Loading...
HomeMy WebLinkAboutBLD97-00501 Cancelled Mobile Home - BLD Permit / Conditions - 10/3/2001 MASON COUNTY 1-- Mason County Bldg, III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 B U 1 L. D 1 N C-a P F R M 1 71- FOR INSPECTIONS C'j\Ll, 4l I-9870 BETWEEN 5pm AND team 427-7262 BLD97-0501 PARCEL :32 1 2 754000E34 PLAT :LAPLO D I V s BLK : M1'1 '[100 JOB ADDRESS : 40 IF KIIMARNOCK Rla SHEL.TON pER Y EXPIRA OWNFR : HUNT MFG HOMES 0-6-1227 011D 9 CONTRACTOR . WESTSPAN HALM 1 NG 456--607y LEGAL : LAKE I INERICK 5 TA 84 CLASS OF WORK . rNFW REDIlt 3 BATH : 2 �1YPE AMOUNT 81 DATE RF.(.tlPl ' Ilf t AMOUNT 8Y DATE RECEIPT TYPE OF USE . :MH STORIES-1--. 1rn OCCUP . GROUP . . , :7 R1 DG . HE I GHT . . : N . 0f 1 ADDR 1 5.98 KS 11 f07197 45856 TYPE OF CONST : : ? F I RE PI..ACFS . . . . : 0 NHOf 1 155.60 t S 11161191 45856 OCCUP . LOAD . . . 0 WOODSTOVES . . . . : 0 SIFF f 4.56 KS 11107197 45656 DWFLt .UNI TS , . . . . 0 PARKING SPACESs 0 ENCP 1 76.00 KS H107197 45856 IN'PECTION AREAr 4 SHOAFI 1NE7 . . . . :N TOTAL- 190.41 VAIULATIONr 113164 .SETBACKS--- _ - - TOILETS ,. . . . . . . . . . : 0 FUEL TYPES-.--_____.___ BOII..ERS/COMP_ .-. _ MOBILE HOME--- FRONT . .W 125 .Oft BATH BASINS . . . . . . : 0 0- 3 HP . : 0 FEAR . . . .F 39 .Oft BATH TUBS . . . . . . . : 0 3--15 HP . s 0 MUDF'I.. :FW SIOU ( 11 .N 30 .0ft SIIOWE14 IS, . . , . . . .. . . . .. 0 1-URN K- 100K PfU : 0 15• 30 HP . : 0 MP.KF I S I DES (2) .S 37 .Oft WATER HEATERS — . : 0 FURN - 100K BTUs 0 30--50 HP . : 0 5663B SHRL I NF . 0 ,Aft CL OTgF9 .WASHERS . . . 0 U UN - FLOOR . . . s 0 504 LIP 0 -- YFAR•_ ..... ... AREA - -_•______ _.__._.__ KITCHEN SINKS . . . . s 0 HEAT PUMP . . . . . . : 0 97 LOT SIZE . . FLOOR DRAINS . . . . . 0 VFN f SYF;TEW . 0 E�IAP COOLER" 0 l F NG T H -66 BUILDING - - 17008f DRINKING FOUNT . . . : 0 VENT FANS . . . . . . : 0 HOODS . . . . . . . : 0 WIDTH . :26 BASEMENT . . . s O f I AUNDAY TRAYS : . . . : 0 DOME" . I NC I N sO SFR I AI. #- DE:CKS . . . . . . : 06f V I SHWASHEP!S . . . . . . : 0 AIR HANDLING UNITS-- -- COMML . I NC I N :0 50487 GAR/CARP -? Osf GAPB DI- POSALS . . . : 0 — 10000 cfm . : 0 RFLOC/REPAIFt : 0 AT/DT . :? URINALC . . . . . . . . . . . 0 > 10000 oft . : 0 OTHER UNITS . : 0 Ml SC; PI.M F I XTURES : 0 GAS OUTLETS 0 PPOJt4T OESCRIPTION40811f IIONF PROJECT LOCATION:LAIff 110FRIC9 OLD IYNE Pp 111911 ON IEfT KIIIFAIN4CK RD IST 101' 00 IFFT.I (IN WHIARNOCK R9 3110 NIL[ TO I.ILNARNOCX I.Ffl ON VIIIIARNOCY 101 IS 13f VACANT 1.01 ON 110HT 11091,E ACCROSS ACCESS 19. THIS PERMIT 6FCONES NUtt AND '1010 IF WORK 09 CONSTRUCTION AUIHOR11fD IS NOT CONNf'C.FO WITHIN 180 DAYS, OR IF CONSTRUCTION 09 WORK IC SUSPENDED IOR A PERIOD Of ISO OATS AT ANY TINE AFTER 1011 IS COIIVENCER: EVIOENCF Of CONTINr1A.T.lON Of 10RK IS A P108RFSS INSPEC110N 1IT'NIN THE ISO DAY PERIOD, FINAL 11SPECTION MUST 8t APPROY[D BEFORE BIHI.DING C411 8E OCCUP'fa, OWNER OR AGLNT:- _ . r�=�'lt PATEc OLD`FRNT, tear 03131191 COMPI I ANCF TO ATTACHE n CONDITIONS IS RF 0fJ I RFD CONCRETE MECHANICAL MOBILE HOME Footings-Setback date by Ribbons date by Gas Piping date b Foundation Walls date by Set Up date by INSULATION date by BG/SLAB Insulation Floors Final date by date by date by FRAMING Walls FIRE DEPT. date by date by PLUMBING date by OTHER Groundwork Attic date by date by D.W.V. WALLBOARD NAILING date by date by Water Line FINAL INSPECTION date by date by date by I Building Permit # q 7` MASON COUNTY r -BUILDING 111 426 W. CEDAR SHELTON, WASHINGTON 98584 (360) 427-9670 CORRECTION NOTICE Job Location -/D t4, I -.P This structure has been inspected by Mason County Building Department and the following VIOLATION of County Laws and Ordinances has been found: Items Listed below must be corrected to gain code.compliance, ;' GC4 1,, . 14L� 1 4J L.D OC You are hereby notified that the above corrections shall be made BEFORE PROCEEDING WITH ANY FURTHER WORK 'y Call for re-inspection when corrections are made before continuing ❑ Make corrections, items will be checked on next inspection ❑ OK to ❑ This is not a complete inspection Department L - - 5y InspectorML ! -J NnT MOV T Fahk T 'akow X MASON COUNTY Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 PE= IRM 1 U C, CkN13 1 _T 1 0IV Cayes No . t Bi.D97••0501 J For : HUNT MF(-.', HOMES Page : 1 1 ) •The uncles s i lined propor t y owner, is aware of the trncer t a i nt y regard I ng,Magon County ' ,; iteve l opment reggal at i ons created by the Growth Managment Fleas i ngs BoaW s Order of , Octobor 2 , 1996, and In cnnrsiderat ion of Mason County 's wi I l ingness tee- prooeed with ` processing of applications which might be affected by the Order , the undersigned property owner erebv agrees: to waive any I awsu I t , aot i on , or c 1 a iro for --damages aclta i nst Mason County which mar arise out of Mason County 's actions In acceptance, processing and/or I sstsanoe of such permits or approva 1 s, t here i naf ter "pe:rm i tt i nn saot l ons" ) , which damages are attributable t the County 's deciclon to take permitting actions despite the risk that changes to the County ' s development regulations might later make the County ' s permitting actions invalid . X x ) This application is subject to Buffer- and l..andsaap i ng r egtt I rements as estab i I sheet under Mason Count Ordinance 1 .03 .036 , 3 ) The use; handling and storage, of hazardous materials or flammable and combustible liquids in excess. of 10 ga t l ons Is not al lowed w i t hout the approval of the Ma�,c n Co�rnt v Fire Marsha . X__ '1 .: .._. ____._._..._______..