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HomeMy WebLinkAboutBLD2004-00668 Structural Calculation - BLD Engineering / Geo-tech Reports - 6/8/2004 ENGI[NEEMCALLIANCE "The Pole Building Engineering Company" xa. June 8, 2004 FILE j r2_ U COPY JUN 14 2004 Rick Welter Sound Building Systems, Inc. HEALTH SERVICES 3546 Thorndyke Rd Port Ludlow, WA 98365 ENGINEERING CHANGE NOTICE Alliance Engineering Job No.: 140124 Perm t 4 8L0 2004 -oo blob Building Owner: William Gurrad Building Address: NE 1470 Tahuya Blacksmith Rd. HESE PLANS MUST BE Tahuya, WA 98588 C H AN G ESQ ON THE JOB SITE Dear Rick: gUgMIT CHANGES FOR APPROVAI OR INSPECTION PRIOR TO PERFORMING WORK I have examined the structural calculations for the post frame building located at the above address. As discussed, the following changes may be made: 1. The single 2x14 SS D-F rafters on the right gable wall maybe substituted with double 2x12 #2 D-F rafters. Install the outer rafters per detail 1 on PFB-04 of the original engineered drawings. Install the inner rafters similar to detail 1 on PFB-04 except install a 36" long corbel block with (30) 16d or 20d nails spaced per the notes on detail 1. Install all other components of the building as described in the engineering package. This change will not reduce the structural capacity of the building or reduce the economic or service life of the structure. If you have any questions, please contact me. 1�' HER Sincerely, Q`�` ��vV.At CIO Stephen R. Heryford, PE 39I88 w �S:4j0 AL APPROVED MASO UILDING INSPECTOR EXPIRES: 12/04%a'S�� CHA BJECT TO APR OVAL DATE L U t 730 jawt4eKe Ave. N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, R 97301 www.polebuildingengineering.com Fax: (503) 589-1728 ti lil 14,..-(Y„ }Q,-O_ 6X6 P.T, 02 H-F POST Q -_---------- MED PER Dfrms ON PF8-03 d nP (3) PLCS THIS GABLE WALL ivy T4P (4) PLCS OPP GABLE WALL T 6X6 P.T. $2 H-F POST TYP a z 7 I LATERAL BRACE H - SEE DETAIL 2 ON PL-9-04 LL 4 W " TYP (1) PLC TRS CABLE WALL °C 0 a & ? a J K Ld O �' J Q 0 'a P.T- DOUR POST TYP 3UA AtD Q o uu ,s N tl- GENERAL NOTES to 1. ALL POSTS TO BE 6X!2 ►f-F AND ORIENTATED AS Sjoa U-) UNLESS NOTED. - -- PLAN 7 r A}.r VIEW L�TjT�a 2 ALL POSTS IN COtITAd:T IMTdI GROI..ND 5liALl- BE PRESSURE [-LtiA`! Y iL 1`7f ]HEATED HDA-"R TO OL60 pcf RETEN I101t CCA. _ Z PERSONNEL DOOR(S) AND WMDOW(S) 51SOSMd WAY BE E I�NGINF,rj LD LOCATED BY THE BUILDER IN THE W iY (� UNLESS ST'EUFWJ 1T LOCATF0 ON THIS DRAWM_ � www. olebu en 0 eerfrl .CDfTI- P �9 9� 9 WNG ti 4. DOOR POSTS WAY BE SIZED, LWATED AND EIBEDLIEO BY THE 730 Hmvthome Ave_ NE• Saim. on 97301 5L13 589-i727 CONTRACTOR UNLESS NOTED OTHERWISE. CUDiT O 6UW.OiND f.ACA11ipN m 5. CONTRACTOR TO MYJFY U" DIMENISMS AUD CLEARANCES BUILDING SYSTLNS m PRIOR TO 13 DING CONSTRUCTION AND DOOR 7HSTALLATION, 3546 THORAUYKE RD NE 1470 TAi1UYA BLKSMTH R _ PORT LUDLOW, WA 98365 TAHUYA, WA 98588 ®Al11AFrS EtlCN "r,OF MOM WG 19Ri DATE o7 Ai'R o4 - (rG. MO: J08 NO.: REV. IT K UNLAWIX AND ro]xrwlr DAUCEAOUS FOR THIS ORkWM TO BE US@ FOR ,W OTHER BLIL AC tXATM THAN SNDA . ORA1Ri BY:SR LOT Q 9b PF.Q-Dl of 0G 4 --- - — -- Y NH D "The Pole Building Engineering Company" POST FRAME BUILDING STRUCTURAL CALCULATION T a n n (This structure has been analyzed and designed for structural adequacy only.) ITl O C= T O PROJECT No. 140124 BUILDING OWNER / LOCATION: William Gurrad NE 1470 Tahuya Blacksmith Rd. Tahuya, WA 98588 CLIENT: Sound Building Systems, Inc. 3546 Thorndyke Rd Port Ludlow, WA 98365 ENGINEER: K' HP 1- �w4�p-WAsy '40 �O,o tsS10N Al. EXPIRES: 12/04/d.3` Property of Alliance Engineenng o regon, nc. nauthorized duplication prohibited. Copyright�Alliance Engineering of Oregon, Inc. 1998-2004 730 Hawthorne Ave. N.E. Alliance Engineering of Oregon, Inc. Phone: (503) 589-1727 Salem, OR 97301 www.polebuildingengineering.com Fax: (503) 589-1728 4/9/04 140124 (Gurrad) 28x28x10.