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HomeMy WebLinkAboutPost Frame Building Structural Calculation - COM Engineering / Geo-Tech Reports - 4/26/2007 i CE GINEE "The Pole Building Engineering Company" POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 140927 BUILDING OWNER / LOCATION: Gregg Paisley #4 4911 State Route 3 Shelton, WA 98584 CLIENT: Parker Buildings PO Box 407 Hubbard, OR 97032 ENGINEER: t � O y ')7 39188 `Gc E1sv NALE�v� EXPIRES 12/04/0�� Property of Alliance Engineering of Oregon, Inc. Unauthorized dupiication prohibited. Copyright«)Alliance Engineering of Oregon, Inc. 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.polebuildingengineering.com Fax: (503) 589-1728 4/26/2007 140927(Paisley#4)40x96x14.xmcd 1 POST FRAME BUILDING SUMMARY: This is a post-frame building with wooden trusses or rafters and preservately treated posts that are pressure treated for ground contact. Post size, post embedment depth, post hole diameter and backfill is given in the body of the calculation. The building will depend on the diaphragm action of the roof and wall sheathing for lateral stability. The posts will be modeled as propped cantilevers that are fixed at the base and propped by the deep beam action of the roof. The roof structure spans horizontally between the wall diaphragms where it is simply supported. The post frames will be assumed to act as a unit. Wind loads will be imposed on the windward and leeward sides of the building simultaneously. The actual post length for bending will be assumed to be measured from top of the post hole backfill to the top of the corbel block. If there is no concrete floor, the concrete backfill will provide lateral constraint in the windward and leeward direction. If a concrete floor is used, lateral restraint for the post will be provided at the ground line by the concrete floor. REFERENCES: 1. 2003 Edition of the International Building Code 2. ASCE 7-02- Minimum Design Loads for Buildings and Other Structures American Society of Civil Engineers, 2003 3. 2001 Edition, National Design Specification(NDS) Supplement For Wood Construction,American Wood Counsel 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 2 SUMMARY OF DESIGN VALUES: Building Dimensions Wbldg:= 40 ft (Width of Building) Lbldg:= 96 ft (Length of Building) Hbldg:= 14 ft (Eave Height of Building) Overhang:= 18 in (Length of Eave Overhang) Rpitc,h:= 4 / 12 (Roof pitch) Bay:= 16 ft (Greatest spacing between eavewall posts) Wgableopenings:= 7 ft (Total width of openings in one gable wall) Weaveopenings:= 48 ft (Total width of openings in one eave wall) Truss heel:= 12 in (Depth of truss/rafter heel) Post Properties: Pwidth:= 6 in (Post width y-axis) POST SIZE Pdepth := 8 in (Post depth x-axis) Grade :_ "2" (Grade of Post ( 2, 1, or SS = Select Structural)) Fbl = 575 psi (Allowable bending stress for the posts) Fc1 = 575 psi (Allowable compression stress for the posts) Ewood= 1100000 psi (Allowable modulus of elasticity for posts) Lpost_bndg= 156 in (Bending length of post) Purlin Properties: Girt Properties: Purlin_spacing:= 24 In Girt_spacing•= 24 In Spurlin:= Sx212 Sgirt•= Sx26 Fpurlin•= FbDF2dim Fgin = FbDF2dim 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 3 SUMMARY OF DESIGN VALUES (Continued): Footing and Post Hole Design Values: 9soit 1500 psf (Assumed soil vertical bearing capacity) dia_footing 2 ft (Diameter of footing) Ssoii = 150 psf (Assumed soil lateral bearing capacity) Design Loads for Building: Wind Design Values: Roof Load Design Values: Fastest wind speed (3 second gust) pg:= 25 Ibs (Ground snow load) Vwind:= 85 MPH pd:= 5 + 5 Ibs (Roof dead + ceiling dead load) Wind Exposure: E _ "B„ xposure.•— Seismic Design Values: SS:= 122.2 Mapped spectral acceleration for short period Si := 46.6 Mapped spectral acceleration for 1 second period IE := 1.0 Importance factor W = Dead load of building (See analysis below) Rs:= 7 Response modification factor (GO TO LAST PAGE FOR SUMMARY OF RESULTS) 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 4 SNOW LOAD ANALYSIS: Design per IBC 2003 For roof slopes greater than 5 degrees, and less than 70 degrees. pg=25 psf Ground Snow Load (from above) Ce= 1.0 Exposure factor C,:= 1.0 Thermal Factor CS= 1.00 Roof slope factor IS:= 1.0 Importance factor pf= Flat roof snow load, psf(see analysis below) ps Sloped roof snow load, psf(see analysis below) 1. Determine pf pf:= .7•Ce C,•IS•pg Equation 1 Pe= 17.5 psf PS PfCS Equation 2 ps= 17.5 psf This is the balanced snow load on the roof. 2. Determine the unbalanced snow load Equation 3 Ps Ce Equation 4 N.2:= 1.21 + 1 1(ps) - 2 Ce PSU=26 psf This is the unbalanced snow load on the leeward side of the roof. 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 5 WIND ANALYSIS: Design per IBC 2003 Method 2 -Analytical Procedure Iw:= 1.0 Importance factor Vwind= 85 Basic Wind Speed kd:= .85 Wind Directionality Factor k,t= 1.0 Topographic Factor kZ=0.701 Wind Exposure Factor 2 qh:= .00256•k,.k,,•kd•Vw;,,d .Iw Velocity Pressure qh= 11.01 psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww:= gh'GCpfAw qlw gh'GCpflw qww= 5.69 PSf qlw, _ —4.58 psf Windward Gable Wall: Leeward Gable Wall: qwwg gh'GCpfwwg qlwg gh'GCpflwg qwwg=4.41 psf qlwg=—3.19 psf Windward Roof: Leeward Roof: qwr gh'GCpfwr qtr := gh•GCpflr qwr=—7.60 psf glr= —5.16 psf Wall Elements: Roof Elements: gwe := gh GCpfw qr:= gh'GCpfr qwe =—10.68 psf qr=—14.87 psf Internal Wind Pressure qi := gh•GCpi qi = 1.98 psf 4/26/2007 140927(Paisley#4)40x96x14.xmcd 6 BUILDING MODEL: a:= Bay 12 O = 18.4 deg roof angle of incline a= 192 in CALCULATE TOTAL WIND LOADS: Apply wind loads to the walls to determine moment(Mwind)and fiber stress (fwind). Calculate Total Wind Pressure: qe if(gww— q1w< 10,10,gww—glw) qe= 10.27 psf a gwwpost qe' 12.12 gtot := gwwpost gwwpost= 13.69 pli gtot = 13.69 pli 2 Mwind:= gtot Lpost 8_bndg Mwind=41636 in-lbf ' fwind Mwind fwind=325 psi 2•Sxpost Calculate the total moment(Mt,,) and the total fiber stress (f,ot). Mtot Mwind Mtot =41636 [lb in] ftot = fwind ftot = 325 [Psi] 4/26/2007 140927(Paisley#4)40x96x14.xmcd 7 POST DESIGN: Calculate allowable unit compression stress, FCC Fc1 = 575 psi F,:= F,1.1.15 F,= 661 psi (Allowable compression stress including load factors) Lpost_bndg= 156 in (Bending length of post) dpost = 8 in (Minimum unbraced dimension of post) Ke:= 0.8 c := 0.8 KcE := 0.3 E,00d= 1100000 Psi le:= Ke'Lpost_bndg I,= 124.8 in .95�Ew� FcE KcE' 2 FcE= 1288 Ie dpost FcE FcE 2FcE 1 + — 1 + — — := Fc — Fc — Fc Cp Cp=0.86 2•c 2•c c F, := F,.Cp F,c = 571 psi Wroof=36.25 psf (Total roof loading) Psnowpost=9030 Ibs (Axial loading per post due to roof snow load) Pdeadpost= 3440 Ibs (Axial loading per post due to roof dead load) Fb:= FbJ•1.6 Fb=920 psi (Allowable bending stress per post including load factors) 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 8 Check Load Cases: Load Case 1: Dead Load + .75 " Wind Load + .75" Snow Load fbt :_ .75ftot fbI = 244 psi (Actual bending stress on post) fc 75Psnowpost+ Pdeadpost fc=213 psi (Actual compression stress per post) Apost fe 2 fbl CCFALII := — + Fcc fc CCFALII =0.46 Fb I FcE Load Case 2: Dead Load + Wind Load fbI := ftot fbI =325 psi (Actual bending stress on post) Pdeadpost fc:= fc= 72 psi (Actual compression stress per post) Apost fc 2 fbI CCFALI2:= — + Fcc fc CCFALI2=0.39 Fb I FcE Load Case 3: Dead Load + Snow Load fbI := 0 fbI = 0 psi (Actual bending stress on post) Psnowpost+ Pdeadpost fc:= fc=260 psi (Actual compression stress per post) Apost fc 2 fbI CCFALI3:= — + Fcc fc CCFALI3 =0.21 Fb I FcE CCFALI =0.46 Less than or equal to 1.00 thus OK 4/26/2007 140927(Paisley#4)40x96x14.xmcd 9 POST EMBEDMENT FOR CONSTRAINED CONDITION: i Calculate the required post depth. The concrete floor well provide a constrained condition for the post. Mt, =41636 in - lbs Ph = applied lateral force (P)and distance from ground to applied lateral force (h). Mtot Ph :_ (2-12) Ssoil = 150 [psf] (Assumed soil lateral bearing capacity) depth_postc= 3•5 [ft] Trial depth of embedment. S3 = 1397 (calculated using a trial depth of embedment) Ph depcnc 4.25 b depthc= 2•5 [ft] (minimum required post embedment depth) post S3 12 Hroof W21dg.tan(e) Hroof= 6•7 ft Veave wind :_ 0.375•(Hbldg).Lbldg'9e 2 Veave wind =2587 Ibs (Total load transferred into each gable wall) Veave_wind•Hbld Cpost g Cpost = 1097 Ibf (This is the uplift load on one gable wall post) Wbldg-Wgableopenings Assume a total weight of roof and wall area to be 2.0 psf. The area of the roof and wall that will tend to keep the gable wall post in the ground will be as follows: Lbldg Bay Wbldg Wbldg Eave wall Hbldg• 2 •2 Roof- 2 2 •2 Gable wall Hbldg' 2 2 Eave wall= 1344 Ibf Roof=320 Ibs Gable-wall =560 Ibf Posts (Hbldg+ depthc)•Wpost p 150.4.0. 3.14• _ A Post ost_hole - 2 4 144 Posts= 193 IV Post hole= 1684 Ibs Wttot Eave wall+ Gable wall+ Roof+ Posts Wttot = 2417 Ibf (Note that Wt,o,is greater than Cpost• Thus OK.) 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 10 FOOTING DESIGN: Check the soil bearing capacity of the punch pads 2 dia footing Afooting:= 3.14 ( -2 Afooting= 3.14 ft2 This is the area of the footing) 9soi1 = 1500 psf dia_footing=2 ft depth_postc:= 5.0 ft (Minimum embedment depth) Pfooting:= Afooting'9 soil,dfactor+ Pskin Pfooting= 13188 Ibf (End bearing capacity of footing) Psnow= 12470 Ibf Note that the end bearing capacity(Pfooting) is greater than the snow load (Psnow) This is OK. 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 11 SEISMIC CALCULATIONS Design per IBC 2003 SS= 122.2 Mapped spectral acceleration for short periods (from above) SI =46.6 Mapped spectral acceleration for 1-second period (from above) IE= 1.0 Importance factor W = Dead load of building RS= 7 Response modification factor(from above) 1. Determine the Seismic Design Category a. Calculate SDS and SDS For SDS: For SD1: For SS= 1.22 For Sl = 0.47 Fa= 1.01 F, = 1.53 SMS := Sja SMI := Sl•F, SMS = 1.24 SM1 = 0.71 2 M- SDS ' SDS (3). SMS SDI SM1 =0.82 SDI = 0.48 Seismic_Design_Category= "D" 2. Determine the building parameters Building dead load weight, W: W:= C\Wbldg).(Lbldg)-(pf•2)] + IRWbldg)•(Lbldg)1 + 2.CWbldg+ (Lbldg H2dg1.Pd J W= 57440 Ibf Building area, Ab: Ab Lbldg'Wbldg Ab= 3840 ft2 4/26/2007 140927(Paisley#4)40x96xl4.xmcd 12 3. Determine the shear force to be applied a. Determine the structural period, T Ta Hbldg'.02 T:= Ta T= 0.28 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: SDS Cs, := Rs CS2= 0.118 IE But shall not be less than: Csl := .044•SDS•IE Csl = 0.036 But need not exceed: SDI Cs3 := Rs Cs3= 0.243 T — IE Cs= 0.118 c. Detemine the Seismic Base Shear: Vbase shear Cs'W Vbase shear= 6760 Ibf 4. Determine the seismic load on the building: Per IBC, for Seismic Design Category's A, B, and C, p=1.0. For Seismic Design Category D, E, or F, p shall be calculated using rr,, 4a. Determine p for Seismic Design Category D, E or F (only if required). Determine the shortest shear panel, LW: Lwg Wbldg— Wgableopenings Lwe•= Lbldg—Weaveopenings LN,:= if(Lµ,g<Lwe,Lwg,Lwe) Lw= 33 10 20 rmax Lw rmax=0.3 P := 2 - rmax'F p =0.93 p = 1.00 E:= p•Vbase shear E =6760 Ibf This is the seismic load on the building 4/26/2007 140927(Paisley#4)40x96x14.xmcd 13 ANALYSIS FOR GABLE WALL: 1. Check Wind Loads: Hroof= 6.67 ft Hbldg= 14 ft qe= 10.3 psf Lbldg=96 ft Veave wind 0.375•(Hbldg)'Lbldg'qe :_ 2 Veave wind =2587 Ibf 2. Check Seismic Loads: Veave seismic := E Veave seismic=3380 Ibf 2 - The controlling load = "Veave seismic". Therefore, Vgable_shear=3380 Ibf This is the lateral load that is transmitted to each gable wall. This load will be transmitted through the roof diaphragm to the gable walls. Normalize the load to a per foot basis. Vgable_shear blll :_ VgaewaWbldg—Wgableopenings Vgablewall - 102 plf The gable wall diaphragms can resist the shear loads as follows: If vgablewall< 110 plf Then no additional sheathing is required. 