: No Slope or
Surcharge
3
-
-
-
- -
4 3 2 6
-
53 2 6
10 -
6 4 2 6
1 10 14
II: 125 PSF
Surcharge
3
3
2
6
- -
4 3 2 6
- -
5 3 2 6
10 -
6 4 2 6
10 14
III: 3:1 Ma)amum
Slope Above the
Wall
3
3
2
6
- -
4 3 2 6
- -
5 4 2 6
10 -
6 4 2 6
10 14
Page 10
GENERAL NOTES
1. All design tables in this manual have been constructed with the Allan Block
design methodology, ABENGMAN1099.
2. Retaining wall units and installation must conform to the Allan Block Modular
Retaining Wall Systems Specification Guidelines and the Geogrid Reinforcement
Systems Specification Guidelines as published in the Allan Block Design Manual,
ABENG.M11-99 and the AB SPEC BOOK, ABENG4-00.
3. All installation procedures must be in accordance with the Allan Block installation
guidelines, ABINST.1-0600 or ABINST.2-0600.
4. Base trench must be excavated to undisturbed soil. Remove any unsuitable or
unstable soils and replace with compacted structural fill. Do not over excavate
for the base trench unless it is necessary to remove unsuitable or unstable soils.
5. Minimum embedment depth of base course is 1 in. per ft of wall height
minimum for gravity walls (no geogrid). For all geogrid reinforced walls 1 block
(8 in) should be buried. Geogrid Reinforcement must have a minimum Long
Term Allowable Design Strength of 500 lb/ft
EMBEDMENT DEPTH rza • . .
FINISH GRADE.
BELOW WALL � I �
4 in (100 mm) DRAIN TILE
VENTED TO DAYLIGHT
ALLAN BLOCK SECTION - EMBEDMENT DEPTH
6. Global stability and seismic loading are not considered in this design. It is the
responsibility of the project owner to determine if local codes or conditions
necessitate their inclusion in the wall structural analysis.
7. If the site conditions, soil conditions or water conditions vary from those listed in
this manual a qualified engineer must be consulted to evaluate the conditions.
8. Reference documents are available at allanblock.com.
Page 11
DRAINAGE NOTES
1. If water is encountered in the area of the wall during excavation or construction,
a drainage system (chimney, composite or blanket) must be installed as directed
by the geotechnical or site engineer.
4 in (100 mm) ----7�` -'— 4 In (100 mm) DRAIN TILE
DRAIN TILE VENTED TO DAYLIGHT —/ 37. MINIMUM FALL VENTED TO DAYLIGHT
6 In (150 mm) MINIMUM
ALLAN BLOCK TYPICAL SECTION — CHIMNEY DRAIN
2. Drain tile must be vented to daylight at the ends of the wall. If this is not
possible vent the drain file to daylight through the wall face, above finish grade,
at a minimum of 50 ft intervals.
CUT NOTCH IN ALLAN
BLOCK TO ALLOW FOR
DRAM. TENDMZY 1D
DRAIN PIPE
\�
u
DR YARIMUE IRISE N
O. -M OR
DRAINAGE ROCK 025 In
OF
D< ORm/FFR1 EATER RIS
'a
LESS THAN 109. FINES
FINISH GRADE TO
WELL GRADED GRANULAR
4 In (100 GIRD) DRAIN TILE
THE WALL FACE WITH a
VENTED THROUGH THE FACE
AN IMPERVIOUS SOIL
DRAINAGE RDCK 0.23 In to
13 in IS mm to 30 mm)
H
POSSIBLE ELEVATION ON 50
. :{;,." •.
Ft (15 m) CENTERS MAXIMUM
LESS THAN 106 FlNES
1
0.7
H
6 In (150 mm) MINIMUM
\
BLANKET DRAM
4 in (100 mm) ----7�` -'— 4 In (100 mm) DRAIN TILE
DRAIN TILE VENTED TO DAYLIGHT —/ 37. MINIMUM FALL VENTED TO DAYLIGHT
6 In (150 mm) MINIMUM
ALLAN BLOCK TYPICAL SECTION — CHIMNEY DRAIN
2. Drain tile must be vented to daylight at the ends of the wall. If this is not
possible vent the drain file to daylight through the wall face, above finish grade,
at a minimum of 50 ft intervals.
CUT NOTCH IN ALLAN
BLOCK TO ALLOW FOR
DRAIN PIPE
WELL GRADED GRANULAR
DRAINAGE ROCK 025 In
TO IS In (5 mm TO 38 mm)
'a
LESS THAN 109. FINES
FINISH GRADE TO
SLOPE AWAY FROM
4 In (100 GIRD) DRAIN TILE
THE WALL FACE WITH a
VENTED THROUGH THE FACE
AN IMPERVIOUS SOIL
OF THE WALL AT THE LOWEST
OR SURFACE.
POSSIBLE ELEVATION ON 50
. :{;,." •.
