HomeMy WebLinkAboutStructural Calculations for BLD2004-01126 - BLD Engineering / Geo-tech Reports - 6/24/2004 -JUL-10-2004 16:25 CB/HP GIG HARBOR 253 851 7130 P. 10
��►/'' � e17 � '( � i23S EAST 4THAVE
SUITE 101
OLYMPIA,WA 98506
(360)754.9339
FILE Fax(360)352•2044
MC SQUARED
COPY PE�EIVED
1N COTZPO FAT $ D
WL, 12 2004
STRUCTURAL CALCULATIONS 426 W.m CEDAR ST,
FOR
MOBILE HOME FOUNDATION DESIGN
FOR
MAD DOG.FOUNDATION SYSTEMS
FOR
MATT & CARMEN MILLER sachet"
C�eP C BELFAIR, WASHINGTON
Documents attached to approved plans:
4V L o C 1, Site plan: '
Plan review Ehe list:
LD GGrj Q (Q Pages
Engineerin • Y Lateral cal
er of pages
APPROVED
MASON BUILDING INSPECTOR
CHANGES SUBJECT TO APPROVAL June 24, 2004
DATE MC SQUARED, INC
CALCULATIONS BY:
DAVID CHURCHILL,EYT
REVIEWED BY:
NUKE SZRAMEK, PE
c�rs Q7 1111 �.C5.__.�..
STRUCTURAL • FOUNDATION • CMi FNl-TN .)rR.R
JUL-10-2004 1G:25 CB/HP GIG HARBOR 253 851 7130 P. 11
Jun 20 04 0S.:,53p Michael Villano 253-531 -02s1
1235 EAST 4TH AVE
SUITE 101
w ,Y CLYMPIA,WA 98506
(360)754-9339
11� C SQUARED FAX(real 362-zoos
P•mail;ong®rrrcP-JnC.Com
I N C O R P O R A T E D
.Tune 24, 2004
Mad Dog Foundation Systems
2126 27 PL SE
Puyallup, WA 98372
Attn: Michael Villano
Subject: FHA Site Specific Modular Home Foundation Design for Matt& Carmen
Miller; I I N.E. Sail Loft Ct; Belfair, WA
Dear Michael!
We performed a site-specific design of the foundation, provided construction details and
notes based upon the unit arrangement and site information provided by you. The design
and review is in accordance with the IUD Permanent Foundations Guide for
Manufactured Housing (PFGMH) 9196 and applicable sections of HUD 4145.1 Rev.-2
and 4150.1 Rev.-I.
According to information supplied by the owner, the site does not have unusual
conditions such as steep slopes, flooding, or poor soils. No site visit was conducted.
To the best of my knowledge, the proposed foundation design meets the structural
provisions of the PFGMH as well as the locally imposed 1997 Urdform Building Code
and is in compliance with the PFGMH and VA/FHA minimum property requimments. A
copy of the pertinent design reference drawings and worksheets are attached.
If you have ar.y questions, or if I may be of further help,please call me at(360) 754-9339.
Sincerely,
Me Squared, .Inc
MIKE 9Z K P .E.
Principal Engineer
5TIIUCTURAL ■ FOUNDATION • CIVIL ENcuNnxms
1
-JUL;-10-2004 16:26 CB/HP GIG HARBOR 253 851 7130 P. 12
-Jun 28 04 09. 59p Michael Villano 253-531 -8261 p . 3
JUN-24-2004(THU) lb. 04 MC Squared, Inc. (FAx" A 352 204"a P. 003/018
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STRUCTURAL CALCULATIONS
FOR
MOBILE !-COME FOUNDATION DESIGN
FOR
MAD DOG FOUNDATION SYSTEMS
FOR
MATT & CARMEN MILLER
BELFAIR WASHIN
GTON
June 24, 2004
MC SQUARED,TNC
CALCULAnONS BY:
D.AVW CHURCHBU,Err
REVIEWED BY:
AUXE SZRA 3W.,PE
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S'TRvc?tmA.L FOUK l.u2uN • CIVIL 4AC1PA�,W
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- JUL-10-2004 16:26 CB/HP GIG HARBOR 253 851 7130 P.13
Jun 28 04 09: 59p Michael Villano 253-531 -IB261 p. 4
JUN-20-200WHU) 16. 05 MC Squared, Inc. (FRX)360 352 206d P, 015�016
FOUNDATION PLAN Fom
Matt& Carmon Miller � t
c 11 NE Sall Loft Ct
w
d
N�I]
-� N
Q
T T N
N
T
1
SINGLE WIDE
N.T.S.
