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HomeMy WebLinkAboutBLD2005-01007 Structural Calculations Part 1 & 2 - BLD Engineering / Geo-tech Reports - 6/16/2005 TC.E Jl TGL TE . . MG 'j#LM "The Pole Building Engineering Company" POST FRAME BUILDING STRUCTURAL CALCULATION (This structure has been analyzed and designed for structural adequacy only.) PROJECT No. 151045 Part 1 BUILDING OWNER / LOCATION: SUN RFC l VFQ Dave Engman �F 16 2045 250 NE Anvil Lane Belfair, WA 98528 oFF�c� CLIENT: Sound Building Systems, Inc. 3546 Thorndyke Rd Port Ludlow, WA 98365 ENGINEER: N R. NF y vJ J 4 J,j�- �� i918Y rC,c �-CJSTER�O EXPIRES: 12/04/05 Property of Alliance Engineering of Oregon, Inc. Unauthorized duplication prohibited. Copyright m Alliance Engineering of Oregon, Inc. 1998-2004 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.polebuildingengineering.com Fax: (503) 589-1728 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 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 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 2 SUMMARY OF DESIGN VALUES: Building Dimensions Wbldg:= 16 ft Width of Building) Lbldg:= 12 ft (Length of Building) Hbldg:= l l ft (Eave Height of Building) Rpitch:= 4 /12 (Roof pitch) Bay:= 12 ft (Greatest spacing between eavewall posts) Wgableopenmgs:= 4 ft (Total width of openings in one gable wall) Weaveopenings:= 10 ft (Total width of openings in one eave wall) Tnm heel:= 12 in (Depth of truss/rafter heel) Post Properties: Pwidth:= 6 in (Post width y-aids) POST SIZE Pdepth:= 6 in (Post depth x-a)is) Grade:= "2" (Grade of Post(2, 1,or SS=Select Structural)) Fbl = 575 psi (Allowable bending stress for the posts) Fcl = 575 psi (Allowable compression stress for the posts) F,,vW= 1100000 psi (Allowable modulus of elasticity for posts) Lpo,st_�ndg= 120 in (Bending length of post) Purlin Properties: Girt Properties: Purlin_spacing:= 24 in G •= 23 in ut_spacing• urlin:= Sx26 Sgirt:= sy26 Fpurlin:= FbDF2dim Fgirt:= FbHF2dim 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 3 SUMMARY OF DESIGN VALUES (Continued): Footing and Post Hole Design Values: q�il := 1500 psf (Assumed soil vertical bearing capacity) dia_footing 1.5 ft (Diameter of footing) Ssoil = 150 psf (Assumed soil lateral bearing capacity) Design Loads for Building: Wind Desiqn Values: Roof Load Design Values: Fastest wind speed (3 second gust) p, 25 Ibs (Ground snow load) Vmnd:- 85 MPH Pd - 3 Ibs (Roof dead load) Wind Exposure: 1'�xposurc:= Seismic Design Values: Ss:= 125.1 Mapped spectral acceleration for short period Sl := 44.2 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) 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 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 Ct:= 1.0 Thermal Factor Cs:= 1 Roof slope factor Is:= 1.0 Importance factor pr= Flat roof snow load, psf(see analysis below) ps Sloped roof snow load, psf(see analysis below) 1. Determine pf pf:= .7•Ce Ct•IS pg Equation 1 Pf= 17.5 I.sf Ps:= Pf-Cs Equation 2 Ps= 17.5 psf This is the balanced snow load on the roof. 2. Determine the unbalanced snow load Equation 3 Psu1 := 1•5-(Ce) Ps Equation 4 Psu2:= 1.2 1 + 0 Psps 2 Ce Psu= 26 psf This is the unbalanced snow load on the leeward side of the roof. 