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HomeMy WebLinkAboutPermit File BLD-2019-0716 3937 Rock Ridge Parkway (2) 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221 Consulting Engineer Phone: (360)708-1865 TimG@TimKGarrison.com Structural Analysis: New Home at 3937 Rock Ridge Parkway, Anacortes, WA - 269 - 7/ L — Client: 'loyal Reinsch Job Number: T19089 Building Design: Kane Roeder, Strandberg Date: October 22, 2019 Design _,„ -�f I".311GAR7/� fluCOL t 1 OCT'3 12019 • • ACORTEs eAN IONA[. 1 jutll9 I INDEX: Design Sketches SKI —SK6 Callouts and Tables COI —C06 Standard Specifications B—H Calculations. Cl —C23 Total No. of pages excluding cover sheet: 42 Notes,Disclaimers: . ConstructionCalc, Inc. (CCI)takes responsibility only for items specifically addressed within this report set. This report is valid only for the specific project shown above and herein. Further,this report is valid only if it is stapled or otherwise bound as it originally left this office,and contains all of the sheets as originally bound. Any sheets that are not bound to the original complete set are not valid and shall not be used (excluding authorized, stamped addendums). Lower Level Walls and Main Floor Framing 1/8" = 1' ZQ"° I -All floor sheathing is 12FD,typ. .rl -Stair framing per Arch and code min. _____--------,--ITS,..TS,.. 1 i •- Deck decking is 13DD,typ. y w a I la APB 1 : .0 • I��P . ®P 7ZI . A > j )9D5 ® g% +L3 : I `Z1 �. P ► 3z c� I , I . I n I 0'' ci0I - ,, a 2 * . 32263 c �; 1 1 ( 21 r• ((921 328 72f �.l4 I I , (32a ( 26 408 — rile QS i ,.0,:i \ i z.e,.. ..,,,, --------„,______ 3 4' -I r-— G.� -4---+ � — J le-4 Upper Level Walls and Roof Framing 1/8" = 1' - Roof diaphragm is 11RD,typ. •p ki,. , i 61- IIsd, � u . . , ,_ ___,,,, . v: ._, _ , , E ,,, „ • 1 = a 20t1 a Z 4-1 M i k O V r I1 . t 4 j ! . . . A . , . . . . . . , • , . . . . / , Wood Strong WaH, Typ • , . . , D8 i Foundation t• Top Plate • . . . . . , Condltoon • . . . •• . . • • . . . ° . • . . . . . . . . • . . • . . • . • .AttzrtIft.f.i. ',.-:.-., !,.'•:.?..clr.-.14.1.- . - . • • • PlOS“'''''. • or 1::,-r,-; p•Za -.- .ore -..rr''' ''''' • .4.4"..- ...''' „,.......''' . ,,,,,,,,,,.., ,e,0„,..,,,e.:0440i , • . • 1. c-r, ..r....70Jt.,..",7. , 1,--'11:y v 'q....tk, . • ...--/ '14''4,1,. . otiv ..1 3, 1, .4'0:A 4„10011 11 Oil 1-bi,.1 rcitiT :i::1 t , 4:1 •Vi..V;11-:, • " . • . . • . '-'h (,, • . . P . i ! 11 • • • . . • . . , . li • 1 . . • , . ' • i 1' li I . . . . . ' ' i ; . ' - •-•• Fietd tnrrurfatie ari.d: cinIziZle . .. . . . . '. .. . . , . . . . . . • . , . • . 1/14)(63...i SDS Heavy-Duty . . • F-'s.g-,-:: .- , .:' , .-, /,-.,_-. Connector screws (provided) . . f,..:-' y. •. - : ,v-.• I installed from top. i , 4 -i.,•• ! --:. , t ,', i * ' . ' $ee Detaif 4/SWSB2 for spacing . . requir.enlents • f!.f. '.,•,,•,r., , ,.' . ,, T , , .—...r. . . ., . . : 1 . ,., . ...,... . • • --"6-14--"4""*Ilik: ..'..--.R.:--Max Tefs" wocd I i ( , , if ;. ‘ . . , shim as • required . . i/ \ • ' .- . . a" . . . .. 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Typ. shear wall TOP Typ. shear wall TOP • • - Typ. shear wall BOTTOM D1 connection - framing parallel 0D2connection - framing D3 connection on framed or rim or con't blocking, NTS perpendicular. NTS Rb - t_ floor, NTS t ` \a- rR ciS5 pr � ' :- T �A � C , tI s' ram W 't _..N F o best• G. = i ` - I 5t{ ,z wAL ..q r_, jo,sT az Hu g ae- `--- y E (vti?L$ NUJ.�c�6 I .1111111111111110 \cE.t"k,4, 0 Z: �CoLc �� T �'o� F -� : N�++f-EN�i il C' 1 C7rl rL I�t�r.t[ /�L.;',� 5Rv._1. l Gk£ i . A Ida T" =- - _ sr.w�156fltio tc € 1{2-�'ott- btu lCZ-� 1.1� i 1 Ter � e>V • _ __A _ ,. $aW�65600 st4t:�t`lix1 � . p6z. 4 � ----it .STwc,S Ga . 14e� ��M otL '�.A�FT�rc viz. --- E .t ; 6)---r.-- P.U 5� J;L. Volk r T c= _ - - _ (' % _s r . f- } ,.- (E/A d A�`r', ,`v'' '�- �'r� • S�t13�4� i I' E $_ ell. . L...rf'4\\ ii 1 f;.CST 1,tL q •;S ,175, or'i.. ,�G'o..o'F t •' ._ 1{ 1 DN.i, ' 34 ti r✓rrr F . — A. �-'� I �cc.sLtrE.'4 vft- 5t{EA�.. rS ,� E•c,,Ac�• i'e• - �tr�u�s i3wr S�ra � ��5 � PEz et r A+.TC2. ruu. }4T. 5k't a tr1 Rr • _�_ Tor n F — , — ^. .�' ` • 5i4E-AQ, wA L.L — -!1�- 1-•• — : • - II�'EZ a-4.1..1 11 t_�rrr• o CST • . _ _... _ , ��• -•--•-- .• tI • - - ........ .... ... . ..., . , , l� �''..�"`�_-.•_ s E N 73•i,tm �;r■�c~rr A k-�t 2.5 i � l 3 DtS-r ' : LoE41 ►1• , ` • iO� AL-T. xli, f >zR l r 2 : A 4-t 1 1i G�,l�w ors / r7,X•• ..4..— SAhIGISh00 1 1: I 4 ••kt r F!(�4- 'S-tJ 'Ft1N1 0 17- 5?1-IGg , `'J»Q' oF/S t•EArl. t t"i, - (-iGiz 1 1Nal..L. [ . . c.AN • • VI • r I " !.Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) 0 PA 'Per Architect * i i Structural Item: This item and related connectors shall be per architect / designer. - 8 SW i Simpson Wood Shear Wall • Detail * , _ _,Wood Shear Wall: Use WSW 18. Width = 18", Height, see below. • . D8 . + * Hei ht: Foundation to top plate. Okay to order WSW long and cut to height as necessary. * Alignment: If using trimmer, nail 2x trimmer to WSW for header support. Trimmer creates edge of rough opening. May use HUC in lieu of trimmer, in this I 'case WSW creates edge of rough opening. Remainder of wall section may be filled in with standard framing. _-. - I ',Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. - { __—_ * I ,Top Connection: Connect top of WSW to double top plate with SDS connectors that come with the WSW. * 1 'Sheathing: Sheathe header, WSW, and wall similar to 2PW. ' Bottom Connection: Anchor bolts, use all-thread, 7/8" diameter, extended to footing bottom rebar and use double nut and 3" x .257 washer on.embedded ! .* . ! 'end. Suggest using Wood Strong Wall Anchor Bolt template, SSW. - 11 RD. !Roof Diaphragm _ :_ -____ _. IiJI* Shear Capacity: Good for Eh = 230plf- seismic; Ehf= 322 plf- wind. Max aspect ratio = 3:1. _L TFraming: Trusses or rafters: 2x at 24" OC, max. ___ - __ 1 * L Framing Connection at Support: _ __ — . - j- Where connected to shear wall, connect per shear wall callout - top of wall. I __ FWhere trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. __ __ - ;At ledger, connect per ledger callout. — �__� —____ * !Sheathing: 7/16" min., OSB or CDX plywood. — ___ _—_ - _ ___ * !Sheathing Layout Case 1 per IBC 2306.2.(1) _-. * !Nailing: Use 8d at 6" edges, 12" field. ___ * Blocking: Not required except at supports and at connections to shear walls below. 12 i FD Floor Diaphragm * Sheathing: With joists at 24" or 19.2" .00, use min., 24 oc rated, APA Sturd-I-Floor; either 3/4" species group 1, or 7/8" species group 4. May be OSB or ' • - _ ; _plywood. Good for 130 psf, TL @ L/360 deft. * ' !Sheathing: With joists at 16" OC, use min., 16 oc rated, APA Sturd-I-Floor, min., 19/32" thick. May be OSB or plywood. Good for 245 psf TL @ L/360 deft. __ * _ 'Sheathing Layout: Case 1 per IBC 2306.2.1(1) _- T _ _ I - i Orient sheets continuous over two or more spans, with the long dimension across supports. _ __ -� * Nailing: Glue, and connect with 8d ring shank nails or #9 screws, at 6" edges, 12" field. _ _____ fir_ I * !Blocking: not required except at supports (beams) and connections to shear walls below. - " (Th 13 DD Deck Diaphragm - • * ;Decking: Use-wood or composite deckingdims:per Arch., min. actual 3/4" x 3.5" . . • * ! ,Decking Attachment: Use decking screws, length to ensure 2" min., embedment into framing below. _ __— I - I - Use 2 screws per deck board per framing member. At deckingsplices, center splice over framingmenber and use 2 screws per spliced end. l * ' Blocking: not required except at support beams. 15 i FF Floor-To-Floor Holdown * Min., Capacity: Good for 1705 lb tension. . Strap: Use CS16 vertical strap applied to outside of wall sheathing. Attach to 2x studs lined up above and below rim joist. Fill all nail holes with l Od.. - , If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary. . * I ' End Distance: 13" min. to each upper and lower studs. Approx total length = 26" + depth of floor system. 