___�__._.__w___.._._____ 4 ) Proposed structure or any pot t i on thereof greater, than 30" In height from qr ade I i ne , must maintain a mInImtim of 5 ' setback from all property lines, easements and 10 ' from all fi y Jand State Road right of ways . 5) Structure mug;t be setback 5 ' from till ut I i ity Fand drnlreage easements , to total of 10 ' from ,yegop ,ISroper ty line, or, a variance must be obtained from the Building Department . 6 ) PURSUANT TO 1994 UNIFORM Eli)I L.D I Np CODF SECTION 305 (C ) AND SFCT I ON 513 , ALL SITES MUST HAVE APPROVED NUMBERS OR ADDRESSES PRbVIDED IN SUCH A POSITION AS TO BE PLAINLY VISIBLE I --------------- -------------- ------ MASON COUNTY Mason County Bldg. III 426 W. Cedar P.O. Box 186 Shelton, Washington 98584 AND LEGIBLE FROM I III c; i i,i t. I tit{ IIoij► AONT 1 P4, r.1 i-� -,%)I RTY , Aci1#4 {. o�i : r Bull DEPARTMENT REQUIRES THAT THIS BE COMPLETED PRIOR TO CALLING FOR ANY SITE INSPECTIONS . A REINSPECT1ON FEE , BASED ON RATES IN TABLE 3A OF THE 1994 UNIFORM BUILDING CODE WILL BE ASSESSED IF OWNER/CONTRACTOR FAILS TO POST ADDRESS ON SITE PRIOR TO REQUESTING NSPECT 1 ONN' 7 ) REQUIRED INSPECTIONS ( Footing inspectlon-prior to pour , Set-up Inspection-prior to skirting Final Inspection-prior to occupancy) . I have received a coy of the General Information and Gu l de l i ne►s-Mob l l e/Manuf actureci llouc i nq Installations andout for detailed description:.3 of all required Inspections on my mobile/manufactured home Installation . I herobV asst.rme all responsibility for the sc:hodullnq of these required Inspections . If these required inspections are not requested, Inspected and signed off (approved ) by the inspector, in the prescribe order , 1 understated that reinspootIon fees and an hourly investigation fee pursuant to the t9911 UBC , Table 3A will be assessed in addition to ray original permit: fees to resolver any quest i onab i e pract i cues or problems that have been discovered . I further understand that this investigation will be scheduled as time allows . Until resoIut1on r.)f any/all problems no occupancy ( Final Inspection ) will be granted for the residence . OWNER/CONTRACTOR( lndieate which ) i lgnature X 9 ) All mobile/manufactured home landings or decks must be freestanding ( self supporting) . The largest lanclincr or clerk permitted without drawings or a h�ui iding permit Is 36" x 36" . Any landing or deck that Is 30" or morn In height from walking surface to finish ggrade requires a guardrail . Any iandinq or deck that has 4 or more: risors requiro3 a handr,a I I . Any landing or der)k larger than 36" x 36" must be permitted which requ i ro s structural drawings and a building permit appIioation . This IostaIiHt1on Permit doe-- NOT I nc i ude ,,any landing or deck I rar•ger than the 36" x 36" size , X 9) Plaoeaient of structures must (;;)mply with standards setfort T ► - BC sec . 2907 regarding descend i nq and/or ascending slopes . X GARY YANDO,DIREC'TOI SON.STArFO A, v� DEPARTMENT OF CO DEVELOPMENT o T Z PLANNING - SOLID WASTE - UTILITIES '> N Y Y BLDG. I • 411 N. 5T11 ST. • P.O. BOX 578 of 1864 �o SHELTON, WA 98584 • (360) 427-9670 DISCLAIMER/WAIVER OF COUNTY LIABILITY: PERMITS ON EXISTING LEGAL LOTS OF RECORD, LAND DIVISION APPROVALS, SHORELINE PERMITS, VARIANCES, AND SPECIAL USE PERMITS: The undersigned property owner is aware of the uncertainty regarding Mason County's development regulations created by the Growth Management Hearings Board's Order of September 6, 1996, and in consideration of Mason County's willingness to proceed with processing of applications which might be affected by that Order, the undersigned property owner hereby agrees to waive any lawsuit, action, or claim for damages against Mason County which may arise out of Mason County's actions in acceptance, processing and/or issuance of such permits or approvals (hereinafter"permitting actions"),which damages are attnbutable to the County's decision to take permitting actions despite the risk that changes to the County's development regulations might later e the County'slpermitttmgg actions invalid. Date (Parcel No. or Legal Description) i i r� Property owner's signature(Notarized) (or the County may accept the signature ot%hel owner's authorized agent upon proper proof of authorization) ACKNOWLEDGEMENT CERTIFICATE(INDIVIDUAL) STATE OF COUNTY OF On this day of , in the year , before me