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Home My WebLink AboutMiscellaneous Plans 2004-10-13 '. . CITY OF SPRINGFIELD Development Services Department Building Safety Division Residential Plan Review JOB ADDRESS: 494 Cascade Dr. CITYJOB#:C200401515 OWNER: Dannen Trust PHONE: 520-1725 CONTRACTOR: Owner PHONE: Items listed below (if any) and those marked in red directly on the approved permit documents are incorporated into this project in addition to any requirements appearing on the construction plans and the City standard document entitled "Single Family and Duplex Construction Most Commonly Missed Items", A corresponding number is marked on your plans for any items listed below where applicable. All references are to the 2000 Oregon State One and Two Family Dwelling Specialty Code, (1998 International One and Two Family Dwelling Code as amended by the State of Oregon unless noted otherwise. A copy of this code may be obtained from the Building Tech Bookstore, Inc., 8020 S.W, Cirrus Dr. Beaverton, Oregon 974008-5986 . - Your signature on the Building Permit is an agreement that all items will be installed or corrected, and that all work on this project will comply with applicable codes. _,/V' -. ISSUANCE OR GRANTING OF A PERMIT OR APPROVAL OF PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT BE CONSTRUED TO BE A PERMIT FOR, OR APPROVAL OF, ANY VIOLATION OF ANY OF THE BUILDING SAFETY CODES OR OF ANY OTHER ORDINANCE OF THE CITY OF SPRINGFIELD. PLANS REVIEWED BY: _Bob Barnhart_PHONE:_726-4652 NO PLAN REVIEW COMMENTS 01/27/1995 22:23 5416834257 . HAL PFEIFER PE PAGE 01 HAl" PFI;IF~~. P~-, p~C, . HAL PFEIFER PE. P.C. 40 W 171l< SUITE A EUGENE OR 97401 541-683-4257 OCT 13. 2004 RE: BRIANA MODEL (P CASCADE DRIVE. EUGENE. OR PROJ.#2908 THE PLANS FOR THE BRIANA MODEL FOR THE ABOVE SITE HAVE BEEN REVIEWED AND ARE IN CONFORMANCE WITH THE ORIGINAL PROJ. #2754 BRIANA MODEL AT MICHAEL'S LANDING. PAT GREENWELL DRAFTING IS AUTHORIZED TO SUBMIT THE ORIGINAL ENGINEERING BY THIS OFFICE FOR USE AT THE ABOVE SITE. THE REVIEW HAS TAKEN INTO ACCOUNTTHE ADDITIONAL 2 FEET IN WIDTH WHICH WILL BE WITHIN THE EXISTING DESIGN ALLOWANCES. ANY ADDITIONAL BRIANA MODELS THAT ARE THE SAME AS THE ABOVE MODEL AND ARE BUILT AT CASCADE DRIVE ARE ALSO AUTHORIZED. PLEASE CONTACT ME AT MY OFFICE IF I CAN BE OF FURTHER ASSISTANCE. HAL PFEIFER PE. P.C. , Multi-Loaded Beaml2000 International Residential Code (97 NDS) 1 Ver: 5.06 Bv: Pat Greenwell. DraftinR & Design on: 03-09-2004 : 12:42:07 AM Proiect: BRIANA - Location: MASTER BEDROOM HEADER 'A' . Summary: ( 2 ) 1,75 IN x 9,25 IN x 6,0 FT /1 ,9E Microllam - Trus Joist-MacMillan Section Adequate Bv: 58,9% ControllinQ Factor: Area / Depth Required 6,66 In * laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam only. Support capacity not checked): Center Span RiQht End Reactions (Support B): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span LenQth: , Center Span Unbraced LenQth- Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Fador: Live Load Deflect, Criteria: Total Load Deflect, Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: RiQht Live Load: Riqht Dead Load: Load Start: Load End: Load LenQth: , Properties For: 1 ,liE Microllam- Trus Joist-MaCMillan BendinQ Stress: ' Shear Stress: Modutus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): ! Adjustment Factors: Cd=1.15 Cf=1.04 Fv: i Adiustment Factors: Cd=L15 i Design Requirements: ControllinQ Moment: j 3.0 Ft from left support of span 2 (Center Span) Critical moment created by combining all dead loads and live loads on span(s) 2 Controllinn Shear: i At left support of span 2 (Cente! Span) Critical shear created by combiriing all dead loads and live loads on span(s) 2 Comparisons With Required Sections: i Section Modulus (Moment): i SreQ= I S= , AreQ= A= IreQ= 1= . . Area (Shear): Moment of Inertia (Deflection): DLD-Center- LLD-Center- TLD-Center- LL -Rxn-A= DL-Rxn-A= TL-Rxn-A= BL-A= LL-Rxn-B= DL-Rxn-B= TL-Rxn-B= BL-B= L2= Lu2-Too= Lu2-Bottom= Cd= U U wL-2= wD-2= BSW= wT-2= TRL-Left-1-2= TRD-Left-1-2= TRL-RiQht-1-2= TRD-Right-1-2= A-1-2= B-1-2= C-1-2= Fb= Fv= E= Fcyerp= Fb'= Fv'= M= V= @ 0.04 IN 0,06 IN = U1235 0,10 IN = L/730 2631 LB 1821 LB 4452 LB 1.70 IN 2631 LB 1821 LB 4452 LB 1,70 IN 6.0 FT 0.0 FT 6,0 FT US 360 240 2600 285 1900000 750 3098 328 o o 10 10 PLF PLF PLF PLF 877 597 877 597 0,0 6.0 6,0 PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSI 6679 FT-LB 4452 LB 25.87 tN3 49.91 IN3 20,38 IN2 32,38 IN2 75,91 IN4 230,84 IN4 Multi-Loaded Beaml 2000 International Residential Code (97 NDS) 1 Ver: 5,06 ~ Bv: Pat Greenwell ,Drafting& Design on: 03-09-2004: 12:41:50 AM ~ Proiect: BRIANA - Location: Entry Header 'B' . Summary: '( 2 ) 1,75 IN x 925 IN x 6,0 FT /1 ,9E Microllam - Trus Joist-MacMillan Section Adequate By: 44,2% ControllinQ Factor: Area 1 Depth Required 6,99 In .. Laminations are to be fully connected to provide uniform transfer of loads to all members Center Span Deflections: ' Dead Load: DLD-Center= Live Load: LLD-Center= Total Load: TLD-Center= Center Span Left End Reactions (Support A): Live Load: LL-Rxn-A= Dead Load: DL-Rxn-A= Total Load: TL-Rxn-A= BearinQ LenQth Required (Beam only, Support capacity not checked): BL-A= Center Span RiQht End Reactions (Support B): Live Load:: LL-Rxn-B= Dead Load: DL-Rxn-B= Total Load: TL-Rxn-B= Bearing Length Required (Beam only', Support capacity not checked): BL-B= Beam Data: Center Span LenRth: L2= Center Span Un braced LenQth-Top of Beam: Lu2-Top= Center Span Unbraced Length-Bottom of Beam: Lu2-Bottom= Live Load Duration Factor: ' Cd= Live Load Deflect, Criteria: U Total Load Deflect, Criteria: U Center Span Loading: Uniform Load: Live Load: wL-2= 0 PLF Dead Load: wD-2= 0 PLF Beam Self Weight: BSW= 10 PLF Total Load: wT-2= 10 PLF Trapezoidal Load 1 Left Live Load: TRL-Left-1-2= 967 PLF Left Dead Load: TRD-Left-1-2= 658 PLF RiQh1 Uve Load: TRL-RiRht-1-2= 967 PLF RiQht Dead Load: TRD-Right-1-2= 658 PLF Load Start: A-1-2= 0,0 FT Load End: B-1-2= 6,0 FT Load LenQth:, C-1-2= 6,0 FT Properties For: 1,9E Microllam- Trus Joist-MaCMillan BendinQ Stress: I Fb= 2600 PSI Shear Stress:' Fv= 285 PSI Modulus of Elasticity: E= 1900000 PSI Stress Perpendicular to Grain: FC,Jlerp= 750 PSI Adjusted Properties Fb' (Tension): I Fb'= 3098 PSI Adjustment Factors: Cd=1, 15 Cf=1 ,04 Fv': Adjustment Factors: Cd=1, 15 l Design Requirements: . ControllinQ Moment: : 3.0 Ft from teft support of span 2 (Center Span) Critical moment created by oombining all dead loads and live loads on span(s) 2 ControllinQ Shear: i . At left support of span 2 (Center Span) Critical shear created by oombining all dead loads and live loads on span(s) 2 Comparisons With Required Sections:' ' Section Modulus (Moment): Fv'::: M= V= Area (Shear): Moment of Inertia (Deflection): SreQ= S= AreQ= A= IreQ= 1= 0.04 IN 0,06 IN = U1120 0,11 IN = U662 2901 LB 2004 LB 4905 LB 1.87 IN 2901 LB 2004 LB 4905 LB 1,87 IN 6,0 FT 0,0 FT 6,0 FT US 360 240 328 PSI 7358 FT-LB 4905 LB 28,50 IN3 49,91 IN3 22A5 IN2 32,38 IN2 83,64 IN4 230,84 IN4 Multi-Loaded Beaml 2000 International Residential Code (97 NDS) 1 Ver: 5,06 By: Pal Greenwell, Drafting & Design on: 03-09-2004 : 12:45:04 AM Proiect: BRIANA - Location: Kitchen Window Header 'C' . Summary: ( 2 ) 1.75 IN x 5,5 IN x 3,5 FT I L9E Microllam - Trus Joist-MacMillan Section Adequate By: 74,0% Controlling Factor: Area 1 Depth Required 3.64 In Center Span Deflections: ' Dead Load: Live Load: Total Load: Center Span Left End Reactions (Support A): ' Live Load: Dead Load: Total Load: BearinQ LenQth Required (Beam only. Support capacity not checked): Center Span RiQht End Reactions (Support B):: Live Load: ' Dead Load: Total Load: , Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Center Span Lenmh: i Center Span Untiraced Lenmh- Top of Beam: Center Span Unbraced Length-Bottom of Beam: Live Load Duration Factor: i Live Load Deflect, Criteria: Total Load Deflect, Criteria: Center Span Loading: Uniform Load: Live Load: Dead Load: Beam Self Weight: Total Load: Trapezoidal Load 1 Left Live Load: Left Dead Load: RiQht Live Load: RiQht Dead Load: Load Start: Load End: i Load LenQth: I Properties For: 1.9E Microllam- Trus Joist-MacMillan BendinQ Stress: I Shear Stress: i Modulus of Etasticitv: I Stress Perpendicular to Grain: i Adjusted Properties I Fb' (Tension): I Adjustment Factors: Cd;1, 15 C,/;1, 11 Fv': I Adiustment Factors: Cd;1, 15 i Design Requirements: : ControllinA Moment: Ii 1,75 Ft from left support of span 2 (Center Span) Critical moment created by oOlribining all dead loads and live loads on span(s) 2 ControllinQ Shear: I At left support of span 2 (Center Span) Critical shear created bY oombihing all dead loads and live loads on span(s) 2 Comparisons With Required Sections: i Section Modulus (Moment): i ; DLD-Center- LLD-Center- TLD-Center; LL -Rxn-A; DL-Rxn-A; TL -Rxn-A; BL-A; LL -Rxn-B; DL-Rxn-B; TL-Rxn-B; BL-B; L2; Lu2-Top; Lu2-Bottom; Cd; U U wL -2; wD-2; BSW; wT-2; TRL-Left-1-2; TRD-Left-1-2; TRL -RiQht-1-2; TRD-Right-1-2; A-1-2; B-1-2; C-1-2; Fb; Fy; E; FCJ)erp; Fb'; Fv'; M; Area (Shear): Moment of Inertia (Deflection): SreQ; S; Area= A; IreQ; I; @ 0,02 IN 0.03 IN ; U1401 0,05 IN ; U831 1433 LB 984 LB 2417 LB 0,92 IN 1433 LB 984 LB 2417 LB 0,92 IN 3,5 FT 0,0 FT 3,5 FT US 360 240 2600 285 1900000 750 3325 328 o o 6 6 819 556 819 556 0,0 35 3,5 PLF PLF PLF PLF PLF PLF PLF PLF FT FT FT PSI PSI PSI PSI PSI PSt 2115 FT-LB 2417 LB 7,63 IN3 17,65 IN3 11.06 IN2 1925 IN2 14,02 IN4 48.53 IN4 v; Combination Roof and Floor Beaml 2000 International Residential Code (97 NDS) ) Ver: By: Pat Greenwell, Drafting & Design on: 11-08-2004 : 1 :58:25 PM Prolect: BRIANA - Location: Garage Side Door Header 'D' Summary: 3,5 IN x 7,25 IN x 3,0 FT 1 #2 - DouQlas Fir-Larch - Drv Use Section Adequate By: 14,1% Controlling Factor: Area 1 Depth Required 6,36 In Deflections: Dead Load: Live Load: Total Load: Reactions (Each End): Live Load: Dead Load: Total Load: Bearing Length Required (Beam only, Support capacity not checked): Beam Data: Span: Maximum Unbraced Span: Live Load Deflect: Criteria: Total Load Deflect Criteria: Roof LoadinQ: Roof Live Load-Side One: Roof Dead Load-Side One: Roof Tributary Width-Side One: Roof Live Load-Side Two: Roof Dead Load-Side Two: Roof Tributary Width-Side Two: Roof Duration Factor: Floor LoadinR: Floor Live Load-Side One: Floor Dead Load-Side One: Floor Tributary Width-Side One: Floor Live Load-Side Two: Floor Dead Load-Side Two: Floor Tributary Width-Side Two: Floor Duration Factor: Wall Load: Beam Loads: Roof Uniform Live Load: Roof Uniform Dead Load (Adjusted for roof pitch): Floor Uniform Live Load: Floor Uniform Dead Load: Beam Self WeiQht: Combined Uniform Live Load: Combined Uniform Dead Load: Combined Uniform Total Load: ControllinR Total DesiQn Load: Properties For: #2- DouQlas Fir-Larch BendinQ Stress: Shear Stress: Modulus of Elasticity: Stress Perpendicular to Grain: Adjusted Properties Fb' (Tension): Adjustment Factors: Cd=1, 15 Cf=1,30 . Fv': Adiustment Factors: Cd=1,15 Design Requirements: ControllinQ Moment: 1,5 it from left support Critical moment created by combining all dead and live loads, ControllinQ Shear: At support Critical shear created by combining all dead and live loads, Comparisons With Required