19 DS Drag Strap Min. Ca aci : Good for 1,705 lb tension . * ;Drag Strap: Connect beam end to shear wall top late beyond with CS16 x 36", centered over beam / top plate intersection. - Strap must be' straight and horizontal. 1 -- ----- } --- ---- -------- ---- -- - _ - -- __--- , -- i ;- 1 Strap may attach. to either side or top or bottom of members connected. • * Nails: Use l Od, all holes filled. - . 80 L Ledger - Roof Diaphragm -- Ledger Connection: Where a ledger is called for below, if connecting to rim or header, use SDS, or LedgerLOK at max 12" OC, staggered. If connecting to * studs; use 2 SIBS or LedgerLOK per stud. ' . - ______ j -- Length of SDS or LedgerLOK= full depth penetration into rim, or 2.5":min embedment into solid framing_ —_- - - 'Min distance of connector to end of ledger or splice = 2". Min edge distance to top or bottom of ledger=2" . 1 • * I j Framing Connection to Wall, General: Use any of the following, whichever is applicable. L l - j Rafters Perpendicular: Use 2x or LVL ledger, min_height to match rafters. Apply ledger over wall sheathing. Use hangers to hang rafters on ledger. - - :Parallel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed over wall sheathing. Mono Truss Top Chord Perpendicular: Use continuous 2x blocking between trusses nailed through wall sheathing with 16d @ 6 OC to solid wood [backing (continuous rim, plate, ledger, or blocking.) T I - - Mono Truss Bottom Chord Perpendicular: - Alternate 1: Hang bottom chord with hanger mounted over wall sheathing to solid wood backing (rim, plate, ledger, or blocking.) ! Alternate 2: Use min., 2x4 ledger let in to truss bottom chord. Ledger to be placed over wall sheathing and connected with min., 3- 16d @ 24" max spacing. * Roof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 81 L Ledg er - Floor Joists to Rim. ____- -- ---- ---- . * Ledger: Use min., 2x, or 1.5" wide LSL or LVL ledger, at least as tall as joists. • ____ _--_ — — ' * I Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK at max., 16" OC and within 3" of ends and splices. __ _ -_ j SDS or LedgerLOK_ to be of length necessary for full penetration in rim. * i 'Joist Connection: Connect joist to ledger with U or LU hanger, all holes filled. - P • • - • 82 L Ledger - Deck Joists to Rim. • * ' Ledger: Use min., 2x, PT ledger at least as tall as joists. * Ledger Connecion: Connect to rim with 2, SDS or LedgerLOK.at max., 16" OC and within 3" of ends and splices. - SDS or LedgerLOK to be of length necessary for full penetration in rim. * 'Joist Connection: Connect joist to ledger with U or LU hanger(not LUS), all holes filled with galv screws, Simpson SD9 or similar. 95 S Slab . Subgrade: Use structural fill or native material, compacted to 95% relative compaction. It is strongly recommended that all structural fill be checked by a geotechnical consultant. * Underslab Insulation: May use XPS or EPS rigid foam with min., 25 psi compressive strength under slab. If used, provide and install per insulation . . manufacturer's recommendations. • 1 • • * Slab Thickness: Use 4" min. • - __ • 'Reinforcement: Use any of the following: _ - Min., #3 rebar at 24" OC, each way, centered in slab. - - ,Welded wire fabric, min., W2.9, 6"x6" (6 Ga.), centered in slab. Splices overlap 8" min. - ,Fiberrnesh per manufacturer's recommendation. • - - 'Helix micro rebar, min.; 5 lbs. per cubic yard. • -----r— - - * Cont ro l Joints: Maximum recommended spacing = 8' OC, each way. This is a non-structural item and may be changed or omitted by Owner or architectural • 'designer. .Vapor Barrier: Suggest a min., 6 mil., plastic vapor barrier under interior slabs. This is a.non-structural item and may be changed or omitted by Owner or architectural designer. • • • • • • • • en) • • Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) Typkal Shear Wall Callout Symbol This.sy1 bol indicates a dedicated she wall or anel, the type pei- callout below. Walls without this symbol I re not dedi ated shear walls = use code-standar construction. 1 PW j Min. length of shear p nel, ft. j I j I 3.4 1 If "W", constrict entire Wall per this callou`t, with minimum individual panel len*ths indicated on plan. If"NS", mean Not a Shear Wall. Build per code minimum. ' Sill i Top of anchor I j wall to max Capa- • Stud Nail Edge � Sill Block- parallel Top of ': spc'g / city, Nails Stud Stud ! mat'l / Field Top plate & ing at framing wall to , min. wind/ : Sheath- or height, spac'g, Stud (see spat g @ Top plate studs unsup- or rim perpen- Bottom Mud sill embed- Call- seis, ing, Sides of screws, max., ` max., size, std st'l Stud Plate, splice, w/ edge j ported or rim dicular plate to anchor to, ment, out 'Eh, plf min. wall I size ft. in. min. specs) spac'g, in: min. min. nail'g edges- blk'g framing framing concrete 1 in. 10 24 2x4 Sawn 6/6@24 ContI I 6/12@16 .; sheathing Con't 5/8" _bolt one, I I -- -- - ! Con't +blkg or sheathing or 5/8" 7/16" lap either 14 16 2x6 Sawn 6/12@16 48" sheathing H2.5 or or 16d @ Titen HD, 1PW 168/ OSB or side, 8d _ 2- 2x4 1 w/ 8- 2x NA or LTP4 ! 15600, I or A34 SDWC- 6 or �'�'/ 3" 72/4 120 i plywo- apply 4.5" SDS . od directly 18 12 j 2x6 Sawn 6/12@12 • 16d ! at 36" @ 24" @ 12". �� wshr. Or • to studs -_-; 1 i max. See max. See � ! MASA or ------- - - -- - -- -- See MASAP 22 12 1.75x5.5 LVL 6/12@12 I D1 ( ) I ( ) I Sim., or • 490/ 4/12@16 ! 16d@3" m 36/4 2PW (same) (same) (same). (same) 16 (same) (same) (same) (same) (same) 2x (same) (same) (same) 350 or 12 or SDS 1 @ 9'' I ! . 0 . Ge5 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 Ming use .i Alt 1 min. use Alt 2 min., use (if blank use default end(if blank use above.) default above.) 20H ! 2x6, "L" g confi 4x6 21H 2x10, "L"config i. 2-2x8 4x8 22H . 2-2x10 4x10 2 23H ; 3.5x10.5 glulam 5.5x9 glulam 2 2 24H 2-2x10 4x10 25H 4x12 6x10 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 flr joists 36B ! 1.75x11.8 LVL 4x10 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 PSI_ 47B 5 5x15 glulam ______ 48B 2- 1.75x11.8 LVL 2.6x11.8 LVL or PSL r j c6c 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 Hoist brand, equal or stronger may be substituted Default Hoist 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 Notes ' use default, above) 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 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 6 Standard Structural Specifications©— Copyright, Tim K. Garrison, P.E. BASIS OF DESIGN=APPLICABLE CODES: Code. The designs herein are prepared in accordance with the 2015 IBC. Construction shall conform with the most recent building code adopted by the approving jurisdiction. Calculations. The calculations included herein are only those required to ensure compliance with'code. We do not intend to compute every structural element nor every load'combination. Much of our analysis is "BI" (By Inspection.) ABBREVIATIONS: A:Area IEBC:International Existing Building REF:Reference,not actual • AC:Asphalt Concrete . • Code REQ or Reqd:Required BI:By Inspection IRC:International Residential Code ROW:Right Of Way BRNG:Bearing(wall usually) K:Kip(1,000 lbs.) Rt:Right E:Elastic modulus or Electrical KSI:Kips per Square Inch S:Section modulus (E):Existing LVL:Laminated Veneer Lumber SC:See Callout CCI:ConstructionCalc,Inc. LSL:Laminated Strand Lumber SD:Storm Drain CIP:Cast in place concrete Lt:Left SIP:Structural Insulated Panel CMU:Concrete Masonry Unit NA:Not Applicable SK:Sketch CO:Callout or Cleanout NB:Not Bearing SOG:Slab On Grade Conc:Concrete NIC:Not Included SPF:Spruce Pine Fir Cont:Continuous OC:On Center spacing SS:Sanitary