- - INTERMEDIATF PIER i} AUC£R & SrRAP
AS REQUIRED EY MOBILE MINIMUM OF 42SOlb
.HOME MANUFACTURER PUL.LOUY REQ'd CAPACITY (4 Required)
MAGNUM PIER AND PAD *8'-0" MAX FOR 5" & 8' DEEP CHASSIS BEAMS
0*1 W—C" MAX FOR B" & $' DEEP CHASStS gE;kMS
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Jun 29 04 09: 59p Michael Villano _ 253--531 -8261 p, 5
JUN-29-2000(THU) 16, 05 MC 5auarea, Inc. (FAX)360 352 20ad P. 0161018
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• JUL-10-2004 16:27 CB/HP GIG HARBOR 253 851 7130 P. 15
-Jun Z6 04 -i D. 00p Michel Yillanp 253-631 -6261 to.
JUN-24-2004(TNU) 16: 05 MC Squareo, Inc- (FAX)360 352 20dd PA Id/016
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' JUL-10-2004 16:27 CB/HP GIG HARBOR 253 851 7130 P. 16
Jun 28 04 10: OOp Michael Villano 253-531 -6261 p. 7
JUN-24-20Od(THU) 16! 0d MC Saueree, Inc. (FAx)360 352 2044 P. 013/018
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. JUL-10-2004 16:27 CB/HP GIG HARBOR 253 e51 7130 P.17
Jun' �?e E14 10: 00P Michael Villano 253-531 -8261 P, g
JUN-24-zooa(rHU) 16, 04 M[ 5auored. Inc. (FAX)360 352 20dd a. 012i016
11 Rccommcndud pi cr spacing":
a. Exterior. 6 0 it
b, lntcrior. 6 '- 0 of
a Continuous Marriagc Wall: Varies
Length or latest isolated marrioge lino wnll opening or avmuSe of largest two
adjacent op=ings:
d. Tie-down Strap (Cl concept only) NA
Number spacing
12 One installation mathod rocoma=dations(includo documontniion showing
conncotiva d taiLs pertaining to geographic area for seismic or wind).**
See Foundation Plan
13 lnrcrioi•shear wail locations(include do===tation showing
NA.
14 DesiGA wind spoed used in designing connection doLalls for horizontal anchorage
(Ah) and vortical(Av) is tho transverse direction.
' Sae Foundation Plan
15 SCisrnic aoccletsntlon values used in designing connect orw far horiomtal
anchorage(Ali) in the trwisvmsc and tongitudinal directions.
Soa' oundation)Fran
16 Shaer wail connection details Nvitll rated Qapao4y fibr wind and seismic arc
provided. **(Itam 16 is only mired in Califomia)
a. Connoction locations at foundation cad and interior walls shcwn7**
b. Rated Connection capacity for uplift and overturning: **
e. Rated Connection oupacity For sliding in tlw transv*m*diroction: *«
d. Rated connection rapacity Cor slidisig is the longitudinal direction_
e. Vertical X-bracing tension strap capacity: Mw
f. rui�ijaaering rmleulations by Licensed structural engineer? "*
** Optional vuiuos: IL is optional ror the manufacturer to provide these values.if the
manufhotwrer does not pmvidc the values, it is the responsibility of the owner to supply
values hosed on angir►eeting analysis by a Licrrgsed StrucWsal onSinccr.
E�
7
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Jun 28 04 10s00p Michael Villano 253-531 -0261 p. 0
JUN-24-200d(THU) 16: 04 MC Squared, Inc. (FRX)360 352 2044 P, 011/018
MTLLER MAD DOG FOUNDA'"ON
APPENDIX E
MANUFACTURER'S WORKSHEET
ManuCnaturer's Company 1981 PF.,A,DMONT
Address
Talephonc:
Determination of Building Structure and Size
The m=ufactumr shall provide Qtc following information:
I Typo 0fUnil? SINCLE WIDE
Method, 1oWion and types of Support: C
Atfor to Figures 6«7 and 6-8 and section 601-4
is the home C,E,or I?