Ft (15 m) CENTERS MAXIMUM
LOW PERMEABILITY
GRANULAR MATERIAL
PLACED IN CORES OF THE
ALLAN BLOCK AS WELL
AS M THE INFILL SOIL -
3. Surface water must not be allowed to pond or be trapped in the area above or
below the wall. Water must not be allowed to drain over the top of the wall.
Establish final grade with a positive gradient away from the wall structure. .
4. Concentrations of surface water runoff should be managed by providing
necessary structures, such as paved ditches, drainage swales, catch basins, etc.
PER9EABLE CONCRETE'
R ASPHALT LINMG
I2 (100 mm) THICK
Page 12
4 Im. (100 mm)
VEGITATION OR
EROTION CONTROL
B Im. (200 mm)
IMPERMEABLE SOIL
ALLAN SLOCiG SECTION - SWALE DETAILS
5. All roof eaves near the wall must be guttered and discharged away from the wall.
Gutters, downspouts and connections must have adequate capacity to carry
storm water away from the wall.
6. Irrigation activities at the site should be done in a controlled and reasonable
manner.
S-X,a krrr__j5 N w
NEW [ j CITY OF FRIDLEY Effective 1/1/2003
ADON (j 6431 University Ave NE, Fridley, MN 55432 (763) 57 -3604 Bldg Insp
ALTER [ ] SINGLE FAMILY AND DUPLEXES R-1 AND R-2 (71 -12J�7 Fax
BUILDING PERMIT APPLICATION /J� 1 U�
Construction Address:
Legal Description:
Owner Name & Address:
Contractor: SeA4Wp C15, MN LICENSE
Address:� �� ia,�ria v (?�-1� �3 , S�R PZUJ -_5;� 11 Tel.
LIVING AREA:
GARAGE AREA:
DECK AREA:
OTHER:
Attach to this Spp4cation, a Certificate of Survey of the
lot, with the proposed construction drawn on it to scale.
DESCRIPTION OF IMPROVEMENT
Length Width I Height Sq. Ft. Q
Length Width �® Height Sq. Ft. 4<0
Length Width Hgt/Ground Sq. Ft.
;Construction Type: Estimated Cost: $T
Driveway Curb Cut Width Needed: Ft. + 6 Ft = Ft x
:DATE:/ �, APPLICANT: Tel. #9Si ,A�6 33
Call (763) 572-3604 for Permit Fees if mailing in application. Fax to 63-579-1287 if using credit card and we will
call you for card number.
Permit Fee
fire, Surcharge
State Surcharge
SAC Charge
;license Surcharge
Curb Cut Escrow
Erosion Control
P -.a r_- 06-y.QA,5
Sewer Main Charge
$ 5 lia5'
$ 4.WD
$ 'l�1
$
TOTAL $ LI L41.,-19
CITY USE ONLY -
Fee Schedule on Reverse Side
.001 of Permit Valuation (1110th%)
$.50!$1,000 Valuation
$1275 per SAC Unit
$5.00 (State Licensed Residential Contractors)
Alt. "A" or Alt. 'B" Above
$450.00 Conservation Plan Review
Fee Detennined by Engineering
Agreement Necessary[ } Not Necessary[
PLOT PLAN
4 -
Mr. Robert LeClaire
4624 3rd St. NE
71
Fridley, MN 55421
H763-571-2107 612-661-4918
LOT SIZE:
X13( T
"Ilk
t
--77
HOUSE SIZE:
11771!
SQ. FT.
CITY
CROSS STREETS:
--A
T
AND
-T
44--
"4
DIRECTION
LEGAL DESCRIPTION
LOT:
4 - - ----
BLOCK:
ADDITION:
14
.-�
LOT SIZE:
X13( T
"Ilk
t
HOUSE SIZE:
SQ. FT.
CROSS STREETS:
T
AND
44--
"4
DIRECTION
t
SUSSEL GARAGES
�12 �
Manufactured Trusses
ROOF: GABLE REVERSE GABLE HIP
EAVE OVERHANG:
RAKE OVERHANG:
SEAL DOWN SHINGLES WITH PLYWOOD OR
WAFERBOARD ROOF SHEATHING AND 15 LB. FELT.
Roof Sheathing��
Seal Down Shingles
2" x 4" DbVTriple
Top Plate
NOTE:
1) Roof approved by Minnesota State Buliding Dept. as meeting Minnesota State
Code Requirements of 40# snow load.
RAFTERS: Trusses @ 24" O.C.
STUDS: 2" x 4t316" O.C.
WALL SHEATHING:
SIDING C!EA-1 f �
OVERHEAD DOOR HEADER: Double 2" x 12" or 2 - Micro Lams x
2"x 4" studs
2"x6"
Treated Bottom Plate
Sill Sealer
1 Row 6" Concrete Blocks
11 �
SLAB: NOMINAL 4" RE-INFORCED CON(
(t*'J
Ice and Water Protection
Trim
1"x4"
Sub Fascia
\ Fascia
Soffit
3/4" Cove
—2" x 4" Studs
*--'Siding
5/8° Gyp. Shts. Only
on Walls within
3' of interior lot Lines,
Floor to Roof Shtg.
