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HomeMy WebLinkAboutPermit File BLD-2018-0075 1506 Latitude Circle (4)Job Address: APN: Remarks: Owner: Address: Phone: City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 1506 LATITUDE CIR ANACORTES WA 98221 Invoice/Permit #: Applied date Issue date Expire date BLD-2018-0075 02/15/2018 03/14/2018 09/10/2019 Permit Type: Single Family Residence Permit Project: Construct new single family residence. Revised 5/22/2019 to reflect addition of a crawl space. Revised 6/21/2019. 48 NORTH ANACORTES LLC Contractor: LANDED GENTRY DEVELOPMENT INC 504 E FAIRHAVEN AVE Address: 504 E FAIRHAVEN AVE BURLINGTON WA 98233-1846 BURLINGTON WA 98233-1846 Phone: (360) 755-9021 License #: 1ANDEGD062D4 General Information: Fees: Occupancy Group it-1 Additional Plan Check 55.00 Use Zone R2 Amendments/modifications 110.00 Basement Square Footage 0 Plan Application Fee 200.00 Lot Area 8054 Building Permit Fee 21600,95 1 st Floor Square Footage 920 Plan Review Fee 11490,62 2nd Floor Square Footage 2109 Mechanical Permit Fees 123.00 Garage Square Footage 997 Plumbing Permit Fee 174.00 Deck Square Footage 375 State Building Code Fee Resi 6.50 Porch Square Footage 90 Sewer Inspection Fee 50.00 Building Valuation 440762 Storm Drain GFC-Residential 1,597.48 # Forced Air Furnace <=100k 1 Sewer GFC-Residential 9,482.66 # of Backflow Devices 1 Park Impact Fee 615.00 # of Bathtubs 3 Traffic Impact Fee 21641,40 # of Clothes Dryers 1 Total Calculated: 197146,61 # of Clothes Washers 1 Deposits/Receipts: 199036,61 # of Dishwashers 1 # of Gas Fireplace 1 Total Due: 110.00 # of Gas Piping 5 # of Gas Water Heaters <= 100k 1 # of Water Piping 2 # of Hose Bibbs 3 # of Kitchen Sinks 1 # of Lavatories 4 # of Other Fixtures 1 # of Range Hoods 1 # of Showers 2 # of Ventilation Fans 5 # of Water Closets 3 City of Anacortes 904 6th Street P.O.Box 547 Anacortes, WA 98221-0547 (360) 293-1901 Permits and Insp... -BLD-2018-0075 - 2D19 019307-0027 Erin Wil... 0810712019 02:57PM Invoice/Permit #: Applied date: Issue date: Expire date: BLD-2018-0075 02115/2018 4/2018 03/1 09/10/2019 11586 -LANDED GENTRY DEVELOPMENT INC BLTCM�I�STSI����1 R�itieel/Olb IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR IF CONST UCTLI OR WORTiujm PENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER WORK IS COMMENCED. I NOWbVnk IFY THAT I HA EAD AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT, ALL PROVISIONS TiQFs1AWSAAND'nbRDINANC V. ZVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NOT, THE C QIT6t k9F A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PRO\A'S ONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. / SIGNATURE OF OWNER OR AUTHORIZED AGENT ISSUED BY`/'-� t,wj, IAa llIard's Landing Nursery Quote 3068 N. Oak Harbor tad 2372 Oak Harbor, WA 98277 Quote 360-679�8544 AcCputnt#k: 0002161 Page: 1 of 1 Date: 11 /1.9/2019 Time: 4.1.34,23 PM Cashier: 1 Register Bili To: Delfino Salazar` Salazar's All Season Landscaping LLG 16992 Sockeye Dr. Mount Vernon, WA 98274 360 661-1471 Delfinrr Ship To: del#ino Salazar'' Salazar's All season Landscaping LLC 16992 Sockeye Dr. Mount Vernon, WA 98274 360 661 -1 471 Delfino Rip stern Looki�p,Code Description Soilr Soil Rain Garden composition: Compost 60% Sand 40% 6� uay tlrrtliea Vvarran�y un rvur�ciy Stock from pafe of purchase. Drivers responsible for security of load, We deliver to curbside. Not responsible for damage beyond curbline? t�uantity - Price ., extended 118 $28.98 $3419.64 change Due. '$3,419:64 $0.00 $3,419.64 $0.00 ,�� saowc od 6 4 9,09 7a. U! AM "I PIX I?W N : N 004 IMN UOk gs DIE ovo �Pld WM 004 5peu, 06lw NOW L9 ... solo TV low Oil) w6t zy" L,6L 't V�T Eli. 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P.SSS g .ice.-x � _ � LBSs iRi*1it 1QQ1% WaS6 Lass than,il e .c Ur t AkaGttl , ss n, x '— .