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Approved Plans.jpgone-half of the exits or exit access doorways shall be equipped with horizontal sliding or vertical security grilles. 1008.1.5 Floor elevation. There shall be a floor or landing on each side of a door. Such floor or landing shall be at the same elevation on each side of the door. Landings shall be level except for exterior landings, which are permitted to have a slope not to exceed 0.25 unit vertical in 12 units hori- zontal (2 -percent slope). Exceptions: 1. Doors serving individual dwelling units in Groups R-2 and R-3 where the following apply: 1.1. A door is permitted to open at the top step of an interior flight of stairs, provided the door does not swing over the top step. 1.2. Screen doors and storm doors are permit- ted to swing over stairs or landings. 2. Exterior doors as provided for in Section 1003.5, Exception 1, and Section 1020.2, which are not on an accessible route. 3. In Group R-3 occupancies not required to be Accessible units, Type A units or Type B units, the landing at an exterior doorway shall not be more than 73/4 inches (197 nun) below the top of the threshold, provided the door, other than an exterior storm or screen door, does not swing over the land- ing. 4. Variations in elevation due to differences in finish materials, but not more than'/, inch (12.7 mm). 5. Exterior decks, patios or balconies that are part of Type B dwelling units, have impervious surfaces and that are not more than 4 inches (102 mm) below the finished floor level of the adjacent inte- rior space of the dwelling unit. 1008.1.6 Landings at doors. Landings shall have a width not less than the width of the stairway or the door, which- ever is greater. Doors in the fully open position shall not reduce a required dimension by more than 7 inches (178 mm). When a landing serves an occupant load of 50 or more, doors in any position shall not reduce the landing to less than one-half its required width. Landings shall have a length measured in the direction of travel of not less than 44 inches (1118 mm). Exception: Landing length in the direction of travel in Groups R-3 and U and within individual units of Group R-2 need not exceed 36 inches (914 mm). 1008.1.7 Thresholds. Thresholds at doorways shall not exceed 3/4 inch (19.1 mm) in height for sliding doors serving dwelling units or 1/2 inch (12.7 mm) for other doors. Raised thresholds and floor level changes greater than'/4 inch (6.4 mm) at doorways shall be beveled with a slope not greater than one unit vertical in two units horizontal (50 -percent slope). Exception: The threshold height shall be limited to 73/4 inches (197 nun) where the occupancy is Group R-2 or MEANS OF EGRESS R-3; the door is an exterior door that is not a component of the required means of egress; the door, other than an exterior storm or screen door, does not swing over the landing or step; and the doorway is not on an accessible route as required by Chapter 11 and is not part of an Accessible unit, Type A unit or Type B unit. 1008.1.8 Door arrangement. Space between two doors in a series shall be 48 inches (1219 mm) minimum plus the width of a door swinging into the space. Doors in a series shall swing either in the same direction or away from the space between the doors. N Exceptions: 1. The minimum distance between horizontal sliding power -operated doors in a series shall be 48 inches (1219 mm). 2. Storm and screen doors serving individual dwell- ing units in Groups R-2 and R-3 need not be spaced 48 inches (1219 mm) from the other door. 3. Doors within individual dwelling units in Groups R-2 and R-3 other than within Type A dwelling units. 1008.1.9 Door operations. Except as specifically permitted by this section egress doors shall be readily openable from the egress side without the use of a key or special knowledge or effort. 1008.1.9.1 Hardware. Door handles, pulls, latches, locks and other operating devices on doors required to be accessible by Chapter 11 shall not require tight grasping, tight pinching or twisting of the wrist to operate. 1008.1.9.2 Hardware height. Door handles, pulls, latches, locks and other operating devices shall be installed 34 inches (864 mm) minimum and 48 inches (1219 nun) maximum above the finished floor. Locks used only for security purposes and not used for normal operation are permitted at any height. Exception: Access doors or gates in barrier walls and fences protecting pools, spas andhot tubs shall be per- mitted to have operable parts of the release of latch on self -latching devices at 54 inches (1370 nun) maxi- mum above the finished floor or ground, provided the self -latching devices are not also self-locking devices operated by means of a key, electronic opener or inte- gral combination lock. 1008.1.9.3 Locks and latches. Locks and latches shall be permitted to prevent operation of doors where any of the following exists: 1. Places of detention or restraint. 2. In buildings in occupancy Group A having an occupant load of 300 or less, Groups B, F, M and S, and in places of religious worship, the main exterior door or doors are permitted to be equipped with key -operated locking devices from the egress side provided: 2.1 The locking device is readily distinguish- able as locked; 2009 INTERNATIONAL BUILDING CODE® 227 CHAPTER 5: GENERAL SITE AND BUILDING ELEMENTS TECHNICAL CHAPTER 5: GENERAL SITE AND BUILDING ELEMENTS 501 General 501.1 Scope. The provisions of Chapter 5 shall apply where required by Chapter 2 or where referenced by a requirement in this document. 