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 5 WIND ANALYSIS: Design per IBC 2003 Method 2-Analytical Procedure IN.:= 1.0 Importance factor Vwind= 85 Basic Wind Speed kd:= .85 Wind Directionality Factor k, - 1.0 Topographic Factor kZ= 0.701 Wind Exposure Factor qh:= .00256-kZ-kzt-kd.Vwind 2•Iw Velocity Pressure qh= 11.01 psf Calculated Wind Pressures: Windward Eave Wall: Leeward Eave Wall: qww gh-GCpfww qlw gh.GCpflw qww= 5.69 psf q1w= —4.58 psf Windward Gable Wall: Leeward Gable Wall: gwwg= gh'GCpfwwg glwg gh-GCpflwg qwwg = 4.41 psf q1wg= —3.19 psf Windward Roof: Leeward Roof: qwr gh.GCpfwr gk:= qh.GCpflr qwr= —7.60 psf 41r= —5.16 psf Wall Elements: Roof Elements: qwe gh-GCpfw qr gh.GCpfr qwe= —10.68 psf qr= —14.87 psf Internal Wind Pressure qi = qh.GCpi qi = 1.98 psf 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 6 BUILDING MODEL: STEP 1: CALCULATE THE SHEAR STIFFNESS OF THE TEST PANEL This procedure relies on tests conducted by the National Frame Builders Association. The test was conducted using 29 gauge ribbed steel panels. These ribbed steel panels are similar to Strongpanel, Norclad, and Delta-Rib which are in common use by builders in this area.The material and section properties for the test panels are thus reasonable and will be used throughout. The stiffness of the test panel was calculated to be: c= 2166 lb/in STEP 2: CALCULATED ROOF DIAPHRAGM STIFFNESS OF THE TEST PANEL c'= (E X t)/(2 X(1+V)X(g/p) + (K2/(b'X t)"2)) Where: E= 27.5x10^6 psi(modulus of elasticity for steel) t= 0.017"(thickness of 29 gauge steel) V= 0.3(Poisson's Ratio for steel) g/p= 1.139 ratio of sheathing corrugation length to corrugation pitch b'= 144"(12'-0"length of test panel) STEP 2.1 This equation was set equal to the stiffness of the test panel (2166 lb/in)and the unknown value (K�was solved for. K2= 1275 in sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (cl): wbldg 12 K2:= 1275 lbf/ft _ 2 bne`�' C0 (0) t:= 0.017 in © = 18.435 deg (roof angle of incline) bnew= 101 in E:= 27500000 (E•t) c K2 c = 1078 lbf/in 2.961 + (bnew't)2 it 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 7 STEP 2.3& 2.4: Calculate the equivalent horizontal roof stiffness(cl)for the full roof: Since ch is for the full roof,the roof length must be ratioed by the aspect ratio of the roof panel (b/a) where"a"is the truss spacing in inches. a:= Bay y-12 2 bnew ch:= 2-c-cos0)� . a = 144 in a ch= 1363 iDr i in STEP 3: CALCULATE THE STIFFNESS OF THE POST FRAME (k): Since the connection between the posts and the rafters can be assumed to be a pinned joint,the model for the post frame can be assumed to be the sum of two cantilevers(the posts)that act in parallel. The stiffness of the post frame can be calculated from the amount of force required to deflect the system one inch. The spring constant(k)in pounds per inch of deflection results directly. k= 413 Ibf/in STEP 4: CALCULATE TOTAL SIDE SWAY FORCE(R): Apply wind loads to the walls to determine moment(Mwind),fiber stress(fwind) and end reaction at prop point(R). Calculate Total Wind Pressure: qe iqgww— q1w< 10,10,qww—q1w) qe= 10.27 )sf a gwwpost= qe' (12.12) gtot gwwpost gµwpost= 10.27 pli gtot= 10.27 pli 2 Mwind gtot'LV"tg Mid= 18478 in-lbf Mwind fwind= fwnnd= 257 psi 2-Sys R:= 3-gtot LpnS�b►dg R = 462 Ibs STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k/cl)will be used to determine the side sway force modifiers. k — =0.303 ch 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 8 STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD:= 1.0 STEP 7: CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q := mD-R Q = 462 Ibf Since not all of the total side sway force (R)is resisted by the roof diaphragm,some translation will occur at the top of the post.The distributed load that is not resisted by the roof diaphragm will apply additional moment and fiber stress to the post. Mdfl=0 in-Ibf fdp= 0 psi Calculate the total moment(MtoJ and the total fiber stress(fto). Mtot mD-Mwind+Mdfl Mtot= 18478 in-Ibf ftot mD'fwind+fdfl ftot= 257 psi 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 9 POST DESIGN: Assume the following post properties: 1. The posts will be modeled as propped cantilevers fixed at the base and propped at the eave line by the roof diaphram. The two posts will act at each frame to resist bending. 