-.,t 04A0. [ Ch+�iTltifFti ras ,t>;^�. �s 'i8,0 i rt�`ts C9tlt(; ec „xnca n 48 TiLkS — s 927 %a4 CtsilABt:: vra ta;irx.0 z8.fl n}wQ � ,._— - (06 i118t0t,r a+ nats?i .san. #l.iiF�-ntikC �Ar�IY�'deriitt�h u- a� ra'iaa�a 4,8 ,.� ---- �,� 1 ata• zTtt i�ic�ei n y7 ana,+3 18*7 Ls3T3.'. tt z ivaaa. __. 7,2 Sai�t.iur us va,a skr<TAUL i meWa' i- 111 ) o_lf tt1tl .pass .. - _. .. F��Y:'.tC �szfl f3iS{ribBi❑q r`:a, , 'a;; inches frtrn �4 �assirn I. e-ic "/ bg ef. 5Q 100 Total plak�lk 0,40 100 FWn PIa5; G moo: a wrr rf y ttrt Citsss ff.UQ. Mew 0,01 ti 2:> tb R_uik SsRFinv3s+see diirur>amutr,a csraarcc+NmriA naitae C I TX DATE: 4 CONTRACTOR: LOT ADDRESS: i7 19 I UwtJJ C f c IL PLAT/DIVISION: PERMIT NUMBER: �1 rP - r/ 0 t N' u u 1 S AA LOCATE 1TREETS ON GRID MAP SANITARY SEWER STORM SEWER BLOCK: SCALE: PLANNING, COMMUNITY, & ECONOMIC DEVELOPMENT DEPARTMENT Irk I TTAL/ PLAN REVISION /ADDITIONAL INFO COVER SHEET Mailing Address: P.O. Box 547, Anacortes, WA 98221 IN 10 2019 Office Location: 904 0 Street, Anacortes WA 98821 Phone: (360) 2994984, Fax: (360) 2934938 Permit /Project #: �� - 8 - Z D Project Name: 40 I CVc t-irTr =0'� ( I Project Contact: J �� (ay:: ST7 y4 Contact Phone: Z-c1CY�1. l Has the permit been issued yet? L Yes ❑ No Project Address: 1 G� �4T(TC) PE C 2Ct _ Company Name: n�y�-c y-SrTJ �. Contact Email: rp1,9 , VIA n+ru . c40w\ All revisions must be either clouded or hiehli�hted &wet stamped by an architect/ engineer (if applicable). Has this been done? `pYes ❑ No What department(s) is this resubmittal/ revision /additional information to go to? ❑ Planning Dept. Building Dept. ❑ Fire Dept. ❑ Stormwater ❑ Public Works Dept. additional information in response to a plan review letter? T. Is the plan revision or adds , p ❑ Yes. A copy of the plan review letter with itemized responses to each item is required. I'16No, the revision or additional information is initiated by the applicant, landowner, designer, or builder. I!!f not in response to a Plan Review Letter, please explain the nature of the revisions and/or additional info: 'Toc�> � Y pAic4 eS tlAr) A �CJt 4jprJ rT( (Dt lg440G WAcJew • c j4� � - SOF Pu �AE:) l ew Sri Are you submitting a full replacement? � Yes ❑ No If not what page # is being replaced? Two full sized copies of all revised /additional information is required. Has this been done? Yes ❑ No Two I I" X 17" reduced copies of revised site or floor plan is required. Has this been done? Yes ❑ No ❑ Landscape Plan ❑ Arborist Report ❑ I Geotechnical Report ❑ Civil Plan ❑ FAR Calculations ❑ I Mechanical Plan Parking Plan SEPA checklist Storm Drainage Analysis Lot alculations Coverage C Grading Plan Plumbing Plan Structural Plan ❑ Tree Preservation Plan ❑ Wetland Report ❑ TESC Plan ❑ Impervious Surface Calculations ❑ Survey (Boundary /Topo) ❑ IOther: June 5, 2019 Anacortes Planning, Community &Economic Development Dept. Attn: Rob Frisinger RE: Permit #BLD-2018-0075 (1506 Latitude Circle) The engineering for the Lowman plan has been revised to allow for the change of a slab foundation with retaining walls to a crawlspace foundation with lower floor sheer walls. The plans have been revised to reflect these changes and the engineer's changes. Because enough sheets were revised or changed completely, a full set has been supplied. Each sheet has been bubbled to show the changed areas or if the entire sheet changed, it is noted below the revision date in the title block Two full sized copies of the revised set are enclosed, as well as the revised engineering. If you need anything further, please let me know. Thanks. Jack Reinstra Landed Gentry Tim K. Garrison, P.E. Consulting Engineer JUN 10 2019 1 J CITY OF ANAC®RTES 2316 Antone Way Anacortes, WA 98221 Phone: (360).708-1865 Time@TimKGarrison.com Addendum 1— Change from sloped lot to at lot. Structural Analy Il o New Ho11RU5 Lowman Model at 48N9 �U11 11, Anacortes, WA. Client: Landed Gentry Homes and Communities CCI Job Numbea o T19055, ref T17037 Building Design: Jack Reinstra Date: May 31, 2019. INDEX: Drawings /Sketches /Details: Standard Specifications: Callouts. Calculations, Total No. of pages excluding cover sheet. ._ "71 .