502 Parking Spaces 502.1 General. Car and van parking spaces shall comply with 502. Where parking spaces are marked with lines, width measurements of parking spaces and access aisles shall be made from the centerline of the markings. EXCEPTION: Where parking spaces or access aisles are not adjacent to another parking space or access aisle, measurements shall be permitted to include the full width of the line defining the parking space or access aisle. 502.2 Vehicle Spaces. Car parking spaces shall be 96 inches (2440 mm) wide minimum and van parking spaces shall be 132 inches (3350 mm) wide minimum, shall be marked to define the width, and shall have an adjacent access aisle complying with 502.3. EXCEPTION: Van parking spaces shall be permitted to be 96 inches (2440 mm) wide minimum where the access aisle is 96 inches (2440 mm) wide minimum. Figure 502.2 Vehicle Parking Spaces Department of Justice 2010 Standards: Titles 11 and III -149 TECHNICAL CHAPTER 5: GENERAL SITE AND BUILDING ELEMENTS 502.3 Access Aisle. Access aisles serving parking spaces shall comply with 502.3. Access aisles shall adjoin an accessible route. Two parking spaces shall be permitted to share a common access aisle. Advisory 502.3 Access Aisle. Accessible routes must connect parking spaces to accessible entrances. In parking facilities where the accessible route must cross vehicular traffic lanes, marked crossings enhance pedestrian safety, particularly for people using wheelchairs and other mobility aids. Where possible, it is preferable that the accessible route not pass behind parked vehicles. 1525- Figure 525 Figure 502.3 Parking Space Access Aisle 502.3.1 Width. Access aisles serving car and van parking spaces shall be 60 inches (1525 mm) wide minimum. 502.3.2 Length. Access aisles shall extend the full length of the parking spaces they serve. 502.3.3 Marking. Access aisles shall be marked so as to discourage parking in them. Advisory 502.3.3 Marking. The method and color of marking are not specified by these requirements but may be addressed by State or local laws or regulations. Because these requirements permit the van access aisle to be as wide as a parking space, it is important that the aisle be clearly marked. 150 - 2010 Standards: Titles 11 and III Department of Justice po P a3 / 4 ()Y/ 6 Building Specifications Cover Sheet Contract Name: Wulf, Monte Number: GIKV 16024 1112 Westridge Dr. Size: 40'X 50'X 16' Blair, NE 68008 Height 32'10" 402-650-0540 Lumber Specifications Laminated Posts: Midwest Columns, LLC. 3 Ply 4.5 x 5.25 8 ' OC Eaves 10 ' OC Gables Truss Supports: 2 Ply Construction Grade 2 x 12 Sidewall Door Headers: N/A Roof Purlins: 14-16-16-4 & 8-16-16-10 12 Rows per side Laterals: 16-16-20 5 Rows Steel Specifications Roof Steel Side Steel Gable Steel Wainscoat Trim Eaves Other Specifications Roof Pitch Insulation Other: Color: Dark Green Length.- ength:Color: Color: Light Stone Length.- ength:Color: Color: Light Stone Length: Color: Brown Color: Brown Color: N/A Length: 4' 211211 121811 13'6" thru 19'6" Overhang: N/A in. 4/12 ClassicWrap Reflective Walls and Roof 1 - 6'x 6'8" Steel 6 Panel Entry Door With Dead Bolt 3 - 10 x 14 Framed Openings Sub -Contractors Gutters & Downspouts Color: N/A Concrete : Thickness 0 in. Lin. Ft. N/A sq ft. 0 Outside: N/A MM wl� MiTek` Of E S S IO�r���i� SCOTT W,� - W: MILLER 7- U 16757 '1 Irl,',/,,,*/.,OW P•,* ��,`````. rrnntuN MiTek USA, Inc. 14515 North Outer Forty Drive Su(te 300 Chesterfield, MO 63017-5746 314434-1200 I hereby certify that this engineering document was prepared by me or under my direct personal supervision and that 1 am a duly licensed Professional Engineer under the laws on the State of Iowa. May 11,2012 Miller. Scott My license renewal date is December 31, 2012.. Pages or sheets covered by this seat: 119032028 thm 119032044 Lumber design valnes are in accordance with ANSVTPI 1 section 6.3 These truss designs rely on lumber values established by others. CC: Parker Truss Route I Bos 228 B Parker KS. 66072 . .bbNsa Truss Type Qiy Ply MILLER E-10983 lxa ; 4( ij •-, 119032039 O51 0 DBL. FINK 1 t 2 15 14 13 12 11 10 Job Reference d bona) Parker IMSS & Sif11I1, I'arxer, Kan80S 7 _ a -9 to cu 11 Inlrax rnuusaros, nll.. --y - 5.6-13 6.10.7 FORCES (1b) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-706211503, 3-16=•672111439, 4-16--652211452, 4-5=-508011125, 5-6=5080/1125, 6-17=-6522!1453,7-17=-672111440,7-8=-706211504 BOT CHORD 2-15=-145316667,14-15=-101015236,13-14=101015236, 12-13=-61914113, 11-12=-54615236,10-11=-84615236,8-10=-12908567 WEBS 3-16=-619/457, 4-15=-296/1365, 4-13=-1392/539, 5.13=-3 5 517 70 1, 5-f2>355/1701, 6-12=-13921539.6-10=-29811365,7-10=-6191467 NOTES 1) Wind: ASCE 7.05; 90mph; TCDL=3.Dpst-, BCDLz6.0ps1; h=2511; Cat. 1; Exp C: enclosed; MWFRS (low-rise) gable and zone: cantilever left and right exposed: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1-33 2) TCLL: ASCE 7-05; Pg=30.0 psi (ground snow); Ps=20.0 psi (roof snow); Category 1; Exp C: Fully Exp.; Ct=1.2; Unobstructed slippery surface; IBC 1607.11.2 minimum roof live load applied where required. 