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BLD2010-01101 Morta Engineering and Testing - BLD Engineering / Geo-tech Reports - 7/7/2011
July 7.2011 Page 1 of 2 Morta Engineering & Testing, PLLC To: Mason County,Department of Community Development 415 N. 6"St./P.O. Box 279 Shelton,WA 98584 (360)427-9670 Attn: Debbera Colter,Building Inspector IV cc: Don and Bonnie Ninneman,Homeowners,(253)566-1712 res. Subject: ENGINEERING UPDATES TO STRUCTURAL DRAWINGS for New Residence Located at 381 NE Haven Lake Dr.,Tahuya,WA (BLD2010-01101) Ref: "Architectural and Structural Analysis and Design for Ninneman Residence", prepared by Morta Engineering ind Testing, PLLC, latest revision: February 28,2011 The following structural updates have been made to the original submittal engineering package. I. (Ref: Sheet 10)The two 45' x 5-1/8"x 12"glulams embedded in the upper floor ceiling have been eliminated and replaced with an updated roof truss designed by the truss engineer at Truss Components of Olympia. Refer to the attached updated roof truss design and stamped by the truss engineer. 2. (Ref: Sheet 3) The 10" thick stem walls have been changed to 8" thick stem walls by this engineer with the provision that 4000 psi concrete will be used in place of 3500 psi. In addition, the concrete slump can be increased from 4 inches to 5" inches as long as a water reducing admixture is added to the concrete mix design. This engineer shall be provided a copy of the 4000 psi mix design at least a week prior to the pour by e-mailing this engineer at Smorta@aol.com aol.com or by fax at (360) 861-8493. Refer to the attached 4000 psi mix design prepared by"Hard Rock Ready Mix"concrete supplier. 3. (Ref: Sheet 8) As a result of Item (1) above, the point loads indicated with red circled x's arc no longer applicable since the upper Floor 45' long glulams have now been replaced by the updated roof trusses and point loads no longer apply in this case. 4. (Ref: Sheets 3, 5, 10, 11, 14 Revision 2-28-2011) Garage door dimensions has changed from 7'x 16' to 8' x 14'. The house side garage wall increases by 2'. 5. (Ref: Sheet 3) Exterior concrete stairs will be replaced by structural beam wood stair stringers and either wood or concrete treads meeting 2009 IRC R311.7.4. As a result,the 4' x 8' concrete stemwall panels on the right hand side of the house, i.e., the NE side, can now be replaced with a standard 2 x 6 stud wall at 16"on-center grade #2 or better. A 4' Type 1 shearwall is required on the lower floor directly below shearwall #19 shown 1018 E.Wishkah St.,Aberdeen,`Washington 98520 (360)289-0958 Sus,(360)861-8493 Fare,(800)_590-0958 Toll Frrr Smorta@aol.rom July 7,2011 Page 2 of 2 Mortn Engineering & Testing, PLLC on Sheet 10. In addition this will result in a slab-on-grade monolithic footing/slab very similar to the SOG for the garage. The steel reinforcement shall consist of#4 grade 60 rebar 18" on-center both ways in the 4"concrete slab with fibermesh and integrally tied into the 30" wide x 24" deep perimeter monolithic slab/footing. Four#4 rebar grade 60 shall be placed at the bottom of footing with 3" clearance from the ground equally spaced for additional reinforcement. 6. (Ref: Sheet 9) Shearwall #7 Type 3 extends another 4' toward the concrete block wall for a total length of 14 feet. 7. (Ref: Sheet 11) The beam-to-column Simpson Strong-tie connectors #1 and #2 are not required since the two 6-3/4" x 12" x 41'-10" GLM's are directly supported by the bearing walls directly below as shown on Sheet 9. 8. (Ref: Sheet 11) Storage space below the sundeck will have a SOG monolithic footing/slab pour similar to the garage SOG construction to increase structural integrity of the foundation since this end of the structure is adjacent to relatively steep slopes. Refer to monolithic slab/footing dimensions and reinforcement specifications in Note 5 above. 9. (Ref Sheet 11) Hip-roof over garage will be changed to a gabled roof as indicated on Sheet 2, uphill side elevation. 10. (Ref: Sheet 3) Also refer to Note 5 above. The entire stair system will be moved toward the garage side of the house by two feet resulting in 2' of additional clearance for the egress window in the lower floor bedroom. 11. Basement Walls: Waterproofing mastic shall be required on all basement walls including the block wall on uphill side, the 8" thick concrete stemwall on the left hand side (SW side) as well as behind the 10" thick concrete retaining wall on the downhill side to prevent moisture from entering into the storage space below. Positive drainage shall be required around the perimeter of the structure to ensure that any seepage or groundwater gets directed away from the basement walls and footings. Any comments or questions can be addressed by calling this engineer at(360)289-0958 or by e- mail at Smorta@aol.com. Sincerely, Steven P. Morla, P.E. 1018 E.Wishkah St.,Aberdeen,Washington 98520 (360)289-0958 Bus,(360)861-8493 Fax,(800)590-0958 Toll F r•ce Smorta@.nol.OM TYRRELL ENGINEERING Tyrrell Engineering 2121 Meridian East Suite 1 B Re: 13110790 Edgewood, WA 98371 Solar Green Contracting The truss drawing(s)referenced below have been prepared by Tyrrell Engineering.under my direct supervision based on the parameters provided by Truss Components of WA. Pages or sheets covered by this seal: 14813975 thru 14813975 My license renewal date for the state of Washington is June 16,2013. j July 6,201 1 Dan Tyrrell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSl/TP1-1995 Sec.2. PDF created with pdfFactory trial version www.adffactorv.corn Yaws Tn+a T - yps Cas4ltserp 14413975- 15 110TG0 A4c Tara IJ 1 ( } Taw Gorr'VerrMb d NrA,TenawM,ifW/0a12,Garet T 250 a Nor 19 2010 MTek 1n*.hi s.Inc Wad Jul Oa 1J 420a 2gf t Pig--a 1--� ID:u"WWCSBKXBACtmPoQKLW?4 i8yODR•7vJXAa5D"MYET111My.e47xboEMNRc_mdi 1 iris I t4E4. 1L 1 1 2dtPa0 pawa__ seas OX�w1Q4__&1►4 s1Ua MItJ 2-7•n -'1.7a }` 1t4LT-J 11 x)•s 411. sew-Isa.O as = 4r e . - - Do 7 4r _ 2r II la /9 21M It 4 +hd II 1.1x4 II ad 21 22 air am r' 4r • J 10 US 2 „ d 20 ``' 23 t 12 - 'd 5xa= 1y 16 15 14 1J Sr = 6r 7r_ 7910 MT20H= 7xa= sit � 12 iSf04 0-�•it 1.114 PNIe Olbata MY). 11:0 4 o.a1 9t,(4:0 4-0.aa12)•ts:a34),a1.12t,18 od o,a2-13).I7:ab 12,a40J.t8.0 3 O,at-12j.(945 i 5.ao 8J.I12 0 4-0.at 9).I1443 8.41/z).I16 03 8 LOADINGL099 SPACING 2-00 CS] DEFL In (boa) tidiest Lid PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0,99 VOULL) •0.5014-16 3-763 2410 MT20 l85/148 011iodSliatir-25M Lumber Increase 1.15 BC 0,99 VtxM) •0.74 14-16 >518 180 MT2014 165/146 TOM 7.0 Rep Stress Inn YES WB 0,86 Horz(TL) 0.06 13 Na We BCLL 00 Cade I13C2009RPI2007 (Malrix) Attic •0.28 1418 812 360 Weight 276 Its FT=096 LUMBER BRACING TOP CHORD 2 X 4 HF No 2'Except' TOP CHORD Structural wood sheathing directly applied.except 6.7.2 X 6 DF 1800E I&E.3-6.7-10 2 X 8 DF 195OF 1 7E 2-0-0 oc puffins(10-0-0 max.):Cr7. IBOTCHORD 2 X 10 DF No.2 BOT CHORD Rigid ceiling directly applied or 2-2.0 oc bracing. I WEBS 2 X 4 HF Stud/Std'Except' WEBS 1 Row atmldpt 2-17.11-13 5 8 2 X 4 DF 2400E 2 0E 2 Rota at 113 pis 5-8 MiTek recommends that Stabiluers and required cross brad"be Inafalad during truss erection,in arordance wilh Stabilizer nslallaWn guide. �. REACTIONS (ibiwe) 17=2375/0-5-8 (min.0-33),13a237570 5-8 (min 0 3-3) Max Hor2 17-206(LC 5) Max G(ev 17■29MLC 18),13=2%0(LC 18) FORCES (lb)-Max CornpJMax Ten.