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 (wind controls over seismic)will be imposed on the windward and leeward sides of the building simultaneously. The trusses I rafters will act as a drag strut that will cause the two posts to act together. The post-frame model for the building comes from References 2 and 3. 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. 1997 Edition of the Uniform Building Code 2. Post-Frame Building Design Manual, First Edition National Frame Builders Association,2000 . 3. Post-Frame Building Design Walker and Woeste. ASAE Monograph Number 11. ASAE 1992 4. 1997 Edition, National Design Specification(NDS)2nd Supplement For Wood Construction,American Wood Counsel 5. 1996 Diaphragm Test by the National Frame Builders Association and observed by Braun Intertec Corporation Canby, Oregon. 6. 1989 Shear Panel Test with Val-Rib Cladding by Devco Engineering Inc.for Valley Rolling Mills, Inc.of Salem Oregon 7. Shear and Flexibility Factors for BHP Steel Building Products Nor Clad Metal Cladding System By Capital Engineering Laboratories,July 1996,CYS Job NO.94115-02 urrad 28x28x10.mcd 2 4/9/04 140124 (G ) SUMMARY OF DESIGN VALUES: Buildinq Dimensions Wbldg := 28 [ft] (Width of Building) Lbldg := 28 [ft] (Length of Building) Hbidg := 10 [ft] (Eave Height of Building) Rpitch :=4 / 12 [roof pitch] Bay:= 14 [ft] (Greatest spacing between eavewall posts) Wgableopenings := 10 [ft] (Total width of openings in one gable wall) Wea-eopenings :=4 [ft] (Total width of openings in one eave wall) Truss heel := 12 [n] (Depth of truss/rafter heel) Post Properties: Pwidth :=6 [n] (Post width y-axis) POST SIZE Pdepth :=6 [n] (Post depth x-axis) (All posts will be Hem-Fir) Grade:= "2" (Grade of Post(2, 1, or SS = Select Structural)) Fbi = 575 [psi] (Allowable bending stress for the posts) Fct = 575 [psi] (Allowable compression stress for the posts) EN,(,,d= 1100000 [psi] (Allowable modulus of elasticity for posts) Lpost brdg = 108 [in] (Bending length of post) 4/9/04 140124 (Gurrad) 28x28x10.mcd 3 SUMMARY OF DESIGN VALUES (Continued): Purlin Properties: P,uli„_,paci„g :=24 [n] Spurlin Sx26 Fpnrlin FbDF2dim Sp,uli„ - 7.56 [in^3] Fp„rli„ = g00 [psi] (Allowable bending stress for the purlins) Girt Properties: Girt_spacing :=48 [in] Sgirt 2Sy26 + Sx24 Fgirt FbHF2dim Sgi,t = 7.18 [in^3] Fgi t = 850 [psi] (Allowable bending stress for the girts) Footinq and Post Hole Design Values: gs0il := 1500 [psf] (Assumed soil vertical bearing capacity) dia footing 2 ft [diameter of footing] Design Loads for Building: Wind Design Values: Fastest wind speed: qs gsso (mph) Wind Exposure: E = "B" Yposure Roof Load Design Values: W,now:=25 [lbs] (Ground snow load) Wd,,d:= 5 [lbs] (Roof dead load) (GO TO LAST PAGE FOR SUMMARY OF RESULTS) I ; 4/9/04 140124 (Gurrad)28x28x10.mcd 4 WIND ANALYSIS: UBC conditions: Method 1 (Normal Force Method) Calculate the Design Wind Pressure. q = CeXCgXgsXI Where: Ce = Combined height, exposure and gust factor coefficient(w=wall,r=roof) Cq = Pressure coefficient qs= Wind stagnation pressure Iw = Importance Factor qs = 16.4 Iw:= 1.0 Cew= 0.62 Cu = 0.62 Cqww:=0.8 (Pressure coefficient