3) Roof design snow load has been reduced to account for slope. 4) Unbalanced snow Wads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psi or 2.00 times gat roof load of 18.1 psi on o `ek1hpIijsi / I I I non -concurrent with other live loads. `% OF MI$ 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psi (or less) is not adequate for a shing(�4od[.W; LolrledtlDve�i�Q // adequacy of top chord dead load. ��',•• �•� ••• (/� 7) A8 plates are MT20 plates unless otherwise indicated. Co SCOTT W. �• 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other line loads MILLER 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 2 and 8. *:• 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referMced lumdard ANSl7Tpi 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/a bdkm chorNU R ' LOAD CASES) Standard o�O' E-2001018779 ,'•1,� 'r �4 •'•••....•• �` +�S/ONA I— %5: ��pENSFO••'9 17625 - .kANSAS 40• "1 '9/0NAIL, ;NS� `,%%% 01 OfeSSIQ& SCOTT W. = 7: 16757 "4, 'SOW A ��///PfInnN71� May 11,2012 >$►, werutotlu verVy aeigN;tlorn3ndars m1d ReeD MOlBtS ox rl7rsd11tD 1NCLUDFA /tf 7TifL fzst'r�st�s raga lartsr3 ssroae u71: — Datign-aid Wufa brev 'ilh.M70k t ­I., lhu dWujftL'_+Csbtl p- p-1-t— SJiU'n'n, Cnb i53al Cn in4:ri:5uOlY �'n9COtY+�Gf`Clli. Appk.ObifY0l dation pWtlMa34154nd pIbP21lnCMpefCiKNt Ol Cbmpt%!int it tbyiantiUklyWbidday dfi4jlta[-Pp}INSf dlSkJlMf-3HCtN1�N''•vn � S (bl blel(8 a+pp01103 VidiitltiCi wC0 mCmeCli Clth/. A.dd29nN. tJlnrfCNOf( I:IOGif!(J 16 TS�ia 11Cb41y tluung ppnfJNC{�yh h !ha fCSp OnliC51y b! 3hC arerler. Addy nN Pmmanem blat's'Tj of ln!+ brarb3 ilnveiva :1 fr,e leybbn;al�ty of rnn au-c14lg das;gnbr. Hxgewlo; g W once ra�len9 � Q iooncat+on. .kly coneol a!Waga da6'vary. b1-1!bn and oloc ny. 1a 0 ANSIM11 Ooa$ly Cra•rta, DSl-$y *Ad 1CSl lulding Cbmpbn•nf 14515 N. Cuter F". Suax -300 torah mtbrma$bn bs'a?able/rfm!full h!ata il=li:l;�!b. 781 N. LeeSu�ta332. AlazorWr,.a.VA 22314. Che4W,Wld, MO 63017 If y 1u 41rn FiO (sP oY SF Iumberib $ tc3ht tho (kEf v81ueE ars ih0E6 $H$atly$ OGIBU2012 b ALSO or proposed SP18. 4.00 F12 $ = a. SCOTT W. A MILLER E-10983 lxa ; 4( ij •-, 3$ ::` _ _--. ros.ry17 OF _ ,---� .�.. 2x4 �I NE2�4 4zfO MT20H �' •'�— J / � - 4x10MT20H� 2 15 14 13 12 11 10 4.4 = 6%8 MT20H = 4.5 = 4x5 = site M720H = 4x4 = 1$•8.15 I 23.2.1 ( 33-26 ( 40a•0 $•9-t t $-04 l(X 64-2 8-0.4 Plate Offsets Y): LOADING (psi) SPACING 4-0-0 CSf DEFL in (too) Udell Ud PLATES GRIP TCLL20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.35 13 >999 240 MT20 2441190 (Ground Snow=30.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.77 13-15 >618 180 MT20H 1871143 TCDL 5.0 Rep Stress Incr NO WB 0.60 Hoa(TL) 0.21 8 nia n/a BCLL 0.0 BCDL 10.0 Code IBC20091TP12007 (Matrix) Weight: 261 Ib FT = fl% LUMBER BRACING TOP CHORD 2 X 8 SYP No.1 TOP CHORD 2-0-0 oc pudins (2-6-8 max.). BOT CHORD 2 X 6 SYP DSS 'Except' BOT CHORD Rigid ceiling directly applied or 7-1-1 oc bracing. 11-14: 2 X 6 SYP NoA JOINTS 1 Brace at Jt(s): 5 WEBS 2 X 4 SYP No.2 REACTIONS (ib/size) 2=287810.5-8 (min. 0-2-16),8=287810-5-8 (min. 0-2-15) TRUSS TO WALL CONNECTIONS, IF SHOWN. ARE FOR UPLIFT ONLY AND 00 NOT CONSIDER LATERAL LOADS. Max Horz 2=171(LC 5) THE SUGGESTED CONNECTION(S) ARE TO BE INSTALLED Max Up1ift2=-700(LC 7), 8=-700(LC 8) PER THE MANUFACTURERS SPECIFICATIONS. FORCES (1b) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-706211503, 3-16=•672111439, 4-16--652211452, 4-5=-508011125, 5-6=5080/1125, 6-17=-6522!1453,7-17=-672111440,7-8=-706211504 BOT CHORD 2-15=-145316667,14-15=-101015236,13-14=101015236, 12-13=-61914113, 11-12=-54615236,10-11=-84615236,8-10=-12908567 WEBS 3-16=-619/457, 4-15=-296/1365, 4-13=-1392/539, 5.13=-3 5 517 70 1, 5-f2>355/1701, 6-12=-13921539.6-10=-29811365,7-10=-6191467 NOTES 1) Wind: ASCE 7.05; 90mph; TCDL=3.Dpst-, BCDLz6.0ps1; h=2511; Cat. 1; Exp C: enclosed; MWFRS (low-rise) gable and zone: cantilever left and right exposed: end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL=1-33 2) TCLL: ASCE 7-05; Pg=30.0 psi (ground snow); Ps=20.0 psi (roof snow); Category 1; Exp C: Fully Exp.; Ct=1.2; Unobstructed slippery surface; IBC 1607.11.2 minimum roof live load applied where required. 3) Roof design snow load has been reduced to account for slope. 4) Unbalanced snow Wads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psi or 2.00 times gat roof load of 18.1 psi on o `ek1hpIijsi / I I I non -concurrent with other live loads. `% OF MI$ 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psi (or less) is not adequate for a shing(�4od[.W; LolrledtlDve�i�Q // adequacy of top chord dead load. ��',•• �•� ••• (/� 7) A8 plates are MT20 plates unless otherwise indicated. Co SCOTT W. �• 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other line loads MILLER 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift atjt(s) 2 and 8. *:• 10) This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referMced lumdard ANSl7Tpi 11) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/a bdkm chorNU R ' LOAD CASES) Standard o�O' E-2001018779 ,'•1,� 'r �4 •'•••....•• �` +�S/ONA I— %5: ��pENSFO••'9 17625 - .kANSAS 40• "1 '9/0NAIL, ;NS� `,%%% 01 OfeSSIQ& SCOTT W. = 7: 16757 "4, 'SOW A ��///PfInnN71� May 11,2012 >$►, werutotlu verVy aeigN;tlorn3ndars m1d ReeD MOlBtS ox rl7rsd11tD 1NCLUDFA /tf 7TifL fzst'r�st�s raga lartsr3 ssroae u71: — Datign-aid Wufa brev 'ilh.M70k t ­I., lhu dWujftL'_+Csbtl p- p-1-t— SJiU'n'n, Cnb i53al Cn in4:ri:5uOlY �'n9COtY+�Gf`Clli. Appk.ObifY0l dation pWtlMa34154nd pIbP21lnCMpefCiKNt Ol Cbmpt%!int it tbyiantiUklyWbidday dfi4jlta[-Pp}INSf dlSkJlMf-3HCtN1�N''•vn � S (bl blel(8 a+pp01103 VidiitltiCi wC0 mCmeCli Clth/. A.dd29nN. tJlnrfCNOf( I:IOGif!