��SKI-A�SK3 (per original calculations) (per original calculations) C1 - C9 1 16 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 5/8/17. All requirements, callouts, specifications, designs, etc. in our original report shall remain valid and in effect unless specifically superseded by item(s) in this report. O The scope of this Addendum is limited to revisions at lower level exterior walls on north; west, and east sides, and lower floor framing. u Foundation and Lower Floor Framing 1/811 = 1' - Use per Arch except as noted. } '1 l (ReF.I Q 1 P.Y. 6x6 POST 1 a 1 (3 TYPICAL) - I *4 & Al F`- m 4 I I I I. \R' � ✓ 1 I Y 1 a 1 L-0l I pO J 1 I I �J B / 1 4.1 I I 1 an (L ✓ ✓ I I TO-T I I 3'-Or 1 14 1 /C 0 1 1 I I N I 1 lt 0 1 V I It I OVERLAP FLR. JSTS. 3" 0 1 ° I I WALL/BEAM BEARING A I I I TYP) • / t°INAIL TOGETHER Wl (3 `IOd�� �� _.:_�' _ ''IS '2 I ''4 I I " I NAILS PER IRC R502.6.1 I ° �. _ - BEAM TYP ) ' I •�.. �__—_—_—�_i..—_—_ �.�—_—_—_�o I I TYPICAL 1 1 O— 1 1 I 1 OM 2440 F.�112 12x& IN. FLCIOR JOIS jS 0 16" %.C. (TYtl I f I I 91"'1" 1 I� I-Jil%�6T: 0 IllO.G. 41RI °T) ' T',-e 1 ✓ I p I Y I y I I iil& 5' O'l 94-0 �) 5l 011 f 5'_I �" ( 5'_'Iof I o I Q I I- I I .•p I y/ 1 a 1 ,_ .__. -- k.18 11FN2 _—_,�_�~ �NE�M ITYP.}� B TY ) 24" x IS' Cf 4WL __. 1 .•Q I�— '' �1 �� SP 4CE AGCE55 i it I �'--tYrss/�F�2�L--D jp __. i j• l ' It l i t a 1-L :LI�' S o f-0"' 5' O" 5'-I�" 5',;I" 1 1 r 1 I � - I ° 14'41l _j�j' 5'-'14" l'-0' T_S° I .•A I¢ I•, I LLId l o l 1 °• I I I Ill F*2 _' I ,•� I 1° I I V. 1 BE-0M TYF J I I m 1 '„�.--'�.i—.---�---------tea +.--- ' (..YPJ , 2xIJ L Wi �60 I 1/2, D . IIBI )LT 1 n 0 C'.C. All IED 1 I 1t I JL J.L 1L J.L JL I 1 0 t 4��T' I ✓ I � d I 1CI L M.-.I ItQ• 1 i----------------- - °11 1 1 / it I I I ✓ -Jc- --- ✓ f c i ..�� 1 iA B o ✓®-- ,off--------- ; � _©� i4--------- C. STE 1Atlllli7T0CRADPS GI co ll IL, Ledger -Concrete Attachment Ledger: Use min., 2x PT ledger at least as tall as joists. * Connection: Use 5/8" diameter x min., 4" embedment, Titen HD or wet -set bolt, @ 16 OC max, staggered, and within 8" of splices and ends, with 3" x .25 washer. Min distance from centerline of bolt to top or bottom of ledger = 2.75"0 I I I I I I I I I I Lower Level Walls and Main Floor Framing 1/8 1' - No significant changes to floor and deck framing. Use previous and per Arch.. - No changes to front (south) wall. Use previous and per Arch. - New shear walls are indicated. Use previous callouts. y - New headers are indicated. Use previous callouts. F1 i E3 20 I I I 2.2 Upper Level Walls and Roof Framing 1/8" = 1' ` - No changes at this level. Use previous design and per Arch. J O - ------------------________________. n o Tim K. Garrison, P.E. Consulting Engineer V�v G) 2316 Antone Way Anacortes, WA 98221 Phone: (360) 708-1865 Time@TimKGarrison.com II Structural Strategy This is an alteration of an existing plan that we engineered previously, A t170371 v I 1/26/18. The only difference is that thisf I version will be built on a "flat" lot rather than o0 a sloping lot, thus there will be no retaining walls. In this addendum we will replace the exterior ------------------------------------- retaining walls with framed shear walls and size headers at the openings in these walls. There is no change to roof or main floor framing, thus the previous analysis of those �II elements remains the same. cz 2316 Antone Way Tim K. Garrison, P.E. Anacortes, WA 98221 Phone: (360) 708-1865 