for windward wall) Cqlw:= -0.5 (Pressure coefficient for leeward wall) Cgwr:=0.3 (Pressure coefficient for windward roof) Cgj, :=-0.7 (Pressure coefficient for leeward roof) Cgwe:= 1.2 (Pressure coefficient for wall elements) Calculated Wind Pressures: Windward Wall: Leeward Wall: qww:—C ew'Cq ww'qs'lw qlw:= C ew•C qlw'qs•I w qww= 8.13 [psf] q1w= —5.08 [psf] Windward Roof: Leeward Roof: qwr Cer'Cgwr'gs'lw qlr Cer'Cglr'gs'lw qwr= 3.05 [psf] qj _ —7.12 [psf] Wall Elements: qwe:=Cew'(Cgwe— 0.1)•gs•Iw qwe= 11.18 [psf] 4/9/04 140124 (Gurrad) 28x28xl0.mcd 5 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' = (EXt) I (2X (1+V) X (g/p) + (K,/ (b'Xt)^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 U = 144" (17-0" length of test panel) i STEP 2.1: This equation was set equal to the stiffness of the test panel (2166 lb/in) and the unknown value (K2) was solved for. K2= 1275 in^4 sheet edge purlin fastening constant STEP 2.2: Use new building width to determine stiffness of new roof diaphragm (q): Wetdg 12 K2:= 1275 [lb I ft] 2 bnew•— t:=0.017 [in]cos�0� U = 18.435 deg (roof angle of incline) bnew= 177 [in] E:=27500000 (E-t) K� c= 3255 [lb/in] 2.961 + (bnew•t)2 4/9/04 140124 (Gurrad) 28x28x10.mcd 6 STEP 2.3&2.4: Calculate the equivalent horizontal roof stiffness-(q)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:= Ba •12 bnew a a = 168 (in) ch= 61/J LID/ 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= 566 lb/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: a gwwpost:= qww' a 12.12 glwpost q1w• 12 12 gtot gwwpost - glwpost gwwpost= 9.5 [plI] glwpost = -5.93 [pli] gtot = 15.42 [pli] 2 Mwind:= gtot 1 post_8 dg Mwind= 22484 [in Mwind (wind= f i,,d= 312 [psi] 2 Sxpost 1 post-bndg R:= 3•gtot' R= 625 [Ibs] 8 STEP 5: CALCULATE THE RATIO OF THE FRAME STIFFNESS TO THE ROOF STIFFNESS: This ratio (k/ch)will be used to determine the side sway force modifiers. k — = 0.092 ch 4/9/04 140124 (Gurrad) 28x28x10.mcd 7 STEP 6: DETERMINE SIDE SWAY RESISTANCE FORCE: mD = 0.95 STEP 7: CALCULATE THE ROOF DIAPHRAGM SIDE SWAY RESISTANCE FORCE: Q:=mD.R Q = SWIG lb 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. Mdtl = 4121 [lb in] fdfl = 57 [psi] Calculate the total moment (Mt(,,) and the total fiber stress (li0j). Mtot mD-Mwind+Mdfl Ma,t = 25575 [lb in] ftot= MD-fwind+fdfl jior = 355 [psi] 4/9/04 140124 (Gurrad) 28x28x10.mcd 8 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. 5. The controlling load case will be Dead Load +Wind Load + 1/2 Snow Load. Calculate allowable unit stress (compression F,J. Fel = 575 [psi] Fc:=Fcl-1.15-.85 Fe= 562 [psi] (Allowable compression stress including load factors) Lpmt bndg = 108 [n) (Bending length of post) dpost = 6 [in] (Unbraced dimension of post) Ke:=0.8 le:=K,-Lpost_bndg c:=0.8 Ie= 86.4 [in] KcE:=0.3 EQ,,,Od= 1100000 [psi] .95-Ewood FcE KcE 1'cE= 1512 1e 2 dpost FcE FcE 2 �FcE 1 + — 1 + — — Fc Fc Fc Cp 2c — 2c — c Cp= 0.91 Fec:=Fc.Cp Fee= 510 psi 4/9/04 140124 (Gurrad) 28x28x10.mcd 9 POST DESIGN:(Continued) Calculate Combine Flexural and Axial Loading Index Wroof= 30 [psf] (Total roof loading) Psnowposrt = 4900 [Ibs] (Axial loading per post due to roof snow load) Pdcadpost = 980 [lbs] (Axial loading per post due to roof dead load) Psnowpost + Pdeaclpost fc:= 2 fc= 95 [psi] (Actual compression stress per post) Apost Fb:=Fbl-1.6•.85 Fb= 782 [psi] (Allowable bending stress per post including load factors) fbl ftot fbl = 355 [psi] (Actual bending stress on post) fc 2 fbl CCFALI:= — + Fcc Fb. 1 — — FcE CCFALI= 0.52 