Sections: Section Modulus (Moment): Area (Shear): Moment of Inertia (Deflection): DLD= LLD= TLD= LL-Rxn= DL-Rxn= TL-Rxn= BL= L= Lu= U U RLL1= RDL1= RTW1= RLL2= RDL2= RTW2= Cd-roof= FLL1= FDL1= FTW1= FLL2= FDL2= FTW2= Cd-floor:= WALL= wL -roof= wD-roof= wL-floor:= wD-floor:= BSW= wL= wD= wT= wT -cont= Fb= Fv= E= Fc_perp= Fb'= Fv'= SreQ= S= AreQ= A= IreQ= 1= 900 95 1600000 625 M= V= 5,06 @ 0,00 0,01 0,01 IN IN = U4748 IN = U3252 LB LB LB IN FT FT 1110 510 1620 0.14 3,0 0,0 360 240 40,0 15,0 no 40,0 15,0 1,5 1.15 PSF PSF FT PSF PSF FT 40,0 15,0 6,0 40,0 15,0 0,0 1,00 o PSF PSF FT PSF PSF FT PLF PLF PLF PLF PLF PLF PLF . PLF . PLF PLF PSI PSI PSI PSI PSI 500 244 240 90 6 740 334 1080 1080 1345 109 PSI 1215 FT-LB 1620 LB 10,84 IN3 30,66 IN3 2225 IN2 25,38 IN2 8A3 IN4 111.15 IN4 FootinQ DesiRn r 2000 International Residential Code (97 NDS) 1 Ver: 5,06 By: Pat Greenwell, Drafting & Design on: 03-09-2004: 12:47:55 AM Project: BRIANA - Location: Framing Attic Truss at Back 'Pl' Summary: ' 'FootinQ Size: 3,3 FT x 3,3 FT x 10,00 IN Reinforcement: #4 Bars @ 8,00 IN, O.C, E1W 1 (5) min, Footing Loads: Live Load: Dead Load: Total Load: Ultimate Factored Load: Footing Properties: Allowable Soil BearinQ Pressure: Concrete Compressive StrenQth: ReinforcinQ Steel Yield StrenQth: Concrete Reinforcement Cover: Footing Size: Width: LenRlh: Depth: Effective Depth to Top Layer of Steel: Column and Baseplate Size: ' Column Type: Column Width: Column Depth: Bearing Calculations: Ultimate BearinQ Pressure: , Effective Allowable Soil Bearing Pressure: Required Footing Area: i Area Provided: Baseplate BearinQ: Bearing Required: Allowable BearinQ: Beam Shear Calculations (One Way Shear): Beam Shear: Allowable Beam Shear: t Punching Shear Calculations (Two way shear): Critical Perimeter: j Punching Shear: ! Allowable PunchinQ Shear (ACI11-35): Allowable PunchinQ Shear (AC/11-36): Allowable PunchinR Shear (ACI11-37): ConlrollinQ Allowable Punching Shear: Bending Calculations: \ Factored Moment: I Nominal Moment Strength: , Reinforcement Calculations: i Concrete Compressive Block Depth: i Steel Required Based on Moment: i ' Minimum Code Required Reinforcement (ShrinkageIT ~...y~.~;ure ACI-10,5.4): ControllinQ Rei..f~.";..il Steel: ; Selected Reinforcement: Reinforcement Area Provided: Development LenRlh Calculations: Development LenQth Required: Development Length Supplied: . PL= PD= PT= Pu= Os= F'e= Fy= c= W= L= Depth= d= m= n= Ou= Oe= AreQ= A= BearinQ= Bearing-Allow= Vu1= vel = Bo= Vu2= vc2-a= vc2-b= vc2-c= vc2= Mu= Mn= 5236 3561 8797 13887 1000 2500 40000 3,00 3,3 3,3 10,00 6,25 (Wood) 5,50 5,50 808 875 10.05 10,89 13887 89994 4752 21038 47,00 12664 74906 91375 49938 49938 68739 212543 a= 0.47 As(1)= 0.31 As(2)= 0-79 As-read= 0,79 #4 Bars @ 8,00 IN. O,C, E1W I (5) Min, As= 0,98 Ld= Ld-sup= 15,00 16,80 @ LB LB LB LB PSF PSI PSI IN FT FT IN IN IN IN PSF PSF SF SF LB LB LB LB IN LB LB LB LB LB IN-LB IN-LB IN IN2 IN2 IN2 IN2 IN IN , ~ . Quote and Order Form Customer Chad Dannen ,- 4 o~?~!~k!g~~~~ 9~~; Tel: 54t-461-ll880 _ Fax: 541-689-9041 Address Delivery Address Cascade Dr Delivery Date Modified 8rianna - Right Entry j)NN Z- Quantity Span Type Pitch OH OH 1 22'0" ATTIC GET 10/12 12 12 7 22'0" ATTIC 12 12 3 22'0" ATTIC -2 -2 1 38'0" ATTIC GET 12 0 5 38'0" STUB ATTIC 12 0 2 38'0" STUB ATTIC 12 0 GIRD 3 38'0" STUB ATTIC 12 0 GIRD xL.\1 38'0" ISTUB ATTIC 12 I 0 GIRD 5 I 44'0" ISPL ATTIC 9/12-4/12 12 I 0 I 1 I 44'0" I SPL ATTIC 12 1'12 GET I -X I 6'0" I FLAT GIRD FLAT 0 I 0 2 I 5'0" IMONO 9h2 12 1 0 \; I I I I I I I I I I 101104A Special Provisions Page 1 of 1 Order Phone Fax Date Spacing TC Size I 8rg Size TC LL TCDL 8C DL 10/11/2004 24" 2x41 2x61 25 7 10 Total Load Name Price A1 A1 A2 B1 82 B3 42 Total TERMS: - 4% Discount (trusses only) for payment on or before delivery. - Net 30 days ADL - 1 %% per month service charge on past due accounts. PLATE LINE DELIVERY REQUIREMENTS: - Street access to site. . Plate can be safely reached with boom. - Contractor aids driver. - Contractor assumes responsibility should the truck get stuck. - After the first hour, crane time will be billed at $100.00 per hour during regular work hours. and at $115.00 per hour during overtime hours. 12'x8'(Pj.." room. 2x12 Be. Fill in 16" o/c. ;;'~" 0;" J___I. Same as 'Al'. I 1/(,," CJh. I~, Stub truss 'A l' 2" on eacp end. 'l./l."~;A L..-I, 6'0" CP on 12" emi 2x12 BC, 16'x8'0%" room. Fill in 16" o/c. Stub truss 'B1' to 34'0", Same profile and bearings as '82'. TIC % of 3'6" ladder frame. Same profile and bearings as '82'. TIC ~ of 9'6" ladder frame W/~rmer loads on the ~I" reQ. end. TIC '01'.@ '0" on re,9. end. Isame profile and loads as '84', Bearing is at end of truss on 12" end, 2- S' 'l, IS ISeefig. Isame as 'Cl'. Fill in 16" o/c. 13'6" OIA heel, TIC Y, of 5' on BC, TIC Y, of 14'0" & 60 PLF on TC, Truss Total Deliyery Charge NetTotal COD Discount COD Total 84 85 C1 C1 D1 E1 I ,7172..."';1 7'?''? ~t/: J 15-: 1 <i I Hbt.71., > I\l I\l I o .... o , o " ~ LU I II 10-0 (!jI) I" 1 20-0 ~ , ;'. " 'I :3) AJ " " "" ,- I - II I-I . / : I / Iii // __4,( . UCT./j - I, 6-0 ", " " / , / / 28-0 -\~ OJ ~, 6-0 tn I I I BD J I...... -~.J I""" T_ I B5 r : ~1t R. 38-0 ~ r I"" I~ - " ..... f 1.- ..... o-J I o .... U1 I o I' I 'I I t] Ii ;1 , .~ I :i ',1 I,j '1 II ;1 .JloibJ b\II2IMS: DANNEN tfUl~m ~1Dl: lOiMl1>,j-A 1 8RG X-LOC REACT SIZE REQ'O I O~ 2-11 1846 5.50. 1.97" 2 11- 9-" 1846 5.S0N 1.97" BRG REQUIREMENTS shown are based ONLY on the truss/Ilaterial at ..achbeuing ~9gE~~E~~~1~~~a(~J~) L- _O.16R 0.. -0.18" T_ -0.44" CRtTlCALl'lO'IBERFOl.CES: 1~~ ca:a:g ~s ~ TE~if~60~ o~ 2.) -HOl1.1S / 1.00 J-~ -illt 1.15 I U11""'10'9I 4-5 -911.60/ 1800.90 0.86 5-6 -llIlt.501 3711.60 0.11 6-7 -11351.U/ Wl.5O 0.91 ~:; 'l~~~i:n ~ 57(1.60) g:~ " """!""'l' ""'!""'l '" 10-11 -1541.601 9711.15 0.56 11-11 -14111.60 I UHS l.lS 0.11 u-u -1461.60 I 9661.15 0;20 U-14 -]461.601 9661.lS 0.1. .. """!"""!' '"", ',,", '" 1-10 -236 l.1S I 104 1.60 0.03 2-10 -1S69l.1S1 391.60 0.51 2-11 -2-491.60 I 40111-60 0.13 )-11 -1151.60/ llll0.90 0.42 7-12 / 6910.90 0.39 '-12 '242!""'j' 413 1.60 0.13 8-14 -lI60l.lSJ 0.51 9-14 -2161.15 I 104(1.60) 0.03 T1I (CIIP'!""'ll TENS'!""'l '" 4-15 -1299 1.15/ 1101.60 0.32 IS-6 -1299 1.15 I 1101.60 0.12 lS~ CCM'.(OOR.)~ m'M~;O~ o~ ... OFl n .., OFl n l-L S-8 lll'll OFl " ... OFl STANDARD 2.' OFl STANOAAO 2.' OFl STANDARD PlatinQ !Opec: AN5I/TPI - 1995 At~~~d~o~d~~:~ed. :~o:s[i. ~n. air t~~~. THIS DESIGN IS THE (f)oIPOSIH RESULT OF MULTIPLE lOAD CASES. PLATE VALUES PER lC80 AES(AACH REPORT 11607. Loaded for 10 PSF non-concurrent BCll. One row of cross bridVing (ll:'bracinq) llIay be required at centerhn!! of roOlll per NOS. Attic collar tie requires l.uer.al bracing shown plus bratinq .It the p<lnel points of the collar tie ~unless noted otherwise), or rigid sheathlng is required. K Be "'B TIE BEN! ATTIC WB . ......... + .+. . +. +. Unrestrained hafiz. II deflection.. 0.21 in. .. <-.....t t.._ +.+... <.<. PLATING BASED ON GREEN lUMBER VA1UlS. End vertiulsdesiqned for ,uialloads only. Extensions above or below the trun profile (if any) require addition.l consideration (by others) for horiz. loads on the bldg. 2.5-2 2-5-2 ~~ ~ ~o~'" ~~~:o:~o o r-;- 0 ~ .:... rD 0 ,~ ~'::'~ ~,~,~ 1i..f'_~ 6 7 -10.001 1t:O../1 3 4 110.00 " 2 rw:oo 8 .' -10.001 '5 6.6 11.>-0 11.1-0 SHIP ~354 7.8 1.5-4 . 2.1.0 ...... III 1 10-10 5"12-12 102# 1 1,54 ,,:r T 2"'-0 1 102# 1 6'" ??..fI_n 1~ 12 1314' 4.10-4 22-0-0 1~ '10 4.10-4 4-10-4 11 12-3-8 17-1.12 --- """"""'" GUy: 6 This truss is designed using the UB( (ode. Bldg Enclosed. Yes. Importance Factor . LOa Truss location. Not End Zone Hurricane/Ocean line.. No i Exp Category.. C Bldg length.. 50.00 ft, B dg Width.. 20.00 ft "'ean roof height. 1).83 ft. lIIph . 80 UBC Standard Occupancy, Dead load - 10.2 psf _uu_uulOAD CASE II DESIGN lOADS u__u....u____ Oir loPlf l.loc R.Plf R.loc ll/ll TC Vert 84.00 1- 0- 0 84.00 0.0- 0 0.19 TC Vert 64.00 0- 0- 0 64.00 "-10- 4 0.7B TC Vert 84.00 4-10- 4 84.00 8- 6- 5 0.60 TC Vert 64.00 8- 6- 5 64.00 1)- 5-11 0.78 TC Vert 84.00 13- 5-11 84.00 17. 1-12 0.60 TC Wrt 64.00 17- 1-12 64.00 22- 0- 0 0.78 TC Vert 84.00 22- 0- 0 84.00 23- O. 0 0.19 B( Vert 20.00 0- 0- 0 20.00 4-10- 4 0.00 B( Vert 110.00 4-10- 4 110.00 17- l-1Z 0.73 BC Vert ZO.OO 17- 1-12 ZO.OO ZZ- 0- 0 0.00 4-6 V ZO.OO 8- 6- 5 ZO.OO 1)- 5-11 0.00 T('~~~~... ~~6 _ 1~'~~cO Li:6~ TC Vert 60.0 23- 0- 0 1.00 BC Vert 102.4 4.10- 4 0.00 BC Vert 102.4 17- 1-12 0.00 ~ oS' OREGON <r ('0,. ......."... ",,'" l' ~\,. J, I EXPI~ }IO!l_ D~ T1~: 06(.10106] . ~ (Q)!~ 3!~(Q)~~_ Truswal Svslems PlatesBre 20 ca. unless shown bv "16"(16 03.\. "H"C16 ll~ Qf "MX"1,TWMX 20 11<1.) DOSltionlld Plf JOint DetailS Report Circled ol<l"tes and false rrame Dl:Jles are oos'''on~~ ~h~aiX:Jve. Shln_ ble slud lales 10 avOId b...ortao wllh s_fUctural Dlal~_.c~f staple\ _ _ w~lRlMfflfJ?:Read all notes on this sheet and gi"e a copy of ilia Ihe Erecllnll Cantraclar, Cu,t~:~ DANNEN ~ Th..ljeSignisloraninch""'ualbu*lingCOm(JO""'....OO1Ul/SSsyStem 1l1'lasbee11b;J:sedonspegflCill"""proVlCledllylhecomponllnt~nulK'lUle' ;WO: Orive_C_dnn2_L00006_J00006 ",.., done III ac:mrdance wCh Ihe cunei'll O1lrsoons 01 TPt "nil AFPA lleSllln SlaM....:!S No responslbohl)''' assumed lor airne1lsONllao-..curK)' Domen$lOns ~ , _ ___ ~ _ i1relobellllfi(lIldllylheeomponl!!nl~ntlI'acI,-"e'aMIOrbulkhn\ldesiglW!rpfiorlof"bfit;oIlOI'1 T""'budd"'lldeSlglW!'''''-'5Inc:efl;olnt\'lalll'l1!!lo;ocIs Osgnr: NLC - 32 WT: 270# MOSHOFSKY u1d1le<lontlV$CIesognmeelore1CMdt\'le100ld'"ll-.moose<lbyll'll!!loc;oIrutdinQcodem:lt\'lep.;lrlocu....apIlloc.iIIoon_ T""'de:s9nassumesl~ll!lol!IOPCl'IDfd TC Live 25,00 psf OurFacs L-l.15 P..l.1S __ . . ISllJIer..IlyIlrIO!dllyt\'lerool'o'lloorsto!a1t"ongil""IheDollomchofdlSl;o\efallyllr;ocecjbyil"llo:l$hf!~mall!f'aldlfedlyll\lild'led,unlessolherw,,,, b noIlId. BlaongShawniStof~lIlt.WOr1ot(:llmpOnenlsmembersonlylOllIduoebucUngleng\tl Hn(:Ol'l\lXln8nlshlllnlllbe~,""", TC Oead 7.00 psf Rep M r Bnd 1.1~ I~'.:/L~ TRUSS enwun"",nllha!w.eauselhemai$lure(XlnlentorlhP.WOOdlOe.ceed19'1oand/ofcauseconneclO'pl;o!ec:orro5lOf1 FilbobIIl.l\anl:Ile.1l\5tOIR BC Live 0.00 psf ::pP ~~~ ~~~~ 1.00 4445 Northpark Dr _braeelhlSlNUonacc:Dfl:latlCll\lflll\t\'leloll<Nwongsundilrds 'Joontil""~0e1allRellOns'i1v..""l*noutpUlIlOmT~alsoftv>-are. 1.00 C010 Spr"ings, CO 80907 'ANSIITP'I'.WTCA1'.W"""TruuCounololArneraS~~oOeSIQnRes(Illn$IbIIII"'s'8UllOlNCCOMPONENTSAFETYINFORMA1IQN'. Be Deac 10.00 psf O.C.Spacing 2- 0- 0 IBCSI,-oJ}a",,'8CSlSUMMARVSHEETS'llyWTCA..,..,TPI TtoeTI\ISSPla!l!Inst~IIIe(TPlllSIocale<'l1l58JD'OnofrloOriYe Mildl$Dl'l Design Spec USC TRUS'LUS E.O'VER; T6.4.13.v,scoIlSll'l5J7\\l TheAme~,""~'A55OCIOII"'n("'FPA)l$lOCaIedil!'''''91hSI'"'t.NW.SlellOO.WilS/WlglOn:DC1OOil; TOTAL t,2.00 p,f DEFL ___ L.._,________ RA.....ll.9.;.,l/240 T(: i../l.~ Job ~alMiS: DANNIEN SRG X-LX REACT SIZE REo'O 1 0- 4-12 1689 5. SOw 1.80~ 2 21- 7- 4 1689 5.S0M 1.80w 8RG REQUIREMEKTS shown are based ONLY on thlllo truss material at each bearing ~9gE~~E~~a:.l~1~a(~I~E) l= _O.2SB 0.. _0.178 T. _Q.4]M CUTICALJllElefll. FOR.US: l~~ ~, ~s ~ T[~7~~60l o~ Z-} -1642 l.iS I 0.96 3-4 -1103 1. IS I 1121"'01 O.9~ 4-5 -1001.60/ 1110.90 0.12 5-6 -1951.60/ 3621.60 0.116 6-7 -1109 l.a! 11.11.60 0.95 1_8 _16261.lSl 0.96 &-, -471.iSl 61(1.60)0.01 lO~~l ~8!1f.'R601~ TE~i!