•AN forces 250(1b)or less except when shown. TOP CHORD i-20=-404/11,2.3e-3579/0,3-21--3437/0,4.21e-327310.4.5=-2672/0,5.6-•2381675. 6-7-f1116.7-8--375/480,8-9=-267M.9.22a3270M.10.22=3440*.10-11--358211. 12.23Y•397/13 BOTCHORD 1.17-=51,16-17s0/2760.1S-16.0/2718,14.15*012718,13-14-0/2763 WEBS 2-16=73/278,4.16-VIO39,5-18=-389M.18.19--3614A),8.19=-3675V.9.14 011047. 11.14=-74/275,2.17-355M).11-13n 7a8510,0-lSzO/430,7.19-0I390,7-18-471/126 NOTES 1)W rid:ASCE 7-05.85mph;TCOLe3-5psf;BCDU5.Opsf;he15a;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable ero zone.Cantilever left end right exposed,end venhdsl left and right exposed;Lumber DOL•1.60 plate grip DOL-1.33 2)TCLL ASCE 7.05;Pfa25.0 psi(flat roof snow):Category If:Exp B:Fully Exp.;Cf.1.1.Lue50.0.0 3)Unbalanced snow bads have been considered for this design. 4)Provide adequate drainage to prevent water polling. 5)AN plates are MT20 plates unless otherwise Indicated. 6)This truss has been designed for a 10 0 pit bottom chord live bad nonconcumont with any other live loads. 7)1 This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-110 wido will fit between the bottom chord and any other members. 8)Ceiling dead load(10.0 pip on member(s).4.5.8.9,5 18,16 19,8 19; Wall dead load(10.0psp on members)4-16.9-14 9)Bottom chord live bad(40.0 psf)and additional bottom chord dead load(1.0 pap applied only to room.14-16 10)This truss Is designed in accordance with the 2009 International Building Code eoction 2308.1 and reforenced standard ANSVTPI 1. 272M It)Design assumos 4x2(flat orientation)purtins at oc spacing Indicated,fastened to truss TC w/2.10d nails. 12)Attic room Wecked for U360 deneUan. G �dNAL E� LOADCASE(S) Standard July 6.2011 Q WAAM M-Rryr fLeyn peNeretesi n rid READ MOTEa ON meal AND IXCI VDXD ArffXX A"XRXXCE PAGA Xr1.7x T3 9E/ORE IHrle Design wO W f«1A•Bret vAh Mli Cwrel«t.ft Oftion Is besW wWy rnaon p«OrrIVOrt lhdM,«td it 10 On kKfA*d Ouildh 9 eaeromixinr. Applcabaly of design p«onleMus«1d ptoper inc«parotlon or convonsni tl 1es0on+3�Yty t4 b0d V dodo lie,-not trust daJO^a.MoCkV noon TVnafiEngliteering As to blefot kVQW of 1ndM&,Xt Web OW01bok orvt.AdAlbnai lwmnanry broCYp to:+fu n I c ;Yd,*v contxrt7bn is me fvWorsbily of the 7121 Meddeln F.1sst drtelisf.Addtbrx>'t9•nflarlanl wocr+p a R1•ov«d drlxfv h ev feM1pwntOpry of mo b,,;,rr,o,,,•,0n,,.y«patarfy Plrsonc•fegQdvq suite I a tablooaon aro k conaot lt«oge.WNert,VocMon oral bfocft C~ AN11Ji►I1 guCRh Cdfsdo.035-P ell Mal IsMidnaCenpemA Edgew ood,WA 98371 awly I*a11dIW1 brObbb horn fnn%n01•institute,U3 O'Onoya O11w•.Modnon Wl 13119, PDF created with pdfFactory trial version www,i)dffactory.com 67-0400 26-00.00 41.04 DO e- N N N N N N N N N N 0 0 0 0 0 0 0 0 0 0 0 CO m m m m m m CO m m m u o, M Nw RI 046, A series 1 f T trusses are z R1047 f clear span kk k q f exceptE"4 1 i �� stair area I RI O". .1 � `t R1049 R1050 R10 53 /TOE N R1054 G a a s 4. ILN i `I li O Q O D O O O O O t7 C Q O O O - s ' I m a, ! m m m m m m m m Ri 070 O °� C4 f R1052 R1069 R1068 R1067 R1066 i p ado M N 0 ae r. to 911Q66 in in to co tsi to et � et i' � eT � � ff fS t1 C 'cf 's as a i c a a c s a s a 264 040O ;, 41-04-M 67-04-00 PDF created with pdfFactory trial version www.pdffactory.com Symbols Numbering System 1 General Safety Notes . PLATE LOCATION AND ORIENTATION Center plate on joint unless x.y Failure to Follow Could Cause Property offsets ere indicated. 6-4-8 dimensons sha«r n tt�n sixteenths 1 Damage or Personal Injury Dimensions ore in ft-ir sixteenths. (Drawings not to state) Apply plates to both sides of truss i- Addtior cl stability bracing for miss system.e.g. and fully embed teeth. ciiagonol U x-bracing.is always required. See BCS11. 2. Trans bracing must be designed by on engineer.For 1 2 3 roar,tens spacing,ncnidual Iaterni traces themselves TOP CHORDS may recuiro broclna,or alternative 1.L a Eliminator A, tracing shoAd be considered. c r-: _=S 3. Nosier e.scaed the design loadng shown and never O -a stack moterals on inadequalely braced trusses. O v L' , 4. Prordc copies of this truss design to the budding For 4 x 2 orientation,locate U = designer,erection supervisor.property owner and plates d-t',"from outside o_ _ O of other interested parties.. edge of truss. p S. Cut mernbers to bear tightly against etch other. BOTTOM;CHCRDS 6, Place plates on each face of truss at each This symbol indicates the 7 joint and errbed fully.Knots and wane at,cint required direet:cn of slots:n $ 5 Iocatirns ore tegufatec by ANSUTPI I connector plates. 7. Design assumes trusses will be sssfably protected hom •Plate location details available In MR the onworment in accord with ANSU'PI Iek 20/20 � E software or upon request. '' B. Unless otherwise noted.monfure content of lumbor Q JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE shag not exceed Ills at time of Icbrication. U AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO PLATE SIZE THE LEFT. 9. Unless oApresdv noted.this design is not applicable for use with fire retutdcnI.preservative heofei.or cyeen lumber. Q The first dimension is the plate CHORDS AND WEBS ARE IDENTIFIED BY END JOINT V 10.Camber is a non-structural consideration and is the NUMBERS/LETTERS. t0 4 x /� width measured perpendicular responub>ity of true fabricator,General practice K to � `t to slots.Second dimension is camber for dead kud deflection, the length parallel to slots. 11.Plate type.sao.orentation and location dimensions LATERAL BRACING LOCATION PRODUCT CODE APPROVALS indicated are minimum plating requirements [CC-ES Reports: 12.Lurnter used shcl to of the species and size.ord in all respects.equal to or better than that Indicated by symbol shown and/or ESR-1311.ESR-1352.ER-5243.9604B. speahed. O I by text in the bracing section of the 9730.95,43,96-31.9667A 13 T : op chards must be sheathed or purins provided at output. Use T.I or Eliminator txocing NER-487.NER-561 spacing indicated on design, if indicated. 95110.84-32.96-67.ER-3907,9432A > IA Bottom chords require lateral tracing of 13 fl-spacing, BEARING or less.if no ceiing isinstalled.unless otherwise rated. @ 15.Connections not shown are the respom bitty of others. Indicates location where bearings 16.Do not cut or alter truss member (supports)occur. Icons vary but a plate without prior Q reaction section indicates joint _. 0 2006 Milef t All Rights Reserved pprovcl of an onpnecr V number where bearings occur. 17.instal and load verticaly unless indicated otherwiso 18.Use of g•een or treated kimber may pose unacceptable --- enwonmenfal health rr performance risks.Conuill with Q Industry Standards: Tyrrell Engineering project engrnrer before use. ANSI/TPI1: Noticral Design Specification for Metal t9.Review of portions of this design Ifront.back.%Twcis Plate Connected wood TrussCcnstruct:on. 2121 Meridian East, Suite I and pictures)before use.Reviewing pichxesabrc DSB-89: Design Standard for Bracing. Edgewood, WA 98371 is notsuffrciont. Q) SCSI): Budding Component Solely Information, 20.Design assumes manufacture in accadoreo vvslh M Guide to Good Practice for Handling. ANSIJTPI I Quality Criteria Installing&Bracing of Metal Plate v Connected Wood Trusses. 