less than or equal to 1.0 is OK 4/9/04 140124 (Gurrad) 28x28x10.mcd 10 POST EMBEDMENT FOR CONSTRAINED CONDITION: Calculate the required post depth. The concrete floor will provide a constrained condition for the post. Mtot = 25575 in - Ibs 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) depillc • 4.25. bpost depth, = 2.1 [ft] (minimum required post embedment depth) S3 12 Calculate pullout of the posts due to shear loads on the end walls. Hroof:= W2 .tan(o) Hroof = 4.67 [ft] 2 0.375•mD•(Hbldg)'1-bldg'(gww—2 qlw) + (tfroof)'Lbldg'(gwr — qlr) Veave wind �= Veave wind = 1326 [Ibs] (total load transferred into each gable wall) Veave wind'Hbldg Cpo� :_ — Cpost = 737 Ibs [this is the uplift load on one 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 pole in the ground will be as follows: Lbldg Lbldg Wbldg Gable wall Hbldg'Wbldg.2 Eave_wall := Hbldg' 2 -2 ROot ' 2 2 .2 — 2 Gable wall = 280 [Ibs] Eave_wall = 280 [Ibs] Roof= 392 [Ibs] Posts (Hbldg +depth,)'Wpost dia Footing 2 Apost Post hole := 150�d��stc' 3.14• — 4 144 Posts = 106 [lbsJ Post hole = 1517 [Ibs] Wttot :=Eave wall + Gable wall + Roof+ Posts Wttot - 1058 [Ibs] (Note that Wttot is greater than Cpost. Thus OK.) 4/9/04 140124 (Gurrad) 28x28x10.mcd 11 FOOTING DESIGN: Check the soil bearing capacity of the punch pads. . 2 (dj a_footing Af�ting := 3.14 2 ftn 2 [this is the area of the footing] q,,;l = 1500 [psf] dia_footing = 2 ft depth_postc = 3.5 ft (trial depth of embedment) dfactor = 1.5 (calculated using a trial depth of embedment) Pfooting Afooting-gsoil Afaotor Pfooting = 7065 [lbs] (end bearing capacity of footing) Psnow= 5880 [lbs] Note that the end bearing capacity (P ing) is greater than the snow load (P,n w). This is OK. 4/9104 140124 (Gurrad) 28x28x10.mcd 12 ANALYSIS FOR GABLE WALL: Calculate the load that is transmitted to each gable wall. Hbldg = 10 [ft] qww,= 8.1 psf qw,= 3.1 psf Hroof = 4.67 [ft] LHdg = 28 [ft] qiw= —5.1 psf qU = —7.1 psf 0.375•mD•(HHdg)•LHdg-(gww— glvv) + (Hro0f)-1-bldg-(gwr— qlr) Veave_wind = 2 Veave wind = 1326 [Ibs] This is the lateral wind 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. Veave_wind vgablewall = v ablewall = 74 [Ibs/ft] Wbldg — Wgableopenings g The gable wall diaphragms can resist 100% of the ultimate load given by reference 6. This value may be increased by 1/3 for wind (82.5 plf X 1.33 = 110 plo- If vgablewan < 110 plf Then no additional sheathing is required. 4/9/04 140124 (Gurrad) 28x28x10.mcd 13 EAVE WALL SHEAR ANALYSIS: Calculate the load that must be resisted by the shear capacity of the eave walls. Hroof = 4.67 [ft] HHdg = 10 [ft] qww= 8.1 psf Wbldg = 28 [ft] Lbldg = 28 [ft] qlw = —5.1 psf 0.375•mD• Hbl •Wbl qww— q1w +0.5•(H.f)•Wbldg•(gww— q1w) ugable_wind 2 Vgable_wind = 1094 [lbs] This is the lateral wind 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. V gable_wind veavewall Lbldg — Weaveopnings veavewall = 46 [Ibs/ft] e The eave wall diaphragms can resist 100% of the ultimate load given by reference 6. This value may be increased by 1/3 for wind (82.5 plf X 1.33 = 110 plo. If veavewall < 110 Of Then no additional sheathing is required. 4/9/04 140124 (Gurrad) 28x28x10.mcd 14 GIRT DESIGN: The girts will simple span between posts. Calculate bending stress (fbgirt)due to wind loading (q,egiA)and determine the required girt size. Girt spacing gwegirt = gwe' 1212 gwegirt = 3.73 [pig Lg�_sp� = 162 [�in ] 1-girt_span2 [lb in] 8 Mgirt gwegin Mgirt = 12231 fbgirt .