1/2" x 7" Anchor Bolt
w/Re-Bar Tle
To Slab
2" x 4" Treated Bottom Plate
--•-•-•-•-•-•-•-•- - _ °f Above Grade
I 8"
�♦ Grade
Form TT -077A
Nge2of2
Figure 1. Recommended construction details for APA portal frame bracing without hold- ns
MAX.
HEIGHT
10'
EXTENT OF HEADER
A
. y MIN. 3" X 11.28" NET HEADER
L
.� 8' TO 18'
FASTEN TOP PLATE TO HEADER WITH TWO
ROWS OF 1813 SINKER NAILS AT 3" O.C. TYP.
1000 LB STRAP OPPOSITE SHEATHING
FASTEN SHEATHING TO HEADER WITH 8D
COMMON OR GALVANIZED BOX NAILS IN 3" GRID
PATTERN AS SHOWN AND 3" O.C. IN ALL
FRAMING (STUDS, BLOCKING, AND SILLS) TYP.
WIDTH BASED ON 6:1 HEIGHT -TO -WIDTH RATIO:
FOR 120" HEIGHT, MIN. WIDTH - 20", FOR 98"
HEIGHT, MIN. WIDTH a 16", ETC.
MIN. (2) 2x4
- MIN. (2) 2x4
FOR A PANEL SPLICE (IF NEEDED), PANEL EDGES SHALL BE 1
BLOCKED, AND OCCUR WITHIN 24" OF MID -HEIGHT. ONE ROW
OF TYP. SHEATHING -TO -FRAMING NAILING 19 REQUIRED.
IF 2X4 BLOCKING IS USED, THE 2X4'8 MUST BE NAILED
TOGETHER WITH 318D SINKERS
MIN. 2"X2"X3/18" PLATE WASHER
_ ANCHOR SOLT PER CODE
U
SHEATHING FILLER
IF NEEDED
16D SINKER NAILS IN
2 ROWS ® 3" O.C.
1000 LB HEADER STRAP
318" MIN. THICKNESS WOOD
STRUCTURALPANEL
SHEATHING
MIN. 2x4 FRAMING TYP.
SECTIONA-A,,,,,
7011 South 19th Street. P.O. Box 11700. Tacoma, WA 98411-0700
Telephone: (283) 888-8800 • Fax Number. (283) 888-7265
FRAMING FOR
16D NAIL ® 24
GYPSUM WALL
IN. O.C.
BOARD.
(OPTIONAL)
BD NAIL ® a IN.
O.C. IN ALL
PANEL EDGES
NOT PART OF
PORTAL FRAME
PORTAL FRAME
WALL
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Job Name: _Truss ED: Al Qtv: 2 Orwa_
lite x-mr-
RL=T SIZE 334.0
1 0- 2- 0
1204 4.00" 1_89.-
2 19-30- 0
1209 4.00" 1.89"
81te R620IREMUTS sho are based QILT
an the twos nateclal at each bearing
IC BOWCE
AxL SHO, CSI
1-2 -2277
0.0e 0.51 0.59
2-3 -1941
0.34 0.37 0.71
3-4 -2277
0.09 0.51 0.59
BC FCRCc AXL Pao CBI
5-6 2076 0_51 0,;0 0.91
6-7 1912 0.47 0.18 0.65
7-9 1912 0.47 0.18 0.65
8-9 2076 0,5L 0.40 0.91
NES FORCE CSX NCB 6CAC2 CSI
2-6 295. 0_14 3-7 03 0.05
2-7 83 0_05 3-8 235 0.14
TC 2x4 SPY C2LOOF1,81 Plating spec • ANSI/TPI - 1995
2x4 SPP ft/02-CAN 2-3 TRIS DESIGN IB TnB COMPOSITE RESULT OP
BC 2x4 SPF #1/42-CA18 MULTIPLE LOAD CASES.
NRB 2x3 SPF Slim -CAN IRC/IBC trues plate values are based on
Drainage most be provided to avoid ponding. testing and approval as required by FRC 1703
nip -Drop : 0-1-9 and ANSI/TPI and are reported in available
This truss is designed using the doeunents such as ICBO #1607.
