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HomeMy WebLinkAboutCO & DOCS - 02-00011 - Brighton ApartmentsBuilding Permit No. R- o2 -04 -07 Building Street Address: 225 W. 6t S. Building Owner: Snowslide Properties, LLC Contractor: Mary Keele Description of building or portion of building for which this certificate is issued: Occupancy: Date: CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection This Certificate issued pursuant to the requirements of Section 109 of the Uniform Building Code, certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with the requirements 'o of the code for the group and division of occupancg and the use for which the proposed occupancw was classified. C.O. Issued by: Commercial - Apartments Full Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Buildi : Offi• *al has reviewed and approved said future changes. Water Department , .w < _ iii _� ire Department State of Idaho Electrical Department - (208 - 856-4830) ❑ DEPARTMENT OF BUILDING & ZONING VALUE FEE PAID BUILDING INSPECTOR DATE APR 1 0 z0uz CITY 4F RFXBURG APPLICANT ADDRESS WHITE- Owners Copy CANARY- Building Deperlmenrs Copy PINK-Assessors Copy GOLDENROD- Inspector BUILDING PERMIT APPLICATION REXBURG, ID DATE THE UNDERSIGNED HEREBY APPUES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER BUILDER STRUCTURE: O RESIDENCE FOOTINGS I�CONCRETE 0 MASONRY O OTHER JOB ADDRESS r, ARCHITECT 0 REMODEL Q ADDITION Q EDUCATIONAL. Q GOV'T 0 RELIGIOUS 0 FENCE 0 PATIO 0 REPAIR Z NO. PHONE DESIGNER 0 RENEWAL O CARPORT 0 GARAGE O FIRE DAMAGE O AWNING INSULATED FOUNDATION ` 'CONCRETE IIWIAAWNRY 0 OTHER BASEMENT O PARTIAL 0 FULL t�NO FLOORS 41 CITCONCRETE O OTHER O WOOD 0 BUILT UP. DRYWALL Q WOOD SH. PLASTER COMP SH. O TILE ■ TILE 0 ACOUSTIC Q ROLL ROOF. 0 OPEN Q METAL GAS OIL 0 COAL 0 FIREPLACE O ELECTRIC EXT. WALLS INT. WALLS CEILING CV WOOD 0 WOOD MASONRY Q MASONRY O CONCRETE Q CONCRETE ❑ VENEER Q'DRYWALL 0 METAL D PLASTER O STUCCO Q TILE ROOF HEAT I W ALLS ILING * FLOORS PERIMETER This permit is issued subject to the regulations contained in the Uniform Building and Zoning Regulations of Rexburg, and it is hereby agreed that the work to be done as shown in the plans and specifications will be completed in p pertainingfnd applicable thereto: The issuance of the permit does not waive restricts covenanp REMARKS: Date of Application OWNER Name .S'/Vc) t,J -C1 ;de 9D)--04^7 era..0 4075 e, aeeze Mailing Address 72 5 /✓O Vect,,voci XI, 2e J ; 14 T g46 City /State /Zip / Telephone/Fax/Mobile eef _ 3/1 '�- so 4 CONTRACTOR Name 44 A•fiJ Site Address Mailing Address / j ,4S'Q City /State /Zip 6 h, e,'/c / e ` 8'3 G/ Telephone/Fax/Mobile tai J 1 ,713 - _23 .2 -- PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Architect/ Engineer Firm ga-tie g4i;Neer ;ivy Plan Name ,Bi ...i, tai) I9LP7 Subdivision Lot Block Circle One Residential Commercial Educational Government Remodel Other Circle One New House Addition/Remodel to House New Commercial Commercial Remodel Circle One Lot Square Foota Square Feet a 792- Garage Square Feet Number of Stories .1. Height of Building 23 .6 What will structure be used for: Home Home Business partment Commercial Other-- - - Will there be an apartment? G S If so, how many Total Estimated Cost .573V (Q 66 Are you in a flood plain Signature of Applicant Code /9 91 yd c_ Zone ! Building Type APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO - (3,17 -6,? Finished / Unfinished Lot Width ************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit No. a - D4,/ -e Other: None/ Patio/ Carport/ Awning N/A 9z -37 Building Permit Fees Plan Check Fees 3733 .75 323.00 Plumbinu Permit Fees 7 . et Water & Sewer Fees 41, 7 a. TOTAL $ n�� C ��P Signature of Inspector Issued by Rough Plumbing Septic Tank Fixtures ° ' Water Piping Complete , Sewer Bath Tubs Urinal Showers ° ' Sink Trap Laundry Trays , Water Heater Wash Basin P Other Toilet k ! j f Slop Sinks f Kitchen Sinks' Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. Clothes Washer Address Lot OWNER Name Tel. Bik. Add. PLUMBER Name f � Address TeL NATURE OF INSTALLATION Use DESCRIPTION OF WORK CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT Plumbing Permit Sewer Inspection Inspection of Pipe Inspection of Fixtures Sewer Received: Date By 1 W Rough Plumbing Other Finish Plumbing FEES pAun APR 1 0 2002 $ TOTAL $ INSPECTOR'S RECORD N INSP.. NAME .xcavaticr & Ear`hwcrk: Concrete: !ascnry : Roofing: insulation: Drywall: Painting: Floor Plumb ing • Heating; Electrical: Rccf Trusses: Coverings: j ©p,/ C/95 so fps - Teiqm 41r Floor / Ceiling Joists: Cabinets: t .S1 i ^ d en. C 0 '✓ - Try / ,oJ-' [alG. S -�-'�- DJ-/A,cpt, it /7 4 kJ; /vie Gir®O SPECIAL CONSTRUCTION (MANUFACTURER OR SUPPLIER) �d yS0 -4, in 64 r Sidir:g /.fix e .j0r Trim: SUBCONTRACTOR LTST cc-S /4 , t 44e— f.,Y'(6-) Date: 3 Filled out by: Za ealtiSiarArS � t y la SUBDIVISON socuap V0f a. Block a. Lot b. Lot 1 b. CITY BLOCK 3. ADDITIONAL INFORMATION CITY OF REXBURG ADDRESS FORM (Choose either la or lb) 2. ASSIGNED ADDRESS 2.5- � 2 c/ a-4 3.4 SEA A7"/Ae 7)014) I N E f ?12r ToN /9-I'A/L7 �� N7S • • • A• • GIB SO `� BLOCK 22 138.00( Q In d C7) 0 Y • J r') o I I tt) •1.1 tira • $ JY ° .r'�: '1 6601 RICKS COLLEGE BLOCK 21 PARKER ADD ��. EASEMENT o) • .90' 14.5 WEST - ASSISTED LIVING CONCEPT 5 ACRES 1a anon 59.19' EAST 459.40' io r WM_ 5+11 •.•r rnl- -- 6TH Z.73 _ SO A..711'04 . E 517.59' 216.09' o 0 0 30,0' 7 777 9' 216.09' ff GRANDVIEW o TOWNHOUSE z SUBDIVISION co O (0 rn N u, 111.41 •.or's 1...1 slay pi to N 2o' -,Iij U) UTILITY jl N EASEMENT. 39.97' r M pl !I S89'58'5 • E 880.63' DEED AMERICARE CORP. a0� rn�= 23 1 de 25. 1 65.00' WEST 0 OI 01 0 1. RICKS COLLEGE BLOCK 20 347.45' Iv es -I— �IQT!1� ��"" BILL HENDERSON IT675r3et' DEE 355..9' 0 N H. NIELSON .L GUARD 3'58'26" E 18.10' KLINGLER ADD. 6TH P08 BASIS OF BEARING I I I !J ■• S89'50'50"E DEED 7TH SOUTH 880.50' DEED S89'58'2. E 1318.10' of z SURVEYOR'S CERTIFICATE I, JOHN P. BARNES, A REGISTERED, PROFESSIONAL LAND SURVEYOR IN THE STATE OF IDAHO, LJCENSE #826, DO HEREBY CERTIFY THAT THE SURVEY OF_1HIS SUBDIVISION WAS MADE BY ME, AND THAT SAID SUeMSJONi/ I ULY AND CORRECTLY STAKED AS PROVIDED. BY LAW AND_ CCnpnetir.c wrr, .., ..- ennnLArn•• tS . .:.. ._ , JYY I / 4 ', t_c; i ioN 30, MADISON C 0 0 z -PR THI THI 3/26/2002 Mary Keele 115 Ash Shelley, Idaho 83274 Dear Marv, STATE OF IDAHO www.ci.rexburg.id.us P.O. Box 280 12 North Center Street Rexburg, Idaho 83440 Phone (208) 359 -3020 Fax (208) 359 -3022 e -mail rexburg @ci.rexburg.id.us I have reviewed the plans for Brighton Apartments and have identified the following discrepancies: 1. Provide road construction details as per the City of Rexburg Standard Specifications. 