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V ei t1410-1m i MODERN BUILDING SYSTEMS, INC. ,.. - 9493 Porter Road SE • PO Box 110 SHEET NO. A.41-( OF AUMSV ILLE, OREGON 97325 CALCULATED BY DATE .71 7.0.1 I I 503-749-4949 CHECKED BY DATE Fax 503-749-4950 SCALE RECEIVED _ 1 fLa. SEP I 1 1 1.--.1,13 e.‘'f- 1 0,2 alli—. . ! 14u ___ errylaFq..ut _ - 2Ai _ _ ___ _ ___ _ Z6, 1 1 I , : 1 - L ' 3_131 , ' ! (..f.0.4.:_z__\„ ,SJP4_,. it wr , 1--:---1--4------ ---T---1- USt_ 1 a-_-,1-51) ko (06 6.6.1n1-1 7---r------1 , . ..- r- , 1 • ., , 4 , . poro es p : - t_ c--1- W IVUL-1 )-.: • : I• jai . : 1 1"--- ----1- :— 7---F ----1--- •wt., A . ,,,,--$?/ ztt. • I;7 6 e+ tHA. Pf I-7esf V, (ilt_S.__7_: 251.Lfik ! 106.- : 1 L)I-e4pf--riar--Z , t,A.! -' -ip4Nlii. w A.A.C., e e5r1 e.\ Lz __I ks7ivi,, 1 I -I- f- t---- , - H , . _.,, i I ; Al._ LA:,(es( L n Lii ' ! M>i 4 I-. 1 j--7 I 7 3 P'C (*(# 1'-- -144t1177 1-I- 6,-412- ' ' ;NI- 6 A AsP14.firL—(Al.. 1 -11 I- c_ol._., ri 4 614,_e_ taA-r-, L _i___i___ ______4_ __ , t r i t I tz,62,(b Gts\(10. 751+1_\t/2-= 1155(la 1 ,,z)(,-u,s1,_ -71 4--k(),(0 7-5)(44 t?Al-fc) 377,t ___ L _l____1. ...____ _ -34•E'ST e_ (1.447- cbt,04.i. 1 ;mai 1 spacpon approval'is - : ,-,E- 2- - c'r filtitjite Obi-to ocopany.! ! , . . 1 ,.., . .ro- 1998'0 ((e(b Li 47 , _,1541, _ Illeirsib:(.1( (6 5.414,.. el_ff 06\ v 63i31(ocL- I ' ' 1 , "I i \-41-'6 : ----1 i I 1 1 1 I i i 1 _ ...-L r• Z — /1 — I . 1 ----- q1-13.. — SS= (:).97 0 ,, .. • • - 1" ' ' I , ---t ■ 1 1 : .. t ..ilt 1,,i(uni11'141- _Avproyed ,... 0.4.4 ,---7.-.. -t I L__. 4, 1 1 TtindOonaity . . 4 -. ,, 1 1 : , Set Letter to: 'snow ! -r----: t--- + --;-- 1 1 lc • Ir. . ' ! - r i 1 I-- fit tic #-........3111111. 1 '• ki-- P.I'`)1Pemdt • Iiii,.. - or 1 i 1 Ad. . ...,-• •_ ..,,i;i7,A.r.illirAt ,117.NIP.ViTi■ _L___,,... ___ _____ _ I , : 1 -7------ --- i Br ....,:;:ili ' •.:„. ill lik-3_11111111 1 ' +' -- . ___,__ ________.,. 1 ' 1 1 " M1___ IIIII . A . .,,gll _ r • . I , , Cbtkp -z, L Z_ Siv11-1( - (-Wo ' ! i h14- 1 t- 1), 1111 _ 1.,c, ._-,r_ 1,' ---- ---- 7 4-eh., IL 2)(1-liie.._ T .i, V 7 ) 1 I, ■ 1 I lio _ 1qx 6 e_00._.- i. ...1_. _ __ . I i 1 I - t 1 1 ;.-- 1.0 J.A.ci I 1__I : . . , I PRoecn,c> k-e) 4,ip,,t, i I, 1 i - 1 I ____ —....... ____—.....i I..1... ;oh1-zi -q— 892 UNIFORM LOAD: UNIFORM LOAD: Dead Load = 186 psf Dead Load = 186 psf Live Load = 346 psf Live Load = 346 psf OC spac'g = 1 ft OC spac'g = 1 ft BM-28 .67 3x 22 .5 5 .53 k 19 . 98 k 6 .41 k I < > I < > I 28 .67 ft 31 .33 ft Beam Mark 28 . 67 GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE : 3 x 22 .5 1 . Allowable Bending,psi : Fb = 2750 Bending stress : +M fb = 1831 psi 2 . Allowable Shear, psi: FIT = 285 for +M = 38 . 62 k-ft 3 . Mod of Elasticity, psi : E = 2000000 -M fb =-2854 psi 4 . Duration of load factor = 1.15 for -M =-60 .2 k-ft 5 . Live Load: Deflection < L / 180 6 . D+L Load: Deflection < L / 240 Shear stress : fly = 206 psi 7 . Unbraced top edge for V = 9 .26 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = .316 in in region of -M (ft) : Lu = 0 Live Load Deflection = .588 in 9 . Eff span lgth ratio: le/lu= 1.92 = L/ 639 10 . Allowed overstress: (o) /100= .01 D+L Load Deflection = .904 in 11 . Exact Beam WIDTH (in) : b = 3 = L/ 415 Allowable bending stress: for +M: F'b = 2949 psi for -M: F'b = 2949 psi I ro� 3 Foil �- Column[AISC 9th Ed ASD 1 Ver: 7.01.14 By: Ken Rasmussen , Modern Building Systems on: 07-20-2011 : 3:43:43 PM Project: 892-Location:Tigard Summary: HSS 3 x 3 x 3/16 x 9.0 FT/ASTM A500-GR.B-46 Section Adequate By: 33.1% Vertical Reactions: Live: Vert-LL-Rxn= 6497 LB Dead: Vert-DL-Rxn= 3551 LB Total: Vert-TL-Rxn= 10048 LB Axial Loads: Live Loads: PL= 6497 LB Dead Loads: PD= 3493 LB Column Self Weight: CSW= 58 LB Total Loads: PT= 10048 LB Eccentricity(X-X Axis): ex= 0.00 IN Eccentricity(Y-Y Axis): ey= 1.00 IN Column Data: Length: L= 9.0 FT Maximum Unbraced Length (X-X Axis): Lx= 9.0 FT Maximum Unbraced Length (Y-Y Axis): Lv= 9.0 FT Column End Condition: K= 1.0 Column Bending Coefficient: Cm= 1.0 Properties for:HSS 3 x 3 x 3/16/A500-GR.B-46 Steel Yield Strength: Fy= 46 KSI Modulus of Elasticity: E= 29000 KSI Column Section:(X-X Axis): dx= 3.00 N Column Section: (Y-Y Axis): dy= 3.00 N Column Wall Thickness: t= 0.174 N Area: A= 1.89 N2 Moment of Inertia (X-X Axis): Ix= 2.46 N4 Moment of Inertia(Y-Y Axis): ly= 2.46 N4 Section Modulus(X-X Axis): Sx= 1.64 N3 Section Modulus (Y-Y Axis): Sy= 1.64 N3 Radius of Gyration (X-X Axis): rx= 1.14 N Radius of Gyration (Y-Y Axis): ry= 1.14 N Column Compression Calculations: KL/r Ratio(X-X Axis): KLx/rx= 94.7 KL/r Ratio(Y-Y Axis): KLy/ry= 94.7 Controlling Direction for Compression Calculations: (Y-Y Axis) Column Slenderness Ratio: Cc= 111.6 Allowable Compressive Stress: Fa= 15410 PSI Compressive Stress: fa= 5316 PSI Column Bending Calculations: Controlling Load Case:Axial Total Load(D+L) Eccentricity Moment(X-X Axis): Mx-ex= 0 FT-LB Eccentricity Moment(Y-Y Axis): My-ey= 833 FT-LB Lateral Load Moment Including Eccentricity(Y-Y Axis): My-Lat= 833 FT-LB Bending Stress(X-X Axis): fbx= 0 PSI Bending Stress(Y-Y Axis): fby= 6091 PSI Flange Buckling Ratio: FBR= 17.24 Allowable Flange Buckling Ratio: AFBR= 28.01 Allowable Bending Stress: Fbx=Fby= 28 KSI Combined Stress Calculations: Euler's Stress (X-X Axis): Fex'= 16638 PSI Euler's Stress(Y-Y Axis): Fev'= 16638 PSI Using AISC Formula H1-1: CSF(1)= 0.67 Using AISC Formula H1-2: CSF(2)= 0.41 Using AISC Formula H1-3: CSF(3)= 0.57 Controlling Combined Stress Factor: CSF(1) Controls : 0.67 - I r MODERN BUILDING SYSTEMS, INC. JOB (44o-ICI - 9493 Porter Road SE • PO Box 110 SHEET NO. rof-I- -4' OF IF0/4-4– AUMSVILLE, OREGON 97325 CALCULATED BY DATE 71Z0/1 I 503-749-4949 CHECKED BY DATE Fax 503-749-4950 SCALE �j_ -2g(l�°�� �5 PSG l4 Zea-_ - i f I_ _ , — ■ �1GrW $1(175 3� 2 $ tt.LvA,..ik-u- .lk)sft.0\t:so'it 71 tol- 1 , , CL 76 b0 G. — s BD ( 1 i I I I 1 '444, e \to Ma-\- - 6>.t ,r •1 Vel IS r �4,D ._It_Lilt •- i - 1 i I 1. ._t { I 1 i i ! 1 - 1 1 , ! j _ j - I__. L ?I`e�(I 0\(I zl ZsifL- 1_—; _..._�_� Z3.1 �_40N�1i 8 3 _� __1111_ ----� -� Gz 14.+Lso\( 12- 2 --�t.,4o - �' —I*1(l01(13.g3 2 �9.��_ _ — i _. I_ : -I.t23z.�- I — 1G _1L..o; 1{13 s3l _- 1106 A ! _ 1 y } Z ! - e 1 6 1 -- - I - Z5.3 1 1 ' < C_ ___i_Z ... _1 _. ..J_-.. f. .. w, =' X411.