0 -77 Hard Rock Ready Mix CONCRETE MIX DESIGN # C40A 4000 PSI W/A POUNDS ABS. MATERIAL Sj S.D.) VOLUME CEMENT TYPE 1/11 564 2.87 FLY ASH 0 0.00 BUILDING SAND 1526 9.23 3/4" x #4 GRAVEL 1281 7.66 3/8" x #4 GRAVEL 384 2.30 WATER 235 3.77 ENTRAINED AIR 5.0 1.35 TOTALS 3990 27.17 oz/cwt ozlyd AIR ENTRAINMENT (Meets ASTM C-260) 1 ozlcwt 5.60 WATER REDUCER (Meets ASTM C-494) 4 ozlcwt 23 SUPERPLASTICIZER (Meets ASTM C-494) 0 oz./ yd. 0 W / C RATIO 0.42 SLUMP 5" AGGREGATE SOURCE SP. GR. BUILDING SAND Peninsula 2.60 3/4 GRAVEL Peninsula 2.72 3/8 GRAVEL Peninsula 2.71 18-8 Combined Aggregate r Nov.21,2011 Page 1 of 1 Morta Engineering & Testing, PLLC To: Mason County Building Department 426 West Cedar St./ P.O. Box 186 Shelton WA 98594 (360)427-9670 x 510,(360)427-7798 fax Attn: Debbera Coker,Building Inspector IV/Code Enforcement, DCLCc�Oco.mason.wa.us cc: Don and Bonnie Ninneman,Homeowners,(253)566-1712 res., paulleeninn(a comcast.net Subject: ENGINEERING INSPECTION ON INSULATION AND EGRESS WINDOW CLARIFICATION for New Residence Located at 381 NE Haven Lake Dr., Tabuya,WA (BLD2010-01101) Ref: 1) "Architectural and Structural Analysis and Design for Ninneman Residence", prepared by Morta Engineering and Testing, PLLC, latest revision: February 28,2011 2) E-mail from Debbera Coker on I 1-15-2011 re: "BLD0201 0-01101 Question" The general contractor has instaMl 2" rigid insulation on the perimeter of the lower living area that provides a thermal barrier between the exterior environment and the living area per the requirements of the Washington State Energy Code. Reference is made to the attached photographs (Figures I through 6). Figure 3 shows that 2" rigid insulation has been placed on the inside of the concrete retaining wall due to the storage space located at the lower level on the lake side of the residence. The rebar secures the insulation in place during the slab pour. Figures 4 through 6 shows 2" rigid insulation placed on the outside perimeter of the slab which provides a thermal barrier for the interior living space. The 24" x 60" egress window drawing (i.e., Sheet 3) has been attached to this engineering report and the bottom of the window, i.e.,the sill height is 18"above the floor slab. Since this is less than 44" above the finished ground the egress window open area can be reduced to 5 sq.fl. The proposed egress window satisfies the minimum 20" clearance width and 41" minimum clearance height as well as the minimum egress window area of 5 sq.R. as required in the attached egress window specifications. Any comments or questions can be addressed by calling this engineer at(800)590-0958 or by e- mail at SmortaUaol.com. Sincerel , ESN PO CID �oF w�sy��c l9 Steven P. Morta, P.E. o� T 1018 E. Wishkah St.,Aberdeen,Washington 98520 30758 (360)289-0958 Bus.(360)861-8493 Fax.(800)590-0958 Tull Free �'°F�FCIMIL— Smorta(alaol.com ssfONAt.E�G i i i 1 4 I �M�• � r' ! Noettl7rZ7-if-0 1WS-vC- 4 -7r'tOk,) t "000 4..-- z SO �7 f" .{`■ ,�d 4� f`� i� 1S '� � Ilk c s' ut ^ rk '� �•Jam/ , � f . . _. . . 'Y � r EGRESS WINDOW All sleeping rooms and basements with habitable space shall have at least one openable emergency escape or rescue opening. Emergency escape and rescue windows shall be operational from the inside of the room without use of keys or tools. Minimum openable area: 5.7 square feet' Minimum width net clearance: 20" Minimum height net clearance: 24" Maximum 44" off finished floor. ' A net clear opening of 5 square feet is allowed when window is located such that the sill height of the opening is not more than 44" above or below the finished ground level adjacent to the opening. Below are recommendations received from manufacturers. Be sure to check with your window manufacturer to make sure windows in rooms that require emergency escape or rescue openings will comply to current code requirements. Window Type Milgard Jeld Wen Certainteed Insulate 48" x 42" 48" x 48" 48" x 48" 48" x 44" Horizontal Slider or or or or 60" x 36" 60" x 36" 60"x 36" 60" x 36" 36" x 60" 36" x 60" 36" x 60" _ 36" x 60" or or or or Single Hung 30. x 72" 30" x 72" 30" x 72" 30" x 72" Vent bar placed to provide required egress dimensions i 30"x 48" 28"x 48" 30"x 42" 30" x 48" or or or or Casement 36"x 42" 36" x 36'* 36" x 48" 36" x 42" Egress hinges may be required 20 IN. �._CLEAR 341/ IN. CLEAR / rt I♦ / 41 IN. � � CLEAROPEN \ AAREAABLE 5,7 SO.FT �� 24 IN. \\// OPENABLE \ CLEAR I /\ AREA-5.7 SO.FT. See footnote' \\ I / \\ , above. I j // \\ See footnote above. MINIMUM SIZE 1 MINIMUM SIZE WINDOW FOR 20 IN WINDOW FOR 24 IN. CLEAR WIDTH 44 IN. CLEAR HEIGHT FLOOR N C m A W D O O @ TO I m a x O m0 ii _ _ c_n x � x A —1 mpC7II i A \ O m xl cs g Z� m� }' a D of r! y �O Z 6'x-8'PT POET a - +� . i � X 7�xCLb x1Z 4) 9-4" Cn N (I - ---- — x x gg QJ x M Z - W Or ci C) / �Ow 0� , 00 Aa U i i �• ! \ � �� i / Sri..", z � o ! ' 1r m m o r`rl m >r rn �`n. �'� w• ST � i �mn y q O pw r C� W rn 1 7 T1 �mm 0 P Cnn J o Co ncnm RIGHT HAND SIDE ELEVATION Prepared by: MET(Mona Engineering and Testing,PLLC) for Property Located at 381 NE Haven Lake Dr. 1018 E.Wishkah St.,Aberdeen,WA 98520 TahUya,VITA (Parcel#2233 0500 0115) (800)590-0958,(360)861-8493 fax,Smorta@aol,com Scale 1/8"=1 foot ■ ■ ri Prepared for. Donald and Bonnie Ninneman(253)566-1712 August 8,2010 Rev:July 20,2011 0' 2' 4' 6' 8' 12' 16' 5022-91 st Ave W.,University Place,WA 98467-1731 Rev: January 24,2011 i Site Visit on Mon.7-19-2010 Sheet 3 Keith Ch noweth of Level Best: 360-701-6643 cell Rev:February 28,2011 M.E.T. �11DATE � z0 1 JOB NO11�01 . MORTA ENGINEERING & TESTING PROJECT 1018 E.Wishkah St. "G Aberdeen,WA 98520 �ocATl°" ��� smorta@aol.com Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER TO a 141, Kj�yr.,nam WEATHER TEMP. oat A!A oat PM 140-vev, K D/" PRESENT AT SITE ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: ale lh' /� ( Ah- G'r 8� c _ cy -T •f 7— e L Aclf �S'eorr�rze COPIES TO - FIELD SIGNED �sys n� Cz iArTptc�.�hl M.E.T. FDATI B NO JC z hMORTA ENGINEERING & TESTING 1018 E.Wishkah St.Aberdeen,WA 98520 smorta@aol.com ��� C Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER TO � Alt WEATHER TEMP. °at AM Cu E uF PM PRESENT AT SITE /'� LA �u,.-[�il� ARRIVAL TIME: 05-4 DEPARTURE TIME: THE FOLLOWING WAS NOTED: �--. & -Iz r- cJc26e ` 44' r2 &/' c IcGirr rc� v --- i�'7�,s'l G` rr e I Cc► !� ctnC/'�7� Ceo�tr rN-- /$-Il('K C'ze —T b ZDY cif - Co �vo @ f c� � rz=<L -_---_ FIELD P T d-id Col r j2rc 4o urc <_.,CGG2 6(, SIGNED (' .3 6aufe) C�ec� Jog ea►- C9 �c P C/ MET DATE?�Z- � -2 b�/ JOB N0. MORTA ENGINEERING & TESTING PROJECT 4XA- 1018 E. Wishkah St. Aberdeen,WA 98520 LOCATION smorta@aol.com -? (l Lk 7-4 u Business:(360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER /—e e� p TO �Q14 4- d�n� `�rea w WEATHER TEMP. oat AM "� --G °nt PM l E 1j a vif-41 fC ��` PRESENT AT SITE ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: ? / —T d // �/ Ci f�eH Z /a t�F S Z ��'< In G� Gcl yr✓! l,r i' �- ��- �f C� aril/ �r`rlcif� r - o evr �P�m�r�-f h s4 H-r art 4f n r-r tv ✓h o /.