2. Get with John Millar and obtain a Development Agreement with the City of Rexburg. 3. Finish the Plot Plan outside the property boundaries. Include dimensions, landscaping, curb /gutter, driveway approach, sidewalk size and location. Include details to identify all concrete in the approach as 6" reinforced over gravel as per City of Rexburg Standard Specifications. 4. Provide storm calculations for retention area. 5. Identify dumpster location and screening. 6. Show fencing or suitable buffer between parking area and the property to the South. 7. Manager's unit must be accessible and can't be located on the second floor. 8. Maintain 2 -hour firewall assembly between units from foundation to bottom of roof sheathing. 9. Terminate area separation walls as per the 1997 Uniform Building Code (UBC) Section 504.6.3. 10, One ground floor unit must be constructed as a Type "A" handicap accessible unit. Provide grab bar details, cabinet details and fixture descriptions. Include horn strobes as per the Fire Department request. 11. Identify handicap details for grab bars and fixtures in the bathroom located in recreation room. 12. Provide fire extinguishers as per the Fire Departments request. I have attached a copy of the Fire Department review to the back of this document. Please make the above changes and return two complete sets of plans to me. If you have any questions, I can be reached during the day at 359 -3020 Ext. 324. C.C. Val Christensen Building Official John Millar Chris Huskinson REXBURG MADISON COUNTY FIRE DEPARTMENT P.O. Box 280 26 North Center Rexburg, Idaho 83440 (208) 359 -3010 1997 Uniform Fire Code Plan Date:2 -7 -01 Plan Review Review Date:3 -25 -02 Building Name: BRIGHTON APARTMENTS Building Address: SECOND WEST AND SIXTH SOUTH Stories: TWO Type of Construction: V -N Occupancy Classification: R -1 Existing Floor Area: N/A New Construction Floor Area: 12,792 SQ. FEET 1).Required Fire Flow (Appendix III -A): 3,000 GPM /THREE HOURS Comments: A REDUCTION OF FIRE FLOW IS ALLOWED UP TO 75% IF AN APPROVED AUTOMATIC SPRINKLER SYSTEM IS INSTALLED. 2).Water Supply (Article 9, Section 903) Required: YES Fire Hydrant Location: C -62, C -63, C -81 Fire Hydrant Flows: OKAY Fire Flow Test Location: SAME AS ABOVE Fire Flow Supplied By: FD Other Approved Water Source: NO Water Supply Acceptable: YES Fire Hydrant Location Acceptable: YES Water Supply Comments: 3.)Fire Apparatus Access Roads (Article 9 Section 902) Required: YES Acceptable: Width: OKAY Length: OKAY Surface: OKAY Turning Radius: OKAY Grade: OKAY Clearance: OKAY Turn Arounds: N/A Complete Road Acceptable: YES Comments: 4).Access Roads and Water Supply, Including Fire Hydrants Are Required To Be Installed And Made Serviceable Prior To And During Time Of Construction (Article 9 Section 901.3): YES Comments: HYDRANTS AND ACCESS MUST BE PROVIDED PRIOR TO AND DURING CONSTRUCTION OR A STOP WORK ORDER WILL BE ISSUED. 5),Installation Of Portable Fire Extinguisher (Article 10 Section 1002) Required: YES Location Acceptable: NOT SHOWN Type Provided Acceptable: MINIMUM OF ONE 2A10BC FIRE EXTINGUISHER REQUIRED IN EACH UNIT. 6).Automatic Fire Extinguishing Systems: (Article 10 Section 1003 Required: NO Type Of System Being Installed: Sprinkler System Monitoring Required (Article 10 Section 1003.3) Required: Comments: 7).Standpipes (Article 10 Section 1004) Required: NO Type Required: Comments: 8).Ventilating Hood And Duct Fire Extinguishing System (Article 10 Section 1006.2) Required: NO Type Being Provided: Automatic Fuel Shutoff Shown (Article 10 Section 1006.2.4): Portable Fire Extinguisher Shown (Article 10 section 1006.2.7): Comments: 9).Fire Alarm Systems (Article 10 Section 1007)Required: NO Type Of System Required: Manual: Automatic: Both: Type Of System Being Provided: Manual: Automatic: Both: Components Of System Shown: Smoke Detectors: Heat Detectors: Manual Pull Station: Sounding Devices: Visual Devices: Door Holders: Duct Detectors: Flow Alarm: Sprinkler Valve Monitoring: Fire Alarm System Acceptable: 10).Other Corrections That Are Required By Special Occupancy Or Conditions: AS NOTED ABOVE Plans As Submitted Are Acceptable: YES Plans Checked By: CHRIS HUSKINSON Date: 3 -25-02 Please furnish comments back to the plan reviewer in the following manner: Written Comments: New Plans: MARV KEELE Lateral Force Analysis and Foundation Design for BRIGHTON APARTMENTS Rexburg, Madison County, Idaho February 21, 2002 Prepared by BUTLER ENGINEERING & LAND SURVEYING, INC. PO BOX 473 - 224 SOUTH STATE STREET SHELLEY ID 83274 (208) 357 -3898 (208) 357 -7698 1 Index to calculations 1 Loads 2 Dead Loads 2 Live Load 3 Snow Load 3 Wind Load 3 Seismic Load 4 Lateral Force Design 5 Seismic 5 Wind 6 Horizontal Diaphragms 7 Nailing Schedule for Shear Walls 8 Overturning 9 Roof Uplift 10 Anchorage 11 Foundation Design 12 Appendix A -1 1997 UBC Code excerpts A -2 Simpson Catalogue excerpts A -6 Truss Joist Catalogue excerpts A -8 USDA Soil Conservation Service Soil Maps for Madison County excerpts A -9 Project No. 1226 1 Butler Engineering & Land Surveying 224 South State — P.O. box 473, Shelley, Idaho 83274 (208) 357 -3898 Fax: (208) 357 -7698 rbutler @dcdi.net Index L id s tz2( 1 /14n Ap Acee 2/M/2 teal Loa. Rom: R04 , ; 1.Ts / (no a CL.,- h. IA sA, /.) 2.2 pse Fe- 0. IepSF 54.4,, , /b - n 2 • s rsF /;. t . to r ?Tiws..,ec„ ns,ww..t 2i6 eN.xs4... e Q'o .c. zesI /ID /r'r3+i' = 3. bo 7' -' ZZ . L' x e 4 39' 4- � i) s I4 x ss !o' ' I- � 3 + b +b� +5 Z wa i.sn X3s Pr = ?Si 14 kAsw la lt■o". (I'!" loose , R-3S Fie.) /isS / -S !'SF Ce'. tiAt c Y" 3) 1.4 rock es rr� _ 3. /5 Ps rise vt; ( :1.�es ( o •sF 12.1 f-s-F ( n - e.ror Qa•�;�: � ri �4 .r.r 27 5/ rrwe , • k t y 1 . 2 1 k Sl el)A-e Top 41,14 Pities Z.¢ @ Z4.6.c e 0.7 ?" `'/ 9 .eck e 806i PL,..s 7.4+ 8.13 rsr 5100 p. F .14 PSC 3 x �'s O. }d �f r;‘,.1 rl � - a sfw ,,,4 v i y/ Ii/e � e 1. SPqf S M Moor 1� T7 . 3 r'�F /rn =Z.zrpr 7 4. I- l/ t i sa e Z 1.25 '3 9ypratk cei1643 - 3.13 o pf Fr.. r'o lr F[o.r o •75 - pi $ f I.s I','+ + 4 + 0.5' •1.8 4- 4. 4 o .� +2 4.5 45 3r-4ES filo f 14. 3,5-4.?4 7 f34-I0 t244l -z5-; ►57•s / c7.5 x = 236.t' (wkasK#.&d ;# tar •.n. s.,• /cI 73'] 7•6 x 9 ' . • 7 I 1 0 16 per 9 ' a.r kc> 1- F c4-e (( z 69 + 72 )6. 4 � = 5-4,0 I6 lr+r4'or "IA* AltL t2 2C L- e Is_oa Flt t ?oa Snow L6. d Zoe F sa Bo� (X �i�.) expos. s i6 Sit 1.h,�s 7r•�es �;tls,�it. e c4^d > /M:k 7.S = 1 6.4 psf c = 0.6.2 o;rs' 0.6 7 zo' 0.72 zc 0 76 30 C2-: 1.3 4.,: ( &r".j ec itcl /3(-4q A 11) kr".•rel o.7 Tw: 1.0 1 B-- 0,A h." A pis , r (744/. 4 ) 11 ; n i ....A loft 3 S 7 F ('ex d � � P Z 359- 3o2o x 3z+) e Zo (n.4.4 4_c) / 4.d (�4r %es i-/ Aer'4 + ) (o- 47-y/. 3)(4.4-pt c)= /3.2pc 14.28 Is 3s' i4r 09/2 PVtei 5,16 w ( -4ZYO-7)66 4 pr 7.G 9 8.27 ro 3 4e ds. 7.1 2"f Co.