(1137Y St 1 (2.4\ t Z3L17t.(3 M1; ..4o4Z2.4- _ I i - _L.._ 1 f i_. _I.; 1 ; 1-- rt-.._. 12i/1awL. 3'YZ1 (13.t3Vz ,.4.9.i!Yi- --..__— 4J_- ( _ __�_._ --r _!— , _i____ 4 _ _ pit,\Z?ss . '2 13,- 5 I r 1 r — . 1 1 1 sq 5ws. L-1,41 0 ! - i I 1 1 I r r— �__ - - i i—_ I I + - ,- 1 4-- — i— ' e 1_1-; --- i 4.� _ q.l.._-L 51e:40 I -- I---i-------_----�.. i _ I 1 L( 4� Z ! I 1 T_. k I_ 1• 1 ! i I 1 1 1 1 _ i--- . --F- -1- r--- TI_. __._ -- L-_---r- i 1- 4 1 e_ ..-_ L_ -; II ' , - : I 1 i - -- 4 14 ,4('7.c.�\(\3 . 3307-1 1- _ 1 -1- - ! - - I - : ! I 1 Is i o� zI I 589a / _ 1 �._ -1 ti e or, �� 1?l►� I k I 1 i �.— ._ I 1 i 1. t , 1 I 1 I j 1 i ' i i I i 1 ( 1 1 r 1 I J 1 1 I H 1 ! 1 I , r Table 1 Ultimate Friction Factors and Adhesion for Dissimilar Materials Friction Friction Interface Materials factor angle, degrees Mass concrete on the following foundation materials: Clean sound rock 0.70 35 Clean gravel,gravel-sand mixtures,coarse sand 0.55 to 0.60 29 to 31 Clean fine to medium sand,silty medium to coarse sand, silty or clayey gravel 0.45 to 0.55 24 to 29 Clean fine sand,silty or clayey fine to medium sand 0.35 to .045 19 to 24 Fine sandy silt, non-plastic silt 0.30 to 0.35 17 to 19 Very stiff and hard residual or pre-consolidated clay 0.40 to 0.50 22 to 26 Medium stiff and stiff clay and silty clay 0.30 to 0.35 17 to 19 (Masonry on foundation materials has same friction factors.) Steel sheet piles against the following soils: Clean gravel,gravel-sand mixtures,well-graded rock fill with spalls 0.40 22 Clean sand, silty sand-gravel mixture,single size hard rock fill 0.30 17 Silty sand, gravel or sand mixed with silt or clay 0.25 14 Fine sandy silt, non-plastic silt 0.20 11 Formed concrete or concrete sheet piling against the following soils: Clean gravel, gravel-sand mixtures,well-graded rock fill with spalls 0.40 to 0.50 22 to 26 Clean sand, silty sand-gravel mixture,single size hard rock fill 0.30 to 0.40 17 to 22 Silty sand, gravel or sand mixed with silt or clay 0.30 17 Fine sandy silt,non-plastic silt 0.25 14 Various structural materials: Masonry on masonry, igneous and metamorphic rocks: Dressed soft rock on dressed soft rock 0.70 35 Dressed hard rock on dressed soft rock 0.65 33 Dressed hard rock on dressed hard rock 0.55 29 Masonry on wood(cross grain) 0.50 26 Steel on steel at sheet pile interlocks 0.30 17 Interface Materials (Cohesion) Adhesion Ca(psf) Very soft cohesive soil (0-250 psf) 0 -250 Soft cohesive soil(250-500 psf) 250 - 500 Medium stiff cohesive soil(500- 1000 psf) 500 - 750 Stiff cohesive soil(1000 -2000 psf) 750 - 950 Very stiff cohesive soil (2000-4000 psf) 950- 1,300 Extract from Naval Facilities Engineering Command Foundations and Earth Structures Design Manual 7.02 eItr 1 < f i r it p P. Z. i it W .i SAC Industries', stronger, patented, more stable, adjustable steel pier is designed and engineered to support manufactured homes, commercial buildings, school buildings, decks, R.V.s, residential housing and much more. Adjustable tops allows for easy, economical leveling and re-leveling when necessary. Extremely stable with larger, patented, pre-punched two piece base. SAC Industries' piers are much stronger because of the full 90° patented, embossed leg. Support your building or load with a SAC Industries high quality pier. STATE APPROVED #3008 2034080000 . 8" 6,000 lb. Pier #3010 2034100000 10" 6,000 lb. Pier #3012 . 2034120000 12" 6,000 lb. Pier #3014 2034140000 14" 6,000 lb. Pier / #3016 2034160000 16" 6,000 lb. Pier • #3018 2034180000 18" 6,000 lb. Pier / #3020 2034200000 20" 6,000 lb. Pier rr #3022 2034220000 22" 6,000 lb. Pier ,ket Aso El2034240000 24". 6,000 lb. Pier �� J 2034260000 26" 6,000 lb. Pier - o 2034280000 28" 6,000 lb. Pier ie;vri : e 6030 2034300000 30" 6,000 lb. Pier e /-00-&-illi. -------,. ..... Rated 6,000 lb. Tested 18,000 lbs. plus State approved— Tested, listed and labeled PA'30°x 32"Plywood Pad 6,000 lb. Rated on 1,000 PSF soil stamped in base plate of pier. #3234 2040223032 _ 01001 • 1 1 \4______Lk\_. il■ /a, : , XI\ \Ai\I • , i • r IN LINE INSTALLED AND CONNECTED GROUND ANCHOR AND FRAME CONNECTION Home Beam Main --* .- Frame Beam -4z- Diagonal frame • Anchor and strap tie-straping in straight line MAX 45°° Ground Install anchor to full depth (i.e., completely to head) Anchors less than 48" in length should not be installed in line Figure 1 with the pull. itabilizer For those homes which are designed to Head MAX 45° require only diagonal frame ties, the s ,,, MAX 45° anchor can be installed in line with the ties. • •� Figure 1. .�- ►l+.. .4 7-;1 Another accepted way to limit lateral -! deflection is by use of a tested and Figure 3 approved Metal Stabilizing Device. Figure ' Figure 2 ����' PP 9 9 #: g 2 and 3. In Figure 2, the Stabilizer is a pad of the anchor. In Figure 3, the plate is driven in front of the anchor's direction of pull and will act to minimize the anchor rod deflection. See Top of Page 2. • LOCKING FRAME CLAMP II MMA-33 ASSEMBLED UNIT - . /11 .1.1.1. %x 1"Grade 5 • Bolt&Nut i • Home Frame 04„ . Locking Clip ► � / . ∎• Pivot Clip must not vary more■ than 10 Deg.from Perpendicular ♦ 4 Minute Man Strap w/Radius Clip to Beam. To Anchor . 3. 4 r FRAME TIE TO ANCHOR • Manufactured Home Frame Clamp with Strap IV ....___-- -.. -- ... ------- ..