4/26/2007 140927(Paisley#4)40x96x14.xmcd 14 ANALYSIS FOR EAVE WALL: 1. Check Wind Loads: Hroof= 6.67 ft Hbidg= 14 ft qg= 10 psf Wbldg=40 ft Lbldg=96 ft Vgable_wind:_ 0.375•(Hb1dg)-Wb1dg'gg+ 0•5-(Hroof)'Wb1dg'gg 2 Vgable_wind= 1717 Ibf 2. Check Seismic Loads: Vgable_seismic:= E Vgable_seismic= 3380 Ibf 2 The controlling load = "Vgable_seismicr Therefore, Veave shear=3380 Ibf This is the lateral load that is transmitted to each eave wall. This load will be transmitted through the roof diaphragm to the eave walls. Normalize the load to a per foot basis. Veave_shear veavewall := if Lbidg-Weaveopenings veavewall = 70 p The eave wall diaphragms can resist the shear loads as follows: If veavewall< 110 plf Then no additional sheathing is required. 4/26/2007 140927(Paisley#4)40x96x14.xmcd 15 GIRT DESIGN: The girts will simple span between posts. Calculate bending stress (fbgi,,)due to wind loading (gwegirt)and determine the required girt size. Girt_spacing gwegirt I qwe— qil' gwegirt 2.1 1 PIl 1 giri_span= 186 in 12.12 2 Lgirt_span Mgirt gwegirt' 8 Mgirt =9129 In-Ibf fbgirt Mgirt fbgiri= 1208 psi (Stress applied to the girt due to wind loading) Sgirt Determine the allowable member stress. LDFwind:= 1.6 Cfugirt= 1.00 CFgirt = 1.30 C,:= 1.15 Fgiri=900 psi Fbgirt:= LDFwind'Cfugirt'CFgirt'Cr'Fgirt Fbgiri=2153 > fbgirt psi This is OK. PURLIN DESIGN: Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin size. Lpurlin_span= 183 in (Bending length of purlin) Wpurlin= 5•73 pli (Distributed snow load along top edge of purlin) 2 W purlin'Lpurlin_span Mpurlin:= 8 M =23993 in-Ibf Mpurlin fbpurlin _ Mpurlin fbpurlin— _ 758 psi (Stress applied to the purlin due to •— Spurlin snow and dead load) Determine the allowable member stress. LDFsnow:= 1.15 CFpurlin = 1.00 C,:= 1.15 Cfupurlin = 1.0O Fpurlin= 900 psi Fbpurlin:= LDFsnow'CFpurlin'Cr'Cfupurlin'Fpurlin Fbpurlin= 1190 Psi > fbpurlin This is OK. 4/26/2007 140927(Paisley#4)40x96x14.xmcd 16 CORBEL BLOCK DESIGN: Determine the required number and size of bolts required in the truss block. Assume full snow load and dead load on the roof. Pboli 5s := 1590 Ibf Pbolc 34:= 2190 Ibf Pbolt 10 = 3600 Ibf P16d:= 122 Ibf Psnow= 12470 Ibf P20d:= 147 Ibf If 5/8 dia. bolts are used: NWN58 = 6.8 Number of 5/8"dia. bolts required in the corbel block If 3/4 dia. bolts are used: Nbolts34= 5.0 Number of 3/4"dia. bolts required in the corbel block If 1 dia. bolts are used: Nbolts10= 3-0 Number of 1" dia. bolts required in the corbel block If 20d nails are to be used: NailsMd=36.9 number of 20d nails required in each corbel block. If 16d nails are to be used: Nailsl6d=44.4 number of 16d nails required in each corbel block. 4/26/2007 140927(Paisley#4)40x96x14.xmcd 17 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg=40 ft (Width of Building) Wind speed= 85 MPH Ground—snow—load= 25 psf Lbldg=96 ft (Length of Building) Wind exposure= "B" Roof snow load=26 psf Hbldg= 14 ft (Eave Height of Building) Roof dead load= 10 psf Seismic_Design_Category= "D" Overhang= 18 in (Length of Eave Overhang) Rpitch=4 / 12 (Roof pitch) Post Details Footing Details: Post size = "6x8" Postdepth=5.0 ft(Design Post Depth) Post grade= "No.2 Hem-Fir" dia footing=2 ft (Design Footing Diameter) Usage=46 % (Combined stress usage of post) Footingusage= 95 % (Stress usage of footing) Shear Wall Details: Vgablewall= 102 plf(Max. shear in gable wall) Veavewall = 70 plf(Max. shear in eave wall) Girt Details: Girt usage= 56 % (Stress usage of wall girt) Orientation = "Commercial" Purlin Details: Purlin_usage= 64 % (Stress usage of roof purlin for snow loading) Corbel Block Bolts: Nbolts58 = 6.8 Number of 5/8"dia. bolts required in the corbel block if used. Nbolts34= 5.0 Number of 3/4" dia. bolts required in the corbel block if used. Nboltslo =3.0 Number of 1"dia. bolts required in the corbel block if used. NailsNd=36.9 Number of 20d nails required in each corbel block if used. Nailsl6d=44.4 Number of 16d nails required in each corbel block if used. SPECIAL NOTE: The drawings attendant to this calculation shall not be modified by the builder unless authorized in writing by the engineer. No special inspections are required. No structural observation by the design engineer is required. I PLANS FOR PAISLEY, GREGG DATE: 04/27/07 Ww PI y Ids or 503-981-0890 or 1- 800-331-0155 1A11_! d MiTek' POWER TO PERFORM.- MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: 2062 Fax 916/676-1909 The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc. under my direct supervision based on the parameters provided by Action Truss Inc.. Pages or sheets covered by this seal:R24604753 thru R24604753 My license renewal date for the state of Washington is August 1,2008. �Mlc'R S. TIN c \VASy/ Y. � 'cl 30496. �.o ICI FSS, ST PI 1 08__ March 13,2007 Tingey,Palmer 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 ANSIMI-2002 Chapter 2. Job Truss Truss T PI Type Ory Y R21804753 2062 AG401 DBL.FAN 80 1 �IPAR=NGS-PAISLEY 77 Job (ootlonall Action Tnftu.,Salem,OR,97302.Russ 6.200 s Jul 13 2005 Wait Industries,Inc.Mon Mar 12 14:39:56 20ff"age 1 6-5-2 _ _ I 10-11_7 -_� 15-5-11- 20-M I 2+" + 29-0-9 I 33.6-14 I 40-0-0 6S-2 4-65 4$-5 4-65 4.6.5 4-8-5 4-6-5 B-5-2 SaaN=1:70.0 ASCE 7-98 SPEC.HAS BEEN APPLIED TO BLOT BLOCKING TRUSS DESIGNS IN THIS JOB. 8x14 MII20 II BLOCKING 4.00 12 B •C,-. tOd 6x8 MII20 7::- NAL 8x8 MII20� �� 3x8 M1120 11 5 7 3x8 M1120 11 8x8 MI120- -- 2x12 B.C. axe M1120 4 e SECTION A-A 3x8 M1120 3 9 3x8 M1120 2 10 1 11 10x18 MT18H% 16 15 /4 13 12 10x18 MT18H 12xl2 M1120= 1202 M1120= 7x10 M1120= 7x10 M1120= - 11202 M1120= D-0-0 0-0-0 1 10.11-7 1 2D-" 29-0.9 1 40-" 10-11-7 4-0-9 _ 9.0.9 10-11-7 LOADING(psf) SPACING B-0-0 CSI DEFL in (loc) Wen Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 081 Vert(LL) -0.32 14-16 >999 240 MT18H 220/195 (Roof Snow-25.0) Lumber Increase 1.15 BC 0.99 V TCDL 15.0 ert(TL) -0.721416 >652 180 MII20 185/148 BCLL 0.0 Rep Stress Incr NO WE 0.64 Horz(TL) 0.24 11 n/a n/a BCDL 1.0 Code IBC2003rrP12002 (Matrix) Weight 429lb - — - --- _ — LUMBER BRACING TOP CHORD 2 X 12 DF SS G TOP CHORD 2-0-0 oc purlins(2-3-15 max.). BOT CHORD 2 X 12 OF SS G BOT CHORD 7-10-0 oc bracing:1-11 WEBS 2 X 4 DF No.1&Btr G*Except* WEBS 1 Row at midpt 5-14,7-14 2-16 2 X 4 HF Std G,4-16 2 X 4 HF Std G,B-12 2 X 4 HF Std G JOINTS 1 Brace at Jt(s):6 10-122X4HF Std G NOTE:ACTUAL oc SPACING OF THE TRUSS IS 2-TRUSSES EVERY 16-9-O.C.