3720 Denmark CtCITY OF EAGAN Remarks
Addition P31ot Knob Hei hts Addition #4 Lot 14 Blk 2 Parcel 10 57503 141 02
Owner /': '. _Street
, - 3720-Dgnm.ark rour.t state Eagan,MhT .55193
Improvement Date Amount Annual Years Payment Receipt Date
°STREET SURF,
STREET RESTOR.
GRADING
15- I?SANSEWTRUNK
SEWER LATERAL
WATERMAIN
* WATER LATERAL
WATER AREA
uTORM SEW TRK
STORM 5EW LAT -- $23.20 K59 1975 CURB & GUTTER
SIDEWALK
STREET LIGHT
WATER CONN.
BUILDING PER.
SAC
PARK
?i-, IL-I I'('J ? Oct a-
10+
A
5l?}>'? 0 3
C:\ p. ?
???C? . 63
• 3 wpies of Tree Preserva6on Plan d lot plaHed after 717/93
. Rim Joist Detail Options selectlon sheel (Wdgs wilh 3 or less units)
DATE I I' 0`L VALUATION? ?0,00()
. . ?L r.]?I Ja't
?{.v.?-- RESIDENTIAL mE
BUILDING PERMIT APPLICATION
CITY OF EAGAN P? ?1S?b
3830 PILOT KNOB RD, EAGAN MN 5512?0
651-681-4675 \: y-'?) ?.---
New Construction Reauiremenh RemodeVReoair Reauirements
• 3 registered site surveys shovnng sq. ft. of lot, sq. R. of Muse; and all rooled areas ? . 2 wpies of plan
(20% mazimum IW coverage allowed) • 1 set of Eneigy Calculations for heated additions
• 2 capies of plan shavirg 6eam 8 window sizes; poured found design, e[c.) ?G6 . i site survey far eztedor atlditions 8 decks
• 7 set of Energy Calculations . Indicate if home served 6y septic system for addi(ions
APPLICANT M I SS?10 0 C
SITE ADDRESS _?,?7120 k'?QOAO?lL C?.. MULTI-FAMILY BLDG Y `x N
iYPE OF WORK FIREPLACE(S) _ 0 K 1 2
(?A S
STREET ADDRESS LJD'J-j ((?pL„bccja AA(ZV_ I CITY ?cJ?-Kr?t'h7 STATEMPO' ZIP TS'3?3
TELEPHONE # '?(o3-L07-lo3s'z CELL PHONE # t"10- 370 - s'S'Iq FAX # '7b3 - 1-I77 - 1- ") &Z
PROPERTY OWNER YY l? 16 )LI iELEPHONE# (051" yry- 9) 91
COMPLETE FOR "NEW" RESIDENTIAL BUILDINGS ONLY
Energy Code Category _ MINNES01':1 RUI.ES 7670 CA'I'EGOI2Y 1 MIN\ESOT:112liL.LS 7672
(d submission type) . Residential Ventilation Calegory 1 Worksheet Submitted • New Energy Code Worksheet Submitted
• Energy Envelope Calculations Submitted
Plumbing Contractor: ?SUx+ ?-Sao P,?
Phone # 919y-ao23
Plumbing syslem includes: Water Sottencr L.awn Sprinkler Tee: $90.00
_ Water Heater No. of R.I. Baths
No. of Baths
Mechanical Contractor. fI-?AT 3?-dn/ l Phone #`763 -`rlfZ-?j?
1?Icchanical systcm includcs: Air Conditioning `? Pce: $70.00
Hcat 2ccovcry System vv,,o
Sewer/Water Contractori? Phone # 4Sd '
?r^66S
I hereby acknowledge that I have read this application, state that the information is coRect, and a t comp
with all applicable State of Minnesota Statutes and City of Eagan Ordinances.
SignatureofAppficant
Certificates of Survey Received J_Q
Lc -,D \?j i:, -? `= , L , V V' -k-
OFFICE USE ONLY
Tree Preservation Plan Received _ Not Required _
t'-' L ti -2 bS } 10 .,' -Z "Ij --I / 0 ?--
Updated 4l02
OFFICE USE ONLY
,,
? 01 Foundation
02 SF Dwelling
03 01 of _ plex
? 04 02-plex
? 05 03-plex
? 06 04-plex
? 07 OSplex ? 13 16-plex
? 08 06-plex ? 16 Fireplace
? 09 07-plex ? 17 Garage
? 10 08-plex ? 18 Deck
? 11 10-plex ? 19 LowerLevel
? 12 12-plex Plbg_Y or_ N
O 20 Pool
? 21 Porch (3-sea.)
? 22 Porch/Addn.(4-sea.)
? 23 Porch (screened)
? 24 Storm Damage
? 25 Miscellaneous
?
,
? 30 Accessor4• Bidg ;
? 31 Eut. Alt - Multi
? 33 Ext. Alt - SF
? 36 Multi
X, 31 New ? 35 Int Improvement ? 38 Demolish (Interior) ? 44 Siding
? 32 Addition ? 36- -xMove Bldg. ? 42 Demolish (Foundation) ? 45 Fire Repair
? 33 Alteration d 37 rDemolish (Bldg)' 0 43 Reroof ? 46 Windows/Doors
? 34 Replacement •Demolition (Ent(re Bldg only) - Give PCA handout to applicant
/J •/' ? •cc.i:>?.i i?S'. :
Valuation Occupancy owy. . , 'MCIES Sy,stem, ,
Census Code ?o , Zoning City Water
SAC Units ?_ $tories , • ,, ?ooster Pump_
IUc"Apn?_v'J i'vi..l.'1 ? ?nv•_ ??
Nbr. af Unjts Sq. Ft. ? PRV ?!? S
Nbr. af Bidgs Length ?Fire Sprinklered
,- ? Type of Const ?10. Width ?
REQUIREDIN5PECTION& j J' -(
? Footings (new bldg) ?C FinaUC.O.
_ Footings (deck) FinaUNo C.O.
FooHngs (addition) _ Plumbing
? Foundarion _ HVAC
Drain Tile Other
Roof Ice & Water Fina] Pool Ftgs Air/Gas Tests Final
? Framing _ Siding _ Stucco _)S, Stone 4-NLySL?-
? Fireplace ? R.I. !?Air Test )?Final = W indows (new/replacement)
Insulation Retaining Wall
Base Fee
Surcharge
Plan Reviewd^a [V_ ? ?• = c?„-'
MC/ES SAC
cay sac
Water Supply & Storage
S&W Permit & Surcharge
Treatment Plant
Plumbing Permit
Mechanical Permit '
License Search ?
Copies
Other
Total
i
Approved By L Z_ _, Building inspector
?
35'
I ? ? ?
{SONt4S R00rn
( I
?`r.'f?
?-? s- ?
l
« C o
Sewer and Water Info.
2" force sewer 260 PSI polyethylene
1" Wirsbo plastic crosslink polyethylene water line
Environmerat One Low Pressure Sewer Systems
?
engine red
? ?? job
lye
per ct
Some Key Advantages:
engine?r?d
to do C?na. €??
e r f e; c t??.
The GP 2000 grinder pump station has
evolved from everything we've learned in a
quarter century ot engineering low pressure
sewer systems.
The pump stations incorporate the grinder
pump, motor controls and level sensing
device integrated into a compact unit, easily
removable for servicing when necessary.
The progressing cavity pump itself is based
on the Moineau principle. A rotor turns with-
in a stator, creating a sequence of sealed
and polished
these
staM flow, over a wide range oY condiGons:
from negative to abnormally high heads k fc;., _ ?;
Turning at just 1,725 rpm, the one horse{3ow-
er motor can pump fluid through miles of ??,
small-diameter piping and elevation changes
of over 130 feet.
In addition, the geometry of the pump not only
produces a near-vertical pump curve, but
allows passage of ground solids without clog-
ging. Because of the low rpm and highest
quality components, we experience the lowest
service call rate in the industry. More than
eight years mean time between service calls -s
is typical.
• Nigh Heads(Negative Heads. Reliable op2ration from nega-
tive head to138+ feet of total head for continuous duty reduces
the number of lift stations and pipe sizes. This arts costs- both
indialry and in long-terrn operation arid maintenance.
• Constan! Flow. The system pressures to be overcome by
any given grinder pump in a low pressure system vary dra-
matically over the course of a day. Only E/One's progress-
ing cavity pump readily accommodates these pressure vari-
ations while maintaining a nearly constant fiow without ever
operating aY'near shut ofP' - fhus avoiding the wear and
motor burn-out suffered hy other pump types.
• High Grinding Torque. Our unique pump system, driven
by a one-horsepower motor tuming at 1,725 rpm, produces
grinding torque equal to a twv-horsepower pump tuming at
twice the speed.
• Low Energy Consumption. Pump is aciivated automatical-
ly. Runs for short periods. Typical annual energy consump-
tion equals a 40-watt light bulb.
• Low A7aintenance Su6mersibte Motor. Low maintenance
and long I'rfe are the hallmarks of our air-filled motor.
Permanently lubricated ball bearings and Class F insulation
eliminate the need for periodic oil changes and oil disposal
costs required by oil-fiiled submersibie motors.
• Large Diam2terf`'.,nnd'eiZAssei
diameter of mdst otheeiypes of
dramatic reduction ofmflaw?.vel(
clogging or
• No Preventive MaCintenznce S?elf=pleafiing static level
irtenance. Because of our
E;.
?te, no main line flushing
system.
)'s stainless steel 6aII,Type
n't conode like copper or
longer. No corrosion, no
Ds typically run eight to ten
with more than 25 years of
?nvironment?l?rsountl wast2 water management.
?desfor?
a?
GP 2000,gnnds wast6`?material into small particles.
enabies #he use of ineXpensive, small-diameter pres-
pipes, banEd a4-sqel(ow depths, 4o transport waste
r to a suitstile praces,s7ng sde. Aesult Ground water
imina6ore`fr`om`failinqiseptic tanks can he eliminated.
a Sarviceability, Our uriique':core design eliminates the
need for in-field troubleshooting and pump servicing. This
means lower?maicrtenance-sosts and minimum homeowner
e ! red
50%0%
loYY'piee.?.s4.A1 e s so
repealing the laiNof gravity.
Grinder Pump Performance Characteristics
75 r
a so
w
x
G 45
?
a
o40
J
TYPICAL . Fm 35
OPERATING
PRESSURE 30
1$
10
5
Q
}
ffi
i
*
SULT FACTORY
'
INfERMlTTEM
[FOR
l
ABOVE 60 psi
E
138 FEETTDH a
` LOW PRESSURE SYS7EM UESIGN PRESSURE
f v . • ?
y
x
x + t
£
?
z
y i : T
u` r
? j
h?3
dc vzE
„ i._.. 3
3? > z
o P
, 1
- U 6 3~.? Y^^'C".;!
, .?, d+ j r- •e
s$ .
' K ? ? r.c?n
1 Y 2 ;
4
?-•0` <
-Y?i
:.:? i
6 10 12
iE (0), GPM
Gravity sewers are no longer the rule for solving waste
water problems.
With huge savings in front-end costs, and a much gentler
foolprint on the environment, gravity-independent
Environment One low pressure sewer systems are revolu-
tionizing the field.
At the heart of the system is the E/One progressing cavity
grinder pump - with high heads that eliminate costly lift
sta5ons, and a robust, powerful design that translates into
the industry's highest levels of reliability, availability and
maintainability.
190
180 /'?, can
170 ?•?
160
150 c ¦
?.!? Q. 4fv? y 'kC++ h4• > .'s•iY ,'? W'u.L X .
1?.:_,? ?,snsc'f-i: t f -Y l?ik s `F'• t ? a.?.
13a; ?+-?`a Jn;a[ow pressure system?constant, predlcFabte pump
output is the foundation for proper FrydrauUc design.
1.124j W ,`r< K`
LL It enables the engineer to minimize retenfion 6me pump
z k ? 3
110 a wear, and keep scouring action at effecLve le els ` s,
100 T.
9o Q Environment One's semi-positive displacement piog?r?ss
,- ?
z ing cavity pump has a nearry vertical H-Q curve. ft is by fa?
' b
80
? tlie most'Yorglving' pump design - providing predictable
40 few, if any, lift stations. And, d easily accommodates addi-
30 tional future connections wfthout compromising system
20 performance.
?
JE kk
yp These E/One pump charactenstics translate into
° predictable hydraulic design
'?
M o g
AW
y ??KS
loWP.f (bll2Ci110f1 $y$YP.R1 C2piTd?CD$I.5%<
, (ugggt1.I611aUniry.rswnn7V'-....•.•.-- . ' 1llflr4OI1.N1d Bx"OfItf88.InS???IX
tow-Profile mver - Ae&UmtlcalN Pisa&ii
Provides easY accm for servicewhdet
wifh surrouMirgs. .. .
?? ?
Pe Ney Atlvanlaqes:
?e Hrstlf ev,va Heatls. ReRebk operation imm nega-
heatl I0138+ieee of wtai neetl toe contiwoos tlury reiuces
numfw? o! lik stalior5 ai pipe siaes. Th'u-w5 costs-botll
My and in Icqglerm operelbn end malrnenenw.
onsisnt Fluw. The systom pressuiea N be oeemome by
glven gnntlar pump in a low pressure system vary tlra-
mally over Ita murse of a day. Dnly EOne s progress-
cevity pump reatlily amcmmotlaFes iM1ese pressurs vam
ns whlla meinlaininq a neatly conslant tbw wlrout ever
reYno at'near shW olf'-ihos avoidmg Ite wear antl
or bumou: suXaretl by otM1er pump types.
gb (3rintling iomue Oar unique pump system, tlrlvan
: onch =epower motor tumnig at 1,725 rpm, protluces
tling loryue equal to a m+o-fwsepower pump Wming at
5 fhe Sp92tl.
xa rno,y Conaumplion. Rimp Is actlvated automailcal-
{ies for sM1Otl periotls Typicel ennual ermrgy mnsump-
eyuab-a 40watl Ilgnt bulb.
)? MaNlenairce c,iIbme ciUle MotaLoW meintenance
long it(e are tl-w heilmarks oYour airfilled motor.
Tanently IuOtlcelea ball beanngs and Class F InsulaUOn
iinete tlie nestl forperiotlic of ehenges aiuJ dl dlsposal
S fBi by dlbll2d 9116!lleRiblv m0105.
vge Diametar GrinderAs=_mnhly. qlmosl lwlce the
na[erol mosl othertypes of pumps, conlrTUling to a
nelic reJuction oi Intlow velpCtty for less wear ana nn
iyinq orlemminq.
I Prevc11live Maimmlanrv. SeIMAaaning stalic level
sors mqulre iro prevenlive maintenence. 6eeause W our
lus, nearmnstan[dlsnharge rzie. no main lineilushing
quirxd in a propeAy tlesignetl system.
Iaa'eion Feslslence. E/One's slrnless stexl bsll rype
harye valve and piqnp won't cortode like mpper or
anized. and hdd up ycacs longer No cormsion, ra
menani
apend2blllly. FlOne pumps typicelly run eiqM to ten
rs belwean semice calls with more ihan 25 years of
rountl expenence.
Nhiazlorenvlmnnwntallyswndwasiewatermanegenurfl
oP 2000 grinds waste malenul Inb small paliioles.
'. BI13b106111E lISE of I(19M?JBI151VB. B!l18lI-()12rtIE10l Pl2&
i plpes, buriei at sM1ellow dei N Iranspotl weste
=.r lo a suAable procassinq site. ResWt GrouM weter
leminailm Imm feliiy septlc iqnks can be ef huatetl.
=,MCaabifiLy_ Our unique oore dasi9n ellminales ths
tl tor Indleld troubleshooting and pump scrvldng. This
vns lower malnteneilce aosls an(1 minimum homeowner
?nvenlance.
V .con¢NuCUa,anigh-aeneMmarmopa.uora
rupgetl rellehtliy. Fscmry precwreAeeted M
inAtiretlon end mMkafm hee Inelelktlon.
? LowROflleCwa-AmNetlnltyplaeaYg.
Providea eeay . M mrvke whlla Wmdtg
x1N eurtauMLps.
i ??e ???ius?$"''??J?' ia'i'vAented.
Environment One not only pioneered the low
pressure sewer system, but consistently leads
the industry both in sales and innovation. The
company is dedicated to Total Quality and
Continuous Improvement, as evidenced by
iFie GP 2000 series. Taday, there are more
than a quarter million users, worltlwide.
NsE SA ?.
Protectetl 6y U.S. Palmt Nas. 5.582.254 aM 5.419.180.
Other U.S. Pelerils and Foreign PateMS Pentling.
sewer anywhere, Z"53aVIC7
e
thousandss ??irtu?!I? s ???- r? .
Dnven by the remarkable GP 2000 grinder Of course, E/One's low upfront cost advan-
pump, E/One Sewers give engineers, develop- tages apply to conventional building sites,
ers, sanitarians, and land planners unprece-
dented new freedom in land usage.
And they're so much easier to install. Front-
end costs are reduced by as much as 700/.
The GP 2000 System reduces all forms of
sanitary waste to a non-ciogging slurry and
pumps it through a network of small-diameter
pipes. Since graviry is replaced by the power
of the pump, sewer systems need not run
downhill nor require large-diameter pipes, deep
trenches, multiple 6ooster stations - or their
associated cosis.
A system powered by the GP 2000 pump con-
verts forrnerly cost-prohibitive building sites into
cost-effective realiiy. 'Problem areas;' with high
ground water, elevation changes or impenetra-
ble bedrock, are transformed into valuahle,
developable real estate.
as well.
In addition, E/One units are easy to install and
virtually maintenance-free - refined through
more than 25 years experience with the largest
installed base in the industry.
Contact your local distributor.
? s
SEWER SYSTEMS
Environment One Corporation
2773 Balltown Road
Niskayuna, NY 12309-1090
Voice 518346-6161
FAX 518-346-6158
www.eone.com
LM000127 02/09l98
Pier Tech
Page 1 of I
? - . . cantact us
Residential
p??Tuach
SYSTEMS
Home
About Us
The Pier Tech
Helical Pier
History and Uses of
Helical Piers
Causes of Foundation
Movement
Symptoms of
Foundation Troubles
Contrector installers
Wanted
Pier Tech
Engineering Manual
contaCt us
Whatever you need, whether it is help with a problem foundation, new construction
project, design issues, or just any question or comment, please feel free to contact us.