Sewer DF:Douglas Fir OSB:Oriented Strand Board STAO:Shear Transfer Around Opening HF:Hem Fir -PCF:Pounds per cubic foot SP:SIPs shear wall HVAC:Heating,Ventilation,and Air PLF:Pounds per Lineal Foot TYP:Typical Conditioning Ply:Plywood UNO:Unless Otherwise specified GW:Gypsum shear wall PSL:Parallel Strand Lumber elsewhere Gyp:Gypsum wall board PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(p1f) GLB:Glulam Beam PSI:Pounds per Square Inch respectively I:Moment of Inertia PT:Pressure Treated with preservative W:Wall,full length IBC:International Building Code PW:Plywood or OSB shear wall WWF:Welded Wire Fabric. ICF:Insulated Concrete Form RC:Relative Compaction LIMITED SCOPE OF CONSULTANT'S WORK: Consultant. The consultant in responsible charge of the work indicated herein is Tim K. Garrison,P.E., doing business as ConstructionCalc, Inc., hereafter indicated as"CCI." Scope of Consultant's Work.The scope of work of CCI is limited to structural analysis of a new single- family residence+detached garage. CCI takes responsibility only for items specifically addressed in our drawings and calculations. Constructed items not specifically addressed herein shall be built per minimum code.' LOADS Following are the loads used for the subject design/analysis: O Roof live: 20 psf. 0 Exterior wall dead: 10 psf 0. Roof+ceiling dead: 15 psf 0 Interior wall dead: 7 psf O Roof snow: 25 psf 0 Seismic Factors: Ss= 1.105, S1=0.438 0 Floor live: 40 psf 0 Seismic Des Category:."D" O Floor dead: 15 psf 0 Wind Exposure 'C', 3-sec gust: 120 mph. • o Stairs and exits,residential,live: 40 psf 0 Assumed allowable soil bearing pressure: O Deck live: 60 psf 2,000 psf. O Deck dead: 10 psf. G SINGLE PROJECT: The calculations, drawings,notes, specifications, and/or tables prepared by CCI are valid only for the project indicated herein. These documents are not valid, are not applicable to, and shall not be used for any other project at any other location. COMPETENT CONSTRUCTION PERSONNEL/SAFETY: Only competent personnel familiar with construction and safety practices germane to the project shown herein should be employed to assemble and construct the work. Contractor shall be responsible to comply with all OSHA and State Labor and Industries Standards. Contractor assumes full responsibility as to construction methods used, safety provisions employed, and the finished as-built condition of the structure and related systems. MATERIALS AND METHODS: . Provide and install all materials in accordance with manufacturer's requirements and recommendations. It is the contractor's responsibility to ensure all field personnel understand and adhere to this. TEMPORARY SUPPORT AND BRACING: General. Provide,adequate temporary support to all walls, roofs,beams, columns, and floors during construction. Design of same is not included herein. Contractor or owner should check all temporary- supporting devices with a qualified person. Contractor shall be responsible for the adequacy of all temporary and/or permanent support systems. Retaining Walls.Do not backfill against retaining walls until concrete has cured to at least 2,500 psi(okay to use high early strength admixtures or additional cement in the mix to achieve this). For retaining walls that are to be connected at their top to horizontal floor diaphragms,do not backfill against the retaining wall until such horizontal diaphragms are in place and properly connected to the retaining wall. FOOTINGS,FOUNDATIONS, SLABS ON GRADE: Geotechnical Report: CCI is not aware of a geotechnical report for this project.CCI strongly recommends that a geotechnical report be performed by a qualified geotechnical engineer for all construction projects. Soils analysis and geotechnical engineering are not a specialty of CCI. CCI depends on others for the provision of soils data,which includes but is not limited to: allowable bearing capacity, liquefaction potential, slope stability, active and passive lateral pressures, internal friction angle,and cohesion. In the absence of a geotechnical report CCI will make assumptions regarding soil parameters, however, CCI takes no responsibility or liability for future settlement, or damage or injury due to earth movement or failure of any kind. Structural Fill: "Structural Fill" shall be granular material conforming to local or state highway specifications for imported road base or sub base; or use sand or other clean granular materials no larger than pea gravel.All structural fill must be compacted per the following section. Compaction: Place all fill materials in lifts not exceeding 8-inches.Compact using mechanical(vibratory or impact)methods. In paved areas and under structures,use structural backfill compacted to 95%relative • *compaction. In non-paved or non-footing areas use structural backfill or native backfill minus rocks, lumps, and organic matter, compacted to 92%relative compaction. Where pipes enter and exit structures(distribution boxes,utility boxes, catch basins,manholes, etc.)use • structural fill around the structure. Carefully place and compact to 95%relative compaction under and around all pipes. When roots, rocks, or other undesirable materials cause over-excavation, fill over-excavation and compact per the above. Foundations, Footings on Soil: All footings and foundations to bear on undisturbed existing soil or structural fill. All organic and deleterious material beneath footings and foundations to be removed and replaced with structural fill.Bottom of footings to be below locally prescribed frost zone,not less than 12". Foundations, Footings on Rock: Where footings bear on rock, clean the rock free of loose rock, dirt,moss, debris, or other deleterious substances.Pressure wash as necessary. Use bonding agent prior to pouring concrete on rock.Where rock is sloped less than 4:1 (14-degrees),no dowels into rock are necessary. Where rock is sloped 4:1 (14-degrees) or greater(up to 45-degrees max),use#4 x 18" long dowels rotohammered min., 8" into solid rock. Rotohammered holes to be '/2"diameter, perpendicular to face of rock.No epoxy is necessary. Dowels to be located as follows: O For continuous footings, use dowel within 6" of ends, corners, and intersections and at 36"OC max spacing. Dowels to be centered on stemwall. • O For pad footings larger than 12" square or round, use.three dowels spaced 8" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2" cover at top and/or side(s). O For pad footings equal or smaller than 12" square or round, use two dowels spaced 6" apart, centered on footing. If dowel is too long to fit in footing, bend as necessary to provide 2"cover at top and/or side(s). Slabs on Grade. Subgrade below slabs shall be similar to the above. A layer of free draining material and a suitable vapor barrier(designed by others)are recommended for all interior slabs. Footing Drains.Footing drains,with washed drain rock or Mira Drain or equivalent extending to finished grade, shall be provided at the base of all footings and retaining walls which will have earth placed against them. Footing drains shall be 4"perforated pipe routed downgradient to daylight,unless otherwise specified. STANDARD CONCRETE: Standard Concrete. Concrete for footings, slabs, and walls shall attain a minimum 28 day strength of fc= 2,500 psi unless otherwise noted on Plans.Minimum cement content= 5 sacks per cubic yard. Maximum water/cement ratio shall be 0.45. All materials shall be in accordance with ACI 318, latest edition.Mixing and placing of all concrete to be in accordance with IBC and ACI 304, latest edition. Admixtures. Industry recognized and approved admixtures affecting set time, flowability, and/or waterproofing may be used provided the strength and durability of the concrete