ASC97-98 Wind Specification
Bldg Enclosed = Yee, Importance Factor o 1.00
Truss Location = Not End Zone
Hurricane/Ocean Lane - No,Exp Category m C
Bldg Length - 40.00 ft, Sin width o 26.00 ft
dean roof height - 9.49 ft, mph = 90
TPI Standard Occupancy, Dead Load = 10.2 pof
Designed as Main Wind Force Resisting System
and Components and Cladding
Tributary Area a 60 sgft
This design based on chord bracing applied
per the following schedule:
max 0.c. from to
£C 36.0011 7-11- 4 12- 0-12
UPLIFT REACTIC04(S)
Support Main B lib NON --Wind
2 -168 lb
7.114 4-1-8 7-11.4
7-11.4 12-0.12 20-0.0
7.11.4 I 4.1.8 I 7-11-4
1 2 g 4
4.06
5 X10 2
211
4.4 4-4 3.3.7
SFIIP
S-0.3 t5 �-s..1s1
2.4 3-0 2.4
20-0.0 D-0
3 B 7 8 9
54-14 4-7-2 4-7-2 i 5,4.14 i
5.4-14 10.0-0 14.7.2 20.0-0
All plates are 20 gauge Truswal Connectors unless preceded by WWI for HS 20 gauge or "1111" for 18 gauge, posilloned per .taint Detail Reports available from Tnsswal Software, unless noled.
ME DEFLECTION (open) c
1./999 MEM 7-6 QIVE) LC 1
L= -O.IL" D= -0.06" T= -0_
d'oint Locations =--
1 0- 0- 0
6
5- 4-14
2 7-11- 4
7
10- 0- 0
3 12- 0-12
B
Id- 7- 2
6 20- 0- 0
9
20- 0- 0
5 0- 0- 0
812112006
Scale: 3118' =1•
nEnineered
Building
Components
-
146 Washinglon Ave, S.
ff /L1'(1Y11V V Read ail notes on this sheet and give a copy of it to the Freceing Contractor.
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ac Dead 1Di30psf
TOTAL 5200 psi
Apprax.tWG?erPly: BD lbs
DurFacs "As Pe1,15
RepMbrBud 1.15
O.C.SpaCiR 9 2 0-0
Design Spec IRC4
Satin T6.5.S1- 0
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ERG x -LOC EGA= 3228 BLQ'e TC 2X4 SFr C2loan.e6
1 0- 2- O plating2i spec ANSZ/TPI - 1995
2 19-30- O L 1913 4.00°913 4.00- 2.43^ 2X4 SPF 61/82 -CAN 2-4 THIS UggliLS THE CODOWITS RESULT Or
2.43, BC 2X9 SPF C2101IM SE
Bit6-420IR3W-M shorn ane based ONLY MDLTZPLE LORD CASES.
on the trues material at each bearing mS26H 2x3 SPP STUD -CAM ZRC/IBC truss plate values are based on
Drainage uBt be provided to avoid pending. testing and approval as required by IHC 1703
71C EMACEn7o atm X51 Permanent bracing is required 4by others) to and ANSEAM7 and arca reported in available
Prevent rotation/toppling. See HCS1 1-03 doeaments such ae IC80 81607.
1-2 -4315 0.20 0.39 8.58 and ANSI/TPI L.
2-3 -4008 0.37 0.39 0.76
3-4 -4908 0.37 0-39 0.76
4-5 -4316 0.20 0.39 O.S9
PC rMr. AHI. Hh9 car
6-7 4025 0.42 0.15 0.57
7-0 4035 0.42 0.19 0.62
8-9 4034 0.42 0.19 0.62
9-10 4025 0.42 D.L5 0,57
WE, TUMM Cal l® PORCH CSI
2-7 327 0.20 4-8 653 0.51
2-8 853 0.51 4-9 327 0.20
3-8 -349 0.11
6-41.4 4.0.12 4.0.12 5-,1.4
5-11.4 10.0.0 14.0.12 20.0.0
5-11-4 8-1-6 5.11 4
1 5-114 2 3 5
4 CM 29611 2165 X00
UPLIFT REACTIONIs)
Supl:sirt Mai21Win 2tcn-Hind
Chit:
2 -210 ib
T"s trues is designeck using the
TC Live
ASC87-98 Mind Speeification
Approx. Wt. Per Ply: 81 lbs
21dg Enc30aed = Yes, Importance Factor - 1.00
7.00 psi
Truss Location = Not End Zone
BC Live
Harr-tcane/Ocean Line = No , Earp Catego = C
Bldg Length - 40.00 Pt, HlWidth = 26.00 £t
dg
Mean roof height = 9.15 ft, mph o 90
BC Dead
TPI Standard 0oarpancy, Dead Load = 10.2 pe€
O.C.Spacing 2-0.0
Designed as Main Wind Force Resisting System
and Compensate and Cladding
TOTAL
Tributary Area a 67 eq€t
Sevin Te,6,31 - 0
CASE NI DESIGN LOADS ----------------
Dir L.PIf L. Loc R.plf R.Loc
LL/TL
