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HomeMy WebLinkAboutPermit File BLD-2019-0716 3937 Rock Ridge Parkway (6) `Yt If 04, PLANNING,_ 17COMMUNITY, &ECONOMIC DEVELOPMENT DEPARTMENT VISION /ADDITIONAL INFORMATION COVER SHEET ,/ 189 Mailing Address: P.O. Box 547, Anacortes, WA 98221 I( 0 ` ,x - ; Office Location: 904 6th Street, Anacortes WA 98821 11 : JAN2 1 wrio Phone: (360) 299-1984, Fax: (360) 293-1938 Please a Wth' 'I t* nMrtit revisions or additional information to your permit application. Permit/Project#: BLD-2019-0716 Date: Project Name: Reinsch Residence Project Address: 3937 Rock Ridge Pkwy. Project Contact: Jason Sterling Company Name: Strandberg Construction Inc. Contact Phone: 360-293-7431 Contact Email: Jasons@strandbergconstruction.com Has the permit been issued yet? 0 Yes ❑ No All revisions must be either clouded or highlighted & wet stamped by an architect/engineer(if applicable). Has this been done? ® Yes 0 No Is the plan revision or additional information,in response to a plan review letter? CI Yes. A copy of the plan review letter with itemized responses to each item is required. CI No,the revision or additional information is initiated by the applicant,designer,or builder. If not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional information: Changes DECREASE lot coverage, impermeable surfaces, living area, and fire area. Remove roof deck. Window and door changes (reductions) per plan. deli complete Plei1 {eciev� Are you submitting a full replacement Q Yes 0 No If not,what page#or title is being replaced: Two full sized copies of all revised/additional information is required. Has this been done? ® Yes El No Check the box next to the type of plan, report, or calculation where revisions or additional information can be found. O Site Plan El Building Plans 0 Structural Plan El Landscape Plan El Parking Plan 0 Tree Preservation Plan O Arborist Report ❑ SEPA checklist 0 Wetland Report ❑ Geotechnical Report El Storm Drainage Analysis ❑ TESC Plan El Civil Plan El Lot Coverage Calculations 0 Impervious Surface Calculations El FAR Calculations ❑ Grading Plan 0 Survey(Boundary/Topographic) El Mechanical Plan ❑ Plumbing Plan ❑ Other: Turn Antone Way K. Garrison, P.E. Anacortes,WA98221 Consulting Engineer Phone: (360)7081865 TimG@TimKGarrison.com Addendum 2 — Misc changes to house and garage. Structural Analysis: New Home at 3937 Rock Ridge Parkway, Anacortes, WA Client: Royal Reinsch CCI Job Number: T19089 Building Design: Strandberg Design, Kane Date: January 7, 2020 • Roeder 4..GAR 'ttr "°-; s".- (I JAN 21 2020 o a",�..'.;' ATV OF ANACORTES INDEX: Drawings/ Sketches/Details: A2SK1 —A2SK4 Standard Specifications: (per original calculations) Callouts: A2CO5, A2CO6(all other callouts per original) Calculations. A2C1 —A2C3 Total No. of pages excluding cover sheet: 10 Notes: Consultant only takes responsibility for structural items specifically addressed within this report set as follows: O This report is an addendum to our original report dated 10/22/19, and Addendum 1 dated 11/13/19. All requirements, callouts, specifications, designs, etc. in those reports shall remain yalid and in effect unless specifically superseded by item(s) in this report. o The scope of this Addendum is limited to revisions"A"—"V"as indicated on the attached SK sheets. There was no change in