= 0.30 R = 5' -5" = 3 Piz) R■rde S ;13 Lot., ML. CL - ML alp - LL 20 -30 75 -90$ fss #.20 Cs y++1A e . 14 - S Pow. CI) 014- r'a C "toe • ., e t Cat 4_5 cock ee 18'- L.}" be be sarI ee �h� 5 rock w: I I / l e . be+. 14 / ,L i e drraG�...�Y Chto� 4 5 7,pe S (74 .te /60) (404-- F►.r.... N, S. A, < s 7a 4 1,1 )5e Sine; 5 It vac / 6 2 9.8.2 ) .7.3 V= 3.oCo,14/ /R 500 T pe 3,0 60.30) w /C.S = 0•/64 W /6 -Ai) goo /tio. 1226 L g4-erg / F rce 5e1s n�;c Oe 14+ APks I 4t' zl(Cz C7P s1 1 A (4 3s 62 -7 psr)(39 + "Ito ib 2 s 32 pa.y ( s.1 p,F-)(3&) 7') 4. 1 + S - +90 6 `aloes w r nc /u 4 �a.�. Vib•f = 0464 4 (72232 re) Y, ab t... 24 570 0.25' (3sps F)�3 Qxf •4.411 OP 5I 10980 f UV° = 4 , goor or (2 // 944 VY = 0.1 4 ( + V,.vr = BO S£f t 11944 = ) V, = o .16 f (54 4 Vz = 900 . + 20003 V roof" w is 'Ad. floc' i pi I = (5.00 p4cY38 /1 + 7 Ho 1 51 urelo = 2-6 G ref 4 & 4pP oF Co &ciQ /e = W/seF `rZ 8sz4 4c 13s lZ( 967 /b a( of Cxf. 19. _ [Wre.F f W d W(nc /.f /0- /4- f 44...,4 i(4 oz, 4 + ;8o' ) . +(b "xlb 444)J (72' )()So 3 7 514 f 34-820 7z 314 lb per ep4. F49 or 72 31f /72.- = /004- ft ccad 4 &,14... ,c ∎ A f i&5' = 14 .. ) j /4 4 W ro.••J 3 75'14 f e.">, 6„) (15 "Pt FV44 --] 72 . 37514- 4. gkoo 4 7 1 14 lb per HI or 4 7114 /72' = (o S4 5 51,1) 11/4 9 /3s /1 `-°l0 !b 45'7 . 20603 IL °103 16 d (Odd 24.7s 0 (22(0 1 13ri y46 hp6 t / 94 rce !/!5#7 l 4-pkcx) (cont W rt,/ o ., 6,1 so de Le 8.8 \1\1 74 - b8.'1 (04, t= �6 •I- 14 •Z6)/2] 51 + � 4.Z8 + 13 .2.)/z.) 5' + 0 S ' \l,_ - 3.2'Oo (77A 4 v 2. Seisw►rc 11)14 1 72' _ /s03 ' ( 6 ° )504 + /s03 z 2.4 5 c 16 vT t, S etsMiC C •elire(s lost, wa V4 = 2861,3 1.4 V , = 20 ?o 3 IS 13.2- Psf 1.4)r on 5A+4 5■ \/y. � � S• 3 5)6,70( + (E' )(3,')63.2pvr) = zozo -1- 4118 = 6 r 39 16 V, = VZ + 3 z���939) _ 6 / 39 - 4433 = /0 '772 I6 co s I;.o r4 ro I I ` piP w' Fl o r V 20 do 3 Ib o#.01-,. slwc{ Is lowtr new U, c 241 !6 /Jo. 122( C' e c (L I. c r- J -o" ,(-. l O/dt p 4 el.• a. S ci s # ; c w = (Vra,t / 72') /1-4 = (l 19 44 4 /7 2) / .4 = 118 .5 P IC Wind w = C, /c s.3sfir + 24.75 /5 63.2psFXl • 13 + /3.Z = 152.9-7)1{ t— ce1 s Is e. C. 39' c —jT T• 72 1- 1ar of R. z.4 x-►2') /2 — 54 I6 V w R d. A /low., LIP f t►1s 5- 1 e. 544/1). r a AID,. •F i Is gr; q A lip A . A GK 2/22/2 Y= R = 5 lb 'U'= Vfb = 5 / 31' = 1 4 1 1If < l 7O,,1F per T61 23./ /- c 1c M : w 01% : 141 p(r)(12 A= qi 362 it., T: M/b = 91 3b& /6.1i /3/'= Z 343 16 t o cti.orc , C3oo - 10Y = 6 4-0 p �1 � eq d n reo, p4 cksrrl _ (2 343 16) 44-0 p5-► 4 3.66 m A ci-k.41 a.-ea c 2 ( / -S "x s• 5- ") = 16. 5 e = x teFS. OK ND. f10.i 1 % r-Q, A p4„ ;p 11 ce a CO cos♦ I it-..o t le 16 d ix .x ■a; I / Z.= (/ /06 -(0 Y = 2rs;S IL re - Z3+3 n, / 2l s ilm. = IOM 11 splice P oss:Iole n &l l►ru ge keAce' • • • • • • 11 no.; l e -1-a 1 4' 14e 2 U pper Floo r- 4, .,tsm :e w : [Olt -1/r•.f /72'144 =1(7.063- 1/914)/727/• -- dr I:) Wr&a to = 13.2 tic)(g = 1 18_a plc sue— cawl-r.Is R= V = w //z = 6\%.6 piF)( - 12 ") /t = 4271 lb lT'c (Ai 2.7 1b) /39 = 110 p IF < 1 70, if rtr " Ped 23 is t4 .. - o (I I 5-•6 p IFX 7z )V, 74. 982 FI • IL = (74 9b2 F+. Ib)/ 5-7' = 11'74 /6 d. Mceel €';1 14 Ib) /zls,s-0. 1 c ,i 10 S L e above �r all dm�bl P (ems c) ti I to . ,.� r 0.) �o. well , Use ,,„ B ra k �o.. #P l /. A iho I. IA. &h..,r raq i Le'94 ' Wq II ar-a; (a0e le•A,g I - (ol G Z - . c b) Lo,` wv 11 otv4., (( 6Ie /R 4, o .. S a H I-ti — 34 Mo,e p ow I. ,ei 48" 6 SS P oe f S •j i ✓h 1 1 Llr" A4 211 ? l c �LIDr( •, I( a ,411ad (e 3/ e4s'- To-F4 = 7e' 1: Qe5_ , d 1 e % " � Iq 41„„ , 8d ; i s Le ^.j 0_4 // , c,ipar Pa. 2a-ca 3 /b /68.s ' = Z92 J, /Ft >�1A, I c peril y = ` t _� Tow 350 /& /r e. '- 240 14m 5 h r / w / (, (^P` F /vo r l/)t 1" -51->a c sn, 4.a1 ( , I o.--cf (ieor Vse „c1 ,' 5f -C W t ( 1 Co C I t .s °°/6S /L /68. s — 3as 16 /Ff 20003 1‘ /78' = Zs4 /4, / Ft Z 4 = 3 (4 �r�arice 41.s ad n.a ;Is e 4" p -c. Z. Ose Ai skeiagiiu, ow . �.1' d..ro 1(s ay/W/11 .'•+i 5 -tt r << �-- a s 4 " O -C. 3. ske.4,1A , �^ s�I I so arr&s.. 2 ai 2 c •mac . Oe J •i " t D w • �ocrI. 9- Al 5Iea /► etv ec1)es 5 I. t 1( 6c (hocked ?foie; c7(e C 04 t la 2 ` 40> 4.44I r F ,Xa 60.i nQ 0 vcr hAriv? I- Wend it ,L 0/11 „z S die `/ ` W � st� 6 + ' 1110 4 54to + CB,13p�+F�138Y7/ 14-22e# 10980 t 5410)/712 1401 16 /F+ W, = 20 460 (L / ? 2' = 2& (o 16/r W3 P,c 13.2 YI4 P = C I4- 26rsF)(s Q (I5 fr) f P WZ 3' to086o 41 8.27 p•F F a9 a,. -s4 0re�u�,llwo� 2_ e vcr = 15 12.r .{ 1 f s 1. Z + + 2731.5 !6•FI(ei 0 2 AK- 7 67/2- 185 16 /r i Q - abo� 4.0 f 71.41b/rt e 16.5' 21 •S 1 c o„-e t•o• tT 642 ) rs r)G t) — 3 7 s 14 /Ft W = C3.5+ 1.33x0 -M 1X150 P oC _6) s (39)t 4/s (b /Ff)( 39/) ` 1401)1 %/ 4 ( s) 4 (11.4i(.0} ( (3 312•s - 27319•s + )651.2 f 1138.( + tns kQ = 40ri 1L /ff [ J; cJ does s\64 ave.- CO co/Co ilfy 1295 = t 16 {4 /!a t- 2•s' 23' 25' 2.5 7' 1 OYG nod .483.3P1r pre. btfIn, No 12-Z(. 2- se s #vi C- roREe S N 4 S 41,444 o +� M over = [Ur..F (n') 4 (v2- ✓ .F)(8.s''Y] 4- L i'9 +4 (17) + 20003- iP 4.$ B.s') '3 � 0 3 oils + 68502) �1 I SSO 93 9G4 F� 1e or I°)36164 •16 /72' 2694 /ri S;n« 269+ ff.lblff stomre < 1 1437 r /wf1 w ;44 S ei sty c doe c no f coq •ire I O►^er {warn 3 . � MStoho. " 5 r•tce e454 Nis 0,41 6, N 4 5 Lot 1 l s 4 t L4.1 ;kid Corces w ;1) be Je ss f' ' - A G-4' M �+- se _ f-e 1"-S o � 1 p ro C1 e - -Cr E a1 ih liL.e of P = 375 1L A+ ,,p cvo-rcJ � r S 44-6/375 — /.2 < /•s CoK 1d rrIASS es g d . good i. I-.,a/ s ; . -ice L n eon-. 3, • $r. AI dam Ap4s s> w,/l1 s„•,,,Iitr a "ta /"K 10A. er 1 14. 1 I vhI vRlis 4-4Jkot 1 t. 4 4.0 wt a— 1 l 1 lu. C't6SC w�; &Le /14 ar►+� SQ -M �'e eve, s 44 7 /4k, / G , I Zr.-1 s. P-r 2 ' �/`wts TPsei.y 375- /4. /r6nDV its.•■ �Lrof = 62.7 psr )(3°/'X2' /2 = 4 9 s 5 /4, /coil , L 1 ( 4 10-• .. 0.9 Li- = 0 .4 (1 r q 1C. Ib need mo re c o ^^a- t1 ion Z co mys e+*cL 0st►..5 Si 0../b re M 1 Ties al- q 11 ''-µ5S /.4411 Coti-N. Z. na;Is eacA &key,.6u,min , or yf_ Spec. Need 17 6.s - ) 446 //7 Ib r•l -cie . I 4 � +oe rya; I 16 a / zct ( /3(o -67x3 I Iviin) C/-6) = I ss Ib > Il IL e*bed C(,. DRL C 161 iZgA wi 4 4-ee ✓tal IS, 1 pN4 - Wit( n ar evo.4 IEAT 2. a. c_ 1. Sir+ w4 /II s 3 4 /I pis I GK 2 /2o /Z Per Ike reSM/{ or d& 0vC✓7A- &rnlnq ct/Letipt'S, no cutcito ra A e is rteedeel 4 /- esl57 ewe.' t -.ant • T cade - fele Aet .-4-iet 4, 4140e Io / ;s k" al 6 4, 'Auk A Xi „ ci to 1+ - tio - woo .1 ri f - co_rstec "is a S a n / , 6 / e cd f 620 a or 360 /b 1 (Alps n 1 C. T`►.e roa q p p / i P c c7/01 1 i 5 to q // /s 24 53L /6 / 2 = /L 268 lb d• s s'} a »ott ,-e 5 F S 6-e. keg (r 3 i a l t ,trace did 164 d ) s small (o.►( e�ef • •..a l/) czAsI d + pms1 ;4:1 ;1- ^ .� s; 0.1 r► sue' w; tJ // r'edt.o /t co re ;e�E .� Pr-re 1 T'O G ( cna / e e.. d no . .r 1+s . Ito. of b t i p is "o e610 1` iZ ups/ 42.0.= 19•S *80 °t I'Y(ao -t)= Z V e ego t6 3411 c! 1t10 Q, (4 to,I (s t o) (se 4) CIVFce : 1. Vz"o 6°IHS E 2' o -c (20 1 +41 t. 3- 41; b.1.!s L° 3'(-) o -c (14 r E,1 or 3. 