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Plans (42) MI Mil lut MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: B2-00715 Fax 916/676-1909 DELANO The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by BJS' Metal & Lumber Products. Pages or sheets covered by this seal:R34578740 thru R34578741 My license renewal date for the state of Washington is August 1,2012. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. i.�ER S. r7A,0 QQ' of WAS c, q; 02 r 0 R r; • v (tv May 23,2012 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 ANSI/TPI 1. T 1 Job Truss Truss Type Qty Ply DELANO 62-00715 T24 R34578740 QUEENPOST 2 1 BJ's Metal&Lumber,Salem,OR 97303 Job Reference(optional)7.250 s Aug 25 2011 MiTek Industries,Inc. Tue May 22 13:52:08 2012 Page 1 ID:xQuNzH6rEo1 TM3GsNh5K05yRAd6-4KwryNKTDhxgXLJ9DQbrTOj3n90E74enXRimKOzDv25 6-7-10 12-0-p 15--60 6-7-10 5-4-6 4466-4-6 6-7-10 NOTE:ACTUAL SPACING OF THE TRUSS IS TWO TRUSSES EVERY 12'-0"O.C.(SEPARATED BY A 5-1/2"SPACE). THE Scab=7.39.0 SPACING OF THE BOTTOM CHORD LATERAL BRACING BLOCIO G MAY BE INCREASED TO 12-0"O.C.PROVIDED CONTINUOUS 5x14= BLOCKING 2X6 BLOCKING IS USED ALONG THE FULL LENGTH OF THE BOTTOM CHORD(SEE SECTION A-A). CONNECT BLOCKING _� WITH 10d NAILS AT 6"oc ALONG EACH B.C. / I \fl gNTYAipc_10d ami 2X6 B.C. 64\71 i2 666 SECTION A-A 2 a �— 5q 7 ® A 6x10— 6 8610= 8 A6 10 6910= I 12-0-0 I 24-0-0 I 12-0-0 12-0-0 Plate Offsets(X,Y): [1:0-4-8.0-3-0].15:0-4-8.0-3-01.[6:0-5-0,0-5-8] LOA TCLLDING(psf) 0 SPACING 6-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.24 5-6 >999 240 MT20 220/195 TCDL 3.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.34 5-6 >839 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.09 5 n/a n/a BCDL 1.0 Code IBC2009/TP12007 (Matrix) Weight:129 lb FT=20% LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD 2-0-0 oc purlins(3-3-0 max.). BOT CHORD 2 X 6 DF SS G BOT CHORD 3-11-0 oc bracing:1-5 WEBS 2 X 4 DF Stud/Std G JOINTS 1 Brace at Jt(s):3 REACTIONS (lb/size) 1=2148/0-5-8 (min.0-2-5),5=2148/0-5-8 (min.0-2-5) Max Upliftl=-1925(LC 5),5=-1925(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4944/4351,2-11=-3596/3268,3-11=-3325/3285,3-12=-3325/3285,4-12=-3596/3268,4-5=-4944/4351 BOT CHORD 1-7=-3908/4503,7-8=-3908/4503,6-8=-3908/4503,6-9=-3908/4503,9-10=-3908/4503,5-10=-3908/4503 WEBS 2-6=-1617/1416,3-6=-1116/1170,4-6=-1617/1416 *AO,S. TI , NOTES QQ` OF WAS-/- �-- 1)Wind:ASCE 7-05;100mph;TCDL=1.8psf;BCDL=0.6psf;h=25ft;Cat.II;Exp C;enclosed;C-C Exterior(2);end vertical left and right ,.� y C exposed;Lumber DOL=1.15 plate grip DOL=1.15 Q 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 C 17 . : 2 3)Unbalanced snow loads have been considered for this design. 1 - 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. A r 5)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to 30496 cp4 verify adequacy of top chord dead load. Q-, ?FCI ERGO tV 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ST 7)A plate rating reduction of 20%has been applied for the green lumber members. �SS��NAL' 8)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 45 lb up at 1-0-0, 50 lb down and 45 lb up at 11-0-0,and 50 lb down and 45 lb up at 13-0-0,and 50 lb down and 45 lb up at 23-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). - - „_<0 - PROFFrS LOAD CASE(S) ,�5 ONG) Fig `r/O Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 4L--- ,..u..: � �,; 9� Uniform Loads(plf) � , Vert:1-5=-6,1-3=-168,3-5=-168 Concentrated Loads(Ib) Vert:7=-50(F)8=-50(F)9=-50(F)10=-50(F) !� ATOR ”.ts Oi • Rs.`C Digital Signature EXPIRATION DATE:06/30/12 May 23,2012 f A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED AIME REFERENCE PAGE AIT-7473 BEFORE USE �� Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component.` Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek" fabrication,quality control.storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Crtieda,DSB-89 and SCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,10 109 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06101,2012 by ALSO or proposed by SPIE, Citrus Heights,CA,95610 r 1 Job Truss Truss Type Qty Ply DELANO R34578741 B2-00715 T24G GABLE 2 1 Job Reference(optional) BJ's Metal&Lumber,Salem,OR 97303 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue May 22 13:52:09 2012 Page 1 ID:xQuNzH6rEo1TM3GsNh5K05yRAd6-YWUE6]K6_?3h9UuMn8640EGEXZMTkXuwm5RKsTzDv24 I 6-7-10 I 12-0-0 I 17-4-6 I 24-0-0 6-7-10 sa-s 5-4-6 6-7-10 Scale=130.4 5514= 3 4.00 12 r 1.554 II 1.524 II 2x4—8x10 14 15 10510 0- 22 4 2x4= i 1 5 5 ® 10 11 8 12 13 a 1�6 _.8510= 5510= 5510= I 200 120-0 12-0-0 Plate Offsets(XX): [1:0-4-8,0-3-0].[5:0-4-8.0-3-0].[6:0-5-0,0-5-8].17:0-2-5.0-2-8].[8:0-1-8,0-0-12].[9:0-2-1.0-2-41 TCLL 2 LOADING(psf) 0 SPACING 6-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.68 Vert(LL) -0.24 5-6 >999 240 MT20 220/195 TCDL 3.