= Mgirt fbg;rt = 1703 psi (stress applied to the girt due to wind loading) SO Determine the allowable member stress. LDFwind:= 1.6 C f„git = 1.15 Cfgirt = 1.00 Cr:= 1.15 Fgi,t = 850 [psi] Fbg;rt :=LDFwiI,d-Cf„gjt-C fgirt•Cr-Fg;rt Fbgirt = 1799 > fW psi This is OK. PURLIN DESIGN: Assume that the purlins simply span between pairs of trusses or rafters. Determine the required purlin size. Wpurlinsnow = 4.74 [pli] (Distributed load along top edge of purlin) Calculate the maximum moment (Mpuji,,)in the purlin and the maximum fiber stress %purlin due to snow and dead load. Lpuh,�_sp,, = 135 in (bending length of purlin) 2 H'purlinsnow'1-purlin span MP,,Iin := 8 Mpurh, = 10806 [lb in] fbpurlin := Mpurhn fbp„rh„ = 1429 psi [stress applied to the purlin Sp-lin due to snow and dead load] Determine the allowable member stress. LDFsnow:= 1.15 Cfp,ulin = 1.30 Cr:= 1.15 Cf„p„di„ = 1.00 Fp„r� = 900 [psi] Fbpurlin :=LDF snow'C fpurlin'Cr'C fupurlin'Fpurlin Fbpurlin = 1547 > fbpurhn [psi] This is OK. 4/9/04 140124 (Gurrad) 28x28x10.mcd 15 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 [lb] Pbolt 34 2190 [lb] Psnow= 5880 [lb] If 518 dia. bolts are used: Nbolts58 = 3.2 Number of 5/8"dia. bolts required in the corbel block If 3/4 dia. bolts are used: Nbolts34 = 2.3 Number of 3/4"dia. bolts required in the corbel block .� II 4/g/04 140124 (Gurrad) 28x28x10.mcd 16 SUMMARY OF RESULTS: Buildinc Dimensions Wbldg = 28 [ft] (Width of Building) Lbldg = 28 [ft] (Length of Building) HNdg = 10 [ft] (Eave Height of Building) Rpitch = 4 / 12 [roof pitch] Post Details Pwidth = 6 [n] (Post width y-axis) POST SIZE Pam, = 6 [n] (Post depth x-axis) (All posts will be Hem-Fir) Grade= "2" (Grade of Post(2, 1, or SS = Select Structural)) Usage = 0.52 % (Combined stress usage of post) Shear Wall Details: FootingDetails: vgablewall = 74 [Ibs/ft] (Shear in Gable wall) Postdepth= 3.5 [ft] (Design Post Depth) veavewall = 46 [Ibs/ft] (Shear in Eave wall) dia 00ti g = 2 [ft] (Design Footing Diameter) Girt Details: Footingusage= 0.83 % (Stress usage of footing) Girt usage= 0.95 % (Stress usage of wall girt) Purlin Details: Purlin_usage= 0.92 % (Stress usage of roof purlin) Corbel Block Bolts: Nbolts58 = 3.2 Number of 5/8"dia. bolts required in the corbel block if used. Nbolts34 = 2.3 Number of 3/4"dia. bolts required in the 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. 28'-0" 6X6 P.T. #2 H-F POST �c'�i FED 14'-0" 14'-0" EMBED PER DETAILS ON PFB-03 G V TYP (3) PLCS THIS GABLE WALL U �oo� 4030 W TYP (4) PLCS OPP GABLE WALL MAY BELFA OFFICE 6X6 P.T. #2 H-F POST TYP o I LATERAL BRACE SEE DETAIL 2 ON PFB-04 a TYP (1) PLC THIS GABLE WALL 0 Q ? I 0 ! VNI O co — X N J _7 co O X m X N wN � WN J � J C9 U' Z Z O I P.T. DOOR POST J—N'iTYP 3068 MD �01 o, tea. GENERAL NOTES 1. ALL POSTS TO BE 6X #2 H-F AND ORIENTATED AS SHOWN UNLESS NOTED. 2. ALL POSTS IN CONTACT WITH GROUND SHALL BE PRESSURE PLAN VIEW TREATED LOCATED BYMTHERBUOILDER IN WINDOW(S) THE SHOWN SHOWN toc E E N G I N E Ej�T 3. PERSONNEL DOORS AND WiNDO S SHOWN MAY BE i 1�1 O www.polebuildingengineering.com NG UNLESS SPECIFICALLY LOCATED ON THIS DRAWING. �, `. .. , �� fZr; ;t�z i 730 Hawthome Ave. NE• Salem_, Or on 97301 503 589-1727 4. DOOR POSTS MAY BE SIZED, LOCATED AND EMBEDDED BY THE r __—_________.___ _ -. L__ TOWNER BUILDING LOCATION CONTRACTOR UNLESS NOTED OTHERWISE. S j 1_ -- -- . 5. CONTRACTOR TO VERIFY DOOR DIMENSIONS AND CLEARANCES SOUND BUILDING SYSTEMS WILLIAM GURRAD PRIOR TO BUILDING CONSTRUCTION AND DOOR INSTALLATION. 