3 Length o F unit L: 66 '- 0 "
4 Actual width of the unit Wt: 34 U "
5 Height of=oriorwall *"': S '- 6 "
r
6 Height or roof pack*": 11 '- 3 "
7 Roof slope"": 3 12
S Self weight o 1't11C totgi unit(W) including mecho-nical 303)0#
9 Distance between chamis members: S '- 0 "
10 One roaadation design cone;VL(Sec Appcadix A): CZ
(CI-C4;Ei-ES; or l)
9-3
i�
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Jun 28 04 10: 00p Michael Villamo 253-531 -8261 p. 10
JUN-24-1006(THU) 16: 0d HC 5ouere0, Inc. (FRX)360 352 20dd P. 010/018
5 Have pcmtits been approved? NA
(PcrmiLs must be obtained for any ahCmtlon Of Lha building sits in a hood prone
arcs.) ..
6 Provide gecreehnic&I reports in otas of known high water table.(201-4) NA
7 Provide geotcchnical reports If adverse site conditions nre found or NA
5uspcctcd.(203)
8 Provide si Ie-drainage pinn comply with CAAO R301,3 or local NA
rcquizcmcros. (301)
9 Provide fill specifications if site is too be prepucd wiLh earth flL(303-,2) NA
ID if gcotbchnieal report is required,what is the net allowable soil bearing NA
pressute? (202)
11 If no edvcrse soil cond1tions are known ersus;ectrd,and ifthe
home is individually sited,assume a soil hearing pressure of 1000
psf and use Lhis valtto when a dotermination of soil pressuro is 1500 psT
01q
JUL-10-2004 16:28 CB/HP GIG HARBOR 253 851 7130 P.20
Jun 28 04 10. 00p Michael Uillano 253-531 -8261 p. 11
JUN-2d-200d(THU) 16. 04 NC 5vuar'ed. Inc. (FPX)B60 052 20dd P. 009/018
I � � MAD DOG FOUNDATION
APPENDIX E
OWNER'S SITE ACCEPTABILITY WOR.KSI-=
Owner's Name: Mart&Carmen Miller 2a1CA e r
Address: 11 X-F.-Sail Lort Ct.
Be fair Washington 98528
Telephone;
Site LQcation:
Lcgal Description:
Have you provided m copy of a map piapoiatiag the YES
site?
Move you submitted a foundation plan? YES
(Ste 010 of Manufacturer's Worksbect)
Preliminary,Site Imformntion
Scrbrc approval of the site can begin, the applicunt must providaprcUmirtary site
information to the 11e1d oflirc.Rcfcr to Chaptcr 2, "Site Acceptability Criteria"for
cltirifioation.
1 Providc survey Yesul is showing exisd.ng grade NA
2 Is the building in a flood prone nma?(201-2) NO
1f the answer to 2 is Yes,answer 3, 4 &5.
If the wis-wer to?is No, answer 6,below.
3 What is the nose Flood Elevalion?
What is the Flood Protection Elevation?
4 Has approval for drainage,grading and boruvng beca approved for flood
prone nreas?
E:-1
C$O-)
JUL-10-2004 16:29 CB/HP GIG HARBOR 253 851 7130 P.21
-Jun '28 04 10: 00p Michael Vi 1 i ano 253-531 -8261 P. 12
JUN-2a-20000NU) 16: 0d MC Squared. Inc, (FAX)360 352 20d4 P. 008�018
SHEAR TRANSFER TO FOUNDATION AND MAGNUM PIER CHECK
With 2 tie dawns that can resist 2962.#eBch In the long direction.