United Sta4es
Kevin Kaufman
PierTech Systems
P.O. Box 326
New Melle, MO. 63341
E-mail: kevi_n_@piertech.com
Canada
Ed Heppner
PierTech Systems
P.O. Box 23023
Pinticton, B.C. V2A81_7
E-mail: ed@piertech.com
Toll Free Phone Number 877-398-8866 Phone 250-497-8175
Phone 636-398-8866 Fax 250-497-8141
Fax 636-398-5923
Ag. 0?'Kf'N
HOME I CONTACT US I TERMS OF USE I PRIVACY POLICY
2001 Pier Tech, Inc., Nll Rights Reserved.
?
G?
rJ V tJ'?t' G?
i?
69' '
http://www.piertech.com/contactus.php 11/20/2002
Pier Tech Helical Pier
Product Inforrnation
COncact us
Residenfiaf
p4100 I r ?c?c Gi]
SYSTEMS
Home
About Us
The Pier Tech ?
Helical Pier
History and Uses of
Helical Piers
Causes of Foundation
Movement
Symptoms of
Foundation Traubles
Contractor Installers
Wanted
Pier Tech
Engineering Manual
The Pier Tech Helical Pier is a circular hollow steel pipe section (shaft) with one or
more tapered steel plates (helixes) welded to the shaft. The plates are shaped as a
helix with a carefully controlled pitch, which allows the pile to be inserted, with minimai
soil disruption, into the ground. The central shaft is used to transmit torque during
installation and to transfer axial loads to the helical plates upon foundation loading.
The central shaft also provides a major component of the resistance to lateral loading.
The pile is directed toward the soil and mechanically rotated with constant downward
pressure, advancing the pile into the soil. Once installed, the Helical has bearing
capacity in both tension and compression in the subsurface by transferring the
structures load to the bearing stratum. The pile installation angle can range from
vertical to nearly horizontal.
F'j?e stoTl s r' ngp in ssw, frr;l
,,, m21
t1 ?rYF^?"? nd., puti?rn
0re?71 +o 1 frW31 ?VIps 1110 [I
? Vn. i3w vull ip:_kre=_5?
'Nrirun 0.c$[r:?
VM70J:
LMTN!
(e• ro z.
?
?l
?
Page 1 of 2
?.
NOTES
Srort: Ppe smn reet or e)roed
tne n'nhw rrquYmeMs oF ASrN A252
frode 7 tnnirun ?dd s{reng0 M'
35 k5i. eM D nlqilxln teIGllP Streng{h
of fi0 ksD.
HAo; Strurtural qiulriy stee io
mrF'arn px lo{esi C&4 Siondord
kAR21. ASIX A36.
+(eldng pxTOrned oy stkop 9wlif-ied
fa CSA S{ondord V67.1.
pll vqdrg cmTOrrt {o iafest LSA
Siordord N59.
k=- WIb dpt+oiEr
E' lGk"
Y-Plil
F- FI(dl ,J{' hPIP
7' or '
fl?lOnY pe1KE? Yelpp_
G ? hE?ll [b(4!1(=..
K1iE: NDro il'mn tnn rplpp3 r•:?{ oe u?ed,
4ocaf3 f,+ 3 Wp dimri.cr=_. npori.
Figure A. Pier Tech Multi-Helix Screw Pile
http://www.piertech.com/our_product.php 11/20/2002
Pier Tech Helical Pier
VARIOlS
lCN6THS
u8' TO 12
7
w('un yiPl4 61fPlglM1 W' 55 k5i. God
.
o nir~ te?iir Sirergin af 75 1`50
- Wis= Siructwal qui sieel to
m++orn per btesi 4SA Stondord
NAD21. RSrX A3&
' WHdn9 Perfn'ppd by snop quor,fied
to LW StMdard W47J,
- AU. nFdnp caftParns to latezt LSA
?' Stand?rd W59.
??;..
fh- H.iv dortri?f
h 1,2 ]5'
1- 1l+i[i,ress oF Mlir
7/E' Or i.rL?
F'- F'il!++ M Feli?
_... ,lr e?'
116tonre cetrreen reii,?s.
,s 3 ndo ciun"ters.
t107D M-re 11an inn i nm; oe u;Ri.
spnmi n? ; hAi• dnn???rs opcr{.
Figure B. Pier Tech Helix PledAnchor
Page 2 of 2
Helical Piers are also referred to as Helical Anchors, Screw Anchors, and/or Screw
Piles or Piers. Figure A. shows the Pier Tech typical pile configuration for pilings with
shaft sizes in excess of 3-1/2" diameter. Figure B. shows the Pier Tech typical pier
configuration.
Typical pipe sizes range from 2 718" to 16" O.D. pipe, although pipe in excess of 30"
has been used. Helix sizes are dependent on the size of pipe and soil conditions,
ranging from 6" to larger than 42" in diameter.
Pier Tech Screw Piles and Screw Anchors rypically consist of a steel shaH and one or
more helical plates. Spacing between any two helixes is usually (3) three times the
diameter of the smaller helix and set in increments of the helix pitch. Helix size and
quantity will depend upon the required capacity of the pile and the soil properties and
conditions.
All Pier Tech Helicals are hot dip Galvanized.
HOME I CDNTACT US I TERMS OF USE I PRIVACY POLICY
2001 Pier Tech, Iric, All Rights Reserved.
?FµI Sfr?fi5 Ore,7FnFI?11?: }gp 52P5
- Snatt: Rpe snoil neet or eareed
tew rin'r?n rnencoi ord pyrsicnl
requrenenis d' JSfi pipe g'ode.
. Qei' n 57?.'
?.' Y 7yFicnl nde poiicxn
' ?ne?7) nr ir,a:[1 hnles ?:[ayo01_2?
-; Vueio? rsii 1niv?ne-s=_e_ N?lES?
: !N?,?-un 0']?' scn?+
http://www.piertech.com/our_product.php 11/20/2002
. Bf?Ni? Si?ON, PE.
Wd61 d '£Z'Inr N.8 mij paniaaaa
?-rv r? -?-
61MEERIN6
staueiuaA I comsutii9 s ?
July 2 1, 2003
14Ir. Mike Nelson
W.V. Nelson Construction
4205 Pilor Knob Koad
Eagan, MN 55122
ite;; St-mctL ral Tnspection of New Residence
?_3720 Uenmark Court Eas[, Eagan, MN f
Daar Mr. Neleon:
As the Strucmral Engineer of Recorfl, I have recendy visited the srte to inspect the work in
progress fnr your new house. It is my understandmg that several structural items remain that
require review and approval in order so satisfy the concerns of the City of Eagan Building
Inspcctions Depnrtmeat. I%vi::h to report diai I have inspected, revieured ?nri aPPrrned the items
as noted below with my comments.
- the structural concrete slab over the singie stall area o£the
- garage was designed to supporc a lsp pool. The 6-1(2" thiek concre[e slab is
izinf.uccd with #5 bars nt 8" on centar each Nvay. Tlvs concrete slab will be adequate
fox the supetimposed loads from the lap pool in addition to a 60 psf live load on the
floor a(ea,
- the conerete structural slab for the lap pool room as described
above is suppoaed on a 22 ft. clearspan slccl Leam in tlxc garage. Thc stccl beam is u
W 14x43 and is designed to support the concrete siab loads, live loads on the floar
and the main honse rnnf truss loads also beaiing on the exterior wall above tlie beam.
- the upper floor wood trusses bear on a continuous treated wood ledger tLat is secured
with hooked steel anchor bolts into the wall. It would be perntissiblc W cut uut
seccions of the wood ledger between anchor bolts if there are no trusses bearing on
thosc scctions of the ladger.
At the from entry, there will be a narrow walkway extending
along the weK side of the house. The roof of the walkway will be pre-engineered
wood trusses suppor[ed on steel beams and steel tube or pipe columns. The steel
beSms can pw:ket urto or be supporl:cd with (d)'/" dia. concrece expaivion bolec intn
the concrete wall of the house_
Please forward a copy of this report to the City of Eag:ui Building Tnspections Deparanern. YOu
may contact me at any rime with any quescions or comments regarding this report or if I can be of
anyllltCher service on thls projZCL. `.???1??»???????????rr??•Nip?? Sincarely,
Svoh En ineering ?
Iicrtuc Suotr,-p-r-
\`??.o?PRp G,
>?• ' o
m?REGISTERED '•?
? PROFESSIDNAL :
° ENGINEER ::?
?j;'•. 14269 : 6
OF MIN
1129 SIat6Y YEMigIAt N16Y9AY, IIEN001A B[I6NTS, 111 Sflll -- Fi1: 16511 IS4•509b- 9FFItE: I6511 IS9-91SS ,-- E-MdIL• S1flONEY6INEERIY6C?80fl?0YEi.?ff.NE
T0 39dd ? 980545VI99 70:VL B00Z/EZ/L0
2003-07-16 04:35PN FRCM-SOUTHSIDE NILLwOP.K
HES4184112 i-2E1 P.002/003 F-789
*U??? Qinln9 RoOm
A? ??" 7.8E MiarollamV LVL
INaf.1 1H6wW
P?l Gril.,' Y
??ARdDUCT AAEETS OR EXCEfiDS THE SET DESIGN CONTROLS FOR THE
APPLICATION AND 4.OAI75 LISTED
Nem6er sWOe: om Rooe S1oaeAer2
1W dmieaslobs we InrirwdqL
Predud Dia{Vim k CwiaptuoL
LQb$"
Melyr,is is fw a HeadW (Flush Brem) MWber. Tr6utmy LoaU 1Nddv 8' 8•
PfteiY Laed CxouP' Roof (psf): 40.0 Live at 725 %duration. i 5A Qead
Vartiw! l.oada:
Type Clasa Llve Oead Lowtldf Appqcafipn COmmeM
UnHann(plF) Floor(1.0M 306.0 115.0 9' 8" To 14' Adrffi To
UnRam(plf) Fkp(1.OD} 480.0 180,0 OTe9'JY' qdds7o
SUPAORT9:
lnPUt BeaWhg Vattleel RppCticns (ICa) DpWp Cther
Wkkh Ldn9tlh LiYe/DeaNUPIfNR'afai
1 SLud waA 5,50" 5.50" 6644/2Z3610! 7BB0 0: $Iakinp i PtY 7 3!4' x 11 7!9" 1.9E MirmparO LVL
2 SWdwei 8.73^ 6.75' S17612p6310/7239 Lt7 qlcda,9 1F1y13k"xtS7/B"1.9EMiciollarrq LVL
+9ea TJ 9PEGFIER'$ / BUILDERS CSY11pE fordegii(5): L7: &odcing
RE816N CONTROLS•
MiXimum DSipn COIItfD( Control LOCBtion
Sfw(b6) 7495 6208 14807 Pdsd¢d (4296) LC end .'tytn'I under Root Instlvig
Marent (Ft-Lbs) 14344 24344 33466 PaS66d (7396) MID 6Can t urede' Reof load'ng
Like Load Deft (in) 0.426 0.441 Pessed It1372) MtD Spen t undar Raqf bading
rOw Low W (M) a-b9b 0.6E1 Aaveed (IJ2g7) MID SPm 1 urMer Roof laedhy
•Defiad'an Ciiteriar 8TANQaRD(tL:11360,TL;U244D).
4fdCM9(LuJ: All mrnpfaBNOn otlg66 Stup and porypnJ rypLt9t ye bretsi at 2' B" dC unlesa dctailed otlxrwl&e. proper altachment and poSiBunMg M leleral
bi-AcIflq K roquil6d Eo arhle+re MB(116%stahiNty.
-Desigirn as.+umea adowAbe c"miws la8eral suppon dme mmprewbn edge.
N $'
-IMPORTANTI Tho eneiys's prnenfppl is al{wt 4mrn sorywere devslaped 6y 7nis Jdst (T.1). 7J warcsnls ths siziig at ite Producls by this adtware wi:! bg
eacoiripiiahed in aCCOrclenoe wilh Td pndud dason crKnda aM WU accepmtl dmign vakWC. Tha specific Wodud 2ppliw6on, input daeign Weds, and
Gtmd d^te^s? ?m bwn Vrcwiaw dg th0 SattlNOM user. This output hi6 nCt 6eai raricxvad by a TJ ASBOOiate.
dNot ar paWt6 are /e"y aiadaNe, Chaqt wiTh your auppfer a TJ rochniql repreeenlapve totprodud auaiqdilMy.
-IHISANALY$1$Fp9t1RUSJOISTPRODUCT56NLY1 PROOUCTSUBSTITlJT1pNVqpSTFIISANALY5IS.
44AOxa61e StreG6 Des19n m.eietlya9Y vmG ueed /a euDd-ing Code kER aneyring IFKTJ CNS4dwtion prodtaU &stad ahove. •Noft See Td BPECIFlER'S! BUILDER'S flUIDE3 farmultola py wnnecYnn.
wEorecr LprowManot?•
Miadon Cantrudion
Nplmn Reaidanoa
oenrtmrk a
Eegan
?- z fsT
Don Seabum
Soulh Side LumfxrrCarrpWty
218(IS Industrial BNtl
P-O. 6WC 178
Rogero,MH 55374
Phone'176a}4T8dtt2
Fax : (763) 42e-2971
Don:ieabuig@sautActlelum6er.mm
:op?[Spne e]OOi by -syn aaivc, e Wxpxehae?,vr puaSnaea
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ssecic?e :gUx e•:ccc: cnn: ta rnm c vwcixaee
W M'ja7umlNM4lnoawinqaa5unp
LL6Z"BZ4 (S8/) : %83
Zl LY-BZC (L9L) : auro4d
bG6SS NW'91a60?1
vt. •-u V i
Mj4 iclnsnpu? tpC12
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uW+,wawJ wWy'sj7
'1104[guYO7 Rld MdqlrwJ01 S341fl"J 3,2i3c1iI10! Suawl'J3dS r..! M+S Wµ
-ao a-". r-*ww ", -f4-j r: «n &nAleus a3nt apvO 6u110e11e roi aeeo W% nuoppouM umwa ssaas apvOT"
-d?Tmvcuiicaion?rounw.mn3tanoo?a u??nen?annnw???iwsnruwssi?+?vaes??ur
'/Yllq"epnawd pl wVelewift I!NUWn Plio mAdns inat 1W)poaiO 'oWpM ?P.P= ouQ eprooxi Y. mPt'
IlR' M1??149o Ml??`VOL??I ?pN!` P1GIIpMIMIM116YIIMIOD41MtbNnc?41 `JOe!w'?JOM11004?2AeO0OMWuY?MFMwa?FnMTI^?^In
P ?+n P t 4 Idde ynw?d r?ada ey? eamsn u&dxoc o?oa ?pm euauv ud? uneaM r i um lm.??e?o:oxe u exubw?
•.•.?u??,••,?,•,y.,:•?y?,•y.n+??vwuw.n..,?.a?.:xnu wuuum i irii?aivls eeameee IMmlJlisiunqln ? s?r?,r????..,?? °?lL I1NYlWJW1'
?s?lor? ?mrou.m
aepa uo?sse?u,m oyyr ?+oeana ? enawm+oo aer&aoa aewnaes ?o-
1?1e1 l06uluapisod pue luawipape jadwd '?M'?W? WN?7oP ?%?n o/n ??B ?Z lg P?9 9Q ?srnu '? ?W? ar?Y? °? P?!^ba a! 6Wx?q
(?Iloq P? ?!) seBPe uoPS?eudwco iro :(n?1Bul?e?9.
f04Zl1:11'OBSf1?'11102lVqNM1S ?pN?D UaWpp•
NPeol ioa ieW" ?-dS OIW (t9Z7'I} pomd LgQ'0 984'Q (UU IMp pevy NqoA
&9" oDM JWU^ L ued5 OINI (Z1iJl) Pemd L4b'0 9Zf"0 (?J Ua Pool wl
BYWM.IOUMJCb1111.Yr.l?/tlIW (S6WM?atl ?1T.ti VRTf 1"I'LYd (V'?'?.???oYNW
auipml POa naW+ ?. uc+s aua» l%zai Pmpc4 coeri. 9oL8 ssvr (w).reeyg
004BJO1 IbBUOo IpA{pD U6'BBa WnWqIBW
:6,1 0111"05
6wfpop :L? '(e)1!meP ?W 3OIfl9 9N1G'I?IM ! i .}ii?IJ3tl5 fl ?>
V1' I IW?4w?!W yb Litl/L 1l x?Y/b: L Nd ? DUPPolB :il
ym oWaro??w 90? nLIL L 1 x?YfS. L Fiq L ev;jwia • ,i
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BELLtU!f90Z19149 ,9L-9 .SL'9 IIamPrqS Z
uNUC r v r aecc r vo95 „05'5 -0,'g qem P148 L
IaWM4IIeNPao01aM1 41ouB'i YiWM
(a41)wq9066b 1l=!{+eA BUMBOg inAUI
7U-a??7n-s-
°l°PPV .lAOlO Q"OBI 4utrv (wLT?w?y (Mpl)w+gull
o1sPCV .bLOI.AA 0'5Il 0'90F (0p'I.umd UKfWlm11uf1
auumm0u uoovtnlify tbnOmnl 1.,.0 *4'7 cv.qp edRy
;2PUOl POWA
P'e00 091 'toywnP 7L $Z 4 7s on!'1 0'04 ?(M) Noa - dnw9 Peal A=Wd
-e .n .n?nn w...., r?-...?..i ...w+.?. h....o y?..iaf ...?...,q ..
•;80-?i0'i
ionvismao aS wsAJe10 bnpaid 111mOmW am 411onuaeo xv
t4----?
?-.. ,.-
??