~il o~~ 11-11 -lH 1.60 I 101Dl.ts 0.80 U-13 -3621.60 I 190 I.U 0.20 H-14 -3621.60 I ago 1.15 0.13 .. """1""'1' TENS ,fOUR. CSt 1-10 -lllll.lS! 171.150 O.OJ 1-10 -18121.151 511.60 0.54 2-11 -2451.60/ 4611.60 0.15 ]-11 -1931.60/ 7090.90 0.40 7-11 I 6610.90 0.37 I_U -218~"'Ol/ 453 1.60 0.14 '-14 -11161.151 0.54 '-14 -S91.151 87(1.60)0.03 TTI (DOIP'~""'l/ THIS'I""'l m 4-15 -11421.15 I 1111.l5O 0,10 IS-S -12421.15/ 1111.60 0.30 1S~ a:M>.(DJII.)~ TlN~i~~90~ o~ 2A2~ 7XJ3~.~1~7-8 1,~ I ,:) T f 2-7-11 ..... L..l1I1 1 1 6:6 10-10 10-10.... 5=12-12 I 6-8 '02# Te 2)(.( OFl '1 2x6 OFl '1 2-5 2x6 OFl 12 5-8 BC 2x12 Ofl 12 WEB 2x.( Oft STANDARD TIE BEAM 2x'( OFl STANDARD ATTIC W8 2)(4 OFl STANDARD One row of cross brid9inq (X-bracing) may bt' rt'quirt'd at center11nt' of roOlll per NOS. Attic collar tie requires lueral brac:ing shown plus bndnq at the pant'1 points of the collar tie (unlns noud otht',....ise), or rigidshuthing is required. 2-3-2 2-3-2 2 110.00 11-;-0 1.5-4 T 2-7-11 1 '02# I 0.2-0 STUB 'D 11 4-8-4 < 4-8-4 TnJlr.-$~ID; 1D~1NI-A2 Q~v: 3 Plating spec: ANSI/TPI - 1995 Attic room load.. 45 psf. plus any addt'd loads indicated. Room lL Defl. is l136O. THIS DESIGN IS THE Cl)olF'OSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 11607. LO.i.dt'd for 10 PSF non-concurrent BClL. ...+ +. ++++++ +.+ + ++ + + +. Unrestrained hariz. II deflection.. 0.27 in. + ++ + +++++++++ .++ + + + + + + PLATING BASED ON CREEN lUMBER VALUES. Endvertiuls designed for ni.i.1 loads only. Extensions above or below the trun profilt' (if any) require addition"l consideroltion (by others) for horiz. loads on the bldg. N r ~ 'I m ~"'r;!p 0 :~ :~PF~ '~:;:~ 1n_1n...(l j 4 110.00 1n_10-9 6 1 -10.001 8 9' -10,001 This truss is designed using the UBe Code. Bldg Enclosed.. Yes. Jl'llporunce Factor .. 1.00 Truss location.. Not End Zone Hurricolne/(k.eoln line.. No 1 Exp Category.. C Bldg length.. 50.00 ft. B dg Width.. 20.00 ft JlIIean roof height.. 13.83 ft. /Ilph.. 80 ~~~_~~~~~~[~m~nH' O~I& l~~S _~~:~_~~~_______ Oir L.Plf L.loc R.Plf R.loc LLfTl Te Vert 64.00 0- 2- 0 64.00 4-10- 4 0.78 TC Vert 84.00 4-10- 4 84.00 8- 6- 5 0.60 TC Vert 64.00 8- 6- 5 64.00 13- 5-11 0.78 TC Vert 84.00 13- 5-11 84.00 17- 1-12 0.60 Te Vert 64.00 17- 1-12 64.00 21-10- 0 0.78 Be v....t 20.00 0- 2- 0 20.00 4-10. 4 0.00 BC V@rt 110.00 ,(.10- 4 110.00 17. 1-12 0.73 BC Vert 20.00 17- 1-12 20.00 21-10- 0 0.00 4-6 V 20.00 8- 6. 5 20.00 1]- 5-11 0.00 ...Type... lbs X.loc ll/ll BC Vert 102.4 4-10. 4 0.00 BC Vert 102.4 17- 1.12 0.00 tru~wal r~lems f?;IBSH,Te 20~. unless shown bJ. -18"(18 rilaJo"W~ Ra ~r "MX' TWMX 20v%<I), ~ilion:mper JOint Details Reporl ___ Irc~ J! 19S_3nd _IS9 ra~9P lesafELoosltlon_e a.s_show a .ve.,.._ _I. beslud lal9sl03 Ido aowll _slrucluratDlate~!OfS~) _____ I W!~JRINfUIM~Read al/ "';I~~ o~ this sheet and give a copy of it to the I!:'ecti~g C;;~tractor: IC~SC DANNEN ~ b,/l"""~ Thoscle'iIInislOranindMdUilltluilllinllcomllOnenlnol1lU!"l'y$I1!m Khasbeenbasedcn_Clf~IO"",prOVldecIbylhllcomponefllmanllf3Clu'e' lwe: Drive_Ldnn2_L00006_J00006 '-JL/ l.ndOOl'lO!onita:on:lanoll..rhlheWl1enl_soo"",otTPI"ncIAFPAdeSOQflSlandan:l, No responsbol"Y III ftSI)nlItdfa.-dornel'llioNlt.ccurX'/. OomenslOflS ' '1Ol 10 be ""rhld bylhe<;l)lT1pOnl!nl.....nuracture, anclJor lluI1dmgcle"""ne' prorl\:llab<iC3b0n. T""Duild"'lllleSlllne,,,,.,..,neertain_ttwklads ,Osgnr: #LC - 32 WT: 263# lIlikledonlhrsdeSllln~or"'ceedlhekl"""'Il~bylhelOallbuddonocode_thepartlCUta'applocatlOn ThIldeSlllnassurT1l!lslllatthlltopcl'lOnl TC Live 25.00 pst DurFacs L-l.15 P_l.15 MOSHOFSKY ;=~a:a::"sn:::::':e:;::":~~::==,~~"':'::e~~::o~:e~~~=~d~~~::~"'- TC Dead 7,00 pst Rep Mbr Bnd 1.1S ~Q/'<.~ TRUSS iellYllllnmenlthal""CilUMthenlOlllurecontenlotll"lf'WOCl:ll\:le.~19'!'oardlOrQU$l!c:ooneC1O<plaCOlfOson FaCricaIlI.handle.ons'l.i." I Be Live 0.00 psf ::Pp ~~~ ~~~~ i.gg 4445 North ark Dr. . '~tllac:<llhrsIl'USS"<<:a:In:lanc:e\O'Chlhefollo"."'O,"ancl"'lls '..l(ltnlandCu!llngOl!\aIIRepo<ts'"valliltllenOUlpUll/fomTrwwallOlh..ItI, . Colo Sprjn~5, CO 80907 : ANSIITPll',WTCA I'. Wood Truss Counol ot Ame1lca Sta""anl OeSlgn ResponsblibeS.'BUllOING COM!>Offf.NT $A FETYINFOf:IMATtON_ I, BC Dead 10.00 psf O.C.Spacing 2- 0- 0 ~(BCStl.ro)"ncI'BCSISUM_RYSHEETS'byWTCAaf"C'lTP! TI1eTrussPlmI""_(TPtllllbcaled;n~a3aQno1r"(lO""".MadlSOfl. Design Spec uSC ,=="~~US"L_~.: 6.(1' VER; T6.4.1 ~ISCOOSIn~J71g, ThIlAme"can ForeSl a'" Pape,,o,SSOCliJ!oon I,o,Ff>"'jOS 1Oca1e<1 at "11 19lnSl1eeI.NW,SlellOO.Was/WIQIOn.OC700J6 : TOTAL 47..00 psf DE~J.9~/-L.~..o IC:... 1/.2.-:: 5 11,.0 SHIP ?1-El-O D.2..{) 121314:'tJBJB t~ 12-3-8 16-11-12 If'lf'!JJss-flO: I!)NN.IB~ Job NaIrne: DANlNIEi\! l-S.8-11 8RG x.tOC REACT SIZE REQ'O 1 6- 2-lZ 3230 S.50~ Lor 2 ]1- 9- 4 2210 5.S0~ 2.36~ BRG REQUIREMEHT5 shown are based ONLY on the truum.aterial ateOlchbearing "We DEFLECTIOO (span) : l/620 IN MEM 16.17 (LIVE) l. _0.61M 0- _Q.42M T. -l.03M MAX DEFLECTION (cant) : l1209 IN MEM 1]-14 (LIVE) l. -0.36- O. -0. 24M T. -0.60. alITlCAl. M(J41E~ F"-lCES: Te CCM'. OUR. I 101S. OOR. (51 Ol.- 1 C l.B I 411.15 0.07 1-2 -6l1.601 13791.15 0.65 2-] _1011.60/ 16151.15 0.89 )_4 -196~ l.1S I 11 1.60 0.86 4_~ -]711.15 I H21.60 0.89 $-6 -10101.15/ HOl-5O 0.20 6-7 -18151.15/ 1901.60 0.21 7.& -ISH 1.151 1621.60 0.24 1-9 -1514 l.1S / 2(1'; 1.60 0.86 9.10 _l64Cl.lS/ 151.60 0.&7 10-11 -26161.15 / 0.91 11-11 ')400l1.n / 0.611 ac COIP.DJIl./ 11-14 -96<11.15 I 14-15 _1)1 1.601 is-16 -23tl.601 16-17 -2211.601 11-11 -6411.601 1I!-19 -6411.601 19.20 -6S51.60/ 2~4 O::;SS~60~~ )-14 -5U4h.uf, )-16 I 10-11 I ll=U .~~H:~~~ 4~!1 ~~j!~~sl~ 21-22 .B6S 1.60 I 22.9 .1041.601 2ii1 1i~!rrsli 6-22 -1l61.601 1-22 .no 1.lS I 22-1 -60S 1.601 TEI6.00R. CSt 1121.60 0.&4 11251.150.95 11251.lS 0.65 11121.150.10 2B! 1.lS 0.32 2B! 1.lS O.Sl 2SS2,1.U 0.57 T~j~~60~ o~J 0.81 2631!1.1510.61 U391.00 0.62 6791.60 o.n 8691.1$ 0.36 Too.eM.) CSt 0," 0.13 169(1.15) 0.16 Ti~h!Msl o~J 1851.60 0.07 9221.15 0.40 1361.60 0.04 JOS1.H 0.19 This design based on chord bracing applied per the following schedule; mall o.c. frOlll to TC 24.00R 12- 9- 0 25-). 0 This truss is designed using the UBC Code. Bldg Enclosed.. Ve5, Importance Futor .. 1.00 Truss location _ Not End Zone Hurricane/Ocean Line.. No , Exp Category.. C Bldg length. 50.00 ft. Bldg ....idth. 20.00 ft Mean roof height. 13.51 ft, mph .. 80 UBe SUndard Occupancy, Dead load. 10.2 psf ____nunlOAD CASE II DESIGN LOADS n_n__nuh_U Oir L.PH L.Loc R.Plf R.Loc LL/n T( Vert 64.00 - 1- 0- 0 64.00 0- 0- 0 0.78 TC Vert 6-4.00 0- 0- 0 6-4.00 10-10- 4 0.18 TC Vert 84.00 10-10- 4 84.00 11- )-10 0.60 T( Vert 64.00 11- 3-10 64.00 26- 8- 6 0.78 T( Vert 84.00 26- 8- 6 84.00 27- 1-12 0.60 TC Vert 64.00 27- 1-12 64.00 )8- 0- 0 0.78 B( Vert 20.00 0- 0- 0 20.00 10-10- 4 0.00 BC Vert 110.00 10-10- 4 110.00 27- 1-12 0.73 BC Vert 20.00 27- 1-12 20.00 38- 0- 0 0.00 4-9 V 20.00 11- )-10 20.00 26. 8- 6 0.00 .. .Type... lbs X.loc Ll/TL B( Vert 156.2 10-10- 4 0.00 BC Vert 156.2 27- 1-12 0.00 2x4 OR '1 2x8 OFL SS 21112 OFL '2 2x12 OFL II 2d20FL SS 2x4 DFL STANDAAD 2x6 OFL 12 2x4 DFL CONSIR TIE BEN! 2x4 DFL STANOAAO ATTIC WB 2x4 OFL STANDAAO Lumber shear allowable5 are per NOS. Drainage must be provided to avoid ponding. Attic collar tie requires latl!ral bradng shown plus bracing at the p.1npl points of the collar tie (unles5 noted otherwise). or rigid sheath,ng is required. Left Overhang(s) are not to be removed. OVERHANG(S) MAY BE SHORTENED UP TO )" MAX.! Left Overhang Soffit loading.. 0.0 psf g....eb br.1cinq required at each location shown. rJ' See standard details (TX01087001-oo1 revl). Plating spec: AN51/TPI - 1995 Attic room load. 45 psf, plus any added loads indicated. ROM LL DefT. is L/360. THIS DESIGN IS TilE CCfolPOSITE RESULT OF MULTIPLE LOAD CASES. . PLATE VALUES PER ICBO RESEARCH REPORT 11607. Loaded for 10 PSF non-concurrent BCll. T( Be lJ-lS 15-18 WEB 14-} 16-) ..... ........ ......... Unrll"Strained horiz. LL deflection. 0.42 in. . ...... ...... ........ One row of cross brid9ing ~X-bracing)may be PL~i~~r;~s~~ ~nt.:f~~n~U~BE~o~:LC~~. NOS. -CAP PLIES ,",UST MATCH THE BOTTOM TRUSS. ATTACH THE CAP TRUSS WITH A lX6 (rULL LENGTH) ON EACH FACE WITH 8d NAILS AT 6" O.c. IN EACH (HORD. THE LUMBER USED MUST BE STRESS RATED AND CENTERED ON EACH CHORD. TillS CONNECTION IS FOR VERTICAL LOADS AND 24" OF TRIBUTARY WIND LOADS BASED ON TilE SPECIFICATIONS NOTED. LATERALLY BRACE THE FLAT TOP CHI){D AT 24~ O.c. U.N.Q. PER TP!. ~~ F~ F~ F ~~ ~~~~"O '1?R-O 1?_Q-O 6 7 8 910 1; .10,001 1>8 6."" 6-5-8 ""-3 11-5-11 1?S:O 2 '2 ' 1 110,00 34 5 110.00 -10.001 6-8 3-4 1.5-4 2,"" 5-5 11. )-5 10-10 11- 0-1 SHIP 3-8 7'./_ 8,( 12 1R_0_0 ,-4 .-4 ~ 0-4~ 13 , 0-4-13 , II I ~ f8 4-14 S=12-12 156# ! 156# ! ~1I1 v 12-12 S=12-12 4-12 6-0-0 'Al' ~.O.O 17 18 c&9"f 20 ) g, ~-3.12 r <'38-{)-0 13 ~-3-12 6-3-12 14 15 olI>'> f~ 16.3-8 27-1-12 Tru~wal SVSlems Plates.are 20 ga, unlesS sh,own by '18-(18 aa 1, "H"r16 lIaj or "MX"{TWMX 20 ,""j positioned per Joinl Details Reporl Clrc ed t?T;'Iles and mlSR rrar:r!e prates ar_l!J?(:Is.!!~n_~~s ~h9W1fa~ve.-'Stll" .Rbl_c slud plate_s 10 aVOld OVef1ap wilh slruclural plale5 (or staDlal W}f~Read a" noles on Ihis shooland give" copy of 1110 the lE'eClinI1C~-;';~~io;, ~ Thlsdesognl$fo<aniMMdlMlbuiId"'llco"'llOnenlnollrUSSsyStem It lias been based on spe-oroc.allllnS provded by the oomponem 1lWIUlac:tl/f>!' ..nd done '" ..cx:ordOlnC8 willi the CUffenl WlI$lCln!l 01 Tr>l..nd /l,FPA o:\nIgn standards No ,"pol"lSlbo/lly 1$ assulTll!d faf doTlllnsional ac;ur-~cy OI""'nslOns -- --- arelCltleWlnroedl)ytheCOl11llOl"em.....nulXlure'..ndiOfDuoldlrogdeS9f1efllJlOflClf..~n TI'>eDuold'"l!dnIg..'musluee'tillnlhOlllhelo30S uIlUedon Il'IISdeslgnlMelore.l;fJ1ld"'" 100lCl1I'Q ""1lOse<ll)ylhe lQQl 1lI.o1d'"l! code Ind1hl! l'IrI.euQ.- ~~ ''''''"",,,n-..mesthOllII'>eIOPchortl MOSHOFSKY islOllll!,..lIybrOlPedbytheIoofPfIloofSl'leMI'III'Q~nd'hellollomd'lortl..IOIIII!'~brOlPedby~''lIoOSI'le'''''"llmatertaldorealyitlXhed. ....If!'SSoIherw''''' noted B'OIClI'"IIls/'(lWlllSlbr'-'OIlsupporlclCDrT'lplnems""'rt'ItIe"'l)I'IIylCllt'dutelJucllqlel'Qll'l Tl'lrscomponemshOllrotllllplacellin....V !tY"~L3.:1til TRUSS e_nlln,l"'taulethelT"lOOSlUlecontenlolI'll!WOOlllPe.ceedI9'1l...no,op,uuseD:lnl'll!(:lDfpllleCOllOU)l'l FOIbne.aIe."*""Ie.IfI$I"~ 4445 Northpark Dr. ',_br;K:eltwslNSSll'lao:c:on:IOItIC:l!wtl'I1hI!followIngstal"d~rtls './oIflI_C~CleuIlRellOrts......OIIIIbleasOUCpultrPrnTflSWOIIsoftware. Cola 5prlngs, CO 80907 ;';;~~~';::~;;:="'~~H~:~~~~~:~R==.;~:~~D~~~=::I,:~=nofr. TRIJS~l~_~_5.al~~~: !_~_~..J}"'-:="""~J119 TheIl.meIW;OlnF~S1~f'(\P_'/l,S_O/'It/l,FP/l,)<S1OCIIeI:l1l1111191"S!'l!et.fNoI.Ste.~.~as/'WIglDt1:OC~6 =_=____~_ _ _.~.~-- oav: ~ , EXPlRA liON DAlE: OlilJOI06 I - . - - -- ~ (OJ!~ ~!~(OJ@~ Cust: DANNEN wo: Drive_C_dnn2_L00006_J00006 'Dsgnr: #lC.. 43 WT: 454# Te Live 7.5.00 psf DurFacs L_l.l~ P_l.15 TC Dead 7.00 psf Rep Mbr Bnd 1.1~ BC Live 0.00 psf ~:~ ~~~ ~~~~ i:~~ BC Dead 10_00 psf O.C.Spacing 7- 0- 0 Design Spec UBC __~~~~~s!_ DJJJ__~!~~~u:ti.~~U~ Jolbi ~C1me: DA~l\IIE~ BRG X-lOC REACT SIZE REO'O 1 6- 2-12 2947 !i.50M Z.77M 2 33- 9- 4 2168 5.50" 2 .n" BRG REQUIREMENTS shown are based aNl Y on the truss material at each bearinll MAX DEFLECTION (span) : L/961 IN MEM 16-17 (LIVE) L.. -O.34~ D= -0.23" T. .0.58" MAX DEFLECTION (cant) : L/29S IN MEM 13-14 (LIVE) l- -0.25" 0.. -0.17" T- -0.43" CllITlCAL MEfIIlEII FraCES: TC COHP,((Jfl,/ TENS.DUll.