(J 16 TS�ia 11Cb41y tluung ppnfJNC{�yh h !ha fCSp OnliC51y b! 3hC arerler. Addy nN Pmmanem blat's'Tj of ln!+ brarb3 ilnveiva :1 fr,e leybbn;al�ty of rnn au-c14lg das;gnbr. Hxgewlo; g W once ra�len9 � Q iooncat+on. .kly coneol a!Waga da6'vary. b1-1!bn and oloc ny. 1a 0 ANSIM11 Ooa$ly Cra•rta, DSl-$y *Ad 1CSl lulding Cbmpbn•nf 14515 N. Cuter F". Suax -300 torah mtbrma$bn bs'a?able/rfm!full h!ata il=li:l;�!b. 781 N. LeeSu�ta332. AlazorWr,.a.VA 22314. Che4W,Wld, MO 63017 If y 1u 41rn FiO (sP oY SF Iumberib $ tc3ht tho (kEf v81ueE ars ih0E6 $H$atly$ OGIBU2012 b ALSO or proposed SP18. tet• MiTek MiTek USA, Inc. 14515 North Outer Forty Drive Suite 300 Chesterfield, MO 63017-5746 314-434-1200 Re: QSI The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Parker Truss. Pages or sheets covered by this seat: 119032028 thru 119032044 My license renewal date for the state of Missouri is December 31. 2013. Missouri COA: 001 193 Lumber design values are in accordance with ANSIITPI 1 section 6.3 These truss designs rely on lumber values established by others. .`� (A41,9O� , iF O , *; MILLER ;�:•• NUMBER •'� O E-2001018779 '(v; May 11,2012 Miller, Scott The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss component.-, shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. CIV11 'TW W. MILLER E-10983 J)ts Of NE6QP y SCOTT W. ;op f * 1 MILLER ' NUMBER 90', E-2001018779 '1V4i /ONA E: %% l, esSION �� SCOTT W. ' ��LLER Z = Vim; 16757 � /Owp, May 11,2012 Q . trt K - Ic! #f f fl cs qn paramdns and RMS MOMS ON TWI S A i IWL(IDED M7FK REFEREWE PAGE J01-7473 AEPORE U$E. 4 s y - th Ilil.k —r-1— III, - na d4 y ,i n c n i — s II- �1-a nf,ona 1. > A3%U UL.IY d lVL-d< C! h 4l paa i i 1G1 UI Camp—^f y> S y J"� C C Y' - I tl y C 3!Cirij Acari MiTek' CI[Gtil. A<xa..4e ;,L n�a �c.3il.tvCYye111f9 O.41ars. UtiiWC.i 1.:Q tC_CCf�C ,y C1 iF:UU Sv'.,i u.,Sy. IfC/y_.'�IUE {itllChCi lU}CI<hg laofe4!an. <�34Liy Caf:lfq� SiC(CCU deC'Y. 01-1 an and tf—,.3. C II0 ANSInP11 Q..My CiB9iio. OSB -89 and SCSI Su®dtng Compononl 14535 N. 13ufe1 Fc/iy, SORB 0300 4INBty lntatMUifon vvv?ablUfr<-YCi/uit Piai4I111.^:=fu. iBi N.LCES:'CU:.$::itu 732_ Aiflwt`:.1fel, t'A 21Y1-0. ChoslernoW, MO 63017 5<5a h rn Pir:: {SP or SP IumG�r is a tcdaA tba daa: n valoae and those eYactNn %?F 0V2'd'1 b, ALSO or proposfid by SF;P, Parker Truss & Stuff, Parker, Kansas 7.250 s Aug 25 2011 kliTek Industries, Inc. Thu May 10 14:14:52 2012 Page 1 0:10-8 7-6-12 8-10-7 - 5-6-13 - 545-13 - 6.10-7 \iPNL CIV/� F 5S q1 72.4 4.00 12 5x6 = 4 SCOTT W. A MILLER _ r5 7x8 % o ��..� 7x8 E-10983 16 - - - �'-.---3' 17 r '� _ gTFOF NE6RP� 2x4 \\ �'� l `\=� 2x4 d� 4x10 MT20H 7;: . _ / ��a'�-. 400 MT20H 15 14 13 12 11 10 4x4 = 6x8 M720H = 45 = 4x5 = 6x8 MT20H = 4x4 = &9-11 I 16-9-15 I 23-2-1 1 31-2-5 I 40.0-0 8.9-11 &0-0 6.4.2 B-04 8.9-11 Plate Offsets (X Y): 12:0-5-12.0-2-01 f4:0-4-0.04-81. f6:04-0,04-81,18:0-5-12.0-2-01 LOADING (psf) SPACING 4-0-0 CSI DEFL in (loo) Well Lld PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.35 13 >999 240 MT20 2441190 (Ground Snow=30.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.77 13-15 -618 180 MT20H 187/143 TCDL 5.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.21 8 We n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight 261 Ib FT = 0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SYP No.1 TOP CHORD 2-0-0 oc purlins (2-6-8 max.). BOT CHORD 2 X 6 SYP DSS 'Except' BOT CHORD Rigid telling directly applied or 7-1-1 oc bracing. 11-14: 2 X 6 SYP No.1 JOINTS 1 Brace at Jl(s): 5 WEBS 2 X 4 SYP No.2 REACTIONS( Ib/size) 2=287810-5-8 (min. 0-2-15),8z287810-5-8 (min. 0-2-15) TRUSS TO WALL CONNECTIONS, IF SHOWN, ARE FOR UPLIFT ONLY AND DO NOT CONSIDER LATERAL LOADS - Truss Truss Type Oty Ply119032039 l forces 250 or less except when shown. FORCES W,M/4�* 1 TOP CHORD) (6=,706211504 4-5=-5080/i 5, 5-6=-5080/1125, ``�GQ'(� �' 6-17=-652211453. 716=- 617211144047 �; .NSFO'•.. Q BOT CHORD 2-1 5=-1 4 5 316 56 7, 14-15=-1010/5236, 13-14=-101015236, 12-13=-61914113, �,b SI 40 DBL FINK 1 1 6-12=-13921539.6-10=-298/1365,7-10=-6191457 _ _ _ j 62 _ 1 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.Opsf; BCDL=6.0psN h=251t; Cat. 1; Exp C; enclosed; MWFRS (low-rise) end zone; cantilever left +' Ir44/ 90 • • gable left Lumber DOL=1.33 DOL=1.33 ;' 4f - '-.kANSP`?••' Jab Reference (optional) Parker Truss & Stuff, Parker, Kansas 7.250 s Aug 25 2011 kliTek Industries, Inc. Thu May 10 14:14:52 2012 Page 1 0:10-8 7-6-12 8-10-7 - 5-6-13 - 545-13 - 6.10-7 \iPNL CIV/� F 5S q1 72.4 4.00 12 5x6 = 4 SCOTT W. A MILLER _ r5 7x8 % o ��..� 7x8 E-10983 16 - - - �'-.---3' 17 r '� _ gTFOF NE6RP� 2x4 \\ �'� l `\=� 2x4 d� 4x10 MT20H 7;: . _ / ��a'�-. 400 MT20H 15 14 13 12 11 10 4x4 = 6x8 M720H = 45 = 4x5 = 6x8 MT20H = 4x4 = &9-11 I 16-9-15 I 23-2-1 1 31-2-5 I 40.0-0 8.9-11 &0-0 6.4.2 B-04 8.9-11 Plate Offsets (X Y): 12:0-5-12.0-2-01 f4:0-4-0.04-81. f6:04-0,04-81,18:0-5-12.0-2-01 LOADING (psf) SPACING 4-0-0 CSI DEFL in (loo) Well Lld PLATES GRIP TCLL 20.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.35 13 >999 240 MT20 2441190 (Ground Snow=30.0) Lumber Increase 1.15 BC 0.74 Vert(TL) -0.77 13-15 -618 180 MT20H 187/143 TCDL 5.