is not adversely affected. Air Entrainment.Provide 5%air entraining in all concrete exposed to the earth or weather. Fly Ash. High quality fly ash or other natural pozzolan may be used in accordance with ASTM C618 with a corresponding reduction in cement content. Any such concrete shall obtain at least the strength and durability characteristics as Standard Concrete listed above. CONCRETE REINFORCING: Strength: Standard Footings, Stem walls, Slabs on Grade. Reinforcing bars(rebar) for standard footings, stem walls, and slabs on grade shall be grade 40(Fy=40 ksi) or better,unless otherwise specified in the Plans. Strength: Retaining Walls and other Structural Elements. Reinforcing bars(rebar)for retaining walls retaining more than 4-feet of soil and their footings, and for structural beams, structural columns and the like shall be grade 60 (Fy=60 ksi)unless otherwise specified in the Plans. • Splicing,Bending. All reinforcing shall be spliced, detailed,bent, and supported in accordance with the most recent ACI code adopted by the jurisdiction. Welded Wire Fabric. Unless otherwise specified,welded wire fabric(WWF) shall be W2.9, 6"x6"(6 Ga.), ASTM A-185. Splice by lapping one mesh+2" all sides. Cover.Provide the following minimum cover: Footings and other unformed surfaces, distance from the bar to earth face...3" Formed surfaces in direct contact with earth 2" Surfaces exposed to weather 1-1/2" For slabs on grade, center the reinforcement in the slab unless otherwise specified. BOLTS AND DOWELS IN CURED CONCRETE: General. This section shall apply to bolts and dowels installed in cured concrete using rotohammer techniques.Minimum concrete embedment=4-inches unless otherwise specified.Minimum distance to any edge or end of concrete=3" from hole centerline unless otherwise specified. • Existing Reinforcing. It is important that no existing rebars are drilled or cut during rotohammer operations. Location of existing reinforcing bars may be by non-destructive methods (pachometer, radar, or similar). Washers. Use 3"x3"x.229"washers on all wood mud sill anchor bolts. Such washers may be slotted,with plate washer under the nut as allowed by the IBC. At non-mud sill locations, smaller washers may be used. Use a steel plate or malleable iron washer under nuts and the heads of all bolts that connect wood. Non-Epoxy Systems.Use Simpson Titen HD where shown in the Plans. These anchors may be used to resist tension loads and shear loads. Install per manufacturer's recommendations. Epoxy Systems. For bolts,use Simpson epoxy-tie bolt system with ET-HP or SET high strength epoxy, with zinc plated,A307 'all-thread' bolts as shown in the sketches.For dowels,use ET-HP or SET high strength epoxy and rebar as specified on the Plans and Callouts. Drilling of holes and installation shall be in strict accordance with epoxy manufacturer's recommendation. CONVENTIONAL WOOD FRAMING: General Construction: Predrill all nail holes where required to avoid splitting.Connect all wood members per the Plans and applicable building code. Where Structural Plans do not specifically address a structural element, construct said element per minimum building code. Framing Material. All sawn framing lumber,not including beams,posts,and columns, shall be Spruce Pine Fir,Hem Fir, or Douglas Fir-Larch,Number 2 or better,unless otherwise shown.All sawn wood shall have moisture content less than 25%. Studs. Studs in exterior walls shall be a single member(not spliced nor discontinuous)from horizontal diaphragm to horizontal diaphragm(horizontal diaphragms are roofs and floors that connect to exterior walls.)Use balloon framing at stairwells, openings in floor diaphragms, etc. Stud size,material, and maximum length between diaphragms is shown in shear wall table. . • Beams and Posts. All sawn structural beams,headers, and posts shall be Doug Fir Larch No 2 or better, except where exposed to weather and specified as PT(Pressure Treated)may be Hem Fir No. 2 or better. Glulams,PSLs,LVLs,etc. shall be per Prefabricated Wood Products section below. Nails: Nails called out herein are"common"sizes, i.e. 16d, 12d, 10d, 8d. Smaller diameter, similar length nail gun nails may be substituted provided 50%more nails are used. For example if 8, 16d are called out, the number of similar length .131 diameter nail gun nails required is 8*1.5 = 12.As another example if 16d nails are called out at 4" spacing,the spacing of similar length,narrower nail gun nails shall be 4/1.5 =2.7". Shear Walls: Walls called out as shear walls on the Plan shall be constructed per the Structural Shear Wall Table herein using materials designated for lateral load resistance by nationally-approved manufacturers. All shear walls must be positively connected at top and bottom to diaphragms.Walls not specifically called Out, or labled"NS" are not intended as shear walls and shall be built per minimum code. Sheathing. "PW"walls, use plywood or OSB,minimum thickness and nailing as indicated in Shear Wall Table, oriented either direction. "GW"walls are drywall shear walls, use per Shear Wall Table. Sheathing Joints.Use blocking behind joints if indicated in the Shear Wall Table. With"PW"and "GW" walls, no sheathing joints are allowed within 2-feet in any direction of a door or window corner. Multiple Ply Members. Trimmers, King Studs, Headers.Where more than one 2x is placed against another and used as a multiple ply king stud,trimmer, or header, connect all plies with 16d at 4"OC, staggered. Beams, Columns. Where more than one 2x, or LVL, or LSL is placed against another and used as a multiple ply beam or column, connect all plies with glue and 2, 16d at 4" spacing. Glue, Epoxy. Where specified,wood glue shall be commercial grade with minimum shear strength of 450 psi at 28 days.Use Liquid Nails LN-940 or similar.Prep and apply per manufacturer's recommendations. Epoxy used with wood dowels or drift pins shall be Simpson ET-HP, or other brand intended for wood use. Wood and dowel shall be clean and dry prior to epoxy installation. Window and Door Openings. Header. Use minimum size as called out on Plans. All headers shall be installed with their tall dimension vertical. If header is less than 3 inches wide(I.E. a single 2x or single LVL)use a flat 2x nailed to the bottom of header in an"L"configuration with 16d at 4"max spacing. If no header is specified, the wall is assumed non-load bearing and wall top plate may serve as the header. Multiple Adjacent Openings. Where adjacent door or window openings occur in a wall,headers for each opening shall be individual members with full-height king studs between them. Each header shall use the number of king studs specified below or in the Structural Callouts. Trimmers, aka Jack Studs. Use size(or larger)per Structural Callouts. Concealed flange hanger of similar bearing length and capacity may be substituted for trimmer. King Studs.Unless otherwise shown on Plans use the following. These must be full-height,bottom plate to top plate, IE diaphragm to diaphragm. * Opening less than 6' wide—use min., one king stud each end of header. * Opening 6.1' wide to 9' wide—use min.,two king studs each end of header. * Opening 9.1' wide to 16' wide, use min.,three king studs each end of header. Discontinuous Top Plate. Where.wall top plates are cut, omitted, or otherwise discontinuous at a.header,the end of the header shall be connected to the remaining top plate beyond with a horizontal CS 18 strap with minimum 12"length on the header and 12" length on the top plate beyond. Strap may be on top, inside,or outside of wall. Anchor Bolts. Shear wall anchor bolts connecting mud sills,use 5/8"diameter x 8"min embedment at the spacing shown in the Plans but never greater than 60"OC and