3/4 "0 6.If3 e o -c C to T .14 k% ll s 4. WAi oveeo // over iS Did hVI d we. 1 s c /I c& v-c e xa 1P-.d. �. "4 slt'ea � r Mot D w4 // = 2-0103 l6 /e.L..S ` = 305 pl4 * `r 3°' -`4` c. T 605 ptP)Cil (s) /6 a z44-0 lb �Wh . 24-4o A1(b.,,.. 6 cow.PresSglon F� �ro /#b , nee d 4 o Cko• se 54.19,04 NTT 16 1414 Ait owib ✓P loci a 348o (6 > E?u i ✓a len -E-a rC CoM.94^ 1 `C6 lr 3 ".,4t d l . std s% 11 P 4. 4 04-) _ (0 ps ;) (l• / 3) lo(D 4 ko - c4- -e <<nAt d. 4 ss 4 t ra,J � lo...ds al Jed 4 cold 1rces 4r- c•.-‘p'ess Ckcrds wi 11 44- a etbeK 4- / 2. 11 *s /rc a / Sc ) ? d Sin et L4 dowS wi�� 6^._,4k 5 CoA 14 / D 12/ 457 16 (14J,. Pow Cr, kravI Crwte pasr1„) 1214r7 / (a iz) = eas plc s 44s e 2 1 o - c / �t d caries MS !r 2 1770 c&,, -d , load rs d.wbk of 354.0 R. CC. LL c (4oric)(38' / 2')C2) = 3040 /6 SL = (Ss = 3010 1b CU, Leek J Coa..biw+.;1.0 (AIts."Lt. 9iresseS by 73) 'V. ge -rt M 4 v.. 12 - 1 2- r3 12 - 1( e I n t rea 52 ` 0 6/e vii. , c l -F„ 4- L._ 4- S = 35 f1o = 93--90 dd.' 1)4- L. + E4, z 3 Soo fi iolo 4- 2 9401.4 = e 323 /lo Q 4 L 4- S (..25 + F / 4 = 3 540 f 3040 + 3o t o Co -zt-) f Z4 907 16 u. kb. . 5" bobs rQ #d. : 2 k I.s" Ss" - /4.S ;Az L = 704 C 413)= °14 l p5; 55'70 /6 % 14.,c •'• = �a 1 p . 9 4 1 p:; e. w uses a_Kckur- 6o 14-s , c Jv.tek 1 Ito . r Vt." c ( ^ 1a I Vs / a ,-a / g�i.�es� -r r2 5 i S rt ce_ to f tom+ r ce s ` r1 (o Ay w4 / I3, �. Tokq) s = 20903 lb e r 20 90 3 16 /2 : /0 452. Fl cis t 10 '452 /8801L = 11,1 all 12 6 tu. 1226 +J; l L . e 14 It* a Rs C A Ill . Lug. (/ i 12- tae /,is S. w4 11 Fr ri• N 16D .. &te Pfrr rnar A-c 1 -es1 6.4 1 1 .0111 Aiteat by 44. end d• s4Kce r..ip of O$ C. 180(0.(0 . cJ 1 Pro:. /to f 4' A-6e 2r el /2 l2 w Pb CO /1 ,S s l •4 t` 6 few sI dt Pr. j ' is ?-6, 1. 4-erto- �o�rhaj a• Th Ucwrot loot dS a-5 T7i, 12 - tt- 12 -13 Sets c �gStsr�+ Qr■,`i Ap co •.l1 iact IAor i 1044 (low s ,94k 2121 l2 Fs de1er on. wed r+c wA . Stow Le ad is aSS��" -e- c�o toe. car,ie 1 h: /o''`'ff �.-4 it L4 5 opt ( I L /3.1/45S 14 MI des lr;bHie load 7 �e ei . "1• / /5) S = (35 psi)(A3' 4 41 0/2. • 322.s P IF (ime1. act.t l•.d Qtad (oad or root \ ca.rr,e. a b e (l (49 s . 64 rF c 62•irs <X3q')l2 = 24e pir be...1 load of e 4 . ,„, I ewe- �e J bl e,./ • F�� s PJList �wu = ( 7.5p,r)(17'l = 1 2'I•SS be,,d (o~d .p f Isor r 904; Moots •',3 •',3 cams tal 1), q 10 c r 1-��� ✓yt • 1 /ro [ 4o ex'�2rroc- , l3 /o igje #-tot, b ;(0or = C8.13 p/F 5.oar�r)(39(-)= 8 S p 1� � ►1O t = 35 pIF U L 1 �C (04.d is clis 4r; 6.4 I / Ile a II 10"9 robal 6` s : 4 to ek / Y3 /. r•f.; L = (40 fsF x 2)(30 '/' _ Fo? p 1 F vi . W;r d in cre.A.ces `toot i rue rre-ssKre e n lee si O v-e"r , n.. RAwtna [Ps (zs s + Pti zo. s P, ( ")I /39' L(76.8 ' /'r ) 7i.4 '4)(ro.s ; + (r es - - 16/411')J ' 140 pi{ \3 Ielelrlase% raoCl p/'t511-+^e 5/M1 ):r `I0 w ;✓ d = ) wt— V,..F - rl +(V1- v.)(1-') /3 ' 1 1 t�X21) * (2ooa3 - (t°Irt4�( ?.s'� +- (t a 090 Ib�(o. i +)(6 - 1 , P)172' 132. r11 a_ as Ilow s 4°14 D L 4_ s (24e+ ■28+ SS +31) + 5'o1 + 623 w = 4t1 4f 5 f 140 =- t 1 L EX.+ = `4`14 f Sod + 132-44 IJ tLt w- /z= x et4 t Sol + 1ko +" 823/2 Qty+ s+ w /2= 4c)4+ 50 823 # 11o + L +5 1 -414 ISad t 823(o.ZSj + 1 5 2 A-4- 1624 p IF 114\ j�IF /015 fir 1ss3 1094 pir 1301 pI F �-- condre 1 5 c. l - t \oc• a dle Sol pftssw/e- f ®� sot 1 , It Ris t. sL14 /otw. ML, CL- ML, p,,,„,,, - " ` (1000 p.c lass :c / (! 1066 ca...6) = 1 333 p sF r ,, 14,1 L Acr 2. 114-e Fod 1- 1 M1 s (. b {o.,.� = C 3.S '+ h)(A.)(1SOpc ) = 35'0 f 100b it e co r' ►'1i8A d 2.1" w i ale e X r i O r- cop i c /on) tJ (/5 I h . All Loa d OL = (es +1 LL = 414\ 6 3. ' ? ∎n ye t // TfiI e a 5 (i e a.{ 4r dirA : (2894 4 55 • /OO 6) ,/333 i / q ° /482' a 22" (5 Z36 PIc / 1+ p / o ,K b :.0 1,'.A , re of ce • b 4 ( %2 so _ /00 b �2 s0 /006) /l 333 lb w;di tn i er e nd ur4.(f 4. t&)o 11 4- , tck4ess 0.r 8 ", -r c - 4 mss; 2/2 i1 w1 vie tvls Laq 115 i& 1 p leA4 ¶4444 5 4ed4o 0 f-- i lz s o f. ti my d = 1,01 N t _ 12 o .G)ZS"b = 0.9373` �^ 1-IOw ever, de'�as 1 5 i s to w tA4 °r otis-5 5 Oh -1-4-ce. ( AA 1 / 7 4 45 5 Co K I d w 1 2 . E , c . , (ou4 cLe / o d- (' k. ) s Gk. AI owa /le 1)r-r p•tssu o c onc n le z 0. {'c SP-4. ad-ea 7F-4- = 7.5 " x /2 "= 904 z A110,4, /e load = 624v ro; X I V L ) C *3'= 144OCI:7 Ilo » 4394 / 0.36410 = 1-2 Ka1 /226 an 44, 4,7 m i in i vww +vim 12V ^ 4pr ee r..il1+ c • Ve r4 r ca 1 r. t -o = 0.0012 (AC 14.3 - z� A fv- , v 65` - ; �r /n - 5 p°k c rn-1 = l e> ~ (4c1 i4 .3 . s ) l(, bte.rizen44l . •o O - oo 2 6 c 1 14 .3.3) (a ")6lz.' _ '6 . .,2 AS,Mr� _ 66 i4 ,o OZ. ) = o. 19z in /FE L. s e g cc I2 e r i!F 3 e 5; ••,pso IN El TT IL 140 acl n s (see P k,^) S/ "O Anti or & I( 4 4 c.12" # 3 tt S = (c; • II in -4 )40 . ils 14 /<7-) = O.95 _ P. S 11 .1. 12 5 = (0 . zo r+`) /6.11 S ► `/ _ / -19 ' = 20. . 21 a tt / 0�e2)=. o,s -7' = 6..5 2 ccei 1 e Ia" i s l6 2 N \ s 2 x 4 Pommy C6 A+Le-Gs r Robs �Q b` o - 2, JL 4- 0. S/iwrk Butler Engineering & Land Surveying 224 South State — P.O. box 473, Shelley, Idaho 83274 (208) 357 -3898 Fax: (208) 357 -7698 rbutler@dcdi.net Appendix 1997 UBC Code excerpts A -2 Simpson Catalogue excerpts A -6 Truss Joist Catalogue excerpts A -8 USDA Soil Conservation Service Soil Maps for Madison County excerpts A -9 Project No. 1226 A -1 SHEATHING GRADES ROOF FLOOR' Panel Span Rating Panel Thloknes. (Inches) Maximum Span (inches) Loads (pounds per square foot) Maximum Span (Inches) x 25.4 for mm x 0.0479 for kN/m2 Roof/Floor S Span pa x 25.4 for mm E SupporP Without SuPPort Total Load Live Load x 25.4 for mm 12/0 16/0 20/0 4/0 5 /16 5 /16, 3 /8 5 /16, 3 /8 3 1 /2 12 16 20 24 12 16 20 20 403 30 30 30 30 40 30 30 35 35 35 0 0 0 0 16 16 20 24 32 - 48 24 / 70 80 32/16 40/20 48/24 54/32 60/48 2, 19 /32, 5 /8, 3/4, /8 23 /12, 3 /4 , 7 /8 7 /8, 1 7 /0, 1,1 32 40 48 S4 60 28 32 36 40 48 �'4 SINGLE -FLOOR GRADES ROOF FLOOR Panel Span Rating (Inches) Panel Thickness (Inches) Maximum Span (inches) Load' (pounds per square foot) Maximum Span (Inches) x 25.4 for mm x 0.0479 for kN/m x 25.4 for mm WMh E Supports Without Ed e Support Total Load Live Load x25.4 for mm 16 oc 20 oc 24 oc 32 oc 48 oc 1 /2, 19 /32, 5 /8 19 /32, 5 /8, 3 /4 23 /32, 3 /4 7 /8, 1 1 1 24 32 48 48 60 24 32 36 40 48 50 40 35 50 50 40 30 25 40 50 16 20$ 24 32 48 PANEL GRADE THICKNESS (Inch) MAXIMUM SPAN (inches) LOAD AT MAXIMUM SPAN (psi) x 0.0479 for kN/m x 25.4 for mm Live Total Structural I 7 /16 24 20 30 1562 24 35 45 1 /2 24 403 503 19 5/8 24 70 80 23/ 3/4 24 90 100 Other grades covered in UBC 7 /16 16 40 50 Standard 23 -2 or 23 -3 . 24 20 25 1 /2 24 25 30 19/32 24 40 50 5 /8 24 45 55 23 /32, 3 /4 24 60 65 1997 UNIFORM BUILDING CODE TABLE 23-II-E-1—ALLOWABLE SPANS AND LOADS FOR WOOD STRUCTURAL PANEL SHEATHING AND SINGLE -FLOOR GRADES CONTINUOUS OVER TWO OR MORE SPANS WITH STRENGTH AXIS PERPENDICULAR TO SUPPORTS 1 Applies to panels 24 inches (610 mm) or wider. 