26QaA9SPM tld¢:aUaR xmp?a1V
na I,gIl'r'Sit?K?'7 4Nif MAldti'?Ildw
au i wnrl Fl4Y1M:? NOITi4 ?2fi aN.L gflaiDitl ag Uj?jaYY lUtiUptlJ`??'? I?'-•
11 GaCPl911G 1 ?II
lAl (Vwella21W 3B'4 ?'J?!
wooabiot?d J?Q/? "
?•' 7w
COi J GUUidUU J UUd L 4IITUJP7Uii 11JlMilllfl JUIGtI111UG flJJJ RJIG'TU Ul iU OuUS
JuL io rooO 10.1e rRqA 30UT11 OIDC LUIpCR iroaacoceri r ori r.oovooo r oco
% A Dinin4 Roam
` 3.;WIiCm" 1.9E Nicroi181+OLYL
Pmor e m+nav
"=CJPi20DUCT MEEFS OR EXCEEp3 THE SET DESIGN CONTROL$ FOR THE
?'" ''"`"°
APPIIGATION AND LOADS LISTED
r...wa r,.nnn- Pr;mwrv T.n.+n rmnn
!L]X. V@rticdl RndCLSOA TOial (LbR) 7886 /239
Maa. Verclcal Reaction Live (1La1 5644 5176
Required Bearinq Length i.n 2.52SWf 2•311w1
Nsx. Qnbracad Le00th (in) q'J
DesigR dhcis (lba)Na% Shaax 0.b81
NRO1bG) RCdCGIPn (lbs)
Support Reaction (1bs)
Mpmeni (FC-Lba)
Lioe oefleCtion (in)
Totnt DnLlec[ion (in)
4303 -3912
5202 -G5A5
5202 4545
5471 d794
16764
0.240
0.409
i.nan:?q n atl nnanc f.I1C ? 9>S . firn,t + i'iM?r + F.nnP
Design Shemz (lbs) 670g -5919
ina. Choee 'lb07 1445 -SDAA
Mesbar RroroCion (]bn) 7995 6838
su9BOZG Rn;yction 11bs) 7880 7239
Homeat (Bt-L6s) 7,d3Ad
Llve Def.l6Ction (in) 0.425
'Lbtdl De£lection (in) 0.595
LoaCing On all spans, LpF - 0.90 , Dead Only
?nsign Shuar t1k5sl 17E2 -1656
Nax Shear (lbal 2127 -294e
aember Raaction llbs} 2127 1968
Suppoct AeaCtiOn i1bS1 2236 2063
Noment (F•t-1,bs3 6914
PROJECT INFORMA'fIOp:
QPERATOR INFORAAATIQN:
?
Rogws. MN 56374
Phmne:(783)428A112
F" :i763)+f]B-0o79
Dpt$Babuf9@Sp11MSIdB11tl11k1Be.GfMM
W.:...:.:.0z....:ca -.
SOUTH SIDE LUMBER COMPANY
NO?1 ? 21901 IfvDUSTRIAL BLVD. P.O. BOX 178
k2? oooa? ROGERS, MINNESOTA 55374
TELEPHONE (763) 428-4112
FAX (763) 428-2971
PICK TICKET
3 72o ,ck,nmAx4
I - 3?'X ci°X S p U d-?b'r
/ Pz' aeD ? J44-1--
41
I
SIGNATURE
?cauuoo-r-ni???on cUrvJIttUCIION - 40396 / 1 TOP CHORD 4x2 SPF #11#2
BOT CHORD 4%2 SFF #11#2
WEBS 4x2 SPF Stua
:lt Bearing Leg 4x4 SP BLOCK::Rt Bearing Leg 4x4 SP BLOCK:
+ 2X6 CONTINUOUS STRONGBACK. SEE HIB91 SECTION 13.2.3.2.
THIS DWG PREPARED FkOM COMPUTEH INPUT (LOADS R DIMENSIONS) SUBMITIEO 6Y TRU55 MF0..
REPAIR SPEC[FICATIONS:
BOTH BEARINGS WERE MOVED OUT 1-1/2".
ADD NEW MEMBERS AS SHOWN. ADD GIISSETS AS NOTED.
(Wl, W15) NEW 4%2 SPF STUD MEMBERS.
SCRIBE TO CUT FOR TIGHT FIT. ATTACH TO TRUSS AS SHOWN.
FASTEN MEMBERS USING 3/4" 48/24 APA RATEO SHEATHING GLUED
AND NARED TO BOTH fACES OF TROSS, SIZE GUSSETS AS SHOWN.
USE STRUCTURAL ADHESIVE AFG-01 (e.g. PL-400) PREPAAED
AND APPLIED PER MANUFACTURER'S SPECS, WITH SDUEEZE-OUT
EVIDENT AT ALL EDGES. TR[M 6USSEiS 70 MATCH CONTOURS OF TRUSS.
USE 104 NAILS 1 ROW AT 3" o.c.
NAIL INTO ALL MEMBERS CONTACTED BY GUSSETS.
i
3.5
ii
0-1-8
ii
I,_
0-8-12 W1
T
R=807 W-3
8 8
5
8-0 Over 2 SupporLs
3
? 51.
i i
ii
0 1-8
i ?
W15 0-8-12 T
-1- 1-4-0
I
--? R°807 W=3"
PLT TYP. WAVE TPI-95 Desiyn Criteria: TPI STD Ver: 6.10 (7TY:1 MN - 1-- R- Scale =.Fi" Ft.
TRUSS REPAIR mtFprr¢erHUUrrrsrwtsrtcmcr TC LL 4U.0 PSF REF R7fi0--40396
OI.MAGE' IRUSSFS N1151 tiE [1REiULV EvAWAifO i0 DEifRXIXE iNF fFifNf O! OI.X14F
AHO INf ffASIBILIIY Of REVAIR. IX SpnE GSES iME CXVIIENi SOLUiIOH IS ID S[0.A4 ?'?,? ???iIHSPW.P}q[]MN(OP
womMVwx.cs?rc,o?siwmuuuuan
}ryJCJCENY)PAUE5516iNM A°.
TC DL 10.? PS
F
OATE
03??4?03
iXf OANA4FY I0.USSE5 41O RFtl01t0. INifPNAt X000 iBFR OAMt[ ANO fYCESSVE
COMNEttOR SIfF35 f0.0M BCxpIM4 00. SNO[N Gx.vOi BE [F/.OItY OEi(CiEO. ix[u([dvE. ILOJI111EL1' " f BC DL ,. p PSF DRW MOUSRI60 03063001
A L P I N E II IS Yliµ iXAI TNE 1AU55 fA8PIC11100. AXU YYItDING (OMIRAC1011 LOXSIOFP iXE
C"s[ af fNE YnnA4E Ix INE111 OCfISIOX VNFIMfR IO REPAIR 00. IIEtlYIt0.
BC L L 0.0 PS F
MO E NG KMS /BAF
REPAIR YpRN SNOXX Ox TXR OIIRVIX4 ApPUES OXLY 10 iN05£ SELIIOAS Of iNE 1R055 01JCiA ffDl A M Q ; 10
T. L D. J?J . O P SF
'.?.?PIDE bllblpCClCd P(OdIlCl4?
Earth City, MO 63045 R[VOALFY bY iN[ LRVSS XnXpIAC1110.FR i0 XAvC 9CFX DAN1GEN. A pY14II1E4 !xleS vAR1Y
1h5VECi0R SMALL CNFCN iRYS>!5 f0 OFIE0.nIXF dE F[IFNt Of AXV NAINEP DAnA4E. 1[ AXY,
um PE4.N0.15]IS p
DI?n . I QC. 1.00 FROM R P
? 1XU VEPIfY IN1i AEGAIGS MAV[ tlFfX 4ERFONNEO ti IMYICAIEU aM IN15 04/.NINL. MSIiT WtFNI%?SCflIRA'A SPAC 1 NG 24.0
I?1 4 0 ?-1 4 0?
I I
T63ov0o-r-n »ZIIurv L,urvJInU611VN - 4U3Y6 / 1
TOP CHORD 4x2 SPF g11#2
80T CHORD 4x2 SPF #1/#2
WEBS 4z2 SPF Stud
:Lt 8earing Leg 4x4 SP BLOCK::Rt Bearing Leg 4x4 SP BLOCK:
+ 2%6 CONTINUOUS STRONGBACK. SEE HIB-91 SECTION 13.2.3.2.
3i.5
ii
0-1-8
ii
0-8 12 W1
7-
ft-807 W=3"
5
12-8-0 Over 2 Supparts
flllS DNG PREPARED FROM COMPUTER INPUT (LOAUS 8 DIMENSIONS) SUBMITTEO BY TRUSS M(R.
REPAIR SPECIFICATIONS:
BOTH BEARINGS WERE MOVED OUT 1-112".
ADD NEW MEMBERS AS SHOWN. ADD GUSSETS AS NOTED.
(W1, W15) NEW 4X2 SPF STUD MEMBERS.
SCRIBE TO CUT FOR TIGHT FIT. ATTACH TO TRUSS AS SNOWN.
FASTEN MEMBERS USING 3/4" 48/24 APA RATED SHEATHING 6LUED
AND NA llED TO BOTN FACES OF TRUSS. SIZE GUSSETS AS SHOWN.
USE STRUCTURAL ADHESIVE AFG-01 (e.g. PL-400) PREPARED
AND AP7LIED PER MANUFACTUftER'S SPECS, WITH SQUEEZE-OUT
EV[OENT AT ALL EDGES. TRIM GUSSETS TO MATCH CONTOURS OF TRUSS.
USE lOd NAILS I ROW AT 3" o.c.
NAIL INTO ALL MEMBERS CONTACTED BY GUSSETS.
3
ii
0-1-8
ii ? - -
ESIN i i
W15 0-8?12 I
_T- 1-4-0
?
? R=807 W=3"
PLi. TYP. WAVE TPI-95 pesiyn Criteria: TPI STD Ver: 6 .lU (1"fY:l MN - 1-- R- Scale =.5" Ft.
iRUSS REPAIR uxewiaeirvmnnrevonsrctinc+ TC LL 40 .0 PSF REF R760--40396
OANAGfO iRU55E5 MU51 BF [ARENILY EVAWAIED IO D[IEPnINf ME IXiEXI 06 UAMAff
ANO iXE i:A51AILIlY Of NEVAf0.. IN SOnf GS[S INE iRUpENi SOLYf10.Y IS 10 5[IIAP ?OX,OPqFYJifF?R'qFVf3JPNEJP
LI+DUI F??uH 1.ut+,?,???„??a?,?
]WL° JGfN$f)iqOffSFIWAfH 1. =
TC OL
10
.0
PSF
DATE 03/04/03
iNF UAM4F0 IRUSYS 414 0.FBU110. IMI[RXAi MOpp fIBE0. 41MLE 410 FYCFSSIVf
[OFNCCIOA 5T4E55 iROM BENpIX4 M SNOCC GXrvUI 9E 0.FADLLY CFI[flf0. iNEAE/OIE. .
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5.
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PSF p
?I?W MOUSRIGO 030F3001
ALPINE "Isvnk]xeT rxtrwssnavIaioe'wro amiorxccaaaena mxsm¢nrxc
CAVSF OI IIIf OAX14[ IX INfIN OECISIYX MxEiNE0. 10 RfVAIA OR REBUILU. ? BC LL 0. 0 PSF MO-ENG KMS??AF
0.EGA10. MMR SNDVX OM ix15 U0.AMIMt AVVlIES ONLY i0 IXOSF SF(l10.Y5 Oi IHE TRUSS
BtlJCiAfEti 1. M" 0 '? T'1T I
I v I• L D.
] 5.
Q
P S F
?
Alpine Enginamd Producis,Nc.
Earth Cit
MO 63045 PFPWIfO BY Ixf I0.U55 N41VF1CiURFP IO M?YE BECN OAM14E0. A QU.1l1FIE0 INIAO VAPIY
?xsvcnoA SNALI dE[N IAUSIIS 10 pE1fRMINE iXf fZfEMI pi qIY fYAINER DAX1G(. If uY
WR PF4110.1'PR !?
1' UR . FA C.
1.
OU
FROM R P
y, AX? YF0.IfY iNl.i AEPA10.5 NAYE AEEX pE0.f00.HE0 AS INDI[UEO B INIS OPAwIXG. R5NHUNOfNfYP9fiCPI1FPIA S PAC I NG 24 .0
a
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ICBO Evaluatron-Service, Inc. ?????
5380 WORKMAN MILL ROAD . WHITftER. CAIIFORNIA 90609-2299
'?-• - a svasidiery corPomnon ofthe intemational Conference of Buflding Officials
' EVALUATION REPORT eR-sa7a
f cWAOM e 2001 iceo Evaluatron savfw, ine. Reissued Mey 1, 2001
,
( Flling Gbyory: OESIGN-Concrete (038)
? _.
.. REWARD WAI.{„ SYSTEMS eFORN AND IFORM
- STAY•IN-PLACEEP$FORMWORKFORCONCRETE-
: CONBTRUpC?yTIOgNy ? . - -
? ? .._ 4 OUTH B7T? SiREET INC. . .
;. ?. .OMAHA.NEBRASKA8a127d601 ? . . . .
. tA SUBJECT ? . ? . .
.. ? Reward Wall Systems eFOrm and iForm Spydn-plsra EPS
FOmwmrk for Concrete?Canatrucdan. - ?
? 20 DESCRIPiiON ? - .
ASTM C 578 as 7ype ll, arM has a maxqnum Hame.epraad .
roting of 25 and a maximum amoko-densOq ralin9 of 450 . when teated (n acoordance wYh U8C 3tandard &t wASTM
E 8499. . . .
. Trie pkstlc Nes are spaced nominaMy 12 Mdies (305 mm) ..
an center For fhe eForm Wocks, and 8 inehes (752 mrtr) on . contartor tha 1Form bbclcs. The pfastlclles hwe openings to -
permit aonerete to pass through end have a seat tp.suppcrt
. .
- hoHxordal ateelieinforctng bars. The eFprm plastie posa }fey .
heve e 1.60-IncMwida-by-0,125.inch-yNek (99.8mm by &2 :-. .
flifll) N8f1OB.1VhlCh iB bf!aTM }/, Innh /R d..-I ?.e.... ??_ ron ..
. , . -
.. . t1 Gonaral:,.
. surraca. i ra irorm pes6e eross 8ss have 1.25-tncMw(de- .. '
6y-0.1564 nch-thick(31.7mmby4mn)flanpea,whktiareb-
. _
1he Roward WaB Systema sFortn and iFwtn ineulatinp con- cated 1/Z hich (72.7 mm) 6ebw Me EPS auAba The plestic
,
. aefe forme. consisGrg of interpockirg Agld Poysbrene Mam
blo
k . . croes-tle flan98 Providae e_ methanism for ettadfinp Inte.na
- and exterior waA coverings
. .
.
.
e
a, are a 7ermanant famwwk for reMforcad conCrate .
,
.
-' beams; GMaft: aateNa end'mtaiiw, beaMg and nonbearing . . Mm the eFOrtn 61ake ere stacked'm a running bond peb
.. . weft and futaidatlon 8nd reWining wiWIS. The eForm system tem. fhe blocke fortn ova!-shapW Wrtical coros spaoed 12
b a waAltrgiid ICF (In6ulaifnp conerele brm wa0 eyslem), ??s(305mm)on?tar, andrnaFshapedhprkcetalcapy
-
- erd O+e Form system is a flat ICF. The irderlar of a building; spaead 76 fnches (406 mm) an center. Relntwcement and ..
.. . conah+cted witlh a RewaM Wall Syatem muat ba sa0arated . concrefe ts ptaced tn the veNeal and lialzontal cores. : - ..
.4omMie(oemplas5cinsudattonwfth anaDOrovadNwrmal6an . YMenfhelFormhiodksarestarJcedtnarunnirpbortdpat?.
. - -
rier, such as a1/2-Mch-tNck(72:7 mm) regutargypsum wan- .
tem. ure aocks rorm e safd, nat corKrete waw.
boeM, and the eKMrfor surtace must De mveied wfth an ap. - . The a»eriacea ofthe aFcrm end lFoum Epgyycks
Wryevi?
. prowd exlerlor waP obvering. ,
indtalled in axordarxe with Mle evaluaflon report, Provitle a..
- 22 Materlals: eonffnuouseurfaoereadyroreceiveaxteriarandinteriorwsV -
. . .
- RZ7 Rsward Watl Eyslem: The eForm and iFOrm systems
... . oar?eist of riw exPendad PdY?me (EPS) loatn-Pleafie finishes. . . . . ?
. . . .
2.2.T Conente: NormaFwaight eo?reie witli max?mum -
beerdstlhatarswnneetedWgemeebY0leaUelleaplseedPer . ?4-?^??el99mm1a69reQatemuethavaa29-tleymiN-
-- - pendtwlar b the EPS loem boarcls W fam a Rewart! Wall -
.. ..
SyaMm bbck. The-eFam system Is eRher 91/4 tnches (295 mum eompressiVe strength d 2,800 psi -(fT.2 MPa? if
w
- nsttucUan ofthe Reward WaIlSystem ts bnsedenthe 2000 ,
.... - '- mm) ar N Mcl+ea (278 mm) wide, arMthe ffam aysLem k e? -
tlwr11(nehes(279mm) or73indies(330mm)widaBathtlie. . ?amationel Realdenlie! Code `{IRC).. oonuste must
?^PNwdh3actionR611.6.toflhafRC. . . . .
sForm aiM iForm blocks ere 16 Inches (406 mm) high by 48 .213 Rslnforcemenl: Detormetl sEeel reintorcemant bars
. :
kwhae{1219mrralong.Fourahapesottrlockaroraeognized ' musthavoaminimumyiefdstressofeilher40ke!(275kPa).
:. qralpht bbek, 904egree teft- end right-cwner bbcW. and . er 80 ksi (413 kPa) dependFny on the sVaetural dotgn, and
. . 454apree camer bbdc. The eForm bbNcs have a.yarying . . must compy with Section 7903 of fhe 1997 UNfo/m gu1ldtrig .
faeasheU ihfdmess; and the iFarm bbcks.hevs a untlwm Code° (UBC) or2000lMemafbnalBuifdlfrg Code'(BC).If
.. . faix shWl Wekness of 2'!= lnehes (63S rtnn). Tha laR. ard oonsW cttort of the RewaN Wap SysSem k based on ths fRC
: .
- rlgM-wmar 90-degree eForm bbcbare 36 Irwhea by 12 ..
reinfordnp steel muet eanpy with Sectiona li81f.8.2
. . Yxhes (914 mm Dy305 mm) kmg. TIre wivena184-dagree R404.4.6 of 1ha IRC. . . . . .