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -0.34 5-6 >839 180 BCLL 0.0 Rep Stress InaNO WB 1.00 Horz(TL) 0.09 5 n/a n/a BCDL 1.0 Code IBC2009/TPI2007 (Matrix) Weight:146 lb FT=20% LUMBER BRACING TOP CHORD 2 X 6 DF SS G TOP CHORD 2-0-0 oc purlins(3-3-0 max.). BOT CHORD 2 X 6 DF SS G BOT CHORD 3-11-0 oc bracing:1-5 WEBS 2 X 4 DF Stud/Std G JOINTS 1 Brace at Jt(s):3 OTHERS 2 X 4 DF Stud/Std G REACTIONS (lb/size) 1=2148/0-5-8 (min.0-2-5),5=2148/0-5-8 (min.0-2-5) - Max Upliftl=-1925(LC 5),5=-1925(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4944/4351,2-14=-3596/3268,3-14=-3325/3285,3-15=-3325/3285, _ 4-15=-3596/3268,4-5=-4944/4351 V��R S. Thv BOT CHORD 1-10=-3908/4503,10-11=-3908/4503,6-11=-3908/4503,6-12=-3908/4503, 12-13=-3908/4503,5-13=-3908/4503 Q4` 4 WASyy4�j- WEBS 2-6=-1617/1416,3-6=-1116/1170,4-6=-1617/1416 PQ.O b c,,,,, NOTES r; q- ,, � 1)Wind:ASCE 7-05;100mph;TCDL=1.8psf;BCDL=0.6psf;h=25ft;Cat.II;Exp C;enclosed;C-C Exterior(2);end vertical left and right exposed;Lumber DOL=1.15 plate grip DOL=1.15 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry ,p 4' Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. it R 30496 .<,3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp C;Partially Exp.;Ct=1 () FC/STB�E -44'4)Unbalanced snow loads have been considered for this design. ,S G, 5)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 NAL E� added to the bottom chord. 6)Dead loads shown include weight of truss. Top chord dead load of 5.0 psf(or less)is not adequate for a shingle roof. Architect to 1<7 verify adequacy of top chord dead load. 7)Horizontal gable studs spaced at 2-0-0 oc. Q.ED PROF. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S' 9)A plate rating reduction of 20%has been applied for the green lumber members. �Gj �NGI NE `r/O 10)This truss is designed in accordance with the 2009 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �� q 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 45 lb up at Q 16: -57 1-0-0,50 lb down and 45 lb up at 11-0-0,and 50 lb down and 45 lb up at 13-0-0,and 50 lb down and 45 lb up at 23-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). / y LOAD CASE(S) Standard •'EG�: 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 TQM. ./ �-� Uniform Loads(plf) Vert:1-5=-6,1-3=-168,3-5=-168 S.. S- N Digital Signature Continued on page 2 ( EXPIRATION DATE:06/30/12 .. May 23,2012 4 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED ATTE7f REFERENCE PAGE M11-7473 BEFORE USE. . Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if Southern Pine(SP or SPp(lumber is specified,the design values are those effective 06r'0t12012 by AL SC or proposed by SPIE. Job Truss Truss Type Qty Ply DELANO R34578741 B2-00715 T24G GABLE 2 1 Job Reference(optional) BJ's Metal&Lumber,Salem,OR 97303 7.250 s Aug 25 2011 MiTek Industries,Inc. Tue May 22 13:52:09 2012 Page 2 ID:xQuNzH6rEo1TM3GsNh5K05yRAd6-YWUE6jK6_?3h9UuMn8640EGEXZMTkXuwm5RKsTzDv24 LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:10=-50(F)11=-50(F)12=-50(F)13=-50(F) t A WARNING-Verify design parameters and REdD NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 1111-7473 BEFORE USE Design valid for use only with MiTek connectors.This design Is based only upon parameters shown,and is for an individual building component. �p Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mitek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pine(SP or SPp)lumber is specified,the design values are those effective 06101,2012 by AL SC or proposed by SPIE. Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I ( (Drawings not to scale) Damage or Personal Injury r�� Dimensions are in ft-in-sixteenths. liqk Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS 0�/1 6 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves pmay require bracing,or alternative Tor I MINVIElit O lk,.\1lPiyAiaIEI bracing should be considered. �-� O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. Provide copies of For 4 x 2 orientation,locate ~ c�e cea cs6 0 4 designer,errecti nthis design supervisor,propertytruss ownerang nd plates 0-'aa' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in Mitek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that ij� Indicated by symbol shown and/or SYP represents current/old values as published specified. by text in the bracing section of the output. Use T or I bracing by AWC in the 2005/2012 NDS SPp represents SPIB proposed values as provided 13.Top chords must be sheathed or purlins provided at in SPIB submittal to ALSC dated Sept 15,2011 spacing indicated on design. if indicated. SP represents ALSC approved/new values 14.Bottom chords require lateral bracingat 10 ff.spacing, with effective date of June 1,2012 q P g. or less,if no ceiling is installed,unless otherwise noted. BEARING (2x4No 2 and lower and all MSR/MEL gradesrads and smaller sizes), 15.Connections not shown are the responsibility of others. AAIndicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■I♦M reaction section indicates joint 11111M al number where bearings occur. 117.Install and load vertically unless indicated otherwise. On NM 1.7...._--. 