footprint or square footage. O By inspection the lateral strengths of house and garage were increased by these revisions thus no new lateral analysis is required. Revised Lower Level Walls and Main Floor Framing,Ver ZQ\ I 1/3/20 1/8" = 1' .N -All previous callouts are unchanged. - Revisions: 4 N -omit recessed shower in floor framing, okay. P-omit one door and 2 windows and their headers, okay. I 8 Q-this area now a crawlspace, okay. ''4 R-omit window and header, okay. - 1„b55, )91)5 ..i — ______ -e° , 00 , r � ' L ' 11 , i — 625 kb-, a_101110 C21+4 1 �z mot' 0 328 °12Q 7,z,,, �°.J��'� - ) ,.... ,, ,__, r ( 1 .+.) 1 326 328 I-) C A-ize_3A Revised House: Main Level Walls, Lower Roof, and 2nd Floor Framing, Ver 1/3/20 1/8" = 1' -All previous callouts are unchanged except as noted below. T. - Revisions: ---J--`',`� F-change roof trusses to I-joists or 2x, 63J. -change deck diaphragm to roof diaphragm, 11RD. G -header changes to 26H. H-change roof trusses to I-joists or 2x, 63J I -change girder truss to 36B. J -add wall and door at stairs, no structural change,okay. :1- z %N 2W a / f- '1- 44 Z /360 I qi..6.-- 21H 1 1 7 1 1 " r � _ S5 1w N \\ 15F�\\,,,, Ia i W 1 N 2aF4 'N ti _ Y + A _c; \ ogi. „. ,1 _z_. . 1 ri , ,...u. 1 1 -, i a 26,Ir$ ,i4f,-,—„cli , , ,--- \,(() 1 e.r. i 40§) , "°t, ,_. esa � F 1� 313 80L \376 I gi 4* 1l . _ `3313 Icw "Li) L r1 IJ --'V , is 1 1 _ V � I � � q Cik I 1� Itrs — I • 1 ce "� nl_h pi /Ki, 1 1 I I e >is I 4454 c.,1 i _ Z,15 ' 3.S, a , I 9 � i5.,F // • As36 Revised Garage Walls and Roof Framing, Ver. 1/3/20, 1/8" = 1' - All previous callouts are unchanged. . - Revisions: _ � . .- -,-._^��`�•�.�, L - omit rollup door and header, okay. g5ki1 ,Ago 7 o off N N. - A , N./. , de) LIP • N • °moo `\ °°'` / NN -1\'',//N , �. `\ /.', ARA • N ' / 83 SF /c) 1� r¢ o�oY • \ v3% T1' N / / /, 2-11-3 ' , NW*'KS •P / ' •. ' ,5) I 156SF /% '•' "P� N, \ ''ULT , ,,/,7 . 4 (9 /I' \ '. / / Q Gy / 4- / C) N ike ale.4 12cv, I( ( o Revised Upper Level Walls and Roof Framing,Ver 1/3/20 1/8" = 1' -All previous callouts are unchanged. Revisions: _-. A-omit door and header, okay. — B-make window smaller, okay. C-switch vanity and tub, okay. I p kv D-convert deck to roof,okay. kt5 II — -> _‹. I SON ,i 0-1--- .3 ¢ 24_1 [7 I j 7 C 1 y 11 , ?II> S T u-: r v PA f 5 . . • Aux)5 Headers Default header material is Doug Fir No.2 or better 2x headers must be in tall orientation with flat 2x nailed at bottom in "L"configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger,each end. Default King Stud,opening 6-feet wide and less use 1,full height stud each end(plate to plate.) Default King Stud, opening wider than 6-feet, use 2,full height studs each end(plate to plate.) Trimmer, each end King Stud,each Callout Min, use Alt 1 min. use Alt 2 min.,use (if blank use default end (if blank use above:) default above.) 20H 2x6, "L"config 4x6 21H 2x10, "L"config 1 2-2x8 4x8 22H• ' 2-2x10 4x10 2 • 23H 3.5x10.5 glulam 5.5x9 glulam 2 • 2 24H 2-2x10 4x10 25H -- — — _---- 2 H 4x12 6x10 2 26H 3.5x10.5 glulam 5.5x9 glulam 2 Beams Default sawn material is Doug Fir No 2 or better. Default glulam, LVL, PSL materials-see Standard Structural Specs herein. Default LSL is 1.5E, 2,300 psi, min Fb. Default wall connection:3"bearing in pocket or on plate with min., 2 studs below. Default end post connection: LCE, ACE, EPCZ, ECCQ, or similar. Default corner post connection with mitered beams over: LCE4, LCE4Z, or RTC44. Default mid-post connection: LPCZ, PCZ, CCQ, or similar. Default beam to beam connection: HU, HUC, HUCQ or similar. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 30B 6x10 5.5x7.5 glulam 31B 1.75x11.8 LVL 32B 1.75x11.8 LVL 33B 5.5x19.5 glulam 34B Min., use 1.75x11.8 LVL or 5.5x7.5 glulam. If 34B is a continuation of 33B then it must be spliced over 72P. 35B 1.75x11.8 LVL in add'n to fir joists 36B• 1.75x11.8 LVL 4x10 2-2x10 37B, 38B 6x10 5.5x7.5 glulam 39B 6x12 5.5x9 glulam 40B 4x10 5.5x7.5 glulam 45B 5.5x9 PT glulam . 46B 5.5x9 glulam 3.5x10.5 glulam 3.5x11.8 PSL 47B 5.5x15 glulam 48B 2- 1.75x11.8 LVL 2.6x11.8 LVL or PSL A2co Joists and Rafters Default rafter or deck joist to beam connection is con't or skip blocking and H2.5, or H1, or A34 with screws. Default sawn material is Doug Fir No 2 or better. Default sawn face mount hanger is U, LU, or LUS. Use sloped /skewed where appropriate. Default deck joist hanger is U or LU (not LUS)with galv screws (no nails.) Default sawn top flange hanger is JBA, LB, BA, or B (welded app, use LB, BA, or B) Any national I-joist brand, equal or stronger may be substituted - Default I-joist face mount hanger is IUS or MIU Default I-joist top flange hanger is ITS, HIT, or MIT Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use use default, above) Notes 60R Min., use 9.5 BCI 6000, 1.8 © 24" max spacing, installed per manufacturer's recommendations. At cantilever ends for overhang, use 2x10 attached per manufacturer's recommendations with backspan 2x the cantilever distance. Use 11.8 BCI 60, 2.0 © 16" max spacing, installed per manufacturer's recommendations. At cantilever end(s)to 61J create low roof, use 2x12 ripped as necessary, attached per manufacturer's recommendations with backspan 2x the cantilever distance. 62J 11.8 BCI 6000, 1.8 16" 11.8 BCI 5000, 1.7 @ At cantilever condition, min backspan = 1.5x 63J 24" 2x10 @ 24' cantilever length Posts Default material is Doug Fir No 2 or better. Default bottom connection on plate: 2, FC or 2, A34 with screws, or 4, 16d face nails. Default bottom connection on beam: 2, FC or 2, A34 with screws, or PCZ. Default bottom connection on concrete: PB, or AB, or ABU, or ABW, or CBSQ Alternate bottom connection on concrete: #5 rebar or 5/8" all-thread, epoxy 6" min. into post butt, and 6" min., embed in conc. Conc embed may be wet set or epoxy. Connector (if blank Callout Min., use Alt 1 min., use Alt 2 min., use Notes use default, above) 70P 2-2x4 4x4 71P 3-2x4 2-2x6 4x6 72P 3-2x6 6x6 . . 4-2x4 • zi C r S�!;RuCTtON C ALC ProBeam P.E.Tim Garrison, C • we IItn•*war lrlpi'But Mtn! Intiustr V6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015-2003 IBC. All designs should be checked by a competent professional. . Job t19089, Addn2 • Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 26h , - Other Info. 1/3/20 2 4 6 8 10 12 14 Type? Simple span,fully braced V • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 12.00 ft 12.00 ft Allowable Deflection, Main Spans . V Code Minimum-Normal: L/360&L/240 Live Only, L/ _J 360 = 0.40 in Total, L/ 240 = 0.60 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft Add Self Weight? No Self weight is included In applied DL 7 Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? *Yes v Increase Roof