within 12"of ends and corners,with 3"x 3"x .229"steel washers,wrench tight. Wet set anchor bolts shall have a hook or head on the embedded end. Rotohammered anchor bolts at the same spacing maybe used in lieu of wet set- see specifications in previous section. An alternate to wet-set anchor bolts and washers may be Simpson MASA or MASAP at the same spacing specified for wet set anchor bolts. Non-shear wall anchor bolts shall be spaced a maximum of 72-inches and within 12-inches of ends and corners and shall be fitted with 2" steel plate washers. Use either 1/2"diameter x 8" min embedment wet- set, or 1/2" Titen HD with 4"min embedment. Non-shear wall anchors may be 0.145" diameter powder-actuated pins with 1-1/2"min concrete embedment,.at 16" OC,unless otherwise shown . Decks: Joist hangers used at decks shall be connected to all wood members with corrosion-resistant screws, Simpson SD9 or similar. Hangers shall be U or LU only(not LUS.)Ledgers shall be attached with screws or lag bolts per Callouts. All hardware and connectors shall be at least medium-duty corrosion-resistant with galvanizing or similar. Pressure Treated Lumber.Use pressure treated lumber in contact with concrete and/or soil, and when directly exposed to weather.Pressure treating chemicals shall be inert, or otherwise non-reactive with metal connectors (including nails,bolts, framing connectors, etc.)or structural steel members. In certain cases non-pressure treated lumber may butt against concrete. In these cases use a layer of heavy, asphaltic-treated construction paper between wood and concrete. Blocking/Bridging.Provide continuous blocking at all bearing locations.Provide full depth bridging or blocking.at 8'OC max. in joist or rafters without continuous plywood diaphragm connection on the top . Framed floors which support posts shall be solidly blocked within the floor cavity to positively transfer post,column,or other concentrated loads through the floor to the supports beneath. Bolts. Unless otherwise specified: Use washers on all bolts; tighten all bolts to a very snug wrench tight condition;use standard A307 bolts; for bolts in wood, drill the same diameter hole as the bolt; for bolts in steel drill holes 1/16" larger than the bolt diameter. Provide the following minimum edge distances between centerline of bolt and all edges of bolted wood, and between centerline of multiple bolts: 5/8 inch diameter bolts 3 inches 3/4 inch diameter bolts 3.75 inches 1 inch diameter bolts 4.75 inches Minimum distance between edge of bolt and any edge of steel plate (angles, gussets, flanges,webs,etc.) shall be one inch. Engineer shall specifically approve any bolted connection using less edge distance than shown above. Lag Bolts. All lag bolts greater in diameter than 1/4" shall have pilot holes pre-drilled. Size of pilot hole in threaded portion shall be 70%of the unthreaded shank diameter(or alternatively, 90%of the root diameter of the threaded portion). Pilot hole diameter of unthreaded portion shall be the same diameter as the • unthreaded shank. . PRE-FABRICATED FRAMING CONNECTORS: Manufacturer: Simpson brand is specified;however any other nationally recognized brand may be used provided that they are equivalent in their ability to carry all applied loads in all orientations. Installation: The Contractor shall install all prefabricated items in strict accordance with the manufacturer's recommendations and requirements. The load carrying capacity of the prefabricated item cannot be guaranteed if this provision is not adhered to. Nails and screws which will be exposed to weather shall be galvanized or stainless steel. If installation risks cracking of wood, contact engineer for alternate nailing and /or alternate connector. Simpson SDS Wood Screws. Where specified, install per manufacturer's recommendations. In general these do not need pilot holes. However, if wood is old and or very dry pilot holes may be required to avoid splitting. Use length as specified in Plans but never less than required to ensure full strength. Simpson SD Wood Screws.With most Simpson connectors, Contractor may use SD9 in lieu of 10d nails, and/or SD 10 in lieu of 16d nails. These are provided in 1-1/2"and 2-1/2" lengths. Use the length necessary for full penetration into the member(s)connected. PREFABRICATED WOOD PRODUCTS: Prefabricated Trusses. Where shown on the plans, all prefabricated structural roofing members shall be designed by a certified professional engineer. The prefabricated structural roofing designer shall provide to the Contractor stamped design'drawings with appropriate notes showing member sizes, forces, installation procedures,blocking,bracing, etc. Engineered Wood—General. These products must be provided, stored, and installed in accordance with manufacturer's recommendations. Failure to do this may void the warranty and diminish load carrying capacity. Any nationally-recognized brand that meets the below specifications is acceptable. I-beam Composite Web/Flange Joist Products. The contractor shall install the I-Joist products complete with web stiffeners and other blocking/bracing as shown on the Plans and/or as recommended by the manufacturer. PSL(Parallel Strand Lumber)and Versa-Lam.Use minimum 2.0E, 2,900 psi minimum allowable bending stress. LVL(Laminated Veneer Lumber).Use minimum 1.9E, 2,600 psi minimum allowable bending stress. LSL(Laminated Strand Lumber).Members indicated as 1.5E shall have min., 1.5E modulus of elasticity and 2,300 psi allowable bending stress. Members indicated as 1.3E shall have min., 1.3E modulus of elasticity and 1,700 psi min. allowable bending stress. Glue-Laminated Timbers.Unless otherwise noted, all glulam beams shall be 24F-V4 DF/DF. Any that span continuously over one or more interior supports or are cantilevered,use 24F-V8 DF/DF. Use industrial appearance grade,unless visually exposed to interior living space use architectural appearance grade. Pressure Treated(PT) glulams shall be not less than 10%weaker than the above in bending, shear,and modulus of elasticity,using suitable wood species for pressure treating. All glulams shall be manufactured by an AITC approved fabricator. Store and install in accordance with manufacturer's recommendations. Gl 2316 Antone Way Tim K. Garrison, P.E. Anacortes,WA 98221. Phone: (360) 708-1865 Consulting Engineer ,mil TimG@TimKGarrison.com x lid 1_71 - Structural Strategy, Lateral Li`r ->_ try _ * Decks and porch roofs, use diaphragms to horizontal cantilever I _ lateral loads back to building. Posts may be pin-pin. A c L') - *Type 1PW and certain 2PW shear walls have low unit shear • • - 11 1 force thus no holdowns required by inspection. I * Where plate to.plate height of shear panel>3.5:1, use shear transfer around opening(STAO) and height of opening for aspect ratio calc.Use continuous king studs at sides of opening and no. , = joints in sheathing within 2' of opening corners to achieve STAO. - z 2-, I Z 26 ,yam 2C- ' / --N/7- i 1 A [-----u, 1 . ,w,... ,A, - ® eC_. 