� a6 p o r�r �r c . -- _ —�y=3-6•r���-gyp-�/ " t a Pvc eke cl a// r,G�rr G ✓l r u r '#-U �t�r-c�riI?1� C.O�o� v ' COPIES TO ------ FIELD WORT --- SIGNED . CZ /A�Q�c'�"iNI M■^■�� DATE JOB NO. C 2( ll-Z% /( 2)A,.urn MORTA ENGINEERING & TESTING PROJECT �6�,) 1018 E.Wishkah St. �' 3 Qu `e Aberdeen,WA 98520 LOCATION smorta@aol.com ��� G vi CU Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER TO L�YI Ai"whe Al a L^ WEATFIER TEMP. °a1 AM 30 � ��uem Lk l�r PRESENT I, v� PM ENT AT SITE 7' aGcrA cur ARRIVAL TIME:_ OSAM DEPARTURE TIME: THE FOLLOWING WAS NOTED: ce Yteg r Z 3/ZOrI C� --fir cyrt_�-�r� — •��.,4 Y -- 3 /Z. N 7Li�rG ke r6e4 r�� 42L o-F >/ iC -- !-ram.=KL�I'1!—G!��"t�C•'�r .— '—O G'-'14- c, / 1jr, t U.FLI r�s� •r ' r rc v r, T-- ells Cop y Cco2rv��c rj?l.�C.l��. era.+. d�cC��• cy-f �r-e-f f.�r � 8 nr�ul~ co i�o @ /6 7 c� x 17, 6� �— FIELD P T a-d 6ol -r QK -fb wrcSIGNED (136,a c< e) erect do ea c?c J MET DATE Z JOB NO MORTA ENGINEERING & TESTING PROJECT 1018 E. Wishkah St. r` Aberdeen,WA 98520 LOCATION smorta@aol.com r e LAZL4u Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER 1 G e e P 7L ,�✓liJr�r TO `/6m L` a{�J`I�(I , llwfe� WEATHER TEMP. °al AM Oat PM yc?. C`"� /fC ��"` PRESENT AT SITE Za ' Cf//� ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: J32 ucl'v/�- ( Dea,6& r ,/l&C 7 -7-20 �T // r C., 3�' �c Ty '` P6 S.-t- D.t SLie�T 1�2 2-2Y z S 72-1 0 14,f Z 11 b h(611,n cl � 1 yY+'1 e' r9rrl ell r 7 - 41e rag) e e ` ��T�t EYYt 4edn:Lt�N'f ��"��.Z -�1- -i --1`�4 _j�P /'�L�CG� J�D di,D n o li`44 t a AL'c L-/ - �•? C p 61r v ,S r,;e r COPIES TO - - -- - FIELD P�T — SIGNED -� L MET RATE - Z 0 11 JOB NO, MORTA ENGINEERING & TESTING PROJECT 1018 E. Wishkah St. -G Aberdeen,WA 98520 LOCATION �i9/ smorta@aol.com I L Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER TO �t {�l7rinam WEATHER TEMP. Oat AM ' °at PM Ocp/ /41T,Ve,1 1,K D r PRESENT AT SITE l ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: rr � r /2't Ch' I- l lh- _ G l S S- 17 L,re 7 'tom- C _ 'T �f - Zp- l/ r Corr fYrtc r -{�ir� E r— - u Gov �iS l C r 14 COPIES TO FIELD SIGNED 5L M.E.T. FLOCAM4 �MORTA ENGINEERING & TESTING 1018 E. Wishkah St. Aberdeen,WA 98520smorta@aol.com Business:(360)289-0958 Toll Free: 1-800-590-0958 COWRACTOR 14u y , OWNER To __l./C2N_ t lg o nJhl!E ! Y I n/I�7F<stAn� V1EATMR TEMP. ° l AM PRESENT AT SITE oa! PM y( 7 r//O 9 S /6 4v Gs/Z a y� ARRIVAL TIME: DEPARTURE TIME: 5•,e--.�-} THE FOLLOWING WAS NOTED: �h/tiYc Fia/,�ING��-��l/S �/✓S�ECTI DN ' AlLrN(, /�E/1 NG /..���2`s c�/�/dj�61/ 1 — DK•C1 72 CbYFiL ��r,�Tl,� 7y vErc T/ot! 7-69 -E E PL Ac 6 o r.2 E 7?411-Y11a6 G! ,4 .2GQA2_ l�l s vR� Tflgr' _F_7AC.<�1 j �u4` ✓�,02 cy E3EA)�'G�lT� Tfz�c !1'I0"0" 7�/e� l-e- 8E C-0At 094-;7:� -TE L 51 C o v�R r4 �(ii r� GpiyC/LL2'�, d�A y Ta SLQc� G�iE-sz' lG�4cc, m F -sTo246'2c- ga A Y 7-1.4E N?//)-00iA2-T a�` GGACC FDP- EX7-1QA S-7-4 oSh16T71, ON Etv611L�'.c,5Q1 16 9 A/I Y - - IY/ 6�0 To R.= /Vl a DIFi Ems. �f,�l,���6 INE,CR -,-a s,6g4,< 4e,4Z-4 'AS- B -- SG��ido�2 r -T 5--7 //D.1 Fib a e i4Ef4: v!-r z- GoGlcovEd jo Uu M !yp Seas G!/�G� ���ryjllf/Gty (aF P147174�t2Lyi2 PIWo-e&J TD � 1 G - ! COPIES TO _ _-- FIELD ---. — SIGNED I NO M.E.T. DATE �� a Porgy MORTA ENGINEERING & TESTING P"°LA`T 1018 E.Wishkah St. Aberdeen,WA 98520 IDCATION smorta@aol.com Business: (360)289-0958 Toll Free; 1-800-590-0958 OONTRACTOR OWNER TO DU _4__ L3 D n1 n p, / IMIX,,1�,j A/ WEATHER TEMP. oat AM oat PM PRESENT AT SITE ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: -7—D -L�1D6c7`/D/Uf�f--10A17 l L��6S7- .�'/ Dh. v�- S u,I OAK ------------ S 7 2 o C 1 2 Qp c v GC/�ul�iv J L� COPIES TO FIELD Y 0 R -- SIGNED M E FPRaXCT �0, �D�-2 D�' J05 NO. . . . MORTA ENGINEERING & TESTING 1018 E.Wishkah St. k) ES��c/✓C� Aberdeen, WA 98520 LOCATION smorta@aol.com Jzp � rr. Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER TO WEATHER TEMP. 01 AM 081 PM PRESENT AT SITE ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: �,occ76AJ /v z K41 Y i b ��0 2�is Q�/ F�c ,r s r ZVo c�pyr.5 d�2 7��� �'Lom2 EN(r��vEE��/l rGooee �o�.r�s FQUIVAL 7-% 7' Z/O •SCE ZIT O.G. fwl , D4 Y no -.fz-ea .SD a/-rw IQ E" ,4,/-A /lJ� �A4L, LEFT ! ND .rio O sSllJF_/L/C� �V N EnJ f-A C r iU(a /.[Alt __.----- v �©ce— /S 61,1611y6=Fe R E Vi5 MIED D/6174Z G'04 o/Z Phgo rQ r or- Qo;rH lVO/VOG! SG qg AA2d _ RGTA/MIAVe, VV4LL- 2E6,42 4,oV4 c�'OQI�1GyQ<Qlc l�1h/(1 _ p "J2 J" Es/FN O TEk L!-z 6 p E P:�4 Y -`O jl-y.2 COPIES TO SIGNED —_ FLOOR SPAIII T BLES AND MATERIAL WEIGHTS IV2-L/480 Live Load Deflection 1 Material Weights De D Ih ilto 40 PSF Live load/10 PSF Dead Load 4D PSF live load/20 PSF Dead Load I (Include TJIw weights in dead load 12`o.c. 16'o.c. 19,1`o.c.1 24-o.c. 12'o.c. 16'o.c. 19.2'o.c. 24'o.c. calculations—see Design Properties table 110 16'-1 l' 15'•6' 14%7' IT-7- 16"-I I- 15'-6' 14'-3 12'-9- on page 3 for joist weights) 9if' 210 17'-9' 16'-3' 15'•4` 14'-3' 17'-9' 16-3' 15%4' 14'-0' j 230 1 18'-3' 16'-8' 151•9' 14%8' 18'-3' 16'-8` 151•9' 14%8' Floor Panels 110 20'-2' 18%5' 17'.4- 15'-9-iu 20'-2' 1T-8' 16'-1'u, 14•_q�u __ -.----_- 210 211•1' 19'•3' 18'-2' 16%11' 21'-1' 19'-3' 11'-8' 15-9"11 Southern Pine 111/r" 230 21'-8' 19'-10' 181•8' 17'-5' 21'-8' 191.10, 18'-7' 16'-7'11) I 14'plywood.......................1.7 psf 360 22'-11' 20'-11' 19'-8' l8'-4' 22'-Il' 20'-11' 19'-8' 17'-10101 s/a'plywood.......................2.0 psf 560 26'-1' 23'-8' 22'-4' 20'-9' 26'•1' 23'4' 22'•4' 20'-9Nu 110 22'-10' 20'-I l' 19'-2' 11'-2"u 22'-2' 19'-2' IT-6"u 15'-0111' plywood•••••••••••••••••••••••2.5 psf 210 23'-11' 21'-10' 20'-8' 181-10'11, 23'-ll' 21'-1' 19'-2-110 16'-7"11 ILA'plywood...................... . psi 14' 231 24'-B' 22'-G' 21'•2' 19'-9"11 24'-8' 22'-2' 20'-3'll} 1T-G'lll 14.OSB..........................1.8pst 3 26'-0' 23'-8' 22'•4` 10'-9.111 26'-0' 23'-8' 22'-4'lu 11'-10'cu sA•OSB••.•.•••.••••.•.••.••.•...2.2 psf 5600 29'-6' 26'-10' 25'-4' 23'-6' 29%6' X-10' 25'-4'+u 20'-1IND 210 26'6' 24'-3' 22'-6*11) 19'-ll'lu 26'-0' 22'.6'111 10'-7'lu 16-4111 A'OSB..........................2.7 psf I6' 230 27'-3- 24'-10' 23'-6' 21'-l-01 27'-3" 13'-9' 21'-8111, IT-6'01 'A"OSB..........................3.1 psf 360 28'•9' 26'-3' 24'-8'113 21'-5'11) 18'-9' 26'-3'n) 22•4•11) IT-10'111 11/1'OSB.........................4.1 psf 560 32'-8' 29'-8' 28'-0' 25'-2*01 1 32'-8' 19%r 26'-3*11, 70%11'ru grsed on.Southern pine-40pcl for prlwW, L/360 Live Load Deflection winirimm criteria tier code? 44pct for OSB 40 PSF Live Load/10 PSF Dead load 40 PSF live load/20 PSF Dead Load Roofing Depth Tllm 12"o.c. 16'o.c. 19.2'o.c. 24'o.c. 12'o.c. 16'o.c. 19.2'o.c. 14"o.c. Asphalt shingles................. 2.5 psf 110 18'-9' 17'-1' 151•8' 14%0' 18'-11 151•8' 14'-3' 12'-9' I wood shingles.....................2.0 psf 9w 210 19'•B` 18'-0' IT-O' 15'-4' 19'-8' IT-2' 15'-8' 14'-0' Clay the....................9.0 to 14.0 psf 230 20'-3' 18'-6' 17'•5' 16'-2' 20'-3' 18'-1' 161•6' 14'-9' I Slate VA'thick)...................15.0 psf 110 22'-3' 191•4- 17'-8' 15'-9-m 20'-5' IT-V 16'-1''u 14'4NI Roll or Batt Insulation(1'thick): 210 23'-4' 21'-2' 19%4' 11'•3-111 21'-4' 19'-4' 17'-8' 15'-9"Il I I1/g' 230 24'-0' 21'-11' 20'-5' 18%3' 13'-7- 70'-5' 18'•7' 16'-1'411 I Rock wool.........................0.2 psf 360 25'-4' 23'.2' 21'-10' 20'-4'111 25'-4' 13'-Y 21%1O'01 17'-10"u I Glass wool........................0.1 psf 560 78'-10' 26'-3' 74'-9' 23'-0' 28%ir 16'-3' 14'-9' 70'-11'lu 110 24'-4' 2P-0' 19'-2' M44;L_ 22'-2' 19'-2' 17'-6111 15-0"u Floor Finishes 210 26'-G' 23'-1' 21'-1' 18'-10'u, 74%4' 21'•1' 19'-2'(1) 16'•1"u Hardwood(ttominal I') ..............4.0pst 14' 230 27'-3' 24'-4' 22'-2' 19'-10"', 25'-8" 22'-2' 20'-3'(1) 17'6"11 ! Sheet vinyl......................