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.21 8 We n/a BCLL 0.0 Code IBC2009/TPI2007 (Matrix) Weight 261 Ib FT = 0% BCDL 10.0 LUMBER BRACING TOP CHORD 2 X 6 SYP No.1 TOP CHORD 2-0-0 oc purlins (2-6-8 max.). BOT CHORD 2 X 6 SYP DSS 'Except' BOT CHORD Rigid telling directly applied or 7-1-1 oc bracing. 11-14: 2 X 6 SYP No.1 JOINTS 1 Brace at Jl(s): 5 WEBS 2 X 4 SYP No.2 REACTIONS( Ib/size) 2=287810-5-8 (min. 0-2-15),8z287810-5-8 (min. 0-2-15) TRUSS TO WALL CONNECTIONS, IF SHOWN, ARE FOR UPLIFT ONLY AND DO NOT CONSIDER LATERAL LOADS - Max Horz 2=171(LC 5) THE SUGGESTED CONNECTION(S) ARE TO BE INSTALLED Max Uplift2=-700(LC 7), 8=-700(LC B) PER THE MANUFACTURER'S SPECIFICATIONS. l forces 250 or less except when shown. FORCES W,M/4�* 1 TOP CHORD) (6=,706211504 4-5=-5080/i 5, 5-6=-5080/1125, ``�GQ'(� �' 6-17=-652211453. 716=- 617211144047 �; .NSFO'•.. Q BOT CHORD 2-1 5=-1 4 5 316 56 7, 14-15=-1010/5236, 13-14=-101015236, 12-13=-61914113, 11-12=•84615236, 110-111=-84615236,8-110=11290/6567 WEBS 3 -15= -6191457.4 -15=-29611365,4-13=-13921539.5-13=-35511701.5-12=-355/1701, 6-12=-13921539.6-10=-298/1365,7-10=-6191457 _ _ _ j 62 _ 1 NOTES 1) Wind: ASCE 7-05; 90mph; TCDL=3.Opsf; BCDL=6.0psN h=251t; Cat. 1; Exp C; enclosed; MWFRS (low-rise) end zone; cantilever left +' Ir44/ 90 • • gable left Lumber DOL=1.33 DOL=1.33 ;' 4f - '-.kANSP`?••' and right exposed ; end vertical and right exposed; plate grip �'�`� ��; 2) TCLL: ASCE 7-05; Pg=30.0 psf (ground snow); Ps=20.0 psf (roof snow); Category 1; Exp C; Fully Exp.; C1=1.2; Unobstructed slippery surface; IBC 1607.11.2 minimum roof live load applied where required. � 11111111111110%% 3) Roof design snow load has been reduced to account for slope. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times gat roof load of 18.1 psf on o c vvhdsl 1 l I 1 I / 1111 t I f 1llll7j/ non -concurrent with other live loads. `\G' OF MIS/`�\� QFESSIQN //// 6) Dead loads shown Include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shing{&Kff�ohitddttb•vyri4(Q� /, � Q A. . • • • • • . • .9� /�� adequacy of top chord dead load. Q•••' �•� (/ 7) All plates are MT20 plates unless otherwise indicated - 8) i� ' • 2 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads- : SCOTT W. G_' + 9) Two RT7 USP connectors recommended to connect truss to bearing walls due to uplift aljt(s) 2 and 8. *: MILL"R_,Cc�- SCOTT W. • = 10) This truss Is designed In accordance with the 2009 Intemational Building Code section 2306.1 and referZeed ktandard ANSI/T•"�•• n•I - 11) Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/M b6lolm chord.'16757 NUM LOAD CASE(S) Standard E-2001018779 / OWA1111.• II►Il11111` May 11,2012 ,&WARNING -Verify design parmnders and READ N07ES ON THIS AM INCL UDED 017W REFERFMCE PAGE NR -7478 BaORE USE. Desgn -lid for use only wllh MiTek connectors. this design Is based ony upon parametols shown. and I$ for an individual bu9dng component. �� AppkabiSty of design parameters and proper Incorpoialion of component is responsibby of bustling deslgnef - not buss dei�gner. &acing shown is fenoterol support of Individual web members ony. Adddanat Iemporary bracing 10 insure stabilitydurina conshucr;on IS Iheresponvbd:ly of the MiTek• erector. Addrional pennonenl btadng of the overalshucture is the responslbifily of the building desYjner. For genaralguldance regutdmg fabrication, quaily control, storage, deGrary, erecllon and bracing, consull ANSI/1911 quality Creeda, DSB-89 and BCSI Building Component 14515 N. Outer Fory, nude 2300 Safety Inlormolian ..Bable- h..Truss Plate InShfute. 781 N. Leo Street. Suite 312. Ale rtchia. VA 22314. Chesterfield, MO 63017 If S00thern Pine SP or SP lumber is specified, the design values are those effective 06/012012 by ALSC or proposed by SPIE. Symbols I Numbering System AL General Safety Notes PLATE LOCATION AND ORIENTATION 13/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss and fully embed teeth. For 4 x 2 orientation, locate plates 0-W' from outside edge of truss. This symbol indicates the requited direction of slots in connector plates. ' Plate location detalls avallable 1n M1Tek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Industry Standards: ANSVTPII : National Design Specificotion for Metal Plate Connected wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses, 1 1 dimensions (Daw shown to f scale) (Drawings not to scale) 2 3 TC]p CHr1Rr)1; CL2 CY3 WEBS 4 201 17 17 cse BOTTOM CHORDS 8 7 6 JO INTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS, PRODUCT CODE APPROVALS [CC -ES Reports: ESR -1311, ESR -1352, ESR1988 ER -3907, ESR -2362. ESR -1397, ESR -3282 Southern Pine lumber designations are as f o9aws: SYP represents cunent/old values as published by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided in SPIB submittal to ALSC dated Sept 15, 2011 SP represents ALSC approved/new values with effective date of June 1, 2012 (2x4 No 2 and lower grades and smaller sizes), and all MSR/MEL grades 5 ® 2012 MiTekS All Rights Reserved R MiTeke Mitek Engineering Reference Sheet: Mll-7473 rev. 01 /18/2012 Failure to Follow Could Cause Property Damage or Personal Injury I, Additional stability bracing fcrtruss system, e.g. diagonal or %-bracing, is always required. See BCSI. 2. Truss bracing mu5i be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, orolternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to beortightly against each other. 