0 18.Use of green or treated lumber may y pose unacceptable ►_� environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M ile ie 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/18/2012 - . RUCTION NOTES POLE BUILDING P C ALL DRAWINGS SHALL BE REVIEWED AND APPROVED BY OWNER AND/OR CONTRACTOR PRIOR TO BEGINNING OF SITE WORK - OR BUILDING CONSTRUCTION. ALL DIMENSIONS AND SPECIFICATIONS SHALL BE VERIFIED AND ANY DISCREPANCIES, BUILDING OWNER: GARY DELANO ERRORS AND/OR OMISSIONS SHALL BE REPORTED TO SOUTH VALLEY ENGINEERING PRIOR TO MATERIAL PURCHASE AND BUILDING LOCATION: 12185 SW MARION ST. BEGINNING OF CONSTRUCTION. SOUTH VALLEY ENGINEERING SHALL NOT BE HELD LIABLE FOR ANY COSTS OR DAMAGES TIGARD,OR.97223 INCURRED DUE TO DISCREPANCIES,ERRORS AND/OR OMISSIONS DISCOVERED AFTER CONSTRUCTION HAS BEGUN. COUNTY: WASHINGTON 2. THE BUILDING OWNER AND OR CONTRACTOR ACCEPTS FULL RESPONSIBILITY FOR ANY WORK DONE THAT IS NOT SHOWN ON OR DOES NOT COMPLY WITH THESE PLANS. REQUESTS FOR ANY CHANGES SHALL BE MADE TO THE ENGINEER IN BUILDING DIMENSIONS: 24'X 22'X 10' WRITING,AND SHALL BE RECEIVED FROM THE ENGINEER IN WRITING PRIOR TO IMPLEMENTATION. BUILDING AREA: 528 SF 3. STRUCTURAL CONCRETE FOR SLABS AND FOUNDATIONS SHALL BE A MINIMUM OF 2,500 PSI COMPRESSIVE STRENGTH AT 28 ROOF PITCH: 4 IN 12 CONSTRUCTION TYPE: V-B DAYS WITH NO SPECIAL INSPECTION REQUIRED. FOOTINGS AND FOUNDATIONS SHALL BE CAST AGAINST UNDISTURBED ROOF FRAMING SYSTEM: PRE-ENGINEERED TRUSSES BY OTHERS NATIVE SOIL UNLESS OTHERWISE NOTED ON THE PLANS. ROOF ASSEMBLY: METAL 4. ALL DIMENSIONAL LUMBER SHALL BE#2 DF OR BETTER UNLESS OTHERWISE NOTED ON THE PLANS. HIGHER GRADE WALL ASSEMBLY: WOOD SHEATHING LUMBER OF SAME SPECIES MAY BE SUBSTITUTED FOR SPECIFIED GRADE. BUILDING USE: PRIVATE SHOP 5. ALL WOOD IN CONTACT WITH CONCRETE ABOVE GROUND SHALL BE PRESSURE TREATED FOR ABOVE GROUND CONTACT. ALL WOOD EMBEDDED IN GROUND SHALL BE PRESSURE TREATED FOR BURIAL. CONTRACTOR/BUILDER: PARKER BUILDINGS 6. ROOF&WALL WOOD SHEATHING(IF USED)-UNLESS OTHERWISE NOTED ON THE PLANS: ALL ROOF AND WALL WOOD SHEATHING SHALL BE AN APPROVED APA RATED SHEATHING,EXPOSURE I,GRADE C-D, ADDRESS: P.O.BOX 407 EXTERIOR GLUE,7/16"THICK(MINIMUM). EXTERIOR GRADE SHEATHING SHALL BE RATED FOR EXTERIOR USE.WOOD ROOF HUBBARD,OR.97032 SHEATHING SHALL BE NAILED WITH 8d NAILS AT 6"O.C.EDGES AND 12"O.C.FIELD. 2X BLOCKING IS NOT REQUIRED FOR ROOF SHEATHING. WALL SHEATHING SHALL BE NAILED WITH 8d NAILS AT 6"O.C.EDGES AND 12"O.C.FIELD OR AS SPECIFIED ON THE PLANS. 2X BLOCKING SHALL BE INSTALLED AT ALL PANEL EDGES ON ALL WALLS. BUILDING DESIGN CRITERIA SHT DRAWING LIST 7. ALL FASTENERS EXPOSED TO THE ELEMENTS SHALL BE GALVANIZED OR CORROSION RESISTANT.ALL FASTENERS IN GROUND SNOW LOAD,Pg=25 PSF 1 C1.0 COVER SHEET PRESSURE TREATED WOOD SHALL BE HOT-DIPPED GALVANIZED OR STAINLESS STEEL. ROOF DEAD LOAD=3 PSF 2 P1.0 PLAN VIEW 8. IF PLANS SPECIFY GRAVEL BACKFILL IN POSTHOLE,BACKFILL WITH%"MINUS CLEAN CRUSHED GRAVEL TO SPECIFIED WIND SPEED=95 MPH(3 SEC.GUST) 3 E1.0 ELEVATION VIEWS EMBEDMENT DEPTH. BACKFILL IN 6"LIFTS AND SATURATE AND COMPACT EACH LIFT. WIND EXPOSURE-B 4 51.0 SECTION A 9. UNLESS OTHERWISE NOTED,THE 6"THICK PAD AT THE BOTTOM OF THE POST HOLES IS NOT REQUIRED FOR DOOR POSTS NOT SUPPORTING VERTICAL LOADS,AND MAY BE OMITTED FOR STRUCTURAL POSTS BEARING ON SOLID ROCK. SEISMIC DESIGN PARAMETERS: 5 S2.0 SECTION B 10. INSTALL ALL TRUSS BRACING PER TRUSS ENGINEERING. INSTALL TEMPORARY TRUSS BRACING DURING CONSTRUCTION Ss=0.94; Si=0.34 6 D1.0 TRUSS CONNECTION DETAILS PER BCS/-B10 GUIDELINES FOR POST FRAME TRUSS INSTALLATION,RESTRAINT&BRACING DURING CONSTRUCTION. SEISMIC DESIGN CATEGORY=D 7 D2.0 POST EMBEDMENT DETAILS OCCUPANCY CATEGORY=II 8 D3.0 PURLIN DETAILS SOIL BEARING CAPACITY=1,500 PSF 9 D4.0 SHEATHING DETAILS BUILDING CODES&REFERENCES ��€��D I �• COVER SHEET A DRAWING NO.: C1.0 OWNER: GARY DELANO -2010 OSSC t„(V / itoti REV.: 0 SHEET: 1 LOCATION:12185 SW MARION ST. -ASCE 7-05 , 8-NDS 2005530/12 PROJECT NO.: 11205013 TIGARD,OR.97223 ORE GON DATE: 29 MAY2012 SCALE: N/A DRAWN BY: SH O THE PLANS FOR THIS BUILDING ARE THE PROPERTY OF SOUTH VALLEY ENGINEERING,LLC AND SHALL BE SURRENDERED UPON REQUEST.THIS BUILDING HAS BEEN �<J��y -1- �� South Valley Engineering ENGINEERED TO CONFORM TO THE DIMENSIONS AND BUILDING DESIGN CRITERIA SPECIFIED,AND SHALL BE BUILT ONLY AT THE LOCATION DESIGNATED ON THESE �jy 9, ��( PLANS.ANY CHANGES OR MODIFICATIONS TO THESE PLANS,INCLUDING BUT NOT LIMITED TO BUILDING DIMENSIONS,DESIGN CRITERIA,OR BUILDING LOCATION F/� R. H� 4742 Liberty Rd.S#151• Salem,OR.97302 WITHOUT EXPRESS WRITTEN PERMISSION OR DOCUMENTATION BY THE ENGINEER WHOSE SEAL IS AFFIXED TO THESE PLANS SHALL RENDER THESE PLANS NULL Ph.