Consulting Engineer (N.F) TimG@TimKGarrison.com 2' 3 J I �i A------------ ____ _ _- m = Exterior retaining walls at grids 1, 2, 3, A, and B are replaced with framed shear walls, analyzed herein. Unit shear in these Fo walls is. very low thus no holdowns are required, B.I. Openings in these framed walls have their headers sized herein. Lower floor (non -garage area) will have k j _ —---- crawlspace rather than slab on grade. - -- Those floor and footing members are - checked herein. --------------------- I P ------------------------------------ ----------------------- it I -_ -I ------- - --------- Ii I. -, =--- j -- . - -..- ----------------- - - - - -- - _ ___ 1 G� 0 0 ConstructionCalc, inc Lateral Load Calculator Job NO.: t19055 Job Name: Lowman By: tkg Architect / Designer: Landed Gentry Date: 5/30/2019.Rev. Building: Lowman SEISMIC LOAD CALCULATOR Seismic Factord 0.120 Roof Snowl 25 psf I Flr Storage LLB Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s tot up tot e-w do tot e-w do tot n-s Dim 11 54.00 Dim 21 49.00 Mul factor 1.05 1.05 1.05 1.05 1.05 1.05 1.05 1.05 Trib Area 2789.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dead weight, psf.,' 15.0 ,' 15.0 ; 15.0 ; 15.0 ; 15.0 ; 15.0 ; 15.0 1 15.0 --- 1------------�---------------- --- Seismic factor.' 0.120 0.120 ,' 0.120 ,' 0.120 ,' 0.120 0.120 0.120 0.120 Calc'd seis load 5020.4 Dim 11 202.00 Dim 21 5.00 Mul factor) 1.00 Trib Area 1010.0 Dead weight, psf,l 10.0 Seismic factor.; 0.120 I Calc'd seis load 1212.0 y Dim 11 Dim 21 Mul factor 1.00 Trib Area 0.0 -- - Dead weight, psf.1 15.0 Seismicfactor.' 0.120 Calc'd seis load 0.0 Other GLs 0.0 1.00 0.0 10.0 0 120 0.0 1.00 15.0 0 120 0.0 6232A ;111; 202.00 12.00 1..00 2424.0 10.0 0.120 2908.8 51.00 47.00 1.00 2397.0 15.0 0.120 4314.6 6232A U.0 U.0 U.0 (),0 0.0 0.0 0.0 0.0 0.0 0.0 10.0 1 10.0 ' 10.0 10.0 ' 10.0 ---...... 0.120 i---- h----------- ; 0.120 ; 0.120 ,' ------ ; 0.120 ; ----- ---- 0.120 0.0 0.0 0.0 0.0 0.0 1.00 1.00 1.00 1.00 1.00 0.0 0.0 0.0 0.0 0.0 - -- - --• 15.0 15.0 ---------- 15.0 , ------------- 15.0 15.0 0.120 0120 ' 0.120 T 0.120 '' 0.120 0.0 0.0 0.0 0.0 0.0 13455.8 Seismic Applied V� 6232.4 � 6232,4 � 13455.8 � 13455.8 � 0.0 � 0.0 � 0.0 � 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: .Gridline: Gridline: up n-s tot up tot e-w do tot e-w do tot n-s 0 0 0 0 Dim 1 55.04 0 1.00 N Dim 2 8.00 6.00 v Mul factor 1.Q0 0.50 1.00 1.00 1.00 .1.00 1.00 1.00 o Trib Area 356.0 42.0 0.0 0.0 0.0 0.0 0.0 0.0 --------------------------------------------------------------------------------------- - of Wind psf load' 4.5 ,' 4.5 4.5 ,' 4.5 4.5 4.5 4.5 ! 4.5 Calc'd wind load 1602.0 189.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 24.00 45.00 Dim 2 7.00 7.00 Mul factor 0.50 0.50 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 84.0 157.5 0.0 0.0 0.0 0.0 0.0 0.0 w_________________________'_____________r____________1_____________r____________�_____________t_____________1 Wind psf load' 19.2 19.2 1 19.2 19.2 19.2 19.2 i 19.2 I 19.2 L------------J-------------J-------------------------J-------------L.......... --J-............ 1-------------' Calc'd wind load 1612.8 3024.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 11 54.00 49.00 48.00 52.00 Dim 21 4.50 4.50 10.00 10.00 Mul factor 1.00 1.000 1.00 1.00 1.00 1.00 1.00 1.00 x Trib Area 243.0 220.5 480.0 520.0 0.0 0.0 0.0 0.0 w- - - - - - --- -- - - - - - Wind psf load, 18.0 ,' 18.0 18.0 ,' 18.0 18.0 ,' 18.0 18.0 18.0 Calc'd wind load 4374.0 3969.0 8640.0 9360.0 0.0 0.0 0.0 0.0 Other GLs 7182.0 .7588,8 Wind Applied VI 7588.8 1 7182.0 1 15822.0 1 16948.8 1 0.0 1 0.0 1 0.0 1 0.0 1 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up n-s tot I up tot e-w do tot e-wI do tot n-s 0 0 0 I 0 Controlling V 7,589 lb 7,182 lb 15,822 lb 16,949 