Notary Public, personally appeared personally known to me to be the person whose name is subscribed to this instrument, and acknowledged that he/she executed it. WITNESS my hand and official seal. -For County use only - Reviewed by applicant on (Date) Notary's signature Staff Initial: My Commission Expires: Permit No. MASON COUNTY BUILDING PERMIT APPLICATION a��� 426 W. Cedar/P.O. Box 186, Shelton, WA 98584 427-9670/1-800-562-5628 �� PLEASE PRINT 2 #1 Ceiiwe ner -Z_ � Phone#.S(,O Address � 4(7 I Fire District# St IL Zip Directions to Job Site d' - d� OWnPr Mailing Addr ss �L_' )� , Gn, _ St Zip ,,)c Lien/Title Holder Address •�- 1.. IJ Clty St L3k Zip 90\� #2 Contractor Name c-> Contractor Reg Addre F— Expiration Date SZ /,�- P11_ City r' St ' Zip Phone# #3 If septic is located on pro'ect site, include records. Connect to Septic? Public Water Supply 'Well Connect to Sewer System? Name of System (If residential, proof of potable water is requires LX0- LJ ��' � � �! #4 cel No. �-- - G 0o �S Legal Description MgL #5 BuildMZ Footage: (existing/proposed) 1st F / 2nd FI / 3rd FI / Loft / Basement / Deck / #bedrooms y / #bathrooms 1-= -- Garage / Carport / (Circle:Attached or Detached?) Other sq.ft. / #6 Use of buildin �<�. Describe work Jl', #7 Type of Job: New - Add Alt Repair Other #8 MOBILE/MANUFACTURED H INFORMATION Model Year�_Make Length,"-- ength Width_Serial No. # Bedrooms #Bathrooms Type of Heat Purchase Price $ 22%&t— #9 Indicate by circling the applicable source if any water is on or adjacent to subject property: River Pond Creek Stream Wetland Lake Marsh Saltwater Seasonal Runoff Other Show following on the site plan Lot Dimensions Flood Zones Existing Structures Fences Structure Setbacks Driveways Water Lines Shorelines Drainage Plan Topography Septic Systems Wells Proposed Improvements Easements Indicate Directional by (N, S, E, W) Name of Flanking Street in relation to plot plan Name of Fronting Street APPLICANT TO DRAW SITE PLAN BELOW 15) At / IV i1 S r t APPLICANT TO DRAW TOPOGRAPHY PROFILE BELOW Plumbing Fixtures ($3.25 eachl Fee Mechanical Fixtures ($6.50 eachl No. Toilets CIRCLE FUEL TYPE: Gas, Electric, Bath Basins Heatpump, Other Bath Tubs No. Units Fees Showers Fu rn BTU Hot Water Htr _ Heatpumps _Laundry Washer _ Vent Systems Sinks _ Spot Vent Fans Floor Drains No. Boilers/Compressors _Laundry Basins _ HP Dishwasher No. Air Handling Units _Disposal _ cfm# Urinals No. Fire Protection Systems Other _ Auto. Fire Alarm Sys 50.00 Fixed Fire Supp. Sys 50.00 Permit Basic Fee 16.25 _ Auto Fire Sprink Sys 35.00 TOTAL PLUMBING $ No. Other Gas Outlets Wood, Gas, Pellet Stove NOTICE: THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COM- MENCED WITHIN 180 DAYS OR IF CONSTRUCTION OR Permit Basic Fee 16.25 WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COM- TOTAL MECHANICAL $ MENCED. PROOF OF CONTINUATION OF WORK IS BY MEANS OF A PROGRESS INSPECTION. OWNERS AFFIDAVIT CONTRACTORS AFFIDAVIT I CERTIFY THAT I AM EXEMPT FROM THE REQUIRE- I CERTIFY THAT I AM A CURRENTLY REGISTERED MENTS OF THE CONTRACTORS REGISTRATION LAW CONTRACTOR IN THE STATE OF WASHINGTON AND I RCW 18.27, AND AM AWARE OF THE MASON COUNTY AM AWARE OFTHE ORDINANCE REQUIREMENTS REGU- ORDINANCE REQUIREMENTS FOR WHICH THIS PER- LATING THE WORK FOR WHICH THE PERMIT IS ISSUED MIT IS ISSUED AND THAT ALL WORK DONE WILL BE IN AND ALL WORK DONE WILL BE IN CONFORMANCE CONFORMANCE THEREWITH. NO CHANGES SHALL BE THEREWITH. NO CHANGES SHALL BE MADE WITHOUT MADE WITHOUT FIRST OBTAINING APPROVAL FROM FIRST OBTAINING APPROVAL FROM THE BUILDING THE BUILD NG DEPARTMENT. DEPARTMENT. X OWNER X BY DAT _ FOR OFFICIAL USE ONLY: Accepted by: Date: DEPARTMENTAL REVIEW • FOR OFFICE USE ONLY Approved 1 Cond. Hold Approval Planning: PLv- RLC.. 199,5 CUS ?3 Environmental Health: o i Building Plan Review Occupancy Group: Type of Const: Fire Marshal: Other: I Special Conditions: FEES Building Permit Plan Check Plumbing Fee Mechanical Fee Wood/Gas/Pellet Stove Radon Monitor Violation Fee Site Inspection Building State Fee Other Adare5� 00 Other Building Valuation: TOTAL FEE . .LA..*-*G.L IU.LA FOUL IDi-*T. IOI I SYSTELAS Manufacturers of Engineered Foundations for Manufactured Housing and Earthquake Resistant Bracing (541) 942-3465 ♦ 77328 Mosby Cr. Rd. ♦ Cottage Grove, OR 97424 -3390 i ibu\Oliltt\ 1\i�t aNrM�� Ot SItT1\t �111'1'ttNl ct3it 1hNu� X otot4Px•i j�,,_ � �' � ��"� �� 7- OS O INSTALLATION INSTRUCTIONS BEAM SIZE NOTES GENERAL NOTES 1.INSTALL MAGNUM FOUNDATION ` SPECIFICATIONS SPACING SHOWN ON THIS PLAN ARE DESIGN LOADS: WELD ACCORDING TO A.W.S. PADS AND PIERS TO SPACING FOR HOMES WITH 10"&12"BEAMS. ROOF LOAD-30 PSF SPECIFICATIONS d TABLE PER THIS SHEET. FLOOR LOAD 40 PSF A.W.S. SOLID WERE ER705-6 4 T 2.FOUNDATION FOR CHASSIS BEAM CANTILEVER MORCHASSIS ITHAN 8'ON EACH DOUBLE WIDE PLATES SDE 40 1020 SUPPORT SHALL BE LOCATED AND SA-E.GRADE 5 SIZED FOR THE LOADS,AS SHOWN END OF UNIT,AND SPACING OF WIND 80 M..P.H. EXPOSURE C BOLTS S