(503)302-7020• Fax(888)535-6341 AND VOID,AND THE ENGINEER WHOSE SEAL IS AFFIXED TO THESE PLANS SHALL NOT BE HELD LIABLE FOR THE STRUCTURAL INTEGRITY OR CODE COMPLIANCE OF ANY BUILDING CONSTRUCTED REFERENCING THESE PLANS UNDER THESE CONDITIONS. RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net r 22'-0" 1 ' O F 11'-0" O 11'-0" 1 B Ai i x tA , - S2.0 $ TYP © PRE-ENGINEERED I DOUBLE TRUSSES BY OTHERS TYP o — — - 09 12'-0" x 0 co - ac. , - $ c — o — 24'-0" co B SINGLE TRUSS ,c f ©- INSTALL PER DWG S2.0 I TYP EA GABLE END — _ — - 0 — _ 4"CONCRETE - ° 12'-0" SLAB ON GRADE x I $1 74 71 R IR. , , pA 3°X68 WD pA ®� TABLE 1 HOLE DIMENSIONS POST SIZE DIAMETER DEPTH BACKFILL NOTES QA 6X6 24"0 3'-6" GRANULAR - PLAN VIEW © 6X6 24"0 3'-6" CONCRETE 2.0A: / DRAWING NO.: P1.0 GARY DELANO OWNER: © 4X6 18"0 2'-6" GRANULAR INSTALL PER CONSTRUCTION NOTES .\(:), �.• re/ k� • ��!�'i''. REV.: 0 SHEET: 2 LOCUMN:12185 SW MARION ST. GENERAL NOTES 8�• 30/12 PROJECT NO.: 11205013 TIGARD,OR.97223 1. ALL POSTS TO BE#2 HF PRESSURE TREATED FOR BURIAL AND ORIENTED AS SHOWN DATE: 29 MAY 2012 SCALE: 3/16"=1-0" DRAWN BY: SH UNLESS OTHERWISE NOTED. ORE G O N 2.UNLESS OTHERWISE DIMENSIONED,ALL WINDOWS AND WALK DOORS MAYBE LOCATED `P.\ '1fi p6� 49 South Valley Engineering 3.EMBED POSTS AND BACKFILLBY THE PR IN ER HE WALLS SHOWN �iO"''V R. N06 4742 Liberty Rd.S#151• Salem,OR.9302 G D2.0. CONCRETE BACKFILL MAY BE Ph.(503)302-7020• Fax(888)535-6341 SUBSTITUTED FOR GRANULAR BACKFILL. RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net HORIZONTAL LAP SIDING 11111111111111111111111111111 18"OVERHANG ` OVER WOOD SHEATHING TYP ALL WALLS 4 . �_ PER DWG D4.0 HORIZONTAL LAP SIDING ■ - ■ OVER WOOD SHEATHING = PER DWG 04.0 10'-0" • 10X8 OHD 0. 10X8 OHD 0 ° • MI • ■ IM ■ [ 312 X68 WD 22-0 I 24'-0" -1 FRONT EAVE RIGHT GABLE METAL ROOF SHEATHING PER DWG D4.0 EXTERIOR WOOD SHEATHING PER DWG D3.0 11111111111111111111111111 TYP THIS GABLE WALL ONLY 41 12 milimiimilimm HORIZONTAL LAP SIDING OVER WOOD SHEATHING PER DWG D4.0 10'-0" 1 1111111110 IIII II F 22'-0° 24'-0" REAR EAVE LEFT GABLE ��ED P/'OF ELEVATION VIEWS tics ,r� , ;•,1a / DRAWING NO.: E1.0 OWNER: GARY DELANO •c �� REV.: 0 SHEET: 3 LOCATION:12185 SW MARION ST. 5730/1.2 PROJECT NO.: 11205013 TIGARD,OR.97223 OREGON DATE: 29 MAY 2012 SCALE: 118"=1'-0" DRAWN BY: SH T ,,6&°- 9, 20°�0�° South Valley Engineering yFN R. 1-0 4742 Liberty Rd.S#151• Salem,OR.97302 Ph.(503)302-7020• Fax(888)535-6341 RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net PURLIN SIZE AND SPACING PER PLAN ROOF SHEATHING PER ELEVATIONS INSTALL PURLIN AND PURLIN BLOCK PER DWG D3.0 INSTALL PER DWG D4.0 TRUSS,OUTRIGGER ANDVINO TOP GIRT ATTACHMENT * 12 PER DWG Dl.0 ---------_- �,!' il :will,: ....,111001111111111111111111111111111111111111hhhAl li ..moi .. *ROOF PITCH PER — --- ELEVATIONS PRE-ENGINEERED TRUSSES DOUBLE 2X6 TOP PLATE BY OTHERS PER PLAN 2X6 OR 2X8 P.T.SILL PLATE ATTACH EA END TO TRUSS HEEL WI SIMPSON U26-2 HANGER INSTALL 2X6 TRIMMER STUD PER DWG D1.0 TYP EA SIDE OF EA EAVE WALL POST ATTACH TO THICKENED EDGE OF SLAB W/112"0 AB @ 4'-0"(MAX)O.C. HEIGHT PER 2X6#2 DF STUDS @ 16"O.C. EMBED 7"(MIN) ELEVATIONS ATTACH TO TOP&BOTTOM PLATES WI(2)16d NAILS TYP TYP WALL SHEATHING PER ELEVATIONS GRADE INSTALL PER DWG D4.0 1'4"MIN --I-- Iri . TYP ALL WALLS SEE NOTE 1 INSTALL SILL PLATE PER DETAIL 1.1 141k INSTALL#4 REBAR LONGIT IN TOP 1 _...] 1'-0" --- &BOTTOM OF THICKENED EDGE TYP CONCRETE SLAB MIN TYP ENTIRE PERIMETER OF SLAB PER PLAN mpgDETAIL 1.1 EMBEDMENT I I SCALE:1I2"=1'-0" DEPTH PER : ---V\— I�,�POST EMBEDMENT THICKENED SLAB EDGE PLAN I I' PER DWG D2.0 SECTION A ��� ��FF . ; DRAWING NO.: S1.0 OWNER: GARY DELANO _ "Y �� • I/� LOCATION: L_ _J ��� �� , /� REV.: 0 SHEET: 4 12185 SW MARION ST. DIAMETER 5/30/12 PROJECT NO.: 11205013 TIGARD,OR.97223 PER PLAN DATE: 29 MAY 2012 SCALE: AS NOTED DRAWN BY: SH OREGON SECTION A `�>, & y 9 2001"0�° South Valley Engineering GENERAL NOTES SCALE:318"=1'-0" "'V R H��yF 4742 Liberty Rd.S#151• Salem,OR.97302 Ph.(503)302-7020• Fax(888)535-6341 1. CONTRACTOR TO VERIFY MINIMUM FROST DEPTH REQUIREMENTS WITH LOCAL CODES RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net 2X BLOCKING BETWEEN PURLINS 2X FASCIA PURLIN PER PLAN j`:ii:7', ATTACH PURLIN TO TRUSS TOP CHORD NOTCH CORNER AND GABLE END POSTS AS W/SIMPSON H2.5A HURRICANE TIE OR EQUAL REQUIRED TO PROVIDE FLUSH FIT FOR GABLE SEE NOTE 1 END TRUSSES 1 TRUSS TOP CHORD TRUSS BOTTOM CHORD ATTACH TRUSS HEEL TO POST PER DWG D1.0 2X DOUBLE TOP PLATE TO MATCH STUDS ATTACH EA END TO TRUSS HEEL WI SIMPSON U26-2 HANGER WALL SHEATHING PER DWG D4.0 INSTALL STUDS PER DWG S1.0 AND DWG D1.0 CORNER OR GABLE POST 1 SECTION B GABLE TRUSS CONNECTION W/STUDS ���p P•, F , SECTION B ��'� A/►; ; DRAWING NO.: S2.0 OWNER: GARY DELANO iv :'7, . ,,i REV.: 0 SHEET: 5 LOC^TION:12185 SW MARION ST. ` 5/30/12 PROJECT NO.: 11205013 TIGARD,OR.97223 ORE G 0,.....N. DATE: 29 MAY 2012 SCALE: 3/8"=1'-0" DRAWN BY: SH `-':\ (/ 9, 20°�049 South Valley Engineering GENERAL NOTES '14 R kAOC 4742 Liberty Rd.S#151• Salem,OR.97302 1. THE SIMPSOM H2.5A HURRICANE TIE MAY BE SUBSTITUTED WITH A SIMPSON H2.5 OR Ph.