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type, wind wind wind wind ConstructionCalc, inc �4 Description: up n=s tot Distribution of Lateral Loads Total V, unfactored 7,585 Ib Rev: 5/30/2019 Wind or Seis control? (w or e)winds Building: Lowman Total V, factored 4,553 Ib Grids 21 22 23 Percentage VI 50% 0% 50% I I I 0% Leftover V / grid 21277 Ib 0 Ib 21277 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 4,553 Ib Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 2.5 If 6.5 If 15.0 If ' 24.0 If 95 plf 1 PW IV*2.8If I 2.6If 4.3If 12.1If I 5.4If I 3.8If I I 31.01If 73pll0! # pw Description: up tot e-w Total V, unfactored 7,182 I'o Win control? (w or e)l wind � (�/ tal V, factored 4,309 Ib L� Grids 2a 2b 2c 014 *V4 Percentage VI 50% I 50% I I I 1 0% Leftover V / grid 2,155 Ib 0 Ib 2,155 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 4,309 Ib Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 5.5 If 14.0 If 19.5 If 110 plf 1 PW 2.5 If I 2.6 If 2.2 If I 2.2 If I I I I I 9.5 # If 2227 plf PW Description: do tot e-w Total V, unfactored 15;822 la Wind or Seis control? (w or e) wind Total V, factored 99493 Ib Grids a, b c, d I I I I I ° Percentage V� 50 /° 50 /° 0% Leftover V / grid 4,747 Ib 4,747 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 9,493 Ib Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 24.7 If 2.8 If 5.5 If I I I I 33.0 If 144 plf 1 PW (per prev) 0.0 If #DIV/0! #DIV/O! Description: do tot n-s Total V, unfactored 15,9%s9 Ib Wind or Seis control? (w or e)wind Total V, factored 10,169 Ib Gridsl 112 3 Percentage V� 50% I 50% I I 0% Leftover V / grid 51085 Ib 5,085 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 0 Ib 10,169 Ib Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use � 15.5 If I 23.0 If I 4.0 If 3.5 If I I I 46.0 If Ill plf 1PW � 4,0If 28,0If 32.0 If 159 plf 1 PW C� Tim Garrison, P.E. CcNSPRUCTIONCALC Proseam 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 I t19055 I Spans and Supports (Note, pitch and fixity, If any, not shown) Member LD. I 22h I I Other Info. 5/30/19 I 7` U 1 Type? Simple'span, fully braced - Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lenoth Lenth of Spans: 6.00 ft Allowable Deflection, Main Spans Live Only, LI -Code Minimum - Normal: U360 & L/240 :...........................................: — r..................................6......... 360 — 0.20 in Total, L/ 240 = 0.30 in N/A = 0.00 in ..............;........................................._:;......................_.................... 6.00 ft Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped:) 0.0 :12 . I Mem True Len: 6.00 ft Add Self W eight? Yes_ Self weight will beadded to applied DL Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No .-_- Increase Roof DL for pitch? Yes Roof Pitch Live Dead Snow Trib. Width Live Dead Uniform Ld. 1 - Roof I 20 psf 10 psf 25 psf Uniform Ld. 2 I 40 psf 15 psf I I 12.00 ft I 480.0 lb/ft 180.0 Will Uniform I.A. 3 I 60 psf 10 psf Uniform Ld, 4 I 163 psf 15 psf Uniform Ld. 5 I 10 psf 800 I 600 400 200 0 Q -200 U Tot Unif Load 480.0 Iblf4 180.0 Iblft Loads Point loads are 1/10 scale � _ 1 I r Snow 4x And Smaller (Lumber) Calc'd Member Results For (2) 2 x 10 Solutions Using Seif Weight of Sawn (2) 2 x 10, 7.1 plf �(2) zx to � Load Duration uve: t.00 j � % Overdesign (4) 2 x 8 Moisture Medium Dry- ta% Douglas Fir -Larch I v Repetitive Use? 