2 Floor and roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2312. 3 Uniform load deflection limitations /180 of span under ive load plus dead load, 1 /240 under live load only. 4 Panel edges shall have approved tongue- and - groove joints or shall be supported with blocking unless 1 /4 -inch (6.4 mm) minimum thickness underlayment or 1 inches (38 mm) of approved cellular or Iightweigh concrete is placed over the subfloor, or finish floor is 3 /4 -inch (19 mm) wood strip. Allowable uniform load based on deflection of 1 /360 of span is 100 pounds per square foot (psf) (4.79 kN /m except the span rating of 48 inches on center is based on a total load of 65 psf (3.11 kN /m). AAllowable load at maximum span. 6 Tongue- and - groove edges, panel edge clips [one midway between each support, except two equally spaced between supports 48 inches (1219 mm) on center], lumber blocking, or other. Only lumber blocking shall satisfy blocked diaphgrams requirements. 7 For 1 /2 -inch (12.7 mm) panel, maximum span shall be 24 inches (610 mm). 8 May be 24 inches (610 mm) on center where 3 /4 -inch (19 mm) wood strip flooring is installed at right angles to joist. 9 May be 24 inches (610 mm) on center for floors where 1 inches (38 mm) of cellular or lightweight concrete is applied over the panels. TABLE 23-1I-E-2—ALLOWABLE LOAD (PSF) FOR WOOD STRUCTURAL PANEL ROOF SHEATHING CONTINUOUS OVER TWO OR MORE SPANS AND STRENGTH AXIS PARALLEL TO SUPPORTS (Plywood structural panels are five -ply, five -layer unless otherwise noted.) TABLE 23 II - - TABLE 23- II -E -2 q- 1 Roof sheathing conforming with this table shall be deemed to meet the design criteria of Section 2312. 2 Unifonn load deflection limitations: 1 /180 of span under live load plus dead load, 1 /240 under live load only. Edges shall be blocked with lumber or other approved type of edge supports. 3 For composite and four -ply plywood structural panel, load shall be reduced by 15 pounds per square foot (0.72 kN /m2). • PANEL GRADE COMMON NAIL SIZE MINIMUM NAIL PENETRATION IN FRAMING (inches) MINIMUM NOMINAL PANEL THICKNES S (Inches) MINIMUM NOMINAL WIDTH OF FRAMING MEMBER (Inches) BLOCKED DIAPHRAGMS UNBLOCKED DIAPHRAGMS Nall spacing (In.) at diaphragm boundaries (all cases) at continuous panel edge. parallel to load ( b Case. 3 and 4) and at all panel edges (Case. 5 and 6) Nails spaced 6" (152 mm) max. at supported edge. x 25A for mm Case 1 (No unblocked edges or continuous llel to joints para(Cases load) All other configurations 3 4, and 6) 6 / Nall spacing (In.) at other panel edges x 25.4 for mm 6 6 4 3 x 25.4 for mm x 0.0146 for N/mm Structural 1 6d 11 /4 5/ 2 3 185 210 250 280 375 420 420 475 165 185 125 140 8d 11 /2 3 / 8 2 3 270 300 360 400 530 600 600 675 240 265 180 200 10d3 15 /8 15/ 2 3 320 360 425 480 640 720 730 820 285 320 215 240 C- D,C -C, Sheathing, and other grades covered in UBC Standard 23 -2 or 23-3 1 6d 1 5/16 2 3 170 190 225 250 335 380 380 430 150 170 110 125 3 2 3 185 210 250 280 375 420 420 475 165 185 125 140 8d 1 3/ 2 3 240 270 320 360 480 540 545 610 215 240 160 180 CD 3 255 285 340 380 505 570 575 645 230 255 �j17 190 15/32 2 3 270 300 360 400 530 600 600 675 240 265 180 200 lOd 15 /8 15/32 2 3 290 325 385 430 575 650 655 735 255 290 21 19/32 2 3 320 360 425 480 640 720 730 820 285 320 215 240 1997 UNIFORM BUILDING CODE TABLE 23- II- H— ALLOWABLE SHEAR IN POUNDS PER FOOT FOR HORIZONTAL WOOD STRUCTURAL PANEL DIAPHRAGMS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE These values are for short -time loads due to wind or eart hquake and must be reduced 25 percent for normal loading. Space nails 12 inches (305 mm) on center along intermediate framing members. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all other grades by multiplying the shear capacities for nails in Structural I by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. 2 Framing at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall be staggered where nails are spaced 2 inches (51 mm) or 2 inches (64 mm) on center. - 3 Framing at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall be staggered where 10d nails having penetration into framing of more than 1 inches (41 mm) are spaced 3 inches (76 mm) or less on center. LOAD DIAPHRAGM BOUNDARY LOAD CONTINUOUS PANEL JOINTS 1111 11 11 1mM 111nn1v1►= 1111111111111111 CASE 2 1 11MI1111111 1 11 --_1l 1 MI�� 1IlII 1 1 11 ����,1 1 11 CASE 5 BLOCKING IF USED CASE 3 FRAMING BLOCKING LOAD 1111111M17. 11111111i :a Framing may be oriented in either direction for diaphragms, provided sheathing is properly designed for vertical loading. CONTINUOUS PANEL JOINTS CASE 6 CONTINUOUS PANEL JOINTS TABLE 23 -II -H it - 3 CASE 4 FRAMING BLOCKING 2 -287 PANEL GRADE MINIMUM NOMINAL PANEL THICKNESS (Inches) MINIMUM NAIL PENETRATION IN FRAMING (Inches) PANELS APPUED DIRECTLY TO FRAMING OR `/ -I 6 mm) GYYPSUM SHEATHING Hall SW (Common or Ga Bo x) . Nall Spacing at Panel Edges (In.) Nall Size (Common r Galvanized Nall Spacing at Panel Edges (In.) x 25.4 for mm x 25.4 for min 6 4 3 2 6 4 3 2 x 25.4 for mm x 0.0146 for N/mm x 0.0146 for N/mm Structural) 5 /16 1 6d 200 300 390 510 8d 200 300 390 510 3 /8 1 8d 230 360 460 610 iOd 280 430 550 730 7 /16 255 395 505 670 15 /32 280 430 550 730 15 /32 1 10d 340 510 665 870 — — — — — C -D, C -C Sheathing, plywood panel siding and other grades covered in UBC Standard 23 - 2 or 23 - 3 5 /16 1 6d 180 270 350 450 8d 180 270 350 450 3 / 8 200 300 390 510 200 300 390 510 3 1 8d 220 320 410 530 10d 260 380 490 640 /16 240 3504 450 585 1 732 260 380 490 640 15/32 1 10d 310 460 600 770 — — — — — 19 /32 340 510 665 870 Nall SW ( �n d Nall SW (Galvanized iz Plywood panel siding in grades covered in UBC Standard 2 S tandard 23 - 5/16 1 6d 140 210 275 360 8d 140 210 275 360 3/8 11/ 8d 160 240 310 410 10d 160 240 310 410 PANEL GRADE MINIMUM NOMINAL PANEL THICKNESS (Inches) MINIMUM NAIL PENETRATION IN FRAMING (Inches) - • PANELS APPUED DIRECT TO FRAMING Nell sus ((Common or ,Galvsnlzed Box) Allowable Sheer Nall Spacing at Pan el Edgg nd per foh es (Inches) x25.4formm 6 4 3 2 x 254 for mm x 0.0146 for N/mm M -S and M -24 3 /8 1 6d 120 180 230 300 3/8 11/ 2 130 190 240 315 1 /2 140 210 270 350 1 /2 15/s / lOd 5 185 275 360 460 5 /8 200 305 395 520 TABLE 23- 11 -1 -1 TABLE 23- 11 -1 -2 1997 UNIFORM BUILDING CODE A '�1 TABLE 23-11-1-1—ALLOWABLE SHEAR FOR WIND OR SEISMIC FORCES IN POUNDS PER FOOT FOR WOOD STRUCTURAL PANEL ,- SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE1,2 'All panel edges hacked with 2 -inch (51 mm) nominal or wider framing. Panels installed either horizontally or vertically. Space nails at 6 inches (152 mm) on center along intermediate framing members for /8 -inch (9.5 mm) and 7/16 -inch (11 mm) panels installed on studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all other grades by multiplying the shear capacities for nails in Structural I by the following factors: 0.82 for species with specific gravity greater than or equal to 0.42 but less than 0.49, and 0.65 for species with a specific gravity less than 0.42. 