DL for pitch? Yes _ v i Roof Pitch L 1.0 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 12.50 ft - 216.4 lb/ft 359.4 lb/ft Uniform Ld. 2 40 psf 46 psf - - Uniform Ld. 3 60 psf 32 psf - - " Uniform Ld. 4 20 psf 15 psf - - . Uniform Ld. 5 7 psf - . - Tot Unif Load - 216.4 lb/ft 359.4 lb/ft Loads Point loads are 1/10 scale 800 - 600 - 400 200 • -200 t 2 4 6 8 10 2 14 • Glu Lam Calc'd Member • Results For 5.5 x 9 Acceptable Solutions 1 Misc manufacturers rvi Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture Medium Dry-18% 5.5 x 9 y I snow: 115 Pos Bending 64.8% 3 x 10.5 5.5 x 9 Press Treated? ' No,Not P.T. 24F-V4,DF/DF Neg Bending NA 3.5 x 10.5 6.75 x 9 Temp Cond. 100 deg F&less Fb Pos 2,760 psi Fv 305 psi Shear 191.1% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 34.3% Allow Pos Mom 17,076 ft-lb. I.334.13 in"4 Cantilever(s) Defl'n NA . Allow Neg Mom -13,163 ft-lb E 1,800 ksi Calc'd member OK by: 34.3% Allow Shear 10,057 lb El 601,425 ksi Controlling criteria is: Defl- Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 12.66 plf • For 5.5 x 9 - - Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,454 lb . 3,454 lb - 0 ft-lb . 0 ft-lb • 0 ft-lb 0 ft-lb Min Total 1,298 lb 1,298 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr . Max Up Defl - 0.000 in - - - Allowed 0.600 in 0.600 in 0.600 in • Max Dn Defl - -0.447 in - - - Allowed 0.600 in 0.600 in 0.600 in . ProBeam v7 WC 5-23-19 "','" ProBeam Tim Garrison, P.C. �5� RUCT �1�€ HLC • • v6.0 - . L' Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015- 2003 IBC.-All designs should be checked by a competent professional. Job t19089, Addn2 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 63j case 1 - Other Info. 1/3/20 • 2 4 t5 8 Ha 1-2 14 Type? Simple span, fully braced • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 13.00 ft 13.00 ft . Allowable Deflection, Main Spans Live Only, L/ Code Minimum -Normal: L/360&L/240 _ • 360 = 0.43 in Total, L/ • 240 -= 0.65 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: • •0.0 :12 Mem True Len: 13.00 ft - • . - Add Self.Weight? g ' 9 Yes-Self weight will be added to applied DL . i • - Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? No___7 Increase Roof DL for pitch? yes__ !; Roof Pitch 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow •• Uniform L.d. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft 30.1 lb/ft 50.0 lb/ft Uniform Ld. 2 40 psf 46 psf - - - Uniform Ld. 3 60 psf 32 psf - - ' Uniform Ld. 4 20 psf 15 psf - . - - Unitary,' Ld. 5 7 psf - - • Tot Unif Load - 30.1 lb/ft 50.0 lb/ft . Loads Point loads are 1/10 scale 100 - 50 - • 0 L. _ - 0 2 4 6 8 10 12 14 -50 - • 4x And Smaller (Lumber) Calc'd Member Results For 2 x 10 • Solutions Using Self Weight of Sawn 2 x 10, 3.5 plf 2 x 10 v I Load Duration I snow: 1.15 ! % Overdesign 2 x 10 (4) 2 x 6 Moisture Medium Dry- 18% V I ' Douglas Fir_Larch --_ - v Repetitive Use? !Yes -! w I Pos Bending 31.9%' (2) 2 x 8 3 x 8 Press Treated? No, Not P.T. ! No. 2 ;J Flat Use? No vNeg Bending NA (3) 2 x 6 4 x 8 Temp Cond. ' 100 deg F&less Fb Pos 1,308 psi • Fv 207 psi Shear 252.1% Fb Neg 1,308 psi Fcp 625 psi Span(s) Defl'n 91.4% Allow Pos Mom 2,332 ft-lb 198.93 in^4 Cantilever(s) Defl'n NA . - Allow Neg Mom -2,332 ft-lb E 1,600 ksi Calc'd member OK by: 31.9%. - Allow Shear 1,915 lb El 158,291 