'NoPos Bending 17.6% (2) 2 x 10 3 x 12 Press Treated? LNo, Not P.T. ! No.7 V Flat Use? No Neg Bending NA (3) 2 x 8 4 x 10 Temp Cond, Flood qj & less Fb Pos 990 psi Fv 180 psi Shear 66.4 % " Fb Neg 990 psi Fcp 625 psi Span(s) Defl'n 352.4% Allow Pos Mom 3,529 ft-lb 11 197,86 inA4 Cantilevers) Defl'n NA Allow Neg Mom -3,529 ft4b E 1,600 ksi Calc'd member OK by: 17.6 % Allow Shear 3,330 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7,09 plf Cond's Of Use: Load Duration:1.0•Live For (2) 2 x 10 1,50 in 1.50 in Reactions Support 1 Support 2 Support 3 Support 4 Moments $UDDOrt 1 $UDDOrt 2 Support 3 $UDDOrt 4 Max Total 2,001 Ib 2,001 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 561 Ito 561 lb 0 ft-ib 0 ft-lb 0 ft-Ib 0 ft4b Min Load Case Deflections Lt Carri Span 1 Span 2 San 3 Rt Cantivr Max Up Deft 0.000 in Allowed 0,300 in 0.300 in 0.300 in Max Dn Dell -0.061 in Allowed 0,300 in 0,300 in 0.300 in ProBeam v7 WC 5-23-19 L6 Im Tim Garrison, P.E. C6NSI RUCTIONCAL.0 Proseam 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. ,lob I t19055 I Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. I deck beam I I Other Info. I 5/30/19 I - a � G i o J Type? Simple span, fully braced ill Left Cantilever Span 1 Span 2 Span 3 Rioht Cantilever Tot Member Lenoth Lenth of Spans: 9.00 ft Allowable DeOection, Main Spans Live Only, LI Code Minimum - Normal: L/360 & L/240 ........................- ...... 360................i 0.30 in Total, L/....:..240..< = 0,45 in N/A.........: = 0,00 in i....................................I.....: .........I...: .........................................:..: Pitch if Member Being Designed is Sloped:) 0.0 :12 I Mem True Len: 9.00 ft Add Self Weight? i Yes - Self weight will be added to applied DL _ Loads: Uniform Loads Over Full Length of Member 9'00 ft Total, LI€ ..._........N/A_....... ...... : Loads From Continuous Member? . No_J Increase Roof DL for pitch? Yes � . 'Roof Pitch 4.0 12 _ ' I Live Dead Snow Trib, Width Live Dead Snow Uniform Ld. 1 - Roof I 20 psf, 10 psf 25 psf Uniform Ld. 2 I 40 psf 15 psf Uniform Ld. 3 I 60 psf 10 psf I 5.00 ft I . 300.0 Ib/ft 50.0lblft Uniform Ld. 4 I 163 psf 15 psf Uniform Ld. 5 110 psf Tot Unif Load 300.0 lb/ft 50A lb/ft Loads Point loads are 1/10 scale 400 , 200 .I 0 1 2 3 4 5 6 7 8 9 200 il0 6x And Larger iTimberl Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 1Q 13 plf i 5 x to � � Load Duration Uve: i.00 � % Overdesign 6 x 10 12 x 12 Moisture Medium Dry - 18% Douglas Pir - Larch l v Repetitive Use? No Pos Bending 24.5% 8 x 10 14 x 14 Press Treated? L Yes, P.T. wCUB - No. 2 Flat Use? No Neg Bending NA 10 x 10 16 x 16 Temp Cond, Fioo deg P & less . Fb Pos 700 psi Fv 136 psi Shear 182.4% Fb Neg 700 psi Fcp 600 psi Span(s) Defl'n 203.5% Allow Pos Mom 4,575 ft-lb 1 362,75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom 4,575 ft-Ib E 1,235 ksi Calc'd member OK by: 24.5% Allow Shear 4,613 lb El 447,995 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4. I Self Wt 13,01 pif For 6 x 10 - - Cond's Of Use: Load Duration.1.0•Live 1.50 in 1.50 in% Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Su000rt 2 - Support 3 Support 4 Max Total 1,6341b 1,6341b - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft-Ib Min Total 284 lb 284 lb 0 ft-Ib 0 ft-Ib 0 WHO 0 ft-Ib Min Load Case Deflections Lt Cantivr Span 1 Span 2 Span 3 Rt Cantivr Max Up Deft 0.000 in Allowed 0.450 in 0.450 in 0,450 in Max Dn Defl 1,,0.120 in Allowed 0,450 in 0.450 in 0.450 in ProBeam v7 WC 5-23-19 5a Tim Garrison, P.E. COVSI;RUCTION CAL C v6 o ProBeam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2015 be 2003 IBC. All designs should be checked by a competent professional. .lob I 119055 I Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. I crawl beam 1 I 1 _I 5/30/19 Other Info. I Type? '_Simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: I 6.50 ft I 6.50 ft Allowable Deflection, Main Spans __ _ _____ _ Live Only, L/ Extra Stiff: 1.1600 & U480 - - ..................:......................... - ....-..-.-.............................. . I .......... ... ..................................... I ........................... 