MAGNUM FOUNDATION PADS AND SEISMIC ZONE 4 PADS 3000 P.S.I. 21 DAYS BY MANUFACTURED HOME PIERS CANNOT EXCEED 16'.0" LIOHT WEIGHT RED IFORCED INSTALLATION INSTRUCTIONS SINGLE WIDE CONCRETE. QHOME LENGTHS NOTES WIND80 M.P.H_EXPOSURE C 3.LEVEL THE SOIL,AND PLACE SEISMIC ZONE 4 WITH MAGNUM FOUNDATION SUPPORT 1D REINFORCED PRECAST CONCRETE PAD DOUBLE WIDE: ASSEMBLIES SHALL BE COATED p�GJ BELOW MANUFACTURED HOME,AS PER Winds 80 M.P.H.EXPOSURE C THE DESIGN LOADS SHALL BE WITH FOREST TECHNICAL a Q LAY OUT THIS SHEET. SAND OR 3/4"$ CONSISTENT WITH ROOF LIVE COATINGS CHASSIS PAINT 88-E-203 MINUS MAY BE USED TO FILL IN VOIDS UP TO ' 8 PADS AND PIERS' LOAD,WIND LOAD AND SEISMIC OR rn 45'TO 6 6' 12 PADS AND PIERS. EQUIVALENTUNDER PADS,WHERE GROUND IS UNEVEN. ZONE AS ESTABLISHED FOR i g OVER 66' 16 PADS AND PIERS. PERMANENT BUILDINGS WITH IN $ $ 4. SINGLE AND DOUBLE UNITS: SINGLE WIDE: A SPECIFIC LOCAL AREA TESBSIL �� ,E PREFERRED PAD ORIENTATION,WHERE g0 M.P.H.EXPOSURE C EVER POSSIBLE,IS THAT THE LONG 80 TO 44' 4 PADS AND PIERS. THIS FOUNDATION IS DESIGNED T�:IDO#VERTICAL DIMENSION OF THE PADS BE IN THE TO BE CONSTRUCTED ON SITES R+T� AD T5,000# 45'TO 66' 6 PADS AND PIERS. TRANSVERSE DIRECTION. UP TO I/2.MAY OVER 66' 8 PADS AND PIERS. APPROVED BY ANY CITY,STATE, PADS TESTED WITH PIER BE ROTATED SO THAT THE LONG IE DOWN FOUR CORNERS COUNTY OR STATE HAVING MOl> D 7 O 20,000# VERTICAL DIMENSION OF THE PADS ARE PARALLEL q®M ENDSF HOME JURISDICTION,WITHOUT ANY LO=ATT e W# TO THE MAIN FRAME,DUE TO SITE OR EXISTING SOIL PROBLEMS. PADS SET-UP CONDITIONS. SEE DIAGRAM#l. ARE DESIGNED FOR 1,000 PSF �� � TIE DOWNS: DOUBLE WIDE: TOTAL LOAD PRESSURE AND +�— �—=—� � :-1 5. SET MAGNUM PIER TO ITS LOWEST I'FROM ENDS 4,0 0 P H EXPOSURE�C SHALL BE COMPATIBLE WITH MAGNUM FOUNDATION SYSTEMS 22'MAX SPAN.4,000# PULLOUT j w SETTING,PLACE IT ON CONCRETE PAD LOCAL SOIL CONDITIONS. CERTIFICATION: APPROVED ANCHORING SYSTEM AND ATTACH IT TO PAD WITH 3/4"BOLTS. THIS WILL CERTIFY THAT THE SUBJECT, CONTACT MAGNUM FOUNDATION IN AREAS WHERE SETTLEMENT MAGNUM FOUNDATION SYSTEMS, IS — - -fl- -9 6. RAISE TOP SECTION OF PIER UNTIL IT SYSTEM FOR SPECIAL MAY OCCUR MANUFACTURED CAPABLE OF WITHSTANDING ALL RATED TOUCHES BOTTOM CHASSIS BEAM,THEN PAS AND CALCULATION HOMES SHOULD BE RELEVELED DESIGN LOADS. THIS CERTIFICATION IS LOWER UNTIL HOLES LINE UP FOR WHEN IT ADVERSELY AFFECTS PREDICATED UPON THE PROPER For 40#to 50# SNOW LOAD ROOFS ADJUSTING BOLT,AND INSTALL 5/8"BOLT 110 M.P.H.WIND LOAD EXPOSURE C MANUF �MANUFACTURED HOME. INSTALLATION AND TIGHTENING I`it1 -© -0 -0 -113 =44 THROUGH PIERS,THEN TIGHTEN. AND F[OODPLAIN OF THE UNIT.7. TURN LARGE NUT UNDER HEAD UNTIL / Ic MOSREHOME EARTHQUAKE BRACING SYSTEM �� PLATE CONTACTS BEAM,AND INSTALL 2 /e B } © -B _B CLAMP PLATES AND TIGHTEN FIRMLY. CERTIFICATION 8. FOR FINAL FINE ADJUSTMENT AND LOAD / — / THIS SYSTEM IS CERTIFIED AS BEING LISTED B i TRANSFER TO PAD AND PIERS,TURN WA8 /` APPROVED BY A DEPARTMENT APPROVED USTING OR T LARGE NUT UNDER HEAD. 0 t� ��� /� �%� //�L/� TESTING AGENCY PURSUANT TO THE CAC,TITLE 25 — ,' �"`E /f if ///((//If/ CHAPTER ?. CERTIFICATION OOPS NOT AUTHORIZE L-I� A. OR APPROVE ANY CATION E DEVIATION FROM REQUIREMENTS OF APPUCABIE STATE LAWS OR REGULATIONS FROM REQUIREMENTS OF APPIICABLE -gym{ STATF IAWS OR REGULATIONS. ATE OF CALIFORNIA DEPARTMENT F HOUSING COMMUNITY 1 DIVISION OF CODES 8 STANDARDS .1@ � O 20775 v� ,S t � ��Gf S 1 ��' �— /�I/2aL��J--'r{ ti'si9j0 I, � DA TE EXPIRES EXPIRES 47 � MDOVW�N \ a3/4 TYPICAL BEAM CONNECTIONS mmmax-mm I rrm ALE.lOLT3 Vl mA MAGNUM PIER 2_BOr.Ts 3/8 X t^ ,1 ANGLE 6" t p1 r HELD MAGNUM PIER DIMENSIONS AB DE SIZES DrstLt. _PRECAST,REINFORCED, LIGHTWEIGHT,CONCRETE PAD INCLUDE 4^FOUNDATION PADS i_ i A. 12"TO 16" ��+ f NOTE: PEER HEIGHTS THAT EXCEED 35" B. 14"TO 21" Q�OFESS/p MUST BE CROSS AND P Nq LONGITUDINALLY BRACED C. 17 1/2"TO 25 112 oPaoFEss �FVEU,-a �<c T.Poo p l< i �C SEE DRAWING OF MAGNUM D. 24" TO 36" BRACING AND CLAMPING. I C) I (d TUBING t 1/1 M In^x Tnl D T m NO.C 0511 IC L 31'TO 52" \. • * 1� �,r coN / * Exp..* I I 9 C IV n .r t r y `JlgT CIVIL = T114^ J OFCA�IfOP hfT�'� fOFCAUF� I� I 1. MAGNUM FOUNDATION SYSTEMS, COTTAGE GROVE, OR 97424 EARTHQUAKE RE515TANT BRACING 5YSTEM PATENT PENDING PH:(541)942-3465/(541)942-&279 / FAX(541)767-0279/(541)942-6404 FOUNDATION 5Y5TEM5 1 Kenneth D. Reed, P.E. Registered Civil Engineer 8976 Simmons Rd Redding, Ca. 96001 Voice/Fax 530-243-3296 Earthquake Bracing System Permanant Foundation System Engineered Tie Down System for Mobile and Manufactured Homes Magnum Foundation Piers �a®VE 5 Manufactured by: Magnum Foundation Systems �o PRE 77328 Mosby Creek Road Cottage Grove, OR 97424 n E, r Prepared by: /! Kenneth D. Reed, P.E. Registered Civil Engineer , L� 1� A a .5 �4ISTE�� �'SSIONA EXPIRES Magnum Foundations Page 2 Magnum Pier Lateral Restraining Capacity Configuration The Magnum Pier is composed of 3 primary elements: A. Head Attachment, composed of: 1. 