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3.55 plf • Cond's Of Use: Load Duration:1.15-Snow For 2 x 10 1.50 in 1.50 in . - - I-Joist Calc'd Brand BCI=Boise Cascade V j Results For 11-7/8" BCI 5000 1.7 Calc'd Member 11-7/8"BCI 5000 1.7 w % Overdesign Solutions Using Self Weight of Sawn 2 x 10, 3.5 pif Load Duration snow: 1.15 _ Pos Bending 105.0% 9-1/2" BCI 5000 1.7 11-7/8" BCI 90 2.0 Bmg @ Ends: , Min 1.75", w/o web stiffner Neg Bending NA 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: ' (No Mid Support) v Shear 243.7% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 3,623 ft-lb Allow Shear 1,869 lb Span(s) Defl'n 187.1% 11-7/8" BCI 60 2.0 Allow Neg Mom. 3,623 ft-lb El 265,000 ksi Cantivr(s) Defl'n NA • Allow End Rxn 950 lb Bearing 74.7% • Allow Mid Rxn 2,250 lb Calc'd member OK by: 74.7% • Self Wt 2.30 plf Controlling criteria is: Bearing Cond's Of Use: Load Duration:1.15-Snow Reactions' Support 1 Support 2 Support 3 " Support 4 Moments Support 1 ' Support 2 Support 3 Support 4 • Max Total 544 lb 544 lb - - O ft-lb O ft-lb O ft-lb O ft-lb • Min Total 219 lb 219 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case . • Deflections Lt Cantivr Span 1, Span 2 Span 3 Rt Cantivr • . • Max Up Defl - 0.000 in - - - . Allowed 0.650 in 0.650 in 0.650 in • Max Dn Defl • - -0.340 in - . - - - Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 • • . • . . . Atcds . . . • . • . . . . . . . . :` ProBeam Tim GarrisonLC , P.E. • ;, ' -` , . �ON A, , v6.0 • Important: Notches and connectors-not cosidered. Dynamic loading not considered. Compliant with 2015 - 2003 IBC. All designs should be checked by a competent professional. Job t19089, Addn2 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 63j case 2 Other Info. 1/3/20 1 Type? Cantilever(s), multiple spans,fixity,or not braced J 2 4 6 8 10 12 14 Cantilevers? Right Cantilever V.i Number of Main Spans One Main Span V Fix Lett End of Main Span? No,Leave it Pinned • : Fix Right End of Main Span? NA-Right End Is Cantilever V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Menlber Length . Lenth of Spans- 8.00 ft 5.30 ft 13.30 ft • • Top of Beam Lateral Support Continuous _ _ _ V ' Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous - - _ - - _ Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers • Live Only, U Code Minimum_Normal:L/360&L/240 J Live Only, U Code Minimum-Roof Mems,Not Plaster Ceil: L/480&L/360 V • 360 = 0.27 in Total, U • 240 = 0.40 in 480• = 0.13 in Total, U 360 = 0.18 in Pitch if Member Being Designed is Sloped: 0.0 :12 • Mem True Len: 13.30 ft - Add Self Weight? Yes-Self weight will be added to applied DL 1, Loads: . Uniform Loads Over Full Length of Member • Loads From Continuous Member? No __ !l Increase Roof DL for pitch? •Yes -_ Roof Pitch r1.0 :12 • Live Dead Snow Trib.Width Live Dead . Snow Unifcrm Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft - 30.1 lb/ft 50.0 lb/ft . Uniform Ld..2 40 psf 46 psf - - Uniform Ld. 3 60 psf 32 psf • - - . Uniform Ld. 4 20 psf 15 psf - - Uniform Ld. 5 7 psf - - • Tot Unif Load - 30.1 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 0 J L • 0 2 4 6 8 10 12 14 . -50 - 4x And Smaller(Lumber) Calc'd Member Results For 2 x 10 Solutions Using Self Weight of Sawn 2 x 10, 3.5 plf :z x 10 Load Duration ••Snow: 1_S j o I %Overdesign 2 x 10 • (4)2 x 8 Moisture Medium Dry- 18% ;V i Douglas Fr-Larch !V Repetitive Use'? Yes ' ';V I - Pos Bending 1006.7% (2)2 x 8 3 x 10 Press Treated'? No,Not P.T. V No.2 V • Flat Use'? 