600 0,13 in Total, L/ • 480 = 0.16 in I N/A = 0.00 in Total, L/� N/A = 0.00 in Pitch if Member Being Designed is Sloped: I 0.0 :12 I . Mem True Len: 6,50It Add Self W eight? i YesSelf weight will beadded to applied DL Loads: Uniform Loads Over Full Length of Member -- — — - - / Loads From Continuous Member? No _� Increase Roof DL for pitch? Yes_ Roof Pitch 4.0 :12 -- - - Live Dead Snow Tribe Width Live Dead Snow Uniform WE 1 be Roof 20 psf 10 psf 25 psfEd be Uniform Ld. 2 40 psf 15 psf I 8,00 ft I 320.0 Wit 120.0 lb/ft Uniform Ld. 3 I 60 psf 10 psf WE Uniform Ld, 4 I 163 psf 15 psf Uniform Ld, 5 I 10 psf I be Tot Unif Load . 320.0 lb/ft 120.0 Ib/ft I . Loads . Point loads are 1/10 scale 600 400 I 200 1 0 -200 1 2 3 4 5 6 4x And Smaller (Lumber) Calc'd Member Results For 4 x 8 9 9 P �__ -- ] % Overdesign Solutions Using Self Weight of Sawn 4 x 8, 5.6 If 4 x a v Load Duration Live: 1- v 2 x 14 (4) 2 x 8 Moisture L medium Dry -18 io IV Hem -Fir v Repetitive Use? I No � Pos Bending 20.0% (2) 2 x 10 3 x 10 Press Treated? No, Not P.T. ' No_2 V Flat Use? No Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. log deg_F & less Fb Pos 1,105 psi Fv 150 psi Shear 752 Fb Neg 1,105 psi Fcp 405 psi Span(s) Defl'n 31.2% Allow Pos Mom 2,823 ft-lb 1 111,15 in44 Cantilever(s) Defl'n NA Allow Neg Mom -2,823 ft-lb E 1,300 ksi Calc'd member OK by: 20.6% Allow Shear 2,538 lb El 144,492 ksi Controlling criteria is:. Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 ( Self Wt 5,58 plf Cond's Of Use: Load Duration:l.0-Live For 4 x 8 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 19448 lb 1,448 lb 0 ft4b 0 ft-lb 0 ft-Ib 0 ft-Ib Min Total 403 lb 408 Ib - 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 .5 (Z� 12' Sn N/ Max Up Dell 0,000 in. Zoo p S Allowed 0.163 in 0.163 in 0,163 in Max Dn Defl - -0.124 in Allowed 0.163 in 0.163 in 0,163 in ProBeam v7 WC 5-23-19 G� Tim Garrison, P.E. CASliRLICTtONCALC ProBeam 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 I t19055 I Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. I crawl beam 2 I 1 ,OtherI 5/30/19 I � lnfo. V V.J I.V G.V J V.J 4 4,0 Type? Simple span, fully braced _ __ _� • . Left Cantilever San 1 Span 2 Span 3 Rioht Cantilever Tot Member Lenath Lenth of Spans: I 4,70 It I 4,70 ft Allowable Deflection, Main Spans -------------------- ------ -------- Live Only, L/ i code Minimum_ Normal: U360 & L/240 - - - _ - - V . :......................................... . —;..........................................., -............................................: 360 0.16 in Total, L/ _ 240 E = 0,24 in N/A = 0,00 in C.........................:.................::..:........................................; i........:................................:F Pitch if Member Being Designed is Sloped:) 0.0 :12 I Mem True Len: 4.70 It Add Self Weight? Yes -,Self weight will be added to applied DL71 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No Live Uniform Ld. 1 - Roof I 20 psf Uniform Ld. 2 I 40 psf Uniform Ld, 3 I 40 psf Uniform Ld. 4 I 163 psf Uniform Ld, 5 Dead 10 psf 15 psf 15 psf 15 psf 7 psf Increase Roof DL for pitch? Yes Snow Trib, Width Live 25 psf 5,00 ft I 200.0 lb/ft 9.00 It I 360.0 Wit 9,00 ft Tot Unif Load 560.0 Ib/ft Total, L/': N/A = 0.00 in Roof Pitch 4.. 12 Dead Snow 75.0 Iblft 135.0 lb/ft 63.0 lb/ft 273.0 lb/ft Loads Point loads are 1110 scale 1000 , 500 0 500 0.5 1 1.5 2 2.5 3 3.5 4 4.5 4x And Smaller (Lumtierl Calc'd Member Results For 4 x 8. Solutions Using Self Weight of Sawn 4 x 8, 5.6 plf r4� �� Load Duration live: 1.00 � "/ Overdesign 2 x 14 (4) 2 x 6 Moisture Medium Dry -18 % ! V Hem -Fir I Repetitive Use? No Pos Bending 21.9% (2) 2 x 10 3 x 10 Press Treated? No, Not P.T. V i No. 2 J J Flat Use? I No Neg Bending NA (3) 2 x 8 4 x 8 Temp Cond. ! 