1) — tr_., i • O. G 7� Structural Design Loads - IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Reinsch home • Job No t19089 Date 10/16/19' Location 3937 Rock Ridge Parkway, Anacortes, WA USGS 0.2 Second Response Ss = 1.105 %of gravity USGS 1.0 Second Response S1 = 0.438 %of gravity No. of stories above ground lev. Three Stories • . Site Class Very Dense Soil&Soft Rock.C V Risk Factor comm%Industrial,Residential -Med Hazard.II Equiv Lateral Force Method • Seis importance, IE = 1.00 Structural System •Bearing wall-wood or light steel shear wall V .2 sec response, Ss = 1.105 Ss use for Cs = 1.105 Is structure regular and 5 stories or less? •Yes +ir Use Ss=1.5 max for Cs calc 1 sec response, Si = 0.438 Site coef, Fa = 1 .000 Redundancy factor, p= 1 Site coef, Fv = 1.362 Period, long-period (Map, ASCE7-10, p. 224, fig 22-12), TL = 16 Response mod coef, R = 6.50 Height of top of building, hn = 31 ft 0 - Str factor, f20= 3.00 Defl Amplf, Cd= 4.00 EQUIVALENT FORCE METHOD, ASCE7-10, 12.8 I Ht Limit 65.0 ft Required Seismic Design Category D Spectral accel parameter, SMS = 1.105 Height Limit (feet) 65 Spectral accel parameter, SM1 = 0.597 Max. Allowable Story Drift 0.015 hsx or L 167 Design spectral parameter, Sps = 0.737 0 - Str factor, no 3.00 Design spectral parameter, SDI = 0.398 Seismic Base Shear, V 0.113 * W I Building period coef, CTs = 0.020 Horizontal Seismic Load Effect, Eh 0.113 *W Approx fundamental period, Ta = 0.263 Vertical Seismic Load Effect, Ev 0.147 * W Upper limit period coef, Cu = 1.400 Seismic Load Effect E = Eh + Ev • 0.26D & -0.034D Building period, use, T = 0.368 LRFD Comb 5 1.347D + Eh +..5L + .2S Csmax = 0.233 LRFD Comb 7 0.753D + Eh Csmin = 0.010 ASD Comb 5 1.103D + .7Eh Seis response coef, Cs = 0.113 ASD Comb 6b 1.074D + .525Eh + .75L + .75S. Min diaphragm force, Fpx min = 0.147D ASD Comb 8 0.497D + .7Eh Max diaphragm force, Fpx max = 0.295D Wind Loads Per ASCE 7-10 - Analytical Procedure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Reinsch home Job No t19089 Date • 10/16/19 Building Wind Exposure ExpC-Where exp.B and D don't apply. V Enclosure Classification ;Enclosed Building(Typical) 'V 3-Sec Gust, Basic 120 mph • V ASCE7-10 maps, Fig 26.5, p247 . ASD,Basic Combos.Stress increases allowed for wood only. V Method Load Comb Factor • 0.6 Roof Pitch 1, max. 1.50 /12 Slope 1 0 = 7.1 deg Roof Pitch 2, max. 1.50 /12 Slope 2 0 = 7.1 deg • A Mstr - 2012 IBC Loads Calcr 6-6-17 • 10/16/19 Hill Shape Topographic.Factor Not Applicable V L/B 0.79 Building Width Perp. To Ridge B = 52 ft h/L 0.73 Building Length Parallel To Ridge L = 41 ft Gust Effect Factor G = 0.85 Mean Height Of Roof (ft) h;n = 30.0 ft 3-Second Gust Power Law Exponent a, = 9.5 Eave Height (ft) heave = 28.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.982 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for ASD Wind - 1605.3.2 = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) Lh = Topographic Factor Kzt = 1.000 Horiz. Distance From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 30.78 psf Windward Wall Pressures internal Pressure Elev K Intermed. Windward Internal Pressure Value q, Wall 0-15 feet 0.849 15.96 psf 10.85 psf +/- 5.54 psf 15-20 feet . 0.902 16.96 psf 11 .53 psf 20-25 feet 0.945 17.77 psf 12.08 psf 1 ongitudiriai (Paraiei To Rodger 25-30 feet 0.982 18.47 psf 12.56.psf , 30-40 feet 1 .044 19.62 psf 13.34 psf Leeward Wall Side Walls 40-50 feet 1.094 20.56 psf 13.98 psf -7.85 psf -10.99 psf 50-60 feet 1.137 21.37 psf 14.53 psf (Outward) (Outward) 60-70 feet 1 .174 22.07 psf 15.01 psf Roof Pressures - 70-80 feet 1 .208 22.70 psf 15.44 psf Based On Posn. Pressure Down Ridge 0 to h/2 -17.04 psf Transverse (P-rp. To Ridge) h/2 to h -12.67 psf h to 2h -9.30 psf Leeward Wall Side Walls > 2h -7.62 psf -7.01 psf -10.99 psf (Outward) (Outward) Horiz prof 13.34 psf Slope 1 - 20.3 psf 1.50 / 1i2 Cti..... -14.82 psf -11.80 psf -6.07 psf 12.56 psf 19.6 psi 1. t i - , s 3 12.08 pif y -14- 5.54 psf 19.1 psi 40 14-.5.54 psf 11 .53 ysf ""' 4* +1- 5.54 psf 7.01 psf 18,5 psi "7 5.54 psf 10.85 psf .,..,. 17.9 psf t i 52.00 ft SO . . .. _ {, Roof 1 slope: 1 .5:12 0.12 rads . 7.13 deg Roof 2 slope: 1 ,5:12 0.12 rads 7.13 deg Press, slope 1, roof, horiz proj: 3.3 psi • Press, slope 2, roof, horiz proj: 3.3 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 10/16/19 Con•structionCalc,•Inc • L Lateral Load Calculator . Job No.: t19089 Job Name: Reinsch By: tkg • Architect/Designer: Roeder Date: 10/16/2019 Building: house+gar R basic 6.5 rho basic 1.0 SEISMIC LOAD CALCULATOR Seismic Factor: 0.113 (Basic. Ma Roof Snow 25 psf Fir Storage LL Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: • house house hse dn e- hse dn n- gar e-w gar n-s mid e-w mid n-s w s Dim 1 949.00 - 52.00 `- Dim 2 1.00 52.00 `6. Trib Area 956.4 0.0 2725.0 0.0 0.0 0.0 0.0 0.0 o Dead weight, psf.[ 15.0 [ 15.0 15.0 '1 15.0 I 15.0 [ 15.0 '1 15.0 i 15.0 o Seismicfactor.; 0.113 ; 0.113 ; 0.113 0.113 1 0.113 I 0.113 ; 0.113 ; 0.113 - Calc'd seis load 1621.1 0.0 4618.9 0.0 0.0 0.0 0.0 0.0 . Dim 1 116.00 2200.00 . 178.00 . Dim 2 5.50 1.00 _ 9.00 m Mul factor 1.00 1.00 .1.00 1.00 1.00 1.00 1.00 1.00 Trib Area 638.0 0.0 2200.0 0.0 1602.0 0.0 0.0 0.0 w Dead weight, psf.; 10.0 r 10.0 I 10.0 I 10.0 i 10.0 I 10.0 I 10.0 I 10.0 Seismicfactor.1 0.113 ; 0.113 0.113 1 0.113 1 0.113 L 0.113 1 0.113 1 0.113 Calc'd seis load 720.9 0.0 2486.0 0.0 1810.3 0.0 0.0 0.0 Dim 1 964.00 1453.00 Dim 2 1.00 1.00 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 0o Trib Area 0.0 0.0 • 964.0 0.0 1453.0 0.0 0.0 0.0 u` Dead weight, psf.; 15.0 15.0 i 15.0 t 15.0 t 15.0 t 15.0 15.0 I 15.0 Seismic factor.; 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 , 0.113 Calc'd seis load 0.0 0.0 1634.0 0.0 2462.8 0.0 0.0 0.0 Other GLs 2342.0 • 8738.9 8738.9 13012.0 Seismic Applied V 2342.0 2342.0 8738.9 8738.9 13012.0 13012.0 0.0 0.0 WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline; Gridline: e w gar n s house house hse dn e- hse dn n- gar 0 0 mid e-w mid n-s w s Dim 1 N Dim 2 _ Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 o Wind psf load[ 8.0 r 8.0 1 8.08.0 8.0 ] 8.0 1 8.0 cC L 8.0 1 J i i Calc'd wind load 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 Dim 1 10.00 44.00 ' Dim 2 20.00 12.50 Mul factor 0.50 1.00 1.00 1.00 1.00 1.00 1.00 1.00 A X Trib Area 0.0 0.0 200.0 550.0 0.0 0.0 0.0 0.0 w Wind psf load; 19.6 ; 19.6 i 19.6 ; 19.6 I 19.6 t 19.6 ; 19.6 1 19.6 Calc'd wind load 0.0 0.0 3920.0 10780.0 0.0 0.0 0.0 0.0 • • Dim 1 6.50 6.50 • 44.00 52.00 41.00 _ 52.00 • to Dim 2 36.00 22.00 5.50 5.50 9.50 9.50 Mul factor 1.00 1.00 1.00 1.00 1.00 _ 1.00 1.00 1.00 x Trib Area 234.0 143.0 242.0 286.0 389.5 494.0 0.0 0.0 Lu Wind psf load; 1719 , 17.9 T 17.9 , 17.9 , 17.9 , 17.9 , 17.9 , 17.9 Calc'd wind load 4188.6 2559.7 4331.8 5119.4 6972.1 8842.6 0.0 0.0 Other GLs 8251.8 15899.4 Wind Applied V 4188.6 2559.7 8251.8 _15899.4 15223.9 24.742.0 0.0 • 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: house house. hse dn e- hse dn n- gar e-w gar n-s 0 0 mid e-w mid n-s • w s co . ConstructionCalc, Inc Description: gar e-w Distribution of Lateral Loads Seismic Adjustments per Grid Total V, unfactored 4;189 lb Building: house + gar '_R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 2,513 lb Adjst'd multiplier - - • Grids 25, 26 27 _ Percentage V 60% 40% 0% Leftover V/ grid 1,508 lb 1,005 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 2,513 lb Sum check OK . Min. Grid Pnl 1 • Pnl 2 PnI 3 • Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 . Sum Eh PW use 4.0 If 4.0 If 2.5 If I • 10.5 144 plf 1 PW 22.0 If I _ 22.0 If 46 plf 1 PW • Description: gar n-s Seismic Adjustments per Grid Total V, unfactored 2,560 lb ' R adjust . Grid ' Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 1,536 lb Adjst'd multiplier - - Grids 2h 2i 2J Percentage V 25% 25% 50% 0% Leftover V/grid 384 lb 384 lb 768 lb 0 lb • 0 lb 0 lb 0 lb 0 lb 0 lb 1,536 lb Sum check OK Min. Grid Pnl 1 Pnl 2 PnI 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 PnI 8 Pnl 9 . Pnl 10 Sum Eh PW use (WSW good for 1190, okay) - 0.0 If #DIV/0!• #DIV/0! 12.5 If • 12.5 If 31 plf 1PW 3.7 If , 4.0 If 4.0 If 14.8 If 26.5 If 29 plf 1 PW • • Description: house mid e-w Seismic Adjustments per Grid Total V, unfactored 8,739 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) seismic Total V, factored' 11,142 lb Adjst'd multiplier - - Grids 21- 22 23, 24 Percentage V 15% •35% 50% 0% Leftover V/grid 1,671 lb 3,900 lb 5,571 lb 0 lb 0 lb 0 lb 0 lb • 0 lb 0 lb 11,142 lb Sum check OK Min. Grid Pnl 1 PnI 2 PnI 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use • ,. 