(SEPARATED BY A 5.1/2-SPACE). THE SPACING R S. p1 OF THE BOTTOM CHORD LATERAL BRACING MAY BE NQ REACTIONS (lb/size) 1=6451/0-8-0,11=6451/0-8-0 INCREASED TO20'-0"O.C.PROVIDED CONTINUOUS QP' v/AS/. �l Max Horz 1=374(load case 7) 2X6 BLOCKING IS USED ALONG THE FULL LENGTH OF f��r, Max UpliR1=1739(load case 5),11=1739(bad case 6) THE BOTTOM CHORD(SEE SECTION A-A). CONNECT "�r T `P BLOCKING WITH 10D NAILS AT 6"oc ALONG EACH r a Y. Z Max Grav 1=7434(load case 2),11=7434(load case 3) B.C.AND T.C. ;i FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-2=15709/3652,2-3=13815/3426,3-4=-13496/3439,4-5=13793/3647,5-6=9921/2704,6-7=9921/2703, +r 7 8=1379313647,8 9=13496/3442,9 10=13815/3429,10 11=1 5709/3664 '0 R 30496-`� BOT CHORD 1-16=3459/13950,15-16=2628/10778,14-15=2628/10778,13-14=235&10778,12-13=2355/10778,11-12=3196/13950 C/STCP"' WEBS 2-16=1200/439,4-16=2142/570,5-16=819/3299,5-14=3673/906,6.14=1057/3771,7-14=3673/912,7-12=816/3299, !'SS/��NALEN`1`� 8-12=2142/562,10-12=1200/439 NOTES 1)Wind:ASCE 7-98;90mph;h=25ft;TCDL=2.4psf;BCDL-0.6psf;Category 11;Exp B;enclosed;MWFRS gable end zone,cantilever left and EXPIRES: OR 01 Ot{ right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip D6L=1.33. 2)TCLL:ASCE 7-98;Pf--25.0 psf(flat roof snow);Exp B;Fully Exp. 3)Unbalanced snow loads have been considered for this design. t Q P R OF . 4)The bottom chord dead load shown is sufficient only to cover the truss weight itself and does not allow for any additional load to be added to the bottom chord. �cj LNG(N Ep9 i� 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 6)All plates are MT20 plates unless otherwise indicated. 1 PE >✓ 7)This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7 8)A plate rating reduction of 20%has been applied for the green lumber members. 9)This truss is designed in accordance with the 2003 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r'? LOAD CASE(S) Standard N ) M F,q S.TAN EXPIRATION DATE:06/30/08 March 13,2007 WARNIM-V-(&design Parnmelen and READ NOTES ON TFBS AND INCLUDED WTEK REFERENCE PAGE M7-7473 BEFORE OSIL �• Design valid far use only with MT connectors.This conct .This design is based only upon parameter:drown,and is for an individual building component. Applicability of design paramenters and proper incorporation of component 6 resporsibility of building designer-not truss designer.Bracing shown is for laterol support of individual web members only.Additional temporary bracing to insure stability during construction is the respomibillity of the MiTe k• erector.Additional permanent bracing of the overall structure is the responsbrrty,of the building designer.For general guidance regarding __ m rKaraerr. fabrication,quality control.storage,delivery,erection and bracing.consult ANSI/Tfll Quality Criteria,DSB-89 and 1CSD building Component 7777 Greenback Lary,suite 109 Salety Information ovailobe from Truss Plate Institute.583 IYOnofrio Drive.Madison,W153719. Citrus Heights,CA,95610 Notes Gross area of building(40 x 96)3840 sf. • Occupancy R1. Occupancy load 8 per room. rooms x 8=48 occupants total) Exit Paths. The 4 end rooms each have their own exterior door leading directly to outside. - -- -------- Other rooms show exit path lengths on floorplan. Egress Windows. Each room has an 8W x 6'h window,50%openable(1/4 open+1/2 fixed+ 1/4 open),with a 32"sill. Net clear opening Outdoor li;ht is 11 sf x 2=22 sf.Each opening has a width on sensot 320 in excess of 20". 050 moke Alarm. Each room is equipped with a 1? -70 t i smoke alarm. Smoke detector 01D Exit Lighting Markings. Per IBC Section 1011.1, Exception 1,and Light fixture Table 1015.1,all areas are I-exemptnona-eXII signs. All areas have—in-Fe—nor H nightlights. Building perimeters are illuminated Acessible light Light switch by outdoor lighting. switch Sleeping Room Sleeping Room Multipurpose Room Mulitpurpose Room Sleeping Room Sleeping Room R1 (320 so Ri(320 so _T.W(340 so 4;tr(340 so R1(320 so RI(320 so Glazing Natural Light. Each room has an 8W x 6'h Occupancy Occupancy 8 Occupancy Occupancy 8 Occupancy Occupancy window 48/320=15%glazing. Sleeping Room Sleeping Room Sleeping Room Sleeping Room Sleeping Room Sleeping Room Ventilation/Air Quality. All windows are 50% openable. Using the same figures above, RI(320 so RI(320 so R1 (300 so RI(300 so R1 (320 so R1 (320 so Occupancy 8 Occupancy 8 Occupancy 8 Occupancy 8 Occupancy Occupancy 8 1 each room has 7.5%ventilation. Acessible light ----- MlIn 7+ switch L Fire Walls. All interior walls built to conform to Item 14-1.3, IBC Table 720.1(2):2x4 wood studs 24"on center with one layer of 5/8"Type X gypsum wallboard each side,etc.Except,wall under roof peak,due to height,is 2x6.