2 Where panels are applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members or framing shall be 3 -inch (76 mm) nominal or thicker and nails on each side shall be staggered. 3 Where allowable shear values exceed 350 pounds per foot (5.11 N /mm), foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be less than a single 3 -inch (76 mm) nominal member. Nails shall be staggered. 4 The values for 3 /8 -inch (9.5 mm) and 7/16 -inch (11 mm) panels applied direct to framing may be increased to values shown for 15 /32 -inch (12 mm) panels, provided studs are spaced a maximum of 16 inches (406 mm) on center or panels are applied with long dimension across studs. 5 Galvanized nails shall be hot - dipped or tumbled. 2 -288 TABLE 23- II -I -2— ALLOWABLE SHEAR IN POUNDS PER FOOT FOR PARTICLEBOARD SHEAR WALLS WITH FRAMING OF DOUGLAS FIR -LARCH OR SOUTHERN PINE 'A panel edges backed with 2 -inch (51 mm) nominal or wider framing. Space nails at 6 inches (152 mm) on center along intermediate framing members for 3 /g -inch (9.5 mm) panel installed with the long dimension parallel to studs spaced 24 inches (610 mm) on center and 12 inches (305 mm) on center for other conditions and panel thicknesses. These values are for short-time loads due to wind or earthquake and must be reduced 25 percent for normal loading. Allowable shear values for nails in framing members of other species set forth in Division III, Part III, shall be calculated for all grades by multiplying the values for common and galvanized box nails by the following factors: Group 111, 0.82 and Group IV, 0.65. 2 Where particleboard is applied on both faces of a wall and nail spacing is less than 6 inches (152 mm) on center on either side, panel joints shall be offset to fall on different framing members, or framing shall be 3 -inch (76 mm) nominal or thicker and nails on each side shall be staggered. 3 Where allowable shear values exceed 350 pounds per foot (5.11 N /mm) foundation sill plates and all framing members receiving edge nailing from abutting panels shall not be Tess than a single 3 -inch (76 mm) nominal member. Nails shall be staggered. 4 Products shall be manufactured with exterior glue and shall be identified with the words "Exterior Glue" following the product grade designation. 5 Framing at adjoining panel edges shall be 3 -inch (76 mm) nominal or wider and nails shall be staggered where IOd nails having penetration into framing of more than 1 inches (41 mm) are spaced 3 inches (76 mm) or less on center. FIGURE 23 BOTTOM OF ROOF DIAPHRAGM FRAMING FLOOR DIAPHRAGM BOTTOM OF DIAPHRAGM FRAMING FLOOR DIAPHRAGM BOTTOM OF DIAPHRAGM FRAMING (a) HEIGHT TO WIDTH RATIO Zun.e 3 / ft' A rot ,0 = 8 ' /Z = 4 DETAIL BOUNDARY MEMBERS FOR FORCE TRANSFER CLEAR AROUND OPENING, HEIGHT'Z TYPICAL 1 CLEAR HEIGHT MAXIMUM CLEAR HEIGHT 8 FOUNDATION WALL PIER PIER • PIER HEIGHT DOOR 1997 UNIFORM BUILDING CODE A -� WINDOW OVERALL WIDTH FIGURE 23 -II -1— GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO WALL PIER ' WINDOW WALL PIER CLEAR HEIGHT WALL PIER HEIGHT WALL PIER WIDTH (b) HEIGHT TO WIDTH RATIO WITH DES GN FOR FORCE TRANSFER AROUND OPENINGS • .'.'.'. • WIDTH OF SHEATHING WINDOW •••••.•• WIDTH OF ,' SHEATHING WINDOW -T O F SHEATHING l WIDTH FIGURE 23 BOTTOM OF ROOF DIAPHRAGM FRAMING FLOOR DIAPHRAGM BOTTOM OF DIAPHRAGM FRAMING FLOOR DIAPHRAGM BOTTOM OF DIAPHRAGM FRAMING (a) HEIGHT TO WIDTH RATIO Zun.e 3 / ft' A rot ,0 = 8 ' /Z = 4 DETAIL BOUNDARY MEMBERS FOR FORCE TRANSFER CLEAR AROUND OPENING, HEIGHT'Z TYPICAL 1 CLEAR HEIGHT MAXIMUM CLEAR HEIGHT 8 FOUNDATION WALL PIER PIER • PIER HEIGHT DOOR 1997 UNIFORM BUILDING CODE A -� WINDOW OVERALL WIDTH FIGURE 23 -II -1— GENERAL DEFINITION OF SHEAR WALL HEIGHT TO WIDTH RATIO WALL PIER ' WINDOW WALL PIER CLEAR HEIGHT WALL PIER HEIGHT WALL PIER WIDTH (b) HEIGHT TO WIDTH RATIO WITH DES GN FOR FORCE TRANSFER AROUND OPENINGS Model No. LTT19 Material (Da) Dimensions Fasteners Avg UIt Tension All Tension Loads Deflection' at Highest Allowable Design Load 0.107 Strap 16 Plate 3 W 1% L 19) CL Anchor Bolts Nails Bolts (133) (160) Qty Dia Nails Bolts Nails Bolts 1% % 8 -16d Sinkers — — 4250 1205 — 1350 — LTT2OB' 12 3 2 193, 1% 1,x_ y, % or % % 10 -16d 18 -10dx1 v 2 — y — 8733 7770 1750 2185 1220 — 1750 2310 1460 — 0.164 0.125 'L�[J31 --- .8-.. _ 33 31 HTT16 11 - 2y 16 1 % % 18 -16d — — 13150 3480 — 4175 — 0.037 - 2 Y 22 1% % 32 -16d Sinkers — — 13150 5250 — 5260 — 0.087 0.125 MTT28B 12 7 2 X6 27 1% / or 3 24 -16d 4 y — 4455 2150 4455 2725 LTT /MTT /HTT ;ES if°N L L Tension Ties are ideal for retrofit or new construction and provide post - pour, concrete -to -wood connections. The HTT22 is a single -piece formed tension tie —no rivets, and a 4 -ply formed seat which won't unfold during loading. No washers required. The LTT19 Light Tension Tie is designed for 2x joists or purlins and the LTT2OB is 6" for nail- or bolt -on applications. The 3" nail spacing makes the LTT2OB suitable 1 for wood I- joists if 10dx1 1/2" nails are substituted for the specified 16d's. Use the MTT28B Medium Tension Tie for heavier connections. - The LTTI31 is designed for wood chord open web truss attachments to concrete or masonry walls. MATERIAL: See table LTTI31 FINISH: Galvanized. MTT28B may be ordered HDG; check factory. INSTALLATION: • Use all specified fasteners. See General Notes. • Use the specified number and type of nails to attach the strap portion to the bottom or side of purlin or beam (minimum 4x width (2 -2x4 or 4x4), except LTT19). Bolt the base to the wall or foundation with a suitable anchor; see table for the required bolt diameter. • The HTT22 can have a maximum offset of 2" from the stud face 'to the centerline of the anchor bolt. • Do not install LTT, MTT tension ties raised off the mudsill. • See Epoxy -Tie Adhesive System, pages 26 and 27 for tested, load - rated epoxies for anchor bolt options. CODES: BOCA, ICBO, SBCCI No. NER -393 and NER -432; ICBO 5313; City of LA RR 24818 and RR 25318. Typical LTT19 Installation (LTT2OB similar) 1. Allowable loads for HTT are based on the lower of the 1997 NDS fastener values or the ultimate load on a steel test jig divided by 2.5. 2.16d sinkers (9 ga x 31/4") or 10d commons may be substituted for the specified 16d commons at 0.84 of the table loads. 