- aI 01..-1 C .151 411.lS 0.01 1-2 -Uf .601 10391.15 0.52 2_3 -l~ .601 11071.150.15 3-4 -1542.1S/ 381.60 0.61 4-$ -666.15 / 3671.60 0.68 $-6 _1276 .151 2431.60 0.20 6-7 -16111.15/ 2141.60 0.21 7-8 -16171.15/ 18Ii1.60 0.22 8-9 -11791.151 2331.60 0.67 9-10.14071.1S/ 361.60 0.10 10.11 -19671.151 0.72 11-12 -01.601 60(1.15) 0.12 lK CCM'.OUR./ TENS."', CSl U-1<' -7051.151 2031.60 0.54 14-lS -2611.601 13101.15 0.64 15-16 -2671.601 13101.15 0.64 16-11 -2Mil.601 13451.15 1.00 17-18 .]''31.60/ 12281.60 0.29 18-19 -74] 1.601 12221.60 O.H 19-20 -7551.60)/ 12!0{1.6O O.H .. CCf4P'SOUR.~/ TENS.(OUR.) at 2-14 -523~1.601/ 463(1.60) 0.19 J~ti -~:::!:::!~ ~!~:El i~H 11-19 _13481.60/ 7841.60 0.50 11-20 -21231.15/ 971.60 0.90 12-20 -621.15/ 98 1.60 0.03 TB COI4P.!"",!/ TEHS.(OUR.) CSI 4-21 -12721.15/ 0.85 n:~2 -:g~: t:~ ~ b~H:m g:~~ 5~1 ~;7!~601~ T~~7!~51 o~J 21-6 -3921.15/ 1971.60 0.06 6-22 _1551.60/ 1471.150.24 7-22 -2361.15/ 1361.60 0.04 22-8 -3851.60/ 1i19I.IS 0.27 ~ MOSHOFSKY I~~ TRUSS 4445 Northpark Dr. Colo Springs. CO 80907 TRU5P\.US 6,0 ,VER: T6 Truss lID: D~~.1B2 lC '" OFl .. ,,' OFl " 2-5, 8-11 BC 2xl2 OFl " 2xl2 OFl .. IS-18 .., '" OFl STANDARD ,,' OFl .. 1-4-3 TIE BEAM '" OFl STANDARD ATTIC WB ,,' OFl STANDARD ~ W~~e b~~~~~~rde~~~~~1s ah~~i~8~ga~~~g~ ~~~: Plating spec: ANSI(TPI - 1995 Attic roolll load. H psf. plus any added loads indicated. Room LL Ol!f1. is L/360. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER ICBO RESEARCH REPORT 11601. Loaded for IO PSF non-concurrent BCLl. Drainage must be provided to avoid ponding. One row of cross brid'i1ing (X-bracing) may be required at centerllne of room per NOS. PLATING BASED ON GREEN LUMBER VALUES. End verticals designed for axial loads only. Extension5 above or below the truss profile ~~; :~h~r~)qf~~e h~~1~ ~; l~:~s c~~s~~:rb~~~~ -CAP PLIES MUST MATCH TilE BOTTOM TRUSS. ATTACH THE CAP TRUSS WITH A lX6 (FULL LENGTH) ON EACH FACE WITH 8d NAllS AT 6~ O.c. IN EACH CHORD. THE LUMBER USED MUST BE STRESS RATED AND (ENTERED ON EACH CHORD. THIS CONNECTION IS FOR VERTICAL LOADS AND l<I~ OF TRIBUTARY WIND LOADS BASED ON THE 1i; ~lmW~~~kl'l:' ftEiF~ ~t: ~ r~ r~ rN ~ r~ ~Mr~ 1?_A.tl ft-Q.tl 6 7 6 910 -10,00 I -10.00 I + ++ +++++++++++++++++++ Unrestrained horiz. II deflection. 0.]0 in. +++++ +++1"++++ +++++ ++++ A.ttic collar tie requires lateral bracing shown plus bracing at the panel points of the collar tie (unless noted othenwise). or rigid sheathing is required. Left Overhang(5) are not to be removed. OIIERHANG(S) ~Y BE SHORTENED UP TO 3~ AAX.l Left Overhang Soffit loading. 0.0 psf 6-5-8 6-5-8 .5..0-3 11-5-11 1'_9_0 i 1112 . 110,00 34 5 110,00 1,54 6-8 6-8 2.5-4 ". )-5 .,,-- 3,54 "'" 1A.tl-O X "' ,I 0-4-13 r ~12 12-12 $=12-12 $=12-12 6-0-0 15601 156# 1 3-7 1,lqO .1.4-0-0 4-0-0 , ~ 13 14 15 rJio 17 18 #'ill illlYB 6.3-" P~ 16-3-8 P;;f;i; 6-3-12 27-1-12 Truswal Svstem5Plales.are 20lla unles5sh()Wn by "'6"(16 aa,l. "H"C15oa) or.MX"(TWMX 20oa,} POsitlonooper JQint Details ReDOrt __.f!~~~ ~l~~_ ancl_~I!!e ~me plllles are PO$ltione<J as 5~t;Xlv_e, ~tllnga.'QI~_sl~(jplales ICl avnlcl~r:!~p~tt.!_5~~_lJral p~~les Jo(~e\ II l'i!ff!Jl/fl!./MUMGRead all notes on this sheet and give a copy of it to the Erecting Contractor. T~oslll!sogn os for an n:lMclu<lt buikhng component nol truss system ~ hn been bned on "",orl(Al\1OflS povde<l by 1he component manulxture. :andclone"'aca>"'anoe~thecuf'ftlnl..,~nsolTP'andAFPAdesignstandard5 Nomsponsobilnyi5assumedlordi""''''''''nala<:clll'aCy,Oin'ensions i am 10 be .erifoed by 1he rompOnent maroiadurer and/or buildlr'lQ desi(lner pool ID fabtocaloon Tile buildifog desogner must ascertaon 1l'\at me loads iul'lUedOn1hi5deSignmeelOfeoeeed1heload'"llimposedby1helocalbuild"'llcodeandlhell<lnlC\lI3fapQlocat.,nTlledeS'llnass~1f1a1lllelDpchon:l ilslaterall'fbtace<:l by1heroofOflloofsteal~ingand1hebotlomchon:li5lalerallybtil'Cedbyal"Olods""atnongmatl!rialdlmdly.1llached, unlessOlherwlSO! Hnoted BracII'IQ stoown os lor IalerallJ\lPllOrlolmrnponents membef1lonlyto reducebuc~1InQ length, T~is<.:ompo""nt s/'IaNnol be p1at:Pd in II>)' ile"'''''''''''''nllhalw~1 C3USlllhll rnol5lum conlentolmewoodlDUceed 19% andiOfcaouse CO-.:lO. plate CO"""",n Fabfocale, Mndlf'. ioSl;rll Illndbfacelhl$lruss"'alXXln:llnoewllhlllelollowinvSlandIfdS"JointandcuningDela'Reports'a~atl.ableasOulpUlrromln,rswarsoltware, 'ANSlITPI ", WTCA l' _ Wood Tr""s CouncIl 01 A"",rica Standard Des;gn ReSflOr\SIboIiIIOlS, BUILOING COMPONENT SAFETY INFOR.MA liON'. !,(DCSI !.OJ) and 'OCSI SUMMARV SHEETS' byWTC/< and TPI, The Truss Plale In$l~ule lTPljlS located al5-llJ O'OnofroOrM!, Mad,son .4.1)J"".sco"srn5J719 T"" Amellcan ForeSI and Paper Assoc.atlOn(AFPAIIS k>GaIed at "11 191" 511....1, NW, Sle BOO W;tl;"""OIllln DC 200;6 iQiy: 5 This deSlgn based on chord bracing applied per the follOWlng schedule: max.o.c. from to 24.00" 12- 9-0 25- ]-0 is designed using the TC This truss UBC Code. Bldg Enclosed _ Yes, Importance Factor Truss location _ Not End Zone Hurricane/Ocun line'" No . [),:p Category. ( Bldg Lenlth.. 50.00 ft, Bld9 Width - 20.00 ft Mean roo height ~ 13.51 ft, mph . 80 UBC Standard Occupancy, Dead load.. 10.2 psf _n_u__nlOAD CASE 11 DESIGN LOADS un____h______ Oir L.Plf L.Loc R.Plf R.Loc lLfTL TC Vert 64.00 - 1- 0- 0 64.00 0- 0- 0 0.18 TC Vert 64.00 0- 0- 0 64.00 10-10- 4 0.18 TC Vert 84.00 10-10- 4 84.00 11- 3-10 0.60 TCVert 64.00 11- ]-10 64.00 26- 8- 6 0.18 TC Vert 84.00 26- 8- 6 84.00 27- 1-12 0.60 TC Vert 64.00 21- 1-12 64.00 34- 0- 0 0.18 BC Vert 20.00 0- 0- 0 20.00 10-10- 4 0.00 BC Vert 110.00 10-10- 4 110.00 21- 1-12 0.13 BC Vert 20.00 27- 1-12 20.00 34~ 0- 0 0.00 4-9 V 20.00 11- 3-10 20.00 26- 8- 6 0.00 ...Type... lbs X.Loc LLfTL BC Vert U6.2 10-10- 4 0.00 BC Vert U6.2 27- 1-12 0.00 1.00 11~ 0-1 SHIP : Cuse DANNEN wo: Drive_C_dnn2_L00006_J00006 Dsgnr: #LC.. 43 WT: TC Live 25.00 psf DurFacs L-l.15 TC D~~d 1.00 p~f Rep Mbr Brtd BC Live 0.00 osf ~:~ ~~~ ~~~~ BC Dead 10.00 psf D.C.Spacing Design Spec __~l. 00 05 f _",,,- D~:..1: RATIO: I TOTAL 448# P_1.l5 1.15 1.00 1.00 2- 0- 0 UBe L/24Q_TC, V?,i. " trllS:tJ.mlems ~lesHare 20 ga, unless shown bv~18.(18 03,1. "H0116 aa). or "MX"(TWM,ll; 20 aa,~ DOSll,oned oer JOint Details Reoort ___________ lreI _ !esand so ~_Ol:Jlesareposllloned'aSstiowffat1Ove.'Shll'fgableslud-pl~le~toavOidOWlftaDwilh.SIructuralplalesfo(slaOlel """""" , W /!i./RfMUINfGRead all notes on this sheet and give a copy of it to the Erecting Contractor. I Cu", DANNEN ~ T1'II5~5Igf'II$br;ltln;l""'....tIuIIdIrG~nollruQSY*m Ill\ilsbeenbi:sedon~pll7V1Cledl7rlhec:ompone"'~;odu'e' . 'wo: Drive_Cdnn2_l00006_J00006 andllone"~"""IheQ.ne...._"'TPI..-.dWPAdell<lln~ No~.._loId....RSJOnalKQlfXY,OomIIns.cI'" , _ _ arelOlle""~O!lIbyI!leClllllJlOl'lDl'INfV~'_tutling~proIlOl~ Thet:uld"'llde'Slgret_nceru...uutlheload. Dsgnr: 'LC - 43 WT: MOSHOFSKY .ut*ledOnlhslln9nmeelOl'IUceedlhebad"'llmposedby""'~buddingcodeandlhe~appllcallOll Tllelles'IlnnsumeslhOllll'elO(l(tlDfll Te live 25.00 psf DurFac5 l_1.15 1$"'alfotbfKledbyl!leroolorlloorllhe;Jllw"q_II'lll_CNlldlSla!rzllytlr~byaf'llIClsfW!....-.g,"*rUoldnd!yallXl>ell. unlessOlhe_ Bnd note<l. B'XW'IQsI'ownl5lor"'~supporIdeomp::lnllntslTll'!_...onylO""""'I....;Ui''lI...ngtII_ TM~nlSl'l.1.~lleplaoeO...any Te Dead 7.00 psf Rep Mbr ~ TRUSS e""ronme..Imt_~lhe~_"'oI'l'>e_lOe.c:eed'9'llo_=-a>nnl!<.1D<pIaleQ),_ flbr>cale.handle.-.sul BC live 0.00 psf RReepp MMbbrr CTeOnm~ 444S-;iorthpark Dr. andbr:;la!lhr5lruss.,aca>nlane....IlI'IIl'lOl~lW'ICIatd..JoonI_CtlIlJ'lgDP\allR"ports.a...aolabll!asGulll<ll'Illf"ITruswalsoftwarl!. " Cola SprJngs, CO 80907 ....NSLITPll'.WTCAj.-WooclTnmCounololA""'ncalStaN:lwOnVnR~s.'BUIlDlNGCOt.lPONENTSAFETYINFORt.lATION'. BC Dead 10.00 psf D.C. Spacing '(BCSll-oJ)ancl'BCSI SUMMARY SHEETS' t>y WTCA "..'" TPI TI'o! TAISI Pl.alI! InslJI"'" (TPI)15 IocalI!d ;115B3 O'Qr>oI,.. 0'...... t.l3d1$Ol'1 Des i gn Spec TR~SPLUS 6..0 VER: T6.~.:i~'.r.r,!>COns,"5311!1 T"""''''''nr.anFo...SlanclPapl!O'''sSO(;l_IOI'II'''fPAI'Ulcatl!IUI11111'lt~SI"",j.NW.SlI!BOOWW>onQlOn.OC2003'1l ; TOTAL 4?00 psf DEFL RATIO: Job U\!Iame: DANi'.lIEU\!I BRG X-lOC REACT SIZE REQ'D 1 6. 2-12 4052 5. 50~ 1. 79~ 2 H- 9- 4 2980 5.50~ 1.59- BRG REQUIREMENTS shown are based ONLY on the truss material at each bearing HAJ( OEFLECTION (span) : L/999 IN MEM 16-17 (LIVE) L. _0.25R 0- -O.lr T_ _0.42R HAJ( DEFLECTION (CoJnt) : L/408 IN MEM 1]-14 (LIVE) L. _0.18R 0- _O.12w T_ _O.3lR OfTtCAlI'IEI'8Ellfl"lllCE5: TC (IMP. WIt. I T[/6'I""'l m Ol-I 01.15' S61.15 O.OS 1.2 _1501.60 13911.15 O.H 2_1 _1521.6'" 1u.41.15 0.S2 )_4 -21211.1 0.46 4-5 '9181.1 4511""010'46 S-6 -17631.1 25S 1.60 0.12 6.7 -121181.1 21.3 1.60 0.12 7-8 -22241.1 1771.60 0.13 8.11 -16201.1 I 2601.60 0.47 J:~ :}n~ t:f 1,1 1 1.60 gJ~ 11-12 -411.1. 8lC1.lS) 0.08 BC CCM'. DUll. I TENS.OOR. cst 13_14 -940 1.15 I 2<< 1.60 0.16 H-lS -291 1.601 1800 1.15 0.41 15.16 -21111.601 lSOO LIS 0.49 16-17 -211S 1.601 111461.15 0.77 11-18 -913 1.601 117111.15 0.22 14-19 -913 1.601 11791.15 0.24 19-20 -9211.601 11771.15 0.24 lo9 CCM',~OOR.~I TENS.([Ml.) CSt 2-14 -66S~1.60SJ 589(1.60) 0.09 J:~i .5SH LIS 2~~lg:~1 gJi 11-11 -6621''''1 9920.90 0.28 ll:}: :}~:: ~:~ ~J t:gg gJ~ 12-20 -8S LIS U71.60 0,02 n """ I"" II T[/6.([UI..) CSt 4-21 -17391.1il 0.211 n:~2 :~~~ t:gg ~ ~;a:m gj2 S~l ~9!~601~ 21.6 -519 1.U I 6-22 -1811.60/ 7_22 .}241.151 22-1 -4711.60/ ""'!""'l m 16.321.15 0.36 Hl1.60 0.04 7S11.15 0.11 1711.60 0.01 11411..lS 0.19 TC BC WEB TIE BEAM ATTIC WB PLATE VALUES 2.4 DFl '1 2xS Dfl 12 2-5, 8-11 2.120Fl,2 2.4 OFl STANDARD 2.4 Ofl STANDARD b4 OFL STANOAAD PER ICBO RESEAACH REPORT '1607. ..... ........... ...... Nail pntern shown is tor PlF lOoJds only. Concentrated loads "WST be distributed to each ~ly ~~ual~Y. qn IllUlti-ply w~th h:gers, F~~ ~r~a:h:nlll~npl~~t~s;h:d~1~i~~~Y fast:~: ers as indiutt!d trOll the boJck plys, or use I.ny othl'r .lIllllrOvf'd dl'tail (by others). .. ... ...... ........... 2-~~;! ~~~12w/ig~ ~~s_s~oJgY~~:~(~ooT7~~) left Overhang(!>) are not to be removed. OVERHAHG(S) MAY BE SHORTENED UP TO 3" MAX. 1 left Overhang Soffit 10oJding. 0.0 p!>f 6-5-8 6-5-8 5.0-3 11-5-11 1?-Cl..~ 2 ~, 2.Pl Y5 REQUIRED 110.00 34 '5 110,00 11.1-5 10-10 x 0-4-13 7/C",U t 3-.2 5=12-12 6_0_0 J 2'5# 'pqD '3 6.3_12 6-3-12 '4 fiL!l;;s-ID: DNN-1B3 ~ WS~e b~:~~~~r~e~~~~~1s oJ~o~~8~oOi~~o~ ~:~: Plating spec: AH5IfTPI - 1995 Attic roOll load E 4S pst, plus any added loads indicued. Room Ll Defl. is l/360. THIS DESIGN IS TilE COMPOSITE RESULT OF HUl TIPLE lOAD CASES. Loadl'd for 10 PSF non-concurrent BCLL. Drainagelllust be provided to avoid ponding. Onl' row of er055 brid9ino (X-bndng) lIlay be required oJt centerhne of roOll per NOS. Attic colbr ti" requires bter,l bradng ~~~o~~~~ ~i:c~~~l:~S t~:t~:n:~h~~~~:) ~f Pl~T I;i, 9~~s~ge~h~~E~ s l~~3E~ r~~lUES. End verticals designed tor uioJl 100Jds only. Extension!> above or below the tru!iS profile (if any) require additional consideration (by others) forhoriz. lOoJdsonthebldO. ~o F:I FO F FN~ ~"r~ do , - ,~ , ~ <9 ,~ ~ 'i; . ~ M ' 1?I:....n 6 ~_Q.t\ '8 910 -'"'001 1112. .10,001 7 1,504 6.8 2.5-4 6-8 3.5-4 "j~t>~1" ~ltl .. ~ 1 ~ 10-10 6-6 5=12-12 215# J 3-7 .14-0-0 4_0.0 ~~~B r M 1~ ~ 15~ p~ 17 18 16-3-8 27-1-12 Qty: :2 This truss is designed using the UBC Code. Bldg Enclosed.. Yes. IlIIporunce Factor . 