-- -- -- ill I Beam Frame• - Ground Level If this angle exceeds 45°, frame clamp with strap must be Ilradded to the opposite beam as indicated by the dotted lines. Proper earth anchor with stabilizer er for soil condition (or approved alternate i.e. E-Z Anchor) • . FRAME TIE INSTALLATION INSTRUCTIONS • Frame Tie With Buckle Single Slot Buckle With Strap Frame Tie With Hook 1 NCI raw- 7 .. . �� Floor Floor t .., it '!j,. . i. 2,N. I Bea `�1 I Bea All Thread sufficient length of frame tie strap 'It through buckle as shown. L__�——— —;- �� Next, thread long end of strap between To Anchor To Anchor frame and floor of home. Bring strap Enlarged View of around frame and back through buckle as g Frame Beam shown in diagram and fasten to anchor Enlar ed View of Frame Beam Attach Frame Clamp (Hook) head. Place buckle at top of anchor side of inside top flange of home Diagram showing strap in position around beam,pass strap around beam and frame. Bring strap around frame and through buckle. It is important to through buckle. Pass strap back frame. Place strap between 3. remove all slack from system. around beam and through buckle to frame and home as shown in• anchor. Strap will wrap beam twice. sketch. Pull strap tight and Note: Use of a single buckle is an Remove all slack from s stem. appropriate alternate. y attach to anchor tension head. 4. r For tie down strap and anchor spacing. See the Mobile Home Manufacturers Installation Manual. Each state, county or municipality - may require a specific anchor from the groups shown for each soil classification. Check local regulations before installation. Note: • . Soil test probe the anchor location in order to match the proper anchor with the soil classification. • Stabilizer plates or certified stabilizing device must be used with anchors when anchors are used to resist horizontal forces. ▪ The distance from the end of the home to the first anchor must not exceed 2'- 0". ▪ All homes located in Wind Zones II and Ill must have a vertical tie installed at each diagonal tie location. SOIL CLASSIFICATION CHART Soil Soil Blow Count Test Probe Recommended Class Description (ASTM D1586) Value Minute Man Anchor 1 Sound hard rock NA NA Cross Drive or Rock Anchor 2 Very dense &/or 40-up 551 lb. in. 4430DH cemented sands, Up 650DH 4430 EZDH coarse gravel 4636 EZDH and cobbles, 636 EZDH caliche, GW-2 preloaded silts, 12" Stabilizer Plate and clays. - Nu-Concept Stabilizer Cap 3 Medium dense 24-39 351 to 550 636 DH 4430 EZDH coarse sands, lb in. 650DH 636 EZDH 4430DH 4636 EZDH sandy gravels, 4636 DH 650 EZDH very stiff silts, GW-2 and clays. 12" Stabilizer Plate Nu-Concept Stabilizer Cap 4(a) Loose to medium 18-23,3 276 to 350 4636 DH dense sands, firm lb in. 4450DH to stiff clays and 650DH silts alluvial fill. 4636 EZDH 4636 NU Concept Stabilizer Cap 12" Stabilizer Plate 4(b) VERY loose to 12-17 175 to 275 760DH medium dense lbs. in 860DH . sands, firm to stiff 1060DH clays and silts, 17" Stabilizer Plate alluvial fill. Remember: Each state, county or municipality may require a specific anchor from the groups shown for each soil classification. Check local regulations first. Soils less than 4B, see home manufacturer's instructions. Note: Many anchors are designed for particular soil conditions) and are unacceptable for use in other type soils. We have listed the soils for which each anchor is designed and approved. Soil classifications are taken from the "standard for the installation on mobile homes". Part 3280 each anchor model listed has been tested by an independent professional engineer to meet ANSI A225.1 and ASTM D3953.91 codes. Revised 3/14/07 11 . Following is a list of Minute-Man Anchors with an allowable working load equal to or exceeding 3,150 lbs. and are capable of withstanding a 50% overload (4,725 lbs. total). Stabilizer devices must be used with anchors when anchors are used to resist horizontal forces. HUD Part 3280.506(f) _ ITEM MARK MODEL DESCRIPTION USE IN # SOIL TYPE 1071 MMA-2 650-DH 5/8" 6" DISC, 50" ANCHOR 2,3,4(a) 1101 MMA-4 650-DH 3/4 6" DISC, 50" ANCHOR 2,3,4(a) 1131 MMA-28 636-DH 3/4 6" DISC, 36" ANCHOR 2,3 1241 MMA-30 4430-DH 5/8 DOUBLE 4" DISC, 30" ANCHOR 2,3 _. __1.?71 MMA-6 4430-DH 3/4 DOUBLE 4"DISC, 3Q".AN.C11PR._.. __ .._ 23.._ 1349 MMA-35 36-XDH 36" CROSS DRIVE ANCHOR 1 1350 MMA-8 48-XDH 48" CROSS DRIVE ANCHOR 1 1390 MMA-BR 24 BA BARB ROCK ANCHOR 1 1287 MMA-86 860-DH 3 /4 8" DISC, 60" ANCHOR 4(b) (Fla.) 1288 MMA-71 1060-DH 3/4 10" DISC, 60" ANCHOR 4(b) 1291 MMA-75 760-DH 3/4 7" DISC, 60" ANCHOR 2,3,4(a),4(b) L 1346 MMA-52 4636-DH 3/4 4" & 6" DISC, 36"ANCHOR 2,3,4(a) 1284 MMA-55 4450-DH 3/4 DOUBLE 4" DISC, 50" ANCHOR 2,3,4(a) 1282 MMA-50 4442-DH 3/4 DOUBLE 4" DISC, 42"ANCHOR 2,3 1312 MMA-57 4636 NU 7/8 4" & 6" DISC, NU CONCEPT CAP 2,3,4(a) 1592 MMA-92 4430-EZDH 3/4 DOUBLE 4" DISC, 30" EZ ANCHOR 2,3 1593 MMA-93 4636-EZDH 3/4 4" DISC, 6" DISC, 36" EZ ANCHOR 2,3,4 _ 1594 MMA-94 636-EZDH 3/4 6" DISC, 36" EZ ANCHOR 2,3 1596 MMA-96 650-EZDH 3/4 6" DISC, 50" EZ ANCHOR 2,3 1598 MMA-98 6650 EZVDH 3/4 DOUBLE 6" DISC, VERT. STABILIZER 2,3,4(a) (Fla.) 1599 MMA-99 8860 EZVDH 3 /4 DOUBLE 8" DISC, VERT. STABILIZER 4(b) (Fla.) 2390 MMA-18 THDH DOUBLE HEAD TENSION DEVICE SLAB 2391 MMA-18 THDHLS DH TENSION DEVICE W/LAG SLAB 1420 MMA-12 210-DH CONCRETE ANCHOR SLAB 1450 MMA-14 210-PDH WET CONCRETE ANCHOR SLAB 1445 MMA-42 210-JDH SWIVEL HEAD WET CONCRETE SLAB ANCHOR 1321 MMA G W1 G W 1 ROCK ANCHOR 1 1322 MMA G W2 G W 2 SOIL ANCHOR 2,3 2200 MMA-SD2A STABILIZER- 12" 2,3,4(a) 2202 MMA-SD2 STABILIZER- 17" FLA. 2,3,4(a),4(b) 2211 N C1 NU CONCEPT STABILIZER CAP 2,3,4(a) 2691 MMA-29 FCIIW/S FRAME CLAMP II W/STRAP 2820 MMA-31 FRAME TIE LONGITUDINAL FRAME TIE-8 BOLT FLA. - 2822 MMA-34 FRAME TIE LONGITUDINAL FRAME TIE-4 BOLT Revised 3/14/07 12. r r, • ilik3 - ROD M.HUDGINS,JR. Pl. P.O.BOX 5010 ASHEVILLE,N.C.28813-5010 JANUARY 8,2007 MINU IE MAN ANCHORS,INC. 305 WEST KING S I HEE I EAST FLAT ROCK,N.C.28726 DEAR SIR: I HAVE ANALYZED DESIGN DRAWING,PHYSICAL TESTING REPORTS AND INSTALLATION INSTRUCTIONS FOR THE MINUTE MAN PRODUCTS LISTED AS FOLLOWS: GW2-NC2 650 DH 5/8 4430 DH 5/8 36 XDH THDH 650 DH 11/16 4430 DH 11/16 48 XDH THDHLS 650 DH 3/4 4430 DH 4 36 DH • 76001-13/4 24 BA FCI W/S 636 DH 5/8 4442 DH 5/8 210 DH FCII W/S 636DH3/4 210PDH BUCW/S 4450 DH 11/16 210 JDH SBN 4636 DH 3/4 4450 DH 3/4 100 DH MMASD2 4636 NCI 7/8 MMASDA2 4430 EZDH CT/WS CORNER TIE 636 EZDH 3/4 LLBS LONGITUDINAL&LATERAL BRACING SYS I EM 650 EZDH 3/4 MMA 31 LONGITUDINAL FRAME TIE 660 EZDH 3/4 MMA 33 LOCKING FRAME CLAMP 1 1 6650 EZVDH 3/4 W/VERT. STABLIZER MMSPP LONG STAB SYSTEM 6860 EZVDH 3/4 W/VERT.STABLIZER E-Z ASTS SUPPORT TUBS SYSTEM s MY ANALYSIS OF THE PHYSICAL TEST REPORTS DEFINE THE BREAKING STRENGTH OF EACH OF THESE ANCHORS AND THEIR COMPONENTS TO BE IN EXCESS OF 4625 POUNDS. THE STRAPPING MEE I S FEDERAL SPECIFICATION QO-S 781 H FOR TYPE I, CLASS B,GRADE I STRAPPING. THE V\\-1\`1i_— S I HAPPING ALSO MEETS WITH ANSI 225.1 STANDARDS AND ASTM D3953-91 STANDARDS. THE STRAPPING IS 1 1/4 X.035 MINIMUM,HOT DIP GALVANIZED STEEL ON FILE ARE TESTING REPORTS OF THE DIRECT WITHDRAWAL STRENGTH OF THESE ANCHORS. THESE TEST EVALUATE THE ANCHORAGE S I HENU I H OF MINUTE MEN ANCHORS INSTALLED RESISTING AN AXIAL AND 45 DEGREE ANGLE APPLIED WITHDRAWAL LOAD. FOR THE ANCHORS LISTED ON PAGES 10 AND 11,THE AVERAGE HOLDING POWER MEE I S AND/OR EXCEEDS THE REQUIRED MINIMUM OF 4,725 POUNDS,WHEN INSTALLED IN ACCORDANCE WITH MANUFACTURER INSTRUCTIONS IN THE SOIL TYPES AND CLASS SHOWN. THE LLBS BRACING SYSTEM WAS TESTED FOR WIND ZONES I, II,&III. RE�t 110111pp11/1/141j ,,'����rt���rrrr>�i���� I�JLC P E. . N CA Ro ��ALTH O� �r-• ESS/1� ;``�O Q�p'rE ./o,. 