3546 THORNDYKE RD ENE 1470 TAHUYA BLKSMTH R EXPIRES: 12!040 I PORT LUDLOW, WA 98365 !TAHUYA, WA 98588 (DALLIANCE ENGINEERING OF OREGON, INC. 1998 jDATE,07 APR 04 iDWG. NO.: TJOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: SR IPLOT m 96 ' PFB-01 of 06 140124 0 12 4030 CD CD w 10'X8' OHD I 111 1 1 1 1 28'-0" 28'-0' REAR EAVE VIEW LEFT GABLE VIEW 18" OVERHANGS TYP 12 4 C) CD I3068 MD 28'-0" 28'-0 rkUNT EAVE VIEW R 16 j i GABLE VIEW n co Ay ELEVATION VIEWS NICE ENGINE ERING 8 www.polebuildingengineering.com . � NAL * A7 T L NE - Salem, Oregon 97 OWNE-7- ILDING301 (50LOCA-n3) 58oN 9-1727 1 irUWD' BUILDING SYSTEMS 4ILLIAM GURRAD FT-y' I E--S;: -I-2/-0­47/a 3546 THORNDYKE RD INE 1470 TAHUYA BLKSIVITH R IPORT LUDLOW, WA 98365 !;TAHUYA, WA 98588 INC 1998 JIDATE:07 APR 04 ----..DWG. NO.:N6-.: JOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR IHIS DRAWING To BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. IDRAWN BY SR IPLOT Ot 128 !PFB-02 of 06 140124 NAIL TOP GIRT TO POST W/ (4) (MIN) 16d OR 20d NAILS 2X6 #2 D—F PURLINS ® 24" (MAX) O.C. (6) 16d OR 20d NAILS NAIL TO BLOCKS W/ (3) 16d OR (2) 20d NAILS OVERLAP PURLINS 2'-6" INTO ADJACENT BAY (4) (MIN) 16d OR 20d NAILS 6X BLOCKING NAIL OVERLAPS TOGETHER W/ (8) (MIN) 16d OR (3) 3/4"0 A-307 BOLTS 20d NAILS 0 3" (MIN) O.C. W/ FLAT WASHERS EA SIDE TYP 2X CORBEL BLOCK TO 4 p NAIL 2X4 BLOCKS TO TRUSSES MATCH POST WIDTH W/ (2) 20d NAILS EA END (SEE STANDARD DETAILS FOR BOLT SPACING & BLOCK SIZE) SEE DETAIL 1 PRE ENGINEERED TRUSSES BY OTHERS POST 29 GA METAL SHEATHING a TYP ROOF & WALLS o � INSTALL (3) 20d NAILS 2" DEEP IN EA POST FACE ® MID—SLAB 2X6 #2 H—F GIRTS ® 24" (MAX) O.C. W/ 2X4 STRONGBACK ® 48" (MAX) O.C. DEPTH FOR POST CONSTRAINT NAIL 2X4 STRONGBACK TO 2X6 GIRT W/ 16d OR 20d NAILS A 8" O.C. PERIMETER POST SEE DETAIL 2 P.T. BOTTOM GIRT. NAIL TO POST W/ (6) 20d NAILS EA END BOTTOM GIRT 4- (MIN) CONCRETE FLOOR i z ~' v GRANULAR BACKFILL, FULL DEPTH (SEE CONSTRUCTION NOTES) 24"0 X 6" THICK CONCRETE FOOTING BUILDING DATA: LEND 28-0" GENERAL NOTES N. N kl LENGTH: 28'-0" �G EAVE HT: 10'-0" `1G\�JAS/�i, fi i 1. GIRTS MAY BE INSTALLED COMMERCIAL STYLE ROOF SLOPE: 4 IN 12 AT 24" O.C. BY THE CONTRACTOR WITH 2X TRUSS SPACING: 14'-0' .;.t>+ BLOCKING BETWEEN MEMBERS OR WITH R BUILDING CODE: SIMPSON LU26 HANGERS .(OR EQUAL). IF 2X SECTION A WIND LOAD: 80 MPH BLOCKING IS USED, THEN NAIL BLOCKING TO N. T IANCE ENC1Nf+ Fj D TEXPOSURE: g POST WITH (6) 20d OR (6) l6d NAILS (MIN.). `lsiatA I L i , "--++L 1\1 SNOW LOAD: 25 PSF NAIL GIRTS TO BLOCKING WITH (2) 20d OR l' /.; '''y���� ,/ www.polebuildingengineering.com NG DEAD LOAD: 5 PSF (3) 16d NAILS AT EACH END. SOIL BEARING: 1.5 KSF 2.PURLINS MAY BE INSTALLED WITH SIMPSON ��-)�r:�l,'i, '` 730 Howthorne Ave._ NE • Salem, Oregon 97301 (503) 589-1727 (TYPE: SW,SP,SM,SC,GM,GC) LU26 HANGERS (OR EQUAL), OVER—LAPPED, NT'CLIE I OWNER / BUILDING LOCATION SEISMIC ZONE: 3 OR BUTTED ON THE TRUSSES As REQUIRED --- SOUND BUILDING SYSTEMS IWILLIAM GURRAD UBC: 1997 BY THE CONTRACTOR. r EXPIRES: 12/04/Ur 3546 THORNDYKE RD iNE 1470 TAHUYA BLKSMTH R PORT LUDLOW, WA 98365 TTAHUYA, WA 98588 ©ALLIANCE ENGINEERING OF OREGON, INC. 1998 DATE: 07 APR 04 DWG. NO.: JOB NO.: REV. 17 IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: SR 'PLOT O 64 PFB-03 Of 06 140124 0 ROOF PURLIN RAFTER HEEL 16d OR 20d NAILS O 12' (MAX) O.C. _ TOP CHORD OF TRUSS 2X6 (MIN) BUTT TOP 2X6 (MIN) T—MEMBER ADDITIONAL 2X6 (6) 16d OR 20d NAILS TIGHT TO GABLE WALL POST BLOCK O LATERAL BRACE POINT 2X BLOCKING BETWEEN GIRTS ATTACH W/ (2) 16d W/ (10) 16d OR 20d NAILS IN EACH BLOCK GABLE