_0.5 ps1 3 00 28'-9' 26'-3' 24'-9'lu 21'-571 1'8'-9' 26'-rll 22'-4tiu 17'-10',u Carpet and pad....................1.0 psf 560 32'-8' 29'•9' 28'-0' 251-2'+u 31'-8' 29'4' 264'0r 20'-11'11) 210 28'-6' 24'-8' 22'-6'{u 19'-1 lyu 26'-0' 22'-6'iu 20'-7911 16'-7"•u ( Y�'ceramic or quarry rile............10.0 psf 16. 230 30'•1' 26'•0' 23'-9' 21'-1'11) 27'•5" 23'-9' 21,41111 IT-6-11) I Concrete; 360 31'-10' 29'-0' 26'-10'l1) 21'-5'0u 31'-18" 18'48'ro 22'4-in 17'-10101 Regular(1')............*..........12.0 psi 560 36'-1' 32'-II' 31'-0t° 25%2"1 1 36'-1' 3l'•8'f11 26'-3"11 20'41"u Lightweight(1')..............8.0 to 10.0 pst 11)web stiffeners are required at intermediate supports of continuous-span joists when the intermediate bearing length is/essthan Gypsum conuete Y.' .6.5 psi 5Sf'and the span on either side of the intermediate bearing is greater than the following spans_ IP ( )' '' '' ''' 711* 40 PSF Live Load/10 PSF Dead load 40 PSF live load 120 PSF Dead Load CBIIIOgS ----- ---- — 12 o.c. 1 16'o.e. 1 19.2"o.c, 24"o.c. 12'o,c, 1 16"o.c. 1 19.2-o.c. 24-o.c, Acoustical fiber file.................1.0 pst 110 NA N.A. N.A. 15'-4' N.A. M.A. 16'-0' _-_-_ -- - . w P.YDsuin board ..................2.2 psf 21D MA H.A. 11'-4 17'•0' N.A. 21.4' 11'-9' 14'2' 230 N.A. N.A. N.A. 19'-2` N.A. N.A, 19'-11' 15'-Il' 14'gypsum board..................2.8 psi 360 N.A. N.A. 24'-5' 19'-6' N A, 24'-5' 20'-4' 16'-3' Plaster(1'thick)...................8.0 psi 560 N.A. N.A. 29'-10• 23'-10' 1 N.A. 29'-10' 24'-10' 19'-10' • long-term deflection under dead bad,which includes the effect of creep,has not been considered.Bold r1at7e spans reflect initial dead load deflection exceeding 0.33'. How to Use ThPSP T?hlP� General Notes 1. Determine the appropriate live load deflection criteria. ■ Tables are based on. 2. Identify the live and dead load condition. - Uniform loads. - More restrictive of simple or continuous span. 3. Select on-center spacing. - Clear distance between supports QYV minimum end bearing). 4. Scan dawn the column until you meet or exceed the span of your application ■ Assumed composite action with a single layer of 24'on-center span-rated,glue- 5. Select TJlm joist and depth. nailed uoor panels for deflection only.Spans shall he reduced 6'when floor panels are nailed only. Live load deflection is riot the aril factor • Spans generated from ilevelQ software may exceed the spans shown in these that affects how a floor will perform. tables because software reflects actual design conditions. To more accurately predict floor performance, . For multi-family applications and other loading conditions not shown,refer to use our 1/-Flo-Ratings. ilevel"'software or to the load table on page 5 11-evel Trus Joist'TJV Joist Specifier's Guide TJ-A000 May 2011 4 Al R 1 I 01A 1 ,.Ir�B`E HOLES Minimum distance from Table A Minimum distance from Table B No field cut holes in hatched zones I//.�'hole may be cut anywhere in web outside MYY 0f hatched tone Cd n 6 ❑ ' w 6' l 2 x Dr Dc Closely grouped round L Z x La Dr 6' 6 Do not cut!roles larger minimum holes are permitted if the minimum (applies to ail holes gruup perimeter meek than J "in tantilever except knockouts) requirements for round or square holes Table A—End Stionort fAinint(lm distance from edge of hole to inside face of nearest end support Depth TJh air Round Hole Size e'Square or Reclan uiar Hole Size 1" 3' 4' 5' 6YF T BIA. )1- 13' 1' 3' 4' 1 5" 1 614" 1 7'�__J &Y+" 11' 13" 110 F-6' 1'-6' 2'-0' 3'-0' 5'-0' 1'-0' 1'-6' 2'-6' 3'-6' 4%6' 9h' 210 i'- ' 1'•6' 2'-0' 2'-6' 4%0' 5'-0' 230 1'-6' 2'-0' 2'-G' 3'- * 5%6' 1'-6' 2'-0' 3'-0' 4'-6' `i-0' 110 1'-0' 1'-0' t'-6- 2'-0- 2'.6- 3'-0- S'-6' F-0' 1'-6' 2%0' 2'-6' 4'-6' 5'-0' 6'-0' 210 1'-0' 1'-f; 2'-0' 2'-0' 3'-0' 3%6' 6'-0' I'-0' 1'-6' 2'-6' 3'-0' 5'-0' 5%6' 6'-6' 1P/1" 2 00 1'•0' I'-6' 2'-0' 2'-6' 3'•0' 3'•6' 6'-6' 1'•0' 2'•0` 2'-6' 3'•6' 5'-6' 5'•6' 7'-0' 360 1'-6' 2'-0' 3%0' 3'-6' 4'-6' 5'-0' P-0' 1'-G' 2'-6' 3'-6' 4'-G' 6'-6' 6'-6' 7'-6' 560 1'-6' 2'-6' 3'-0' 4'-0' 5'-6' 6'-0' 8'-0' 2'-6' 3'-6' 4'-6' 5'-6' 7'-0' 7%6' 8'-0' 110 V.0' t'-0' 1'-0' F-0' 1'-6' 2'-0' 3'-0' 5'-6' i'-0' 1'-0' 1'-6' 2'•0' 3'-6' 4'-0' 6'-0' &A' 210 1'-0' 1'-0' 1'-0' 1'-6' 2'-0' 2'-6' 3'-6' 6'-0' 1'-0' F-0' 2'-0' 2'-6' 4'-0' 4'-6' 6'-6' 8'-6' 14- 230 1'-0- 1'-0' 1'.0- 1'-G' 2'-G' 2'-G' 4'•0' 7'-0' 1'-0' 1'-0' 2'-0' 3'-0' 4'-0' 5'-0' 7'-0' 9'-0' 360 1'-0' 1'-0' Y-6' 2'-G" 3%V 4'-0' 5'-6' &'-0' 1'-D' 1'-6' 2'-6' 4'-0' 6'-0' 6'•6' 8'-0' 9'-6' 500 1'-0' 1'-0' 2%0' 3'-0' 4<6' 5'-0' 6'-6' 9'•0' 1'.6' 3%0' 4'-0' 5'-0' 7'-0' 1'-6' 9'-D' 10'-0' 210 1'-0' 1'-0' 1'-0' 1'-0' F-0' 1'-6' 2'-6' 3'-6' 6'-0' 1'-0' 1'-0' F-0' 2'-0' 3'-0' 3'-6' 6'-6' &'-0' 11'•0' i6' 230 F-0' 1%0' 1%0' 1'-0' F-6' 1'-6' 3%0' 4'-0' 7'-0' 1'-0' 1'-0' 1'-0' Z'-0' 3'-6' 4'-0' 7'-0' 9'-0' 11%0' 360 1'-0' 1'-0' 1'-0' 1'-0' 2'-6' 2'-G' 4%6' 6'-G' 9'-0' i'-0' 1'-0' 1'-6' 3'.0' 5'-0' 5'-G' 9'-0' 10'-0' I1'-6- 560 I'-0' 1'-0' 1'-0" 1'-0' 2'-6' 3'-0' S'•0' 1'-6' 10'-0' 1'-0' 2'-0' 3'-0' 4%6' 6'-6' P-0' 10'-0' ll'-0' 1Z'0' Table B—Intermediate or Cantilever-StApport Minimum distance from erlFe of holy-to insirlp- face of nearest intermediate or cantilever munnort Depth Tile Round Hale Size S uare or Rectan uiar Hole Size 2" 3' 4' 5' 6l 1' W/o' 1t' 13- 2' 3' 4' 5" 110 2'-0' 2'•6' 3'-6' 4'-6' 7'-6' 1'•6' 2%6' 3'-6' S'-6' 6%6' 914' 210 2'-0' 2'-6' 3'-6' 5'-0' 8'-0' 2'-0' 3'-0' 4'-0' 6%6' 7'-6' 230 2'-6' 3'-0' 4'-0' 5'-6' 8%6' 2'-0' 3'-6' 4'-6' 6'-6' 7'-6' 110 J'-0' 1'-0' 1'-6' 2'-6' 4%0' 4'-6' 8'-6" i'-D' 1'-6' 2'-G' 4%0' 7'-0' 7'-0' 9'.G' 210 V-0' P-0' 2'-0' 3'-0' 4'•6' 5'-0' 9'-0' F-0' 2'-0' 3'-0' 4'-6' 8'-0' 8'-0' 10'-0' 1ir/r' 230 1'-0' 2'-0' 2'-6' 3'-6' 5'-0" 5'-G' 10'-0' 1'-0' 2'-6' 3'-6' 5'-0' 8'-6' 9'-0' 10'-6' 360 2'-0' 3'-0' 4%0" 5'-6' 7'-0' 7'-6' 1P-0' 2'-0' 3'-6' 5'-0' 7'-0' 9'-6' 9'-6' ll'-0' 560 1'-6' 3'-0' 4'-6' 5'-6' 8'-0' 8'-6' 12'-0' 3'-0' 4%6' 6'-0' 8'-0" 10'-G' IF-0' 12'-0' 110 1'-0' 1'-0' F-0' 1'-0' 2%0' 2'•6' 4'-6' 8'-6' i'-0' 1'-0' 1'-0' 2'.6' 5-0' 6'•0' 9'-0' 12'-0' 210 i'-0' 1'-0' 1'-0' 1'-0' 2'-6' 3'-0' 5'-6' 9'-G' 1'-0' 1'-0' 2'-0' 3'-6' 6'-0' 7'-0' 10'-0' 13'-0' 14' 230 P-0' 1'-0' F-0' 2'-0' 3'-6' 4'-0' 6'-0' 10'-6' i'-0' t'-0' 2'-6' 4'-0' 6'-6' 7'-6' 11'-0' 13'-6' 360 1'-0" 1'-0' 2'-0' 3'-G' S'-G' G'-0' 8'-G' 12'-6' 1'-0' 2'-0' 4'-0' `r'-6' 9'-D' 10'-0' 12`•0' 14'-0' 560 F-0' 1'-0' F-6' 3'-6' 5'-6' 6'-6' 9'-6' 13'-6' F-0' 3'-0' 5'-0' 1'-0' 10'V ll'-0' 13'.6' 15'.0' 210 1 I'-0' I'-0' 1'-0' 1'-0' 1'•0' 1'-0' 3%6' 6'-D' 10'•0' 1'-0' 1'-0' I'-0' P-6' 4'-6' 5'-6' 10'-0' 12'.6' 16'-0' 16' 230 1'•0' F-0' 1'-0' i'-0' 1'.6' 2'-0' 4'-0' 6'-6' 11'-0' 1%0' 1'-0' 1'-0' 2'-6' 5'-0' 6'-0' 10'-6' 13'-6' 16'-6' 360 1%0' 1'-0' 1'-0' 3'-0' 4'-0' 6'-6' 10'-0' 13'-6' P-0' 1'-0' 2'-0' 4'-0' 7'-6' 8'-6' 13'-0' 14'-6' 11'-0" 560 1%0' 1'-0' 1'-0' 1'-0' 2'-6' 3'-6' 1'-0' 11'-0' 15'-0' 1 i'-0- 1'-0' 3'-6' 5'-6- 9'-D' 10'-0' 14'-6- IV-0- 18'-0' • Rectangular toles based on measurement of longest side. Hoer OT to Use These Tables General Notes go cut or notchh Range. 