3.0 If 2.5 If 5.5 If 304 plf 2PW 4.5 If 2.0 If 5.0 If 11.5 If 339 plf 2PW :,r• 4.0 If 4.0 If 2.5 If 2.5 If 2.7 If 6.8 If 5.5 If _ 28.0 If 199 plf 2PW Description: house mid n-s Seismic Adjustments per Grid Total V, unfactored 15,899 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind • Total V, factored 9,540 lb . Adjst'd multiplier - . - Grids 2a- 2c 2d - 2g _ _ Percentage V 50% 50% . 0% Leftover V/ grid 4,770 lb 4,770 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 9,540 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 PnI 6 Pnl 7' Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 14.0 If 11.0 If 12.0 If 5.5 If 42.5 If 112 plf 1 PW 3.0 If 6.0 If • 2.5 If 3.5 If 9.0 If 6.0 If 9.0 If 39.0 If 122 plf 1 PW Description: hse dn e-w Seismic Adjustments per Grid Total V, unfactored 15,224 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 18,116 lb Adjst'd multiplier - - Grids 1,2 3-6 Percentage V 50% 50% _ 0% Leftover V/ grid 9,058 lb 9,058 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 18,116 lb Sum check OK Min. Grid Pnl 1 PnI 2 PnI 3 Pnl 4 Pnl 5 PnI 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 10.0 If 10.0 If 16.0 If _ 36.0 If 252 plf 2PW . (direct conn to stem wall) _ 0.0 If #DIV/0! #DIV/0! • Description: hse dn n-s Seismic Adjustments per Grid Total V, unfactored 24,742 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 14,845 lb Adjst'd multiplier - - Grids a-g , Percentage V 100% 0% Leftover V/grid 14,845 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 14,845 lb Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 PnI 8 Pnl 9 Pnl 10 Sum Eh PW use 12.0 If 11.5 If 8.5 If 2.3 If• 8.0 If 9.5 If 6.5 If 3.2 If 4.0 If 65.5 If 227 plf 2PW G6 • "`iw — ProBeam .Tim Garrison, P.E. C't s RUCTION C ALC WA►e m.•a,va► Thr;assf4t►k. *ndus'sr v6.0 J 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 Spans and Supports(Note, pitch and fixity,if any,not shown) Member I.D. 22h Other Info. 10/17/19 1 2 3 4 5 15 7 LI Type? Simple span,fully braced Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 8.00 ft 8.00 ft • Allowable Deflection, Main Spans • • • • Live Only, L/ Code Minimum-Roof Mems,Not Plaster Ceil: L/240&L/180 ® , • 240 = 0.40 in Total, L/ 180 = 0.53 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 1.5 :12 Mem True Len: 8.06 ft • Add Self Weight? No-Self weight is included In applied DL i j Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? .No - Increase Roof DL for pitch? Yes '•1 Roof Pitch 1 10.0 :12 Live Dead Snow Trib.Width - Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 12.00 ft - 234,3 lb/ft 300.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 60 psf 32 psf - - Uniform Ld, 4 40 psf . 85 psf - - Uniform Ld. 5 10 psf . . - - Tot Unif Load - 234.3 lb/ft 300.0 lb/ft • • Loads Point loads are 1/10 scale 600 400 200 0 � A . -200 1 2 3 4 5 6 7 8 9 4x And Smaller(Lumber) Calc'd Member Results For(2) 2 x 10 Acceptable Solutions (2)2 x 10 v " Load Duration I snow: 1.15_ iv %Overdesign - (4)2 x 8 Moisture Medium Dry-18% V Douglas Fir-Larch - ,v Repetitive Use? ; No v Pos Bending • -5.3% 11 le (2)2 x 12 3 x 12 Press Treated? • No,Not P.T. No,2 j' . Flat Use? No _ . Neg Bending - NA � ` (3) 2 x 10 4 x 10 Temp Cond. 100 deg F&less !v I Fb Pos 1,138 psi F.v 207 psi Shear 79.2% Fb Neg 1,138 psi Fcp 625 psi Span(s) Defl'n 242.9% Allow Pos Mom 4,058 ft-lb 1197.86 inA4 Cantilever(s) Defl'n NA • Allow Neg Mom -4,058 ft-lb E 1,600 ksi Calc'd member FAILS by: -5.3% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 . Support 3 Support 4 Self Wt 7.15 plf Cond's Of Use: Load Duration:1.15-Snow For(2) 2 x 10 1.50 in 1.50 in • • - • - i • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 • Support 2. Support 3 . Support 4 Max Total 2,137.lb . - 2,137 lb - . - 0 ft-lb . 0 ft-lb 0 ft-lb 0 ft-lb Min Total 937 lb 937 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 0.533 in 0.533 in 0.533 in • Max Dn Defl - -0.156 in - - - Allowed 0.533 in 0.533 in 0.533 in ProBeam v7 WC 5-23-19 GZ • G ProBeam Tim Garrison, P.E. . CCrNS RUcTtoN ALC" 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 Spans and Supports(Note, pitch and fixity,if any,not shown) Member I.D. 23h . Other Info. 10/1.7/19 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 -I • 12.00 ft • Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Roof Mems,Not Plaster Ceil:L/240&L/180 V 240 = 0.60 in Total, L/ 180 = 0.80 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'? Yes-Self weight will be added to applied DL V • Loads: Uniform Loads Over Full Length of Member Uniform Loads 1-5 will be increased 15% Loads From Continuous Member? Yes Increase Roof DL for pitch? Yes Roof Pitch I 1.5 :12 • Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft - 104.3 lb/ft 172.5 lb/ft Uniform Ld. 2 40 psf 15 psf - Uniform Ld. 3 60 psf 15 psf 7.00 ft 483.0 lb/ft 120.8 lb/ft Uniform Ld. 4 . 40 psf 85 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load 483.0 lb/ft 225.1 lb/ft 172.5 lb/ft • Loads Point loads are 1/10 scale • 1000 500 - 0 L_ -500 2 4 6 8 10 12 14 • o • • Glu Lam Calc'd Member Results For 3.5 x 10.5 Solutions Using Self Weight of Glulam 3.5 x 10.5, 9.4 plf Misc manufacturers j 7 I Load Duration %Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture ; Medium Dry- 180/0v I i 3.5 x 10.5 v Snow: 1.15 v Pos Bending 13.2% 3 x 12 5.5 x 9 Press Treated? No,Not P.T. ' v 24F-V4,DF/DF j v Neg Bending NA 3.5 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F&less ,v Fb Pos 2,759 psi Fv 305 psi ' Shear 71.4% Fb Neg -2,127 psi Fcp 650 psi Span(s) Defl'n 43.5% Allow Pos Mom 14,788 ft-lb 1337.64 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -11,399 ft-lb E 1,800 ksi • Calc'd member OK by: 13.2% Allow Shear 7,466 lb El 607,753 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9.40 plf Cond's Of Use: Load Duration:1.15-Snow • For3.5x10.5 1.91 in 1:91 in - - 1 Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total - 4,356 lb 4,356 lb - , - . 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,407 lb 1,407 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 0.800 in 0.800 in 0.800 in • Max'Dn Defl - -0.557 in - - - Allowed 0.800 in 0.800 in 0.800 in ProBeam v7 WC 5-23-19 G v � ProBeam Tim Garrison, P.E. CJJS RUCTION C ALC • s tMoowI+:The WWI,*no ZndustrV V6.0 s U 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 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 25h Other Info. 10/18/19 •Le T 8 9 10 ' . Type? !Simple span, fully braced V. . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.00 ft • 9.00 ft • Allowable Deflection, Main Spans ' • Live Only, L/ :Code Minimum -Normal: L/360&L/240 V 360 = 0.30 in Total, L/ 240 = 0.45 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: 9.00 ft Add Self Weight? • Yes-Self weight will be added to applied DL ' • • Loads: Uniform.Loads Over Full Length of Member Loads From Continuous Member? No I•I Increase Roof DL for pitch? !Yes - Roof Pitch ` 1.5 :12 1 • • • Live Dead Snow Trib. Width Live , Dead •Snow . Uniform Ld. 1 - Roof 20 psf 15 psf . 25 psf 13.00 ft - 196.5 lb/ft 325.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 60 psf 15 psf - - • Uniform Ld. 4 40 psf 85 psf - . - Uniform Ld. 5 • 10 psf • - - Tot Unif Load - 196.5 lb/ft 325.0 lb/ft Loads Point loads are 1/10 scale . 