WALL OR 20d NAILS EA PLACE NAILS AT 1-1/4" (MIN) FROM BLOCK EDGE EAVELINE GIRT OR SIDE & AT 2-1/2" (MIN) O.C. BOTTOM CHORD OF ATTACH DIAGONAL BRACE TO TOP TRIM BLOCK FOR TIGHT FIT TRUSS CHORD OF TRUSS TYP (3) PLCS ON EACH GABLE WALL POST UNDER EACH RAFTER 2X6 (MIN) W/ SIMPSON LU26 HANGER OR EQUAL SHEATHING ATTACH PER MFR'S SPECIFICATIONS GIRT (6) 16d OR 20d NAILS GABLE WALL POST POST 2 GABLE LATERAL. BRACE DETAIL NOTE: IF TOTAL NUMBER OF NAILS SPECIFIED WALL NOT FIT DUE TO SIZE OF BLOCKING, AN EXTRA BLOCK MAY BE ADDED TO ACCOMODATE THE REMAINDER OF THE NAILS O FRAMING DETAILS -LVAINcE ENGINEERING NOTE: ALL 2X BLOCKS TO MATCH POST NADTH. �. www.polebuildingengineering.com en ineerin com ABLE RAFTER 730 Hawthorne Ave. NE• Salem, Oregon 97301 503 589-1727 1 — CLIENT j OWNER /-BUILDING LOCATION N.T.S. SOUND BUILDING SYSTEMS iWILLIAM GURRAD EX FTE-s: 12/04/0.3— 3546 THORNDYKE RD !NE 1470 TAHUYA BLKSMTH R ;PORT LUDLOW, WA 98365 'TAHUYA, WA 98588 - - . _. - - — - -- - -1� - - _ ._ OREG (DALLIANCE ENGINEERING N ALLY D, INC. 1998 (DRAWN B R TPLOT 24 PFBN004 of O6 JOB 01 REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. 40124 0 2" 2" CORBEL BLOCK k POST TRUSS OR RAFTER HEEL I TRUSS OR RAFTER HEEL I CORBEL BLOCK FREE OF CORBEL BLOCK FREE OF SPLITS, CHECKS, AND SHAKES. ~' z BEFORE AND AFTER NAILING SPLITS, CHECKS, AND SHAKES. TRIM FOR TIGHT FIT BEFORE AND AFTER NAILING TRIM FOR TIGHT FIT A-307 BOLT W/ NUT AND �+ FLAT WASHERS EA SIDE Z N Z A-307 BOLTS W/ NUT AND w FLAT WASHERS EA SIDE a N (STAGGERED AS SHOWN) POST z POST NOTE: THIS DETAIL IS FOR BOLT LOCATION AND CORBEL BLOCK SIZING ONLY. SEE NOTE: THIS DETAIL IS FOR BOLT LOCATION AND v SECTION VIEW FOR ACTUAL BOLT SIZE AND QUANTITY REQUIRED. CONTRACTOR TO CORBEL BLOCK SIZING ONLY. SEE SECTION VIEW PROVIDE PROTECTIVE COVERING OR COATING FOR ALL CORBEL BLOCKS, BOLTS, FOR ACTUAL BOLT SIZE AND QUANTITY TRUSS HEELS AND RAFTER HEELS DIRECTLY EXPOSED TO THE ELEMENTS. REQUIRED. CONTRACTOR TO PROVIDE PROTECTIVE COVERING OR COATING FOR ALL CORBEL /� CORBEL BLOCK CORBI`_ BLOCKS, BOLTS, TRUSS HEELS AND RAFTER I I FOR (2) OR MORE BOLTS L 1 FOR (1) BOLT HEELS DIRECTLY EXPOSED TO THE ELEMENTS. i #14 x 7/8' STITCH -- - -- ---- _ SCREWS O 24" PANEL OVERLAP #9 X 1-1/2" O.C. MID SPAN. ` SCREWS 9" 29 GA METAL SHEATHING !/ #9 X 1-1/2" SCREWS (MAX) 1/2" (MIN) EDGE DISTANCE 2X (MIN) FRAMING MEMBER I #9 X t" LONG SCREWS ® 9' O.C. (MAX) 2X (MIN) FRAMING MEMBER NOTE: NO STITCH SCREWS REQUIRED 9" 2X (MIN) FRAMING MEMBER FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X 1" AT 9" O.C. ADJACENT (MAX) 29 GA METAL SHEATHING TO 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. ` _ T _ - 2X (MIN) FRAMING MEMBER #9 X 1-1/2" SCREWS -� R. I��A' YNiCAL SCREW `SCHEuU O 9" O.C. MAX >.�' Y�Y. N.T.S. O� ->�?I\l FASTEN THE 29 GA METAL SHEATHING TO THE FRAMING MEMBERS USING #9 X _ 1-1/2" AT 9' O.C. ADJACENT TO EACH OF THE MAJOR RIBS. PARALLEL TO THE ~ ? STANDARD DETAILS PANEL RIBS, AT TERMINATING EDGES, THE #9 X 1-1/2" SCREWS SHALL BE SPACED 7 � AT 12" O.C. (ADDITIONAL BLOCKING MAY BE REQUIRED TO ACHIEVE PROPER SCREW i/ T IANCF, E N G 1N EERI SPACING AT TERMINATING EDGES). THE FASTENERS SHALL BE 1/2" (MIN) FROM I. L NG PANEL EDGES. THE DECK SIDE LAPS SHALL BE FASTENED TOGETHER WITH 14 X `,. ,.' WWW.polebuildingengineering.COM 3 Ill; 7/8' LONG SELF DRILLING SCREWS MID SPAN BETWEEN THE SUPPORTS AT 24" O.C. ;l =(;i`l 730 Hawthorne Ave. NE Salem, Oregon 97301 (503) 589-1727 (MAX). INCREASE LENGTH OF #9 SCREWS BY THICKNESS OF ANY APPLIED �.S;q� \,` t �,,�� CLIENT OWNER / BUILDING LOCATION SUBSHEATHING. «rtI F ,� c ;SOUND BUILDING SYSTEMS WILLIAM GURRAD 3 AL F AT, SCR W SCHEDULE #' '3546 THORNDYKE RD NE 1470 TAHUYA BLKSMTH R N.T.S. �''i?