(503)302-7020• Fax(888)535-6341 SIMPSON HI HURRICANE TIE RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net r 2X OUTRIGGER TO MATCH PURLIN SIZE - ON EA SIDE OF POST ATTACH TO POST W/(4)16d NAILS ATTACH TO PURLIN BLOCK W/(2)16d NAILS OUTRIGGER BACKSPAN SHALL BE NO LESS THAN OVERHANG LENGTH ATTACH EA TOP GIRT TO OUTRIGGER WI SIMPSON LU26 HANGER OR EQUAL ,. I �i 2X FASCIA — iiMilligil y� i =MEW ATTACH EA TRUSS TO POST W/(6)16d OR 20d NAILS INSTALL FULL LENGTH TRIMMER STUD TIGHT BETWEEN TRUSS HEEL AND TOP OF CONCRETE SLAB ATTACH TRIMMER STUD TO POST W/16d NAILS @ 12"O.C.STAGGERED TRIMMER STUD MUST PROVIDE FULL DETAIL 1.1 BEARING FOR TRUSS HEEL TRUSS ATTACHMENT WITH STUD WALLS ,E• P • TRUSS CONNECTION DETAILS �,c,, fr f ,+ DRAWING NO.: D1.0 OWNER: GARY DELANO - � 4. �milY REV.: 0 SHEET: 6 LOCATION:12185 SW MARION ST. • 5/30/12 PROJECT NO.: 11205013 TIGARD,OR.97223 ORE GON DATE: 29 MAY 2012 SCALE: NTS DRAWN BY: SH `s,.\ G<Y 9, 2°°�o�° South Valley Engineering /*A/ R t-e- 4742 Liberty Rd.S#151• Salem,OR.97302 Ph.(503)302-70200 Fax(888)535-6341 RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net P.T.POST PER PLAN P.T.POST PER PLAN - INSTALL(2)20d HOT-DIPPED GALVANIZED NAILS INSTALL(2)20d HOT-DIPPED GALVANIZED NAILS 2"INTO EA POST FACE ADJACENT TO SLAB AT MID-SLAB 2"INTO EA POST FACE ADJACENT TO SLAB AT MID-SLAB CONCRETE SLAB CONCRETE SLAB PER PLAN PER PLAN klieSESEMMININI. 111111161& eCONCRETE BACKFILL PER PLAN f INSTALL PER CONSTRUCTION NOTES : SEE NOTE 1 '`t =::' GRANULAR BACKFILL PER PLAN EMBEDMENT ;;'`•;f INSTALL PER CONSTRUCTION NOTES EMBEDMENT DEPTH PER ..< DEPTH PER :: '•'• INSTALL(10)20d HOT-DIPPED GALVANIZED PLANPLAN NAILS 2"INTO(2)POST FACES FOR POST • ATTACHMENT TO CONCRETE BACKFILL f6"THICK CONCRETE PAD ~ 6"THICK CONCRETE PAD INSTALL PER CONSTRUCTION NOTES f INSTALL PER CONSTRUCTION NOTES F-- DIAMETER _.] F-- DIAMETER PER PLAN PER PLAN DETAIL 2.1 DETAIL 2.2 p Pr,F POST EMBEDMENT DETAILS (,) ' X, ; " DRAWING NO.: D2.0 OWNER: GARY DELANO �(~/ •• , / • . REV.: 0 SHEET: 7 LOCATION:12185 SW MARION ST. $ , PROJECT NO.: 1120 1 TIGARD,OR 5/30/22 50 3 .97223 OREGON DATE: 29 MAY 2012 SCALE: NTS DRAWN BY: SH '%\ oo y 9 2C)C' 49 South Valley Engineering GENERAL NOTES yFN R. N��yF 4742 Liberty Rd.S#151• Salem,OR.97302 Ph.(503)302-7020• Fax(888)535-6341 1. CONCRETE BACKFILL IS ONLY REQUIRED AS INDICATED IN TABLE 1 ON THE PLAN VIEW RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net ATTACH EA PURLIN TO TRUSS TOP CHORD OR RAFTER W/SIMPSON • ATTACH EA PURLIN TO PURLIN LU26 OR EQUAL ATTACH EA PURLIN TO INSTALL(2)16d NAILS IN EA BLOCK W/(3)16d NAILS SEE NOTE 2 PURLIN BLOCK W/(3)16d NAILS ' END OF PURLIN OVERLAP —� - ROOF SHEATHING ROOF SHEATHING ROOF SHEATHING PER DWG D4.0 PER DWG D4.0 PER DWG D4.0 w __7 TRUSS TOP IMI �� � I CHORD OR RAFTER I'IfI.I TRUSS TOP '�• PURLIN PER PLAN PURLIN PER PLAN TRUSS TOP PURLIN PER PLAN CHORD OR RAFTER CHORD OR RAFTER INSTALL 2X CONTINUOUS BLOCKING ATTACH 2X OR 4X PURLIN BLOCK ATTACH 2X OR 4X PURLIN BLOCK BETWEEN TRUSS TOP CHORDS TO EA TRUSS TOP CHORD OR TO EA TRUSS TOP CHORD OR ATTACH BLOCKING TO EA TOP RAFTER WI(2)16d NAILS RAFTER W/(2)16d NAILS CHORD W/16d NAILS @ 12"O.C. DETAIL 3.1 DETAIL 3.2 DETAIL 3.3 PURLINS STACKED AND BUTTED PURLINS STACKED AND OVERLAPPED PURLINS INSTALLED WITH JOIST HANGERS QED PROFc PURLIN DETAILS ��' ' INF �• DRAWING NO.: D3.0 OWNER: GARY DELANO LL , �'' �. REV.: 0 SHEET: 8 LOCATION:12185 SW MARION ST. 4 • ��� � �, t� 5/30/12 PROJECT 11205013N0.: TIGARD,OR.97223 GENERAL NOTES OREGON DATE: 29 MAY 2012 SCALE: NTS DRAWN BY: SH 1. ALL NAILS INTO PRESSURE TREATED LUMBER SHALL BE �� JG�y .750-1" South Valley Engineering HOT-DIPPED GALVANIZED Fq 9, yFN R. HE�y 4742 Liberty Rd.S#151• Salem,OR.97302 2. IF PURLIN DEPTH EXCEEDS TRUSS TOP CHORD DEPTH,USE Ph.(503)302-7020• Fax(888)535-6341 SIMPSON JB TOP FLANGE HANGER OR EQUAL RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net VERTICAL STUDS PURLIN PER PLAN PER SECTIONS INSTALL 518"EXTERIOR WOOD SHEATHING SHEATHING OVER VERTICAL STUDS . .` " ' , ATTACH WI 8d NAILS @ 6"O.C.EDGES 3= &12"O.C.FIELD INSTALL 2X BLOCKING AT ALL /A PAINTED OR GALVANIZED 29 GA(MIN) I� INTERMEDIATE EDGES RIBBED METAL SHEATHING OVER MBI I TYP ALL WALLS /:: if 1 , �• li 1j I (IF INSTALLED) I, i` _ II ISI I. -� � ATTACH METAL SHEATHING I PER DETAIL 4.5 �`� DETAIL 4.1 DETAIL 4.2 ROOF SHEATHING EXTERIOR WALL SHEATHING STUDS PER DWG S1.0 INSTALL#9 X 1"SCREWS WI INSTALL APA-RATED 7116"OSB OR 112"CDX PLYWOOD SHEATHING OVER GIRTS NEOPRENE WASHERS @ 9"O.C.FIELD ATTACH W/8d NAILS @ 6"O.C.EDGES&12"O.C.FIELD AND 12"O.C.AT EDGES INSTALL SEALANT AT i ___ r OR AS INDICATED IN TABLE 1 ON THE PLAN PLACE SCREWS NEXT TO EA ALL METAL SEAMS LARGE RIB AS SHOWN I INSTALL 2X BLOCKING AT ALL INTERMEDIATE EDGES PER MFR'S TYP ALL WALLS SPECIFICATIONS I HORIZONTAL LAP SIDING PER CONTRACTOR ammnAllk I ATTACH THROUGH WOOD SHEATHING TO F FRAMING PER MFRS SPECIFICATIONS ROOF FRAMING DETAIL 4.5 DETAIL 4.4 SCALE X2 LAP SIDING OVER WOOD WALL SHEATHING METAL SHEATHING ATTACHMENT D P' ,,, SHEATHING DETAILS �����/ 4!i .' DRAWING NO.: D4.0 OWNER: GARY DELANO ° / /It , REV.: 0 SHEET: 9 LOC►nON:12185 SW MARION ST. di 730/12 PROJECT NO.: 11205013 TIGARD,OR.97223 GENERAL NOTES ORE G O N DATE: 29 MAY 2012 SCALE: NTS DRAWN BY: SH 1. ALL NAILS INTO PRESSURE TREATED LUMBER SHALL BE s��A �G<y 9 20� �Q� South Valley Engineering HOT-DIPPED GALVANIZED '74 R. t-k0 4742 Liberty Rd.S#151• Salem,OR.97302 2. IF PURLIN DEPTH EXCEEDS TRUSS TOP CHORD DEPTH,USE Ph.