4'., . DJ V No O. 11582 E -^v ROD M.HUDGINS JR PE iii � \ _ Y % � •, .03 48 X8:11;4 ,°a �` .. ,.e 17grd� rlunn iiiiiifllu` • `sIONAL E� _3 - `• --tAM-Z.t e-,-"I-0=4.:. 14. t2i • WESTER\ STATES . • • FIRST CHECK FOR UNDERGROUND ION INSTRUCTIONS S9 AY n4y,_ MINUTE MAN ANCHORS,INC. 366 WEST MG STRICT ''.<:‘, :�� /) l'(I FRI NO) 727}21206 EZDH EARTH AUGERS . LNC,"LSRLDTiI<OOWN SY9T[AI 1. SEE DETAIL THIS BOOKLET FOR INSTALLATION INSTRUCTIONS. �,' ' • PES1GY DESIGN&GENERAL NOTES EARTH AUGERS �/'f' 11175 ..} •SOIL 11 PSF(TG MPH EXPOSURE•C-1 1. INSTALL AUGERS INTO SOIL WITH CONSTANT DOWNWARD PRESSURE TO MINIMIZE 301E DISTURBANCE 1y�t;4,;T.YI1r.1L''�.;) •SOIL SEARING—1900 P3F LEAVING APPROX.12'OF SHAFT EXPOSED. •TIE DOWN erRM-116pt WORKING LOAD `NiONAI.L'.$ •SEISMIC ZONE a 2. INSTALL STABILIZER PLATE-DRIVE FLUSH WITH GROUND SURFACE TIE DOWN STRAPS To dE Mw.1 IM^WOE E 0.014 THICKNESS DNC PLATED AND 3. COMPLETE TURNING AUGER INTO GROUND UNTIL AUGER HEAD IS FLUSH WITH GROUND SURFACE AND TOP l MEET AMU DO90)11 OF STABILIZER PLATE. comes.nvm J •EARTH AUGERS 20620/MH,(TESTED TO MOM 1.1I31) CROSS DRIVE ANCHORS •CR031DRIVES ITV S(ruwLAT )•CONCRETE BLAB ANCHORS 11°0°(CALCULATED)EDED) 1. CROSS DRIVES ARE USED WHERE HARD ROCKY SOIL OCCURS.IF THE GROUND SURFACE IS OTHER THAN GENERAL NOTESI ROCK OR MINIMUM 2'ASPHALT,INSTALL MMA-802 STABILZER PLATE,OR PLACE 12'-12-x12'DEEP CONCRETE. :'"...Old.EKG, ..% 1.THE �TSSSHOWHEREIN ARE FOR REQUIRED NUMBER OF TIE 0ONN3 ..... CONCRETE SLAB ANCHORS 2.TIE DONN5 ME REQUIRED AT EACH CHASES SEAM,EACH END OF EACH 1, CONCRETE SLAB TO BE MINIMUM 3 172'THICK AND IN GOOD CONDITION. .: alb ,� TRANSPORTABLE SECTION LY THE MWLUFACTURED HOME AND CAN EE ANY 2. MINIMUM SLAB AREA REQUIRED FOR EACH ANCHOR IS 28 SO.FEET. D ; A'� OF T> TYPES SHOWN HEREIN. /��/1 1 COMBINATIONS OF THE DIFFERENT TYPES OF TIE DOWNS CAN BE USED 3. DRILL PROPER SIZE HOLE IN SLAB MINIMUM 12"FROM ANY EDGE. �• :�}f j/.'' +.IN THE EVENT'AN EMTH AUGER CANNOT SE INSTALLED DOE TO AN ALL APPLICATIONS 1 l 4; • ODSTRUCTION,DRIVES USE OP CROSS DRNE ANCHORS 13 PER1RTTED,PROVIDED 1I "-•j '' • INSTALLED. DRIVES ARE INSTALLED FOR EACH EARTH ALgEJI THAT CANNOT BE m MI''..4 0 � :, MLSTALlEO. T. ATTACH STRAPS TO CHASSIS BEAM IN MANNER SHOWN. 1.FOR ALL TIE DOAN INSTALLATIONS,THE MF05 HOW CHASSIS MEMBERS ARE 2. INSERT STRAP THROUGH SPLIT NUT,CUT OFF EXCESS STRAP AND TIGHTEN UNTIL SNUG. NP• 3625: SHOWN AS•r SEAMS.FOR ILLUSTRATION PtSRPOSE6 Only,CHASSIS SLOJOT •w CAN ALSO BE'G^SHAPED OR'RFC-SHAPED. TIE DOWN LOCATIONS ^ " '3/ ° END TIE A7[° AS DOWNS E LQCATED,MT,BN 2A•OF EITHER SIDE OF CHASSIS• 01 z v 1 DIP TIC 00'AMS d0 ITt DOOM DID RC COWS EL CHART S¢overt St/CARAT ��Rf.D PRpfF I ,I�� �z c�S C,1 N f s� 7.THE SIZES,TYPES,LENGTHS.PCT.OF MATERIAL SHOWN HEREN ME fq MINIMUM.LARGER.LONGER,MEANER MATERIALS aUPPLrED BY MINUTE-4■44 r 1 I■ 1 4'/ A PRODUCTS.MAY BE USED AT THE SAAE SPACING S LOCATION ENO'Ml I I 3 I 'I I I /�F i J 1.ALL PNRB ME STAMPED MM4 METH TT7E A➢PROPIIATE PAIR HWBER iD7 1.TH13 TIE 00001 SYSTEM CAN°E USED MRH IO VADE LAMIFACTU ED"OR/E /G OFC6PY 1ti SECTIONS MATH 1017•CHABLIS CENTERS►on=THE NEMO FROM GRADE TO THE SOTTO./OF TFIE CHASSIS BEAM DOES NOT EXCEED 1r �r \9 10.TIE DOSML STRAPS IN THE LONGRUOpAL CR TRANSVERSE DNECTION CAN SE 4 r BOLTED TO THE HITCH ATTACHMENT PLATE THAT IS WELDED TO THE CHASSIS SEAM/ 1 1 ENGINEERED TIE DOWN SYSTEM ,5 cISLO , +P►ROYLD Brash ro■ I■ ■� / ■t �Q.���1 Of ' 4 p„� /'-- '1400 d�+•■Nv..e•r mirk.• I f)4 A' ; nqunea"d 1 farrow inn in Bk �5��1(H*it!j!��/ I. .. nWlr SINGLE WIDE DOUBLE WIDE TRIPLE WIDE ^J/��i 1, r * °17' * p,,. ,B,rH,'.`I"�•°l",,,*Dowbeerre EARTH AUGERS CROSS DRIVE ANCHORS CONCRETE SLAB ANCHORS d t£OF lo*, 2 � Of Cob 424f "0 36' 64' 72' 32' 47 52' 62' 73' r x H°F 1•I� \k.� PACIFIC CONSULTING ENCINEEA° �� MAX. _ - _ MFGV NDtt 34' 42' 50' 69' 88' Q ADO 2160 BELL AVE_SUITE 141 T NO.OA 2 3 -4 _ 3 4 6 8 7 MAPLE 101 E 4 6 5 7 8 SACRAMENTO,CALIFORNIA 05631 T14 PV A>ps.l ° _ C7, III DORM _ •10 641-4aze 4, a. NOTE: IF OBSTRUCTIONS PRECLUDE THE PLACEMENT OF THE SIDE TIE DOWNS AT THE 7 LOCATION SHOWN Qn° PII,s 510E TIE DOWNS AT 2'-0'FROM EACH END HAVE A TOLERANCE OF 1'3 // �� - , '—�' , rµ-18" MIN. LSIMOOe°Swwntoo�cTS c.�: !� �� •. T51 MTV MIMIC LtDRMIRS,tVO A- BA1µD A. C, ///� •rr';'f/� ; a� IIIMOSIMMINIIIM 1101 YAtACNO ROAD h ' � r\ / ' s RV laT DN TaX Iona.MY** DAHMEN f¼: ; 1 = 5. LIOTRq M1M081 RENT 1501 �..X 6 ,� DAVID A 1+ " C. ID TO • PLG TIE 00444 1151 Suis1510IIf0FI(D N A 000105 PLACED ON TIA!81171.ETIVA0 LBA1TBs NO.3913 IS.tfl•IMCKEATO CONINN 1115 W 151110 AAA PROOUOIY 0T}11E • '° ' END TIE DOWN TRI CTATETE RAa.l,c f9LX^ BQ!G Or uenw rn Ai RPM CV NOTE 71F DOA./STRAPS AT The CHASSIS SEAM CHMM(ENO TM tOYARR CH1 SE ATTACHED-TO ADAZSIS W ....-•� � SUPPORT PEA MATH A PIER SOLT OR TOP.i5EE BBITp1 Nave). r f1 T/ VD. • • r • }' 4� r • O'4,,TC Mrh COwC�7Urr5 MAO.nor(R D k RrC'ONtSi�l011 1.•L" 11i� [)O iC DOA/NMIC / 411P. 0 ly r' �\ - • SIDE 11C Dom 'nom•••M[igII� �" "' Q• ,, tkli4'..kt 7, O yVr M"Mr •. a ..� A' t \, I MM 32 STEEL • ' STRAP W/BUCKEL MMA-71 STEEL t " STRAP W/CORNER TIE MMASD2 �_ ��,, '•'.,";; STABILIZER PLATE MMA-10 EOTTOM PLATE C ,� .°'�' '�;4�2. CONCRETE SUB TOP PLATE "� �'� ANCHOR O 0 c-� i:t:.�.;'� ii'.�! STABILIZATION PLATE wELOED i0 [)O NG839,EZDH 8 MMA34 a•u./+r wu "' ROD GUIDE O AT WO HCihi. a a•u /[M Hod & STRAP HEAD O O EARTH AUGER TIE DOWN etAH,.,MCT/LL AT WO HppR or EARTH AUGER TIE DOWN use wnTOr HOLES!OR 1/]•A707 DOLT. I f. e1tTAU. �� •� 'n• �• � CHASSA KAY A107 NOM _I, /tM" '1\� • �� _ t0.•MAR u5C MPCY MOILS!'t)v••• ,� l G, , �iU�1/1M �, �' � _ 7'-J'ILAhCtS / \ 00111..