(See General Notes,below.) -70 Fire Protection Systems. This building does not 91 0-76 Smoke detector L,[gh I e xt sib light switch require a sprinkler system:R1 areas meet all WAC 51-50-0903 exemption criteria: 1.Under 500 sf fire areas,2.One story, 3.No basement,4.No cooking,6.Occupancy load 8 or less,7.Fire extinguisher in each fire area. Plumbing. There is no plumbing in this building. (Separate bfackwater and greywater drains will be installed in slabs for future addition of plumbing fixtures.) Accessibility. See attached notes. Electrical. Lights/switches/GFIs I smoke detectors shown.Standard outlets will be located throughout at convenient locations. General Notes AW 1 1 1. All exterior and interior doors are either 3'0"or 6'0". All windows are 8'x 6'. See elevations. 14(o Floor Plan for Bunkhouse \41'j 2. All interior walls are non load bearing,2x4,24"oc,(except 2x6 under roof peak,due to 18'height). All interior walls covered with 6/8"sheetrock. 3. Floors throughout are concrete,sealed with epoxy paint for easy cleaning. L Owner I X L.)ry-\L> Gregg Paisley building location 4. All interior walls parallel to trusses are centered directly under trusses,are approx 12'tall(distance from slab to bottom of trusses), and are secured to trusses. 4911 State Route 3 5. All interior walls perpendicular to trusses and directly under roof peak are approx 20'tall(distance from slab to uppermost purfins). Shelton, WA 98584 1 6. Where an interior wall is located under a truss,sheetrock continues up to cover both sides of truss so that rooms are completely enclosed. Additional 2x4 framing will be added to trusses as needed so sheetrock framing does not exceed 2'oc. ; ate:8 May 07 This Floorplan accompanies drawings provided by Alliance Engineering Drawn by:Paisley Showing: 1) Set backs & distances between Vicinity map showing easement to SR3 Camp Compound Layout: buildings, 2)AII-weather, crushed rock, compacted walking /driving surfaces (blue) which serve every door, 3) Rain garden locations (green) --- --� Scale: 1" = 40' Parcel 1 (35 acres): impervious surfaces created(roofs) 11,400sf = .7%of total parcel.Area thinned Paisley (excluding building footprints): 26, 000sf. Area restored using native vegetation: 16,000sf. Balance (I0,000sf): lawns and pervious walking surfaces. No impervious roads on this parcel (outside of the Parcels 1 blue areas shown). o Undisturbed forest outside of red line °>~' U / o 20 road & utility x o easement to SR 3 11 (2008) is o , Handicap40 x 96 `SO 40 x 96 3800sf !, (approx 850' long) q 151' parking ( 1 Bunkhouse BunkhousePP .,. .�. i tom"`"° 1 f � c �. r4s4`.�.�yo Rom:. '�S`,"����"�, ` '?� 75 1 35' '�; a�' n � � i ts $a a �ofT2F y /JT') , � . a Accessibility Notes for Structures & Parking ne ---------------- — — ------------ -'---------- -------------------------- ------------ ------ a L Parcel line AL Unobstructed travel. Throughout the camp compound, the blue areas shown at left a ' 35 357, 2 surrounding each building and leading to each doorway(including the 20' fire road) are Accessible ' ° 5/8"minus crushed rock, leveled/graded/compacted to provide a walking surface suitable x: al , y ` N sleeping . x _ s< for wheelchairs. The entire areas is more-or-less level, and no walkway exceeds a grade of 1 o sleeping " `° ` �` O units Al 1 1 , � 0 1" in 20". Every building is at grade: there are no stairs or slopes requiring a ramp 1 35' (2008) x_ o anywhere in the camp compound. Thus, a wheelchair can travel from any point, room,or 35' 0 � 800S.0 C qo —' 40 x 96 (3800sf} 5 o building to any other location without impediment or difficulty. - x Bunkhouse �r Parking. IBC Table 1106.1 requires that 2 of the 39 parking spaces shown on the site plan be accessible. These 2 space are designed per ICC/ANSI A1117.1- ----- 1 . Undisturbed forest outside of red line 98 and are located as shown at left. The other 37s aces are 1 00 awayin the SE corner of the - : f----� Parcel 2 (5.24 acres): impervious surfaces created(roofs) 10,800sf =4.7%of total parcel. a, p '3 35' Area thinned(excluding building footprints): 28,650sf. Area restored using native pfOperty ! . € a vegetation: 17,000sf. Balance(11,650sf): lawns and pervious walking surfaces. 1,100'of "' CD Access to structures and between rooms. IBC _ _� -: ' 20'wide road=22,000sf=9.65%of parcel. No fines in crushed rock used outside the x 50' Table 1107.6.1.1 requires 2 accessible sleeping units fl areato : Q immediate camp compound, so road is pervious, but even if it were impervious, the total is i) be ° for the 48 units proposed(once all 4 bunkhouses are ` : o still less then the 10/o limit noted in BW T5.30. i marked 1 built). All interior and exterior doors are 36 so the - ..� ' only modification needed to make any sleeping n � 10 o ra h of Cam C o m o u n d room accessible is a bevel over the exterior door _ threshold of 1:20, a lowered light switch, and ` '' . ••'' '� possibly special door knobs.There are no thresholds - under interior doors,permitting easy travel 60 min 1EN* anywhere inside a building. Note the 2 units 1525 Yam' g 1 1 Fire designated as accessible, shown at left. Elevation: +180' Road 1 ! �----0 �40' _0 4-- 0 Plumbing. See attached page. 40' 40' 35' 35' 40' 100' Parcel line Checklist Scale OK? Yes(1"=40'on camp compound page) Paisley Site Plan North Arrow? Yes Property line locations&dimensions?Yes Label abutting streets? Yes(None abut site,see vicinity map for SR3 connection) Shoreline/Surface water? OK(None within 300'of project) x Notes: Wetlands/seasonal drainage? OK(None within 300 of project) All buildings 35'from all property and parcel lines Easements? Yes(See vicinity map) Show existing development? Yes - � All buildings 35 feet apart Proposed building footprint.., Yes(On Camp Compound page) (See Camp Compound page for details, topos, easements) Sewage disposal system?Yes(Locations below,details in Septic Application) Existing and proposed buffers?Yes(On camp compound page) Scale 1' = PP a rox 80' Retaining walls? OK(None) Slopes? OK(See topos,no slopes near