Assume tledowns accommodate 50% = 1481 #
Total shear load to piers = 9362 - 2 ( 1481 ) = 6399 #
Number of Magnum Piers 6
V r 5399 *1 6 1067 #
Vt. 4330 #16 �22#
Magnum Pier Base Sectlon Properties Wldthr 38 " A 5.33 ft? ST 2.11 fi'
WldthL 2411 SL 3.34 ft�
Soll pressure (Q) - PIA+/- M/S
Mlnlmum Dead Load per Pier
15 x( 14.00 '1 2 x S,00 'x( 10 4. 10 * 5 12)p8E* 8.50 'x 6.00 'X 7 psf) 977
Side Diraction M = 1067 #x 2.00 ' 212310
Q.= 977 At 1 6.33 If+ 2133 '#1 3.34 ft� T92 psf
QwN= 97701 6.33 f?- 2133 ' #/ 3.34 ft' -484 psf
End Direction M = 722 #x 2.00 ' 1443 '#
Om,,,= 977 #/ 6.33 fF+ 1443 '#/ 2.11 ' 838 psf
Qm►N = 977 #/ 6.33 t?- 1443 `#/ 2.11 -530 psf
Wind Uplift Ce 0.62
Cq 0.7 P = Ce"Cq'gs"l
qs 16.4
1 1.0 P = 7.12 psf
Roof Slope 3 . 12 = 14.04 °
Uplift Force =force'(cos roof angle) 7.12 psf x cos( 14.04•)x 88,00 ' x 14,00 ' 6380 #
.213 total weight of home 213 x 30310 # 20207 #
No Straps Required
. JUL-10-2004 16:29 CB/HP GIG HARBOR 253 851 7130 P.22
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JUN-24-2000(THU) 16: 04 ME 5quored. Inc. (FRX)160 352 2044 P. 007?01a
Check Overturning
Assumed Height Foundatlon to Floor 2 ' 0 "
@ Sldes
MOT 9362 #x( 2.00 '+213 x ( 8.50 ' + 2.25 ')) 85815 '#
MRES 2l3 x 30310 #x ( B.00 ')12 80827 '#
F.S.pT 0.94
Straps Required for Overturning
Strap Capacity 3150 #x 0.707 x 1.33 2962 #
2 Straps perside required
MRr,s W x ( 3031❑ #)( 8.00 112) + ( 2962 ##)( 2 )( 6.00 +2.00 )' = 140075
F.S.aT 1.63
Inplace Straps Adequate fvr Overturning
@ Ends
MOT 4330 #x ( 2,00 ' +213 x ( B.50 ' + 2.25 ')) 39592 W
MASS 213 x 30310 #x ( 68.00 ' -2 x 1 l')12 444547 '#
I
F.6.O,- 11.20
No Straps Required for Overturning
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JUW-24-2004(THU) 15: 06 MC Sauarea. Inc. (FAX)360 352 ZOdd P. 006/016
LATERAL DESIGN
Wind Wall Roof A =Ce�Cq'gs"I
Ce 0.62 0.62
Cq 1.3 1.0 Pwaus = 13.22 psi
q s 16.4 16.4
1 1.0 1.0 PROot= 10.17 psf
Total Wind Force to Sides 13.22 psf x 9.00 ' + 10.17 psf x 2.25 ' 142 plf
Total Wind Force to Ends 13.22 psf x ( 9.00 '+, 2.25 ')!2) 134 plf
Wind to Sides 142 plf x 66.00 ' 9362 #
Wind to Ends 134 pif x 14.00 ' 1874 #
Seismic Tans Long V=2.5"0a'I'W1(1.4'R)
Ca 0.36 0.35
1 1.0 110 VT rnnsvome= 0.292 'W
R 2.2 4.5 Vlcndtwiral = 0.143 *W
Weight
Roof 65.00 ' x 14.00 'x 10 psf 9240 #
Walls ( 66.00 '+ 14,00 1 x 2 x 8,50 ' x 7 psf 9520 #
Floor 66.00 ' x 14.00 'x ( 10 5 /2)psf 11550 #
Total Weight 303104
VT 0.292 x 30310 # 8857 # W1nds Controls to Sides
VL 0.143 x 30310 # 4330 # Selarnic Controls to Ends
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JUN-e4-2004(THU) 16: Od roc squared, Inc. (FRx)360 352 20dd P. 005/018
VERTICAL LOAt7S ON CHASSIS SEAM PIER PADS
MAX VERY LOAD — BASED ON 6 '- 0 " CENTERS
Roar Dead Load ( 14.00 '/ 2 )x 6.00 'x 10 psf 4204
Wall Dead Load 8.50 'x 6.00 'x 7 psf 3574
Floor Dead Load ( 14,00 '/ 2 )x 6.00 'x ( 10 + 5 ) psf 630 #
Roof Snow Load ( 14-00 V 2 )x 6.00 'x 2.5 psf 1050 #
Floor Llve Load ( 14.00 '/ 2 )x 6.00 'x 40 psf 1680 #
Maximum Pier Load 4137 #
Pad Area Required 41370/ 1500 psf 2.76 fez
Square Pad Required 20 " Square
Double IS" Square Pad Capacity 2 x 1.33' x 1.33'x 1500 psf 5333 #
USE DOUBLE 16" PADS OR SINGLE 20 " PADS 6 '- 0 " O.C.