1. Using Table A,Table B,or both if required,determine the hole ■ Holes may be located vertically anywhere within the web.Leave shape/size and select the TJP joist and depth 1W of web(minimum)at top and bottom of hole. 2. Scan horizontally until you intersect the correct hole size column. ■ Knockouts are located in web at approximately 12'on-center;they _U 3. Measurement shown is minimum distance from edge of hole to do not affect hole placement support. • For simple span(5'minimum)uniformly loaded joists meeting DO NOT 4. Maintain the required minimum distance from the end and the the requirements of this guide,one maximum size round hole may cut holes in cantilever be located at the center of the joist span provided that no other reinforcement. intermediate or cantilever support. holes occur in the joist. WARNING.Drilling,sawing,sanding or machining wood products . Distances are based on the maximum uniform loads shown in this ; generates wood dust.a substance known to the State of California guide.For other load conditions or hole configurations,use Forte* to cause cancer.For more information on Proposition 65, visit wmv.wy.comliaform. software or contact your itevel representative. �Level Trus Joist'TJI'Joist Snecifier's Guide TJ-4000 May 2011 9 06Pe..- . All 0 Z 29-7 � in } r �758 6T-4" S�KAL` HOLD DOWNS: 26'-0" - r- It STHD 8'S(10) GLM'S SUPPORT ROOF LOAD (6"STEMWALL) - --_—__ AND ATTIC ROOM WEIGHT 2 pm Mon.4-11-2011 discussion with Keith Chynoweth \ 4r-0" ) cn and Don Nlnneman on speaker phone who were at the site.Agread to reinforce 6 high x 24 long x 6'thick retaining 2'x V wall with 6 long#5 vertical rebar in the wall and a 2'tail extension into the slab that can be spliced to the#4 slab T 4' 2'x 4' 2'x t rebar (North and is on the OHD side.)The S.E.corner �\- , S\l8 4,- vo�ow Wndolii ) of the garage will have a 4'x 6 panel return up on end _ 'I i-- ---- followed byanother4x8 panel on its side to form the back ��---------------- ---- , �. wall,i.e.,south wall of the garage. The NE comer garage SW-17 T-6 4'x4' ? return will consist of a a'x 8'x 8'thick panel up on and and N- ( 00 Window 16' 0" (5-1/8"x 12"GLM) then furred out to be covered by Hard-plank as agreed upon b (EXPOSED IN CEILING,ALL 4 EAMS) N with Keith and Don. 2-1117 chished rock to be placed behind Q We reL wall and over filter fabric that will give the soil additional AD strength to stand up on its own. (Note: The glacial till soils a Floor Joistplacernettt draWrig. Lower Floor stand up vertically on their own up to 6 in height during the I - LBVeI III garage excavation of the east re:wall. -- LANDING FOR x ' 'r R E L SEWING ROOM t 8 This arxgrear will "r==___inspect the rebar and tomnwen PRIOR to tie: IN ATTIC SPACE concrete pour to ensure that it's according to the engineering b I ATTIC FLOOR EXTENDS --^ -- ---- - 1 --� - design. Keith will use 2 x 4's to hold up the#5 hoiz.rebar t 1 O 1 _ �' 2 OUT FROM GLM'S � ' I I I, " � o going intothe slab and another 2 x 4 above the#5s resulting (p Garage i --- --- - , --- - -T7----- 1/8 x1- in#5 x T tails that will ice diredl onto the#4's 24"0,C ___ y sW r c� 26'-1"x 24' 0" ; ciN o b' — (626 sq.ft.) b 'Ilk �� C +C Fr INSERT �i N 4'CANTILEVERED 'HAVEN CAKE 5 GLMS(2) 3500 PSI CONCRETE(5-1/2 SACK MIX) ; 6'-8" THIS SIDE m rn TO ACHIEVE 80%COMPRESSIVE 12'-0" y EN I r------- OX STRENGTH PRIOR TO BACKFILL -' MAINTAIN BACKFILL x 45'-0"j5118"x 12"GLM-TYPICAL) N K R c - --- -- '19-- -------------- --- ----- '-L---------------- ------ m1 U 1'BELOW TOP OF >. + T x 16'Overhead Garage Door I, ---- ---------- ---"- - ------_ ----- L N �� il---------------- /0 RETAINING WALL_J __ O>y 1 ----- -- 18 -0" 12' 0" f J C? r W I I 1,==5_-=-_� t 1 1 1 W S J Geolexrie Filter \ i i ' X� 1 I ` OrL Fabric ( ) � � i i o O .Q 8" 29(0 5-1/8"x 12' x 18'GLM(24F-V4) HEADER 1 4' x g C) II m I 4) d' i16' V' rho C�co r t '. m ONN �gouo o aD '36 x 80 COAT I ROOF TRUSSES REST ON GLM o, ' N of k�i o c o ' wide x El"thick concrete retaining wall is required --- 14 -0"-5-1/8"X-12"GLM _ 'X4' ' d o�o rovo c o oq CLOSET 6 cD N oo°o c°<.- :#5 VeNCBI Reber 17 O.c be meeting Keith Chergweth out at Haven kltode aril will be-_!: �T , ( -----) -,..:_ I. �IfIdOW N Q' --�-- �',Q'ti pc/O/6�0 O�Jr I, support gh Haven Y ------ - - ---- -- - -- 0. c: o p o iv me a calf Can^rd'out concrete with la siding for esthetics. SW-19 4' SW-20 4' 4 Q m ' 7oC>oo�o/o o� o/oc �' 1% aq giving ( P ng ) \ ) - ( ) t '4O.(i O/k O2� r I _ _�— "``��EEE o o��oc -i! � G Iru�i"L"#5 rebar per drawing to reinforce the toe of the wall into {�HOW STAIRS GOING DOWN me thickened garage slab. Refer to Engineering Analysis on the sheet. ! o q' !/&1rz q-ABvoTHrr4 — -- - 5-1/8"x 12"GLM °3 o �90 REBAR Q 24'O.C. 12 vuDE CRUSHED O EACH MY 26-6" 11'-111 14'-0" POSTS 4 BELOW cD ROCK HAND TAMPED p BEHIND VALLFOR 9� f_. _ - --_ _- ----_----__- --- - —-.. _.. _._. __.. _ _ _ _ -- -- GLM'S SUPPORTS ATTIC SPACE ABOVE(40 PSF) 2 0 Q t- STABILITYANDDRAINAGE COMPUTE OVER-TURNING MOMENT.• \ - COMPUTE RESISTING MOMENT,M(Rl: VERIFY STABILITY OF 8'HIGH RETAINING WALL: (z7 dui > aNi 1 TO 3" M(R)_{[(8'712)(24'712)+(8'712)(8)][150 PCF I x(10'712)) (9r. am Mon.4-11-2011) (A o is>m DRAINROCK \ Keith Chynoweth(360-701-W3 c)excavated out W c o E E' Ka= 1-SIN PHI / 1+SIN PHI = 1-SIN 36 d / 1 +SIN 36 = 0.260 an IT high'a,r'that is twice the it of the original o - - ( ) ( ) ( e9) ( �9) p a, WRAPPEDIN 24" -- \ +(8)(1)(139)(6"/12)+{(14"/12)(2.5)(150PCF)(5')) design.A water seep in the cut was observed at pLU e'c GEOTEXTILE \- WHERE Ka IS THE COEFFICIENT OF ACTIVE EARTH PRESSURE, the back left hand side,i e.•the SE caner of the Z '2�o FILTER FABRIC =838+556+2188 =3582 FT-LBS>2067 FT LBS garage and the SE corner of to house. Minimize Q M 0 PHI IS INTERNAL FRICTION ANGLE OF GLACIAL TILL,THEN to disturbance in these areas to prevent soil H_tV c 3 erosion which could"Destabilize"and compromise COMPUTE FACTOR OF SAFETY, the cut embankment. (Ecology blocks were placed f6 fs t 4"DIA.PVC o Fh=(1/2)(Ka)(PHO)(H"2) WHERE PHO IS THE DENSITY OF THE BACKFILL MATL at the top of the cut to prevent spoils from spilling Q c�r co PERF PIPE 95/oCOMPACTIONREQUIREDUNDER back into the leveled garage am m U "ALL"FOOTINGS PRIOR TO FORMING =(1/2x0.26)(139 PCF)(7-2)=886 LBS/LIN.FT FS=3582/2067=1.733>1.500 OKAY tg FOR DRAINAGE gam Thu.4-14-2011,Keth Cnynoweth(360-701-6643) -j V 0- FOR k� PER ASTM D 1557. (350+LB VIBRATORY ocks fellJ c N Y PLATE COMPACTOR,6 SLOW PASSES) i OVER-TURNING MOMENT,M(0)_(886)(7/3)=2067 FT-LBS off the 6 high an down onto the garage called to let me know that 1 of the eppodd. Don $ (CROSS-SECTION C-C) softened the glacial till spoils placed on top by 12 @ Nirtreman told him this while he was out on the site. This was caused by continua,rainfall which has (� C o TYPICAL 8'HIGH RETAINING WALL NOTE: OVERLAP REBAR LENGTH IS A MINIMUM Kelm with his excavator h OF 15 BAR DIAMETERS. ' 4` From: <Smorta@aol.com> To: <dlc@co.mason.wa.us> CC: <paulleeninn@comcast.net> Date: 3/19/2012 4:41 PM Subject: 2-23-2012 Engineering Inspection Report Attachments: 12-03-19 Mon. 2-23-2012 ENGINEERING INPS.PDF Hello Debbera, I have attached the Feb. 23, 2012 Engineering Field Inspection report for Don and Bonnie Ninneman's residential project out on Haven Lake. No exceptions or ommissions were found. If you have any comments or questions do not hesitate call me or e-mail me back. in r S ceI e Y, Steven P. Morta, P.E. Morta Engineering and Testing, PLLC 1018 E. Wishkah St. Aberdeen, WA 98520 (800) 590-0598 (360) 289-0958 c (360) 861-8493 f _www.metengineering.net—(http://www.metengineering.net) Z F", J0B w M.E.T. 3 a/ MORTA ENGINEERING & TESTING 1018 E. Wishkah St.Absrdeen,WA 98520 / r� smorta(daol,com ��. !l [�/� c Cr Business: (360)289-0958 Toll Free: 1-800-590-0958 C ONTRACTOR NER TO D oyli �� fir/ lllowllc.