project) ' w (See other Camp Compound Site Plan for 1" = 40' scale) Waterfrontsproject? OK This is not a waterfront project) + Driveways site access?Yes Stormwater run-of path? Yes Land modification/grading permits? OK(Not required) 5 acre Parcel number: Group A well 330' 32135 31 00081 35 acre Parcel number: 32135 31 00000 • ♦� Allowable building area: 100, (RTC zoning is 1:20) 76,230 sf available for building 10,800 sf of structures shown / ♦,� ; 2 Handicap parking spaces ♦ -�� ♦/ ��l�� °/' 4.1 e' " M 3800sf 3800sf ♦' ♦! �� ��'' �`� � 3800sf 20 all-weath` _ � s c 3800sf � er fire road 0 M 674' O, 674' �'lf Jt ------------- Septic N tanks �� + & vault ,��� 5.24 acre Parcel number: toilets ��`� 32135 34 00000 °�Q, Allowable building area: °� o - (RTC zoning is 1 :20) 5 acre Parcel number: 209 all-weather fire road '' ' 11 413 sf available for building 32135 34 00080 S ��� �0,800 sf of structures shown � ; � ; y �._.-.-._._.� POST / BRACING NOTES ITEM DESCRIPTION 6X8 P.T. #2 H—F POST 96'-0" OUSE 5'-0" (MIN) EMBEDMENT DEPTH, 24"0 FOOTING AND CONCRETE 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" 16'-0" BACKFILL, NOTE ORIENTATION 6X6 P.T. #2 H—F POST © O O O O O O © USE 4'-0" (MIN) EMBEDMENT DEPTH, 8060 W 8060 W 8060 W 6068 MD 8060 W 8060 W 24"0 FOOTING AND CONCRETE BACKFILL O O 6X8 P.T. /2 H—F POST © USE 4'-0" (MIN) EMBEDMENT DEPTH, 24"0 FOOTING AND CONCRETE o BACKFILL, NOTE ORIENTATION OP.T. DOOR POST (SEE GENERAL NOTE 3) 4X6 P.T. #2 H—F DOOR POST OUSE 2'-6" EMBEDMENT DEPTH & 18"0 CONCRETE BACKFILL (NO CONCRETE FOOTING REO'D), NOTE ORIENTATION O O 0 0 0 7N NI NI ( I NI NI N OC O = - — _ -- — — K O C M IY F F-- N F- IY M O O I J J J J J J -i -c' CD Co m m m m Cl) (0 (n O 0 0 O O Z (10 � O O O O O O N O M t+7 I I I I I I I I I I - 0 I 0 8060 w 8060 w 8060 w 8060 W 8060 w 8060 w © ® 0 0 0 e coo 0 GENERAL NOTES .," PLAN VIEW 1. ALL POSTS EMBEDDED IN GROUND SHALL BE PRESSURE TREATED .o t ANC'E E N G [NEE FOR BURIAL .p ;9188 c�, At tI I www. olebuildin en ineerin .com 2. PERSONNEL DOOR(S) AND WINDOW(S) SHOWN MAY BE LOCATED BY 0, FCj�—I��� � P 9 9 9 THE BUILDER IN THE WALL(S) SHOWN UNLESS SPECIFICALLY �SS70NAL� 2700 Market St NE • Salem, Oregon 97301(503) 589-1727 LOCATED ON THIS DRAWING. CLIENT OWNER BUILDING LOCATION 3. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE PARKER BUILDINGS GREGG PAISLEY #4 CONTRACTOR UNLESS NOTED OTHERWISE. EXPIRES: 12/04/0:7 PO BOX 407 4911 STATE ROUTE 3 4. CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES HUBBARD, OR 97032 SHELTON, WA 98584 PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. DATE: 19 APR 07 JDWG N0: JOB NO: REV ©AWANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN_ DRAWN BY: TA PLOT A 96 PFB-01 Of 07 140927 0 4 12 SEE NOTE 1 C� 0 0 8060 8060 8060 8060 8060 W W W W W 6068 MD 3068 MD 3068 MD -- - 96'-0" --- 40'-0" REAR EAVE VIEW LEFT GABLE VIEW 18" OVERHANGS INSTALL PER OVERHANG 12 DETAILS DRAWING o SEE NOTE 1 TYP I Jfl � ,T r®rT 0 0 8060 8060 L8060 8060 8060 8060 W W W W W - — 3068 MD 3068 MD 96'-0" 40'-0" I FRONT EAVE VIEW RIGHT GABLE VIEW ELEVATION VIEWS LtJANCE ENGtNEERING 19188 www.polebuildingengineering.com GENERAL NOTES 2700 Market St NE • Salem, Oregon 97301(503) 589-1727 S � LOCATION 1. ON THE GABLE ENDS ABOVE THE SAVE WALL LINE INSTALL 29 GA �IONAL CLIENT OWNER BUILDINGPARKER BUILDINGS GREGG PAISLEY #4 WOOD SHEATHING METAL OVER SHEATHING PER SECTION A.OSB OR 1/2" CDX PLYWOOD SHEATHING. INSTALL �P�B( S: l_/�4/U PO BOX 407 4911 STATE ROUTE 3 HUBBARD, OR 97032 SHELTON, WA 98584 DATE: 19 APR 07 DWG NO: .108 NO: REV: (DALLIANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TA PLOT Ct 128 PFB—OZ Of 07 140927 INSTALL TOP GIRT AND OUTRIGGER 29 GA METAL SHEATHING OVER 7/16" OSB 2X12 #2 D-F PURLINS ® 24" (MAX) O.C. PER OVERHANG DETAILS DRAWING OR 1/2" CDX PLYWOOD SHEATHING NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS (6) 16d OR 20d NAILS NAIL WOOD SHEATHING WITH 8d NAILS TYP TOP & BOTTOM CHORD ® 6" O.C. BOUNDARY, 12" O.C. FIELD NAIL 4X6 BLOCKS TO TRUSSES TYP ROOF W/ (4) 16d OR 20d NAILS EA SIDE (4) (MIN) 16d OR 20d NAILS ATTIC VENTILATION PER 2003 IBC (BY OTHERS) 12 CEILING INSULATION MIN R-19 4 INSTALL 1 PERM VAPOR BARRIER (6) 3/4"0 A-307 BOLTS BETWEEN INSULATION & DRYWALL BOARD W/ NUT & FLAT WASHERS EA SIDE • 2X CORBEL BLOCK TO • MATCH POST WIDTH • (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) PRE-ENGINEERED TRUSSES BY OTHERS DETAIL 1 WALL INSULATION MIN R-13 SEE DETAIL 1 POST INSTALL (3) 20d NAILS 2" DEEP a NON-STRUCTURAL SIDING OVER 7/16" OSB IN EA POST FACE ® MID-SLAB : OR 1/2" CDX PLYWOOD SUBSIDING DEPTH FOR POST CONSTRAINT NAIL SUBSIDING W/ 6d NAILS 1/2" GYPSUM BOARD ® 6" O.C. BOUNDARY, 12' O.C. FIELD ATTACH TO FRAMING MEMBERS PERIMETER POST PROVIDE 2X BLOCKING ® ALL PANEL EDGES W/ 7d COOLER NAILS OR 1-1/4- TYP WALLS DRYWALL SCREWS ® 7" O.C. BOTTOM GIRT TYP WALLS & CEILING 2X8 #2 D-F COMMERCIAL GIRTS 024" (MAX) O.C. (SEE GENERAL NOTE 1 BELOW) P.T. BOTTOM GIRT NAIL TO POST W/ (6) 16d OR 20d NAILS EA END (SEE GENERAL NOTE 3 BELOW) SEE DETAIL 2 DETAIL 2 \-4" (MIN) CONCRETE FLOOR wE; I n°° BACKFILL PER POST/BRACING NOTES ON PFB-01 (SEE CONSTRUCTION NOTES) 6" THICK CONCRETE FOOTING (SEE CONSTRUCTION NOTES) GENERAL NOTES 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE AT 24' O.C. BY THE CONTRACTOR WITH 2X BUILDING DATA: BLOCKING BETWEEN MEMBERS OR WITH WIDTH: 40'-0" SIMPSON LU28 HANGERS (OR EQUAL). IF 2X LENGTH: 96'-0" BLOCKING IS USED, THEN NAIL BLOCKING TO EAVE HT: 14'-0" POST WITH (6) 20d OR (6) 16d NAILS (MIN). GO .tiz d ROOF SLOPE: 4 IN 12 NAIL GIRTS TO BLOCKING WITH (2) 20d OR (3) '+' 6,�7 SECTION A TRUSS SPACING: 16'-0" 16d NAILS AT EACH END. PUR. UNS MAY BE INSTALLED WITH SIMPSON c BUILDING CODE: 2 E N G INE ERING WIND LOAD: 85 MPH LU210 HANGERS (OR EQUAL) SEE NOTE 15 ON � 391I38 ,�� 1`l THE CONSTRUCTION NOTES, OVER-LAPPED, OR C CISTFR www. olebuildin en gin com EXPOSURE: B BUTTED ON THE TRUSSES AS REQUIRED BY P 9 9 9' SNOW LOAD: 25 PSF THE CONTRACTOR. AILI 2703 Market St NE Salem, Oregon 97301(503) 589-1727 DEAD LOAD: 5+5 PSF 3. 