. . :: cemariFormbfodcsare271nches-6yt51nches(688mmtiy .
- 387 eron) fcr the tt-indi-wlde bloeks pnd 29 krhas by 17 2,2,{ ptharComponents:WhenreqWredpythebuBdFngoN
..
,- ' 6xhes (737 mm by 432 mm) bnp for the 1Unch-wide (330 .• .
.. fleial, wooC membera M mntad wttA conerete (or plaEey or .
window arod doorlraming must be preservaHve-treated wilh
mm) 6lacks Ses Fgiires 1 d+rough 4 fordetais d the eForm .
' 6bdcs,ardFipuresSthrough8fardetailsMitieiFortnbbcks: an epproved wood prcsorvaWe. end muet be attaCW with . ..
-
Ths fogm bbcks are motded Nom EPS?6eads ma'wtac• galvanizedsteeifesfenereinacCaMer?withSeetlon2304.3 -
af the UBC or Seetion 2304.9.5 of ihe IBC.-Materlsls olher --
_. turod hY Uss BA&F Corporadon (ER-3407). The toam plasfle , than wood. wch as v(nyl ere peffnftted for wiMow and door
... . has e nominal deneity o[ 1.5 pcl (24k0m3). comylfea with . . .
.(raming d approyed hY the builr&ig oRlcleF. .- ,
' Svr/tlotlrnqvarlfsf/C80BwhaNwSerrk4 lne,mfuurdsde{yroProweMlkreeworoClfwAwmbnrd'lCBO.rtl(hlna!/ueedeupv??IHeRiherrpo?t ' . _ . ?
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.
IIdurJbrWrefArm1likdnPoK . . . . '
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•
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. . . . . . . .. .. . . PaGe 7 of 6 . :. . . .. ..
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ICBO Evaluation-Service, Inc. A,,im =Iw*wd.Wadlu
, . $360 WORKMAN MILL ROAD . WFi1TT1ER, CALiFORN1A 90601.2299 .
?-• - a antu;die,y corparanon otrhe irttemational Canference of Building Officiats
EVALUAT(ON REPORT eR-5373
Cwrrbh! e 2401 xRo Ewwauon s«vlc., fnc. Re/ssued May 1, 2001
Flllrrg Catapory: DESfGN-Concrete (038)
. REWARO WALL SYST6MS eFORM AND IFORAA
- - STAY-IN•PLACE EPS FORMWORK FOR COMCRETE -
- : CONSTRUCPON
? . fR?SOUTH B7T?g87REET lNC. . .
. . ; .OMAMiA, NEBRASKA 88127•7601
tA BUBJECT Rewerd Well Systems eFOrm end iFOrm Stey.(n-place EPS
-Farttnvork for Conaele Corohuction. .
- 20 DEStRtPTION
.. . - 21 Gmoral:..
.. 71re RBwmd Wall Systems eForm and IPorm inaWating con-
- - csta fortrie, canaisfing af interlockinp ri& pdysNrene foem
61odkR ara a Aermanent formwak for raintoreod concrete
- beams: Gnek• axterior and 'udedw, 6earfng and nonboaring waUs; erxlfoundaNonarMretaiMrigwallaTheeFortnBystam
._b a waffle-grid ICF (IncuWtinp concrete famti welf system)
.
- ard the IFwm system is e flal lCF. The iMeAw W e buiWng.
- mnalnkted wflh a Reward Wall Svstem muat be seuarated nonlmeia8mp88oc 1I15GF3pIX1YW6I0n8ppfOV60L)Bfi1f8168M1. -
. . . rier, such as a'lgtnch-Ihidc (12,7 mm) regWargypsum wai!-
.IwaN, end 1he exteNw surface must Ge rnveced w{th en ap.
provad exlerbr waB covarMg.
- 2.21Aatsrlak: .. . t2.1 Rswerd WaIlBystem: The eFortn and IFOrm sysams
eonaist of iwo axPendetl polyslyrene (EPS) (oam-plesNC .
boerdsMfatar9amneqedtogethai6ypteaUellespl8udper- Pendcul9r b the EPS loam boertls ta fortJ1 a RewaK! Well
3yskm block TheeFarm system is elthe7 914 inchea (235 -
.. . mm) ar 11 Mcoffw d+as (279 mm) wkle, amithe fForm sysiem Is a4 tlrertlbehes(278mm) or73hidies(330mm) wwle:BothThs. - eForm and iFoqn blocks ere 76 Mdres (406 mm) high by 48 . kches(1219mm) iong.FOwahepesoFbMdcare roragnizsd: :. ebafpht 6bck, 90-degrea left- and right-mmer blxW, and .. 65-dapree 6bck. The eForm bkrJcs have averytng
r es& and the iFarm bkeks-have a uMform
teee shep thtokress o! 2'1= lnches (63.5 mm). The laR• and .
- dpM-mmer 90degree eForm bbdwaie 38 inchea by 12
- - inmhsa (914 mm by305 mm) kmp. The universal 9p•degree comar i'Fortn btocks a.re 27 Mches6y 15 Inchea (888 mm tiy .
361 mm) fur ft 114neh.wlde blaks pnd 291nches hy 17 .
hztm (737 imn by 432 mm) lonp foa the 13.tncA.wide (330 ..
-mm) hbcks See Figwas 1 through 4 twdetaBs of the eFoim
„ .. bbeks,BndFfpures5fhroughBGordetakofMieiFOrmbbcks;
The foam bbcks are molded /mm EPSAeada menufac- . U+red by tha BASF Carpuation (ER-340f), The foam plastic hae e namkial dena'ty of 7.5 pc! (24kglme). wmp6os wifh BFdrsNai eap««treflC80 EmfrwluxJ'nrke, lec. an&wedsde(Vmerovids
66m4 BwdwwtlwirertrmwotmbeispMeederrepmmdegatiMetfoxuy
6Yr fx xrr ?f+Ar+ulf?e nPerc . . . .
ML /,Peieh boe/r8as 4uependeni ep'p ar aho'rcbnieW d+m iwdmftld 8y iSt
1AW/ra-0tr re&araAsMaq buwdoer.»iqwar ?fnNlfdu bw?ekrai
w8?mr e.?'!'6?•e.mAnaNratwMr'.vaartxesnau?madu?t
ASTM C $78 as Type 11, and has a mmclnum flame-spreaC - -
- rating o/ 25 and a maxfmum amoko-densily rapng of 450
when tested in aaar0anae with UBC SWndard &1 brASTM E 84-99. . . . . .
The plaatle tlas are speced rwmbnaliy 12 ind?ae (305 mm) on canter Ior the eFOrtn 6locka, and 6 inchas (452 mm) on
centerfor 1he IFortn bbcks. The plastk tlea heve opeNngs to , - permit mrrcreEa ro pass fhrough end heva a seat to wppprt. .
horlmnWSfeelreinforcinpbars.TheeFamplasdccroastfes
have a 1.5&inch-wide-by-0.T25?itxh?Mt? (39.8 mm by 3.2 ...
. mm) Ilarge, whidl is bcated $4 inch (8A mm) belaw the EPS ?surfece. T'Fo fFarm plastlc dwa lles have 1.25-fncMwide. .. .
. by-0.15&i?h-ttiM.k(31.'7mmbY4mm)8anpas'whicherelo- -
- cated 1/2 Meh (72.7 mm) below the EPS wA?e. The aeaMc .
. erose•tle Rmge provides a machaNSm for eMarhin8 tMeRw
- and ekatior waA covedrgs.
. wnan the eFerm blocw are stackae in a?np nond pab
fem. Ne blodw lorm oveFshe?cl verticel omee apaeed 72
lnchea (308 rtun)oncentx, and rneFahaped Fwrteon[a! 0=5
- spaced 16 inchas (408 mm) on aonter. RelnforeemerK and . .
. wncrek ie pfaesd h ihe verf7eal erv! AoNZOnfel cares. -: . ..
When 1Ae ?omr blacks are stacked tn a runninp bond pah- .. .`
t?,, ?,: mocks torm a saia. nat co?sa wan.
_,- 7'ha wteriaces of the eForm andlForm EPSbtoGa, when? .
installed In axordance wlth Mis evaWatlon reP?. Pr?da a..
continuoue eurface readyto reeaive axterior arxi hderiarwaW IUbttea. . . . .
2.2.2 Concrota: NwmaFwelpht convete w9M maxAmum ?.
, 3!?•Inch-s(ze (19 mm) aggrogate must'have a 26-day mini-
mum eompre? stre th of 2.500 ... .
- conatructlono(fheRewabWaqB!'?em ??danthe2000
A?mationel RealdeMia! Cade' PRC), roner
. ete- must ' eomply wkN Saepon R61t.6.1 af bte IRC. .. . .
.223Raln(oreement: Detotmed s0eei reln(ort;emgM yaig
• must heve a mlMmum yletd slroes of ailher 40 iW {275 kPa} - or 60 ksi (413 kPa), depentling on tha sWdurel des(?, and . must compy with Sedion 1903 of #w 1987 Unf(am 8?lding cod.° (uec) or zooo rmm??erronar eww6rp c?.' (IBC). u ?.
. conswetioai W tfie Rawsrd WaN Syatem Is 6asetl on Gx IRC..
relnfordrq? steel must oomply wffh Seetiana R87i.B.2 and - R404.4.8 of the IRC. - -
2.2.1 OthsrComponsnts:Whenroqutred6yf1robu8dingoG-. Actal, wood members M eoraad with ccxrete for plap? a- wirMow arxd daor franing must be preservadveqVeeted w(th . .. .
an approved wocd preservative, end must be attecAed wtth . . ..
paWanizedsleelfastarreretnacaordarrcewiM5ed7on23W.3 -
. of Me UBC or 3eetlor? 2304.9.5 o/the 18C.Materlats other
than wood. such sa vinyl, are permiifed for wi?ow and dow
.
. . fram&tg i! &Aproved 6y the bWldirig-oftkta4
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.. . . . . PaCw 1 016 -. .. . , . .. . . .
0£L-Cl 90/10d 8bb-1. 696GZ6S20b SW3.LSA5 'I'IHm QtiHfh3H-GDDH3 86;LL Z0.-0Z-LL
11-20-'02 11:98 FFiOM-AEWABD WALL SYSTII95 4025927969
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JRN-21-1998 01:26P FROM:
IfRHIf SIROH, Pl.
December 15, 2002
.Mr. Cyety Mannor
Mission Construction & Development
9030 Rebecca Park Trail
RockFord, MN 55373
Re: Structural Review of Pier Tech Helical Earth Anchors
Deu W. Mannor:
T0:6516755694 P:1/1
---
EN61?EfRINB
stausroa?i raksu?t?ws
Missian Construction & Development,lnc
OARRY MANNOR
awm: 7e3477-6352
9030 Rebexa PoA lYall Fmc: 783477-8982
RocMaO, MN 55973 G11: 783•370-5519
As the Structural Engineer of Record for the proposed new single family residence to be
built at 3720 Denmark Court East in Eagan, Minnesota, l have reviewed the cechnical
specifications and various building department approvals &om aCross the country for the
Pier Tech helicat foundation anchors. It is my understanding that you are proposing to
use Pier Tech helical anchors for the grade beam foundation system for the new house at
the address indicated above as per the structtu'af plans that were prepared by my offtce.
Aiter review of the data, it is my opinion, as a Registered Professional Engineer in the
State of Minnesota, that the Pier'Tech-hetical' anchols;are equivalent to A.B. Chance Co.
helicat anchors as tested per ICBO Report No. ERS 110. I have had previous successful
experience with the Pie[ Tech helical anchor system with other similar residential
founda[ion projects in the Twin Cities. I also a$ree to observe the installation of the
helical anchor piers £or this project and to issue a Snal repon upon sarisfactory
completion of the work.
A copy of this repott should be forwarded to the City of Eagan Building Tnspections
Department. Please feel free to contact me with any questions or comments regarding this
report or if I can be of any fiirther service at this time.
Sincerely,
Stroh Engineering s14?w; " RfGiSTERED PREIVGINEEpAI
14269 ,
Bernie Stroit, P.E.
OF m0?
cc: Jerry Z, (City of Eagan Building Inspections)
1121 SI1lEY AEl16RtA1 WIi98A1, 1106011 @41iY1S, M1 SSII! - idX: IfiSll ISI-S6&6 U(RLE: 16511 I54-9155 - f-6111L SIROBf161lFf@If6@NEflI01fl.?il.MEl
w
(SEE ATTACHMENTS)
Development ip?wT K1?Oi?bel6?HT`S ftb
Lot Number LIA Block Number Z
Address 2c1C.X1_ DoNVVli9T2y GT G.
Builder Mi,SStotv rOPI[artcTlNf_
A'hStJOK.
PtrnNF: ?6?- 4?l - 63SZ
Tree Protection Requirements:
1(F}" Tree Fencing
Oak Tree Pruning (Immediately seal wounds during April 7 to July 31)
Therapeutic Pruning
ReWining Wall
Other:
Replacement Trees:
Not Required
As Follows: EAGAId FORESYRY D!!l9SIOflI Attachments: REV,EWED
? Yes ?? -
No
?ATE
Additional Notes:
H:lghove42000fi1e\treepres\Tree PreservaNon Plan Summary-2000
?? 2-c? ?+J rV1i?2iL CG"'t i R.' LZA. ?
Juo S',p: ?
"C.aTEGORY1" ALTERVATE FOR 41 city
O\E & TWO FANIILY DWELLINGS
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INSTRCCTIONS: This alternarive may be used for ane- and nvo-Camilv dweilings built m meet the Caregury l requiremeno of
>[inneso[a Rules, Chapter 7670. Complzt: Psrts .4, B. anS C Cley;y mark pians wi,th: insular.on R-values: '-%indow u;d skv[(ght Lr.
••sfu,s: siza in1 eina oi zquicmznt: zquipmenc controls; and Ictstion uf vacor :etarda; 3r.1 wind%v3.ia oar.:ers- -More de[ailed
in:ur.naeion :sr, oa ;'ound in the Lfinnesota Eee rV Code surturtary sneecs availaoit ttom [he M•,.nnzsota Daoaar.:zat oFComm.erce.
Part A. BUILDING ENVELOPE
-------
C:tak pmpoud :nvelcpejoint sealing op[io¢ 4 Prescnpdve (caWkng, gsskcs, e:c.) O Pe^ormv:ce;::es: pr. 7670.6470 subp. 7.C.)
Cneck he=l enzr3y calai[ado¢ opdon used -) O"Cook6oak" (compie:: wor!csheet bcluw) ? ?InC(ItCK T2L:CQ (1R3C:1 RFOR)
. 0 PeRotmwce (arach [;'.value cafailadont) ? Sys:ems .anaivsis mehod (aetuh aoaiysis)
"Cookbook" Worksheet
L`iSZCCClOVS
S:zp L Chzck i:am(;) [tuc Cesign macs on.bfinimum Requirementr fist
:o ha r.g^.c. Msc mz_: atl ::zms :o uu "Ccokbook" oo¢on.
S:ep 1 Indica:: preposzd watl ?pe on mbit bdow.
S:ev i. Lndica:: R'ir.dow C-vi_e it:d wi:.ro:.
S.e.n :. Ver.^Y :acal wvlCew (ine!eding aza oi i11 tocndaeiea windaws)
and deor ares is eqi:al ar !ess than allowable peccentage.
3II`?i "L?IL'ZNt REQIIIItEVtErTS
(tor "Cook6aok" a dou oolv) "
:r3' Ceiling [nsuladon: N[inimcm R•33 •.vi44 ?Y=" rne:w heel; or
NGnimum R-14with taw r,ss ha:l; cr
1Gnimum R-.S wich R•i sheacaine •Haaa no attic.
? Eamv Doors: -Mac. U-vslue ci 0.:0 or I'.." salid wced •.vich s:orat
'7 Rim lois: Lvclaz;an: blimiz:um R? 19
'7' Flcors over alccnCicior.ed ->cacs: }lini:.cr.: R-21
'7 Fou:Cacan [nsLla:icn: %(inimcm 2-:0
'J' Foundanon wir.Zows: :-_' insula[ed z!ass, wood or vinvl ffan:e
?. ar v rnn nrrso?mT:r_ M . vnrt?r wTVnnw syT nnnv Anc A
?[y,ir=i allowabic Toul Window and Door:lm ss
a?a:cenmze of Ex;oud S1'all
IZ%
14%
16°'. -
t3"o -
' ----
"
20°°° = ' ----
I 22°/,
2J°/,
26%
28X
:4'i!I T,va (Sur:Ca:C Frunin¢): Marimtun Avera¢e Window (exc-Dt foundation windows): .. .
Z) ?s-, R-I3 ir.s,:fa:icn. R-7 sczs[.4in¢ ? OSS 0.?7 O.?I 0.36 0.33 I 0.10 ? 0.27 015 013
? ?sa. R-15 iasula:icn. R-i shzathin ? 0.52 0.35 039 0.35 ? 0.31 I 013 ? 0.26 013 022
7 ?s5. R-! 9 insutadcn. <R-j ;nzathin I 0.48 0.41 0.36 ? 0.32 . 0.?9 I 0.?6 02i 0.22 6.21
?? ?xo. R.19 insulanen. R-i shcathing 0.56 0.38 0.42 03i 0.31 0.3t 0?3 016 0.24
O ?s6, R-'_ 1 insula6oa < Ra sFea:hin 0.51 0.43 0.33 034 0.30 I 023 0?5 0.23 0.21- .
Z) 2s6, R-? I"vuulation, R-3 >heathin 0.58 0.50 0.44 0.39 035 032 0.29 017 0.25
W'all Type Advuiced Fcaminq : Maximum Avera Wiadow U-va(ue exceoe foundadou windows):
O 2x6, R-(9 insula[ion. <R•5 shearhin 0.52
0.45
0.39
0.35
031
018
0.2 6
01d
022 -'
? 2x6. R-19'uuuladon, R-5 shnthin 1
0.58 OSO 0.41
I
039
035
0.32
029
017
0.25 :
0 2z6, R-21 insularioa <R-5 sheadtin 0.55 0.47 0.31 0.36 0.33 030 0.27 015 0]3 ..