= !/ [ f//!f{�r TEMP. °n1 AM �ZOlLG� � AAW#VMFFDEPARTURE TIME: THE FOLLOWING WAS NOTED: I� rr !t llis acLc? a cC, �cL(ssllYNGt�a uecd' G�scr�f�Z'tv�.._L—G s -f 2 c> (*Z.-a' /.vK sr iYfPL/^E� •zs,•fee G 2 r ' BGri- arc 2 / Y«6 T.S cQ c✓ rk/,y�fr �krrre�r CK sr`e�e^ yam`~ 1�� �Cj' •7:Pr t/.� � 4J iv1 I'i° `• .tom" e rYll �7't � t4,.iCr 1 ,<'7u.�*sU'',�.� a- L'). 2) w4110�I cs� yrG.r� �t�or Alin-l� sip e/hr,-Na d1. 1�, ,/kc� ryLou�s� I r�o ' !/ 2 c�- cs� re•y* t �.w �r e orb` COPIES TO F I E L R sidNrD wrE „onrm. M.E.T. MORTA ENGINEERING & TESTING PROJECT 1018 E.Wisnkan St hem es'dew Aberdeen,WA 98520 `OCAMN smorta@aol.com -/ Z,(- 0r Business: (360)289-0958 Toll Free: 1-800-590-0958 CONTRACTOR OWNER TO (J 0,41 /- �f WEATHER TEMP. AM PM q/S ,,, L4/ PRESENT AT SME oa, ARRIVAL TIME: DEPARTURE TIME: THE FOLLOWING WAS NOTED: d a oaf ow> Occ7 3 Evr v7`" aA /f�tZ e � 0 C.,- eqze-1 gs�,f lol c� ��P Cf PxCe�t/r n17C'c 2 r 6 f le� z 7 � Qq) ,� e-f- dVl"' /2'' T Z/O Za I Ca O F Z ZC>! t` /Gt rH�l[�Gr� G24'7TayK r rf. ZZ4 ItI 11i�P L[K�u 74 Nr h tt 'Vent ev Lf COPIES TO FIELD P T SIGNED .. .-- 0 EGRESS WINDOW All sleeping rooms and basements with habitable space shall have at least one openable emergency escape or rescue opening. Emergency escape and rescue windows shall be operational from the inside of the room without use of keys or tools. Minimum openable area: 5.7 square feet' Minimum width net clearance: 20" Minimum height net clearance: 24" Maximum 44" off finished floor. ' A net clear opening of 5 square feet is allowed when window is located such that the sill height of the opening is not more than 44" above or below the finished ground level adjacent to the opening. Below are recommendations received from manufacturers. Be sure to check with your window manufacturer to make sure windows in rooms that require emergency escape or rescue openings will comply to current code requirements. Window Type Milgard Jeld Wen Certainteed Insulate 48" x 42" 48" x 48" 48" x 48' 48" x 44" Horizontal Slider or or or or 60" x 36" 60" x 36" 60" x 36" 60" x 36" 36" x 60" 36" x 60" 36" x 60" 36" x 60" , or or or or Single Hung 30" x 72" 30" x 72" 30" x 72" 30" x 72" Vent bar placed to provide required egress dimensions 30" x 48" 28" x 48" 30" x 42" 30" x 48" or or or . or Casement 36" x 42" 36" x 36" 36" x 48" 36" x 42" Egress hinges may be required 20 IN. �CLEAR� / 34�1 IN. CLEAR 41 IN. CLEAROPEN � AREAABL7 SQ.FT. \ 241N. \\// OPENABLE CLEAR /\ AREA=5.7 SQ. FT. See footnote' above. // \\ See footnote'above. \ / MINIMUM SIZE MINIMUM SIZE WINDOW FOR 20 IN. WINDOW FOR 24 IN. CLEAR WIDTH 44 IN. CLEAR HEIGHT FLOOR (6/22/2011) Debbera Coker- Engineer's Field Report For BLD2010-01101 Page 1 f "+ From: "Don P Ninneman" <paulleeninn@comcast.net> To: <dlc@co.mason.wa.us> CC: <Smorta@aol.com> Date: 6/22/2011 10:54 AM Subject: Engineer's Field Report For BLD2010-01101 Attachments: 11-06-17 Fri NINNEMAN - ENGINEERING FIELD REPORT.PDF Debbera, attached is the Engineer's Field Report for the 4/29/2011 Garage Retaining Wall Inspection for the above referenced Permit. I spoke with a lady in the Permit Center this A.M. and she suggested I E-Mail the information to you so it can be included in the Building Permit Description. In the future, I will ask that Steve Morta provide you with a copy of any Field Report information concerning the Project when the work is performed. Steve is staying actively involved in the Project as was noted in the Building Permit documentation. We are finally starting to make some noticable progress on the Project now that the weather has started cooperating a bit. Please do not hesitate to call me if you have comments or questions concerning this information. Best Regards. Don Ninneman 253 566 1712 (7/11/2?11) Debbera Coker- RE: FW: Plan Changes Letter to Debbera Coker Page 1 From: "Don P Ninneman" <paulleeninn@comcast.net> To: "'Debbera Coker"' <Dlc@co.mason.wa.us> CC: <smorta@aol.com> Date: 7/8/2011 8:05 PM Subject: RE: FW: Plan Changes Letter to Debbera Coker Debbera, we will have a stamped signed copy of the FOR Letter on-site along with the other on-site Plans. The FOR has approved the changes to the roof trusses design and will verify the 4000 PSI cement pour. One point I do need to clarify, the garage has not increased in size, we went to a 14' door instead of the 16' door in the original plans, the footprint for the garage is still 24'x26'. Please do not hesitate to call me if you have comments or questions concerning our project. Best Regards. Don Ninneman 253 566 1712 -----Original Message----- From: Debbera Coker[mai Ito:Dlc@co.mason.wa.us] Sent: Friday, July 08, 2011 3:43 PM To: Don P Ninneman Cc: smorta@aol.com Subject: Re: FW: Plan Changes Letter to Debbera Coker Hi Don... Received the e-mail and attached letter. Please arrange to have a stamped and signed copy on-site for the inspector. This is required as part of the Washington State license. There are many changes. The inspector will want written verification that all changes are approved, as installed by the Engineer of Record (EOR) the inspector will attempt to approve the changes in the field. Please make sure that the FOR verifies concrete test is 4000 psi, connectors are correctly installed , modifications to the roof approved, etc. If the inspector cannot approve changes in the field he will notify you. Concerning item#4 it sounds like the garage is increased 2-ft. If I understand correctly the additional 2-ft can affect compliance to site plan approval. The documents submitted will be placed in the inspector file along with this response. Again...make sure a stamped copy is provided on site. Debbera Coker Mason County Building Department Building Inspector IV/Code Enforcement Phone: (360)427-9670 ext 510 FAX: (360) 427-7798 e-Mail: DLC@co.mason.wa.us PO Box 186 426 West Cedar Street Shelton, WA 98584 >>> "Don P Ninneman" <paulleeninn@comcast.net> 7/8/2011 11:08 AM >>> As noted in our E-mail exchange yesterday, I have been working on some (7/11I2011) Debbera Coker- RE: FW: Plan Changes Letter to Debbera Coker Page 2 structural changes with Steve Morta, the Design Engineer on our Project. Attached is his letter to you explaining the proposed changes to the plans initially submitted. Best Regards. Don Ninneman 253 566 1712 From: Smorta@aol.com [mailto:Smorta@aol.com] Sent: Thursday, July 07, 2011 4:33 PM To: paulleeninn@comcast.net; ketchyn@gmail.com Subject: Re: Plan Changes Letter to Debbera Coker Hello Don, As requested, please find attached the structural updates in accordance with Item#9 in the Conditions for Building Permit# BLD2010-01101. Additional structural notes have been added after my meeting with Keith Chynoweth earlier this morning which was very helpful. Let me know if you have any questions or comments regarding this letter. The last engineering