2. The roof will act as a diaphragm and act as a simple support for the posts. 3. The roof will act as a simple horizontal beam spanning between shear walls. 4. The posts will be pressure treated for ground contact. Calculate allowable unit stress(compression cJ Fression com . Fc1 = 575 psi Fc:= Fcl•1.15•.80 Fc= 529 psi (Allowable compression stress including load factors) L st_bndg= 120 in (Bending length of post) dp,,t = 6 in (Minimum unbraced dimension of post) Ke:= 0.8 c:= 0.8 KcE:= 0.3 Ew W= 1100" psi 1e:= Ke-Lpost_bndg le= 96 in FcE:= KcE•.95-Ew,00d2 FcE= 1225 1e dpost 1 + FcE 1 + FcE FcE Cp:= Fc — Fc — Fc Cp= 0.89 2c 2c c Fcc:= Fc•Cp FCC= 470 psi Wroof= 29.25 psf (Total roof loading) Psnowpost= 2520 Ibs (Axial loading per post due to roof snow load) Pdeadpost= 288 lbs (Axial loading per post due to roof dead load) Fb:= Fbl-1.6-.80 Fb= 736 psi (Allowable bending stress per post including load factors) 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 10 Check Load Cases: Load Case 1: Dead Load + .75'wnd Load + .75'Snow Load fbl :_ .75ftot fbl = 192 psi (Actual bending stress on post) fc .- .75Psnowpost+ Pdeadpost fc= 61 psi (Actual compression stress per post) Apost CCFALII fc 2 fbl := — + Fcc _ fc CCFALII = 0.29 Fb 1 FcE Load Case 2: Dead Load +Wind Load fb1 := ftot fbt = 257 psi (Actual bending stress on post) Pdeadpost fc:= fc= 8 psi (Actual compression stress per post) Apost fc 2 fbt CCFALI2 := — + Fcc fc CCFALI2 = 0.35 Fb 1 _ FcE Load Case 3: Dead Load +Snow Load fb1 := 0 fb1 =0 psi (Actual bending stress on post) fc Psnowpost+ Pdeadpost fc= 78 psi (Actual compression stress per post) 'Post 2 f CCFALI3 := + b1 Fcc Fb• 1 — fc CCFALI3 = 0.03 - FcE CCFALI= 0.35 Less than or equal to 1.00 thus OK 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 11 POST EMBEDMENT FOR NON CONSTRAINED CONDITION: Calculate the required post depth. This assumes full depth backfill of post holes with concrete. Mtot = 18478 in-Ibf Posst= 257 Ibs (Equivalent lateral load applied @ mid point of the truss post) Ssoil = 150 psf (Assumed soil lateral bearing capacity) depth_postnc = 3.5 ft (Trial depth of embedment) Sl = 465.5 (Calculated using a trial depth of embedment) A=0.86 ft2(Area of footing) It= 5.5 ft (Height at which equivalent point load will be applied) depthm:= •I l + 1 +4.36•A d�c= 2.7 ft (Required post embedment depth) Calculate pullout of the gable wall posts due to shear loads on the gable walls. Wbldg Hroof 2 •tan(6) Hroof= 2.7 ft Veave wind:_ 0.375•mD•(Hbldj-Lldg qe 2 Veave wind= 254 Ibs (Total load transferred into each gable wall) Veave_wind•Hbl Cps:_ dg Cpost= 233 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 Lbldg Wbldg Wbldg 2 Eave_wall= Hbldg- 2 •2 Roof= 2 2 2 Gable wall = Hbldg 2 Eave wall = 132 Ibf Roof= 96 IbS Gable wall = 176 Ibf 2 Posts (Hbldg+depthnc).Wpost dia_footing _ Apost Post hole 150 d�d,� c 3.14 4 144 Pow= 120 Ibf Post hole= 796 Ibs Wttot:= Eave wall + Gable wall + Roof+Posts Wttot= 524 Ibf (Note that Wttot is greater than Cpost. Thus OK.) 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 12 FOOTING DESIGN: Check the soil bearing capacity of the punch pads. . 