1.00 Truss location. Hot End 20ne Hurricane/Ocean line t No j Exp CoJtegory . C Bldg len7th = 50.00 tt. B dO Width. 20.00 ft t::~nS~:~da~~i~~u~oJn:::56e~~'L:~~ .- 10~~ pst u._______lOAD CASE '1 DESIGN LOADS uu____n____d Oir l.Plf l.Loc R.Plf R.loc LLfTl TC Vert 88.00 - 1- 0- 0 88.00 0- 0- 0 0.78 TC Vert 88.00 0- 0- 0 88.00 10-10- 4 0.78 TC Vert 115.50 10-10. 4 115.50 11- ].10 0.60 TC Vert 88.00 11- )-10 88.00 26~ 8- 6 0.78 TC Vert U5.S0 26- 8- 6 115.S0 27- 1-12 0.60 TC Vert 88.00 27- 1-12 88.00)4- 0- 0 0.78 BC Vert 27.50 0- 0- 0 27.50 10-1O~ 4 0.00 BC Vert H1.lS 10-10- 4 151.25 27. 1-12 0.71 BC Vert 27.50 27- 1.12 27.50 34.0- 0 0.00 4-9 V 27.50 11- 3-10 27.50 26- 8- 6 0.00' ... Type... lbs X.Loc LL{TL BC Vert 214.8 10-10- 4 0.00 BC Vert 214.8 27- 1-12 0.00 -cAP PLIES MUST MATCH TilE 80TT~ TRUSS. W.t% TI\\ t{CH T!~1 ~Il" td'AX,E!U~t '" O.c. IN EACH CHORD. TilE LUMBER USED MUST BE STRESS RATEO ANO CEtrrERED ON EACH CIIORD. THIS CONNECTION IS FOR VERTICAL lOADS ANO 24R OF TRIBUTARY WINO LOADS 8ASED ON THE SPECIFICATION') NOTEO. LATERALLY BRACE THE FLAT TOP CHORD AT 24~ O.c. U.N.O. PER TPI. 1'-0-1 SHIP 446' P_l.lS 1.15 ' 1.00 1.00 2- 9- 0 UBC L1240 TC: ~24 .' 'Job lMalms: IDANNIE"'- BRG X-lOC REACT SIZE REQ'O 1 6- 2-12 14030 S. 50~ 4.61N Z 33- 9-" 6133 5.50R 2.zr !mG REQUIREMEHTS shown ~re based ONLY on the truss lIIaterial Oit e.uh beadn; MAX DEFLECTION (sp.n) : L/997 IN "'EM 17.18 (LIVE) l. _Q.]]W D- _O.2]M T. -0.S6- MAX DEFLECTION (cant) : l!Z68 IN "'EM 1]-14 (lM) L.. -0.28- ()z -0.19- T. _0.47- CllfTlCAlME/efRFOllUS: a..~(l ([JIpo~~s~~ TE~~e ~5 o~J 1-2 I J1U l.B 0.67 2-J I SUl1.U 0.95 3_4 -'''811.1 I 4"1.60 0.76 4-5 -19241.1 I 99(;1.60 0.76 5-6 -3644 1.1/ S861.6O 0.17 6-7 -49381.1 I HS 1.60 0.17 7-1 -478-Cl.l I 2131.60 O.1.lI 8-9 -Hll1.l I 4291.60 0.73 9-10 -.UU1.1 I ~1.60 0.17 10-11 -5(iI51.1 I 0.79 11.12 .9ll.U)! 179(1.U) 0.12 1l~4 ~i ~~ ~ m.~6~~60~ o~~ 14-15 -4oall.U I 0.56 is-16 -7H 1.60 I 381611'1510'" 16-11 -7]11.60 I 3816 1.B '0.13 17-1.lI -7111.60 I 39281.15 0.93 11-19 -111101.60 I 15611.15 0.25 19-20 -lll()qt.60j 15611.U 0.30 20-U -18341.60)1 25711.15 0.30 ... CCHP.(DUR.)/ n"'S.(DUR.) CSI 2-14 / SnS(1.n) 0.71 t~~ -i~mH:m~ &:U )-17 1 6OB!""'10.S9 10-11 / 19890.90 0.37 11-11 -15531LO011 19270.90 0.36 11-20 -]]90 1.60 / 2309 l.U 0.)4 11-21 .63281.15/ 0.30 12-21 -184 l.lS 1 161(1.60) 0.03 " """1""11 Tf,..S.(OUIl:.) CSI 4-11 -36711.15/ 0.39 H=i3 =~m U& ~ JHH:m 8::2 l~jl ~&lr:~l~ T~~tlrM18~i 6-H -2801.601 17611.lS 0.16 1-H -610 l.lSl 3411.60 0.04 1]-' -9911.60/ 111<191.15 0.21 TrLllss no: ONN-IEl41 Te '" DFl 11 '" DFl #2 2-5.8-11 ,e 21112DFL #2 211120FL 11 16-19 lit, '" DFl STANDARD , 2x6 DFl #2 }5-] ,., DFl COHSTR 17-] TIE BEAM ,., DFl STAHDARO ATTIC W8 ,., DFl STANDARD Platinq spec: AN5I/TPI - 1995 At~~~d~0~d1~:~ed. :~o:s[i. ~~~. a~~ (~~~g. THIS OESIGH IS THE COMPOSITE RESULT OF MULTIPlE LCWl CASES. PLATE VALUES PER I(BO RESEARCH REPORT 11607. loaded for 10 PSF non-concurrent BClL. .. ........... ......... Unrestrained horiz. LL deflection. 0.31 in. . ...... ............... Orainaqe IllUst be provided to avoid ponding. One row of cross brid9ing (X-bracing) may be required u centerl1ne of roOCll pl!r NOS. Attic collir til! requirl!S latl!ral bracing shown plus bradn; at the panel points of the coll.ilr tie ~unll!ss not~ othef"llrlise). Pl~h~g~~~~e~nGR~E~ sl~:3~~ r~~UES. End verticals designed forallial10ads only. htensions above or below the truss profile (if any) nqu;re additional consideruion (by others) for horiz. loads on the bldg. 1.5-4 T 3-8.13 1 CUv: 3 UPLIFT REACTIOH{S) : Support 1 .2]94 lb Support 2 -987 lb This truss is designed using the UB( Code. Bldg Enclosed. Yes, llIlportanCl! Factor . 1.00 Truss Location. Not End 20ne HurricaneJOcean line. No Ellp Category. C Bldg Length. 50.00 ft, Sidg Width. 20.00 ft Mean roof hei~t. 13.51 ft, IIIph . 80 ~~:.~~~~~~[~ rn~nir'D~i~Lf~ _~~:~_~~:_______ Oil' l.Plt l.Loc R.Plf R.Loc LL/TL TC Wrt. 184.00 - 1- O. 0 184.00 0- 0- 0 0.78 TC Vert 264.00 O. O. 0 264.00 10.10- 4 0.72 Te Vert .ii!4l.S0 10.10. 4 241.S0 11- 3-10 0.60 TC Vert 184.00 11- ]-10 184.00 26. 8. 6 0.78 TC Vert 241.50 26- 8- 6 241.50 27. 1.12 0.60 TC Vert 184.00 27. 1.12 184.00 34.0- 0 0.78 BC Vert 316.25 0- 0- 0 316.25 10-10. 4 0.49 B( Vert 316.25 10-10. 4 316.2S 27- 1-12 0.7] B( Vert 57.S0 27- 1-12 57.S0 34- 0- 0 0.00 4-9 V 57.S0 11- 3.10 57.50 26- 8- 6 0.00 .. .Type... lbs X.loc lL/Tl BC Vert 1689.0 5. O. 0 0.60 BC Vert ....9.2 10.10. 4 0.00 BC Vert ....9.2 27- 1.12 0.00 -CAP PLIES MUST MATCH THE BOTT(JII TRUSS. ATTACH THE CAP TRUSS WITH A 1X6 (FUll LENGTH) ON EACH FACE WITH 8d NAILS AT 6" O.c. IN EACH (HQRD. THE LUMBER USED MUST BE STRESS RATED AHO (ENTERED ON EACH CHORD. THIS CONNECTION IS FDI'. VERTICAL LOADS AND Z4n OF TRIBUTARY WINO LOADS BASED ON THE SPECIFICATIONS HOTEO. LATERAllY BRACE THE FLAT TOP CHORD AT 24n O.c. U.N.O. PER TPI. 11.0-1 SHIP Tru~Wl;l1 ~VSlems Plales.are 20 00, unless shown by "18'(18 Ga,l. "H"1l6R'J or "MX"CTWMX 20 Q(l,j PD5,llionod pcr Joinl DetailS Reoorl Clrc OO__C! ales _and false lrame Of.:Iles are posr!lonecras showrratXIve_ 'Shl !l ble stud Olales 10 avOid overtao wllh'slruClural olales (o(slaolel r!if ARINi!NGRead all noles on Ihis sheel and give a copy of 1110 Ihe Erecllng Conlraclor. ~ ,Thrsdlllogn..lo,anin:llvidualbuildongOOlnJlOllenlnollfUS&svscem hhas_nbaMd""$PIlCllical",MIl'O_bylhlcomponenl"'-"'Ktute, landdanelflacmtllanQII""""lhe(:Ul'lWfll"'8f'lCl'tlolTPla.......FP...desognstandarllSNornpol\Sltlolity...ssumedfordme...IONlI~acy.DIInIlIlSlO... - -', _lObe ",tlI'led bylheCOlTllllJ<lenl .ndIOrbolldlno06lgne'pnoIlOf~ionTl'lIllluoldl"lldl!sogne'musllsce"IIfl,..1hllllladl urlllledon1lliIdll!sognmeetO<II!'CNdll'lll!loadingimI"'>5edOyl""lociIltlutIlforogl;OdeandlllepamcuQr~lOn TheOKignauumellllal1hlllCpCIlOrd MOSIIOFSKY li:sl3re'alfyOraCJ.!(lOyll'lll!roofO'lboflhllathingandllll!bollomchofljlSlaleralyb.-aeedb'llnoidlhll.;lhing....r~ldlfll!dlo,o..ld'oed. unlII!u_..._ II'IOled,O'XltlQSl'lO\II'nlSlorl3re'a1,_nofOOmJWl.....nls""'mbe'sonl\rlol'llldtJCeDudllinglengtrl,Tl'aOOmoone<ll&r\l.nolbeplaa.dinanv ~ TRUSS :enn'O......,.,..*..<:a<.-lhe~~or'''''_lOelceed'9%andIOfcauseoornedOolllatecorrosion F~.l\anl'lI!l.I~ 4445 Northpdrk Dr Indb.-xelhrslrVSlllfllCal<'l:lanar*ill'l1hllIolltM"'lIWl'llllrdS 'Jo"'aI'lllCuIl"'llOe~ReP')rtS'....aoL:ltllenOUlpurrromTJUSWar~"e. Cola SprJngs, CO 80907 !....NSilTP' I'. WTCA.l'-WoodTn.aCtlvncilof~"",ncaStandanlOesognReSp:)nS.itlilIhll!S. 'OUlLOlNGCOWPQNENT SAFETY INF~M"'TION'. 'IBCSII.(IJI_'BCSl SUl.IMARY SHEETS'tI)'WTCA _ TPI Tho! lruss PI;ne lnslltull!(TPI}lIloc:a111!<l iii ~ D'Ono/OOOnve.l.I.IlllSOn. ___~~_US~LUS ,~_~OI__~ER..:. _T6. 4" 1}visc:onsJn~J1'9 The...~FO<1!SIandPIPl"...osooaI"""...FP...)OSlOcatl!dilllll 191hSlreet.NW.SIeIOO.WiI/IIngton,OC20036 ..... ..... ... ...... Nail pattern shOllm is for PLF loads only. Concentrated loads MUST be distributed to each ~ly ~qual~y. Qn IIlUlti-ply .~th hangers. use] n.alls 1II1n. 1nto the u.rrY1ng member. For IIIOre than 2 ply, use additional fasten- ers as lndicated fro. the back plys. Or use .any other approved detail (by othE!rs). .... .................. ].~~~! ~~~\./ig~ ~s_s~agy~p~~(mT~~~) N.ail in layers or frOlll each face. Left OverhanQ(S) are not to be removed. OVERHAHG(S) MAY BE SHORTENED UP TO ]~ IWe.! left Overhang Soffit loading _ 0.0 psf ~ 3-PLY5 REQUIRED 6-5-8 6-5-8 ll:~ ~~ ~:1 ~ ~~ En~:; . r~ r~ r~ r r~ rMr;1; 5-0-3 11-5-11 1?Q.n 1?"R.n A.Q.n 1 i 34 '5 6 7 '6 910 1112 I"1QO() 110.00 -10.001 .10.001 1,5-4 6.8 2,5-4 6-8 11 -)-5 ,> 3,5-4 2,5-8 , fWl.n x (M.13 7-8 ~~' ~12 6-().<l 1689# 449#J 3-7 III.. 4-12 12-12 5=12-12 , ~ S=12-12J 449# 6.1Od 1PJi' ~..n..n 4-0.0 ~ tt~B r Ml:'~ 13 5-0-0 5-0-0 ,. 14~ 16 dl7e r.' tf- ~ t:b r ~ 16-3.8 27.1-12 18 19 Cust: OANNEN WQ; Drive_C-dnn2_L00006_J00006 Osgnr: #LC. 43 \tIT: Te Live 25.00 psf DUI'Facs L-l.15 TC Dead 7.00 psf Rep Mbr Bnd BC Live 0.00 psf Rep Mbl' Comp Rep Mbr Tens I BC Dead 10.00 psf O.C.Spac;ng Design Spec TOTAL 42.00 psf OEFl RATIO: 445' P-1.I5 LIS 1.00 1.00 5- 9- 0 UBC l!740 T(;",l-L~ " Job ~alme: IDiA~NIEN 2..." OFl II 2x8 Ofl 55 2x12 OFL 12 2x12 OFL II 2x4 OFL STANDARD 2x4 OfL CONSTR TIE BEAM 2x4 OFL STANDARO ATTIC we 2x4 OFL STANDARD lumber shear allowables are per NOS. t..........+++++ +++ ++ ++ ++.... Nail pattern shown is for PlF loads only. Concentrated loads MUST be distributed to each ~'Y equally. On lIlulti-ply with hangers, use] "Oiils lIIin. into the carrying member. For IIOOrl!! than 2 ply, use additional fasten- ers as indicated frOlll the back plys, or use any other approved deu; 1 (by others). ;-PL;!+N~il :/iOd (~: ;t;g;e;ed(;e; ~OS) in: TC-] Be." WEBS- 2 "PER FOOT!" Nail in 1.yers .u eilch ply is attached. lIr thru.bolts lor Si-.pson 50s or USP WS6] (1/"-)'" . wood screws at 248 o.C IllaX. IllUst be ;"sulled in addition to nailing (only in chords .ith tie-in trusses or franling.) BRC X-LOC REACT SIZE REQ'D 1 0- 2-12 11741 5.50n ].Hn 2 ]]- 9- 4 829] 5.50n 2.21n BC BRC REQUIREMENTS shown ,are bued OHL Y on the tru'i'im,ateri,al ne,achbe,arino MAX DEFLECTIOH (sp,an) : L/nl IN MEM 16-17 (LIVE) L.. -0.5r 0.. -0.35" T. .0.88ft cp.rrlCAL"'EJolllEA~CES: TC CCMP.llUA / TEN5.(llUR.) CSI 1-2 _IH6<; 1.1 / 0.15 2-3 -16<;221.1 / O.ati 3-4 -67641.1/ 0.711 4-5 -19'i151.1 / 4OO!,,"01 ',", S-6 _47961.1/ 2621.60 0.14 6-7 -2615 1.1 1 IBII1.60 0.11 7-8 _l47E 1.1 1 1164 I.EO 0.13 1-9 -5621.11 1&271.60 0.11 9-10 _77671.1 1 0.80 10-11 -91g21.1 1 0.15 11-12 --171 1.1 / 166(1.60) 0.10 8C CCM'.(llUlt.)1 TEI6.'D.IIl. CSI 13-14 1 116H 1.15 0.45 14-1$ 1 121011.15 0.66 15.16 1 77661.15 0.56 16-17 1 77661.15 0.40 17-1& 1 771171.15 0.9) 111-19 -2151!"Mj' 27CM! 1.6C' 0.11 19-20 -21511.601 27CM! 1.6C' 0.99 20-21 -22311.601 264S1.6C'0.99 ~~i l~rul~ ::il~!L~' g~ )-17 -1200~1.60 1 2607 0.90 0.17 10-111 1 19510.90 0.21 11-111 / 100111.15 0.61 11-20 -1l011~1. 15~1 - 0.11 li=n -~m~L Hs~ ligUUg~ g:~g " """1""jl TElrIs.(OlIR.) CSI 4-22 -1I781.l51 0.21 22-23 -)S13 1.00/ 0.29 2)-9 -gin 1.15 / 0.41 5~2 ~1O~~60~~ TErs4!~S! o~~ 22-6 1 10l161.60 0.09 6-23 -321111.1Sjl 2171.60 0.11 7-23 .ns 1.151 )421.60 O.OJ 2J-I -1191.60 1 45101.1.5 O.SO Te 2-5.8-11 16-19 WEB 15-].18.11 S_5-8 6-5-8 5-0-3 11-5-11 1'J_Cl_n i ~, 4.PlYS 1 REQUIRED 110.00 34 'S 11000 505 11<)-5 ~-A~ 4'5~ _ _J III' ~ 3-12 3-7 12-12 5=12-12 50S_] 1689# 1 449# 1 1,lq1l . 0-4-13 -CAP PLIES MUST MATCH THE BOTTCM TRUSS. ATIACH THE CAP TRUSS WITH A 1)(6 (FULL LENGTH) ON EACH FACE WITH 8d HAILS AT 6ft 0.(, IN EACH CHORD. THE LUMBER USED MUST BE STRESS RATED AND CENTERED ON EACH CHOfl.O. THIS CONNECTION IS FOR VERTICAL LOADS AHD 24" OF TRIBUTARY WINO LOADS BASED ON THE SPECIFICATIONS NOTED. LATERALLY BRACE THE FLAT TOP CHORD AT 24" 0.(, U.N.O. PER TPI. 13 5-<>'" 5-0'" 14~ 17..1 fcO 15 .07;! p~ 1~..f3-0 11.0.0 8 7 B 910 1112 -10,001 .10.001 1,5-4 2,5-4 .-8 3,5-4 505 LL L. 2,5-4 J.8 12-12 8...{ .12 11-()..1 ~'5-4 SHIP 18-0-0 3}13 . 1 12-12 n 8.8 8=12-12 44901 3.7 Truss ICl: D~~-~5 Phting spec: AHSI/TPI - 1995 At1~id~0~dl~:~ed. :~o:srl ~H ,a~r t~~6g. THIS DESI(,H IS TKE CQIlPOSITE RESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER I(BO RESEARCH REPORT 11607. lo.aded for 10 PSF non-concurrent BCll. ... ................. ++"++++.' Unrestrained horiz. Ll deflection.. 0.39 in. . ++++++++...