note#11 had to do with waterproofing of all the basement walls including the block wall, left hand side wall (SW side), and the retaining wall. Even though this is not strictly a structural item, it is important that waterproofing via mastic and/or Mira-Drain or equivalent be incorporated to ensure a "DRY" basement. Once these walls have been backfilled or furred out in the case of the block wall then access to these walls becomes a problem and, therefore, waterproofing needs to be permanent. Hope everyone had a great 4th! Steven P. Morta, P.E. Morta Engineering and Testing, PLLC 1018 E. Wishkah St. Aberdeen, WA 98520 (800) 590-0958 (7/8/2011) Debbera Coker- Re: FW. Plan Changes Letter to Debbera Coker Page 1 l From: Debbera Coker To: Ninneman, Don P CC: smorta@aol.com Date: 7/8/2011 3:43 PM Subject: Re: FW: Plan Changes Letter to Debbera Coker Hi Don... Received the e-mail and attached letter. Please arrange to have a stamped and signed copy on-site for the inspector. This is required as part of the Washington State license. There are many changes. The inspector will want written verification that all changes are approved, as installed by the Engineer of Record (EOR) the inspector will attempt to approve the changes in the field. Please make sure that the FOR verifies concrete test is 4000 psi, connectors are correctly installed , modifications to the roof approved, etc. If the inspector cannot approve changes in the field he will notify you. Concerning item #4 it sounds like the garage is increased 2-ft. If I understand correctly the additional 2-ft can affect compliance to site plan approval. The documents submitted will be placed in the inspector file along with this response. Again...make sure a stamped copy is provided on site. Debbera Coker Mason County Building Department Building Inspector IV/Code Enforcement Phone: (360)427-9670 ext 510 FAX: (360) 427-7798 e-Mail: DLC@co.mason.wa.us PO Box 186 426 West Cedar Street Shelton, WA 98584 >>> "Dori P Ninneman" <paulleeninn(c)-comcast.net> 7/8/2011 11:08 AM >>> As noted in our E-mail exchange yesterday, I have been working on some structural changes with Steve Morta, the Design Engineer on our Project. Attached is his letter to you explaining the proposed changes to the plans initially submitted. Best Regards. Don Ninneman 253 566 1712 From: Smorta aol.com jmai Ito:Smorta(oaol.comj Sent: Thursday, July 07, 2011 4:33 PM To: paulleeninn(o)comcast.net; ketchyn(cDg mail.com Subject: Re: Plan Changes Letter to Debbera Coker Hello Don, (7/8/2011 Debbera Coker- Re: FW: Plan Changes Letter to Debbera Coker Page 2 j As requested, please find attached the structural updates in accordance with Item#9 in the Conditions for Building Permit# BLD2010-01101. Additional structural notes have been added after my meeting with Keith Chynoweth earlier this morning which was very helpful. Let me know if you have any questions or comments regarding this letter. The last engineering note#11 had to do with waterproofing of all the basement walls including the block wall, left hand side wall (SW side), and the retaining wall. Even though this is not strictly a structural item, it is important that waterproofing via mastic and/or Mira-Drain or equivalent be incorporated to ensure a "DRY" basement. Once these walls have been backfilled or furred out in the case of the block wall then access to these walls becomes a problem and, therefore, waterproofing needs to be permanent. Hope everyone had a great 4th! Steven P. Morta, P.E. Morta Engineering and Testing, PLLC 1018 E. Wishkah St. Aberdeen, WA 98520 (800) 590-0958 (360) 289-0958 c (360) 862-8493 f Smorta(a-)aol.com In a message dated 7/7/2011 1:18:53 P.M. Pacific Daylight Time, paulleeninn(c�comcast.net writes: Steve, I have exchanged E-Mails with Debbera Coker today and she indicated that I should E-Mail her the letter I receive from you explaining the proposed changes and that she didn't think it would be necessary for me to meet with her at this time. Do you plan to have the letter finalized today and are you going to incorporate the changes you and Keith agreed to? Thanks and Best Regards. Don Ninneman From: Debbera Coker To: Ninneman, Don P Date: 5/2/2012 8:14 AM Subject: Re: Propane Tank Location BLD 2010-01101 The LP tanks must be at least 10-ft from the adjoining property line. The plan review checklist attached to your approved plan has a detail titled, "Standards for Installation of Propane Tanks." The detail is also located at this link: http://www.co.mason.wa.us/forms/Community Dev/Ip tank.pdf. Please review carefully. Debbera Coker Mason County Building Department Building Inspector IV/Code Enforcement Phone: (360)427-9670 ext 510 FAX: (360) 427-7798 e-Mail: DLC@co.mason.wa.us PO Box 186 426 West Cedar Street Shelton, WA 98584 >>> "Don P Ninneman" <paulleeninn(@comcast.net> 5/2/2012 8:02 AM >>> Debbera, sorry I missed your call. I think you answered my question regarding the prescribed set backs for LP tanks from adjoining property lines but want to follow up just to be sure. Our lot is 50'wide and we are probably going with a 250 - 300 gallon tank so my understanding is that, according to Code, the tank needs to be 5' from the property line ( 10% of 50' ). We would really like to have it a bit closer 2'-3' because of landscape designs and wondered if variances are difficult to get for LP tanks. Thank you very much for your help. Regards. Don Ninneman (11/15/2011) Debbera Coker- Re: BLD2010-01101 Question Page 1 From: Debbera Coker To: Ninneman, Don P Date: 11/15/2011 9:32 AM Subject: Re: BLD2010-01101 Question Attachments: egress window.doc 1. 1 received the eng. report dated 10.5.2011. 2. According to our records the last Mason County building inspection was performed on 10.5.2011 when the building inspector approved plumbing groundwork installed under the slab. There is no record of slab insulation inspection in order to verify WSEC compliance. Please let me know the status of the slab insulation installation. 3. When located not more than 44-inches above or below the finished ground level adjacent to the opening egress window openable area may be reduced to 5 sq ft. The window clear width must be at least 20-inches and clear height 24-inches. I recommend that you contact the window manufacturer in order to verify compliance. In addition the"egress window" handout attached to the plan review checklist will offer guidance. The referenced document is also attached to this e-mail. Debbera Coker Mason County Building Department Building Inspector IV/Code Enforcement Phone: (360)427-9670 ext 510 FAX: (360)427-7798 e-Mail: DLC@co.mason.wa.us PO Box 186 426 West Cedar Street Shelton, WA 98584 >>> "Don P Ninneman" <Paulleeninn(cDcomcast.net> 11/11/2011 8:49 AM >>> Debbera, I wanted to confirm that you received the Morta Engineering Field Report I sent to you in a PDF File the other day. Also, I have a question concerning our grade floor bedroom window size which was changed to comply with the Note you made on our Plans. The window will be a 2'x5' single hung window which has a net clear opening of 5 square feet ( 24"wx30"h ). The engineer has approved this change, I just wanted to get your confirmation. Thanks for your help. Don Ninneman 253 566 1712