2 A 3.14 I dia_footingl ft2 This is the area of the footing) footing�_ ` 2 J 9s0il = 1500 psf dia_footing= 1.5 1t depthj)ostnc = 3.5 ft (Minimum embedment depth) Pfooting Afooting'9s0ilAfactor Pfooting= 3974 Ibf (End bearing capacity of footing) Psnoa,=2808 IV Note that the end bearing capacity(Pf,,t„g)is greater than the snow load (P.). This is OK. 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 13 SEISMIC CALCULATIONS Design per IBC 2003 SS= 125.1 Mapped spectral acceleration for short periods (from above) SI = 44.2 Mapped spectral acceleration for 1-second period (from above) I:= 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 Spy For SDs: For Spj: For SS= 1.25 For SI = 0.44 Fa= 1.00 Fv= 1.56 SMS:= Ss'Fa SMl := Sl'Fv SMMS = 1.25 SMI =0.69 SDS:= (3) SMS SDI :_ (13) SMI SDS=0.83 SDI =0.46 Seismic-Design-Category= "D" 2.Determine the building parameters Building dead load weight,W: W:= 1(Wbld0-(Lbldg- 12)•(Pf--2)] +C[(Wbld0-(Lbldg- 12)� + 2•[Wbldg+ (Lbldg- 12)].Hb1dg1.Pd W= 528 Ibf JI Building area,Ab: Ab:= Lbldg'Wbldg Ab= 192 ft2 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 14 3. Determine the shear force to be applied a. Determine the structural period,T Ta llbldg'.02 T:= Ta T = 0.22 b. Detemine the Seismic Response Coefficient, Cs: Cs is calculated as: SDS Cs2 :_ Rs Cs2 = 0.119 IE But shall not be less than: Csl := .044•SDS•IE Csl = 0.037 ft But need not exceed: SDI Cs3 := }2 CO = 0.298 s IT • - IE Cs= 0.119 c. Detemine the Seismic Base Shear: Vbase-shear:= Cs-W V 63 IVbase shear= 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 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 Lw= gLwg<LWe,Lwg,Le) Lw= 2 ram.— 10 — 1 p := 2 — 20 P =0.56 r Lw max rmax• Ab P = 1.00 E:= P'Vbase shear E= 63 Ibf This is the seismic load on the building 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 15 ANALYSIS FOR GABLE WALL: 1.Check Wind Loads: Hroof= 2.67 It Hbldg= I I It qe= 10.3 psf I-bldg= 12 ft 0.375•mD•(Hbld0-Lbldg-qe Veave wind _ 2 Veave wind= 254 Ibf 2.Check Seismic Loads: Veave seismic:= E Veave seismic = 31 Ibf 2 — The controlling load= "Veave wind" . Therefore, Vgable_shear= 254 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+ 160 vgablewall:= WbldS— Wgaw bl ing s vgablewall= 35 pif The gable wall diaphragms can resist the shear loads as follows: If vgablewall< 110 plf Then no additional sheathing is required. 6/8/2005 151045 (Engman) 16x36xl1 Part 1.mcd 16 ANALYSIS FOR EAVE WALL: 1.Check Wind Loads: proof = 2.67 ft Hlbldg= 1 1 ft qg= 10 psf Wbldg= 16 ft Lbldg= 12 ft 0.375•mD•(Hbl0)'Wbldg'gg+ 0.5•(Hro0f)-Wbldg qg Vgable_wind:_ 2 Vgable_wind= 437 Ibf 2.Check Seismic Loads: Vgable_seismic:= E Vgable_seismic= 31 Ibf 2 The controlling load= "Vgable_wind" Therefore,Veave shear=437 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 Lbldg veavewall= 36 plf The eave wall diaphragms can resist the shear loads as follows: If veavewall< 110 plf Then no additional sheathing is required. Next,The lateral wind load that is transmitted to the open eavewall will be resisted by the eave wall posts in bending. Check the bending stress in these posts. Opening height'-= 96 Meavewall Veave_sheac0pening_height Meavewall Feavewall= � 2 Feavewall= 582 psi Fxallow 1.6-575 Flow= 920 psi Since Fxeavewa��< F,,.this is ok. 6/8/2005 151045 (Engman) 16x36xl1 Part 1.mcd 17 GIRT DESIGN: The girls will simple span between posts. Calculate bending stress (fbgirt)due to wind loading (q,&t)and determine the required girt size. gwegirt Viri_spacing Igwe- qil' gwegirt= 2.02 pli Lgirt_span= 138 in 12.12 2 Mgirt gwegirt Lgirt 8 span Mgirt= 4816 in-Ibf fbgirt:= Mgirt fbgirt= 