3/8"Gripping plates to attach to mobile/modular home frame 2. 4 ea. 5/8"�all thread A307 bolts 3. 1/4" Head Plate B Adjustable Stand, composed of 1. 1 ea. 3-112"dia. Schedule 40 Steel Pipe welded to Base Plate 2. 1 ea. 3"dia. Schedule 40 Steel Pipe welded to Bottom Plate 3. C3x3.1 U-Channel 4. 1-1/4"Threaded Rod welded to U-Channel 5. Maximum height of Magnum pier from grade to the bottom frame flange is 36"without Magnum Cross Bracing, 48"with Magnum Cross Bracing C. Precast Concrete Pad, 1. measures 37.5"in the long dimension 2. measures 23.75"in the short dimension 3. measures 4" in thickness at the Base Plate attachment region 4. has 2 ea. plastic inserts for base plate bolts 5. is reinforced with#3 rebar and fiberglass fibers THEORY 1. The top plate is clamped to the continuous frame of the mobile/modular home,which allows it to act as an extension of the frame. Therefore shear force is the only force transferred to the pad as bending forces are not present. The shear force is transferred to the pad through the 4-5/8"�A307 bolts. 2. The Magnum Pier and Concrete Foundation Pad configuration and connections are such that the safe load carrying capacity cannot be determined by principles of engineering,therefore the system was tested in the most critical configurations to determine the safe lateral capacity of the system.Test results have shown the load capacities of the Magnum Piers and Pads to be as follows: Lateral at 35" Height = 2200 lb per testing by C.A.L. LABS Lateral at 24" Height = 3000 lb per testing by C.A.L. LABS Vertical = 38000 lb per testing by C.A.L. LABS Design Lateral Capacity at 24" Height, P 3000 Ib 2=> 9 P rtY 9 L �= P L=4000 lb Factor of 2 used due to 1.5 Moment-Moment end condition) Design Lateral Capacity at 35" Height, PL 2200'1b-2_> PL=2933 lb Factor of 2 used due to 1.5 Moment-Moment end condition) Magnum Foundations Page 3 Loads Using 1997 UBC Roof Dead Load DLR :=6•psf Roof Live Load LL R 30 sf '= p Total Roof Load TL R :=LL R+DL R => TL R=36apsf Wall Dead Load DL W:=8•psf Floor Dead Load DL F:=8.psf FLoor Live Load LLF = p 40 sf Total Floor Load TLF :=LL F+DLF => TLF=48apsf Seismic Load-Zone 4, C=2.75, R,,,=8 V:=0.40.1.0.2.75 8 W V=0.14W C SN g COS 2 3 wind�vary IeewQd � C� Y 1 Q C I h C4 h12 I h/2 w 4' s i RB 7- RA L d Single Wide Magnum Foundations Page 4 SIN e COS e C2 C3 windward I leeward I L� Y e C I h C4 h/2 I W h12 ir 4' s RA I RB Double Wide Design is based on a I'Lang Sectfon of Coach Wind Load - Method 1, Exposure C 80 mph Wind Sneed C e:=1.06 Cq for Windward Wall C 1 :=0.8 Cq for Windward Roof C 2 :=-0.7 Cq for Leeward Roof C 3 :=-0.7 Cq for Leeward Wall C 4:=-0.5 Magnum Foundations Page 5 q s:=16.4•psf I:=1.0 C I :=C e•C I•I•q s => C I =13.91-psf C 2 :=C e•C 2-I-q s => C 2 =-12.17apsf C3 :=Ce•C3•I-qs => C3 =-12.17apsf C 4 :=C e•C 4•I-q s => C 4=-8.69apsf Lateral Loading Single Wide —Use 10'x 72'for worst case W s:=10-ft L s:=72•ft Double Wide — Use 28'x 72'for worst case W d:=28•ft L d:=72-ft Wall Height, h:=8•ft Assume 4:12 roof pitch 0 :=atan 4 => 0 =18.43-deg (l2 Ws For Single Wide, Y s:= 1 ft•tan(0) => y s=1.67 ft 1 Is:= 2 1 Is=5.27 ft Wd For Double Wide, Y d:= .tan(0) => Y d=4.67 ft I Id:= I Id=14.76 ft cos(0) Single Wide Seismic Wts:=DLR•Ws-Ls+DLW•h•Ls•2+DLW�h+Ys ws•2+DLF•Ws•Ls => Wts=207091b V ss:=0.14 Wt s => V ss=28991b v ss:=V ss _> v ss=40�If Ls Single Wide Wind V sw:=C I-h—C 4•h+C 2-sin(0)-1 Is—C 3-sin(0)4 Is => V sw=181 aplf Controls Double Wide Seismic Wtd:=DLR-WdLd+DLWhLd2+DLw• h+2df Wd•2+DLF Wd•Ld => Wtd=420691b 11 / V sd V sd :=0.14•Wt d => V sd=5890 lb v sd:= => v sd=82aplf Ls Magnum Foundations Page 6 Double Wide Wind V dam,:=C l•h— C 4-h+C 2•sin(A)-1 ld— C 3•sin(A)•l ld => V dw=181-plf Controls Check Stability W Single Wide OTM About RB d s:=2 s—2-ft => ds=3 ft (Assuming 6'Spacing of Beams) W OTM:= C l•hh—C4•hh+C2-sin(9)•11s �h+2s —C2•cos(6)- ds+ 4s 11s ... Ls => OTM=783531bft +0—C 3•sin(A)•1 ls•``�h+Zs —C 3-cos(A) 1ds— 4 •1 is Single Wide RM About RB RM:=Wt s-d s => RM=62128 lb•ft Single Wide Stabilitv OTM— .RM Net:= 3 => Net=513 q ftftlb Additional Vertical Anchorage is required L s Spacing of 2000 lb Anchors, Spacing _2000•lb-6•ft => p B Net Spacing=23 ft Use Ground Anchor rated for 2000 lb pullout within 11'of ends of each chassis beam and at 22'on center along the chassis beams. w Double Wide OTM About RB d d:=2 d—2-ft => d d=12 ft (Assuming 6'Spacing of Beams) OTM:= C l•h•2—C4•hh+C2•sin(9)•1ld h+Yd —C2-cos(9)-1 dd+w 4d •l ld... Id => OTM=223795lb•ft W +0—C3•sin(6)-1ld h+yd +C3•cos(9)•'dd— 4d •lld 2 1 Double Vide RM About RB RM:=Wt dd d => RM=504832 lb•ft Magnum Foundations Page 7 Double Wide Stability OTM— 2.RM Net := 3 => Net =-1566 No Additional Vertical Anchorage is needed Ls ft Maximum Pier Spacing Single Wide Units Capacity of 2 Magnum Piers, P:=2-P L => P =5867 lb Controlling Lateral Load is Wind,V sw=181-plf Ma)dmum Spacing, S s := P => S S=32 ft V sw Ma)dmum Spacing of Magnum Piers on Single Wide Units is 22 ft Double Wide Units