7C vert 104.00 - 1- 0- 0 104.00 0- 0- 0
0.67
TC Vert 84.00 0- 0- 0 84.00 5-11- S
0.83
TC Vert 1(11.28 5-11- 4 101.28 14- 0-12
0.83
TC Vert 84.00 14- 0-12 84.00 20- 0- 0
0.83
TC Vert 104.00 20- D- 0 104.00 21- 0- 0
0.67
HC Vert 38.23 D- D- D 38.23 5-11- S
0.00
HC Vert 97.51 5-11- 4 97.51 14- 0-12
0.51
BC Vert 38.23 14- D-12 38.23 20- 0- D
0.00
.Type.., lbs X.Loc LL/TL
TC Vert 60.0 - 1- 0- 0 1.00
TC Vert 160.1 5-L1- 4 1.00
TC Vert 36.0 5-L1- 4 0.00
TC Vert 180.1 14- 0-12 1.00
TC Vert 35.0 14- 0-12 0.00
TC Vert 60.0 21- 0- 0 1.00
T 5$ 2-4 5.6
4-0 T
2a
T-0-3 15 4-8 a y03./6 I -7
2.4 3-6 2.4 1
20-0-0 iii
8 � 8 9 10
6.043-11-3 3.11.6 6-0-8
6-0-8 10.0-0 13.11-8 20.0.0
All plates are 20 gauge Truswal Connectors unless preceded by "MX' far HS 20 gauge er `H" for 46 gauge positioned perJoFnl Detail Repnds available from Tmswai software, unless noted,
a
ffAIUVL1YV Rwd all notes on thissheel and gnr a copy oifit to [lie Erecting CenIM016r,
Engineered 7hisdesignisforanindividualbuiadingcompmrmtnoluusss}iterrL 3thashoambasedonsp4a6cnionsprovidedhylo,ownpmmaLinatanfsc9urer
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BuiIQFng Mclsbcvenfiadbylheomepooma=Sjjfsturcran&0rbuitdireekdowprior iolabdraeon.Thcbuildngdsignramuuuserwolhartiseaoads
110imllonlhisdaWgnmedore-reedikeloading impMedbythe tMIbuildingepdeand sheparliedarapplkmian 7hedesign msunslhallhetop chcffi
Components is erillybcs-Ad bylhemoforDoor shmillitgand Mahatwmebmdiilaleralhbmwd yarigid zMaihiagmaierWdimly uradred,aNessoftm ise
noted. wingslry-m isBorb0e¢I yd'centpao,-n[smambosenh•rorcduxbucklingIerrglh.71dieaanpnnemshallnot UPIKedinany
at',*MUM11nalwill ceuielhermistsmco0ntentefihcwnodae¢ntdl9fieanftrquscuoanworpliteooneien gabricamliandleinsiali
and br -e chis ova in amordanre with the follindre siandards-loin; andCuaing Defad Repays' ovailalsle as onpm Ihoan Tnswal sollwara.
WNW" V- Wood Tmss Comsii af_4mcrka SIEmdsd Design Re Wansttaflim%UILDING COMPON ah7• SAFETY' IWF0P-MATIW4'-
148 Wasilinglon Ave. S. (SCSI 1-0) mil M CS1 sl:_WMARY SHEETS' bg WTCA and TPL T& 7nrts Plaie EnaRate (TPi) is loosed In 5113 DOrrif a, Drive, Madison,
Hopkins,MNISM3 (852)rA-49D2116'iarantin537L97he.4niericanForasiendPaperAssoaalimr(.4FPA)is5arateditE]11LS[bSt¢[,TW,Sn6004Vashiyglon,DC20036.
MAX DEFLSCTIOM {span) :
L/825 MSM 7-8 (LIVE) LC 1
I= -0.29° D- -D.14- T= -0.,
= Joint Locations --=
®1� 0- 0 0 6 0- 0- O
2 5-L1- 4 7 6- 0- 8
3 10- G- 0 8 Lo- 0- 0
4 14- 0-12 9 13-L1- 6
5 2D- 0- 0 10 20- 0- 0
8/21/2006
Scale, 3146" a 1'
Eng. Job: ,EJ.
WORK ORDER#
Chit:
Dsgnr:
DB18011
TC Live
35.00 psi
Approx. Wt. Per Ply: 81 lbs
TC Dead
7.00 psi
DDrFacs L=1A5 P-1.16
BC Live
0.00 pet
Rep alba Bnd 100
BC Dead
10,00 psf
O.C.Spacing 2-0.0
Design Spee IRC
TOTAL
52.00 psf
Sevin Te,6,31 - 0
a
M
Lh
M
M
N
In
Ol
O
U
P4
W
Ol
LQ
N
Job Name: - Truss ID: J1 Qty: 10 Drwa:
aBG x-rrx
MEACr 816t 1000-0
1 O- 2- 0
473 4.00" 1.501-
.50"2
25- 9-C
1D0 4.00" 1.30"
3 5- 9- 4
209 4.00" 1.50^
BRo RCWJIPMMNrs shown are basad MY
an the truas anterial at each bearing
7L• PORCe
Ntl EM COX
1-2 -420
0.90 0.15 0.15
2-3 -43
0.00 0.15 0.15
3-0 -4
0.00 11.00 O."
BC MP=O Axi Yno COI
4-5 303 0.09 0.13 0.23
5-0 0 0.00 0.00 G.00
NEB Form C91 RSB XoRC6 Cor
2-5 -411 0.15
TC 2x4 SFF kl/112-CAM
Bc 2x4 SFF 41/82 -CAF
MES 2x3 SFF STUD -CAN
Mark all interior bearing location.