+++++++++...... Dr,ainage must be provided to ,avoid ponding. One row of cross bridging (X-bncino) lIIay be required at centl!rl1ne of roOlll per NOS. Attic colhr tie requires htenl bracin9 ~~~o~~~~ ~i:c~~~l:;S t~:t::n:~h~~~~:) ~f PL:~I1~~!I~S~~e~h~~E~ s L~:aE~r~~lUES. End vertiu.h designed for .ui,al lo,ads only. Extensions above or below the truss profile (if ,any) require additional consideration (by others) for horiz. lo;ads on the bldq. ~Q F9 FO F FN~ ~"'~9 d> :: ,~ ~'<9 9 ,~ ~,~ ,~ ;;;'~ 8-8 :l4..n..n 4-0-0 ~ tf~8 rMt~ Ow: I:l 18 19 1f>-3-8 27.'-12 UPLIn REACTION(S) : Support 1 .2003 lb Support 2 -1415 lb This truss 15 dnigned using the UBe Code. Bldg Enclosed.. Yes, Importance F,actor .. 1.00 Truss Location _ Not End Zone Hurric,ane/Ocun Line.. No j Ellp Category. C Bldg Length. 50.00 ft, B dg width - 20.00 ft Mean roof hei~t. 13.S1 ft, mph.. 80 ~~:_~~~~~~[;k ~En~i'D~~&Lf~s _~~:~.~~!un__. Oir loPlf loLoc R.Plf R.Loc LL/TL TC Vert 241. 50 - 1- O. 0 241. SO 0- O. 0 0.09 Te Vert 264.00 O. O. 0 264.00 10-10- 4 0.72 Te Ve:rt 241.50 10-10- 4 241.50 11- 3-10 0.60 TC Vert 184.00 11- ]-10 184.00 26- 8- 6 0.78 TC Vert 241.50 26- 8- 6 241.50 27. 1.12 0.60 TC Vert 184.00 27- 1.12 184.00 34- 0- 0 0.78 BC Vert 316.ZS 0.0- 0 316.25 10-10. 4 0.49 BC Vert 316.25 10-10- 4 316.25 27- 1.12 0.73 BC Ve:rt S7.50 27- 1-12 S7.S0 ]4- 0- 0 0.00 4-9 V 57.50 11. ]-10 57.50 26.8- 6 0.00 ...Type... lbs X.loc LL/TL TC Vert 172. S . 1- O. 0 1.00 BC Ve:rt 1689.0 5- 0- 0 0.60 Be Vert 449.2 10-10- 4 0.00 BC Vert 449.2 27- 1-12 0.00 To transfer the point load to each ply equally, install an adequate face mount hanger wi th ]" mi n. 10n9 nails per hanger specs. In addltion. install Simpson 50S \4" )( 6" screws (or equivalentJ from the non load face as specified. Allow a ].5 sq. in/screw and distribute them within 12" of the hanger perimeter. 00 not install the screws closer than 1" from the chord edges. OR Use an adequate through bolted hanger (designed by others). l5lta~8IDf~~~Wl~;I~~Ga%~ODiSle~~ri~,~~~a"i~~~Jo~~~~iR~b?:; ~';t~.bTrt~~l~-2d)b~~~W~l:1,~~{~~%P~~~~ ~Oen~Plel W /!MR.INJUIMGRead all notes on this sheet and give a copy of it to the E'.~U~ri Con;'~clo'. I.C~~" DANNEN ~/1 Thrsde~nisfOl~nlMj~buiIdlngCClfftllOll8nlnot\fVS$5yStem ~has_nbasedon~0an5prt1vdedbyIheCO"'llO~.....uK!<Q' :WO: Orive_Cdnn2_L00006_J00006 . N _olOne,"aa:ordl_wChhlUTll"_oITPlaro:lAFPA~nSliK1dW5 No~I5_l,Itredlord_fl5lll/\alaccur.:y, o.rr.tll5lOnl ' ~"be""'rftdllytnllCllfTlllO"e"marUlauf'Ull'ldlOrlluddono~nefpnortif&brQIion thelluddonodnlgnermustasc:ertMllhaltnlllo:adl !Dsgnr: IILC.. 32 WT: UIllileclonlhr5de5lgnmee1orlll'ceedlhlllo:ad"",mposedllytnllloQtbuddonocodentnllparueu\af~ Tne~_lhoIItnlIlOPd'oflI TC Live 25.00 pst DurFacs L=!.15 MOSI10FSKY 1S~~br~by1lW!mdorIklOlSheall'W1g...,tnlIlIoIlOnld'O<d",*ralybr"'bylrlQidShe~~~ifbeNld. .....1$0\l'lIsN01lIe noled,.e'aong~i$lorlalf"lUOI)OfI(Jcornponl!fII!lmemtletSon/'flOreoMlIlbud<llnQlenglII T/'Qcor:lClOf'Ieft~ncltleI)lac2clI'lMrt TC Dead 7.00 psf Rep Mbr Bnd l~~ TRUSS e_n1tN1"'a...lhe_<>>*"oflheWOOdlOe.t:e'ecllll'1lo..:l/of~connedor~1;:OfTUS>DII FalJnCale.handle.1ftWll BC Live 0.00 pst ::pP ~bb~ ~o.~ps 4445 Northpark Dr_ ;_brXle1l'o51fUU,I'l<1CllOfll__hlolowll'lQstanl:lW$ ..k>onI_CuttongOelalR.portI....__asOUCpulfromT'_~so1'lw_. Colo SprTngs, CO 80907 'ANSVTP'I'.WTCA1'.WoodTIWSCOlA:iIoIAmetaStaro:lan:lOesign"_~,. .~. . 1!U1lDING COlolPOHENT SAFETY INFORMATION". BC Dead 10.00 psf O.C.Spacin9 ~BCS11.{l3)and"8CSISUMIAARYSHEETS'byWTCAandTPI ThetrussPl3leltlstltule(TPllrs~;I1~30'C/r'10f"oDrr.e Madison Design Spec TR"SP~"S E." VER -64 . ~u ,,", : I .. rscons.IR~3719 TneArne"c:~F~$l~f'ldPaPl!,Anoo.alo:'lnIAFPA)..IOc:aIed;l1\l"'91~SIn!t"t.totw.SleftOO.W,,".h1nll:on:oc200j6 irTOTAl 4;J.00 psf DEFL RATIO: 4~8' P_1.15 l.H 1.00 1.00 5- 9- 0 UBC L/240 'le: l1i4_ .' '----.-- Job i\!ame: DANNlEi'II BRC x-UlC REACT SIZE REQ'O 1 0- 2-12 2754 5.50" 2 .94~ 2 37- 9- 4 3253 5.50" 3.09" BRC REQUIREMENTS shown are based ONLY BC on the truss material at eac:h bearing MAX DEFLECTION (span) : L/972 IH MEM 16-17 (LIVE) L.. -0.46~ D- -0.32" Too -0. 78~ MAX DEFLECTION (unt) : t:48~.~~~MEM[).200~tO!L~) 0.26~ ClItTtCAlH9tlU~CES: IC CCMP.!td:.1 TENS.(M.) CSt 1-2 -38U LIS 1 0.7S 2-3 -38711.1SI 0.13 l-4 _212I1.H 1 0.69 4-~ -449 ',.lS 1 760!LOOj 0.4' 5-6 -61Jfi 1.U 1 5441.60 0.22 6-1 -61Jfi I.lS I 5441.60 0.22 1-15 -267 1.lS 1 1281.60 0.915 8-9 -21~8 I.lS I 0.91 '-10 -39011.lS 1 0.69 10-11 -25951.lSl 0.31 U:li -~ ~:~~ ~ 7gH:tl~ g:~; BC CCMP.\"'jl TENS. td:. CSt 13-14 -3201.601 lOll I.lS 0.73 14-15 -3021.601 lO2)1.lS 0.73 15-16 -3021.60 1 302) I.H 0.37 16-11 1 29161.15 0.78 11-1.8 '286!"OOjl 29321.lS 0.36 11-19 -2161.601 29321.15 0.115 19-20 -l1l11.lSl 1011.60 0.61 20.21 -61131.151 494 1.60 O.H 2~4 ??:i~~60~~ T~5 ~60 o~~ 2-16 -1200h.60~1 1352 1.60 0.14 3.16 I 14051.00 0.11 9-17 I 11990.90 0.63 ~:t~ -im!t:~l~ 66J t:M g:~ 11-19 -1111.601 213t 1.H 0.12 11-20 -22110 I.H 1 ISO 1.60 0.21 " ""'" !"jl TEM5.(llUIl.) CSt 4.22 -29161.151 0.99 22-8 -}092 I.H 1 1.00 2l~2 ~ifL~~~ TEiWrM~ g1i 22+1 -471fl.60~1 1065fl.H~ 0.47 10-1)-10 6-8 1.5-4 25-:~ f'~ ~~~ ~;/"~, ,~T 4.12 12-12 12-12 S::12-12 S=12-12 2.4 Oft II 2.8 OFl S5 2x8 OFl II 2d20fl 12 2.12DFl S5 2.4 OFl SIM'OARD 2.4 OFl CONSTR TIE BE.N4 2.4 OFL STANDARD ATTIC W8 2x4 OFl STANDARD Luntler shear alllnlfablu are per NOS. . Orain.aqe IIlUst be providt>d to avoid pondinq. One row of cross bridging ~X-brac:inq) may be pJ;~~ r8~S~~ ~n~=~~~ nrU~BE;o~:L~~S. NOS. Aioht Overhang('!;) are not to bt> rt>lllOved. OVERHANG(S) MAY BE SItORTENED UP TO r MAX.! Right Ovnh.ang Soffit loading.. 0.0 psf TC 2-' 7-10 If'rI.llSS ~IO: lOiI!i'II-C1 ~ W~~e b~~;~~~r~e~~~~~1s ah~~~t8~ga~~~gl ~~~): Plating spt>c ; ANSI(TPI - 1995 Attic room load.. H psf. plus any c1dded loads indic:att>d. Room Ll Defl. is Lj]60. THIS DESIGN IS THE COMPOSITE RESULT OF MULTIPLE lOAD CASES. PLATE VAlUES PER ICBO RESEARCH REPORT 11607. Loaded for 10 PSF non. concurrent BCLL. +++++++++++ +++++ + + +.. + Unrestrained horiz. II deflection.. 0.31 in. + ++++++++++ ++ .+++ + +. + + Attic collar tit> rt>quires latt>ral braeinq shown plus bracing at tht> pant>l points of the collar tie fun less nott>d other<rtise), -e:~ ~~y~~ Mns~t~T~H iTHEe3o~~.TRUSS. ATIACH THE CAP TRUSS WITH A lX6 (FULL LENGTH) ON EACH FACE WITH 8d NAILS AT 6" O.c. IN EACH CHOIl.D. THE LUMBER USED MUST BE STRESS RATED AND CEHTERED ON EACH CHORD. THIS CONHECTION IS FOR VERTICAL LOADS AND 24~ OF TRIBUTARY WIND LOADS BASED ON THE SPECIFICATIONS P<<>TED. LATERALLY BRACE THE ~ r TOP ~l;~r,:'c. U,N,O, PER fL. r r r T 33-4-1 r 44.{)-0 9....4.1 10...._1~ 7 8 9 .10....1 .9,00 I -4,00 I 10-t):0 6 6-8 4-6 =- QtV: ~ This design based on chord bracing appl;t>d per the following sc:ht>dult>: maxo,c:. from to TC 24.00~ 14. 0- 0 24- 0- 0 UPLIfT REACTION(S) : Support 2 -51 lb This truss is desiqned using tht> UBC Code. Bldg Enclosed _ Yes, Importance Factor - 1.00 Truu Location.. Not End Zone Hurricane/Ocean Line.. No I Exp Category" ( Bldg Length.. 50.00 ft, B dg Width.. 20.00 ft Mean roof neight _ 13.44 ft, mph .. 80 ~~~ _~~~~~~[g...gtm~n~r' D~~~ L~ot,S _~~: ~- ~~: - - ----- Oir L.p1f loloc R.Plf A.loc LL/Tl TC Vert 84.00 1- 0- 0 84.00 0- O. 0 0.19 TC Vert 64.00 0- O. 0 64.00 10-10. 4 0.78 TC Vert 84.00 10-10. 4 84.00 12- 6- 6 0.60 TC Vert 64.00 1Z- 6- 6 64.00 25- 5-10 0.78 Te Vert 84.00 25- 5.10 84.00 27- 1-12 0.60 TC Vert 64.00 27- 1-12 64.00 44- 0- 0 0.78 TC Vert 64.00 44- O. 0 64.00 45- 0- 0 0.78 8e Vert 20.00 0- 0- 0 20.00 10-10- 4 0.00 Be Vert 110.00 10-10- 4 110.00 27. 1-12 0.73 BC Vert 20.00 27. 1-12 20.00 44- 0- 0 0.00 4-8 V 20.00 12- 6- 6 20.00 25. 5-10 0.00 ...Type... lbs X.Loc: ll/Tl Te Vert 60.0 . 1- 0- 0 1.00 BC Vert 138.3 10-10. 4 0.00 BC Vert. 138.3 27- 1-12 0.00 15-18 WEB 19.11 ....Jr.,. 2", 3~6 16_0.0 '2 11 J.6 SHIP 5-7 5-7 -........ % 0-3-15 6_0..0 6-0-0 4.10-4 10.10-4 14_0.0 i- ~~~ 138#1 .4.4_0_0 ~ ~..o_921 rQw4.{)-0 1,l4O Trusw~l Svslems Plales.arc 20 a3 unless sh,own by'18'(18 aa 1. "Wile CIa,}, 01 "MX"(TWMX 2{) ~ ) DOSlllOned per Joint p,etalls Report ClrcleClIJI<lles and false If<lme D~lcs arc ~Slltone<f as showrf atXlve. 'Shin oable stud blales \0 avOId olleriao With struclura olates fo(slaolel I WAfRNHIN1~Read all n~tes on this sheet and give a copy of It-t~ih'; Erecting Contractor! Cu", DANNEN ~ ThiI dnlgn 11/01 an ondMdualbudd"'O<:ompOf'I8nl rollluUsyseem, .__bnedonspeol'ationspltlvicllldbylNrcornpone"~K!lJfer !WO: Drive_C_dnn2_l00006_J00006 "'~lntoXOlClanee"""lN!WlfefllW!rsonsclTPI..-.cl"'FP"'deSlgn$Ul'l:lal1l1 ~~lIasumedb_IlSO)ftIlKCulilCy. OIIT1eR$.c;l"" I .-elOllll'l8~bylhecomP')f1efllnq"""Xlufe'..-d/OfbuddingdeSIQne.pro.lOf,*Ql_ Thebudd"'OdeSlgne<muslasc:enaon_lI'oewm Dsgnr: file. 43 Wi: uClllledlllllhiadesignlt'ftl"'e'~lN!~"'lIomp:>Sedbyll'e~buddX1ll(Zll)e_II'oe~~ T""deSlll"__1he1OP1;honl Te live 25.00 psf DurFac:s L_1.15 MOSHOFSKY .gre...,bliQl(Ibyll'lemofDl"""'$I'OII........_lI'o!boIIomd'lOf'lllS....alyblx:edbyl"lldshl!atqm3lefJaldQdly~. unlessott>enottSe 1'OIeO. 8IDIgshlwnII 101 """'31wplD'lclClln'lp)l1emlf"ell'lben;""""IlllllducebuckllnOlenglh This~"shIlIl'OIbe~"i1ny TC Dead 7.00 psf Rep Mbr Bnd ~ TRUSS ef1VllOl'llMnlltI3I....causeltoemMItJ...contf!..ol1he-oodlOe.oeeGI9'lloancl/ol'cause~pIate(::OlloWnF~,/'IMclle.n$U. Be Live 000 psf Rep'Mbr (amp 4445 Northpark Dr. _blacell'alluU"'lCCOfdilncew~r.lI'II!followlngstand-a~S '.IllInl'nclCulI"'llOotI_Repo/tS'avaUbleas~lIomT'uswalSl)I'I\",re. . Rep Mbr Ten5 Cola SprJngs, CO 80907 ."NSIffPll'.WTCA.l'.WOOllTru...Co\il'lCllot"me'QS1"-.l'nlo,,.s.,gnReSOORSlb"'hn.'8UILDINGCOMPONENTSAFETYINFQRMATlON'- BC Dead 10.00 psf O.C.Spac:ing (BCSll-03)lInd 'BCSI SUMMARY SHEF,TS' b~ WTCA and TPl The Truss P~ I"SI~ute lTPI) is ioQIed 1II583 O'OrcllnoO'""" M*'l5On Des; gn Spec: TRl~6PLUS 6.0 VER: 2".6.4 .1IlWISCC"sin53719 The "mencan fO'''51 ,,..,, P~per "SWC''''>onIAFP''I'Sloall!<l "'11" 1Il1hSI1eeI.NW.Ste800.Wash'''ll1l>n OCl003t> ~AL 42.00 psf DEFL RATJO: 3 45 , ro:oo- I9:Oil % 0-4-10 ,38#1 ',l4O 13 14 15 16 6-0..0 .4-10-4 6-0-0 10.10-4 TYPICAL PLATE: 3-8 16.3-8 27.1-12 17 18 6-2-5 33-4-1 ,. 50S#: pel. IS l.IS l.00 1.00 2- 0- 0 UBC l/240 Te: L/24 Jofb N21me: DANNEN 8RG X.l()( REACT SIZE REQ'O 1 0- 2-12 1689 5.50~ 1.80. 2 5- 9- 4 1689 5. SO" 1.80~ BRG REQUIREMENTS shown .ar@ based OHt y on the truss llIatl!rh.l at each bearinll AAX DEflECTION (span) : t~9?g.~~_MEMo- ~O~Ol~LI~) -0.0l" (RrrlCALME"'UFORCfS: TC COfllP'~"""ll TEI6.(CUI.) cst 1-2 -1161.15/ O.l6 2.) -1161.1.5/ 0.36 8C H ,-, .. ,-. H ,-, )-, )-, CONPii~~d~ I ~1f~5H -1l79(1.1.5)~ I -1417(1.15)/ TENS.(OlM.) CSt 0.15 0(1.60)0.1.5 TU6.(DJIl.) CSt 0.26 llB(1.1.5) o.n 0.24 llS)(l.B) O.Sl 0.26 TnJlSS -iD:1DNN':01- Olay: 1 Ie 2_6 OFt 12 Be 2.6 OFt 12 WEB 2.4 OFt STANDARD lulllber she..,. .allowables are per HOS. ~[:fI:le BAS~~ ~ ~REE~ d~~M~ER a~:~~E~~nd;"9. End verticals du;gned for axi.' loads only. btensions abovE' or below the truss prOfile (if any) require additional consider,nion (by others) for hariz. loads on the bldG. ~~~~iD~sit;CIs ~~lr~~Sli~9~ESUlT Of MULTIPLE lOAD CASES. PLATE VAlUES PER leBO RESEARCH REPORT 11607. loaded for 10 PSf non-concurrent BCll. Perlllanent bracin\l is required (by others) to prevent. roUtion/toppling. See BCSI 1-0] and AHSIfTPI 1. UPLIFT REACTION(S) : Support 1 .49] lb Support 2 -49l1b This truu is designed using the UBe Code. Bldg Enclosed. Yes, IIItportance Factor . 