Capacity of 4 Magnum Piers, P:=4-P L => P=11733 lb Controlling Lateral Load is VVnd, V dam,=181-plf Ma)dmum Spacing, S d:= P => S d=65 ft V dw Ma)dmum Spacing of Magnum Piers on Double VVide Units is 22 ft Magnum Foundations Page 8 Foundation Plan for 80 mph Wind Foundation Plan for 80 mph Wind No Tie Downs required for Multisection Homes Tie Downs required for Single WideHomes W Ws a E O O O O O O E ❑ ❑ ❑ ❑ x❑ ❑x O O O O O O O O O O O O O O O O O O E O O O O E O O O O O O O O O O O O O O O O O O O O O O O O O O O O O O E O O E O O O O O O O O O O O O O O O O O O ❑ ❑ ❑ ❑ x❑ ❑x ^ E O O O O " E O O rtts. IPA O Intermediate pier as required by ❑ Magnum Pier and Pad x 2000 Ib Auger ard Strap MH Manufacturer Magnum Foundations page g Check Seismic Load in Longitudinal Direction Single Wde Units Capacity of 2 Magnum Piers, P:=2•P L => P=5867 lb Longitudinal Load, V ss:=22•ft•vSS => V SS=886 Ib <5867 Ib Mabmum spacing of 22 ft okay for longitudinal load Double Wide Units Capacity of 4 Magnum Piers. P:=4•P L => P=11733 Ib Longitudinal Load, V sd:=22•ft.vsd => V Sd=1800 1 <11733 Ib Ma)amum spacing of 22 ft okay for longitudinal load Check SoH Loading Single Wide Units 783-ft-lb P Wt s + ft -22-ft => P =6035 lb s 72•ft•2 6-ft s Pad Area, A:=23.75•in•37.5•in => A=6.18-sf PS q s:= A => q s=976apsf <1000 psf(1.33)= 1333 psf Double Wide Units 1115•ft•lb P d.- Wt d + ft -22-ft => P d=6280 lb 72•f.4 8•t Pad Area, A:=23.75•in•37.5•in => A=6.18-sf Pd q s := A => q s=1015 apsf <1000 psf(1.33)= 1333 psf Magnum Foundations Page 10 Check Sfiding Safety Factor Single Wide Transverse Concrete to Soil Friction Factor, µ :=0.25 Sliding resistance, P As:=(P s+130.1b) µ => P rts=1541 lb V sw•22•ft Sliding Force, P st 2 => P st=1989 1b P Safety Factor, SF s1 := its => SF s1 =0.77 <1.5 ng additional restraint required P st —see pg 11 Double Wide Transverse Sliding resistance, P rtd:=(P d t 130•lb)•µ => P rtd=16021b V sw•22•ft Sliding Force, P dt:_ 4 => P dt=9941b Safety Factor, SF sl :=P rtd => SF sl =1.61 >1.5 Ok P dt Single Wide Logitudinal Sliding resistance, P r1s:=(P s+130.1b) µ => P r1s=1541 1 v •22•ft Sliding Force, P sl :_ ss _> P s1 =443 lb 2 Safety Factor, SF sl :=P rls => SF s1=3.48 >1.5 Ok P sl Double Wide Longitudinal Sliding resistance, P rid (P d t 130.1b)-µ => P rid=1602 Ib v •22•ft Sliding Force, P dl :_ => P d1=221 lb 4 Safety Factor, SF s1 :=P rid => SF s1=7.24 >1.5 Ok P dl Magnum Foundations Page 11 Single Wide Unit Sliding Restraint 2000 Ib Ground Anchor at Unit Ends and Center Maiamum Load, P:=72•ft•V s, => P=13017 Ib Resisting Force, P r:=6•P its+6.2000•lb => P r=21247 Ib P Safety Factor, SF:=r => SF=1.63 >1.5 Ok P Single Wde lhit State approved metal strap w/2000 lb min. mpaoty State approved Ground And�or w/2000 lb min.pullout,placed within 4'of the ends of ead�chassis beams and at the center of the dlassis beams for a total of 6 Magnum Foundations Page 12 110 mph Wind Speed Cq for Windward Wall C 1 :=0.8 Cq for Windward Roof C 2 :=-0.7 Cq for Leeward Roof C 3 :=-0.7 Cq for Leeward Wall C 4:=-0.5 q s:=31.0•psf C I :=C e•C I-I-q s => C 1 =26.29-psf C 2 :=C e-C 2-I-q s => C 2=-23-psf C 3 :=C e-C 3-I-q s => C 3 =-23apsf C 4:=C e-C 4•I-q s => C 4=-16.43-psf Single Wide Seismic Wts:=DLR•Ws•Ls+DLW•h-Ls-2+DLW•�h+Zs .Ws.2+DLF-Ws•Ls => Wts=207091b V ss V ss:=0.14•Wt s => V ss=2899 Ib v ss:= => v ss=40aplf Ls Single Wide Wind V sw:=C I-h—C 4.h+C 2-sm(e).l Is—C 3•sm(e)-1 is=> V sw=342aplf Controls Double Wide Seismic Wtd:=DLR-Wd-Ld+DLW-h•Ld-2+DLW h+2 -Wd•2+DLF•Wd-Ld => Wtd=42069Ib V sd V sd:=0.14-Wt d => V sd=58901 v sd:= => v sd=82aplf Ls Double Wide Wind V dw:=C 1-h—C 4•h+C 2-sin(9)-I Id—C 3•sin(A)-I Id=> V dw=342-plf Controls Magnum Foundations Page 13 Check Stability w Single Wide OTM About RB d s:=2 s_2 It => d s=3 ft (Assuming 6'Spacing of Beams) I W 1 OTM:= Ci•h•2— C4•h�+C2•sin(8) 11s h+?s —C2•cos(A)•Ids+4s111s ... •Ls => OTM=148107lb-ft II W 1 +0—C3•sin(8)•1Is. h+2s —C3•cos(9)•Ids—4s -I is Single Wide RM About RB RM:=Wtsds => RM=621281-ft Single Wide Stabilifir OTM— •RM Net:= 3 => Net=1482 ft Additional Vertical Anchorage is required L s Spacing of 2000 lb Anchors, i S acn 2000'1b•6-ft => Spacing 8 ft Spacing= aci Net P g= Use Ground Anchors rated for 2000 lb pullout within 4'of ends of each chassis beam and at 8'on center along each chassis beam. w Double Wide OTM About RB d d= d—2-ft => d d=12 ft (Assuming 6'Spacing of Beams) 2 r w l OTM:= Cl.h2—C4h2+C2•sin(8)•ild h+ —C2•cos(A)•Idd+4dl•11d... Ls => OTM=423026Ibft w 11 +0—C3•sin(6 11)•ild•�h+2d +C3•cos(9)•Idd— 4d 'lld 1 Double Wide RM About RB RM:=Wt dd d => RM=504832 lb-ft Magnum Foundations Page 14 Double Wide Stability OTM— .RM Net := 3 => Net=1201 ft-lb Additional Vertical Anchorage is required Ld ft Spacing of 2000 lb Anchors, Spacing :=2000-Ib-12It => Spacing=20 ft Net Use Ground Anchors rated for 2000 lb pullout within 10'of ends of each chassis beam and at 20'on center along each chassis beam. Maximum Pier Spacing Single Wide Units