'No V Neg Bending 98.5% (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less r; Fb Pos 1,308 psi Fv 207 psi Shear 297.7% Fb Neg 1,308 psi Fcp 625 psi Span(s)Defl'n 1158.9% - . Allow Pos Mom 2,332 ft-lb 198.93 in^4 Cantilever(s)Defl'n 5.1% Allow Neg Mom -2,332 ft-lb E 1,600 ksi Calc'd member OK by: 5.1% Allow Shear 1,915 lb El 158,291 ksi • Controlling criteria is:- Defl-Cantivr Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 3.55 plf• • Cond's Of Use: Load Duration:1.15-Snow For 2 x 10 1.50 in 1.50 in - - I-Joist Calc'd Brand 'BCI-Boise Cascade .V Results For 11-7/8" BCI 5000 1.7 Calc'd Member ; 11-7/8°BCI 5000 1.7 %Overdesign Solutions Using Self Weight of Sawn 2 x 10, 3.5 plf Load Duration j snow: 1.15 , v Pos Bending 1619.4% • - 11-7/8" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: ;Min 1.75",w/o web stiffner V _ Neg Bending 208.3% 11-7/8" BCI 6000 1.8 - Brng @ Mid-Supports: Min 3.5-in,w/oweb stiffner _l Shear 288.1% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 3,623 ft-lb Allow Shear 1,869 lb Span(s) Defl'n 1521.2% 11-7/8" BCl 60 2.0 • Allow Neg Mom. 3,623 ft-lb El 265,000 ksi Cantivr(s) Defl'n 35.4% Allow End Rxn 950 lb Bearing 143.3% . Allow Mid Rxn 2,250 lb Calc'd member OK by: 35.4% . Self Wt 2.30 plf Controlling criteria is: Defl- Cantivr . Cond's Of Use: Load Duration:1.15-Snow Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 188 lb • 925 lb - - 0 ft-lb -473 ft-lb 0 ft-lb 0 ft-lb • • Min Total 76 lb 372 lb - - 0 ft-lb -1,175 ft-lb 0 ft-lb 0 ft-lb Min Load Case • - • Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Defl - 0.010 in - - 0.000 in • Allowed 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.003 in - - -0.168 in Allowed 0.400 in 0.400 in 0.400 in - ProBeam v7 WC 5-23-19 - 0 A.-2- sK i • i \ '\.\ 36'-6" / / 5 / / / 2 / / ' . �` t .-1•- , AIS 1 / re` ,% \ ` `/ i evi . , ,,... wax, 4. • X • • 1 • ram` i / / pcc• C ,i \ 0 01 ? '/Nei • • d / / -3h2 / rT -t a \ GARAGE SLAB. \ 640SF 1 \ EL:-484.7'� 4 I II 7, '' \ \\ � \N I //\ \f / ,I i 7, / / / Z-6" • ,, _ _i _...„ ) , 1 /g / / /J, \ / /I 0 ' IL _ _ I . CRAWLSPACE 338 SF I ` / • NNNN •N / \ /i / :1/MIN' 410 /00 � li /;/ENTRY SLAB �O / / P / •! 50 SF Imo{- 1'-6" I � ! \ oeCe?1 8-6 3'-0" -0tt 6'-0" 6, / / , , / I2'.8" O/rg'�„ ✓n I ' / 4' 11'-3' I 2'$ i - tP N. / / 2%6" 10`-0" ,_ , G WLSPACEACCESS I I �_ \ ,(` \ ` , . N• / / •. N./ AS \ . \W \0 7F \. .. ,i /,,/'/ 11'-11„011'-5„ _ 16'-11" KikN �- I I 1 \\ ', \wry / I / _ _�_�/ I 1 N t ' 8-6 I I COURTYARD SLAB \\ F---- + I I I r� 360 SF EL -484. ->l- I r4 o I I \ _ _ - , i ---r — iv : T \. \\ \\ o ! [V iv I I 1 j I Mr j s, \ J I I ! I I ' p" i 2'-6" 10'-0" i I I BASEMENT SLAB ? I ° 898 SF EL:-481.4' - w - - r - > I I , I r 21'-6" \-__....___ IL • a- !• j I I L__— I 1 / l I III ✓ I! LI - _ SI n to __ I! I I l I N♦ j I f • ` - - L z ._ _ - IjI • ' 1 1 I }1 " �r • 7'-9" 7'-9" I 8 „ I ,X F----- - , \ 1' I1'-6" -- 1-6" - 'I I ' j i Jt _ i��'O.)� 1 I M _,._;_ _ • 0 I O Ofa N - - - . f I t Revised Foundation and Retaining Walls, Ver 1/3/20 1/8" = 1' \ - All previous callouts are unchanged. r --.•— 5 Revisions: - fo ENTRY SLAG . - • T - omit man door ®«, f! U - omitrollupdooratgar, oLI V - omit landscape retaining wall at'courtyard , of / -