O 2x6, R-? l insuladon, R-5 shtathin 0.60 0.52 0.46 0.31 0.36 033 0.30 018 026 '
Windaw tt.vahu- Dnlz-; c" Source: ? VFRC ? ASEIILaE 1993 Handhook .u l [JCJ4.s
100 x ! 17 Li _ 'T.zuc 0 < !
window & door uea gr= exposed wall area DESIGN AI.LOWABL'c (from table above)
M/NNESOTA ENERGY CODE - WHICH RULES MAY I USE ?
TYPE OF RESIDENTi.aL BUILDIYG APPL[CABLE RULES
Detached R-3 occupancy 1- and 2-112mtly dwe0ln;e Chapter 7672; or ..
E.<am Ics: sin le funil , nvin homes, du lexes Clv ter 7670 "Cace orv l" wich ;tatucorv Ce ressur.zzrion u:d ventilavan r uircmencs
attached RJ oceupancy dwellingf Chapter 7674; or
Examoles: tn ka vownhouses and row houses Chaoter 7670 wiEh eiehar "Caceaorv I" or "Cate orv 2" rovisions
Rd occupaacy 6uildingf o(J sroda or lea Chaptet 7674; or .
Examolcs: condominiume or aztmenn C ter 7670 wiEh eitf:er "Gte arv f" or "Caze orv ?" rovisions
R-1 oceupancy 6uildings over 1 etoda hiQ4 Ctupter 7676 .
Exyn Ice: hi h dse condo> or a artrnenn
e....??,.....r I-1,.1 ,.-1 Clanef-. (Lr. r..lrnhnat NumdCf
NEW CONSTRUCTIOIY ONLY
Part B. DEPRESSURIZATION PROTECTIO-N
Chcck uptiun used: :3 Fuel ourning aquioment (Qumplate scheSules hafaw} p ti'o tuzl ouming aquipmen[
("s-, xccr;o`s
scco f. Corr.e(ttz the Cumo:c•:ian Eyuipme.a: )cnelult he(ow. Onl.: zquipraa.^.t
w;ch a Y(Yas) may bz szfecceS under the "Category I" aftamac:.
S[ep 1 CJRtOItIL E.CRQL,tL:L(QF2•G(J .{II SCkBluI2 Ofl [I1L Cight ii d•,rect or power
vaneed or sofid fuat atmusphzric vent space haating zquipmzn[ is
stlzccea.
E.rH.aCST! NLaKE-CP i1R SCHEDULE'
Exhaust devic:s ovzr 300 cfn Flow
i cfm
I cfm
N I P ? `'M
COLNlBUSTIOY EQtiIPMEYT SCHEDL'LE .
(check ail tvoes proaosed) ?
Spaca heating - nonsolid 'NZf Saaled combusnon Y Hearth - nonsolid fue! O Sesizd cor..basaon Y
Direct or power vented
? 4 I
Y' O Dir.cc or power vented Y
Abn herica(1 vented N Aemosnher,callv venud N
W'ater heating - nonsolid fuet Q Seated combusaon Y Spue headng - solid fuel O Atrnospher.cally vcnced
Y'
1a' Direct or oower vented Y Water heatin - soGd fueI O Atmosnher'callv vented Y
AhnosohericaR vented N Hearth - solid fueL O:1¢nosnner.callv vented Y
* Ii atmospherically venced solid fuel or dimct or power vented noasolid fuel space heaGng is installed, then make-up pir to match
dow is re uired for each individual exhaust device whic6 exreds 300 cubic feet oer miaase.
Part Ci. VENTILATION
VEh"['ILATION QliA-NTITY
(Nfechanical ventilar'on must be provided per the targer quanary calculared br(ow)
--?
6,-13? ! cubic feet : 0.00583 /minure = C-I`1.i cfm x IS cfm/bedroom) + 15 cfm = S i cfm
volume of ha6itable rooms number of bedrooms -
Cazck method(s) proposed 4 1 VENT'fI.ATION
C) Exhaus[ onlv P KkY SCHEDLI.E
-2a!anced (hzat rc:overv ventilator, air exahanget. e:c.) i
Fan descri tion or location -) TOTAL.S
VENTILATION Intak: ?? chn cfrn cfm cun n cfm
AS DESIGNED Ezhaust "7 ; cfm cfrn cfm cfm o cfm
Statement of Compllance: The proposed building design represented in these documents is consistent with the building plans.
specifications, and other calculations submitted with the pemiit appticatioa The propased building has been designed w meet the
requirements af the Minnesota Energy Code. n
(,?,d?lL?'? ?ti\?Au,Jct;.- ?1 1- "Z(a-oZZ 7(e'3- H"71 -(035 Z-
Applicant (print name) Signature Datt Telephone mcmber
Part C2. VENTILATI4N (Submit Part C3 upan compteHon ofsystem veriiicarionj')
x --------------------------------------------------------------------
!ob Site Addrass: Permic Yumber
Fan descri aan or locarion TOT.4LS
NIEASURED Intake cfm cfrn cfrn cfm cfr°
PERFORMA'YCEt Erhaust cfm cfrn cfm cfrn cfin
t Ventilation ra[e must be measured and verified when the per:'ormanc: opdon is ated in lieu of the prescripeive opnon For the
seafinq ofjoints in the buildinq conditioned envelooe (from Pazt A)
Compliance Statement: Installed ventila[ion system is in compliance with vN Energy Code and is simd ro provide the design 3ir
fl ow.
App(icanc (prin[ nama)
Signaturc
Date Teiephona number
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`LOT SURVEY CHECKLIST FOR RESIDENTIAL
BUILDING PERMIT APPLICATION
PROPERTY LEGAL: L a"C / `f OlD a, 12 / _i1Df _ Xu
DATE OF SURVEY:
LATEST REVISION: /2-GI P,,z
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O ? a DOCUMENT STANDARDS
?//? ? • Registered Land Surveyor signature and company
? ? • Building Permit Applicant
? ? • Legal description
R' ?
? ? • Address
? ? • North arrow and scale
? ? • House type (rambler, walkout, split w/o, split entry, lookout, etc.)
Q/ 0 ? . Directional drainage arrows with slope/gradient %
p? ? 0 • Proposedlexisting sewer and water services & invert elevation
4V ? ? • Street name
5Y ? ? • Driveway
[V ? ? • Lot Square Footage
?? ? • Lot Coverage
ELEVATIONS
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q,?p ? • Property comers
? 0 ? . Top of curb at the driveway and property tine eMensions
t9? ? ? . Elevations of any existing adjacent homes
0 G? ? • Adequate footing depth of sUuctures due to adjacent utility trenches
R/ ? ? . Waterways (pond, stream, etc.)
Prooosed
Q?? ? • Garage floor
El V? . Basement floor
G?? 0 • Lowest exposed elevation (walkouUwindow)
,?/
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?1? ? • Front and rear of home at the foundation
PONDING AREA (if aoplicable)
? • Easement line
EI?? ? . NWL
G?? ? . HWL
Ea/ ? ? • Pond # designation
0/ D '0 • Emergency Overflow Elevation
? C4e u • PondlWetland 6uffer delineation
&</f7 ? . Lot lineslBearings & dimensions
?7 ? LI . Right-of-way and street width (to back of curb)
E? ? 0 • Proposed home dimensions including any proposed decks, overhangs greater than 2', porches, etc.
(i.e. all structures requiring permanent footings)
G?? [I . Show all easements of record and any City utilities within those easements
GYy? ? • Setbacks of proposed structure and sideyard setback of adjacent existing st ctures
N/f_I Ci • Retaining wall requirements, if any
Reviewed: 2-- -<
Name Date
G:/FORMSlBuilding Permit Application
.
BRAUN 8raun Intertec Corporafion Phone: 952.431.4493
6950 West 146ih Slreet I Fax: 952.431.3064
INTERTEC $vite131 Web: braunirterlecmm
Apple Volley, MN 55124
January 28, 2003
Mr. Garry Mannor
Mission Construction & Development, Inc
9030 Rebecca Park Trail
Rocld'ord, MN 55373
Project BODX-02-344C
,0) 11 r???ft?
JAh?
Dear Mr. Mannor:
LyY _.,j
Re: Summary Report of Helical Pier Observafions, 3720 Denmark Court East, Eagan,
Minnesota
This letter summarizes our helical pier observations performed at 3720 Denmark Court East in
Eagan, Minnesota. The purpose of our services was to observe the helical pier installations. Ow
services were authorized by Mr. Garry Mannor of Mission Construction and Development, Inc. on
December 30, 2002, in general accordance with our General Condirions, dated February 1996.
Available Information
We were provided with two soil boring logs prepared by Allied Test Drilling Company (Allied)
dated August 20, 2002, under Allied number 02068. We were provided with a set of shvctural plans
prepared by Stroh Engineering dated November 9, 2002. The plans showed the locarion of the 65
helical piers to be installed for foundation support. Based on the Allied boring logs, the helical piers
will terminate in the medium to stiff silty clay.
In an on-site meering on January 3, 2003, Mr. Bernie Stroh, P.E., the structural engineer, indicated
the intent was to install the helical piers until the pressure gauge read 2,500 psi. However, 2,300 psi
would be the minimum pressure reading allowed for terminating helical pier installation. During the
ineeting, it was agreed that Braun Intertec would perform observations for 4 hours each day helical
piers were being installed.
Observations
A project engineer and an engineering technician from Braun Intertec performed observations of the
helical pier installations from January 3 through January 7, 2003, on an intermediate basis.
Observations were performed on 33 of the 65 helical piers installed.
The following table summarizes the helical piers observed, the dates observed, the pressure gauge
reading and the lengths ofpiers installed. The screws and secrions are about 7 feet long.
Helical
Pier Date
Observed Gauge Reading
si
Len h Installed
1 1/3 2500 Screw lus 2'/z sections
2 4 1/3 2500 Screw lus 2%: sections
3.. ' 1/3 2400 Screw lus 3 sections
4 1/3 2500 Screw plus 1'/o sections
Providing engineering and environmental solu[ions since 1957
Mission Construction & Development
Project BODX-02-344C
January 28, 2003
Page 2
Helical
Pier Date
Observed Gauge Reading
si
Len h Installed
5 1/3 2400 Screw plus 2%z secrions
6 1/3 2400 Screw plus 3 sections
7 1/3 2500 Screw plus 2'/< sections
8 1/3 Not Observed Not Determined
9 113 Not Observed Not Detemrined
10 114 Not Observed Not Determined
11 1/3 Not Observed Not Deternuned
12 1/4 Not Obseroed Not Determined
13 1/4 Not Observed Not Detemuned
14 1/3 Not Observed Not Determined
15 1/3 Not Observed Not Determined
16 1/3 2500 Screw plus 2'/< sections
17 1/3 Not Observed Not Detemuned
18 1/4 NotObserved NotDetermined
19 1/4 Not Observed Not Detemuned
20 1/6 2500 Screw plus 3'/z secrions
21 1/3 Nat Observed Not Determined
22 1/4 Not Observed Not Detertnined
23 1/4 Not Observed Not Determined
24 1/4 2500 Screw lus3%sections
25 1/4 2500 Screw lus3'/<sections
26 1/6 Not Observed Not Deternuned
27 1/6 Not Observed Not Detei•mined
28 1/3 2500 Screw plus 3 sections
29 1/3 2400 Screw plus 3 sections
30 1/6 Not Observed Not Determined
31 1/6 Not Observed Not Deternuned
32 1/6 2500 Screw plus 3Yz sections
33 Not Given Not Observed Not Determined
34 1/4 2500 Screw plus 3 sections
35 1/6 2400 Screw plus 4'/a sections
36 1/4 Not Observed Not Deternrined
37 1/4 2400 Screw plus 3 sectians
38 114 2500 Screw plus 4 sections
39 1/7 2400 Screw plus 3Ya sections
40 1/4 2500 Screw plus 3 % sections
Mission Conshucrion & Development
Project BODX-02-344C
January 28, 2003
Page 3
Helical
Pier Date
Observed Gauge Reading
si
Len th Installed
41 1/7 2400 Screw lus 3 sections
42 1/7 2400 Screw lus 2'/< secrions
43 1/7 2400 Screw lus 2%: sections
44 1/4 2500 Screw lus 2%: sections
45 1/7 2400 Screw lus 2'/z sections
46 1/7 2500 Screw lus 1'/z sections
47 1/6 Not Observed Not Determined
48 1/7 Not Observed Not Determined
49 1/7 Not Observed Not Deternuned
50 1/7 Not Observed Not Deternrined
51 1/7 2500 Screw lus 1 section
52 1/6 2400 Screw lus 1'/< sections
53 1/7 Not Observed Not Determined
54 1/7 2400 Screw lus 2%s sections
55 1/7 2400 Screw lus 13/a sections
56 1/6 2400 Screw lus 2 secrions
57 1/7 Not Observed Not Determined
58 1/7 Not Observed Not Detemuned
59 1/6 Not Observed Not Deternuned
60 1/6 2400 Screw lus 3'/< secrions
61 1/6 2400 Screw lus 3 sections
62 1/6 Not Observed Not Determined
63 1/6 Not Observed Not Determined
64 1/6 Not Observed Not Determined
65 1/6 Not Observed Not Detemuned
Conclusions
Based on our observarions, it is our opinion the helical piers observed were installed to the minimum
project requirements. Based on the lengths installed and Allied's boring logs, it appears the helical
piers were terminated in the medium to sriff silty clay.
General
Services performed by the geotechnical engineers for this project have been conducted with that level
of care and sldl] ordinarily exercised by members of the profession currently practicing in this area. No
warranty, expressed or implied, is made.
Mission Construction & Development
Project BODX-02-344C
7anuary 28, 2003
Page 4
Thank you for using Braun Intertec for this portion of the project. If you have questions conceming
the content of this report, or if we can be of further assistance, please call Greg Bialon at (952)
431-4493.
Sincerely,
Braun Intertec Corporation
Professional Cerrification:
I hereby certify that this plan, specification
or report was prepazed by me or under my
direct supervision and that I am a duly
Licensed Engineer under the laws of the
State ofMinnesota.
Gego 'ggA
Associate Principal
Registration Nuxnber: 24017
Date: January 29, 2003
Ray A. Huber, PE
Vice President
Attachments:
Helical Anchor Location Sketches
a Mr. Bemie Stroh, PE; Stroh Engineering
Mr. Craig Novaczyk; City of Eagan
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MISSIOi1 COf1StfL1CtI0Cl Detail NelsonResidence
Ph. 763-417-6352 November 18, 2002
FAX 163-411-6962 ?ilg_14 . 3720 Denmark Court , Eogan , MN 5512
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Mission Constructian
Ph. 163-477-6352
FAX 163-477-6962
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301
Defail
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Nelson Residence
I November 18, 2002 1 1
3720 Denmark Court , Eagan, MN 55121
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ae ro vAau?s x iax aoa. ?smucvov pucrosc ,vm araoxtndrs w. arus ? ee onamucim w Accvm,v+tr rw sva
??sffmmm DETAILNO: I-49
FEStHS DE ?Ir m auu Ib?9ulav smR! vnnr? Non¢
4?REmw-
Build Different Build Better.'
6.0 Wall Reinforcement For iForm
The wall reinforcement tables assume a minimum of 3,000 psi concrete strength (at 28 days) and
grade 60 rebar for basement walls and 2,500 psi concrete strength and grade 40 and 60 rebaz for
above-grade and lintel designs. These tables may also be used for higher strengths of concrete or
rebaz. The informafion in these tables has been determined using four different constrvction
cases for above grade and below grade walls that were intended to cover the range of residenrial
construction conditions typically used. These tables do not apply to conshuction cases not
covered by these assumed conditions, and such cases should receive special design consideration.
For cases that fall in behveen the assumptions, the more conservarive or restrictive case should be
assumed and interpolation should not be used.
The reinforcement tables for the Reward Wall Systems insulating concrete form walls have been
prepared in accordance with ACI 318-95 Building Code Requirements for Structural Concrete.
Applicable secrions of the code include Secrion 14.4 (walls designed as compression members),
Chapter 10 (Flexure and Axial Loads), and Chapter 22 (Structural Plain Concrete). The actual
cross section of the Rewazd form was used to generate interaction diagrams to determine tLe
capaciry of the Rewazd wall under combined axial and flexural load. The moment magnifier
concept was used to account for slendemess effects per Section 10.12.
The walls have also been checked for sheaz and deflection. Allowable deflection was limited to
L/240 (L represents the vertical span of the wall.) The walls are considered to be braced against
sway (i.e., the floor or roof framing is assumed to brace the top of the wall) as is typically
assumed in residential construction.
Reinforcement to control the effects of temperature and sluinkage is included in the
reinforcement tables. Based on standazd practice, a minimum of one #4 @ 48" o.c. for the 11
"
Reward iForm and one #5 @ 48" o.c. for the 13" Rewazd iForm will be required.
The reinforcement tables are for solid wa11s. Additional requirements must be met around
openings, comers, and discontinuities.
issued on: 5/I/2001 6-I
Release: B
*MWARD.
L SYSTEMS
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APPLICABILITY LIlMTS
ATTRIBUTE MAXiMi7M LIMITATIOiV
GENERAL
Maximum Building Plan Dimension 60 feet
Number of Stories 2 stories above gade plus a basement
Story Height 10 feet
Design Wind Speed 110 mpb fastest-mile wind speed
Ground Snow Load 70 psf
Seismic Zone 0, 1, 2
FOUNDATIONS
Unbalanced Backfill Height 9 feet
Equivalent Fluid Density of Soil 60 pcf
Presumptive Soil Bearing Value 2,000 psf
WALLS
Unit Weight of Concrete 150 pcf
Load-Bearing Wall Height 10 feet
FLOORS
Floor Dead Load
Floor Dead Load 15 psf
First-Floor Live Load 40 psf
Second-Floor Live Load (sleeping rooms) 30 psf
Floor Clear Span (unsupported) 32 feet
ROOFS
Roof Slope 12:12
Roof and Ceiling Dead Load 15 psf
Roof Live Load (ground snow load) 70 psf
Attic Live L,oad 20 psf
Roof Cleaz Span (unsupported) 40 feet
6-2
Issued on: 5/1/2001
Release: B
'?wL' s? e1V s m Build Different. Build Better.sM
6.1 Below Grade Wall Reinforcement for iForm
The informarion in the below grade wall tables has been determined using four different
construction cases for below grade walls which were intended to cover the range of residenrial
construction conditions typically used. The conshucfion cases aze summarized as follows (See
wall diagrams):
Case B 1 Reward basement wa11 supporting one-story wood framing
Case B2 Rewazd basement wall supporting two-story wood framing
Case B3 Rewazd basement wall supporting one-story Rewazd wall shucture
Case B4 Rewazd basement wall supporting two-story Reward wall structvre
The desiga criteria assumed for each of these four construction cases aze shown in this section. .