2338 psi (Stress applied to the girt due to wind loading) Sgirt Determine the allowable member stress. LDFwind:= 1.6 Cfugirt= 1.15 Cfgit= 1.30 Cr:= 1.15 Fgirt= 850 psi Fbgi,t:= LDFwind'Cfugirt'Cfgirt'Cr-Fgi,t Fbgirt= 2338 ' 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= 135 in (Bending length of purlin) wpurhn= 4.62 pli (Distributed snow load along top edge of purlin) 2 Wpurlin'LpurLn_span Mpurhn - 8 Mpurlin= 10536 in-Ibf Mpurlu' Stress a the purlin due to fbpurlin:= fbpurlin = 1394 psi ( lied PP to Spurlin snow and dead load) Determine the allowable member stress. LDFsnow:= 1.15 Cfpurlin= 1.30 Cr:= 1.15 Cfupurlin= 1.00 Fpurlin= 900 Psi Fbpurlin:= LDFsnow'Cfpurlin'Cr Cfupurlin'Fpurlin Fbpurlin = 1547 Psi > %purlin This is OK. 6/8/2005 151045 (Engman) 16x36x11 Part 1.mcd 18 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. Pbolt 58 1590 Ibf Pbolt 34:= 2190 Ibf pbolt 10:= 3600 Ibf P16d:= 122 Ibf Psnomv= 2808 Ibf P20d:= 147 Ibf ff 5/8 dia.bolts are used: Nbolts58= 1.5 Number of 5/8"dia. bolts required in the corbel block If 314 dia.bolts are used: Nbolts34 = I-I Number of 3/4"dia. bolts required in the corbel block N 1 dia.bolts are used: Nboltslo=0.7 Number of 1"dia.bolts required in the corbel block If 20d nails are to be used: Nails2od= 8-3 number of 20d nails required in each corbel block. ff 16d nails are to be used: Nails I6d= 10 number of 16d nails required in each corbel block. i 6/8/2005 151045 (Engman) 16x36xl 1 Part 1.mcd 19 SUMMARY OF RESULTS: Building Dimensions Building Design Loads Wbldg= 16 ft (Width of Building) Wind_speed= 85 MPH Ground—snow—load = 25 psf Lbldg= 12 ft (Length of Building) Wind_exposure= "B" Roof snow load= 26 psf Hbldg= 11 ft (Eave Height of Building) Roof dead-load= 3 psf Seismic_Design_Category = "D" Rpitch= 4 /12 (Roof pitch) Footing Details: Post Details Postdepth= 3.5 ft(Design Post Depth) Post-size = "6x6" " dia footing= 1.5 ft(Design Footing Diameter) Post grade= "No.2 Hem-Fir Usage= 35 % (Combined stress usage of post) Footingusage= 71 % (Stress usage of footing) Shear Wall Details: vgablewall= 35 plf(Max.shear in gable wall) yeavewall= 36 plf(Max.shear in eave wall) Girt Details: Girt usage= 100 % (Stress usage of wall girt) Orientation= "Flat" Purlin Details: Purlin_usage= 90 % (Stress usage of roof purlin for snow loading) Corbel Block Bolts: Nbolts58 = 1.5 Number of 5/8"dia. bolts required in the corbel block if used. NW]ts34 = 1-1 Number of 3/4"dia. bolts required in the corbel block if used. Nboltsl0 = 0.7 Number of 1"dia. bolts required in the corbel block if used. Nails2od = 8.3 Number of 20d nails required in each corbel block if used. Nailsl6d = i0 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. AF(CZ D "The Pole Building Engineering Company" TRANSMITTAL To: Mason County Building Department Date: 6127/05 Attn: Lisa From: Carol Russell Address: 426 W Cedar Permit #: BLD05-01007 City, St. Zip: Shelton, WA 98584 Job #: 151045 Phone: 360-427-9670 Cc: Fax: We are sending you: Mailing instructions: Customer Dwgs: Letter: Mail Specifications: Samples: UPS: XX Manual: Changes: Fed Ex: Prints: Calculations: XX Other: Item Quan. A B ID JDwg. No. Rev. Description of Drawing or Document 1 1 Part 2 of Calculation Package for Permitting process to be completed. 2 3 4 5 6 7 8 9 10 11 12 - - -- 13 14 15 16 17 18 19 20 These documents are transmitted: For Your Approval: For Reference ONLY: For Bid: For Construction.- For Permit: XX Other: Remarks: 2700 Market Street N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.polebuildingengineering.com Fax: (503) 589-1728