Iastall interior suplaortiel before erection_
Shiva beariags (if needed) for reg, support.
Plating speo : ANSI/M - 1995
TRIS DEBIGN Is MM CO MSITB RESULT OF
MULTME LOAM CASES.
LRC/211C truss plate valves are based on
testing and approval as regn1red by TBC 1703
and ANSI/TBI and are reported in available
documents such as ICBG #1607.
34-9
344
4�-
2.6-12�
5.11.4
UPLIFT REACTIONS) :
support C&C b Non wind
2 -64 lb
3 -50 ib
Thia truss is designed using the
A9C67-9B Find Specification
Bldg Enclosed - Yes, Importance Factor - L.00
Trues Location = Not End Sane
Rarricans/Crean Line - No , Exp Category c C
Bldg Length = 40.00 ft, Bldg Width = 26 -DG ft
Mean roof height = 9.00 ft, uph = 90
TPI Standard Occupancy, Dead Load = L0.2 psE
Designed as Main Find Force Eesistiag System
and Coa ponsants and Cladding
Tributary Area - 32 sgft
2-7-7
SHP
MAX DBFLBCTI]IM (span) r
L/999 MM 4-5 (LnM) LC 1
L= w_01" D= -0.03" T= -D.'
=1 Joint Lnoations �__
,Joint
0 4 0- 0- D
2 3- 4- a 5 5-11- 4
3 5-11- 4
5-114
4 g
5-11.4
5.11.4
8/21/2006
All plates are 20 gauge Truswal Conn=lors OVER 3 SUPPORTS
unless preceded tiY'MX" for HS TO gauge or "H" for 1G ®Boge, positioned per JoIrA Detail Reports avalFsbleirom Truswa11 l software, unless noted.
Seale: 19132" = r
WARNING Read all notes o;•i 11jis skeet and gi we a copy of it to the Erecting Con rracror.
Eng' Joh .15J.
Engineered
7hstksytnfor animlMdualbuild9a2componentr inns system. ItInbeen based fmipeci6maonsProvided byThe ownpancra.Mmakettver
done inamordencewitislhecuscrt
Ctdc;
WORK ORDS R#
Building
and versions arm wdAFPAdesignslardards. Nonspormbi5tyisamumedeordimeetieoalnxurwy. Dimensions
membescnliedlrrw d§ecampancatm,tnuiaclarcrandabuildingdesignerr4iorm6hricrtiay. The! toildingdcsgnamust aw-cuinthee Onleads
utiliaedasthisdesiperect
Dsgni:
DB18a11
amponents
exceedOrLasdingimposedbythe local boitdingcoo wdthe psuimisapplissiort7hededguanunjorbulhetupclurd
isbleallybramibythesnorernaorsheubingandthebottomchardislaterallybraxedbyarigidshw2ingmalmialdirectlys robed, ueltsselhernise
uasnd.Brxtngihaxnisfar laterdsupper. ofoomponaftcrniWsanlyto
TOUve MAD pat
Approx. WLPer PAY: 23 lbs
reduce bueklingteupb. This amponemalvrariot bepbeadimany
0Minr9MM;hastlleumethemoishavconminfebosoedtoescrod19%andrmmmetonncaorplaseamrodaiFstricate,handle, install
TO Dead 7.00 pal'
BC Live
DarFs6SL=1.1513=1.15
Rep MbrBnd4.15
and trace this [rust inrcoordaacewith the following sandards3aintandOningEWAIttePods!Msila69eesomput6oninneatrattaase„
CADpsf
146 Washington Ave. S.
Hopkins, M 55343
'ANSLMPr e.'w7CA r • Wrol TrsmQuncil erAfaMQ1 StEdud Desi3a COMPONMW W07Y WOMMA O .
MM 1-44 rands-mCS) SUMMARY SR6B75'twXV MAMW 7M. The Tnui fame nstitae (Vi) i5 brAft! M 583 DUrafisoDrive. Madium,
BC Dead 1p M pst
OC.Spetislg 2-0-11
Design Spee IRC
(952) 935.4902
Mriscensin 1719. The Amer an Forest andPsperAsmdaGtc5G1 PA) it located as 11 is 191h area¢ .VV,Sre.860,WsshinglOn,pC28036.
TOTAL 52.00 p3(
Sesigneqn Spec - 0
77�1 r4
X16
KBH CO_ NSULTINQ INC.
PaulD. Schimnowski,.Owner..................-........................._............»_......-................,-.........-...........-......-.---_............._.................._...............
August 22, 2006
Robert LeClaire
4624 3`d Street NE
Fridley, MN 55421
RE: Segmental Retaining Wall Typical Sections
4624 3`d Street NE
Fridley, Minnesota
KBH No. 2006.092
Dear Mr. LeClaire:
This letter is being sent to discuss our typical engineered section for the segmental retaining wall at the
4624 3"d Street NE project in Fridley, Minnesota. This design is based on written information provided
by you during a site visit on August 22, 2006. No formal soil report was provided for this project.