6. Place plates on each face of truss at each Joint and embed fully. Knots and wane at Joint locations are regulated by ANSON 1. 7, Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1 . B. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Comber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size. orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 it. spacing. or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 13. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design [front, back. words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture In accordance with ANSI/TPI1 Quality Criteria. -4,lj o /-tj oa � 3n IsuollnloS I IA13 f� NV Id JNIG)AIJ atro-a '" rmrootl 3;N1°r 3N 'aiV1e 133b1S 1NV80 '3 969 J,ciniS 30VNIVbO A-inM 31NOIN I I I w I I 0 s 0 II a a cW r U z W U) 'ON 'ON 1.03r 1 IQ I NMOHS SY 31Y0S 9LOZ/LL 31YO -ON 133HS 7-11 _ Q' 13MI1S CNb�I`J �" k iN �V 133 -HIS IN�IJ c l� r- - .....1 C 09 - 10 ,� ..... _.. _. 1006 -- .... .... Z Q n z E5 L V W z W a � U I m cn ---- - 0° ' LL LL C)- - _ -- o �c J O U z W L7 o I � 'JalB 30 3Ja3 I 7-11 _ Q' 13MI1S CNb�I`J �" k iN �V 133 -HIS IN�IJ c l� r- - .....1 C 09 - 10 ,� ..... _.. _. 1006 -- .... .... Z Q n z E5 L Quality Structures, Inc. gc- SPECIALIZING IN COMPLETE POST FRAME BUILDINGS www.qualitystructures.com P: 1-800-374-6988 {c c.�2 `- DRAWINGS PROVIDED FOR: MONTE WULF BLAIR, NE cp DESIGN INFORMATION Cows -E V- is DESIGN WIND SPEED: 105 MPH (ASCE 7-10) Oo ci WIND EXPOSURE: C OCCUPANCY CATEGORY: I - SUITABLE FOR BUILDINGS USED FOR STORAGE, AGRICULTURAL OR OTHER SIMILAR USES. NOT NORMALLY OCCUPIED BY PEOPLE TRUSS LOADING: 20-5-0-10 (35 TOTAL) _ L r �L, x l (a yZ SNOW LOADING GROUND SNOW LOAD: 30 PSF Ple/1—c(41A EXPOSURE CATEGORY: CSI 0 0 Ln EXPOSURE FACTOR: 1.0 ' GIRTS RISK CATEGORY: IMPORTANCE FACTOR: I_ 0.8 PAe 2 � + D r` THERMAL FACTOR: SLOPED ROOF FACTOR: 1.2 0.94 0 � e-5 • )Iw. FLAT ROOF SNOW LOAD: 20.16 PSF I BALANCED ROOF SNOW LOAD: 18.95 PSF UNBALANCED ROOF SNOW LOAD: i � WINDWARD 0.0 PSF 5 LEEWARD 24 PSF SOIL TYPE: FLOOR LOADING & CONCRETE: LATERAL RESISTANCE SYSTEM: BUILDING ENCLOSURE TYPE: 3 FIRM SOIL W/ ALLOWABLE SOIL PRESSURE OF 1500 PSF 125 PSF (LIGHT STORAGE) MINIlv1UIvI 28 DAY CONCRETE COMPRESSIVE STRENGTH 4000 PSI Post Frame Foundations & Post Hole Backfill: To achieve proper post to soil interaction, any backfill material used must be compacted to at least 85% of the density of the surrounding soil. Compact all backfill by tamping layers no greater than 8" in thickness. In general, excavated soil can be used for backfill as long as it is compacted to at least its pre -excavation density and free of organic material and construction debris. Replacing excavated material with gravel or well graded sand may be necessary where greater soil strength and stiffness are needed. In the case of holes drilled in clay, it is not recommended to backfill with coarse granular backfill in an effort to reduce frost heave. Drilling holes in clay and backfilling with a coarse grained soil turns every post hole into a sump pit that traps and holds water. This leaves the backfill in a saturated state which is more susceptible to frost heave than if clay soils are used to properly backfill the holes. Building in organic silts, soft clays or peat containing soil is never recommending as these soils are either weak or inherently unstable. Extra caution should be taken when evaluating strength properties of soil with variable characteristics, composition, and moisture content throughout the building site. If soil properties present at the building site or selection of backfill material causes any doubt about the long STEEL DIAPHRAGM BUILDING (THROUGH FASTENER APPLIED) WITH term building performance, seek specific WIND BRACINGS TO RESIST WIND LOADS advice from a qualified soil technician or r�post frame engineer. �9 ENCLOSED i ---F- 7 7 C, G pb lj-� CONTINGENT ON APPROVAL BY THE FIRE MARSHALL 2-v 1 w o- sr t PITP M1 T NOP: q-rR!ONAL Cjj�l LAVE"AtEx o NbER N '° 15179 0 F°C0°°°° OF NEBR? PROJECT INFORMATION Lh L r �L, x QC-�i�r IMPERIAL RIB® 36" Coverage ix DAAGE DEPICTS FASTENER PATTERN FOR ROOF STEEL Ple/1—c(41A 36" 1- 9- -W J-- TO PURLINS BUT THE SAME PATTERN ALSO APPLIES TO WALL STEEL FASTENED TO ' GIRTS Sec D 0 �tt dµ1s pp p GS I 1 P I L A pp 1 Typical fastener cement at placement PROJECT DESCRIPTION - intermediate purlins. I NEW CONSTRUCTION i ---F- 7 7 C, G pb lj-� CONTINGENT ON APPROVAL BY THE FIRE MARSHALL 2-v 1 w o- sr t PITP M1 T NOP: q-rR!ONAL Cjj�l LAVE"AtEx o NbER N '° 15179 0 F°C0°°°° OF NEBR? PROJECT INFORMATION PROJECT LOCATION pp [7- ROVE U E. GRANT ST. BLAIR, NE 68008 .. r ' - =-- — - GJ' PROJECT DESCRIPTION o NEW CONSTRUCTION i � 5 k S r BUILDING INFORMATION BUILDING SIZE: 40' X 50' = 2000 SQFT l INSDE HEIGHT: 16111' w OVERALL HEIGHT: +/- 32' 10" ROOF PITCH: 4/12 - �_u►�s no.. ��,�, es t Il AV« �,�>� ��>.,Q ���,,,�� �: ; az 8 INDEX PAGE CONTENTS r ii N aLe� cc'LF ' v6 Ccs 1 COVER SHEET & GENERAL NOTES ; t, 2 FLOOR PLAN & FOOTING 3 BUILDING ELEVATIONS & CONSTRUCTION DETAILS 4 BUILDING SECTION & CONSTRUCTION DETAILS CONSTRUCTION DRAWINGS INCLUDED REFERENCE TABLES AND DETAILS FOR VARIOUS INFORMATION LOCATED ELSEWHERE. THE TABLES AND DRAWINGS ARE REFERENCED THROUGHOUT THE DRAWINGS AS FOLLOWS LETTERS REFER TO A SPECIFIC TABLE ON THAT PAGE TABLE#A (NOT APPLICABLE IN THESE DRAWINGS) t NUMBERS REFER TO THE PAGE A TABLE IS LOCATED ON (NOT APPLICABLE IN THESE DRAWINGS) e �" ' # TOP NUMBER REFERS TO A SPECIFIC DETAIL ON A GIVEN PAGE W(v V e. # BOTTOM NUMBER REFERS TO THE PAGE THE DETAIL IS ON Q ai00 o�� �� cn m yam, o 00 U0 WO as . , {1 / &• r. xennetn J. t,ofeman Typical A�, r ,AL AS/-+��1y�R�E-S.