- \ ,� ••r ..AClMIr ears '� •%• MASIKIF MICH SilitNOTM PoTTdJ PLATE' LONGITUDINAL 3MAME T1E srrzL s,,,, UT•1'KY mats MO CLAMP ` Ian RE DOMM NK.++aA SIM 17RAP •T Kiy CHASM AZTEX ANCHOR MMA-JS (FUR WIND ZONE Q 'C' 6EAM CHASSIS MI n[WIN CROSS DRIVE ANCHOR CROSS DRIVE ANCHOR "RFC" BEAM CHASSIS w/ 3/4'0132' RODS W/ 23/32'0.33' RODS '"•`71 cnr an n[ mrw•RAOUS C.. INSTALLATION INSTRUCTIONS «�Y Po" ...1 D ❑ ❑ NLU1[ST TO•VC4ON 1. THE DRIVE MACHINE IS STARTED AND THE ANCHOR IS TURNED INTO THE GROUND TO A POINT WI IERE THE TOP �• (STABILIZER HEAD PLATE)IS FLUSH OR SLIGHTLY BELOW GROUND LEVEL THIS INSURES THAT THE E-2 ANCHOR MMA SPLIT STABILIZER WILL BEAT ITS REQUIRED INSTALLATION POSITION. 2. FOR THE E-Z ANCHOR/STABILIZER TO ACHIEVE FULL POTENTIAL,INSTALL THE ANCHOR VERTICALLY WITH NO BOLT k NUT p DEVIATION GREATER THAN 10 DEGREES.NOTE:A SLIGHTLY GREATER ANGLE MAY BE USED TO START THE 0 ANCHOR TO AVOID CONTACT WITH THE HOME&STRAIGHTENED AS THE ANCHOR IS GROUND SET, 0 THE SPLIT BOLT IS INSERTED,STRAP FASTENED,AND TIGHTENING ADJUSTMENT MADE, MMA-2raGH AMA- NOTE:WITH MACHINE INSTALLATION,A MINUTE-MAN ADAPTER DESIGNED TO FIT BOTH THE ANCHOR HEAD �' STABILIZER CAP AND DRIVE MACHINE SHAFT IS AVAILABLE.INSTALLERS DO NOT NEED ADDITIONAL OR SPECIAL EQUIPMENT ' FOR 5-2 ANCHOR INSTALLATION. ^ 1111:14. rA4:1 CONCRETE TIE DOWN CROSS DRIVE TIE DOWN cwusa u 400 I MA l • C•a R!L'OIASSIe roil t•111.44 Seam' S0 n"ellE .� ao n[DOWN caluccncwt \ -Gf'aiia 1 1 rlom - ��� f' _ ij 1 TTIn mu, Impt i0ti o00 7'st[ STRAP • �� /exLt +-1� eat a'P i.n -; 1 ti0[M CARN moll , 1111011411 `T TMTC� `I`�]•. �� 6 3/4 ON tojil\ - af t�' iYd'..! , 4430 NU 3/4 I 1 �r +" � 'i. ei.i? 47- r? .` •: v. / • +. - 4,14,•• ),k,,, .• is al > P 42.1 t r :C.•,,,•'t,,,,, ..... -{Y 4'Y. wii :„c• .:Jam(' .i-.n "r_.:o V. . ;, '_=.:3?�3j,,p., :F S:' :�('��+', :'rR .:..0 u♦ �::;.�!'i"�'A•*wd:: > MMA-91 5/0 OIA 32-AUGER 3/4 MA MMAUOE 3/4 Du MWA-OSD 3/l Ou, '430 OR 3/� ya �'`F�'•=.4$;Gy,y::?�;�.1 '4”, e 32-AUGER ANCHOR 32 AUGER ANCHOR 3O-AUGER ANCHOR SC"AUGER ANCHCR 1 _`0• A'JCER WV—CV '+f ..+CA'-....S.y +ri w�• CROSS_ DRN W/ cTAa W W ,::r. 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L.w7sei 1 f _L , 1 1 - -.4.„_.s_,.---7 1 1 1 i ____L_____LS!'"2- 7 A 1 iiii I I j 1 " 1 I I- 1 1 . , , 1 1 , " , , - i It , f,----r __, i 1 , , -, L , , , " kt„, z_ ,It.„ ,„... Lv L. .7-•° E; . 1 1 I 1 1 i I 11 [ / i | i | | | | '| / | | | i II , / . . � . .� . iiii 1 | i -_ \ } | . 11--- — � || | | 1 , 1 | Hili : , , i _i____i___ , 11 _I , ! ( 1 -1---- I ____.. „ , „ ____,_- , , „ , : , | ||. | '| 1 . ___ , ,„ , ,, „ | | i [ , , , , , _-_- . | / / / � |___ | | I II 11 ill i 1 ^ -- i | | } / 1 � - | | | | i I IT- 1 � | | / | ! | / ( / | | | | 1 . } / | . | _ |__ / 1 I Li | | • CLE-7 (CLc-3 . COLUMBIA . UNIFORM LOAD: Dead Load = 10 psf Live Load = 25 psf OC spac' g = 2 ft 0 ft O ft ; < > : ; < > : BM-RAFTER 1 . 5x 7.25 .48 k .48 k ; < > : 13.75 ft Beam Mark RAFTER WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 7.25 1 . Allowable Bending , psi : Fb = 1450 Bending stress: +M fb = 1511 psi 2. Allowable Shear, psi : Fv = 95 for +M = 1 .65 k-ft .3. Mod of Elasticity , psi : E = 1700000 -M fb = 0 psi 4. Duration of load factor = 1 . 15 for -M = 0 k-ft 5. Live Load : Deflection < L / 180 6. D+L Load : Deflection < L / 180 Shear stress: fv = 61 psi 7. Unbraced top edge • for V = .44 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = . 199 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .497 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 332 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = .695 in 11 . Exact Beam WIDTH ( in ) : b = 1 .5 = L/ 237 Allowable bending stress: for +M: F' b = 1667 psi for -M: F' b = 1667 psi COLUMBIA UNIFORM LOAD: UNIFORM LOAD: UNIFORM LOAD: Dead Load = 170 psf Dead Load = 170 psf Dead Load = 170 psf Live Load = 350 psf Live Load = 350 psf Live Load = 350 psf OC spac' g = 1 ft OC spac'g = 1 ft OC spac' g = 1 ft BM-1 3x 19. 5 - . 17 k 15.78 k 15.78 k -. 17 k : < > : < > : < > : 12.67 ft 34 .67 ft 12.67 ft Beam Mark 1 GLU-LAM BEAM - DESIGN CRITERIA BEAM SIZE : 3 x 19. 5 1 . Allowable Bending , psi : Fb = 2800 Bending stress : +M fb = 2159 psi 2. Allowable Shear, psi : Fv = 285 for +M = 34.2 k-ft 3. Mod of Elasticity , psi : E = 2000000 -M fb =-2773 psi 4. Duration of load factor = 1 . 15 for -M =-43.93 k-ft _5. Live Load : Deflection < L / 240 6. D+L Load : Deflection < L / 240 Shear stress: fv = 209 psi 7. Unbraced top edge for V = 8. 17 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .485 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .998 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 416 10. Allowed overstress: (Y.) /100= .01 D+L Load Deflection = 1 .483 in 11 . Exact Beam WIDTH ( in ) : b = 3 = L/ 280 Allowable bending stress: for +M: F' b = 3050 psi for -M: F' b = 3050 psi ! ! ! I i 1 ! i j ! i ! 1 l■Al■ L 1 • !�� I i IProJ NI 8112._ I , I ( ! «MODERN BUIUDINs 5Y5TEMO, IlLic.! I 1 By - mod 1 ! i I fr?he sma,t Cf w+oL I, —I I ' Teiephone(503)682-1422 Piz(503)602 MI I 'Sheet C % of c4=�1 ( ' .O.Box-450. 0940 W.Clutter- alai - R-9706 ! I i i_ I i ! j I i f + -— I I I I I._Q_L . ios( =1 ._-- _I ii dog- a z-7,.-, _p1,1 itiaot- 1 ck-1 ; --9' 1 , r• 1 I — ti,!'Vt O.3L"7oob0a 5er7 L, = 'S2p i I 1 ' ' ' 1 I i I I! 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I Uliuma Noll z.\.1 1 I tc? t. .1 1.0-0 ■ immoul_ ___ -- ,.._ 41.. - l' - M11111 1 a , NMI __ ____ ■� _! _---- -1"—' o- ` 1 -� - — , - , 4 I ■■ ' 'I.2� Z4 0 1 ■■ L8`l — , . 1_ 'oo �^ ; 830 t o 3 ( �■ L--� -r---� ■■■1■■ ■_ 1 •.G, r� ■■■swim■ ■ ■ t 2.8k A I II - ° 1 ', S • _ \ j ?M ' c ltilt ZA p :!.-, i„,..4,,, .. e.., 1- to,. ..■■. 1– o ,.33_ , 1- ! + , ■.Z.__ ___5.• ...7u... .- 1.■.e,... d_ mi.n...■.---..-..-..As--. -0 Ac.01111 1 X-t '--- • ZBq - ■■-1-4-1-,r: SA 4■ ■■ m z Immo x$ D ' ; I I . {,._a $ - � - —Lk' ts� _� _ --4-1 i — —t Ire 1( z oCZ 1= 41 t_____, , 3 1 P. 9Z 3 — ._h 41 L___a_wr.a_, T COLUMBIA Fig-Z/ R-'j UNIFORM LOAD: UNIFORM LOAD: UNIFORM LOAD: • Dead Load = 10 psf Dead Load = 10 psf Dead Load = 10 psf Live Load = 50 psf Live Load = 50 psf Live Load = 50 psf OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft BM-JOIST ^ 1 . 5x 5. 5 I 1 -.02 k . 58 k . 