1.00 Truss lOCiltion . Not End Zone HurriCilne/Ocean line. No ~ Ellp Category. e Bldg length.. 50.00 ft, Bldg Width. 20.00 ft Mean roof height. 9.7Sft,lIIph . 80 UBe Standard Occupancy, Dead load.. 10.2 pst ___~u____lOAD CASE #l DESIGN lOADS _____u.________ Dir l.Plf loloc R.Plt R.loc llfTl Te Vert 438.00 0- 0- 0 4]8.00 6- O. 0 0.62 Be Vert 125.00 0- O. 0 125.00 6- O~ 0 0.50 &=IJffek~f(;I~Ga~~o~~J~Pi~~~a.J~~rlo:~.~l1rJ~~ ~~.QJte~~o2gvrdlb=~Wl9hJ~yhj~:~u%P~~ ~ci~Dte' : W A.lRfMUfMtGRead all notes on this sheet and give a copyo-iit to the Erecting Contractor. 'I C.,t, DANNEN ~ T"'duignilfofllrln:l~budd"'llcomp::lrenrmllr\.lQ'y$lem 1l1'las__onspe~pIU't'ide(I~If'oe(Dn'lpOl'le"'manuladute' 'NO: Drive_C_dnn2_L00006_J00006 ndonllinaecon:lanc:ewIlllI/'leWtrenl~rslCll'lSofTPlandAFPAde5ignslard~ NO rnpol'l$itlillty is assumedtordmeASJ0n3I;JCCUtacy. OimI!ns>ons I 16 Wi: 60' ...__ areklbllverWledbylJleeompOnern andIorbulld"'lldel'llnerptiotlOfatlneatllJn Tl'lebuilllingdnignermus!ilscertalnfh3l1heklad$ Dsgnr: #LC '" U1ok1:lIdonfl'liSdesignnweIOfe,"""lheloadongllTlpOledbylhelo<;;llbullll"'llcndeilncllhep.at\1Cula,app/iCillllJn.The(lu'IInilS5Ume$lllatll'lelOp chord TC Live 25.00 psf DurFacs L..1.1S P-1.15 MOSHOFSKY lS~f;dytQcedby1teroofo'llootshe~ilncll""bonomdlonli$lllleralyblXllldbYilr'lldshl!-.g_liaIdoteCllyat\ilCl'lel:l. unIIIuotl'lerwOSO! Rep Mbr Bnd 1 00 mllId, Brildngsllownilfof"''''IItJPIlO''IOIc:otnrll)fIeIlbrnembersonlyWlreduC:ebuCl<WlQlenOI''. Thisg:wnp)flllnlSl\illlnolbe(:llilCe(l...iltl~ TC Dead 7.00 psf . ~ TRUSS 'e_nllh8l_Ciluse1temo<slureCOfft'nlolll'leWQOdWl"."""l9'l'eilndlof/;aU2o;:Df1f11:dOrplillecorrtl$lOfl FiIbnc*.l'Iilnclle....stilM BC Live 0.00 psf ::pP ~~~ i~~~ l.og 4445 N k D ilf'dbrilC8ll'1iSlrU$$in~...lIt1t1'lelo-.ngSlilftClardl'Jo""iln:lCullInQOe1~'RepOftS'...lliIiltIIenOUll)oAfmmTruswillsartware. 1,0 C070 sg~;~~~~ COrS0907 'AHSIITPlr.WTCAI'_WoodTrvuCour>c:llolArnenc.>lSliltlIl~nlDeS9"ReSllOflS/blll"'I.'auIlOINGCOMPONENTSAFETYIHf"ORlU.TION". BC Dead 10.00 psf D.C.Spacing 2. 0- 0 laCSI '.o:lI~nd'8CSlSUMMAR~ StifETS' byWTCA n TPI Tile lrlJ$ll P\ate InsllllU (TPII"Io<:ilIeCI~ S83 D"OnoI'IlJ[)moe, Mad,san Design Spec UBC TReSPLl'JS 0.0 VER: T6.4.lf'vl$OOns'n~]1'9 TI'leAme'oc.Infe,u'anclPape,A.llOCtaloonIAfPA)lSlocilIe<I"''''19\hS_.tffl,SIItBOO.Wa$l\In9lon0 C20036 II TOTAL 42.00 psf ~~~ RAT~.O-=-lL..J:o. TS::._"'I.~ W<l 3-0'" 3-0'" 6"'''' 2 3 2,5-6 2-4 2,5-6 I.J 3-.0 3-;.0 ~ 1:1 2.5-10 ~ 6-0-0 '. 1; 6' 3"'''' I 3"'.0 3-0'" 6"'''' , Jolt>> iI!IiillWUe: DAiIINlEi\1I BRC X-tOC REACT SIZE REQ'D 1 0- 2-12 352 5.50" LSD" 2 4- 9-" 240 5.50fl 1.50" BRC REQUIREMENTS shown are based ONLY on the truss materhl at each bearing AAX DEFLECTION (span) : L/999 IN MEM 3-4 (LIVE) t.. -0.03- 0- -0.02" T. _0.04" CllITlCALfIIEI'BERl'OIlct5: 1~~ C~90P~~d~ T~~f~5~ o~J J~~ C~jflf."'60~~ TE~M~60~ o~~ ;~ ~7f~5H TE~9f~60~ o:~ 1J'rIJISS ~[j): li)i\lil!l-E1 Te 2:0:4 OFl 11 Be h4 OFl 11 WEB Zx4 OFt STANDARD loaded for 10 PSF non~concurrE'nt BClL. End verticolls desigMd for a.ial loads only. E.tensions above or below the truss profile (if any) require additional cOlIsider.tion (by others) for hariz. loads on the bldg. ;~~~ig~s~~cI~ ~~lrC:~SI}~9~ESULT OF MULTIPLE LOAD CASES. PLATE VALUES PER J(BD RESEARCH REPOIH '1607. PLATING BASED ON GREEN lUMBER VALUES. ""'" ""'" 2 ~ 4-1-10 4-1)-6 SHIP 4-".10 ~10 .lloQ. ~.n.o 3 4 5-.0-0 5-0-0 ~ru~W<J1 SYStems Plalosi/:rc 20 &3 unless shown by.le"(lS 03.). "H"116 Hal Of "MX"lTWMX20 Il~). POsitioned PI' JOint Dlltails Reoort Ire eo ol<tles and false ",mil n lesare POSlilonecJas shOwTfaOOve. Shl ofIble Stud blales 10 avl'>id o\tef1ao with s rvctural ')Iates JOr'staDIO\ ,W A1RNfUff!JGRead ;;notes on this sh~et and give a copy of it to the Erecting i::~ntracto;. ~ 'Thi3cleSignitfor,nindMdUillbu,Id,ngcomponenlnoltrusssystem ~hasbeenbasedon~prolfidt!db'jlhemmporoenlmanul~ure' !anddollll on iCCOIllance...1\t1 Ihe current ",,_01 TP,am,l,FP"'''''signSlOu".Uflls NQreiNlOnsiboll!'fosassumedfotdll'r'ensiol'\;llaa:uracy 0".. en...;".. , . - .___ _ - :''''lobe''''l1iedbyll'ecomponel'llma"",adutl!!'arll2/orbulld'''ll~nerptio<lDfabricall()n Thllbuildingdeliglllll_itSOIlna"'I~lhebadl :utW:l!donthlsclesignmee1Of",.CPl!dt""_lfIIlompo_bylhl!lDc.albulldingc:odean4lhel'Wlowla,~nT""designassufftllslhal'llelOptl'lD<ll MOSHOFSKY liSlalerallybfacedbrlheroolo,l'o:>oflhll.1llloril;llmlhebolltlmctclrdlSlaIer;,lIybraocedbyl"9odsheathing_...ldirettly;ltlilched. ....If:ssOlhfl....... Inoted.B'K:lI1Qsl'own isfot ~'alsupponofCl)mpolW!ntsmembef'Sonly to reduoe bocI<~ng length. Thiscompo""rI<llalnolbe p1aa!d'" any ~ TRUSS I."......"___~~,.~oo~..~_..._''''._,__~__... ,""...,...,.,_.. 4445 Nort:hpark Dr. !ancl b<ace this truss in aa:ordance""n/lltll!lu_1OII starolal'tls'JGw'rl arel c..n.no Deta~ ReporlS" ava~~a&oulpUl!fl)m T.uswalsoltwa,e. Colo SprIngs, CO 80907 !'ANSVTPI1', WTCA ",WOOd Trus5Ct>una1ot"'menaSla'(laI'llDe~nRnpoI\SIboInoes.'BU1LOINGCOMPONENTSAFETYIN'FORMAT10N', TRU.tPLtJ;; 6,0 VER: T6.4.1 ~=J~;;:'9~~:f:~::oS;~~;:'P~=;s:=::I(:F,::~,:=I:;',~~:I~~~s~~~~:',~::;6 " Q~,,: ~ UPLIFT REACTION(S) : Support 1 -Z61b Support 2 -1361b This truss is designed usinl;J the use Code. Bld(l [ncloud .. Yes. Importance Factor .. 1.00 Truss location.. Not End Zone Hurriu.ne/Ocean line _ No I Exp Category.. C Bldg lenlth.. 50.00 ft, 8 dg Width.. 20.00 ft Mean roo height.. 9.89 ft, mph.. 80 use Standud Occupancy, Dud load.. 10.2 psf :Cust: DANNEN \oKl, Drive_C_dnn2_LOOOO6_JOOOO6 Dsgnr: 'LC - 16 WI, 29' TC Live 2S .00 p,f DurFacs L..1. IS P",1.1S TC Dead 1.00 p,f Rep Mbr Bod 1.15 BC Live 0.00 p,f Rep Mbr Camp 1.00 Rep Mbr Tens 1.00 BC Dead 10.00 p,f Q.C.Spacing 2- 0- 0 Des i gn Spec UBC TOTAL 4;:'..00 p,f ,E"EFL ~~1)Q~!740 TC: l/24 DEVELOPMENT SERVICES 22b FIFTH STREET SPRINGFiElD. OR 97477 ~lft Single Family and Duplex Construction Most Commonlv Missed Items ...,.... ,~...:t:""lnJI~U" ";'~"'" . . This sheet is attached for your conyenience. Included are many often missed requirements of the Oregon building codes. Springfield inspection staffwill check for these items as well as all other requirements of the codes. There may be additional items marked in red on the approved plans that must be completed before calling for the corresponding inspection. When structural engineering accompanies'plans, the ownerlbuilder must complete any additional requirements. Complete requirements of the code can be fQund in the 1998 State of Oregon Edition of the International One and Two-Family Dwelling Code. [The number in square brackets is the code reference.) Inspection Request Line: 726-3769 Springfield Building Divisions: 726-3753 BUILDING PLANNING . 1. Provide ventiiaiion in every habitable room by means of operable exterior openings equal to at least 5% of the flQor area of the room. Exception: Provide a mechanical ventilation system capable of producing 0.35 air changes per hour in the room. [303.1] 2. Bathrooms shall haye exterior glazed openings of not less than 3 sq ft" half of which must be able to open, or a yenting system capable offiye air changes per hour. Vent to outside. [303.3]. 3. Habitable rooms shall haye a ceiling height of not less than 7' for at least 50% of their required floor area. [305.1] 4. Proyidea 21" deep clear space in front of all water closets. [307.2] 5. Provide laminated, tempered, Qr heat-strengthened glass for all glazing located in door assemblies, railings, tub and shower , enclosures, or within a 24" arc ofa door. Exception: Glazing in tub and shower enclosures and near doors need not be tempered if located at least 60" aboye the adjacent floor or drain inlet. [308.4] 6. Openings between the garage and residence shall be equipped with either solid wood doors not less than I 3/8" in thickness or 20- minute fire-rated doors. [309.1] . 7. The garage shall be completely separated from the residence and its attic area by means of v," gypsum board or equiyalent applied to the garage side. [309.2] 8. Garage and carport floors shall be sloped to drain liquid toward a drain or the main yehicle entry door. [309.3] 9. Proyide operable egress windows in each bedroom with a minimum net clear opening of 5.7 sq. ft. (Min. 5 sq. ft. when sill is located within 44" ofadjacent exterior grade.) Minimum net open height: 22"; Minimum net open width: 20"; Maximum sill height: 44". [310.1.1] 10. Enclosed accessible space under stairs shall have walls and soffits protected on the enclosed side with v," gypsum board or' equivalent. [314.8] II. Minimum hallway width 36" fmish wall to finish wall. [314.1] 12. A minimum 3' x 3' landing is required on each side of an egress door, maximum 1-1/2" below the top of the threshold. [312] Exceptions: I. At the top of a flight of stairs, provided the door does not swing oyer the stairs. , ' 2. At required exit door, shall not be more than 8" below the top of threshold when the door swings in.[312] , 13. Min. stairway headroom 6'- 8"; Min. Riser 4"; Max. Riser: 8"; Min. Tread: 9"; Min. clear width above handrail: 36". [314] 14. Proyide means to Illuminate both interior and exterior stairways and landings. [303.4] 15. Provide a continuous handrail on at least one side of stairways of more than three risers, I 1/4"- 2-518" cross-sectional dimension with a gripping surface and no sharp comers, 30" to 38" aboye the nosing of the tread. with a minimum 1-1/2" clearance to the wall. [315.1 &315.2] . 16. Open sides of stairs with a total rise of more than 30" aboye the floor or grade below shall have guardrails not less than 34" in height measured yertically from.the nosing of the treads. Intennediate rails shall be spaced so that they do not allow passage of an object 5" or more in dill!1leter. [315.3, 315.4] 17. Porches, balconies, or raised floor surfaces located more than 30" aboye the floor or grade below shall haye guardrails, minimum 36" in height, with intennediate rails which do not allow passage of an object 4" or more in diameter. [315.3, 315.4] 18. Required exit door shall be a side-hinged door and not less than 3' in width and 6'8" in helght.[311.3] , 19. Proyide 5/8" Type 'X' gypsum board, or equiyalent one hour assembly, each side of duplex party wall, and extend to roof sheathing.[320.11 ' ' .. 20. All habitable rooms and area shall be provided with a pennanent approved heat source capable of maintaining a temp. 'of 68 degrees F. at a point 3' above the floor.[303.6] . FOUNDATION/GRADING . 2 I. Gravel or other structural fill deeper than 4" which is placed to support foundations must be inspected during placement and the compaction by an approyed special inspector. Provide copies of special inspection reports to the City inspectQr. 22. Concrete shall be 5-7% air entrained with a minimum compressive strength of: a) 2500 psi for basement walls and foundations nol exposed to weather and for basement slabs and interior slabs on grade (except garage slabs); b)3000 psi for basement, foundation and exterior walls and other yertical work exposed to weather; c) 3000 psi for carport and garage floQr slabs and for porches and steps exposed to weather. [402.2 and Table 402.2] 23. Minimum footing sizes shall be as follows: [Table 403.1.1] Supporting I flQor and a roof: 12" wide., 6" thick, 6" thick stem wall 2 floors and a roof: 15" wide., 7" thick, 8" thick stem wall 3 floors and a roof: 18" wide., 8" thick, 10" thick stem wall .When load bearing capacity of sallis 1000psf, 18" wide footing is required for 1 story, 23" for 2 story, 27" for 3 story 24. Footings shall be minimum 12" below grade. [403.1] Stem walls shall extend at least 6" above flnished grade. [403.1.3] 25. Ground under building shall be sloped to a low point, and an underfloor drain installed to proYlde positiye drainage' from under the building. The grade in the underfloor space shall be as high as the outside finished grade, unless an approyed drainage system Is provided.