(503)302-7020• Fax(888)535-6341 SIMPSON JB TOP FLANGE HANGER OR EQUAL RENEWS: 6/30/13 E-mail:southvalleyeng@comcast.net South Valley Engineering 4742 Liberty Rd. S#151 • Salem,OR. 97302 Ph. (503) 302-7020 • Fax(888) 535-6341 E-mail: southvalleyeng@comcast.net Prosect No. 11205013 Calculations for Gary Delano 12185 SW Marion St. Tigard, OR. 97223 Date 5/30/2012 Engineer "OF6.. / i/fh � pi' • V OREGON pti p AF� y 9/G� p q- tiFN R. 1-0' RENEWS: 6/30/13 POST FRAME BUILDING SUMMARY SHEET Owner: Gary Delano Date: 5/30/2012 Building location: 12185 SW Marion St. Tigard,OR.97223 Project No.: 11205013 Building Description: Private shop Building dimensions: Environmental information: Width: 24 ft. Wind speed: 95 MPH Length: 22 ft. Wind exposure: B Height:, 10 ft. Seismic design category: D Eave overhang: 1.5 ft. Ss: 0.94 Gable overhang: 1.5 ft. S,: 0.34 Roof pitch: 4 /12 Ground snow load: 25 psf. Bay spacing: 11 ft. Design roof snow load: 25 psf. Post tributary width: 11 ft. Roof dead load: 3 psf.(incl.ceiling load if any) Concrete Slab: Yes Soil bearing capacity: 1,500 psf. Occupancy Category: II Per Table 1-1 Table 1-1'ASCE 7-05 Post&posthole information: Eave wall posts: Gable wall posts: Size: 6x6 Size: 6x6 Grade: #2 H-F Grade: #2 H-F Posthole diameter: 24 in Posthole diameter: 24 in Posthole depth*: 3.50 ft. Posthole depth*: 3.50 ft. Post Constraint/backfill: Slab w/granular Varies-see Post Constraint/backfill: backfill calculations *To bottom of footing *To bottom of footing Purlin&stud information: Purlins Studs Size: 2x6 Stud size: 2x6 Grade: #2 D-F Grade: #2 D-F Spacing: 24 in.o.c. Spacing: 16 in.o.c. Sheathing information: Roof:29 ga. Metal only Walls:All walls are exterior wood sheathing 11205013 Delano.xls cIonlnna n 4/1'3 Snow Load Calculations Snow load calculations per ASCE 7-05 Chapter 7 p9: 25 psf-Ground Snow Load Ce: 1.0 Exposure Factor from ASCE Table 7-2 Ct: 1.2 Thermal Factor from ASCE Table 7-3 Is: 1.0 Importance Factor from ASCE Table 7-4 Flat Roof Snow Load,pf=pgxCexCtxls pf: 21 psf-Flat Roof Snow Load Cs: 0.88 Figure 7-2 based on Ct,roof slope and surface ps: 25.0 psf-Sloped roof snow load Calculate unbalanced snow load: Unbalanced snow load is not required due to eave-ridge width 20'or less Pdesign: 25 psf-Design snow load 11205013 Delano.xls 4.1 Wind Pressure Calculations Wind calculations per ASCE 7-05 Chapter 6,Method 2 for Low Rise Buildings Roof Pitch: 4 /12 Wind Speed,V: 95 MPH Eave Height: 10 ft. Wind Exposure: B Velocity Pressure,qh=0.00256 x KZ x K=,x Kd x V2 x lW per equation 6.5.10 Angle: 18.43° KZ: 0.70 Velocity pressure coefficient from Table 6-3 Kn: 1.0 Topographic effrect-assume no ridges or escarpments Kd: 0.85 Wind Directionality Factor,Table 6-4 IW: 1.00 Importance Factor Velocity Pressure,qh: 13.75 psf Determine Velocity Pressure Coefficients&Wind Pressures on Structure per ASCE 7-05 Figure 6-10(MWFES)and Figures 6-11 (Components&Cladding) MWFRS 1. Windward Eave Wall Pressure 2. Leeward Eave Wall: GCpi.: 0.52 GCptw-: -0.42 qww: 7.10 psf q1.,: -5.71 psf 3. Windward Eave Roof Pressure 4. Leeward Eave Roof: GCPh,,: -0.69 GCpfa: -0.47 q,Nr: -9.49 psf qir: -6.44 psf 5. Windward Gable Wall: 6. Leeward Gable Wall: GCpf,,,,g: 0.40 Cpm: -0.29 5.50 psf q1W: -3.99 psf Components&Cladding GCp,: 0.18 Internal pressure per Figure 6-5 7. Roof elements GCpr: -0.83 ger: 11.38 psf Roof elements per Figure 6-11C 8. Wall elements: GCpw: -0.98 ger: 13.10 psf (Wall elements per Figure 6-11A 11205013 Delanoxls a/4N9n19 3/19 Seismic Design Parameters Calculate seismic building loads from ASCE 7-05 Section 12.14.8 Seismic Parameters Ss= 0.94 S1= 0.34 F8= 1.12 Fy= 1.72 per Tables 11.4-1 &11.4-2 SMS= 1.06 SM1= 0.58 Calculated per Section 11.4.3 Sin= 0.70 SD1= 0.39 Calculated per Section 11.4.4 Seismic Design Category= D From Section 11.6 Response Modification Coefficient, R= 7.0 From Table 12.14-1,Section B-23 F= 1.0 For 1 story building Calculate building weights,W,for seismic forces Areas Building width= 24 Building length= 22 Building eave height= 10 Roof area= 675 sf Wall area= 230 sf Roof+ceiling DL= 3 psf Wall DL= 3 psf Snow LL(if appliable)= 0 psf Roof W= 2,025 lbs Wall W= 690 lbs W= 2,715 lbs total load for seismic calculation Calculate Seismic Base Shear,V V=[(FxSDs)/R]xW V= 273 lbs.Seismic base shear for building V/2= 137 lbs.Seismic shear load for diaphragm design for one wall 11205013 Delano.xls cizni9n19 a i 19 Diaphragm Stiffness Calculation The diaphragm stiffness will be calculated based on the methodology from"Post Frame Building Design", by John N.Walker and Frank E.Woeste. This method is widely accepted in the post frame industry for determining metal diaphragm stiffness. 