�ULT OF`Q"A� !i\gd}II" rT.�EV GabePfefferkomYP.E t� mm pla eaveswendlaps l !. f 3 CONSI 1 RUED TO C�'°- '.a'J Art- t ^ L �- 1-%L Kenneth J. Coleman IK V 4 CEO- Typical fastener �� ivy r�6� a t ��t,_ Q f ✓*� `� 0a +� t .- -- .1 I ®� O Y T 6 s PRO" ©? �i � r V S O F �j �J n � PAGE placement at ridge. - Cc: � ,� OF OTHER ORDINAIvL ES OF T i -i S 1Or 4 _ ---- �c�—II ��ua �•�to�.,�t �e�„w�o�s As- Af .i�SSM zn�k da(dcOil �� I Ubu 1. 39'-9" OUT TO OUT ON POSTS \/Ar-) f" I r 8'-10 1/21. � 101_011 2._011 101_01, - 41_011 "-31_011 " �� fel k� e Q i w_ O\ II 0 Pd I.0 V r I 14 J J hA " • —•— .—.—.—.—. uRIF / II 'I I Q w I •', `� II 10x14 �� N�� 10x14'" �, .- II Iii a FRAUD OPENING N ❑ FRAMED OPENING ii I ii 71 II I �yp�r1 II—V V II �I L tl / O 1 , Il o...II.......l-tl.............................................................. s.......�........................ t s ........... ..........�`.. ij'. .......................... .. s ............... . ....... .......II... o - N III >� Ilm� � ,', ''L.V� ` II m� � ��\`` 11�� \ �4.�.......� II �j)•V l/ III 5 ' 604 II / 1 I J / .. i LL - i 0 r7 II ' •, � II 11 ff n .t II elf \ p II ti II n 1I rr i ... ...................... .........`...4'OCTRUSES20.5-0-10LOADING ...........................................................................i.3..............(..�..........S...Iyi l d� I: •• 1 O II / ✓ CGI. �. - `\Hp9A� � `L L V� O II `u/ It �O n I I n i I 4' OC TRUSSES 0.5-0.10 LOADING II II II u II II II II tb , II II\, pp II II D II O /s See k t{�cU�� Sic_ io�8" II II '� �>�eS (�v�-9 �s c�-t SGS •� I—';; e o r � ° o z I. ° z �I 0 I� II ° _ II u I I n u I I n M H 11 � II 11 II I II II II II II II II II � II II II iO a I II O II u 41 OC TRUSSES 20.5-0-10 LOADING)��Ao° , zv4 w \w 11 ' a�a II , b II f II II " 4' oC TRUSSES (20-54)-10 LOADING) ...............................................................................................................................................................................................................................................,........ ........................fl,................................................................................................................................................ ................................................................... II II II II II II I�� II II II II II II II I II II II II Fn II ' II II tl II tl II [, II II I IIS IIs i' s I• s I' Aa�'• II �� `\\\\\ s s u II II L IIE m� II II AA O 9' E II u n IIS. � � m� II m II «....... m mF'F m I O III.......��...............................................................'I.�..........................4.................................................. T�.>(�........................................J..................................'1 ............................... ................. .. ..II... 11 li II 11 � II II 'i II III �s II II II Ep II •u m� n u II '�� u n I I AIx01 1'-10 1/2"((YYNyyI,,� (N�•' ' D4I1VIH40 UaMAA9 1'-30 1/2" .�—.—.—.—.—.—.—. .—. `.fTilvYII TITI 9'-101/2" �� 10'-0"0,J 10'-0" � 8'-101/2" 40'-0" OUT TO OUT ON FRAMING A a o_ b � ro nwMO O� ro� ro A rd o a•[rlOy yyCn tri l"00k d � O O A N II m C, " A SIL D•. c� PROJECT: REVISIONS by g b o 8 d C SPECIALIZING IN COMPLETE DATE DESCRIPTION N y �• NEW CONSTRUCTION POST FRAME BUILDINGS ° G) C 11/28/2016 ISSUED FOR REVIEW o o- g m c#OWNER: 11/30/2016 REVISION I -,:5 www.qualitystructures.com o MONTE WULF P: 1-800-374-6988 It, Quality Structures, Inc. a o_ b � ro nwMO O� ro� �y �yN Pr.. �9 Hy xh7 a•[rlOy yyCn y41 of l"00k d � z0r Cq O N O D•. w w I> t7 Gro" Gro" ro II c� PROJECT: REVISIONS by g b o 8 d C SPECIALIZING IN COMPLETE DATE DESCRIPTION N y �• NEW CONSTRUCTION POST FRAME BUILDINGS ° G) C 11/28/2016 ISSUED FOR REVIEW o o- g m c#OWNER: 11/30/2016 REVISION I -,:5 www.qualitystructures.com o MONTE WULF P: 1-800-374-6988 It, Quality Structures, Inc. ktyd w w I> t7 Gro" Gro" ro O O H �H ITI h7 Q d O N O y tz at,� tz tz O O V] zl PRE a FL EL A77ACBID B©@.'D WALL GIRTS POST EMBED ELEV. 96'-0" 1 EAST & WEST ELEVATION 3 SCALE: 1/8" = 1'-0" PR MJSHM 29 GA METAL o CUSSICWRAP RFFIF 1NSU WAINAOT OVER C[ASSICwRAP INSOIAII LATERAL ATTACHMENT L� FINISH GRADE ION FINISH GRADE /� ELEV. 10G'-0° ELEV. lOD'-0" CTT H u one osB 0 sI¢wxwuL POST EMBED -AT SPLICE ATTACH TO TRUSS W/ (4) 16d COMMON NAILS POSTEMBED Ilk W ELEV. 96-0" 6 SOUTH ELEVATION s NORTH ELEVATION SCALE: 3/32" = 1'-0" 3 SCALE: 3/32" =1'-0" ATTAC BEF@.9WALLGBi TRUSS ELEV. , PR&m CIAS5 TRUSS AT POST LOCATIONS BEARING ON FIRST PLY & ATTACHED TO REMAINING PLYS N/ (4) 16d COMMON NAI S & (2) 3-5/8" LEDGERLOK SCREWS TRUSS ATTACHMENT NO SCALE ATTACH PURLIN TO TRUSS W/ (2) 16d COMMON NAILS AT SPLICE ATTACH PURLIN TO TRUSS W/ (4) 16d COMMON NAILS —� •M 2X6 TRUSS TIE DOWN BLOCKS TTACHED TO TRUSS W/ (4) 16d COALMON NAILS & (2) 3-5/8° LEDUERLOK SCREWS 1 � • • 2X6 TRUSS BLOCKS ATTACHED BETWEEN HEADERS W/ (4)16d COI.4vION (AH d (TYPICAL INSIDE & OUT) 3 PURLIN TO TRUSS