I understand that the proposed Allan Block Classic Retaining Wall System will be located along the north
property line. The wall will vary in exposed height from 5.5' to 1' and will be about 100' long. Level
slopes will be located at the top and bottom of the wall. A minimum embedment depth of 6" should be
maintained for all wall sections. No other surcharge or groundwater loads have leen designed for the
wail. Direct all surface drainage away from the wall.
The attached typical section should be referenced for the appropriate wall section height. Special note
should be made of the wall embedment depth and the geosynthetic fabric (geo-grid) length as measured
from the front face of the wall. Refer to Allan Block Retaining Wall Systems Standard Specifications for
installation information and details.
The design of the wall system assumes the following:
Soil conditions: Sandy Silt/Clay, friction angle = 32.0 degrees, unit weight of 120.0 Ib/ft3
Allowable soil bearing capacity = 1,500 psf
No external surcharge loading behind the wall
Level slope at top and bottom
Minimum embedment depth = 6"
Block Type: Allan Block Classic
Geosynthetic Fabric Type: Fortrac 35/20-20
Direct all surface drainage away from the wall. The wall design was performed using the design
guidelines presented in the second addition of the "Design Manual for Segmental Retaining Walls"
KBH Consulting, Inc.
7226 391h Street North, Suite 100
Oakdale, MN 55128
(651) 779-7700
4624 3rd Street NE, Fridley, Minnesota
August 22, 2006
Page 2
(DMSRV) published by NCMA in 1996. If soil conditions, proposed wall layouts, or other design
parameters vary from that assumed, a revised analysis may be needed. Please call me if you have any
questions or need more information. Thank you.
Sincerely,
y � _
Paul Schimnowski, PE
MN #40126
DESIGN PARAMETERS AND PROVISIONS
1. REFER TO ALLAN BLOCK RETAINING WALL SYSTEMS STANDARD SPECIFICATIONS FOR
SEGMENTAL RETAINING WALL UNITS.
2. SEE PRODUCT MANUFACTURER INSTALLATION RECOMMENDATIONS FOR CONSTRUCTION
SEQUENCE AND INSTALLATION NOTES.
3. NO PRODUCT/MATERIAL SUBSTITUTIONS WILL BE ALLOWED WITHOUT PRIOR WRITTEN
PERMISSION OF KBH CONSULTING, INC.
4. OWNER OR OWNER'S REPRESENTATIVE IS RESPONSIBLE FOR ENSURING THE CONDITIONS
STATED HEREIN ARE ACCURATE PRIOR TO AND DURING CONSTRUCTION. NOTIFY KBH
CONSULTING, INC. IN WRITING OF ANY DISCREPANCIES OR CHANGES TO THE CONDITIONS
SHOWN ON THESE DOCUMENTS.
5. REFER TO WALL ELEVATION NOTES FOR WALL SURCHARGE LOADINGS AND SLOPES AT TOP
AND BOTTOM OF WALL(S). REFER TO WALL CALCULATIONS FOR BEARING CAPACITY
REQUIREMENTS.
6. FINAL SITE GRADES AND ROOF DRAINS SHALL DIRECT RUNOFF AWAY FROM ANY
RETAINING WALLS.
7. KBH CONSULTING, INC. ASSUMES NO LIABILITY FOR INTERPRETATION OF SUBSURFACE
CONDITIONS, SUITABILITY OF SOIL DESIGN PARAMETERS AND INTERPRETATIONS OF
SUBSURFACE GROUNDWATER CONDITIONS.
8. THE OWNER OR OWNER'S REPRESENTATIVE IS RESPONSIBLE FOR CONTACTING THE WALL
DESIGN ENGINEER TO SCHEDULE A SITE VISIT PRIOR TO THE START OF BLOCK PLACEMENT.
9. THE WALL DESIGN WAS PERFORMED USING DESIGN GUIDELINES PRESENTED IN THE SECOND
EDITION OF THE "DESIGN MANUAL FOR SEGMENTAL RETAINING WALLS" (DMSRW). PUBLISHED
BY NCMA IN 1996.
10. THE DESIGN OF THIS RETAINING WALL WAS BASED UPON INFORMATION NOTED ON THE
KEY PLAN.
11. THE INFORMATION PROVIDED WITHIN THESE DOCUMENTS IS FOR THE STRUCTURAL
DESIGN OF THE PROPOSED WALL(S) ONLY. THE REQUIREMENTS FOR AND/OR WORK RELATED
TO HANDRAILS, GUARDRAILS, OR OTHER LIFE/SAFETY ISSUES ARE EXCLUDED FROM THESE
DOCUMENTS AND ARE TO BE PROVIDED BY OTHERS.