Capacity of 2 Magnum Piers, P:=2'P L => P=5867 lb Controlling Lateral Load is Wind,V SW=342aplf Mabmum Spacing, S S P => S S =17 ft V sw Ma)amum Spacing of Magnum Piers on Single Wide Units is 16 ft Double Wide Units Capacity of 4 Magnum Piers, P :=4-P L => P=11733 lb Controlling Lateral Load is Wind, V dam,=342*plf Mabmum Spacing, S d:= P => S d=34 ft V d, Mabmum Spacing of Magnum Piers on Double Wide Units is 22 ft Magnum Foundations Page 15 Foundation Plan For 110 mph Wind, Tie Downs Required w w s O O O O 109 xo o -❑ D ❑ ❑x ❑ ❑ O o 0 O 0 0 b � O 0 0 O 0 0 x x O O 0 O O O b � ry O O 0 O O O D D x0 O 0 Ox b 0 O O O O O x x ❑ ❑ ❑ ❑ ySeI O O O O O O b xO 0 O Ox ❑ ❑ x x O O O O O 0 b 0 O O O O O i4 x x O O O O O . O O O O O O O b ❑ ❑ ❑ ❑x ❑ xi ❑ O O O 0 jz ' b O O it lift L=Od O WeroWate pier as required by ❑ M7gxm Pier and Pod x ZW(b,yi-ger and Strap MH Hmufadurer Magnum Foundations Page 16 Check Seismic Load in Longitudinal Direction Single Wide Units Capacity of 2 Magnum Piers, P:=2-PL => P=5867 1b Longitudinal Load, V :=16-ft•v ss => V =6441 <5867 lb Mabmum spacing of 16 ft okay for longitudinal load Double Wide Units Capacity of 4 Magnum Piers. P:=4•P L => P=11733 lb Longitudinal Load, V :=22-ft-vsd => V =1800 1b <11733 lb Mabmum spacing of 22 ft okay for longitudinal load Check Soil Loading Single Wide Units 783-ft-lb P s•= Wt s + ft -22•ft => P s=6035 1b 6 72•ft•2 ft Pad Area, A:=23.75•in•37.5•in=> A=6.18*sf q s:_Ps q s=976-psf <1000 psf(1.33)= 1333 psf A Double Wide Units 1115•ft•lb P d — Wt d + ft •22•ft => P d=62801b 72•ft•4 8• t Pad Area, A:=23.75•in•37.5•in => A=6.18esf P q s:— A => q s=1015-psf <1000 psf(1.33) = 1333 psf Magnum Foundations Page 17 Check S/iding Safety Factor Single Wide Transverse Concrete to Soil Friction Factor, µ :=0.25 Sliding resistance, P its:_(P s+130.1b)-µ => P its=1541 Ib V •22•ft Sliding Force, P St — sw => P st=37591 2 P Safety Factor, SF sl :_ its => SF sl=0.41 <1.5 ng additional restraint required P st —see pg 18 Double Wide Transverse Sliding resistance, P rtd:_(P d+ 130•1b) µ => P rtd=1602 lb V •22-ft Sliding Force, P dt:_ �'4 _> P dt=18801b Safety Factor, SF sl := rtd => SF SI=0.85 <1.5 ng additional restraint required P dt —see pg 19 Single Wide Logttudinal Sliding resistance, P rls:_(P s+130-Ib)•µ => P ris=1541 Ib v •22-ft Sliding Force, P bit — 2 _> P sl=443 1b Safety Factor, SF si :=P ris => SF SI =3.48 >1.5 Ok P sl Double VVide Longitudinal Sliding resistance, P rld (P d+ 130-lb)•µ => P rid=1602 lb •22•ft v Sliding Force, P dl := ss 4 => P CU=2211 P r1d _> SF s1=7 24 >1.5 Ok Safety Factor, SF sl := P dl Magnum Foundations Page 18 Single Wide Unit Sliding Restraint 2000 lb Ground Anchor Mabmum Load, P :=72-ft-V w => P=24606 1b P-1.5— 6-Prts Number of Anchors, N => N =13.83 7 Anchors per frame rail 2000.lb L Spacing, S N := s => S N =10.41 ft o.c. ma)dmum spacing N 2 Single Wide Unit State approved Ground Anchor w/2000 lb min. pullout, placed within 5'of the ends of each chassis beam and at 10' o.c. along each chassis beam Magnum Foundations Page 19 Double Wide Unit Sliding Restraint 2000 lb Ground Anchor Mabmum Load, P :=72-ft-V dam, => P=24606 lb P 1.5— 12-Prts Spacing of Anchors, N => N=9.21 10 Anchors per frame rail 2000-lb Ls Spacing, S N := _> S N =15.64 ft o.c. ma)amum spacing N 2 Double Wide Unit State approved Ground Anchor w/2000 It min. pullout,placed within 8'of the ends of each chassis beam and at 16' O.C. along each chassis beam Co N m O� in m c N c0 zo i0 cu go H d G C j Magnum Foundations Page 21 Lateral Forces imposed on rows of piers: Longitudinal Single Wide: Vs L V :_ ss Vs L=14501 2 Double Wide: Vd L V :_ sd Vd L=1472 1b Controls V 1 :=Vd L 4 Transverse Single Wide: Vs T:=V swrL s Vs T=82021 3 Double Wide: Vd T:=V dw•L d Vd T=8202 1 Controls V t :=Vd T 3 Qualify Components of Bracing System Transverse Bracing Brace Tubing—1-12"x 1-12"x 1/8" A:=O.647•inz F y:=36•ksi F t :=22.O•ksi F V:=14.4-ksi I Ix:=0.207-m' Sx:=0.277-m* rX:= x rx=O.566gn A I Iy:=O.2O7-M" Sy:=0.277-in3 ry:= Y ry=O.566ain A C t:=0.85 E:=29000•ksi K:=1 Max KVr=200 3/8"din bdt hole 10, Check Tension: >< 4, Effective Area @ Bolt Hole 0 :=3•in P 8 n�z An:=A— 4 1 (1O•ft)zt(4-ft)z Ae:=An•Ct Ae=O.46-inz 1=1O.77ft 'Magnum Foundations Page 22 VdTl2+ �Wt d 2 12 Load on one Brace, P.