2X STRONGBACKS MAY BE ADDED TO THE P.T. cuENT OWNER BUILDING LOCATION SOIL BEARING: 1.5 KSF BOTTOM GIRT BY THE CONTRACTOR. NAIL EXPIRE' t 2/04; PARKER BUILDINGS GREGG PAISLEY #4 SEISMIC ZONE: D STRONGBACK TO GIRT W/ 16d OR 20d NAILS PO BOX 407 4911 STATE ROUTE 3 IBC: 2003 ® g" D.C. HUBBARD, OR 97032 SHELTON, WA 98584 DATE: 19 APR 07 DWG NO: JOB NO: REVQ W©AANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TA PLOT Q 48 PFB-03 Of 07 140927 TRUSS HEEL (6) 16d OR 20d NAILS 2X CONTINUOUS CORBEL BLOCK NAIL TO POST W/ 16d OR 20d NAILS ® 6" O.C. STAGGERED, VERTICALLY. PLACE NAILS AT 1-1/4" (MIN) FROM BLOCK EDGE & AT 2-1/2" (MIN) O.C. HORIZONTALLY. TYP ON EACH GABLE WALL CORNER POST UNDER EACH TRUSS HEEL POST NOTE: ALL 2X BLOCKS TO MATCH POST WIDTH. GABLE TRUSS '07 FRAMING DETAILS GENERAL NOTES !I ENC [NEE1. IF TOTAL NUMBER OF NAILS SPECIFIED IN EACH BLOCK WILL NOT FIT /t. 39188 ` ALtj'AINCERING DUE TO SIZE OF BLOCKING THEN INSTALLMOUNT ;gwww. olebuildin en ineerin .com OF NAILS ,o G� p g g g POSSIBLE PER NAIL SPACING ABOVE (MAX)) �, 27 589-1727 2. IF GIRTS ARE INSTALLED COMMERCIAL STYLE PER GENERAL NOTE 1 ONA1 00 Market St NE • Salem, Oregon 97301(503)CLIENT OWNER BUILDING LOCATION ON SECTION A DRAWING THEN INSTALL 2X CONTINUOUS CORBEL BLOCK W/ 16D OR 20D NAILS AT 1-1/4" (MIN) FROM BLOCK EDGE & DCPiRtS: 12/04/ PARKER BUILDINGS GREGG PAISLEY #4 PO BOX 407 4911 STATE ROUTE 3 AT 2-1/2 (MIN) O.C. HUBBARD, OR 97032 SHELTON, WA 98584 DATE: 19 APR 07 DWG N0: JOB NO: REV ©AWANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TA PLOT O 16 PFB-04 Of 07 140927 0 ROOF PURLIN NAIL OUTRIGGER TO EA ATTACH TO OUTRIGGER WITH SIMPSON PURLIN BLOCK & 2X BLOCKING LU210 HANGER OR EQUAL W/ (2) 16d OR 20d NAILS EA SIDE INSTALL PER MFR'S SPECIFICATIONS 2X OUTRIGGER TO MATCH PURLIN SIZE, GRADE & SPECIES TYP NAIL OUTRIGGER TO POST NAIL TO TRUSS TOP CHORD/RAFTER PURLIN BLOCK W/ (6) 16d OR 20d NAILS W/ (2) ROWS OF 10d NAILS 0 4- O.C., STAGGERED INSTALL PER DETAILS ON TIP OUTRIGGER MUST EXTEND INTO THE BUILDING 36" (MIN) SECTION VIEW DRAWING 2X FASCIA TO MATCH PURLIN SIZE, GRADE & SPECIES TYP NAIL TO OUTRIGGER W/ (2) 16d OR 20d NAILS INTO EA OUTRIGGER PROVIDE (1) SIMPSON MSTA21 OR (2) LSTA18 PERFORATED TRUSS OR RAFTER STEEL STRAP(S) OR EQUAL 0 ALL FASCIA SPLICES INSTALL PER DETAILS ON NAIL STRAPPING TO TOP OF FASCIA BOARD SECTION VIEW DRAWING ED FILL ALL HOLES W/ 8d NAILS PURLIN TYP BOTH EAVE WALLS ON ENTIRE MAIN BUILDING NAIL 2X BLOCKING TO TRUSS/RAFTER 2X OUTRIGGER TO MATCH PURLIN SIZE, GRADE & SPECIES W/ (2) 16d OR 20d NAILS EA SIDE OUTRIGGER MUST EXTEND INTO THE BUILDING AT LEAST (2) TIMES THE LENGTH OF THE OVERHANG AND MUST 2X CONTINUOUS BLOCKING CORBEL BLOCK TERMINATE AT PURLIN BLOCK BETWEEN TRUSSES/RAFTERS INSTALL PER DETAILS ON INSTALL PER NOTE 15 ON SECTION VIEW DRAWING 2X TOP GIRT TO MATCH PURLIN SIZE, CONSTRUCTION NOTES GRADE & SPECIES EAVEWALL POST ATTACH TO OUTRIGGER WITH SIMPSON LU210 HANGER OR EQUAL INSTALL PER MFR'S SPECIFICATIONS TYPICAL EAVEWALL OVERHANG DETAIL �� ALTERNATE EAVEWALL OVERHANG DETAIL STACKED PURLINS 0 TRUSS OR RAFTER L HUNG PURLINS 0 TRUSS OR RAFTER N.T.S. N.T.S. NAIL 2X CONTINUOUS PURLINS TO 2X BLOCKING W/ (2) 16d OR 20d NAILS TOE—NAIL TO TRUSS/RAFTER W/ (1) 16d OR 20d NAIL 2X GABLE FASCIA TO MATCH PURLIN SIZE, GRADE & SPECIES 2X SOLID BLOCKING BETWEEN PURLINS NAIL TO EA PURLIN W/ (2) 16d OR 20d NAILS TOE—NAIL TO TOP OF PURLIN W/ (1) 16d OR 20d NAIL TOE—NAIL TO TOP OF TRUSS/RAFTER W/ (2) 16d OR 20d NAILS EA SIDE 2X EAVE FASCIA GABLE TRUSS OR RAFTER 2X TOP GIRT TO MATCH PURLIN SIZE, GRADE & SPECIES NAIL TO POST W/ (4) 16d OR 20d NAILS CORBEL BLOCK !� ATTACH PER DETAILS ON O� FRAMING DETAILS DRAWING CORNER POST o7 OVERHANG DETAILS r ALLI ANCE ENGINEERIC � ��v¢•9�� 81 www.polebuildingengineering.com ONAL 2700 Market St NE • Salem, Oregon 97301(503 589-1727 JTYPICAL GABLE WALL OVERHANG DETAIL cuENr OWNER BUILDING LOCATION N.T.S. EXPIRES: 12/04/(l PARKER BUILDINGS GREGG PAISLEY #4 PO BOX 407 4911 STATE ROUTE 3 HUBBARD, OR 97032 SHELTON, WA 98584 DATE: 19 APR 07 IDWG NO: JOB NO. REV: ©AWANCE ENGINEERING OF OREGON, INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAMANG TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: TA PLOT O. 24 PFB—OS Of 07 140927 2" CORBEL BLOCK & POST TRUSS OR RAFTER HEEL TRUSS OR RAFTER HEEL CORBEL BLOCK FREE OF SPLIT'S, CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES, CHECKS, AND SHAKES, z BEFORE AND AFTER NAILING BEFORE AND AFTER NAILING i TRIM FOR TIGHT FIT TRIM FOR TIGHT FIT — "' z A-307 BOLT W/ NUT w Z & FLAT WASHERS EA SIDE z vi A-307 BOLTS W/ NUT z < N z & FLAT WASHERS EA SIDE (STAGGERED AS SHOWN) — � z POST Z POST z M � NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING SIZING ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND ONLY. SEE SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY QUANTITY REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING OR OR COATING FOR ALL CORBEL BLOCKS, BOLTS, TRUSS HEELS AND COATING FOR ALL CORBEL BLOCKS, BOLTS, TRUSS HEELS AND RAFTER RAFTER HEELS DIRECTLY EXPOSED TO THE ELEMENTS. HEELS DIRECTLY EXPOSED TO THE ELEMENTS. rj_-� CORBEL BLOCK CORBEL BLOCK I FOR (2) OR MORE BOLTS 2 FOR (1) BOLT #14 X 7/8" STITCH SCREWS NOTE: FOR METAL ROOFS WITH ROOF SLOPE LESS 9" 29 GA METAL SHEATHING ® 24" O.C. MID SPAN PANEL OVERLAP #9 X 1-1/2" SCREWS THAN 3 IN 12 SEE NOTE 10 (MAX) #9 X 1-1/2' SCREWS ON CONSTRUCTION NOTES. NOTE: FOR METAL ROOFS 1/2" (MIN) WITH ROOF SLOPE LESS EDGE DISTANCE #9 X 1' LONG SCREWS ® 9' O.C. (MAX) THAN 3 IN 12 SEE NOTE 10 2X (MIN) FRAMING MEMBER ON CONSTRUCTION NOTES. 