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JUN-24 -2004(1NU) 16 0E MC Squared, Inc. (FRx)360 362 20dd P. 004/01a
MOBILE HOME FOUNDATION DESIGN FOR;
Matt&Carmen Miller 2ceti ee
11 N.E. Sall Left Ct,
Belfalr Washington 98528
UNIT 66 '- 0 " BY 14 0 " ( SINGLE WIDE
HEIGHT ABOVE STEEL CHASSIS BEAM 11 '- 3 ".
Design Loads
Roof Dead Load 10 psf
Snow Load 2S psf
Wall Dead Load 7 psf
Floor Dead Load 10 psf
Live Load 40 psf
Partition Load 5 psf
Wind 80 MPH, Exposure B
Seismic zone 3
Assumed Sall Bearing Capacity 1500 psf
Frost Penetration Depth 121,
Spacing of Maln Chassis Seams 8 ' . 0 .
Spacing of Chassis Beam Piers 6 '- 0 "
INSULLAMONINMTRUCTIONS BMWSUENOTES GENERALNOTES SPECIFICATIONS
1
^ o 1. INSTALL IN3A041Mi FDUfIDATI0.K Fppl_ SPACING SHOWN Ol:'t1IIS PLAN ARE FOR p>:$iry n 11C• W1lDACCORDING•IOAWSD.1.1-48
INGSANDPIERSTOSPACINGTABLgP1� HOMES W1TI41D'ia12'BEAM.0 AO 30A71[A PSF STRMCATIM C
THIS SHEEL A.W.S.4GLID WERE E LC4
ANYFTD9'CTiASSL4BEAlAISN0TTr7CAN- FLOOR LOA1D1pPSF PIJMA.S.ZACA36 N
- + c ,i e + 2 FOlR4DAI1024 FOR CHASSIS BEAM SOP- TI EYER MORE THAN 9'ON EACH IND OF I241IBLEPlIDE PIPE SCHIDOL.E 40 '
i .�• PORT SHALL BE LOCATED AND sraD IE• AND SPACING OF MAGNUM FGUNDA- WIND 50 MP-H,EXPOSURE C PIER BOLES SAE GRADE 5
7 F r RJR THE LOADS,AS SHOAYN BY MANLL TION FOOTINGS AND PIERS CANNUC EX• FOOTINGS SLID MG A DAYS N
m F PASARIDS06tfi INSTALLATION Dt- 10' '=ZONE 4 LIGHT WEIGHT RENORCEDCONCRETE �
HOME LENGTHS NOTES SINGLE WIDE MAMM` E= z - i 3. LEVEL THE SOIL AND PLACE REIN. WIND SDMPII.E7CPOSIJREC AsmaLmsHAILBEcOAJED
PO3fADATIONSUPPORT A
2 m r FORCED PRECAST CONCREM FOOMO DOUBLE WIDE. SEISMIIczmm 4 WIIH WrrHFDRPSI'TEt�.`IICA.L
N o A c BELOW MANUFACTURED HOMZ AS PER WSnAs N bd2X W0SURE C CUATIl OS CHASSIS PAi1.T 8E S 203
a 1 rm < LAY OUT TIM SHEET.SAND OR'A*)& UP TO44'8 FOOTINGS AND PIERS. THE DESIGN LOADSSNAILBECONSISTBNf OREEFJPVALENT �
NUSMAYBE USED To FELL IN VOIDS IIN. 45'TOW12i+DG'11NOSANDPIERS. WITH ROOF LIVE LOA%WIND LOAD AND m
DER FOOTINGS.WHFRE GROUND ISUN- OYEER661610MGS AND I'a SPIS�flClONEASESD4HII�[iFllFORPERMA TESTING
p
EVEN. NUT BUIIDLYGnITHINASPECZrLGCAL
SINGIE WIIHi AREA TESTS KItPSI LAB 72-106 S4 E14. SINUEAND DOUBLE UNM: 8MPILEOSUREC MAX VER1ICALIESTLAAD 31.A tcPREWIFIEDFOMTNOORIEIMTION UP TO4P 4 FOOTINGS AND FBIRS. THIS FOUNDATION IS DESIM70 BE CON- RATED YEMCALC.MCITYLWDOILs.