12. RESPONSIBILITY FOR GLOBAL/SLOPE STABILITY RESTS WITH THE SITE CIVIL OR
GEOTECHNICAL ENGINEER
KBH Consulting, Inc.
7226 39th Strut North, Suite 100
Oakdale, MN 55128
(651)779-7700
SRWall (ver 3.22 April 2002) Page 6
�lln
-- --- " 6.1 degrees
6.33 ft
6.0 ft
� n
Ll _o
Fortrac 35/20-20
Fortrac 35/20-20
/I
0.5 ft Fortrac 35/20-20
-0.5 ft 3.6 ft
Proiect Identification:
Proj ect `oe���il►���� t////
Name: 4624 3rd Street NE, Fridley, IST ®esu` ..®�• o
Section: 5.5' exposed height section
Data Sheet: 2006.092
Owner: Robert LeClaire
ENGINEER a
Client: Robert LeClai.re .� esl ,• 40126 v
Prepared by: Paul D. Schimnovski, PE iso ,q;I I
Date: August 22 2006 /n WO��
Time: 02:58:53 PM
Data file: c:\documents and settings\pawl schimnovski\my
documents\kbh files\srwall files\2006.092-6ft
City of Fridley
Building Inspections Department
6431 University Avenue NE, Fridley, MN 55432
763-572-3604 FAX: 763-502-4977
MECHANICAL
PermitNo.' i- 3a'
,,ions
RESIDENTIAL APPLICATION
Received By:l
:w
,-572-3604
CITY OF FRIDLEY
n
163-502-4977 FAX
DATE - U- YOUR'ADDRESS
SITE ADDRESS (C'I , ,( !2 i
THIS APPLICANT IS: ❑ OWNER )<ONTRACTOR
PROPERTY
NAME:
ADDRESS: 6_% � �� CITY STATE ZIP
OWNER/
TENANT
PHONE:
CONTRACTOR
COMPANY NAME:
SUBMIT A COPY OF
CONTACT PERSON:
YOUR STATE
STATE LICENSE # XP DATE `��
LICENSE WITH
ADDRESS: CI�T`Y���q �Y STATEIfDIIP
APPLICATION
PHONE _ FAX -1LQ_J-- lF +4 - 0
PERMIT TYPE
SINGLE FAMILY ❑ TWO FAMILY ❑ TOWNHOUSE
TYPE OF WORK-
❑ NEW PLACEMENT ❑ ALTERATION/REMODEL
DETAILED DESCRIPTION OF WORK
PER MS 16B.665 the permit fee is a minimum of $15.00 or 5% of the total cost up to $500.00, whichever is greater, for the
improvement, installation or replacement of a residential fixture, excluding the fixtures. (This should reflect only the cost of labor )
Labor cost under $600 = $15.00. Labor cost between $300 to $500 = cost of labor X.05 =
FOR PROJECTS WHERE LABOR EXCEEDS $500, FEES ARE BASED ON $10.00 PER FIXTURE, EXCEPT WHERE NOTED. FIXTURES: (INDICATE TOTAL
NUMBER OF EACH BELOW)
Equipment Installed MFG:?yun �1 (� tvo
MODEL: C �'
�4' 1qS6IZE/BTU
MFG: MODEL: SIZE/BTU
MFG: MODEL: SIZEBTU
$25.00 (GAS) $15.00 _GAS RANGE/OVEN $10.00
_A/C _FIREPLACE
TO AIR EXCHANGEER $15 FIREPLACE (WOOD) $35.00 _NEW GAS GRILL $10.00
_AIR
_BOILER $35.00 _-FURNACE $35.00 _GAS UNIT HTR $10.00
LINER $10.00 GAS DRYER $10.00 _POOL HEATER $35.00
_CHIMNEY
DUCT WORK $10.00 GAS PIPING $10.00 _VENTILATOR $15.00
P FEE 5. .,.
T F1=1 FOR PROD f O'4f1R rr
.,
Permit Fee $Number
,....... .
of fixtures @ $10.00 x $10.00 = $
Surcharge
Number of fixtures @ $15.00 x $15.00 = $
TOTAL DUE $
Number of fixtures @ $25.00 x $25.00 = $
Number of fixtures @ $35.00 x $35.00 = $
State Surcharge = $ .50
Total = $ D -V
THIS IS AN APPLICATION FOR A PERMIT -NOT VALID UNTIL PROCESSED
I hereby apply for a building permit and I acknowledge that the information above is complete and accurate; that the work will be in
conformance with the ordinances and codes of the City of Fridley and with the Minnesota Construction Codes; that I understand this is
not a permit but only an application for a permit and work is not to start without a permit; that the work will be in accordance with the
approved plan in the case of all WMA whic es review and approval of plans. �y1� l Q
PRINT NAME V I� 1-C_ bu�DATE
SIGNATURE OF APPLIC
S Cil°BtlLT2N43,L'_.WWII
City of Fridley
Building Inspections Department
6431 University Avenue NE, Fridley, MN 55432
763-572-3604 FAX: 763-502-4977