CONNECTION k,2-/ SCALE: 3/4" = 1'-0" PR&FATS 39GAnfl:TAL WAINSCOTOVER o CUSSICWRAP RFFIF 1NSU uoN LATERAL ATTACHMENT FINISH GRADE ELEV. 10G'-0° H u 2X7p1AGONALBR 0 ATTAC� BP3nNn W WAIL GBt]T POST EMBED -AT SPLICE ATTACH TO TRUSS W/ (4) 16d COMMON NAILS ELEV. 96'-0" W 6 SOUTH ELEVATION W 3 SCALE: 3/32" = 1'-0" poo\ONAL C, FA.' pO°° �4:0, 1 L4 E DSS °o E-15179 0° NEBRP �_ OBbe Pfefferkom, PX Kemeth J. Coleman PAGE 3of 4 o LATERAL ATTACHMENT H u -ATTACH 2X4 TO TRUSS W/ (2) 16d COMMON NAILS 0 3 -AT SPLICE ATTACH TO TRUSS W/ (4) 16d COMMON NAILS W W Q AT SPLICE LOCATIONS ADD A 16" BLOCK & ATTACH IT O z TO THE 2X4 LATERALS W/ (4) F`' p 16d COMMON NAILS 5 rn .fir W W W F+ o N 0 N CONTINOUS 2X4 QO N o LATERAL BRACE (LOCATION PER TRUSS MANUFACTURER'S SPECIFICATIONS) BOTTOM CHORD OF TRUSS W-1 o 4 LATERAL TO TRUSS CONNECTION Q � 00 3 SCALE: 3/4" = 1'-0"04 M O IG -I O DO U WO a j y: 2 Sup o i / o / U i � w / Z Z U U W tr 7 03W C,Z Oz O� �_ OBbe Pfefferkom, PX Kemeth J. Coleman PAGE 3of 4 PRE -FINISHED 29 GA. METAL ROOF PANELS OVER CLASSICWRAP REFLECTIVE INSULATION 2X4 SPF #2 ROOF PURLINS FLAT 24" OC. STAGGER PURLIN SPLICE ACROSS BUILDING WIDTH PRE -FINISHED 29 GA. METAL ROOF PANELS OVER CLASSICWRAP REFLECTIVE INSULATION ATTACH DIAGONAL BRACE TO TOP CHORD OF TRUSS W/ AN UPSIDE DOWN LUS26 HANGER & (3) 16d COMMON NAILS 2X4 SPF #2 ROOF PURLINS / STAGGERFLAT 24" OC. SPLICE ACCROS BUILDING WIDTH .K 2X6 DIAGONAL BRACE FROMBOTTOM CHORD OF GABLE TRUS TRUSSES AT POST ATTACH BOTTOM END TO TOP CHORD LOCATIONS TO BEAR ON TO THE SIDE OF POST W/ (4) OF INTERMEDIATE TRUSS ONE PLY & FASTENED TO 16d COMMON NAILS 4' OC TRUSSES LOCATION SHOWN ON REMAINING PLYS FLOORPLAN (20-5-0-10 LOADING) ADD 2X4 T BRACE TO PREVENT BUCKLING All FOOTING DETAIL 1 ENDWALL SECTION r . 4 SCALE: 3/8" = F-0" AT SPLICE LOCATIONS FASTEN EACH FASTEN HEADER TO POST W/ SIDE W/ (2) 3-5/8" LEDGERLOK SCREWS (4) 3-5/8" LEDGERLOK SCREWS fT 2 PLY 2X12 HF#2 AT 8' SPAN SPLICE INTERIOR HEADER ON DIFFERENT ATTACH GIRTS IRT STO POSTS WITH 16d COMMON NAILS BAYS 10' BAYS QTY = 5 2' O/C MAX SPACING 4 HEADER ATTACHMENT 4 SCALE: 3/8" = P-0" 4' OC TRUSSES (20-5-0-10 LOADING) NOTE: WEB BRACING NOT SHOWN L 2X4 SPF #2 BOTTOM CHORD LATERALS SPACING SPECIFIED BY ENGINEERED TRUSS PRINT 2 PLY 2X12 HF#2 TRUSS CARRIER Io x l7 w s w J U 3 PLY 2X6 NAIL LAM POST (SEE FLOOR PLAN FOR LOCATIONS) 2 SIDEWALL SECTION 4 SCALE: 3/8" =1'-0" 1 j; TRUSSES BETWEEN POST LOCATIONS PROVIDE TWO 2X6 TRUSS TIE DOWN BLOCKS (ONE PER SIDE) TRUSS BOTTOM CORD NOTE DIAGONAL BRACE ON ENDWALLS TO BE INSTALLED SIMILAR PRE-FIMSHED 29 GA. METAL WALL PANELS 2X4 SPF 92 BOTTOM CHORD LATERALS OVER CLASSICWRAP SPACING SPECIFIED BY ENGINEERED PRE -FINISHED 29 GAMETAL REFLECTIVE INSULATION TRUSS PRINT OVER WALL PANELS OVV/ CLASSICWRAP REFLECTIVE— INSULATION INSULATION 3 PLY 2X6 NAIL LAM POST (SEE FLOOR PLAN FOR LOCATIONS) 2X4 SPF #2 GIRTS 2'-0" 24" OC. STAGGER GIRT SPLICE ACROSS — BUILDING WIDTH 2X4 SPF #2 GIRTS 24" OC. STAGGER GIRT o = � SPLICE ACROSS w 2'-0" BUILDING WIDTH 2 Q W U TR 2X6 SKIRT BOARD W/ METAL BASE TRIM rQ, n TR 2X6 SKIRT BOARD W/ METAL BASE TRIM \1 v v� i21 FOOTING DETAIL FOOTING DETAIL 1 ENDWALL SECTION r . 4 SCALE: 3/8" = F-0" AT SPLICE LOCATIONS FASTEN EACH FASTEN HEADER TO POST W/ SIDE W/ (2) 3-5/8" LEDGERLOK SCREWS (4) 3-5/8" LEDGERLOK SCREWS fT 2 PLY 2X12 HF#2 AT 8' SPAN SPLICE INTERIOR HEADER ON DIFFERENT ATTACH GIRTS IRT STO POSTS WITH 16d COMMON NAILS BAYS 10' BAYS QTY = 5 2' O/C MAX SPACING 4 HEADER ATTACHMENT 4 SCALE: 3/8" = P-0" 4' OC TRUSSES (20-5-0-10 LOADING) NOTE: WEB BRACING NOT SHOWN L 2X4 SPF #2 BOTTOM CHORD LATERALS SPACING SPECIFIED BY ENGINEERED TRUSS PRINT 2 PLY 2X12 HF#2 TRUSS CARRIER Io x l7 w s w J U 3 PLY 2X6 NAIL LAM POST (SEE FLOOR PLAN FOR LOCATIONS) 2 SIDEWALL SECTION 4 SCALE: 3/8" =1'-0" 3RACE CUT Y )N FLOOR S o\0NAL a--VC11H,qLEX o LAVENDER v�A oo E 151 ?g 1201/20.je °Op -0000° OF N EBRD 3 DIAGONAL BRACE CONNECTION 4 SCALE: 3/16" = P-0" 1 j; .... , ATTACH DIACONAL BRACE TC THE BACK SIDE OF EACH GIRT W/ (3) l Od COMMON NAILS SPF 2X4 DIAGONAL TO FIT ONE POST BE LOCATION SHOWN PLAN & ELEVATIOD NOTE DIAGONAL BRACE ON ENDWALLS TO BE INSTALLED SIMILAR 3RACE CUT Y )N FLOOR S o\0NAL a--VC11H,qLEX o LAVENDER v�A oo E 151 ?g 1201/20.je °Op -0000° OF N EBRD 3 DIAGONAL BRACE CONNECTION 4 SCALE: 3/16" = P-0" 2X4 POST NAILER 7/16" OSB ATTACHED TO POSTS W/ 10d COMMON NAILS 12" O/C 6.. 2X4 BLOCK BEHIND GIRTS &OSB TOE NAILED INTO POST NAILERS W/ lOd COMMON NAILS 2X4 EXTERIOR GIRTS 7 6 SHEAR WALL TOP VIEW 4 SCALE: 1" = P-0" ATTACH THE OSB TO THE NOTE: POST NAILERS W/ 10d WIDTHS OF SHEAR COMMON NAILS 6" O/C WALL MAY VARY DEPENDING ON NAIL THROUGH THE POST SPACING EXTERIOR GIRTS INTO THE OSB & 2X4 BLOCKS W/ 10d COMMON NAILS 6" O/C s SHEAR WALL FRONT VIEW 4 SCALE: 3/8" = P-0" IGabe Pfefferkom, RE I Kenneth J. Coleman l PAGE 4 of 4 1 j; .... , 2X4 POST NAILER 7/16" OSB ATTACHED TO POSTS W/ 10d COMMON NAILS 12" O/C 6.. 2X4 BLOCK BEHIND GIRTS &OSB TOE NAILED INTO POST NAILERS W/ lOd COMMON NAILS 2X4 EXTERIOR GIRTS 7 6 SHEAR WALL TOP VIEW 4 SCALE: 1" = P-0" ATTACH THE OSB TO THE NOTE: POST NAILERS W/ 10d WIDTHS OF SHEAR COMMON NAILS 6" O/C WALL MAY VARY DEPENDING ON NAIL THROUGH THE POST SPACING EXTERIOR GIRTS INTO THE OSB & 2X4 BLOCKS W/ 10d COMMON NAILS 6" O/C s SHEAR WALL FRONT VIEW 4 SCALE: 3/8" = P-0" IGabe Pfefferkom, RE I Kenneth J. Coleman l PAGE 4 of 4