Plans (2) CfAS o,-10-D D 0 6 3
OFFICE COPY
STRUCTURAL NOTES: gm NGTH OF UNIT -ro
I I. GENERAL: pW S
VERIFY MODULAR BUILDING DIMENSIONS PRIOR TO PREPARATION FOR FOUNDATION INSTALLATION. uj p
III2. DESIGN INFORMATION 4 LOADING: l7 z '
- - 2.1. BUILDING CODE IBC:ID-2018;055C-2019 I Z o s
M`1'-6i" 2.2. ROOF LIVE LOAD 30/40 PSF,SNOW m
TYPICAL UNIT 2 AN 0 .3. FLOOR LIVE LOAD 50 PSF OR 2,000#CONC.
(TYP.) SUPPOR BEAMS i 2.4. WIND CRITERION 10 MPH,IXP C Kzt=I.Oi Ark 3 il
( 3 z 1
IB/
OA TYP IC•L AT yd 2.5. SEISMIC CRITERION SDS=I.2,le=I.O,SEISMIC CATEGORY D Z
Ilar NTERI•R COL rn 2.6. ASSUMED SOIL BEARING I,500 PSF,SOIL CLASS D ' -. z g" g
,,, 2.7. WALL PLATE HEIGHT 9'-0" 1 s it
I'I� `��� "� '..�. 2.8. ROOF SLOPE 2:12 OR FLATTER
li. re� sp__= Re 3. CONCRETE: 2
I 0 _ - 3.I. DESIGN COMP.STRENGTH 2,500 PSI
44_ 3.2. REINFORCING STEEL YIELD GO KSI
4. MASONRY: ^'
T 'ICAL AT 0 -I.yN o 4.1. 8x I Gx8 UNITS ASTM C-90,GRADE N W
• • E TERIOR COL. '® in
I 4.2. SET UNITS W/CORES VERTICAL 4 NO MORE THAN 3 HIGH,PER PLAN,WITHOUT SOLID GROUTING CD
SEE DETAIL B1/D2, CORES.SOLID GROUTED CORES OVER OVER 5 HIGH REQUIRES SPECIFIC ENGINEERING. • C
TYP. EA. END 5. SPECIALTY ITEMS:AUGER ANCHORS'MINUTE MAN ANCHORS,INC."(800)438-7277,OR EQUIVALENT.
,;'• _ _ ;_- SHOULD AN ALTERNATE MANUFACTURER BE USED FOR ANY ANCHOR OR ASSEMBLY,MANUFACTURER
il 161111161111 A- DOCUMENTATION OF ANCHOR ALLOWABLE LOADS SHALL BE SUBMITTED AND ANCHOR SPACING O CO
MODIFIED PER ALLOWABLE LOADS FOR THE ANCHOR USED.
m PADS & PIERS, NO. REQUIRED PER TABLE A rn 5.I. METAL PIERS TO BE CAPABLE OF SUPPORTING 6,000#
- SEE DETAIL Al & A2/D1 SPACED EQUALL I 5.2. HOLD-DOWNS SET IN SOIL AND LOOSE GRAVEL SHALL BE MMA-92 AUGER W/STABILIZER HEAD SET
VERTICAL W/ALLOWABLE LOAD CAPACITY OF 3 1 50#.NUMBER OF ANCHORS AS INDICATED ON
SOIL ANCHORS PER SCHEDULE TABLE.ALTERNATE:(2)MMA-35 DRIVEN ANCHORS WI MMASD2 STABILIZER PLATE OR AZTEX =
EE DETAIL B2/D1 SPACED EQUALLY ANCHORS PER ANCHORS SHOWN ON TABLE. , ` 0
TYPICAL BOTH SIDES 5.2. HOLD-DOWNS SET IN STABLE ASPHALT SHALL BE(2)MMA-35 DRIVEN ANCHORS PER ANCHORS v c
SHOWN ON TABLE W/AN ALLOWABLE DESIGN LOAD CAPACITY OF I 800#FOR EACH ANCHOR. • C
5.3. TIE-DOWNS TO STABLE CONCRETE SHALL BE EITHER A MMA-2 I ANCHOR FOR PRE-POURED 4'm
1 FOUNDATION PLAN CONCRETE OR MMA-18 ANCHOR SET PRIOR TO INSTALLING POURED IN PLACE CONCRETE.NUMBER •
moo 0
12'-0" MULTI-WIDE MOBILE OFFICE OF ANCHORS TO BE DOUBLE SHOWN ON TABLE.