58 k -.02 k ; < > ; < > ; < > 1 2.89 ft 8.25 ft 2.89 ft Beam Mark JOIST WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 .5 x 5. 5 1 . Allowable Bending , psi : Fb = 1450 Bending stress: +M fb = 470 psi 2. Allowable Shear, psi : Fv = 95 for +M = .3 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb =-607 psi -4. Duration of load factor = 1 for -M =-.38 k-ft 5. Live Load : Deflection < L / 360 6. D+L Load : Deflection < L / 240 Shear stress: fv = 53 psi -7. Unbraced top edge for V = .29 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .013 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .063 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 1560 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = .076 in 11 . Exact Beam WIDTH ( in ) : b = 1 . 5 = L/ 1300 Allowable bending stress : for +M: F' b = 1450 psi for -M: F' b = 1450 psi COLUMBIA UNIFORM LOAD: UNIFORM LOAD: UNIFORM LOAD: Dead Load = 10 psf Dead Load = 10 psf Dead Load = 10 psf Live Load = 0 psf Live Load = 0 psf Live Load = 0 psf OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft CONCENTRATED LOADS: P - 1 DL = 0 kips LL = .67 kips X = 2. 19 ft BM-JOIST 1 . 5x 7. 5 . 13 k .65 k .07 k .01 k : < > : < > : < > : 2.89 ft 8.25 ft 2.89 ft Beam Mark JOIST WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 .5 x 7. 5 -1 . Allowable Bending ,psi : Fb = 1450 Bending stress: +M fb = 208 psi 2. Allowable Shear, psi : Fv = 95 for +M = .24 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb =-135 psi 4. Duration of load factor = 1 for -M =-. 16 k-ft 5. Live Load : Deflection < L / 360 6. D+L Load : Deflection < L / 240 Shear stress: fv = 76 psi 7. Unbraced top edge for V = . 57 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = 0 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .003 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 10185 10. Allowed overstress: (X)/100= .01 D+L Load Deflection = .003 in 11 . Exact Beam WIDTH ( in ) : b = 1 .5 = L/ 11575 Allowable bending stress: for +M: F' b = 1450 psi for -M: F' b = 1450 psi • COLUMBIA (l-q `c(2- UNIFORM LOAD: UNIFORM LOAD: UNIFORM LOAD: Dead Load = 10 psf Dead Load = 10 psf Dead Load = 10 psf Live Load = 0 psf Live Load = 0 psf Live Load = 0 psf OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft CONCENTRATED LOADS: P - 1 DL = 0 kips LL = .67 kips X = .7 ft BM-JOIST 1 . 5x 7.5 - . 1 k .83 k . 15 k - .03 k : < > : < > : < > : 2.89 ft 8.25 ft 2.89 ft Beam Mark JOIST WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 7. 5 '1 . Allowable Bending , psi : Fb = 1450 Bending stress: +M fib = 125 psi 2. Allowable Shear, psi : Fv = 95 for +M = . 15 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb =-292 psi 4. Duration of load factor = 1 for -M =-.34 k-ft 5. Live Load : Deflection < L / 360 6. D+L Load : Deflection < L / 240 Shear stress: fv = 89 psi 7. Unbraced top edge for V = .66 kips in region of +M ( ft) : Lu = 0 B. Unbraced bottom edge Dead Load Deflection = .005 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .01 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 10359 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = .015 in 11 . Exact Beam WIDTH ( in ) : b = 1 .5 = L/ 6799 Allowable bending stress: for +M: F' b = 1450 psi for -M: F' b = 1450 psi - I { COLUMBIA • UNIFORM LOAD: UNIFORM LOAD: UNIFORM LOAD: Dead Load = 10 psf Dead Load = 10 psf Dead Load = 10 psf Live Load = 0 psf Live Load = 0 psf Live Load = 0 psf DC spac' g = 1 .33 ft DC spac' g = 1 .33 ft DC spac' g = 1 .33 ft CONCENTRATED LOADS: P - 1 DL = 0 kips LL = .67 kips X = 4. 125 ft BM-JOIST ^ 1 . 5x 5. 5 ^ -.2 k .62 k .62 k -.2 k 1 1 ; < > ; < > : < > : 2.89 ft 8.25 ft 2.89 ft Beam Mark JOIST WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 5. 5 -1 . Allowable Bending,psi : Fb = 1450 Bending stress: +M fb = 1382 psi 2. Allowable Shear, psi : Fv = 95 for +M = .87 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb =-990 psi 4. Duration of load factor = 1 for -M =-.62 k-ft 5. Live Load : Deflection < L / 360 6. D+L Load : Deflection < L / 240 Shear stress: fv = 70 psi 7. Unbraced top edge for V = .38 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .013 in in region of -M ( ft) : Lu = 0 Live Load Deflection = . 15 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 659 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = . 163 in 11 . Exact Beam WIDTH ( in ) : b = 1 . 5 = L/ 607 Allowable bending stress: for +M: F' b = 1450 psi for -M: F' b = 1450 psi it PLC-G 1 Fuz-1 COLUMBIA UNIFORM LOAD: UNIFORM LOAD: UNIFORM LOAD: Dead Load = 10 psf Dead Load = 10 psf Dead Load = 10 psf Live Load = 0 psf Live Load = 0 psf Live Load = 0 psf OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft OC spac' g = 1 .33 ft CONCENTRATED LOADS: P - 1 DL = 0 kips LL = .67 kips X = 4 . 125 ft 2.89 ft 2.89 ft : < > : : < > : BM-JOIST ^ 1 . 5x 7.25 .43 k .43 k ; < > ; 8.25 ft Beam Mark JOIST WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 7.25 1 . Allowable Bending , psi : Fb = 1450 Bending stress: +M fb = 1314 psi 2. Allowable Shear, psi : Fv = 95 for +M = 1 .44 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb =-51 psi 4. Duration of load factor = 1 for -M =-.06 k-ft 5. Live Load : Deflection < L / 240 6. D+L Load : Deflection < L / 240 Shear stress: fv = 53 psi 7. Unbraced top edge for V = .38 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .007 in in region of -M ( ft) : Lu = 0 Live Load Deflection = . 167 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 591 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = . 174 in 11 . Exact Beam WIDTH ( in ) : b = 1 . 5 = L/ 568 Allowable bending stress: for +M: F' b = 1450 psi • for -M: F' b = 1450 psi CANTILEVER DEFLECTIONS LEFT CANT: DL Defl =-.003 in LEFT CANT: LL Defl =-. 176 in LEFT CANT: D+L Defl =-. 178 in RGHT CANT: DL Defl =-.003 in RGHT CANT: LL Defl =-. 176 in • COLUMBIA UNIFORM LOAD: • Dead Load = 151 psf Live Load = 245 psf OC spac' g = 1 ft O ft O ft : < > : : < > : BM-RIM 1 . 5x 5. 5 .79 k .79 k : < > : 4 ft Beam Mark RIM WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 5. 5 1 . Allowable Bending , psi : Fb = 2800 Bending stress: +M fb = 1257 psi 2. Allowable Shear, psi : Fv = 285 for +M = .79 k-ft 3. Mod of Elasticity , psi : E = 2000000 -M fb = 0 psi 4. Duration of load factor = 1 . 