�=5: !�;ua�GS� PORT LUDLOW, WA 98365 TAHUYA, WA 98588_ ©ALLIANCE ENGINEERING OF OREGON, INC. 1998 ?DATE: 07 APR 04 DWG. NO.: JOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: SR PLOT m 16 PFB-05 Of 06 140124 0 PN F RUIMING CON'�TRUCTION NOTF`,- 1. UNLESS NOTED OTHERWISE, ALL CONCRETE fc SHALL BE 2500 7. IF THE DRAWINGS SPECIFY NATURAL BACKFILL IN THE POSTHOLES, PSI MINIMUM AT 28 DAYS. THE CONCRETE SHALL BE MIXED IN THE BACKFILL SHALL BE WELL-GRADED NATIVE SOIL (FREE FROM THE CORRECT PROPORTIONS PRIOR TO PLACEMENT. NO ALL ORGANICS AND LARGE COBBLES). THE CONTRACTOR SHALL SPECIAL INSPECTION IS REQUIRED. INSURE THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. 2. ALL FRAMING LUMBER SHALL BE AT LEAST THE MINIMUM NOTED ON THE DRAWINGS. LUMBER NOT SPECIFICALLY CALLED OUT 8. IF THE DRAWINGS SPECIFY SAND BACKFILL IN THE POSTHOLES, MAY BE STANDARD OR BETTER. No. 2 DOUG-FIR MAY BE THE CONTRACTOR SHALL INSURE THAT THE SAND IS SATURATED SUBSTITUTED FOR No. 2 HEM-FIR. PRIOR TO BACKFILLING AND IS COMPACTED AFTER EACH 6" LIFT. 3. INSURE THAT ALL BRACING AND BEARING AREA REQUIRED BY 9. INSTALL ALL STEEL SHEATHING TO THE INTERIOR FRAMING THE MANUFACTURER OF THE PRE-ENGINEERED TRUSSES HAVE MEMBERS (GIRTS AND PURLINS) PER THE TYPICAL SCREW BEEN INSTALLED IN ACCORDANCE WITH THE MANUFACTURER'S SCHEDU F GIVEN ON THE STANDARD DETAILS DRAWING UNLESS INSTRUCTIONS. NOTED OTHERWISE. 4. THE POSTS SHALL BE CENTERED ON THE FOOTINGS. THE 10. ALL WOOD MEMBERS, FRAMING REQUIREMENTS AND CONNECTIONS CONTRACTOR SHALL INSURE THAT THE BACKFILL IN THE SHALL COMPLY WITH UBC SECTIONS 2304 & 2305. POSTHOLES IS CAST AGAINST UNDISTURBED SOIL. 5. UNLESS NOTED OTHERWISE, GIRTS AND PURLINS HAVE BEEN 11. ALL NAILS DRIVEN INTO PRESSURE TREATED WOOD SHALL BE HOT DESIGNED FOR STRESS ONLY. THEY HAVE NOT BEEN DESIGNED DIPPED GALVANIZED. FOR THE DIRECT ATTACHMENT OF INTERIOR FINISHES. 12. OFF LOADING & HANDLING AND TEMPORARY & PERMANENT 6 BRACING OF ALL TRUSSES SHALL COMPLY WITH TRUSS PLATE . IF THE DRAWINGS SPECIFY GRANULAR BACKFILL IN THE INSTITUTE HIB-98 POST FRAME SUMMARY SHEET. POSTHOLES, THE BACKFILL SHALL BE 5/8" TO 3/4" (-) GRAVEL OR CRUSHED ROCK. THE CONTRACTOR SHALL INSURE t3. IF THE DRAWINGS SHOW TRANSLUCENT LIGHT PANELS, BOTH ENDS THAT THE BACKFILL IS SATURATED PRIOR TO BACKFILLING AND OF THE PANELS MUST TERMINATE AT A WALL GIRT. WALL GIRTS IS COMPACTED AFTER EACH 6" LIFT. THAT LIGHT PANELS ARE ATTACHED TO MUST BE FASTENED TO THE POSTS W/ (4) 16d OR 20d NAILS AT EACH END UNLESS COMMERCIAL GIRTS ARE USED. CONSTRUCTION NOTES D-F DOUGLAS FIR OPP OPPOSITE /� �i C E ENGINE ERING EA EACH PLCS PLACES j1 YJ N olebuilE en ineI .com GA GAUGE P.T. PRESSURE TREATED .{ P 9 9 9 GLB GLUE LAM BEAM W TYPICAL �;5 I! ! 730 Hawthorne Ave. NE • Salem, Oregon 97301 (503) 589-1727 H-F HEMLOCK FIR W WINDOW � �. - ' CLIENT OWNER / BUILDING LOCATION MFR'S MANUFACTURER'S ® AT MD MAN DOOR w/ WITH iSOUND BUILDING SYSTEMS IWILLIAM GURRAD �_�,_ -� I O.C. ON CENTER 0 DIAMETER FXF!Rr5 12;��4,cts- i !3546 THORNDYKE RD INE 1470 TAHUYA BLKSMTH R -- SPORT LUDLOW, WA 98365 !TAHUYA, WA 98588 06 AWANCE ENGINEERING OF OREGON, INC. 1998 DATE. 07 APR .1 _ DWG. NO.: JOB NO.: REV. IT IS UNLAWFUL AND POTENTIALLY DANGEROUS FOR THIS DRAWING TO BE USED FOR ANY OTHER BUILDING LOCATION THAN SHOWN. DRAWN BY: SR PLOT @ 1 PFB-06 of 06 140124 0