[409.4] Groundwater collected or drained from under or around the buildings shall be piped to an approved disposal site. Subsoil drains which cannot remOYe groundwater by grayity shall haye an approved ejector.[3806.2] , 26. The sill plate or floor system shall be anchored to the foundation with minimum v,n diameter bolts, embedded at least 7" into concrete or masonry, spaced at 6'-0" on center maximum with at least two bolts per plate and one bolt within 12" of ends or comers. [403.1.5] . 27. Foundation drainage shall be provided around foundations enclosing habitable or usable space below grade. [405.1] 28. Columns and posts shall be anchored to preyentlateral displacement. Exception: Columns less than 4' in height, bearing on a pier or footing within a crawl space that is enclosed by a continuous foundation wall n'eed not be restrained at the bottom end. [408.3] 29. Proyide 12" clearance to grade from underside of girders and beams and 18" clearance to grade from underside of joists Qr proyide pressure treated wood. [322.1] . , . 30. Provide 3" min. bearing for girders entering masonry or concrete, with v," air space on tops. sides and ends. [502.4, 322.1] 3 I, Proyide access to all underfloor areas: 18" x 24" minimum. [409.2] , . 32. Provide underfloor ventilation equal to I square. foot for every 150 feet. One vent is required within 3' of each cO",er. Venti .hall have corro.ton~r.,lltant wlro mo.l1 Qr .qulv"lont with tho 10.1t: ellman.lon baing 1/8". UndornoQr vootllatlon may bo reduced to . 1/1500 of the crawl space lU'ea where 6 mil. black polyethylene sheeting or other approved gro\lnd coyer is installed.. [1109,1] 33. Proylde 6 mil. black polyethylene ground cover, lapped 12" at joints and extending 12" up foundatlon walls, in all crawl spaces where underfloor insulation Is installed. [C401.9.2] , 34. Provide 55# rolled roofmg or 6 mil. black polyethylene oyer 4" clean sand, grayel, or crushed rock beneath all concrete floor slabs~ [505.2.3,C401.9.2] . . . ' ' 35. The grade away from foundation walls shall fall a minimum of6" within the fU'St 10'. Exception: Drains or other approyed means shall be proYided to cinsu~ositiYe drainage. [401.3] .. _. ' 36. Slopes for permanent cuts or fills shall not be steeper than 2 units horizontal to 1 unit yerticaJ. Exception: Steeper slopes may be pennitted when a soils investigation report containing data to justifY such slopes is approyed by the City. [401.6] . 37. Sealing required between wall and floor, between floor and foundation to preyent air leakage into bulldip~ enyelope.[C401.8.2] WALLS & ROOFS. 38. Gypsum board used as shower and bathtub ceramic tll. backing shall b. water-resistant, All cut or exposdd .dg'es,lncludln8 those .t w.IUnt....etlon., .hall b. .eal.d AI r.eomm.nd.d by tha manuflleturer. [702.4.2] ,.... . 39. Malonry veneer anchors may support 22/3 square reel of veneer, maximum, and shall attach to continuous #9 wlre,[70l7] . AO. Flash all exterior doors, windows and horizontal wood trim. [703,8] . 4,\, PrDvlde braelnll.t all gabl. .nd wall. exe..dlnIl14 f..tln I.ngth. [S.. .tandard City Df Sprlngfl.ld d.tan. for approved bracing methods.] 42. Nails and staples must not be consistently OYer driyen beyond flush with the sheathing surface.[Table602.3(I)and (2)] 43. Shear wall nailing or stapling must remain exposed for inspection approval.[II3.1-113.4] 44. Tru.. Brigln..rlng mu.t b. on Job alt. at "ainlnglnap.otloh, for.1I typo tru...a ua.d. [502.10; S02.11] 45. Trusses shall not bear on partition walls unless so designed. [301.1] 46. Enclosed attics and rafter spaces shall be proyided with cross yentilation. Net yentilating area shall be not less than 11150 of the attic area. Exception: Net ventilating area may be reduced to 11300 when at least 50% and not more than 80% of the ventilators are located at least 3' aboye the eaye or cornice vents or when an approved yapOr barrier Is Installed on the wann ald. of the insulation. Proyide a I" minimum air space aboye insulation and baffle at eaye or soffit vents. [806, E40 1.2.1] 47. A readily accessible attic access framed op,ening not less than 22" x 30" shall be provided to any attic area haying a clear height of oyer 30". [807.1]' , , 48. Roof coyerings shall comply with the general requirements of Chapter 8 and the specific requirements of each seciion based upon type of material: a) asphalt shingles [903]'; b) slate shingles [904]; c) metal [905]; d) tile, clay or concrete shingles [906]; e) built-up roofing [9071; I) wood shingles [908]; g) wood shakes [909]. 49. Roof storm drains shall be provided to collect and discharge storm drainage to an approyed drainage system.[801.3] One 3" pipe graded 1/4" per foot can accommodate UP!O 2,320 square feet of surface area.[Table 3811.2] 50. End walls to be step flashed or to manufac,turers specs,[903.3] MECHANICAL & PLUMBING ; 51. Heating and cooling appliances located in a garage or other area where they may be subject to damage shall be suitably guarded against such damage. (Protection is typically provided by concrete filled pipe bollards.) [1307.3, 3310.3] 52, Appliances which generate a glQw, spark or flame capable of igniting flammable yapors and are located in the garage shall be installed with the burners, burner ignition deyices or heating elements and switches minimum 18" aboye the floor leyel. [1307.3, 3310.1] , , 53. Fuel burning warm air furnaces and waterheaters shall not be installed in a room designed to be used as a storage closet. Furnaces or water heaters located in a bedroom or bathroom shall be installed in a sealed enclosure such that combustion air will not be taken from the living space. Direct vent units are not required to be installed within an enclosure. [1402.1, 3309] 54. Combustion air must be provided for all fuel burning appliances except direct vent units. [2001.1 to 2001.5] 55. Provide access tQ attic furnace (22" x 30").or underfloor furnace (30" x 30"). Proyide a permanent electric outlet located near the furnace and lighting fixture controlled by Ii switch at the passageway opening. [1401.6-1401.71 56. The maximum amount of water used by new plumbing fixtures: a) toilets: 1.6 gal. per flush; b) shower heads: 2.S GPM; c) interior faucets: 2.5 GPM [3202] :. 57. ~howers and tub-shower combinations shall be equipped with control yalyes of the pressure balance, the thermostatic mixing, or the com~ination pressure balance/thermostatic mixing yalye type with maximum mixed water setting of 120 degrees F. [3215] 58. Minimum shower compartment: 1,024 sq, inches; shall also be capable of encompassing 30" circle.[3210.3] Threshold shall be of sufficient width to accommodate a minimum 22" door.[3210,2] 59, Equipment used for heating water shall be 'protected by combination pressure and temperature reliefvalyes. [3408.3] 60. Water heaters shall be anchored to resist horizontal movement. (i.e. earthquake strapping) [3310.5] 61, Storm water drains located within 5' of a building may be Schedule 40 ABS or Schedule 40 PVC, CPE , installed per installation standard lA. [3501.1.2] 62. Clothes dryer ducts shall terminate outside the building. Max length is 25', reduce 2.5' for each 4Sdeg. elbow.[1 80 1.3] 63. Trenches dug parallel to the building foundation and deeper than the footing must be at least 45 degrees from bottom outside edge' offooting to the bottom inside edge oftrerich.[3] 13.3, illustration pg.2941 ELECfRICAL 64. RESIDENTIAL ELECTRICAL PLANS ARE NOT REVIEWED PRIOR TO PERMIT ISSUANCE. All electricalwcirk shall comply with current codes and will be field-inspected for compliance. Building permits may be issued without electrical permits. Electrical contractor must confirm an electrical permit has been obtained before starting work. ' 65. Proyide grounding electrQde at electrical service, consisting of (or connected to) a minimum 20' length ofY:a"diameter steel reinforcement in footings. [4108.1.2] 66. GFCI protection required for receptacles in outdQQr locations, garages, unfinished basements, bathrooms, where serving counter- top surfaces in kitchens, and when within 6' of wet-bar sinks. [4402] , 67. Provide an approyed smoke detector in each sleeping room, outside of each separate sleeping area, and on each additional story of the dwelling. All detectors shall be interconnected and shall provide an alarm audible in all sleeping areas. Smoke detectors shall be located minimum 3' upstream of air ducts. [316, I] 68. All smoke detectors shall receive their primary source of power from the permanent built-in wiring, with battery back-up in case power is interrupted. Exception for remodels: hardwiring and interconnection is required only if other remodeling considerations require removal of the appropriate wall and ceiling coverings to facilitate wiring. [316.1.1. 316.2] 69. Required smoke alarms shall not be located within kitchens or garages, or in other spaces where temperatures can fall below 40 degrees F, Ionization smoke alarms shall not be located closer than 3 feet horizontally from: a door to a kitchen or full bath; or supply registers of a fQrced air heating or cooling system. Smoke alarms within 20' of a cooking appliance shall lie a photoelectric- type smoke alarm or the alarm shall have an approved silencing means.[316, I] , 70. Recessed light fixtures installed in cavities intended to be insulated shall be labeled as suitable for being installed in direct contact with insulation (IC rated). [4503.51 71. Electrical outlets and approved wall fixtures in the fire separation wall shall not be located back to back. Use metal boxes no larger than 16 sq, inches placed in separate stud spaces for the 2 dwelling units.[320.2] .ENERGY CONSERV A nON . 72. Provide approved vapor barrier installed on the warm side (in winter) of insulation at all unventilated exterior walls, floors, and ceilings enclosing conditioned space. [C401.9.1] , 73. PATH I insulation requirements: (Section C401 for alternative insulation paths.) Exterior Walls: R-21, Basement Walls: R.\S, Underlloor: R-25, Slab Floor Edges: R.\5, Flat Ceilings: R-38, Vaulted Ceilinss: R. 30 (max. 50% of Iloor area), Main Entry Door (max. 24sl): U=0.54, Other Exterior Do~rs: U=0.20, Windows: U=O.40, Skylights (max. 2% oflloor area): U=O.50, Forced Air Ducts: R-8, [Table C401.1(I)] , 74. Alterations within an existing building envelope may use the minimum component insulation requirements: , Exterior Walls: R-IS, Basement Walls: R-IS, Underlloor: R-2], Slab Floor Edges: R-IO, Flat Ceilings: R-38, Vaulted Ceilings: R- 21. Exterior Doors: U=0~4. Windows & Skvllehts: U=0,6S. Forced Air Ducts: R-8. rCI01.2,3. Table C401.1b Footnote Cl I \!W!,{";o . . 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