The below grade wall tables reflect the reinforcement required for the goveming case for each
loading condition. In other words, the table reflects the reinforcement required for whicheyer of
the four cases is the most restrictive. The tables do not apply to construction cases not covered by
these assumed conditions, and such cases should receive special design considernrion. For cases
that fall in between the assumptions, the more conservative or restricrive case should be assumed
and interpolarion should not be used. Shaded cells indicate the capacity of the wall is exceeded
for the assumed design criteria. Specific project informarion and design criteria should be used to
properly design the wall. Reinforcement requirements may be reduced and/or a design may be
aclueved with the specific project information and design criteria. Con@ult a design professional.
For design purposes, the vertical rebaz was assumed to be placed off center as indicated in Details
I-6 and I-7.
Table 6.11.1 for tUe 1 P iForm and 61.1.2 for the 13" iForm apply to walls supporting both brick
facing and full height brick veneered walls. For conditions with substantial exterior brick facing
where the brick is supported on a brick ledge on the basement waIl, the brick adds an eccentric
vertical load to the below grade wa1L This was taken into consideration in the reinforcement
tables.
The design assumes the brick to weigh 40 psf of surface azea. The tables are based on the brick
staiting at grade level and extending to the roof (See wall diagrams). The eccentricity of the
brick is assumed to be 2" from the face of the Rewazd form based on the use of a 4" wide brick
ledge.
6-3
Issued oo: 5/1/2001
Retease: B
4?REWARD.
Build Different. Build Better.5"
The design criteria used in establishing the basement wall reinforcement tables aze as follows:
WALL CASES: Case B 1 Case B2 Case B3 Case B4
Floor 32 ft 32 ft 32 ft 32 8
ind Floor 0 32 ft 0 32 ft
F 40 ft 40 ft 40 ft 40 ft
WallHei t 8ft lOft 8ft lOft
Wall Weight 6 psf 11 psf 50 psf 75 or
100 sf
Eccentrici 0 0 1 or 2" 0
NOTES:
1. Floor and roof loads are calculated based on one half the clear span.
2. Where hvo eccentricities are shown, the first is for an 11" iForm wall and the second is for a 13"
iForm basement wall.
3. Posi6ve eccentricity is toward outside (exterior) face. NegaSve eccentricity is toward inside
(interior) face.
6-4
Issued on: 5/I/2001 Aelease: B
4?REWARD.
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CASE B'I
?od Frame
teward Wall
Reward Basement Supponing
One-Story Wood Frame
(NO BRICK)
Reinforcement Tables:
6.1.1.1 11" iForm Basement Wall
6.1.12 13" iForm Basement Wall
Wood FramE
CASE Bi
2eward Wall
Reward Basement Supporting
One-Story Wood Frame
(BRICK)
Reinforcement Tables:
6.1.1.1 11"iForm Basement Wall
6.1.1.2 13" iForm Basement Wall
6-5
Issued ou: 5/1/2001
Release: B
'?-REWARDs
Wood Frame
Wood Frame
Wall
CASE 62
Reward Basement Supporting
Two-Story Wood Frame
(NO BRICK)
Reinforcement Tables:
6.1.1.1 11" iForm Basement Wall
6.1.12 13" iForm Basement Wall
Build Different. Build Better,sm
Wood Frart
Wood Frart
CASE 62
;eward Wall
Reward Basement Supporting
TwoStory Wood frame
(BRICK)
Reinforcement Tables:
6.1.1.1 11" iForm Basement Wall
6.1.12 13" iForm Basement Wall
6-6
Issued on: 5/ 1 /2U01
Release: B
'?REWARD?
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CASE 63
3rd Wall
vard Wall
Reward Basement Supporting
One-Story Reward Frame
(NO BRICK)
Reinforcement Tables:
6.1.1.1 11" iForm 8asement Wall
6.1.1.2 13" iForm Basement Watl
Reward We
CASE 63
iard Wall
Reward Basement Supporting
One-Story Reward Frame .
(BRICK)
-Reinforcement Tables:
6.1.1.1 11" iForm Basement Wall
8.1.1.2 13" iForm Basement Wall
6-7
Issuedoa 5/1l2001
Release: B
4?REWARD.
Build Different. Build BetteL.sM
CASE 64
?rd Wall Reward Wa
?rd Wall Reward Wa
ard Wall
Reward Basement Supporting
TwoStory Reward Frame
(NO BRICK)
Reinforcement Tables:
6.1.1.1 11"iForm Basement Wall
6.1.12 13" iForm Basement Wall
CASE B4
vard Wall
Reward Basement SuppoNng
Two-Story Reward Frame
(BRICK)
ReinforcemeM Tables:
6.1.1.1 11" iForm Basement Wall
6.1.1.2 13" iForm Basement Wall
6-8
Issued on: 5/1/2001
Release: B
'REWARDm
? WALL SVS7EM5
Build Different. Build BettensM
How to Use the Below Grade Wall Reinforcement Tabies
Step 1: Determine which below grade wa11 reinforcement table is appropriate
Table 6.1.1.1 (3,000, 60) 11" iForm not supporcing brick and supporting full height brick
Table 6.1.1.2 (3,000, 60) 13" iForm not supporting brick and supporting full height brick
Step 2: Review the design criteria used to establish the reinforcement table to determine if it is
applicable. Review the footnotes at the bottom of the table.
Step 3: Deteimine the equivalent fluid density of soil (30, 45, or 60 pc fl. See Secrion 63.
Step 4: Determine the unsupported wall height (8, 9, 10, 11 or 12 feet).
Step 5: Determine the maximum backfill height on the below gade wall.
Step 6: Determine the reinforcement required from the table.
6-9
Issued ou: 5/1/2001
Release: B
'?REWARDe
Build Different. Build Better.s"'
Below Grade iForm Wall Reinforcement Table Notes
Tables: 6.1.1.1 and 6.1.1.2
1. Minimum vertical reinforcement required for temperature and slirinkage:
11" iForm: #4 @ 48" o.c.
13" iForm: #5 @ 48" o.c.
2. Minimum horizontal reinforcement required for temperahue and shrinkage:
8' Wall: One #4 rebar within the top 16" and bottom 16" of the wall, and one #4
rebaz near mid-beight of the wall for a total of 3 horizontal rebazs.
Spacing of horizontal rebaz not to exceed 48".
9', 10', 1 I', 12' Wall: One #4 rebaz within the top 16" and bottom 16" of the wall, and
one #4 rebaz near the third points of the wail. Spacing of horizontal rebaz not to
exceed 48".
3. Deflection meets Z1240.
4. Additional reinforcement is required around openings, corners, and discontinuiries.
5. Place the vertical reinforcement off center as indicated in Details I-6 and I-7.
6. The wall must be braced against sway at the top and bottom.
One #6 or one 47 rebar may be substituted with hvo #5 rebazs. The two #5 rebars must be
spaced no closer than 1" apart and each 45 rebaz must have its own lap splice.
8. Shaded cells indicate the capacity of the wall is exceeded for the assumed design criteria.
Specific project information and design criteria sbould be used to properly design the wall.
Reinforcement requirements may be reduced and/or a design may be achieved with the
specific project information and design criteria. Consult a design proFessional.
6-10
Issued on: 5/1/2001
Release: B
4?FnWARD.
Build Different. Build Bettet sM
Table 6.1.1.1
Reward Below Grade Wall
11" iForm - No Brick and Brick
Vertical Reinforcement Table
Concrete: 3,000 psi Rebaz: Grade 60
Mmc Maumwn Repuired Spadn (in. of Vertical Hanforcemem
HegMO1
easemo-m
wao llnbaHnceG
sackce
MegM Me:dllNm
EpuivaleMFWitlDens?y
300d Mdximum
EWrvagc+NPeiiCDeraity
45pM ?.mum
EWhrewa ftb?aY
Wpd
fn) Inl n4 #5 as n sa w as v6 x] ee. us a5 ns #7 ae .
4 ProN? Mirvmum 9d @ 48'
8
5
Provitle Min'cnum R4 @ 90' Pmvide Minimum M0 4s
42
4B
49
C8
d8
5 % 4B 48 98 48 24 36 48 48 48
] 36 48 48 98 48 26 36 ? 48 d8 18 24 .42 Ce d6
4
- Pmvitle Mmnnum F4 a 68'
5 5 Minimum 44 48' ?
PfpVl(tE M 48 ? ?
9 B ffi 48 46
] 4B 18 3? 2 26 Pb d8 d8
8 2a C8 aH 12 24 M 18 24 3C+
ProWde M?nimum 0 48'
Provqe Mnimum 4B' Provltle M 5 qg 40 48 48
10 6 30 46 30 ? 40
7 2 18 30 42 ?
8 18 36 98 48 S8 12 18 w 42 48 6 12 24 30 42
9 12 24 36 48 48 6 12 24 30 42 6 12 18 24 30
g Pmvide Minimum #a @ 48' Provide Minirtum R4 @ 18'
5 P.itle Mn'vnUm A4 B C8'
48
d8
4B
G8
48
36
4B
08
d8
d8
6 48 48 48 48 48 m 42 68 48 18 1B m 48 48 08
1t 7 30 42 48 48 48 18 30 42 5S ? 12 18 9U 42 48
8 18 30 48 48 58 t2 18 30 42 48 6 t2 10 30 %
9
10 12
12 24
18 36
24 48
36 98
48 6
fi 12
8 18
12 30
24 D6
3? 6 6
6. 12
12 18
16 24
24
q Provrtle Minimum xa @ 48' Pmvitle Minirtum #4 0 48'
5 Prwltle Minunurn M4 a 48'
48
48
GB
48
48
30
98
C8
OB
40
6 n2 48 a8 48 48 24 42 AB 48 d9 18 30 .Q m ?
t2 9 24 <2 C8 48 48 18 24 a6 d9 12 18 26 36 <e
30 d8 Ja t2 1B 2A % L8 6 12 18 24 36
F 18 30 42 98 6 12 18 24 38 6 12 18 24
12 24 30 42 8 6 12 tfi 24 -
H 12 18 24 3D 8 6 12 18
NOTES:
1. Application must be within the specfied design criteria. Consult an engineer for conditions beyond
these assumptions.
2. Place the vertical reinforcement off center as indicated in Detail I-6.
3. The wall must be braced against sway at the top and bottom.
4. These t2bles meet applications with and without exterior brick facing.
5. (2) #5 rebars may be substituted for (1) #6 or (1) #7 rebar. The (2) #5 rebars must have 1' cfear
spacing and each #5 rebar must have its own lap splice.
6. Shaded cells indicate the capacity of the wali is exceeded for the assumed design criteria. Specific
project information and design criteria should 6e used to properly design the wall. Reinforcement
requirements may be reduced and/or a design may be achieved with the specific projed
inforznation and design criteria. Consult a design proS'essional.
7. See accompanying Below Grade Refntorcement Table Notes. 6-11
Issued on: 5/1/2001
Release: B
4?REWARD.
Build Different. Build Better.sM
Table 6.1.1Z
Reward Below Grade Wall
13" iForm - No Srick and Brick
Vertical Reinforcement Table
Concrete: 3,000 psi Rebaz: Grade 60
N. Mavnom Ae uirBE 3 adn In. ar VeNral ReYMOrcement
HaqMN
Baseman
yyy UnEalarcN
e xv
HeyM 1.1aximum
Equ'valentFdrlDe-?ly
9p pc; Matuminn
EqurvaleiM1FluCOensily
45 Maxim.
E9? ?
M
(MI (X) bd !t5 %6 91 0 IF4 #5 f16 l? #9 #d #5 %6 iJ A8
4 Pmv4e ?mi5 @ CB'
8 5 P?w'ida MGn"unum 85 0 4?
6 PrwMe Mmimum u5 Q 46
36
48
48
a
is
7 36 48 <8 46 48 24 42 68 48 U
4 pp+p¢ MiwnunNS @ 96
5 Piv+ide MmirtYUn ?t5 @ e8'
g
6 arwiee rANm?m ns e ae?
36
d8
48
<8
49
7 36 48 Ce 40 48 24 36 48 48 48
B 36 48 GB 48 Ge 2< 36 AB 48 AB 18 24 38 de 48
4 Provlde Mln4numa5 0 48'
5 Provitla Min'anum 45 9 CB'
10
6 Pmntle MLrvmum RS ? 48'
w
48
7 30 OB 48 48 4B 10 36 48 48 46
8 36 C8 48 46 48 18 98 48 48 48 12 24 36 AB 48
9 26 42 CB AB 48 t2 2a 36 48 48 12 18 24 36 48
4 p'pvide MnMUm YS @ 98'
5 Mwitle Minimum 45 @ Ae'
6 Provitle Na'rvmum NS 6 68'
30
A8
48
48
48
11 7 30 40 48 48 48 18 3D CB 48 48
8 3? pg q8 q9 46 18 90 48 d8 48 12 26 30 42 68
9 26 36 48 AB 48 12 24 30 48 46 6 t9 24 30 42
10 18 30 42 IB 48 12 18 2< 36 48 6 12 18 24 36
4 Prwitle Mmimum NS 0 48' FwiOa NSrimm XS B 98'
5 P?itle Minimum 95 O 48'
5 42 d8 AB 48 48 ? 4B 98 48 48
12 7 42 48 48 48 49 24 42 4B dB IB 18 30 42 48 Q
9 30 48 a9 48 48 18 30 42 <8 d8 12 18 30 d2 40
9 18 36 48 CB 48 12 18 30 02 48 8 12 24 30 d2
10 12 20 38 G8 49 6 12 26 30 32 6 12 18 24 30
11 12 18 30 62 48 6 12 18 24 36 6 6 12 18 24
NOTES:
1. Application must be within the spec'fiied design criteria. Consult an engineer for conditions beyond
these assumptions.
2. Place the vertical reinforcement as indicated in Detail I-7.
3. The wall must be braced against sway at the top and bottom.
4. These tables meet applications with and without exterior 6rick facing.
5. (2) #5 rebars may be substituted for (1) #6 or (1) #7 rebar. The (2) #5 rebars must have 1" clear
spacing and each #5 rebar must have its own lap splice.
6. Shaded cells indicate the capacity of the wall is exceeded for the assumed design criteria. Specific
project information and design criteria should be used to properly design the wall. Reinforcement
requirements may be reduced and/or a design may be achieved with the specific project
information and design criteria. Consult a design professional.
7. See accompanying Selow Grade Reinforcement Table Notes.
6-12
Issued on: 5/1/2001
Release: S
*Uww-
Build Different. Build Better.sM
61.2. Above Grade Wall Reinforcement for iForm
The information in the above grade wall tables has been deternuned using four different
construction cases for above grade walis that were intended to cover the range of residential
construction conditions typically used. (See wall diagrams) The construcrion cases are
summarized as follows:
Case A1 Rewazd wall supporting wood framed roof. Assume roof trusses beaz
eccentrically on wall
Case A2 Rewazd wall supporting wood framed roof. Assume roof trusses bear at center of
wall (no eccentricity)
Case A3 Reward wall supporting one-story wood framed wall and roof
Case A4 Rewazd wall supporting one-story Reward wall and wood framed roof
The design criteria assumed for each of these four construction cases aze shown in ttris section.
The reinforcement tables do not apply to construction cases not coveied by these assumed
condirions, and such cases should receive special design consideration. For cases that fall in
between the assumptions, the more conservative or restrictive case should be assumed and
interpolarion should not be used.
For design purposes, the vertical rebaz was placed in the center of the core.
The above grade wall tables include wind and seismic loads. Wind speeds of 70 to 110 mph
fastest mile wind aze shown. Fastest mile wind calcularions are based on a mean roof height of
35 feet and a wall element coefficient of 1.3. Because seismic loads are direcfly proportional to
the weight of the wall, a wall with brick fascia attached is su6ject to higher seismic load than a
wall without any brick facial. For seismic applications with brick, an engineer is required to
verify the structural design. The sbove grade wall tables aze as follows:
Table Wind Loads Seismic Loads Brick
Included Included Attached
6.12.1 70 to 110 mph Zones 0, 1, & 2 No
fastest mile wind
Table 6.1.2.1 reflects the reinforcement requued for various wind speeds and includes seismic
zones 0, 1, and 2. These tables should be used when there is no brick attached. It is important
to use the appropriate construcrion case when using this table.
Table 6.12.1 should not be used for applications in seismic zones 3 and 4 and applications that
have brick veneer.
6-13
Issued on: 5/1/2001
Release: B
*?Kwam-
Build Different. Build Better.sM
Above-Grade Wall Loading Conditions and Building Geometry
Above-Grade Construcuon Case
BUILDING GEOMETRY Units A1 A2 A3 A4
Maximum Building Plan
Dimension Feet 60 60 60 60
Roof Slo e -- 0:12 12:12 12:12 12:12
Roof Cleaz Span Feet 40 40 40 40
First-Floor Cleaz Span Feet N/A N/A N/A N/A
Second-Floor Cleaz S an Feet N/A N/A 16 - 32 16 - 32
First-Story WallHeight Feet Vary Vary Vary Vary
Second-Sto Wall Hei t Feet N/A N/A 10 10
First-Story Wall Thickness Inches Vary Vary Vary Vary
Second-Story Wall T'hiclrness Inches N/A N/A 5.5
light-frame 6
ICF
Foundation Wall Thiclmess psf N/A NfA N/A N/A
DEAD LOADS
First Floor psf N/A N/A N/A N/A
Second Floor sf N/A N/A 15 15
Roof and Ceiling psf 12 16 16 16
First-Story Wall psf Vary Vary Vary Vary
Second-Sto Wall sf N/A N/A 11 75
Foundation Wall psf N/A N/A N/A N/A
LIVE LOADS
First Floor sf N/A N/A N/A N/A
Second Ploor psf N/A N/A 30 30
Roof (ground snow) psf 0 70 70 70
Attic sf 0 20 20 20
SEISMIC ZONE ---- 2 2 2 2
Source:
Portland Cement Association (EBIIB), HUD, and Nafional Association ofHomebuilders Resenrch Center
6-14
Issued on: 5/1/2001
Release: B
4'_REWARD.