1. The diaphragm stiffness,c'=(Ext)/[2x(1+u)x(g/p)+(K2/(b)02) Where: c'= 3130 lbs/in=Diaphragm stiffness of the test panel(1992 Fabral Test for Grandrib Ill) E= 2.75E+07 psi=Modulus of elasticity for metal sheathing t= 0.017 in=Steel thickness for 29 ga metal sheathing u= 0.3 =Poisson's ratio for steel g/p= 1.085 =Ratio of steel corrugation pitch to steel sheet width b= 144 in.=Length of test panel K2= - =Sheet edge purlin fastening constant(unknown) 2.The diaphragm for the same metal for a different length b can be calculated with the above above equation once the constant K2 is know. Solving for K2 yields: K2=[((Ext)x(bxt2))/c)-[2x(1+u)x(bxt)2x(g/p) K2= 878 in4 3.The stiffness of the acutal panel will be calculated from equation in 1.above,based on its actual length,b' Roof pitch= 4 /12 Building width= 24 ft 0= 18.43 °roof angle b'= 151.79 in=length of steel roof panel at the given angle for 1/2 of the roof c= 3470 lbs/in-stiffness of actual roof diaphragm 4.Calculate the equivalent horizontal roof stiffness,ch for the entire roof ch=2xcx(cos28)x(b'/a) ch= 7,183 lb/in a= 132 in.post spacing 5. Calculate the stiffness,k,of the post frame,which is the load required for the top of the frame a distance,d For d=1",k=P=(6xdxE xl)/L3 d= 1 in-deflection used to establish k IP 108 in4-Momentof inertia of post EP 1.10E+06 psi-Modulus of elasticity of post L= 108 in-Bending length of post k= 566 lbs/in 6.Determine the side sway force,mD from tables based on k/ch verses number of frames. NF= 3 frames in building(including end walls) k/ch= 0.0788 mD= 0.96 =calculated stiffness of metal roof diaphragm Since roof sheathing is metal, mD used for calculations is 0.96 11205013 Delanoids GianivnaF/1') T Post Wind Load Calculation Determine the bending stress on the post from the wind load Windward wall wind pressure= 7.10 psf Leeward wall wind pressure= -5.71 psf Total wind pressure= 12.81 psf Total wall pressure to use= 12.81 psf(10 psf min.per code) L= 108 in Bending length of the post w= 11.74 pli Distributed wind load on the post M 8,560 lbf-in Moment as a propped cantilever(w x L2)/(2 x 8) fo.po= 238 psi Stress on the post from the distirbuted wall wind,=Moo/Sx R= 476 lbf Total side sway force=3 x w x(L/8) mD= 0.96 Stiffness coefficient from diaphragm stiffness calculation, or 1.0 if wood sheathing in roof Q= 457 lbf Side sway force resisted by the roof diaphragm=mD x R WR= 11.3 pli The total distributed wind load resisted by the roof diaphragm=8 x((Q/(3 x L)) wpost= 0.46 pli The total distributed wind load NOT resisted by the roof diaphragm for which the post must resist.Wpost=w-wR Mcant= 2,655 lbf-in The moment in the post as a simple cantilever =wpost x((L2)/2)(This value is 0 if roof is a wood diaphragm) (cant 37 psi The fiber stress in the post from simple cantilever stress =Mcant/(2 x Sx)(This value is 0 if roof is a wood diaphragm) Mpost= 10,883 lbf-in The total moment in the post=(mD x Moo)+Moant ftypcst= 265 psi The total bending stress on the post=(mD x fbpc)+(cant I 11205013 Delano.xls ,on,nnen G l,'1 • Post Design Determine the allowable bending and compression stresses for the eave wall posts per 2005 NDS Nominal Design Values(allowable) Adjustment factors per Table 4.3.1 Fb: 575 psi-bending Co for snow 1.15 LDF for snow Fc: 575 psi-compression CD for wind/seismic 1.6 LDF for wind/seismic CD for post 1.0 Size factor for posts<12"in depth Final Design Values Cp= 0.89 Column stability factor per Section 3.7 Fb_design: 920 psi final allowable bending stress Fc_design: 591 psi final allowable compression stress Combined Bending And Compressive(CBAC)Post Loads by Load Case Determine the maximum Combined Bending And Compressive stresses in the eave wall post per NDS 3.9.2 using applicable load cases from ASCE 7-05 Section 2.4. Load Case 1 -Dead Load+3/4Wind+3/4Snow Fb_design: 920 psi Final allowable bending stress Fc_design: 591 psi Final allowable compression stress Pdead= 445.5 lbs Dead load Ps,ww 3713 lbs Snow load A= 36 sq-in Cross-sectional area of post FcE= 1,586 psi fb= 199 psi=.75 x fb-post fc= 90 psi=((.75 X Psnow)+Pdead)/A • CBAC1 0.25 =((fc/Fc_design)2)-((fb/(Fb_design(1-(fc/FcE)))))) Load Case 2-Dead Load+Wind Fb_design: 920 psi Final allowable bending stress Fc_design: 591 psi Final allowable compression stress Pdead= 445.5 lbs Dead load Psnow— 3713 lbs Snow load A= 36 sq-in Cross-sectional area of post FcE= 1,586 psi fb= 265 psi=fb-post fc= 12 psi=Pdead/A CBAC2= 0.29 =((fc/Fc_design)2)-((fb/(Fb_design(1-(fc/Fce)))))) Load Case 3-Dead Load+Snow Fb_design: 920 psi Final allowable bending stress Fc_design: 591 psi Final allowable compression stress Pdead= 445.5 lbs Dead load Ps,pw 3713 lbs Snow load A= 36 sq-in Cross-sectional area of post FcE= 1,586 psi fb= 0 psi=0 fc= 116 psi=(Psnow+Pdead)/A CBAC3= 0.04 =((fc/Fc_design)2)-((fb/(Fb_design(1-(fc/FcE)))))) Max.CBAC= 29% >> Maximum post usage<100%OK 11205013 Delano.xls Giznnn-i, 7/19 • • • Post Embedment Calculation Determine the minimum posthole diameter and embedment depth for the eave wall posts per ASAE EP486.1 Since there is a slab,the post will be considered constrained at the top. The backfill will be gravel full depth unless otherwise required for shear wall uplift. Design Criteria: S, 1500 psf-vertical soil bearing capacity S= 150 psf-lateral soil bearing capacity Mpas1= 453 ft-lbs-Moment at top of one posthole Va= 227 lbs-Lateral load on post at top of posthole Posthole dia.