- 3 P=2.2"lc 2 f t:=P f t=4.87 4ksi <22.0 ksi Ok Ae TS is Ok in Tension Check Compression: 1':=1 2 slenderness:_- slenderness=114 <200 Ok rY Solve for P allowable: Cc :=fF a2•E Cc=126.1 > 114 Y (K•1' 2 IrY 1- F 2-Cc z Y Fa:= Fa=11.09-ksi 3 (KT f K•P g3 )+ 1 rY _ 1 rY 8•C c 8 C 3 c Pa:=Fa•Ae Pa=5.06ak >2.8k Ok ST is Ok in Compression Check Connection Strap: 1-3/4"x 1/4"PL Required Area for Shear, AV:=P A v=0.15gn2 FV Area of Plate at Hole, API:=(1.75•in- 8 /I 5 inl•0.25•in AP1=0.28ain2 > 0.19 in2 Ok F 1-3/4"x 1/4"Plate is Ok Magnum Foundations Page 23 Check Brace-to-Post Connection: 5/8"f A325 Boft � :=0.625•in P=2222.89 lb f v:= P f v=7.25+.si <30ksi Ok 42) 4 f 5/8"�A325 Bolt Ok Longitudinal Bracing Brace Tubing—1-12"x 1-10 x 1/8" A:=0.647-in2 Fy:=36-ksi F t:=22.0•ksi F V:=14.4-ksi I IX:=0.207 M SX:=0.277.m3 rx:= X rX=0.566-in A FA Iy:=0.207-in4Sy:=0.277-in3ry:= ry=0.566ain C t:=0.85 E:=29000•ksi K:=1 Ae:=A 5 Max 4 PL 142"x 1-12" x 1/8"TS ~�PV V 1=1472 lb per row of 6 braces V1 P L:= 6 P L=245 lb Wt PV:= s PV=17261b 12 Magnum Foundations Page 24 Load in one brace: P:=Fp2�p V2 P=1.7 do Length of Brace, L:_ (5 ft)2+(4 ft)2 L=6.4 ft Check Tension: f t :=P f t=2.694csi <22.0 ksi Ok A TS is Ok in Tension Check Compression: slenderness:=K•L slenderness=136 <200 Ok ry Solve for P allowable: Ce :=fF �2ECe=126.1 <136 y F a 12•a2•E F a=32.374csi 23 K•L 2 r Pa:=Fa•Ae Pa=20.94ok >4.6k Ok TS is Ok in Compression Check Brace to Post Connection: 5/8"f A325 Bolt � :=0.514•in P=1.74c fV:= P fV=8.44si <30ksi Ok (7C4 2 5/8"6 A325 Bolt Ok • Magnum Foundations Page 25 II Check Connection Strap: 1-3/4"x 1/4"PL Area of Plate at Hole, API (1.75•in—5•inl-025•in AP1=0.28-in 2 > 0.19 in2 Ok 11 8 // 1-3/4"x 1/4"Plate is Ok Capacity of Magnum Sampson Clamp-based on 2200 lb test by BSK P msc 2.2200-lb P msc=2933 lb > P L=245.41 1.5 Magnum Sampson Clamp Ok Check Welds: Welds are adequate when compared to the Transverse Bracing welds Floor Diaphram Shear Check: Worst case is from Single Wide, vSS=40.27-plf 46 plf T I g 28' 28' 8' Vmax=726 Lb V f:=726•lb V Shear in Floor Diaphram, u f:=f u f=72.6-pif WS Magnum Foundations Page 26 Floor Diaphram is 2x6 with 3/4"Particle Board Allowable Shear with minimum nailing is 320 plf which is greater than 45 plf Ok Vertical Analysis The vertical analysis assumes that all of the weight of the coach inicuding full live loading will be boume solely by the retrofit piers. Single Wide Total Load, P is :=Wt s+W s-L s-LL F+(W s+2.1)•L S•LL R P is =75429 lb Double Wide Total Load, P td:=Wt d f-W d-L d•LL F+ (W d+2•ft)•L d•LL R P td=1875091 Check Soil Bearing Pressure Concrete pads are 23.75"x37.5" A:=23.75•in•37.5•in A=6.18 ft2 Ma)amum Allowable Soil Bearing Pressure, q sa:=1000•psf Prior to seismic event,All piers present,full Live and Dead load Single Wide: Number of retrofit piers, N r:=6 Number of intermediate piers, N i:=36 Soil Bearing Pressure, q P S:_ is q S=290"psf < 1000 psf Ok A•(N r+N Double Wide: Number of retrofit piers, N r:=12 Number of intermediate piers, N i:=60 P i Soil Bearing Pressure, q S:_ td q s=421-psf < 1000 psf Ok A.(Nr+N i) • Magnum Foundations Page 27 After Seismic Event, only retrofit piers remain, no Live Load present Allowable soil bearing pressure, q sa :=1000-psf-1.333 q sa= 1333-psf Single Wide: Number of retrofit piers, N r:=6 Wts Soil Bearing Pressure, q s:= q s =558apsf > 1333 psf A-N r Double Wide: Number of retrofit piers, N r:=12 Soil Bearing Pressure, q s := Wtd q s=567-psf < 1333 psf Ok A-N r These calculations show this Earthquake Bracing g System is capable of withstanding the seismic forces as prescribed by the 1997 Uniform Building Code for Seismic Zone 4 and Wind Speeds of 80 mph and 110 mph in Exposure C.The calculations show that Single Wide units are the worst case.Therefore units of more that 2 coaches in width may use this system by adding an equal number of piers as are specified for each coach of a Double Wide unit of the same length. 11/21/1939 16: 12 5S02433296 KENNETH D REED PAGE 03 Kenneth D. Reed, P.E. Registered Civil Engineer 8976 Simmons Rd Redding, Ca. 96001 Voice/Fax 530-243-3296 March 1, 1969 Subject: Magnum Foundation System To Whom it May Concern The manufactured home foundation system produced by Magnum Foundation Systems is acceptable as a lateral force resisting system for wind and earthquake forces. This foundation system can withstand pressures produced by 80-mph winds with an Exposure and Gust Factor Coefficient of C as defined by the 1997 Uniform Building Code (UBC). This inundation system is also capable of withstanding the earthquake forces prescribed by the UBC for Seismic Zone 4. This foundation system also meets the design requirements of fire HUD Manual titled Permanerrt Foundations Glade for Manufactured Housing of a permanent foundation. Section 100-3 of the PFGMH covers this as an aftemate foundation system"falls outside of the PFGMH itself. This foundation system has been accepted for both FHA and VA loan packages. Both the FHA and VA require that the manufactured housing systems be installed in accordance with a site specific foundation plan and package. VA loans also require that a vermin proof perimeter enclosure be installed. I produce the site specific foundation plan and package for $175. Attached are an input sheet and a sample plot plan.The input sheet needs to be completed as best as prac#icaL4e and returned for each package that is needed. The plot plan shows the minimum amount of information that is necessary. If you have any Questions or need more information, please call me.Thank you. pRo�Ba No. 41 o f}88 yr Kenneth D. Reed, P.E Registered Civil Engineer ��C/ytt �'c