WALL SYSTEMS
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For above-grade wall construction, four different construction cases were invesrigated to cover
the range of construction possibiliries. The four construction cases are described below.
Supporting Light-Frame Roof Only
• Smallest axial design load with light-
frame construcrion due to dead and live
loads
• Largest Practical eccentricity; assume
roof truss bearing on wall with
eccentricity
• Wind loads vary from 70 mph to 110
mph
Supporting Light-Frame Roof Only
• Lazgest axial design load with lig6t-
fi-ame construction due to dead and live
loads
• No eccentricity; assume roof truss
bearing on wall
• Wind loads vary from 70 mph to I 10
mph
Source:
Poriland Cement Associatioa (EB118), HUD, and National Association.of Hamebuilders Research Cender
6-15
Issued on: 5/1/2001
Release: B
4 \r?wArzo.
, WqLL SYSTEMS
Build Different. Build Better.sM
Dne Jtory
? ,'_Light-Frome wai!
r
M=0 Llght-ROrne Roor
ma.
?
w;nd ?_ic= wor
Lo3d
I
i
Gght-Frame :-loor
I I
Supporting One-story Light-Frame
Construction and Roof
• Lazgest asial design load with light-frame
construcrion due to dead and live loads
• No eccentricity; assume direct floor
bearing on first-story wall
• Wind loads vary from 70 mph to 110 mph
Supporting One-Story ICF
Construction and Light-Frame Roof
• Largest alcial design load with ICF
construction due to dead and live loads
• Lazgest practical floor eccenh-icity;
assume side-bearding ledger board for
floor connection
• No wall eccentricity; assume ICF wall
thiclness for second-story wall is equal to
ICF wall thiclmess for first-story wa11
• Wind loads vary from 70 mph to 110 mph
Source:
Ponland Cement Association (EBI 18), HUD, and Nafional AssociaHon of Homebuilders Research Center
6-16
Issued qn: 5/112001
jtelease: B
,
4'i,'UWARD.
Build Different. Build Better.sM
ICF Wall Supporting Light-Frame Roof
j.
? ught-Frome P.vof
(
f
i
1
Fir${,-$tcry ft11 H?iq'rij
10 Feet
?
Ivr" VJqll S,vi;m
_Light-Frornz Floar (or
Concrete 91ah-on-Grade)
CF 3as=mer?i, CrewlspacF.oi-
Horizoniol Woll Rin+orerr,en{ Slab-on-=rade Fa?r?datlon
as Required
t I
Ver[ical '?Vall Reir.icrcemzri-
?S ReGVirBd ° Seciian Cut tl-rrouyh Fiot
Source:
Port4tnd Cement Associarion (EBIIB), HUD, ared NatiorutlAssociation of Homebuilders Research Center
6-17
Issued on: 5/12001
Release: B
*rREWARD.
WALL SYSTEMS
Build Different. Build Better,sM
ICF Wall Supporting Light-Frame Second Story and Roof
?
} LigF4-.7rome Roaf
J
acond-SYary Woll Hafeht
10 Peet
Llch.-Praroe Wall SysiPm
?
? Light-From_ Flaor
r
Il
- !-Skory '/W'oIl Height ..
?
10
FFei
/
I-F 4YOll SyCtem
ForiTCniel Woil Rzmfercem=n*,
CS FEqJir=d
_--Ligh±-Frame Floor jo, -
Coriu=te SIqD-On-Gral
%
V=rfi?,I P1atl Rei,forcenent
as Requir=d
iCF BaSBm=nt. Crowlspa:t. or
$lob-or-Grotle Four,da+ioo
'. Section Cut ihro!iqh Flot
Woll
$O[trCf:
Partland Cemeni Associadon (E8178), HUD, and Narional Association of Homebuilders Research Center
6-18
Issued on: 5/1/2001
Release: B
41.?.._REWARD. sWqLL SYSTEMS BuildDifferent. BuildBetter.
ICF Wall Supporting ICF Second Story and Light-Frame Roof
GgM-Fmms Reof .
r ?
\
ISecanE-Siory lYail Heiai?t
IJ ta2t
IQF iMOll $ps;em -
`
.?
? ??ight-From= Roa'
?
?
? Wcll reinFarcement
Iri knll ?Zem '/ediwl
R=puirad
.. _
First-SYCry• ':Mal: Heiqht
i? Faet
I
Hari?unia1 `h'nll R-inrnrcemen#-?
as ReqWred
1/--Ctin4?Ee SI?b?-or ?oode?
ICF Bnsenenf, CrcwlsFa:e. cr
>lo9-on-Gr??e F?untlatior
iaction Cut thrnugh floP
! ' Wail
Source:
Ponland Cement Associa6on (EB718), HUD, and Nationa2 Assaciation afHomebui[ders Research Center
6-19
IsSUed on: snrzaol
Release: B
,CREWARDo
$uild Different. Build Better.sM
How to Use the Above Grade iForm Wall Reinforcement Tables
Step 1- Detezmine the wind speed required by the local building official (70, 80, 4Q, 100, 110).
Step 2- Determine the seismic zone requ'ued by the local building official (0, 1, 2).
Step 3- Datemiine the construction case (Al, A2, A3, or A4).
Step 4- Determine the Reward iForm being used.
Step 5- Detennine the unsupported wall height.
Stpp 6- Detemune the reinforcement required from tbe table.
6-20
Issued on: 5/1/2001
Release: B
4?REWARD.
Build Different. Build Better.sm
Above Grade Wall Reinforcement Table Notes
Table: 6.1.2.1
1. Minimum vertical rein£orcement required for temperature and shrinkage
11" iForm: #4 @ 48"
13"iForm: #5 @ 48"
2. Minimum horizontal reinforcement required for temperature and shrinkage
8' Wall: One ##4 rebaz within the top 16" and bottom 16" of the wall, and one #4
rebaz neaz mid-height of the wall for a total of 3 horizontal rebazs.
Spacing of horizontal rebaz not to exceed 48".
9' Wall: One #4 rebar within the top 16" and bottom 16" of the wall, and one #4
rebar neaz the third points of the wali for a total of 4 horizontal rebazs.
Spacing of horizontal rebaz not to exceed 48".
10' WaIL• One #4 rebaz within the top 16" and bottom 16" of the wall, and one #4
rebaz near the third points of the wall for a total of 4 horizontal rebazs.
Spacing of horizontal rebaz not to exceed 48".
3. Deflection meets I1240.
4. Additional reinforcement is required around openings, corners, and discontinuities.
5. Center the vertical reinforcement as indicated in Details I-6 and I-7.
6. The wall must be braced against sway at the top and bottom.
6-21
Issued on: 5/1/2001
Itelease: B
4?_'REWARD.
WALL SYSTEMS $uild D'lfferent. Build Bettet sM
6.1.2.1
Reward Above-grade Wall
Wind (70-110 mph), Seismic Zones 1& 2; No Brick
Vertical Reiaforcement Table
Concrete: 2.500 nsi Rebaz: Grade 40
Minimwn Vertical Reinforcement
Max.
Wind
Speed Mxximum
WaR
Aeig6t
per Story
Sopportins Light-Frame
Roof Only
A1 and A2
Supporting Light-Frame
Second Story and Roof
A3
Supporting ICF Second Story
and Liaht-Frame Roof
A4
Minimum Watl Tlticlmess (inches)
(m h) (feet) il" iForm 13" iForm ll" iForm 13" iForm 11" iForm 13" iForm
8 #4@48" .c. #5@48" o.c. #4@48" o.c #5@48° o.c. #4@48" o.c. #5@48" o.c.
70 9 #4@48" o.c. #5@48" o.c. #4@48" o.c. #SC?48" o.c. #4@48" o.c. #5@48" o.c.
10 #4@48" o.c. #5@48° o.c. #4@48° o.c. #5@48" o.c. #4Cd'48" o.c.
11 #5@48" o.c.
8 #4@48"o.c. #5@48"o.c. #4@48"o.c. #5C48"o.c. #4@48"-o.c. 45C48"o.c.
SD 9 94m48" o.c. #5@48" o.c. #4@48" o.c. #5948" o.c. #4@48" o.c. #5@48" o.c.
10 #4@48" o.c. #5L)48" o.c. #4@48" o.c. #5C&48" o.c. 44C48" o.c. #5@48" o.c.
8 #4@48" o.c. #5@48" o.c. #4@48° o.c. #5@48" o.c. #4@48" o.c. #5@48" o.c.
F 90 9 #4@48" o.c. #5@48" o.c. #4@48" o.c. #5@48" o.c. #4Cm48" o.c. #5@48" o.c.
10 #4@48" o.c. #5@48" o.c. #4@48" o.c. #5 @48" o.c. #4@48" o.c. #5@48" o.c.
8 #4@48" o.a #5@48" o.c. q4948" o.c. #5@48° o.a #4@48" o.c. 45@48" o.c.
100 9 #4@48° o.c. #5@48" o.c. #4@48° o.c. #SC?48" o.c. #4@48" O.C. #5m48" o.c.
10 #4448" o.c. #5@48" o.c, #4Cm48" o.c. #5@48" o.c. #4@48" o.c. #5@48" o.c.
S #4048" o.c. #5045" o.c. #4948" o.c. #5@48" o.c. #4@48" o.c. #5@48" o.c.
110 9 #4C?48" o.c. #5@48" o.c, #4@487'o.c. #5@48" o.c. #4@48" o.a #5@48" o.c.
10 #4@48" o.c. #5@48" o.c. #A@48° o.c. #5948" o.c. #4@48" o.c. #5@48" o.c.
NOTES:
1. Application must be within the specified design criteria. Consult an engineer for conditions beyond these
assumptions.
2. Place the vertical reinforcement in the center of the form as indicated in Details I-6 and I-7.
3. The wali must be braced against sway at the top and bottom.
4. This table does not apply to applications with exterior brick facing.
5. This table does not meet seismic zones 3 & 4,
6. When steel reinforcement having a minimum yield strength of 60,000 psi is used, the spacing of the
vertical reinforcement shall be increased 1.5 times the spacing vafue in the tabte--not to exceed 48" o.c.
7. See accompanying A6ove Grade Reinforcement Table Notes
Source:
Pordnnd Cement Association (EB118), HUD, and Natiorwl Associa[ion af Homebuilders Resenrch Center
6-22
Issued on: 5/I/2001
Release: B
?WA?o
4'? WALL SYSTEMS Build Different. Build Better.SM
6.2 Lintel Reinforcement For iForm
Lintels are dS§igned per ACI 318-95 Building Code Requirements for Structural Concrete to act
as beams spanning over openings in walls. Tables aze provided for lintel heights of &", 12", 16",
20" and 24". The height of the lintel is limited to tbe height of the Rewazd wall above the
opening, and the higher the lintel the less wi11 be the amount of reinForcement required. The lintel
reinfarcement tables assuxne a minimum of 2,500 psi concrete strength (at 28 days) and grade 40
and grade 60 rebaz. These fables may also be used for lugher strengths of concrete or rebar. Tfie
information in these tahles has been determined assuming the ends of the lintel are rigid or fixed
against rotation and the superimposed load on the lintel is unifomily distributed (i.e., there aze no
concentrated point loads). Any arching action of the lintel has conservarively been ignored.
These tables do not apply to construcrion cases not covered by the assumed conditions, and such
cases should receive special design consideration. Intermediate lintel heights should be desigied
using the next smaller lintel height. Intermediate lintel spans should be designed using the next
longez lintel span.
Lintels are subject to flexure (bending) and shear. Flexural loads aze resisted by reinforcing bars
placed at the top and bottom of the lintel. The lintel is generally poured as an integral part of the
wall, and so for design purposes the ends of the lintel aze assumed to be rigid or frxed against
rotation. Consistent with this design assumption, the reinForcing 6ars must extend into the wall
? beyond the edges of the opening. The length of the extension depends on the size of the 6az and
is given in the lintel reinforcement tables. When the end of the lintel is close to the comer of a
wall, the extension should be bent 90 degrees to extend azound the corner. Sheaz reinforcement is
provided by #3 stirrups. The sheaz reinforcement must be adequately anchored at top and bottom
as shown in the stirrup details. The lintels have been checked for an allowable deflection Gmited
to L/240.
6-23
r5suea on: 5/1i2001
Release: B
4?UWARD.
Build Different. Build Bettex.s"'
6.2.1 Lintel Reinforcement - Parameters and Details
Shear Reinforcement
(iE Required) -, rTop of Reward Wall
Spocing of Sh
Reinforcement
See Note 2
Vertical Reinforcing at
Each Side of Opening
as Required. ?
See Note 3
NOTES:
t) See Lintel Reinforcement Tables
2) Extend Lintel Reinforcement Beyond Edge of Opening
as Rsquired. See Lintel Reinforcement Toble.
3) Minimum Required Reinforcement at Opening. See
Reinforcement Table.
6-24
Issued on: 5/1/2001 Release: B
414,REWA E?e
Build Different. Build Better.s"`
?oniinuOV=_ N0.4 Bar o5
P,equieed 4MOy be U5ed
,s LIntU Reinforc=ment
Lini?I Reinfcrcement
os Fsquired
? 1 - - - ?rop o; woll
- _ _ - _ _ _ -
' _ - _ _ - _ - -I_ _ - _ _ - - - - t ' _ - - - _ - _ Story
E I ^ Lin?elj- i
I
I
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I
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f? I
I
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-?_ - 7
t< z' ?a^ J t>e' ?0 zs
?No.4 6or i %-2' <Ct b'
Cp?ning Reiniorcement j
-Mlall Reinforcemen4 as Requlr_M
oa P.equired -
- L2" Mninum ?
2 - 7Y2' MBXR?t[ms \
D d
? . 9f2" N3nhitum ?
2 - 3(2° tde5timum '
T
Np.a Bar Gpening
Rein{orcem_nt
Op'ning (typ.)
No.4 Bar Opening
R=inforcemant
No.4 Bor Linte R_°inforcemcn!
P.=_quired tor Wind SFeeds Gr=a±er
tnon 90 mph
Fdinimum N0.3 Stirrup an Required
Jr,suloting Form
Lin!ei Rcinforcement
as r,?qwrc?
` Sectian Cut through rlo! 'Nall
Saurce:
Ponland Cemen[ Association (EB718), HUD, attd Nadonal Assoceation of Ho»tebui&lers Research Center
6-25
Issued on: 5/1/2001
Release: B
'?REWARD.
Build Different. Build Better.s'"
Optional Methods to Bend A#3 Stirrup Bar
Hook Extension
2 1/4" for #3 Bar
Stirrup Ends Must be
Anchored with a Minimum
of a Standard 90' Hook
at Each End Around the
Horizontal Rebar. It May
be Desirable to Use 735'
or 180' Hook to Facilitate
Placing the Stirrup or to
Achieve Adequate Clear
Concrete Cover.
Optional 135' Hook
\
?
180' Hook
Min. 8end Diameter
1 1/2" for #3 Bar
6-26
Issued on: 5/I/2001
Release: B
4,.'.?REWARD.
WALL SYSTEMS
Build Different. Build Better.s'"
Optional Methods for Lintel Stirrups
REBAR STIRRUPS
6-27
Issued on: 5/1/2001
Release: B
'?REWARD.
Build Different. Build Better.s"'
See Stirrup Details
for Hook Requirem
Horizontal
Lintel Reinforcement
(Top & Bottom of Lintel)
REBAR AS LINTEL SHEAR REINFORCEMENT
6-28
Issued on: 5/1/2001
Release: B
SP°?`n9
Sti?tt? Re4U?red
os
4,,?FEWARD.
WALL SYSTEMS
Baild Different. Build Better sM
How to Use the Lintel Reinforcement Tables
Step I - Review the design criteria used to establish the lintel reinforcement tables to determine
if they aze applicable. In particulaz, verify that there are no concentrated loads applied to
the lintel.
Step 2- Determine the lintel height above the opening. Tables aze provided for lintel
heights of 8", 12", 16", 20", and 24". Intermediate lintel heights may be reinforced
according to the table for the next smaller lintel height.
Step 3- Determine the lintel span that is the width of the cleaz opening under the lintel.
For spans that aze intermediate to the spans shown in the lintel tables, use the next
lazgest lintel span.
Step 4- Find the appropriate table for the selected lintel height, thiclaiess, and cleaz span. Find a
clear span in the table equal to or less than the actual span. Read from the table the
required bending (top & bottom) reinforcement and the required sheaz reinforcement (#3
stirrups.)
Issued on: 5/1/2001
Release: B
6-29
i
'kREWARD.
? WALL SYSTEMS
Build Different. Build Better.sM
Lintel Reinforcement Tabie Notes
Tables 6.2.1.1, 6.2.1.2, 6.2.1.3, 6.2.1.4
1. Consult with the local building code for minimum required service loads.
2. These tables do not apply if the following condirions aze not met:
Superimposed loads on the lintel aze uniformly distributed
Lintel is not subject to any concentrated loads
Both ends of the lintel aze fixed against rotarion
3. Where required, (2) #5 bazs may be bundled together (in contact with each otlier).
Altemately 1-47 may subsritute for 245 bazs.
4. Lintel reinforcement must extend the appropriate development length beyond each face of the
opening as follows
144 baz ........................................ .....20„
1-#5 baz ........................................ .....24„
146 baz ...................................... .. .... 30„
245 bars with 1" cleaz space between..... ..... 24"
245 bazs bundled ............................. .....42,>
1-#7 baz ........................................ .....42„
5. A minimum of 245 bars shall be provided on each side of every opening to meet ACI 318,
14.3.7.
6. See details in introduction to lintel reinforcement for reinforcement placement.
Issued on: 5/1/2001
Release: B
6-30
?
,-1ZEWAItD.