3.The designer must specify anchor bolt type, length and embedment. ADDITIONAL ANCHOR DESIGNS See SSTB, page 22. Anchor types shown are made by others and used with Simpson Strong-Tie® holdowns. The design engineer may specify an alternate anchorage system, provided the anchor diameter is the same. See the Prestressed Concrete Institute Design Handbook (Edition 3), Section 6.5.2. Anchor Type A A B Dia 1y 1, 1Y. Min I, 36 36 8 d, 23, 23; 8 Min End Dist 5 5 8 Concrete Tension Strength Load (psi) (133) 2500 9795 2500 12900 3000 15305 Dimensions Minimum Allowable 1.Anchor embedment length is based on a single -pour concrete foundation. Double pour foundation systems, masonry walls and masonry footings must be evaluated by the designer. 2.Anchor bolt B must be ASTM A307; anchor bolt A must be A36 steel or 4, "A" bol minimum end distance is for corner with 12' better. return only (similar to SSTB28, see Typical Reber 3. Spacing between anchors is 2le min, Placement, Corner Installation). Otherwise, the minimum for anchors in tension at the same time. end distance is le for the full table load. 0 0o 00 00 0 0 o 0 3 ▪ TYR 23/4" 0 LOAD TRANSFER PLATE. WASHER NOT REO'D. 6' 1 " I 4.Allowable loads have been increased 33% and 60% for earthquake or wind loading with no further increase allowed. 5. Bolt values are based on a minimum lumber thickness of 11/2". ". r WF 2Y4" LOAD TRANSFE PLATE. WASHER NOT REO'D. Typical HTT22 Installation as a Holdown Typical LTTI31 Installation 6. 7. 8. See HDA for de lection at highest allowable design load definition If a 'h" or 6 /e• anchor bolt is used for the LTT20B, add a standard cut washer to the seat. No additional washer is required for a 3 anchor bolt. See table for appropriate anchor bolt sizes. HTT22 holdown installed off the plate has a reduced load of 5190 lbs. The HTT16 installed off the plate will achieve 4175 lbs. Both holdowns may have larger deflection values. 4%" LTT2OB Anchor Type A L -Bolt. Bend without cracking the outside of the bend portion. Place #4 rebar 3" to 5" from the top center of the foundation. f ' 0, • 0- MTT28B U.S. Patent 4,744,192 de -- 0 - SIMPSON • 21 e MIN. -1 Anchor Type B Hex -Head Bolt. Design loads for Anchor Type B are calculated using a full shear cone. Multiple reductions must be taken for corner and edge distance conditions. 19 Model No. Oa Fasteners Uplift Av Ult Doug -Fir Larch/So. Pine Allowable Loadsl• Uplift Load with w "" (N 3'* 160) Spruce- Pine -Fir Allowable Loadsl•= Uplift Load with (133 & 160) To Rafters/ Truss To Plat Plates Studs Uplift Lateral (133/160) Up ift U p Lateral (133/160) (133) (160) F1 F2 (133) (160) F1 F2 HGA10 14 4- SDSXx1x 4- S0Syx3 — 1523 435 435 1165 940 — 375 375 870 815 — HS24 s 18 8-8dx1X & 2 -8d slant 8 -8d — 2205 735" 735 750 1125 — 520 520 555 880 — H 'F1 18 6 -8dx J 4 -8d — ` 5 1958 1 490 585 485 165 455 400 400 415 140 I 370 18 5 -8d — -8d 1040 335 335 — — 335 230 230 — — 230 H2.5 18 5 -8d 5 -8d — 1300 415 415 150 150 415 365 365 130 130 365 H3 H4 H5 18 20 18 4 -8d 4 -8d 4 -8d 4 -8d — — 1433 1144 455 360 455 360 125 165 160 160 415 360 320 235 320 235 105 140 140 135 290 235 4 -8d 4 -8d — 1485 455 465 115 200 455 265 265 100 170 265 H6 16 — 8 -8d 8 -8d 3983 915 950 650 — — 785 820 560 — — H7 16 4 -8d 2 -8d 8 -8d 2991 930 985 400 — — 800 845 345 — — H8 18 5- 10dx1y 5- 10dx1x — 2422 620 745 — — — 530 565 — — — H9 18 4- SDSy,x1y 5- SDSyx1y — 2812 875 875 680 125 — 755 755 680 125 — H10 18 8- 8dx1y 8 -8dx1X — 3135 905 990 585 525 — 780 850 505 450 — H1OR 18 8 -8dx1X 8 -8dx1y — 3135 905 990 585 525 — 780 850 505 450 — H10-2 18 6 -10d 6 -10d — 2447 760 760 455 395 — 655 655 390 340 — H11Z 18 6- 16dx2X 6- 16dx2X — 5097 830 830 525 760 — 715 715 450 655 — H15 16 4- 10dx1y 4- 10dx1y 12- 10dx1y 6070 1300 1300 480 — — 1120 1120 410 — — H15-2 16 4- 10dx1y 4- 10dx1% 12- 10dx1y 6070 1300 1300 480 — — 1120 1120 410 — H16 18 2- 10dx1x 10- 10dx1x — — 1600 1600 — — — 1300 1300 — — — . H16S 18 2- 10dx1x 10- 10dx1x — — 1600 1600 — — — 1300 1300 — — — MASONRY APPLICATION HM9 18 4- SDSXx1y 5- yx2yTiten — 1987 595 595 425 125 ' — 595 595 425 125 — HGAM10 14 4- SDSyx1X 4- g,x1y, Titers — 827 260 260 1005 1105 — — 225 1300 225 1300 870 — 815 — — — — — i H16 H16S 18 18 2- 10dx1x 2- 10dx1y, 6} 2X;Titen 6 -yx2/, Titen — — — 1600 1600 — — — 1600 1600 — — — 1300 1300 — 2' H4 U.S. Patent 4,714,372 106 SIMPSON StnongTie CONNECIIMS H7 1 3 HIOR4H1Og2 *. FOURO OPTIONAL V COBBLE 'S H10 5' (H1OR similar) �- U.S. Patents 4,480,941; Canada Patent 1,193,418 H15 (H15 -2 similar) 24ry. al H5 U.S. Patent 4,714,372 1.Loads have been ncreased 33% and 60% for earthquake or wind loading with no further increase allowed. 2.Allowable loads are for one anchor. A minimum rafter thickness of 2W must be used when framing anchors are installed on each side of the joist . and on the same side of the plate. o 3. Allowable uplift load for stud to bottom plate installation is 360 lbs (H4): 400 Ibs (H2.5); 310 lbs (H8). 4. H8— install 4 -8d nails into the plate and 5 -8d nails into the stud. 1' / +e r H6 H102 U.S. Patents 4,480,941 and 5,603,580 Canada Patent 1,193,418 HS24 Vie H SEISMIC AND s l m p s o r l HURRICANE TIES C cj 4 Q 1 NEW! The H8 allows rafter to top plate and stud to sill ptat'e installation. NEW! The H9 & HM9 are designed to retrofit roof truss /rafters for both wood and block construction. The H9 /H9M hurricane tie provides high uplift and lateral capacity using Simpson wood and concrete fasteners. NEW! The presloped 5 /12 seat of the H16 provides for a tight fit and reduced deflection. The strap length provides for various truss height up to a maximum of 131/2". The HGA10 attaches to gable trusses and provides good lateral wind resistance. The HS24 attaches the bottom chord of a truss or rafter at pitches from 0:12 to 4:12 to double 2x4 top plates. Double shear nailing allows for higher lateral resistance. The H connector series provides wind and seismic ties for trusses and rafters. H10 and H1OR optional positive angle nailing connects shear blocking to rafter —use 8d common nails. Slot allows field- bending up to 27° at 0.73 of the table uplift load; bend one time only. MATERIAL: See table FINISH: Galvanized; H10 -2, H11Z —Z -MAX. Other models available in stainless steel or Z -MAX; see Corrosion - Resistance, page 6. INSTALLATION: • Use all specified fasteners. See General Notes. • The HGA10 and HGAM10 can be installed into wood or concrete block. Screws are provided. • HS24 requires slant nailing only when bottom chord of truss or rafter has no slope. • H1 can be installed with flanges facing outwards (reverse of drawing number 1). When installed inside a wall, a birdsmouth cut is required. • H2.5, H3, H4, H5 and H6 ties are shipped in equal quantities of separate rights and lefts. • Bend the H7 over the top of the truss. Install a minimum of four 8d nails into the truss, including two into the truss side. • Hurricane Ties do not replace solid blocking. CODES: BOCA, ICBO, SBCCI NER -422, NER -393, NER -432; NER -499; Dade Co, FL 97- 0107.05; City of L.A. RR 24818. 