15 for -M = 0 k-ft 5. Live Load : Deflection < L / 360 6. D+L Load : Deflection < L / 240 Shear stress: fv = 111 psi 7. Unbraced top edge for V = .61 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .021 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .034 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 1414 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = .055 in 11 . Exact Beam WIDTH ( in ) : b = 1 . 5 = L/ 875 Allowable bending stress: for +M: F' b = 3220 psi for -M: F' b = 3220 psi • COLUMBIA Ft(t_g IP-a_9' UNIFORM LOAD: Dead Load = 136 psf Live Load = 173 psf OC spac' g = 1 ft CONCENTRATED LOADS: P - 1 DL = 0 kips LL = .67 kips X = 2 ft 0 ft 0 ft . ; < > ; : < > ; BM-RIM ; 1 . 5x 5.5 .95 k .95 k ; < > ; 4 ft Beam Mark RIM WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 5. 5 1 . Allowable Bending , psi : Fb = 2800 Bending stress: +M fb = 2044 psi 2. Allowable Shear, psi : Fv = 285 for +M = 1 .29 k-ft 3. Mod of Elasticity , psi : E = 2000000 -M fb = 0 psi 4. Duration of load factor = 1 for -M = 0 k-ft 5. Live Load : Deflection < L / 360 6. D+L Load : Deflection < L / 240 Shear stress: fv = 148 psi 7. Unbraced top edge for V = .81 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .019 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .061 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 785 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = .08 in 11 . 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I ! ��- ZiDF-4 COLUMBIA UNIFORM LOAD: UNIFORM LOAD: Dead Load = 5 psf Dead Load = 5• psf Live Load. = 125 psf Live Load = 125 psf OC spac'g = 2 ft OC spac'g = 2 ft 0 ft 2 ft : < > ; . : < > ; BM-JOIST 1 . 5x 7.25 .69 k 1 .39 k I < > ; 6 ft Beam Mark JOIST WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 7.25 1 . Allowable Bending , psi : Fb = 1250 Bending stress: +M fb = 843 psi 2. Allowable Shear, psi : Fv = 95 for +M = .92 k-ft 3. Mod of Elasticity , psi : E =- 1700000 -M fb =-477 psi ' 4. Duration of load factor = 1 for -M =-. 52 k-ft 5. Live Load: Deflection < L / 360 6.. D±L. Load: .Deflection <,.L.. / 2-40 Shear; stress:: fv =. 98 7. Unbraced top edge for V = .71 kips in region of +M ( ft) : Lu = 0 B. Unbraced bottom edge Dead Load Deflection = .003 in in region of -M ( ft) : Lu = 0 Live Load Deflection = .066 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 1092 10. Allowed overstress: (%) /100= . 1 D+L Load Deflection = .069 in 11 . Exact Beam WIDTH ( in ) : b = 1 . 5 = L/ 1050 Allowable bending stress: for +M: F' b = 1250 . psi for -M: F' b = 1250 psi CANTILEVER DEFLECTIONS RGHT CANT: DL Deft =-.002 in RGHT CANT: LL Defl =-.042 in RGHT CANT: D+L Def1 =-.044 in • I.4 ' 1 a bF-3JcF-4 COLUMBIA UNIFORM LOAD: • Dead Load = 40 psf Live Load = 666 psf OC spac' g = 1 ft O ft 0 ft : < > ; ; < > : BM-DECK 3. 5x 11 .25 1 1 1 1 2.82 k 2.82 k 1 1 1 1 : < > : 8 ft Beam Mark DECK WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 3. 5 x 11 .25 1 . Allowable Bending , psi : Fb = 1250 Bending stress: +M fb = 918 psi 2. Allowable Shear, psi: Fv = 95 for +M = 5.65 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb = 0 psi 4. Duration' of load factor = 1 for -M = 0 k-ft 5. Live Load: Deflection < L / 360 6. D+L Load: Deflection < L / 240 Shear stress: fv = 82 psi 7. Unbraced top edge for V = 2. 16 kips in region of +M ( ft) : Lu = 0 8. Unbraced bottom edge Dead Load Deflection = .005 in • in region of -M ( ft) : Lu = 0 Live Load Deflection = .087 , in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 1104 10. Allowed overstress: (%) /100= .01 D+L Load Deflection = .092 in - 11 . Exact Beam WIDTH ( in) : b = 3. 5 = L/ 1041 Allowable bending stress: for +M: F' b = 1250 psi for -M: F' b = 1250 psi 1 c.4I0 4 COLUMBIA UNIFORM LOAD: Dead Load = 40 psf Live Load = 666 psf OC spac' g = 1 ft 0 ft 0 ft • : < > : : < > : BM-DECK 5. 5x 7. 5 2.82 k 2.82 k : < > 8 ft - eZ 'Cv-I �,-� I1SSest °!L • Beam Mark DECK WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 5. 5 x 7. 5 `q v4- 1. Allowable Bending, psi : Fb = 1250 Bending stress: +M fb = 1314 psi 2. Allowable Shear, psi : Fv = 95 for +M = 5.65 k-ft 3. Mod of Elasticity , psi : E = 1700000 -M fb = 0 psi 4. Duration of load factor = 1 for -M = 0 k-ft 5. Live Load: Deflection < L / 360 6. Dot. Load: Deflection < L / 2 .0- Shear stress: fv = 87- psi - __ 7. Unbraced top edge for V = 2.38. kips in region of +M ( ft) : Lu = 0 =• 8. Unbraced bottom edge Dead Load Deflection = .011 in in region of -M ( ft) : Lu = 0 Live Load Deflection = . 187 in 9. Eff span lgth ratio: le/lu= 1 .92 = L/ 514 10. Allowed overstress: (%) /100= .2 D+L Load Deflection = . 198 in 11 . Exact Beam WIDTH ( fn) : b = 5. 5 = L/ 484 Allowable bending stress: for +M: F' b = 1250 psi for -M: F' b = 1250 psi • I 1 I ' --• • 1 iprLOIrT-1 I 1 -1--t.— 1 i 1__1_ ' . I -I- Mi ' =I_ 1 ■ ■ -----[--- 1_ 1 1 ■ ■ M --r L I - iE•1 011 MO 1Proj4ct Nd. 1,e,clz. .............■ -L.- MODERN BUILDIINO SyNI TEM 1 , IIJc.1 By_k?4?.._.1Scal g_ I I 1 1 1 I gli Sr*t 1.... 1 1 TT- 1.51 heei FL:4Ot-1----H---- 1 I I Teiephime( 03)p82-(1422 Fax(5i)3)60-3085 I 1 4, I Z--,..,4, 1,-,\NDo_ 1 .013cix?50t10140S-.W:-Clutter Si:I-Tualatin:IR-97061-- r , e..._____ATIAtorLi '72.00F Cou-LI ms11 : 1 - I 111 Fruz.io -s• _Li . . 1 EN Eimml — _ ___,_4_____I _ i 1 _ .....1 ks ...t) iisoo . AO SCI-2" 's -- . 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Si V I utter;It1::rill OR 9 ° 11.■■111111■I.■■ ■ I I ■■ ■ ` I ll f } 111111 I [ ; I Lou I 1 6 I}II iii 3( ",Still; Io � 4 aut,c • . ■ I li ■ I ■ L.J ■■ I i " pill II ill i f 4:11 ■ i I it__ li I �■ 0 0 I j , ! I i . I , : � I E I -� i Z- Scour j�-4 " II r _ I■ NI ________ -- 1 1 ■ ism I„.......1 ■ I - II■ 1 ■■ ■ , I j I■■ ■ ■ ■■■v I ' _ iii ■I n ■- . ■VIII , ■ 11111111-- • _ . i I 5� I N E ,''�1,f ■ii • 1 I ' - tv 3.431 `� 7 ■■Jim u— i + ■ 1 11 j -.�oorr . �” �'. i a►-3L„ 5`r-�� 8'-3z.' I ! Z. �u � p S��a;. 4�r' • I _ 1 ' I 1 ,- Itic ii .i . 11 . 1 -1 .1 . 11HH ; Liiiii . t 1 ! II . I Z 14' H I I I 1 ■_-1 i l II s ` REV.