100 deg F & less Fb Pos 1,105 psi Fv 150 psi Shear 28.8 % Fb Neg 1,105 psi Fcp 405 psi Span(s) Defl'n 268.2% Allow Pos Mom 2,823 ft4b 1 111,15 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -2,823 ft-lb E 1,300 ksi Calc'd member OK by: 21.9% . Allow Shear 2,538 lb El 144,492 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 5,58 plf For 4 x 8 Cond's Of Use: Load Duration:l.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Supoort 4 Max Total 1,971 Ib 1,971 Ib - - 0 ft-Ib 0 ft-Ib 0 ft-Ib. 0 ft-Ib Min Total 655 lb 655 lb 0 ft-lb 0 ft-Ib 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 0,235 in 0,235 in 0.235 in Max Dn Deft -0.064 in Allovyed 0,235 in 0,235 in 0.235 in ProBeam v7 WC 5-23-19 Tim Garrison, P.E. P CdN Prol9eam ., 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 1:19055 Spans and Supports (Note, pitch and fixity. If any, not shown) Member l.D. I lowr fir joist Otherinfo. I 5130/19 Type? simple span, fully braced Left Cantilever Span 1 Span 2 Span 3 Riaht Cantilever Tot Member Lenath Lenth of Spans: I 9.00 ft I 9,00It Allowable Deflection, Main Spans - Live Only, L/ Extra stiff: t/600 & L/460 _ _ _ _ J ................ ..._................. ......I IF 600 = 0.18 in Total, U. 480 = 0.23 in N/A ' - 0.00 in Total, L/_ N/A = 0,00 in i................_....:._.....I...........;............................................:'.......................-....-.............;.....................-.....................: Pitch if Member Being Designed is Sloped: l 0.012 Main True Len: 9.00 ft Add Self Weight? No -Self weight is Induded In applied DL 1 IF Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? LNo�Vj Increase Roof DL for pitch? � yes � � Roof Pitch I 4.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 IF Roof I 20 psf 10 psf 25 psf I - - - . _ Uniform Ld. 2 I 40 psf 15 psf I 1,30 ft. I 52.0 lb/ft 19.5 Wit ' Uniform Ld. 3 I 40 psf 15 psf I I I - - Uniform Ld. 4 I 163 psi 15 psf I I I IF Uniform Ld, 5 I 7 psf I I IF IF I � I Tot Unit Load 52.0 lb/ft 19.5 lb/ft - Loads Point loads are 1/10 scaly 100 50 1 0 1 2 3 4 5 6 7 8 9 10 -50 4x And Smaller (Lumberli Caled Member Results For 2 x 10 Acceptable Solutions 2 x 10 Load Duration I uve: 1.00 s I % Overdesign 2 x 8 (4) 2 x 5 Moisture MedlumDry-13% Item -fir - Repetitive Use? yes Pos Bending 164.5 (2) 2 x 6 3 x 8 Press Treated? No, Not PIT. J No. 2 t Flat Use? No Neg Bending NA (3) 2 x 6 4 x 6 Temp Cond. deg F&less Fb Pos 1,074 psi Fv 150 psi Shear 331.2% Fb Neg 1,074 psi Fcp 405 psi Spans) Deftn 174.20/6 Allow Pos Mom 1,915 ft-lb 1 98.93 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -1,915 ft-lb E 11300 ksi Calc'd member OK by:- 164.5% Allow Shear 1,388 lb El 128.611 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wit 3.05 plf Cand's Of Use: Load Duretion:1.0-Live For 2 x 10 1,50 in 1.50 in - - -joist Calc'd Brand ITJI'-Trus)om j Results For 9-1/2"TJI 110 Calc'd Member rg-1/PTJI110 %Overdesign Acceptable Solutions - Load Duration uve: 1.00 � Pos Bending - 245.3% 9-1/2" TJI 110 1114/8" TJI 560 i1II Bing @ Ends: Min 1.75 w/o web saanerr_ W I Neg Bending NA 9-1/2" TJI 210 18" TJI 566D. f Bung @ Mid -Supports: (Nc Mid support) - I Shear 279.2% 9.1/2" TJI 230 f71 Allow Pos Mom. 2,500 ft-lb Allow Shear 1,220 Ib Span(s)Defl'n 169.4% 114/8" TJI 360 Allow Neg Mom. 2,500 ft-lb EI 1571000 ksi Cantivr(s) Defl'n NA Allow End Rxn 910 lb Bearing 182.8% Allow Mid Rxn 1,935 lb Calc'd member OK by: 169.4% Self Wt 2.30 plf Controlling criteria is: Deft - Span - - Cond's Of Use: Load Duration:1.0-Live Reactions Support 1 - Support 2 Support 3 - Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 322 Ib 3221b - - 0 ft-Ib 0 ft-Ib 0 ft-Ib 0 ft•Ib Min Total 88'Ib 88 Ib - 0 ft-Ib 0 ft-Ib 0 ft-Ib O ft-Ib Min Load Case Deflections Lt Can Ivr Span 1 Span 2 Span 3 Rt Cantivr ' Max Up Dell - 0,000 in Allowed 0.225 in 0,225 in 0.225 in Max Dn Dell - -0.082 in - IF - - - - Allowed 0.225 in 0.225 in 0.225 in ProBeam v7 WC 5.23-19