5. When cross - grain bending or cross - grain ension cannot be avoided, 7. Hurricane Ties are shown installed on the outside of the wall for mechanical reinforcement to resist such forces should be considered. clarity. Installation on the inside of the wall is acceptable. For a 6. HS24 allowable loads without slant nailing are 625 Ibs (uplift), Continuous Load Path, connections must be on same side of the wall. 590 Ibs (F1), 640 Ibs (F2), 8.The HGAM10 was tested into masonry using Simpson's Titen screws. 7 I ?" lb 1\ J XIS a ?.SPIN" How TO USE THESE TABLES g� a b648 plc' ∎ 't �fOPIF 53. 33 1. Determine the total Toad and live load on the joist in pounds per lineal foot (plf). Q'oici 4'. 4- p IF 11.61 Pi 2. Locate under JOIST CLEAR SPAN a span that meets or exceeds the required joist span. qq 3. Scan right across the row until you find a cell where both the maximum TOTAL LOAD value and the maximum LIVE L OAD 1 value meet or exceed the required Toads. In cells where LIVE LOAD is not listed, TOTAL LOAD will control. 4. The series and depth of the appropriate TJI® joist is shown at the top of the column in which the cell is located. GENERAL NOTES Tables are based on: • Uniformly loaded joists. • Values shown assume no composite action provided by sheathing. • Most restrictive of simple or multiple span. • TOTAL LOAD limits joist deflection to L/240. • LIVE LOAD is based on joist deflection of L/480. • If live load deflection limit of L1360 is desired, multiply value in LIVE LOAD column by 1.33. The resulting live Toad shall not exceed the TOTAL LOAD shown. use Z s A -8 142 87 57 39 28 20 149 124 107 78 56 41 31 24 19 w R 107 J 47 35 26 20 246 186 149 83 70 53 41 33 26 21 160 99 65 44 32 23 18 264 199 160 133 114 89 64 47 36 28 22 108 75 54 40 30 23 18 264 199 160 133 114 100 89 80 61 47 37 30 25 78 58 44 35 Z7 22 18 264 199 160 133 114 100 89 80 73 67 55 44 36 79 60 47 37 30 25 264 199 160 133 114 100 89 80 73 67 62 57 50 129 90 65 48 37 29 23 18 301 227 182 152 131 114 102 92 74 58 46 37 30 25 21 18 94 70 54 42 33 27 22 18 301 227 182 152 131 114 102 92 83 76 67 54 44 37 31 26 73 57 45 37 30 25 21 18 301 227 182 152 131 114 102 92 83 76 70 65 61 50 42 36 185' 131 95 71 55 43 34 27 22 18 436' 329' 264' 220' 189' 166' 147' 133 110' 86 68 55 45 37 31 26 136' 102 79 62 49 40 33 27 23 19 436' 329' 264' 220' 189' 166' 147' 133' 121' 111' 99' 80 66 55 46 39 105 83 66 54 44 37 31 26 436' 329' 264' 220' 189' 166' 147' 133 121' 111' 102' 95' 89' 74 62 53 Joist reaction (simple span) exceeds 1200 lbs., web stiffeners are required at hanger locations. Web stiffeners may be required for other conditions, see notes below. WEB STIFFENER REQUIREMENTS • Required if the sides of the hanger do not laterally support the TJI® joist top flange or per footnotes on pages 20 and 21. • TJI® /Pro 550 joists only: At hanger locations where joist reactions exceed 1200 lbs. (y l ;says swot) 1333 000 58[ So, k GAserva4 Sesv rce So;( /✓lap 5 -P!' fila J Lsool Cock., '� MADISON COUNTY AREA, IDAHO 1 1 Classification ;Frag- ; Percentage passing Soil name and Depth USDA texture ; ; ;ments ; sieve number -- ;Liquid Plas- map symbol ; ; ; Unified 1 AASHTO ; > 3 ; I 1 1 ; limit ticity In ; 1 ; inches; 4 1 10 ; 40 ; 200 � index 1 , , Pct , , , , 1 Pct ' 1 1 1 1 1 I 27 *: 1 1 , 1 , 1 I 1 ; 1 1 1 1 Mathon ; 0 -5 ;Loamy sand ;SM, ;A -2 ; 0 -5 :90- 100;90- 100 :60 -70 110 -20 ; - -- NP 5 -60 :Sandy loam ISM, SM- SC :A -2, A -4; 0 -5 ;90- 100;90- 100160 -75 130 -45 ; 15 -30 NP -10 Rock outcrop. ; ; 1 1 i i i i 1 i 1 1 1 28*: 1 1 1 1 I 1 ; ; O I 1 1 1 1 1 1 1 1 Mathon i 0 -5 ;Sandy loam ISM, SM- SC :A -2, A-4 0 -5 :90- 100190- 100160 -75 ;30 -45 15 -30 NP -10 5 -60 :Sandy loam ISM, SM- SC1A -2, A -4; 0 -5 :90- 100190- 1001 60 -75 ;30 -45 15 -30 NP -10 1 1 P• 1 Rock outcrop. 1 1 ' 1 1 1 1 1 1 1 1 • 1 1 1 1 1 ; Modkin 1 0 -22 :Sandy loam ;SM, SM- SC1A -2, A -4; 0 -10 100 ; 100 ;60 -75 ;30 -45 15 -30 NP -10 22 ;Unweathered : --- 1 1 1 bedrock. 1 1 1 1 1 1 1 1 1 1 1 29 *: 1 ; ; Modkin 25 -50 90- 100185 - 100155 -70 120 -30 15 -25 ; NP -10 1 1 I I ; A -4: 0 -10 ; 100 ; 100 160 -75 ;30 -45 15 -30 NP -10 Bondranch 30 Panmod 31 *, 32, 33, 34 - - -- Pocatello Variant 35 *: Pocatello Variant- Rock outcrop. 36 *, 37': Rammel Rock outcrop. 38, 39, 40, 41, Rexburg 44, 45, ie 48 *: Ririe Rexburg TABLE 14. -- ENGINEERING PROPERTIES AND CLASSIFICATIONS -- Continued 0- 12:Extremely stony ;SM, SM-SC1A-2 ; sandy loam. 1 1 12- 22:Sandy loam ;Sm, S,- SC1A -2, 22 ;Unweathered bedrock. ; : , I , 0 -6 ;Very stony sandy:SM A -2, A -4 1 loam. 1 1 6- 18:Sandy loam ;SM 1A -2, A -4 18 ;Unweathered , 1 bedrock. 1 1 ' ; 0 -6 ;Silt loam 1CL-ML :A -4 6- 25:Silt loam ;CL -ML, ML :A -4 25 -36 :Cemented 36 -50 :Silt loam ;CL -ML :A - 50 -60 :Cemented : ; I : 0 -7 :Silt loam ;ML, CL- ML;A -4 7 -60 :Silt loam IML, CL- ML1A -4 1 1 1 1 1 0 -7 :Silt loam :ML, CL- ML :A -4 7 -60 :Silt loam :ML, CL- MLIA -4 1 : : 1 • 1 1 1 1 1 1 ; 0 -8 :Very stony loam :CL -ML IA -4 8 -31 :Stony loam ;CL -ML, IA -4 1 ; SM -SC, ; : SM, ML : 31 :Unweathered _ -- ; bedrock. 1 , : 0- 12;Silt loam 12- 601Silt loam 46, 47- 0 -9 ;Silt loam See footnote at end of table. 1 , 1 1 , ; IML, CL- MLIA -4 :ML, CL- ML :A -4 ;ML, CL- MLIA -4 9 - :Silt loam ;ML, CL- ML1A -4 1 0 -9 (Silt loam IML, CL-ML A-4 9 -60 :Silt loam IML, CL-ML A-4 0- 121Si]t loam IML, CL -ML A -4 12- 601Silt loam IML, CL -ML A -4 1 1 1 1 1 1 5 -25 195- 100;95 - 100;55 -70 125 -40 1 1 1 , ; 0 -10 :90- 100;90 - 100160 -70 :30 -40 O 195- 1 00195- 100;95 - 100185 -100 20 -30 5 -10 0 :95- 100195- 100195- 100;85 -100 25 -35 5 -10 0 185 - 95 85 - 95 170 - 90 155 - 80 20 - 30 5 - 10 -_- , 1 1 1 1 O 1 100 1 100 1 100 190 -100 20 -30 NP -10 O : 100 : 100 : 100 190 -100 20 -30 NP -10 1 1 1 1 1 O 1 100 1 100 1 100 190 -100 20 -30 NP -10 0 1 100 ; 100 1 100 ;90 -100 20 - 30 NP - 10 : I ; 1 1 1 , 1 1 1 : : 1 ' 1 ; I 1 , 1 I , ; , 5 -25 180- 100180 - 100;65 -95 150 -75 20 -25 5 -10 10 -20 175 -90 170 -85 160 -80 140 -70 25 -35 5 -10 1 1 1 ; 1 1 1 I : O : 100 0 : 100 ; 100 1 100 0 : 100 1 100 O ; 100 1 100 1 I ; 1 1 ; 1 ; 1 15 -20 NP -5 15 -20 NP -5 5 -10 5 -10 A -to 119 190- 100180 -100 25 -35 5 -10 190- 100;80 -100 25 -35 5 -10 1 190- 100175 -90 20 -30 NP -10 ''''' ;90- 100175 -90 20 -30 NP -10 Y J 1 1 1 0 1 100 1 100 190- 100175 -90 ; 20-30 NP -10 0 : 100 : 100 190- 100175 -90 ; 20 -30 NP -10 1 O 1 100 1 100 190 100;80 - 1001 25 - 35 0 1 100 1 100 190 100180 -100; 25 -35