° BY: DATE: PER: SHEETS: 2S' x 60' M08Il.E OFFICE ��p v� 1 • — KAH 7-21-11 SUBMITTAL �"' F Nr '` NGINEE ,1 I II II I LEASE UNIT #I40-14"/1 3.431 r I .1 I I ) I TM N o MODERN BUILDNG SYSTEMS. NC. Crl P.O. BOX TELEPHONE:4930PPORTER ROAD F Al�1SVILLE4 OR 97325 SF•l; 44 4.) TIGARD OREGON ( 5�� (- REUSE OF DOCIA"ENTS L A LU ■• THIS COCI.P£NT AND TFE ICEAS AND CESIGNS INCORPORATED HEREIN IS n-E PROPERTY EXPIRES: 12/31/12 = OF MOG RN BUILDING SYSTEMS, INC. AND IS NOT TO BE USED, IN W?u.E OR IN PART, © MODEiN BUILDING SYSTEMS. INC. 2011 FOUNDATION PLAN V) J FOR ANY OTHER USE OR PRO.ECT WITHUUr WRITTEN AUTKRIZATION. 0 3 60'-0" (I) 0 30'-0" , 30'-0' 2'-0' 4'-0' 6'-0" , 6'-0' s 6'-0" , 6'-0" � 6'-0" , 6'-0" r 6'-0" , 6'-0' � 4'-0' �2'-0' / I I 1 I 1 1 I I I I 0 O \ • \ L I 1 1 1 I I I I I IA-LL - H 'I-,- [h-- ril —6 4- -1-0 1 P © 2'6" 7'-6" L 8-0' i 8.-0" t 4LO" 4'-0' L 8'0' t 8-0' t 7.-6" 2'-6" ql If NW I I I MC 12x11.8 STL. CHASSIS BEAM v • t _ omm■ iz_ 0 T. . , � 'III,. ( E3 \ "I\ -3�--IB-- - - - - W 1-1/2" x 7-1/4" L.V.L. _►. - — — — 0 ■. N f, I Hi - - — MC 12 x 11.8 STL. v Alek N CHASSIS BEAM v v 0 �\ - _ - 1 r= I - - - - - C 0 \ \ N. 0 TIE-DOWN STRAP WI CROSS-DRIVE ANCHOR TYP. AT (8) PLACES FOUN1ATIO \ PLA\ SEE DTL. AM SCALE: 3/16" = 1-0" 1 ^` I h, REV.* BY: DATE: PER: SHEETS: 28' x 60' MOBILE OFFICE epR",. I- 1 KAH 7-21-11 SUBMITTAL 1 NE4.4, i I.ITM I-EASE UNIT #14`/0-14ciI n" CO o • MODERN BULDIVG SYSTEMS, 140. co TELEPHDnE: (503) 749-4949 FAX: (503) 749-4950 2 P.O. BOX 110 • 9493 PORTER ROAD •ALMSVILLE, OR 97325 TIGARD . OREGON Nt:$;„;�� �� REUSE OF DOCUMENTS �y��� 'fit y ► A. RASA I— . ICH THIS LX7Cll£NT AND TFE DEAS AND DESIGNS INCORPCRATID . IN IS TIE PROPERTY FOUNDATION DETA L DPIRES: WW2 OF MODERN BUILDING SYSTEMS. INC. MD IS NOT TO BE USED. IN WFULE OR IN PMT. ® MpD BUILDING SYSTEMS. INC. 2011 • FOR ANY OTHER USE OR PROJECT WITHOUT WRITTEN AUTHORIZATION. FOUNDATION NOTES 1. CONTRACTOR SHALL VERIFY ALL DIMENSIONS ill AND CONDITIONS. THIS STRUCTURE SHALL BE ` - ADEQUATELY BRACED FOR WIND OR EARTHQUAKE ■ FORCES AND TEMPORARY FORCES DURING SETTING I' AND ERECTION UNTIL ALL WITS HAVE BEEN 15/32' T1-11 W/ 8d PERMANENTLY ATTACHED THERETO. REMOVE SOD ` AT 6" & 12' O.C. AND ORGANIC MATERIAL UNDER PADS. DBL. P.T. 2 x 4 VERT. z W/ (2) 12d EA. END AT 2. DESIGN LOADS: N m 4'-0. 0.C. Z CONT. P.T. 2 x 4 W/ CONT. P.T. 2 x 8 ROOF DEAD LOAD 12 PSF "5 x T-6• DRIVE PIN _�_ ROOF SNOW LOAD 25 PSF AT 8'-0. O.C. OR (2) \ —12d AT 6. O.C. PER BOARD ,i FLOOR DEAD LOAD 10 PSF ' . 11j1 III( JIII JJII j Hu I LI 1 vI 11111R1III FLOOR LIVE LOAD 50 PSF 1=1I 1 1 11=-1 II I I=1111 .. IIIIIWIIIII „VIII--11111 IMF _lull IST. ASPHALT ll= WIND LOAD = 110 MPH 3 SEC. GUST EXP. B ' Iw 1.0 ) = 1.0 SEISMIC BEARING WALL SYSTEM SS = 0.97 Ie= 1.0 PERIMETER FOOTING USE GROUP I SEISMIC DESIGN CATEGORY D m SITE CLASS D AT GRIDS O&0 SCALE: 3/4• • 1•-0- 3. EXCEPT AS NOTED, DIMENSION LUMBER FOR FOUNDATIONS SHALL BE I-EM-FIR, NO. 2 & BETTER. TREATED LUMBER SHALL BE ACQ PRESSURE TREATED IN ACCORDANCE WITH AWPS STANDARD C-2 TO A MINIMUM RETENTION OF .40 PCT. AT PIECES IN ` 1.-=.7z CONTACT WITH GROUND, SAWN END GRAIN SHALL 111111MY BE FIELD TREATED WITH 2% MIN. CONCENTRATION COPPER NAPHTHENATE. TREATED PLATE STOCK 15/32" T1-11 W/ 8d SHALL BE GOOD QUALITY AND SHALL NOT CONTAIN AT 6" & 12" O.C. CONTAIN EXCESSIVE SPLITS, CHECKS OR WANE. DBL. P.T. 2 x 4 VERT. Zi)2 x 4 FRAMING SHALL BE HEM-FIR, STANDARD OR N z w/ (2) 1 4'-0. EA. END AT > D.C.. BETTER, TREATED 2 x 4 FRAMING SHALL MEET `D CONT. P.T. 2 x 4 W/ CONT. P.T. 2 x 8 THE REQUIREMENTS SPECIFIED ABOVE. MIN. (6) *5 x 1•-6' ' DRIVE PINS AT EACH \ �1 I —12d AT 6' O.C. a 4. ALL NAILS TO BE HOT-DIPPED GALVANIZED AT Eno OF BUILDING >j PRESSURE TREATED MEMBERS. ` ' mII1011111111MluIIIIIIuIIa1I0uun0nhIluouIIu I 5. VENT CRAWL SPACE WITH (6) MBS STANDARD "',nul�lllll-lllllll11- EX 1ST. ASPHALT 15" x 15" METAL VENTS. INSTALL 6 MIL. VAPOR BARRIER R —111° +I�tI� r ON GROUND IN ENTIRE CRAWL SPACE. LAP JOINTS MIN. 12". 8 E. CONNECT STORM WATER FROM ROOF GUTTERS AND PERIMETER FOOTING DOWNSPOI 'TS AND DIRECT AWAY FROM BUILDING PAD TO -,R APPROVED DRAINAGE SYSTEM. m® AT GRIDS 1®&® 1 a i � I I REV.'S BY DATE PER: SHEETS 28' x 60' MOBILE OFFICE r I '���PROF S(► O) KAH 7-21-11 SUBMITTAL I G I NfITM 1. 1�5UNIT14`�D-14�1 � ' : r • MODERN Bl1-DNG SYSTEMS. INC. CD TELEPHONE: (503) 744 4949 FAX (503) 7444950 2 P.O. BOX 110 • 9493 PORTER ROAD •AUMSVILLE. CR 97325 TIGARD , OREGON '�- c'ye6 J�� r REUSE OF DOCUNENTS a• A.�RAS�5 (— THIS OOCU•ENT AND T}E IDEAS MD OESIONS INCORPORATED LEAEIN IS THE PROPERTY Eli OF MODERN EIJILOING SYSTEM. INC. AM) IS NOT TO EE USED. IN WHOLE OR IN PART. © MODERN BUILDING sYSTEMs. INC. 2011 FOUNDATION DETAILS EXPIRES: t713v12 = FOR ANY OTHER USE OR PROECT WITHOUT WRITTEN AUTHORIZATION. SINPSON CS18 W/ (4) N10's EACH END - (4) TOTAL AT BOTH TOP & BOT. 1 .f \ -I, 11 a HIE ■ (2) OF 6 x 10 x 3'-5' )10 ® _ 1 11 (2) 4x12 POST MC 12 x 11.8 STL. SHIM OR WEDGES CHASSIS BEAM AS REO'D z m (6) P.T. 4 x 8 iv FLAT x 4'-0" v .<----P.T. 2 x 8x16' CAP `Q (3) 12d TOE NAIL 8 x 8x16 CMU TYP. ► P.T. 2 x 12 x 24" L. 1�r�r�r� ���p� OR16x16x4CMU IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIUIIIIIIBIIIIIIIIIIII N 11111111 �II 1111j J111 111 lllllfijfl II�IIIIIII111111IIIIIII ' ""' -IIlll-11111`Illl1=1111W1111 11�,.'- ""IRJIM11111=11111=111111=iiii ii,— "' -1111 11 111 EXISTING ASPHALT "0m�nlll EXISTING ASPHALT f m® COLUMN FOOTING CHASSIS BEAM FOOTING SCALE: 3/4' - T-0' m SCALE: 3/4' • 1'-0• SIMPSON CS18 W/ (4) N10's -�— IIEACH BOTH END TOP & B- (2)OT.TOTAL AT \ uI. ii 'r l'L A PI IL• 15/32" T1-11 W/ 8d AT 6' & 12' O.C. ' 4 x 8 POST I < 1-1/4" x 0.031 GALV. STRAP 2 x 4 BACKING — 4x4POST z• AT 24' O.C. _ °_ 5/8" DIA. STRAP BOLT P.T. 6 x 8 x 1'-3' FLAT zn CONT. P.T. 2 x 8 «1 (3) 12d TOE NAIL - TYP. _ MINUTE-MAN MMA-35 36-XDH (3) ROWS OF in Mil �',•�j• 36" CROSS-DRIVE ANCHOR 12d AT 4" O.C. ���1,1 (2) P.T. 6 x 8 x 4'-0" L. \ \ —(DRAW STRAP TIGHT & • llJJ llJJ[[JJ E1] LOCK BOLT) 1111111111111111111111.i1111Bn.1111111111111111111s11 'Ili J IIIIIIIII ��� Ili Ilf fl ill I1 fl III I���I1111]I 11. III�I II _ I ���. I II-11�� 1����1,11 ►III= �' 111 II1IIuI1I ,.. 1 -""- 111M11111--11111 -1111111111 ,„,..-- "5 x r-6' DRIVE mnr)m 1111111111=11111=(11111111 " PINS EACH END " EXISTING ASPHALT Ilill=Hill E ■ XISTING ASPHALT A' 8 .. N me END WALL COLUMN FOOTING 6 TIE-DOWN STRAP AT CHASSIS BEAM SCALE: 3/4' - T-0' 4 SCALE, 3/4' - 1'-0'