= 2 ft. b= 0.71 ft-maximum width of post in soil Alts 3.14 ft2-area of footing d= - ft-depth of footing to be determined below Per Sections 4.2.2.1 and 4.2.2.2,allowable lateral soil bearing capacities may be increased by 2 for isolated posts(spaced at least 3 ft.apart),and by 1.33 for wind loading SLAT= 400 psf-factored lateral soil bearing capacity Minimum embedment depth required for lateral load,constrained at the top, gravel backfill,per Section 6.5 r dmin[(4 X Mpost)/(SLAT x b)]"1/3 dmi„ L= 1.86 ft.-minimum depth requried for lateral load Allowable vertical soil bearing pressure for gravity loads Sv SyxAftgx(1+(0.2x(d-1)) S, 1500 psf-vertical soil bearing capacity Aft9 3.14 ft2-area of footing d= minimum depth for vertical bearing requirements Maximum vertical load on footing from gravity load -footing 4,158 lbs-vertical load on footing Posthole depth for this building= 3.50 ft-minimum depth to bottom of footing Vertical capacity for footing Pam= 7,069 lbs->Pfooting-OK • 11205013 Delanoxls • Roof and Gable Wall Shear Loads and Diaphragm Design Roof Roof width= 22 ft. Hroof= 4.00 ft. Total roof wind pressure,Pr= -3.04 psf Total roof wind pressure to use= 0.00 psf-use 0 if Pr<0 Total wall wind pressure= 12.81 psf Total wall wind pressure to use= 12.81 psf-use 10 psf minimum Diaphragm seismic load= 137 lbs Diaphragm wind load= 508 lbs Diaphragm load to use= 508 lbs-Wind load controls Roof shear= 23 plf Sheathing=29 ga.Metal only Allowable shear= 113 plf>Roof shear-OK Sheathing fastening= #9 screws at 9"o.c. Gable walls Gable wall shear load: 508 lbs(from roof shear load above) Left Gable Wall Left Gable wall: 21 plf Allowable shear= 200 plf>Wall shear-OK r Sheathing fastening= 8d nails @ 6 in.o.c.edges Block all panel edges 12 in.o.c.field Right Gable Wall Right Gable wall: 0 plf-see below* Allowable shear= 200 plf>Wall shear-OK Sheathing fastening= 8d nails @ 6 in.o.c.edges Block all panel edges 12 in.o.c.field *Use post-bending calculation on following pages-use concrete backfill 11205013 Delano.ds GM/1N/14n U I In Eave Wall Shear Loads and Diaphragm Design Eave walls Building Length= 22 ft. Gable wall wind pressure= 10.00 psf-Use 10 psf minimum Diaphragm seismic load= 137 lbs Diaphragm wind load= 519 lbs Diaphragm load to use= 519 lbs-Wind load controls Front Eave Wall Front eave wall: 27 plf Allowable shear= 200 plf>Wall shear-OK Sheathing fastening= 8d nails @ 6 in.o.c.edges Block all panel edges 12 in.o.c.field Rear Eave Wall Rear eave wall: 24 plf Allowable shear= 200 plf>Wall shear-OK Sheathing fastening= 8d nails @ 6 in.o.c.edges Block all panel edges 12 in.o.c.field • • 11205013 Delano.xls ClOn Mete el 1!1/AO • r Post bending calculation This calculation determines the adequacy of the posts to resist the shear load of the walls when there are no adequate shear panels in the wall. The posts are modeled as simple cantilevers,and the load is applied to the top of the post frame system and distributed throughout all of the posts in the wall as appropriate. Gable wall with no shear panels(large openings) Intermediate posts Corner posts No.intermediate posts= 1 No.corner posts= 2 Intermediate post size= 6x6 Corner post size= 6x6 Intermediate post grade= #2 H-F Corner post grade= #2 H-F lint_post= 108 in4 Icorner_post= 108 in4 Sint_post= 36 in3 Scorner_post= 36 in3 Determine equivalent stiffness of posts based on post properties %load distributed to each intermediate post= 33% %load distributed to each corner post= 33% Bending height,h= 96 in Total bending moment in framefrom wind= 48,760 in-lbs Total bending moment in framefrom seismic= 61,196 in-lbs Moment to use: 61,196 in-lbs fb_int_post= 567 psi-bending stress in each intermediate post • Fb_int_post= 920 psi-allowable bending stress-OK fb_corner_post= 567 psi-bending stress in each corner post Fb_comer.post= 920 psi-allowable bending stress-OK • 11205013 Delano.xls gmn/on10 11/19 r Purlin&Girt Calculations Purlin Calculation Roof Pitch: 4 /12 Roof Angle: 18.4 ° Greatest purlin span: 127 in Purlin SX: 7.56 in^4 Live+dead load: 28 psf Max.o.c.spacing: 24 in.o.c. M: 8,926 in-lbf fb: 1,181 psi Fb allowable: 1,547 psi-per NDS Section 4 and Design Values for Wood Construction Purlin usage: 76% OK End reactions: Snow load: 296 lbs If joist hanging,use LU26 joist hanger w/10d nails or JB26 top-flange joist hanger w/10d nails uplift: 120 lbs (2)16d nails in purlin block or joist hanger adequate Stud calculation r ' Greatest Bay Spacing: 11 ft. O.C.Spacing: 16 in Stud SX: 7.56 ins Total wind pressure: 13.10 psf w: 1.46 pli Stud Span: 120 in M: 2,620 lbf-in fb: 347 psi Fb allowable: 2,153 psi-per NDS Section 4 and Design Values for Wood Construction Stud usage: 16% OK 11205013 Delanoxls cnnionlo