WHERE EROSSIBLE,IS THAT IYE 4STn666 FOOTINGS AMMRS. SNIC1'EDON SITES WTTHOOTANY MOST- RAND LRlERAL CAPACITY AT24'MAX
LONGDILW510NCIFTHEf001LVGSBE OVER 668POOTL,(Gs AND rms. I GSOILPROBLEnl,S.FOO7TNGSAREDE HBIGETIS4.060 W.
M THETRANSVBRSE DEROMON.UP To RATED LATERAL CAPAe3TY
o Ve MAY BEROIATEDSOTHATTHRLONG TIEDOWNNOTES SO4E;D FOR LOW PSP SOIL AND SHALL SE RATE TIT'RALCAPAC LS2933Lbs
OF THE FOOTINGS ARE PARALLEL TO COMPATIBLE WITH LOCAL SOIL CONDI•
THPMAI NRAMffyDUETOSITEORSET. SINGLE WU COACHES SHALL HAVE AN TIONS. hIAGNUhiROiJNDATTON SYSTEMS n
UP CONDMONS- AUGUANDS1RAP TYPETIEDOWNPL ALI3D _
AS SHOWN ONTIM SINGLE WIDE PLAN INAREASWHFIIESETIIPdAM)AAYOCC R
N 5. SETRAG.VMFI?RTIO0LOWES:rSEF MANUFACTURED HOMES SHOULD BE MEWILL MMIE4,TTHE SUEIDLT.
' TD:G,PLACEITGT OONCRffiEFOOTTNC, TIE DOWNS SHALL BE AN AUGER AND RELEVELED WHEN IT ADVMMY AFFECTS MAGpR UFOUNDATION SYSTEMS,IS
AND ATTACH IT TO FOOTING WITH W STRAP TYPE RATED FOR A MIRDIUM OF THE MANUFACTURED HONE CAPABLB 0 F WITHEMAND ING ALL RATED
I I JJJ BOLTS. 4250LBPUILOUT DESIGN LOAM THIS CEIIT[ICAIIONIS
�} FOR TRIPLE WIDE AND WIDER COACHES, PXMMATTD UPON THE PROPER I?4nAIr Gl
RAISE TOP SECTION OF PAR UNTIL IT DOUBLE WIDE COACHES IN EG MPH USE;THESAb1BPlERLAYOUTPDRPACESBG LJMNANDTIGHTEK'OFTIREUNTI!'
TOUCHES BOTTOM CHASSIS BEAM, WIND AREAS WITH EXPOSURE THAT TIgVASLSSHOVJNI�$HAL![SECEIONOFA ID
WEIGH MORE THAN50600 LB OR ARE DOUBLE WIDE COACH OF TEE SAME SPECIALCONDTTIONS 0
ADIUS•TINGBOLTANDR ALLWBOLT CONSTRUCTED WITH COMPOSITION
—} ED THROUGH PIIRSTHEYTT ETEN- ROOPING AND SHEET ROCK CLADDED SDYIACTMAGNIJMIaOUNDATION O
WALLS,DO NOT NEED THE FOUR TIE :L1
7- TURM LARGE NUT UNDER HE AD UNTIL DOWNS SHOWN ON THE PLAN IM�TTON NEAR AS11111 AM 11 SYSTE MS FORA,'YY OFTIIE
�• , FLMCONfAC1SBE"ANDINSTAILE SCEN'DING SLOPES SHALL83INACCOR• rOLLOWINGCON=0NS
ra CLAMP PLATES AND TIGHTEN I•TRMLY. SLA'GIE WIDE ODA=DF 80 MPH lh l UN DANCE V7 SECTION 1896_S-2 AND
AREAS WITHS205UREB NEEDTB3DOWN3 1BG6-S.3 UNLESS SS A SITE SPECIFIC SNOWLOADOVIDt301'SB
L MR FINAL FLYE AffiUSIMENT AND ATEACHOORNBR ONLY CE0TECID7LCAL REPORT RECONDAFMS FLOODPLAIXLOCATIGN
T4 LOAD TRANSFER TO FOOTING AND onuxwm
—10171BOR18—� �E-1GIZI4'C9I16� PIFRSTURN L&RGENUrUNMHEAL MAPACIED GRANULAR FILL OVER.Ir IN
DEPTH SHALL HAVE COMPACTRO,V TBSr
e S maximum PERFORMED TO ENSURE ADEQUATE COM-
S 2T maximum PACTION35 PRESENT
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