2X (MIN) FRAMING MEMBER 2X (MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED 9 FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING 9 X 1" AT 9" O.C. ADJACENT TO (MAX) /-29 GA METAL SHEATHING # EACH OF THE MAJOR RIBS. THE FASTENERS SHALL BE 1/2` (MIN) FROM PANEL EDGES. INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. 2X (MIN) FRAMING MEMBER #9 X 1-1/2' SCREWS ® 9' O.C. (MAX) G TYPICAL SCREW SCHEDULE N.T.S. METALFASTEN THE 29 GA A THE MAJOR BS. PARALLEL TOPANEL RBSF,RAT TERMINATING EDGES,, THE #91X2 A ADJACENT 1-1/2' SCREWS HALLBE SP CED TO EACH F Z STANDARD DETAILS AT 12" O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW SPACING AT TERMINATING EDGES). THE ENC []�]EEFASTENERS SHALL BE 1/2" (MIN) FROM PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WITH #14 X ALLININCE 7/8' LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24" O.C. (MAX). INCREASE LENGTH OF #9 39188 www.polebuildingengineering.com SCREWS BY THICKNESS OF ANY APPLIED SUBSHEATHING. fir, JP�CI tip 2700 Market St NE • Salem, Oregon 97301(503) 589-1727 NALti� CLIENT OWNER BUILDING LOCATION � ALTERNATE SCREW SCHEDULE PARKER BUILDINGS GREGG PAISLEY #4 D<PIPES: 12/04/ PO BOX 407 4911 STATE ROUTE 3 HUBBARD, OR 97032 ISHELTON, WA 98584 DATE: 19 APR 07 IDWG N0: JOB NO: REV: ©AWANCE ENGINEERING OF OREGON. INC. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: R PLOT O. 12 NO: Of 071140927 BNO; - t POLE BUILDING CONSTRUCTION NOTES: I. UNLESS NOTED OTHERWISE, ALL CONCRETE fc SHALL BE 2500 PSI MINIMUM AT 28 9. IF THE DRAWINGS SPECIFY SAND BACKFILL IN THE POSTHOLES, THE CONTRACTOR DAYS. THE CONCRETE SHALL BE MIXED IN THE CORRECT PROPORTIONS PRIOR TO SHALL INSURE THAT THE SAND IS SATURATED PRIOR TO BACKFlLUNG AND IS PLACEMENT. NO SPECIAL INSPECTION IS REQUIRED. COMPACTED AFTER EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH 2. ALL SOLID SAWN LUMBER 5"X5' AND LARGER SHALL BE ROUGH SAWN VIS UALLY GRADED HOLE DIAMETER. TIMBERS UNLESS OTHERWISE NOTED. ALL FRAMING LUMBER SHALL BE AT LEAST THE 10. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING MEMBERS MINIMUM NOTED ON BERS GIRTS AND THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT MAY BE PURLINS) STANDARD OR BETTER. No. 2 DOUG-FIR MAY BE SUBSTITUTED FOR No. 2 HEM-FIR. PER THE TYPICAL SCREW SCHEDULE GIVEN N THE STANDARD DETAILS DRAWING UNLESS NOTED OTHERWISE. FOR NON-STANDING SEAM METAL ROOFS WITH BRACING AND BEARING AREA REQUIRED BY THE MANUFACTURER OF 3. INSURE THAT ALL ROOF SLOPE OF LESS THAN 3 IN 12 AND STANDING SEAM METAL ROOFS WITH ROOF SLOPE OF 1/4 IN 12, APPLY LAP SEALANT PER MANUFACTURER'S SPECIFICATIONS IN THE PRE-ENGINEERED TRUSSES HAVE BEEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S INSTRUCTIONS. ACCORDANCE WITH IBC SECTION 1507.4.2 4. THE POSTS SHALL BE CENTERED ON THE FOOTINGS. THE CONTRACTOR SHALL INSURE 11. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS SHALL COMPLY WITH THAT THE BACKFILL IN THE POSTHOLES IS CAST AGAINST UNDISTURBED SOIL. IBC SECTIONS 2303 & 2304. 5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN DESIGNED FOR STRESS 12. ALL FASTENERS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DIPPED ONLY. THEY HAVE NOT BEEN DESIGNED FOR THE DIRECT ATTACHMENT OF INTERIOR GALVANIZED. FINISHES. 13. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT BRACING OF ALL TRUSSES 6. IF THE DRAWINGS SPECIFY CONCRETE BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL SHALL COMPLY WITH BUILDING COMPONENT SAFETY INFORMATION PUBLICATIONS BSCI-B1 AND BSCI-610. BE THE MINIMUM PSI AS SPECIFIED IN NOTE 1, UNLESS OTHERWISE NOTED. THE CONTRACTOR SHALL INSTALL (10) 20d NAILS 2" DEEP INTO (2) OPPOSITE POST FACES 14. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS OF THE PANELS ON EACH POST BELOW GRADE. NAILS MAY BE OMITTED IN BUILDINGS WITH A 4" (MIN) MUST TERMINATE AT A WALL GIRT. WALL GIRTS THAT LIGHT PANELS ARE ATTACHED CONCRETE FLOOR. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. TO MUST BE FASTENED TO THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END 7. IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE POSTHOLES, THE BACKFILL UNLESS COMMERCIAL GIRTS ARE USED. SHALL BE 5/8" TO 3/4" (-) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL 15. IF PURLINS ARE INSTALLED WITH JOIST HANGERS, THEN OMIT THE PURLIN BLOCKS INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILUNG AND IS COMPACTED AND INSTALL 2X CONTINUOUS BLOCKING TO MATCH POST WIDTH BETWEEN AFTER EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. RAFTERS/TRUSS TOP CHORDS. LOCATE BLOCKING AT THE TOP OF THE TOP CHORDS AND NAILAT 12 . 8. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, THE BACKFILL SHALL CONTRACT RUSS TO VERIFY THAT THE WIDTHEOFSIDE THE TRUSS TOPWITH 16dAILS CHORD IS"EQUAL)TOC BE WELL-GRADED NATIVE SOIL (FREE FROM ALL ORGANICS AND LARGE COBBLES). THE OR GREATER THAN THE PURLIN WIDTH, PRIOR TO CONSTRUCTION. CONTRACTOR SHALL INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. PROVIDE 6" THICK CONCRETE FOOTING TO MATCH HOLE DIAMETER. CIO Y .J ABBREVIATIONS & SYMBOLS: CONSTRUCTION NOTES EA EACHDOUG S FIR PLCS PLACES ;yliit3 �'V� T�� N �!�n EA EACH P.T. PRESSURE TREATED A�O�, '�FC1S��Gtit' J 1 C E E N C (lv C 1( GA GAUGE SP SOUTHERN PINE .SSIONAI-V L www.polebuildingengineering.com L` ING GLB GLUE LAM BEAM SYP SOUTHERN YELLOW PINE H-F HEMLOCK FIR TYP TYPICAL 2700 Market St NE • Salem, Oregon 97301(503) 589-1727 MD MAN DOOR W WINDOW EXPIRES: 12104/V CLIENT r4911 NER BUILDING LOCATION MFR's MANUFACTURER'S W/ WITH PARKER BUILDINGS EGG PAISLEY ##4 O.C. ON CENTER 0 DI PO BOX 407 STATE ROUTE 3 OPP OPPOSITE � DIAMEII=RHUBBARD, OR 97032 ELTON, WA 98584 ©ALLIANCE ENGINEERING OF OREGON, INC IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DATE: 19 APR 07 DWG NO: JOB NO: REV: DRAWN BY: TA PLOT ® 1 PFB-07 Of 07 140927