SCALE: 1/8" = 1'-O" 5.4. INSTALL GROUND PORTION OF THE ANCHOR PRIOR TO SETTING THE BUILDING.CONNECT ANCHOR
TABLE A TIES TO BUILDING ONLY AFTER BUILDING IS FULLY BLOCKED AND LEVELED.
MOBILE MODULE RAIL PIER/PAD & LATERAL RESISTING ASSEMBLY SPACING 5.5. INSTALL ALL SPECIALTY ITEMS PER THE MANUFACTURER'S RECOMMENDATIONS.SEE M
MANUFACTURER'S INSTALLATION INSTRUCTION MANUAL ON THE WEB SITE.
G. VENTING: Qum
-INSTALL PIER/PADS UNDER EACH CHASSIS SUPPORT RAIL, SPACED EQUALLY BETWEEN END PIERS. SEE 6.I. PROVIDE UNDER FLOOR VENTILATION PER IBC CODE AND LOCAL REQUIREMENTS AT I NET SF OF
DETAILS SHEET D1S VENTILATION PER 150 SF OF FLOOR AREA. t.
-INSTALL LATERAL RESISTING ASSEMBLIES ON EACH OF FOUR WALLS, SPACED EQUALLY BETWEEN END G.2. IF A CLASS I VAPOR RETARDER IS INSTALLED THE RATIO MAY BE INCREASED TO Nsoo. w o
ASSEMBLIES. SEE DETAILS SHEET D1S & D2S 7. ACCESS: U z -
7.1. PROVIDE ACCESS TO THE UNDER FLOOR AREA PER THE CODE. LL O_
WIDTH LENGTH # PADS & PIERS #AUGER ANCHORS 7.2. PROVIDE 18"MIN.CLEARANCE FROM SOIL TO UNDERSIDE OF ANY UNTREATED WOOD MEMBER,
7.3. PROVIDE 2"MIN.CLEARANCE FROM SOIL TO UNDERSIDE OF ALL BUILDING MEMBERS. lL P ID J
OF UNIT OF UNIT ROOF LOAD 110 MPH WIND. EXPOSURE 8. SITE CONDITIONS: O Q H f 8
OUTSIDE RAILS/INSIDE RAILS EA.SIDE EA.ENDLLI
8.I I. FOUNDATION SUBGRADE TO BE UNDISTURBED NATIVE SOILS OR STRUCTURAL FILL COMPACTED TO , z O
30 PSF 40PSF B C B C Z
95%OF THE STANDARD PROCTOR DENSITY PER ASTM D-698;ASPHALT OVER COMPACTED W
24-0" 36 0 9/6 9/6 2 3 2 2 O i
ROADMIX GRAVEL BASE;OR CONCRETE O O O-
24-0 40-0 10/7 10/7 2 3 2 2 8.2. ALL WORK SHALL CONFORM TO LOCAL,STATE,AND FEDERAL C i®kl f4VINN - D- Q it z a
24-0 50-0 12/8 13/8 3 3 3 3 AND SAFETY STANDARDS. "" '( 6L 0 g
2 E . 6O-=Q v , :14. tQ" ,.15A0 .= ..3 .m,:: - ,�..- 0 Lu to
DL D_ Z p
24-0 64-0 15/10 16/10 3 4 3 3
24-0 70-0 16/11 18/11 4 4 4 4 S,\��CGINEfFs" AUG 2 4 2��0 n -4 a N
36'-0" 60'-0" 14/10 15/10 4 5 4 4 ,N 4'•±'� Z
48'-0" 60'-0" 14/10 15/10 5 7 5 5 4'• 12 7 P y�® y i Q < 0 -
60'-0` 60'-0" 14/10 15/10 7 8 7 7 VI i T OF~1 1 .:, AR ,4 g-'
72'-0" 60'-0" 14/10 15/10 8 9 8 8 O ORECON9�M EOM 8 L 1 N �3IV I S tO 5•,, srgr+ 0
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Imo'D€CEMalx"'20211 WEST OF CASCADES FOUNDATIONS SHEET: I OF 3
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�� METAL STRAP PER SOIL a g
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ANCHOR MANUFACTURER I =
WITH TURN BUCKLE TO % MODULE ilk
�► APPROVED ANCHOR l7 iY
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% ODULE SUPPORT BEAM • 3 i
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GALVANIZED x