Build DifFerent. Build Better.sM
TABLE 6.2.1.1
MAI{IMUM ALLOWABLE CLEAR SPANS FOR iFORM LINTELS
IN LOAD-BEARING WALLS
#4 Bottom and Top Bar Size
(
Maximum Clear Span, (feet-inches)
Minimum Lintel Supporting Supporting Light Supporting ICF
Lintel Height, Light-Framed Framed 2nd Story Second Story
Tluckuess g Roof and Roof and Light-Frame
(Inches) (Inches) Roof
Ground Snow Load
30 psf 70 psf 30 psf 70 psf 30 psf 70 psf
8 5-2 4-2
11 iForm 12
..
16
? . ?
20
24
= -
8 -
13"iForm 12 -
16
.
?- '
2? x
'? ?+SZy,. _ 4
24
NOTFS:
1. This table is 6ased on concrete with a minimum specified compcessive strength of 2,500 psi, reinforcing steel
with a minimum yield strength of 40,000 psi and an assumed equivalent rectangulaz cross section. When
- - . _ . . - - - --?_„
2. Defleccion criterion: I/140.
3. Design Load assumpdons:
Floor live load is 30 psf Roof dead load is IS psf
Building width is 32 h. ICF wall dead load is 69 psf
Light-frame wall dead load is 10 psf
4. No. 3 stirrups aze required a[ HQ spacing.
5. Interpolarion is pemtitted between ground snow loads and between lintel depths.
6. (2) #5 bars shall be provided on each side of every opening w meet ACI 318, 143.7.
7. See Details in inhoduction to lintel reinforcement for reinforcement placement.
8. See accompanying Lintel Reinforcemen[ Table Notes.
$oume:
Portland Cemerzt Assoclation (EB118), HUD, and National Associariort of Homebuilders Research Center
Issued on: 5/1/2001
Release: B
6-31
4?REWARD.
Build Different. Build Better.s'f
TABLE 6.2.1.2
MAXIMUM ALLOWABLE CLEAR SPANS FOR
iFORM LINTELS IN LOAD-BEARING WALLS
#5 Bottom and Top Bar Size
2. Deflection criterion: L240.
3. Design load assumptions:
F7oor dead load is 10 psf Attic live load is 20 psf
Floor live load is 30 psf Roof dead load is 15 psf
Building width is 32 fr 1CF wall dead toad is 69 psf
Light•frame wall dead load is 10 psf
4. No. 3 stirrups arz required at H/1 spacing.
5. Interpola[ion is permitted between ground snow loads and between lintel depths,
6. (2) #5 bazs shal] be provided on each side of every opening to meet ACI 318, 14.3.7.
7. Sce Details in iniroduction to lin[el reinforcement for reinforcement placemenl
8. See accompanying Lintel Reinforcement Table Notes.
Source:
Portland CementAssociarion (EBI78), HUD, and Nariarsal Associafion of Homebui7ders Rexearch Center
6-32
Issued on: 5/1/2001
Release: B
NOTES:
1. Ttus tahle is based on concrete with a minimum specified compressive shength of 2,500 psi, reinforcing steel wit6
a minimum yield strength of 40,000 psi and ao assumed equivalent rectangular cross section. When reinforcement
4;'?REWARR
? WALL SYSTEMS Build Different. Build Better.
TABLE 6.2.1.3
MINIMUM TOP AND BOTTOM BAR iFORM LINTEL REIlVFORCEMENT FOR
LARGE CLEAR SPANS IN LOAD-BEARING WALLS
Minimum Bottom Lintel Reinforcement
Minimum Minimum
Lintel Lintel Supporting Supporting Supporting ICF
Thickness, Height, Light-Frame Roof Light-Frame Second Second $tory and
T°s H Only Story and Roof Light-Frame Rooeb
(inches) (inches) Maximum Ground Snow Load sf)
30 70 30 70 30 70
iForm Linte1,12 Feet Maxinum Clear Span
20 146 or DB D/R D1R D/R
11" iForm 2-? `
24 145 1-#7 or 148 or 148 or D/R
245
' ?... _
246
248
16 p D/R D/R D/R D/R D/R
13"iForm
20 !F .
D/R
D/R
D/R
24 -
•
.'
° :
-
Flat ICF Lintel, 16 Feet Maidmum Clear Span
11"iForm 24 D/R D/R D/R D/R D/R
13"iForm 24 D/R D/R D/R D/R D/R
NOTES:
]. This table is based on concrete with a minimum specitied compressive strength of 2,500 psi roinforcing steel
with a minunum yield strength of 40,000 psi and an assumeA eqvivalent rectangulaz cross section. When
reinforcement with a minimutn vield streneth of 60,000 vsi is used, the bar sius in the shaded cells shall be
decreased bv one baz diame[er.
2. D/R indicates design is required. 3. Deflecfion criterion is L1140, where L is the clear span of the lintel in inches.
4. Inteipo]ation is permitted benveen ground snow loads and benveen lintel depUu.
5. No. 3 sfi[mps are required at maximum H12 spacing for spans geater than 4 feet.
6. ICF wal] dead ]oad is maximum SS psf.
7. (2) #5 bars shal] be provided on eac6 side of every opening- to meet ACI 318, 143.7.
8. See Details in introduction ro lintel reinforceme¢t for reinforcement placement.
9. See accompanying Lintel Reinforcement Table No[es.
Source:
Portfand Cement Association (EBI /8), HUD, and Natiorsal Association of Homebuilders Research Center
6-33
Issued on: 5/1/2001 -
Release: B
4?Kmm- SM
Build Different: Build Bettez.
TABLE 6.2.1.4
MAXIMUM ALLOWABLE CLEAR SPANS FOR
iFORM LINTELS IN GABLE END (NON LOAD-BEARING) WALLS
NO. 4 BOTTOM AND TOP BAR SIZE
Maximum Clear Span
Minimum
Lintel
Height,
H
inches
Supporting
Light-Frame Non-Loadbearing Wall
(feet
Supporang ICF
Second Story Non-Loadbearing
Wall
feet
8 12 6
12 16 8
16 16 10
20 16 12
24 16 16
NOTES:
1. Tfus table is based on concrete with a miaimum specified compressive strength of 2,500 psi, reinf'orcing steel with a
minimum yield streng[h of 40,000 psi and an assumed equivalent rectangufar cross sectioa '
2. Deflection ctiterion is T/140 where L is the clear span of the linte] in inches.
3. Lineaz interpolation is peratitted between lintel depths.
4. No. 3 stirrups are required at mazimum FU2 spacing for spans greaur thzn 4 feet.
5. TCF wall dead load is maeimum 69 psf -
6. (2) #5 bazs shall be pmvided on each side of every opening to meet ACI 318, 143J.
7. See Details in inhoduction to lintel reinforcement for reinforcement placement.
S. See accompanying Lintel Reinforcement Table Notes.
Source:
Portland Cement Association (EB718), I3LJD, arid Nauonal Association of Homebuilders Research Center
6-34
Issued on: 5/12001
Release: B
10
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Property Addre operty Address; 372Q~:~Denrnork~ Cou~rt ~ ~ ~ ~ ~
LEGAL DESCRIPTION OF PROPERTY: Egan, Minnesota, 55123 W W z
LEGEND ca ~
Summar~of Ar ~ot 14, Biock 2, PILOT KNOB HEIGHTS FOURTH ADDITION, Dokoto County, Minnesota, EXCEPT mmar~of Areas: Lot - 44,419 sq, ft, ~ Q~ Q
that part lying westerly of the following described line, H o use - 2,025 s q, ft, p~~ ~ o ~ 0 Garage - 1,016 sq, ft, ~ Z~
Hard Surface - 5,435 sq, ft j a~ p
~ - DENOTES IRON MQNUMENT FOUND ~ ~ Commencing ot the most southwesterly c~rner of said Lot 14; thence Narth 83 degrees Totol Impervious - 8,476 sq, ft, W v Q ~
44 minutes 00 seconds East, assumed bearing, along the south line of soiri Lot 14 a Impervious Surface Coverage 19% ~ o o q xW W
0 - DENOTES IRpN MONUMENT (SET) is n e of 28,0a feet to the aint af be innin of the line to be describe~~ thence d ta c p g g ,
North 18 degrees 08 minutes 08 seconds East 120,01 feet; thence North 42 degrees ww ~ z~
_ 48 minutes 21 seconds West 54,17 feet to the ri ht-of-wa line of Denmark Caurt as 9 Y BENCHMARK
' platted in said PILOT KNOB HEIGHTS FOURTH ADDITION and there terminating,
- LIGHT POLE W
Q N ~
0 - TELEPHONE PEDESTAL O ~N
~ ~ p
D4 - WATER GATE VALVE ~ 4 W U ~ 2
. ~ ~ ~ ~ W ~
~ - CATCH BASIN ' ~ ~ ~ ~ ~ ~ ~ ~ , ~ i ~ h. . . . . . . ~ . . ~ . . i`A a .
1 l„ ~ / . . . ~ . V . . ~
SA ~ - SANITARY SEWER MANHOLE . . . . . . . . ~ . . . . ~ .
~ ~ ~ . ~ ~ ~ . ~ . ~ ~
-o----a-- _ ~ WOOD FENCE . ~ . ~ . '
~ . . ~ . ~ ~ . .
~~E - UNOERGROUND TELEPHONE LINE . . . . . . ~ . ~ ~ ~ ~
~ ~
~rw~n _ ~ TREE LINE _ - ~ ~ ~ ~ ~ ~ ~ ~ .
~ ~ ~ : ~ . . . . . ~ : ` . .
x a54.2 - DENOTES EXISTING SPOT ELEVATIOfv ~ ~ \ ~ ~ ~ ~ ~ " 1/ ~ i~
, \ a55 0 - T PR POSED SPOT ELEVATI(lN ' i.i
DENO ES 0 , ~ , ~ ~ . . . ~ ~ ~ . ~ ~ . . ~ .
~ ~ , . . . . . . . . . . . . a . O. p
~ ~ ~ ~ ~ a56 k
~ ~ ~ 11 ~ 1~ . . . . ~ ~ ~ ~ ~ v ~ ~
~ ~ Z' N
, EMERGENCY OVERFLOW EL ~ ;Y OVERFLOW ELEVATION 853,0+/- ~ \
~ ~ ~ ~ ~ ~ ~
~ a ~ r~ i ~y3 ~ ~ , ~ L ~ l~), ~C ~
~ ~ ~ ~ ~ ~ w , , i ~ ~ Q ~ir I~ pp ~
~ ~ ~ ~ , . . . . . . , . , , ~lTUM~NO ~ MANNOLE - MANNOLE ~ M Qr `
~ ~ ~ , ~ . . . . . . . . . . . . . . . ~ . . . . ."'-.-T„~US SURFqCE ° NOT FOUND y3. ~,6. . . . 85 . , ~ . , ~ ~ ~ ~ ~ C9 9 ,~r. . NOT FOUND EXIS7~NG HO~S~ ~ ~ ~ ~ ~
~ ~ ~ ~ ~ . , ~ ~ , . ~ , , ~ . . . . APPROXIMATE LOCAtfON ~ ` ~ ~
m ~y~a ~~'i ~ ~ . ~ . ~b~,~ , . . . , , ~ ~ . , , . . . . . . . ~ a ~ ~ ~
~ . ~.,~,~~.$~~p.~,.,,.,~,,,,,,,,,,,,, ; : : ~ . . j ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ ~ " . . . a5"~~ INV 851,0 ~ ~~A'w ~
iM h , ~ ~ ~ - ST . . , . . . . . .85~: . . . . ,8y~ .............~~8.,,.. ~ rJ ~?I ~ ~
6 ~ a 2 3 N ~ ~ 8 ~ ~ 853 g x g5~ 9 x x ~ 6
~ 2~~ x X ~ J82~ ~ u~ x 852
~ 30 ._L. o ROPOSE ROPOSED 26 2~ ~ 289~3? x~5~~ MATCH GRADE AT
p' , ~ 85` a~` D$IVEWA D4 ~ 8532 a i _ D$IVEWAY o PROPERTY LINE
fP . i x i ~1 52 ~ a5 ~ ~
~V ~ 6 ~ gag Q~ ~ S a5~.~ u 3° ~ j M x a 5 ~ ~ ~ a52 ~ ~
BEARINGS ARE ASSUMED ~ ~ ~ ~ o~ / I ~ ~0~ ~ a5~' a5~' 2 0 a52 ~ x a5~ a 5~' x e~~ 5 a~ gy41
h 5~ 2 ~ 5,~ 3 ~ ~ x ~ 9 9~ A 1 ~ x~ 6~ y.8~ rh. ? a5~5 ~y3o ~ ~ F ~ 1% SE E~7 ~ACK'lIN'" ~ a53~~ ~
65 ~ a N ~ \ 1 Z ~ ` X ~ ~ _ _ , ~ ~,Q~ 1 _ \ \ x~ x 1,• ~ ~ N E x o _ . _ P~p o ~,~~`'af c- • _,I -
~ - _ , „ _ _ _ , t.~ivt ut ' ~ ' ~EDGE_OF ~EDGE OF .E . ~ . _ , - --,.e~ ~ _ _ _`:titi~ti~ I 1.0 - , ~ _ . ~ ~
DENMARK COURT / ~ y ~ / ~ waTER y~ / ~ ~ / p0 i a~,,z N8Z°26~ ~ ,60 g,~ i ~ x J 21 W 5 6 WATER ~ 525 5% I ~ B 2q ~ a5~ ~ ay, ~ N o ~
R ~ o i 6~ ~ ~ ~q~1 ~ ~ ~ f , RCP APRON ~ 21 W_ 52.6 j~ a~~~ x a5~~~ ~ ~ ~~5 X 9 PROPOSED a52,
1- g 10 ~ TO BE REPAIRED 1 - ~ s$2 ~a ?ISIAND 4~ -PROPOSEO ~~o ~ ~ 52 I ~ ~ ~
~ -3~ ~ ~l ~ - - . / ~ ~ . D~ 8kg 1 , - ' ~ I 3 % $53o DRIVEWAY ay 6 •o ~ I- ~ `X a5~~ * x ko 8S s ` ~ tn
- ~ ~ EDGE QF A I i 1 W
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~ ~ r . ~ ~ ^ 1 ~ ~ ` ` , 66~ ~y~ a~'~5 ~ 85~~ ~ I x~~~~~ 6 0 ~
~ L 1 ~ ~ 853,0 0 0 'o w 85~ ~ N '1 ~ p k. 0 Dc• ~ x
~ r~ i r? i i~ i~ i 1' i i~ ~QS x S53 6 s~ 8 `~p Rp.~~' ~ x~5~ ~ ~ g561 w ~ ~ W
/ F< I L J ~ _ ~ ~ ~ ~ ~1 ~ o .6j s S4`~ GP C7 LJ ~i i „~'7~ O~t~,O . ~ 47.74~ ~ ' ~ ~ ~ Z
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r• t i r~ i i i i iv 30 ~ ~ ~ ~ i~ v i i ~ ~i i r ~ ` a53~ ~ ~ Q~pP 2 ~ ~x ~ x ay55 ~ 85~ ( ~ ~ ~ ~ ~ ~h' ~o Q ~9~ ~~°8529 a56.~ I~- =
; ; ~ PROPOSED HOUSE ~a $55' 16 ~ oo ~~h9 FF~~Op ~ ( ~ ~ I op , FFE 855.5 ~g ~ ~ ~ 5~ ~ ~ t~
~ • t 6- o~ ~ s o~ SLAB ON GRADE ~ ~ 50 ,~'h 4 ~y^a1 x a5 x e5 ~ ~ ~ - CC
POND POND pI g26 ~.p NO BASEMENT o00 ~ ~ w~ ~ 5~5 N o 0
r~ ~ ~ o0 9 ° z~~ o Z
° ~ z WATER ELEV. _ ~ r ~ ~ :R ELEV. = 849.2 a~ 7~~ x a~~ ~o , oo~ ~oo8~~g ~ a5z5 Y ~~5a p ~ k 521 1 a5~' ~ p N I ~ o
SCALE IN FEET ~r w (7~30~02) ~ p ~ (7/30/02) , ~ BS ~ ~s '°o ~a ca ~o ,0 ~ a5~~ g55g Q x ~ ~ N ~ ~A ~ N~ N
O 4 ~I ~ 9s ~ 10~ ~°o N~ h`~~ ~s~ m $ ~ 1i/ t~ o ~ ~ W ~ z x 5~ ~ e ~ ~
; ry w N.W.L. = 849. I. W. L. = 8 4 9. 5 0~ ~ ~ 85~, a u ~ { Q ~ ~ 0 69 X / ~Q X 8 5 2 I 8 6,~ ~ ~
0 20 40 60 80 100 ~ ^ W ~ z ~ M I 853' ~ i ~•Q $ x~ ~ ~ ~ Z I. W. L. = 852.5 r~ ~ ~ xe5~3X~~9~ .D ~556 8% ~ 56~ I ti ~ 5'
N o~ ~ Q~ N.W.L. = 852. ~ ro ~ z O ( 5~ 2 ~ ~ ~51'~ ~ g5~'
,o ~ Q r~ 0.~ m ~ U1 I g56 0 ~ 8~ 1 ~J~ ~ a X I I ~x ~ ~ ~ g53, x ~ x a5 ~ x 653 x 8~5 ~
o ~ 5 ~ ~ ~ $ ~ $ ~ , ~ 85~ 3 ~ ~J~ 95~ ~ ~5~ ~ ~ ~ ~ ~ ~ ~ 6~
Z (n ~ x $~3 ~ ~ x ~1 ~ a517 a ~ x $ 3 ~ , ~ i X 8~g l x 8515 ~ ~ X ~ g5~' ~
Z ~ , ~ ~ ~ 10 ~ ~ ~
! EDGE OF Y , % ~ ~ O
~ ~ ~ 1 ~ i~ WATER I ~ 85~ 6 2° o W • o
1 ~ ~ ~ i r! ~ ~ i ~ r . V ~ 1 i ~ - ~ I~
r• / ~ ~ ~ ~ ~ ~ , ~ ~ 8~98 SEMENT ~ U ~ w U9 ~ ~ ~ qCK LWE x a526 ~ 535 ~ , y~~ ~
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~R P.O,B, ~ ~ ~ MOST SOUTHWESTERLY o & UTILITY ~ _ o i ' i ~ ENT ~
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VICINITY MAP DRAWING N0.
NO SCAIE
02-7496
~ . D~~ 16 REC°~
SHEET 1 OF ~