PREFABRICATED METAL PIER STEEL STRAP �, MODULE SUPPORT BEAM z� i(?)�'2�" O.C., TOENAIL T & B :�
W/(2) SDS25112 INTO PAD pER SApILL 1 I �� "
& (1) #12 STS INTO BEAM ANCHOR MANUF. _ AP PER SKIR¶NG
I I +s' ANUFACTl1RER b- MATERIAL
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•R 2x 2M 4" LONG IN. ABS. AD �16 j``I��II. M 2x PLIAATEEA D 2 x 8 PT., CONT. N 2
PT. WOOD �����I � ��I�• 1
siiip••••••Agiol-11% �� ._. `? ` ' /\ /\ ` '3[s" x 10" REBAB ANCHOR AT Q,+ANCHOR PERNOTEB_ 3 O.C. MAX. t.g LENGTH N DRIVEN INTO FIE GROUND _ C0
A 1 METAL PIER 1 SOIL ANCHOR-ENDWALL C 1 SKIRTING DETAIL-NONBEARING .0_
0 N.T.S. N.T.S. N.T.S. m
I =
MODULE 8d @ 12" O.C. 0
(TYP. 3 LOCATIONS) V
MI•!l'" BOTTOM TRIM •.MODULE BEAM
a 2x4 0 2'-0" O.C. •/ N
STRAP CLAMP PER I I I I m S I N CO15
ANCHOR HARM R�
I 2 C.ALV nzEo STEEL STRAP I I 'CO? MATERIAL, P.T. ` 6
PER SOW ANCHOR MA ME. m 2x4 TREA I PRESSURE TREATED Elm
PLATE , CEDAR OR REDWOOd
n MIN. 1x6
\ ., \ iX/X /\ A HOR AT"xXREBAR
ANCHOR PER NOTES 1 12 LENGTMHADRIVEN U z cn
INTO THE GROUND
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I RENEWS:DECEMBER 31,20211 I D1M
WEST OF CASCADES FOUNDATIONS SHEET: 2 Cr 3
SCOTT WLLSON
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NTERIOR EXTERIOR a.
iti ( 1)! ,
s 4,
ROOF BEAM ROOF BEAM 3 a !:
.8 OP_
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I MATELINE COLUMNS MATELINE COLUMN
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IMMMIE RIM JOIST RIM JOIST
I I 2x8x16" TRT WOOD PLATE I I p
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----- I I--H .-
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I I I _ I ��L____ '— 0
�8"x8"x16" CMU BLOCKS I -✓8 x8"x16" CMU BLOCKS ( ) 0
___ ONE SET PER TWO PADS _ _I__ V
— I _I_
, FTG PADS
r-- --��PER SCHEDULE r--- PER PLAN CL.
A INTERIOR COLUMN SUPPORTS B EXTERIOR COLUMN SUPPORTS
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N.T.S. N.T.S. 0 Q 0
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J Z Z
PADS REQUIRED AT ROOF BEAM SUPPORT COLUMNS O 0 m a .
30 PSF ROOF UVE LOAD w Z :—
— 12—FT. MODULES: (2) 16"x16" PADS PER 10'-6" EFFECTIVE SPAN p W o
— 14—FT. MODULES: (2) 16"x16" PADS PER 9'-0" EFFECTIVE SPAN oL 2
40 PSF ROOF LIVE LOAD �E9PROFF p * w
— 12—FT. MODULES: (2) 16"x16" PADS PER 8'-6" EFFECTIVE SPAN �`NGINEF,SQ Z _3 R
- 14-FT. MODULES: (2) 16"x16" PADS PER 7'-4" EFFECTIVE SPAN `� .� Q Q m R
C�' 4,123 7 P �"a7,., ' D_ v o
EFFECTIVE SPAN = } BEAM SPAN EACH SIDE OF COLUMN 2 a
s OREGON , 1�4N
c.
qN w. aR``' D 2 M
1 REX".DECEMBER 31,20211 WEST OF CASCADES FOUNDATIONS SHEET: 3 OF 3
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