600 - 400 - 200 - 0 --- - • -200 1 2 3 4 5 6 7 8 9 10 4x And Smaller (Lumber) • Calc'd Member • Results For 4 x 12 T Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf I-4 x 12 Lv Load Duration j Snow: 1.15 • ' V % Overdesign oug � - (4) 2 x 8 Moisture Medium Dry- 18% �V Dlas Fir-Larch __ Repetitive Use? No I _ I Pos Bending 30.1% (2) 2 x 12 .3 x 14 Press Treated? ,No, Not P.T. V No. 2 v Flat Use? }No V Neg Bending NA (3) 2 x 10 4 x 12 Temp Cond. 100 deg F&less 1 v I Fb Pos 1,138 psi Fv 207 psi. Shear 127.2% Fb Neg 1,138 psi Fcp 625 psi Span(s) Defl'n 281.0% Allow Pos Mom 7,003 ft-lb 1415.28 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -7,003 ft-lb . E 1,600.ksi Calc'd member OK by: 30.1% • Allow Shear 5,434 lb El 664,453 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 10.07 plf Cond's Of Use: Load Duration:1.15-Snow • For 4 x 12 1.50 in 1.50 in - - 6x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf • 6 x 12 Load Duration snow: 1.15 % Overdesign • ___ 6 x 10 12 x 12 Moisture !Medium Dry- 18%- , V I i Douglas Fir Larch _ ,: v Repetitive Use? I No I•I Pos Bending 80.7% 8 x 10 14 x 14 Press Treated? No, Not P.T. I V !wcuB-No. 2 I v Flat Use? No v Neg Bending ' NA 10 x 10 16 x 16 Temp Cond. }100 deg F&less ;V Fb Pos 1,006 psi Fv 196 psi . Shear 237.1% Fb Neg 1,006 psi Fcp 600 psi Span(s) Defl'n 386.5% Allow Pos Mom 9,728 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA • Allow Neg Mom -9,728 ft-lb E 1,300 ksi Calc'd member OK by: 80.7% Allow Shear 8,064 lb • El 848,364 ksi • Controlling criteria is: Pos Bending • Req'd Bearing Support 1 Support 2 - Support Support 4 - Self Wt 15.82 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 12 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 2,392 lb. 2,392 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 930 lb 930 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 0.450 in 0.450 in 0.450 in . MaxDnDefl - -0.118in - - - - • • Allowed 0.450 in 0.450 in 0.450 in • ProBeam v7 WC 5-23-19 G , • ProBeam Tim Garrison, P.E. 0 S- ;RUCTION ALe • • to.ow,i, T'e.ykn,t'1f1fs- 9 .? • 144 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 Spans and Supports(Note, pitch and fixity, if any,not shown) • Member I.D. • 30b - _ Other Info. 10/17/19 v _____ _ _ Z 4- a 8 i 0 r2 l 4 • 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 -Roof Mems, Not Plaster Ceil: L/240&L/180 •i • - • 240 ' = 0.65 in . Total, L/ 180 = 0.87 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? -- -_ -- -- - - --- ------I 9 Yes-Self weight will be added to applied DL Loads: . • Uniform Loads Over Full Length of Members • • Loads From Continuous Member? _No. -. I • Increase Roof DL for pitch? Yes_ •!j Roof Pitch ` 1.5 :12 1 • Live. Dead Snow Trib. Width Live • Dead Snow. • Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 7.00 ft - 105.8 lb/ft 175.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - • Uniform Ld. 3 60 psf 15 psf 0.00 ft - - . Uniform Ld. 4 40 psf 85 psf - - . • Uniform Ld. 5 10 psf - - Tot Unif Load - 105.8 lb/ft 175.0 lb/ft Loads . • • Point loads are 1/10 scale 300 , • 200 . 100 . _ 0 • - • -100 2 • 4 6 8 10 12 14 6x And Larger (Timber) Calc'd Member Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf 6 x 10 - • Load Duration Snow: 1.15 I• % Overdesign 6 x 10 12 x 12 Moisture Medium Dry- 18% ! j Douglas Fir-Larch • Repetitive Use? i No 1•� Pos Bending 6.0% . 8 x 10 14 x 14 Press Treated? !!-No, Not P.T. ' • WCLIB-No. _ -I• Flat Use? ;No I • Neg Bending NA 10 x 10 16 x 16 Temp Cond. ; 10o deg F&less ; • Fb Pos 1,006 psi Fv 196 psi Shear 247.2% . Fb Neg 1,006 psi Fcp 600 psi Span(s) Defl'n 116.5% Allow Pos Mom 6,576 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -6,576 ft-lb E 1,300 ksi . Calc'd member OK by: 6.0% Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 10 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For,3.5 x 10.5 Solutions Using Self Weight of Sawn 6 x 10, 13 plf `Misc manufacturers-. •_ Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 Moisture Medium Dry-18 3_5 x 10.5_ _-_j� WoSnow: 1.15 __ I • Pos Bending 138.2% 3 x 9 5.5 x 7.5 Press Treated? :No, Not P.T. • .24F-V4, DF/DF _ - _ Neg Bending NA 3.5 x 7.5 6.75 x 7.5 Temp Cond. . 100 deg F&less • Fb Pos 2,759 psi Fv 305 psi Shear 290.9% Fb Neg 2,127 psi Fcp 650 psi Spans) Defl'n 179.0% Allow Pos Mom 14,788 ft-lb 1337.64 in^4 Cantilever(s) Defl'n NA • Allow Neg Mom -11,399 ft-lb E 1,800 ksi Calc'd member OK by: 138.2% • • Allow Shear 7,466 lb El 607,753 ksi • Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 9.40 plf . Cond's Of Use: Load Duration:1.15-Snow For 3.5 x 10.5 • 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 1,910 lb 1,910 lb - - O ft-lb O ft-lb • O ft-lb O ft-lb • Min Total 772 lb 772 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Load Case • Deflections Lt Cantivr San 1 Span 2 Span 3 Rt Cantivr . - Max Up Defl - 0.000 in - - - • Allowed 0.867 in 0.867 in 0.867 in • • Max Qn Defl - -0.400 in - - . - • Allowed 0.867 in 0.867 in 0.867 in • . • ProBeam v7 WC 5-23-19 - C- Lb .. ,_ ,>. ProBeam Tim Garrison, P.E. CAS RUCTIONALC 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 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 31b • Other Info. 10/17/19 2 4 6 8 10 12 14 16 Il 18 Type? :Simple span,fully braced V Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 17.00 ft 17.00 ft Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Roof Mems,Not Plaster Ceil:L/240&L/180 - V 240 . = 0.85 in Total, L/ 180 = 1.13 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: 17.00 ft Add Self Weight? Yes-Self weight will be added to applied DL I Loads: - . Uniform Loads Over Full Length of Member • • . Loads From Continuous Member? No _ �ii .Increase Roof DL for pitch? Yes !• Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width . Live Dead Snow Uniform Ld. 2 40 psf 15 psf 1.00 ft 40.0 lb/ft 15.0 lb/ft Tot Unif Load 40.0 lb/ft 15.0 lb/ft - Point Loads • Measured from left end of member. Member Total Length= 17 ft. Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 2 40 psf 15 psf - 2.00 ft 4.00 ft 320 lb 120 lb - 3.00 ft Point Load 3 40 psf 15 psf 2.00 ft 4.00 ft 320 lb 120 lb - 12.50 ft Loads Point loads are 1/10 scale 60 40 - 20 0 I 0- ' -20 * 2 4 6 8 10 12 14 16 18 • Engineered Lumber Calc'd Brand `Boise cascade _ 1 Results For 1.75 x 11.875 2.0E 2800 VersaLam Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E 2800 VersaLam, 5.3 plf Calc'd Member 1.75 x 11.875 2.0E 2800 versa.. 1.3125 x 11.875 1.4E VersaLam Rir - Load Duration Live: 1.00 i v %Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - Repetitive Use? i_No V I Pos Bending 149.7% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending .NA 3.5 x 7.25 2.0E 3100 VersaLam - Fb Neg 2,798 psi .Fcp 750 psi Shear 298.2% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s)Defl'n 165.0% - - Allow Neg Mom. -9,590 ft-lb El 488,413 ksi Cant(s)Defl'n NA • - - Allow Shear 3,948 lb Calc'd member OK by: 149.7% - - 1244.21 in^4 Controlling criteria is: Pos Bending - - Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live . - - Support 1 • Support 2 Support 3 Support 4 • Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 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 991 lb 914 lb - • - . 0 ft-lb 0 ft-lb 0 ft-lb 0'ft-lb Min Total 303 lb 282 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 1.133 in 1.133 in 1.133 in - Max Dn Dell - . -0.428 in - . - - Allowed 1.133 in 1.133 in 1.133 in • ProBeam v7 WC 5-23-19 • c.it _ „.. Tim Garrison, P.E. Cc: *Ii i RUCTIONCALC ProBeam • We trnfaoweir Trio OuuataQ *nduttsy 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 Spans and Supports.(Note,pitch and fixity,if any,not shown) Member I.D. 32b case 2 • Other Info. 10/18/19 • 2 4 6 8 10 12 L 14 • Type? ;Simple span,fully braced v • 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/ I Code Minimum-Normal: L/360&L/240 i 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? Yes-Self weight will be added to applied DL 1 V • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No w Increase Roof DL for pitch? YeS___1 Roof Pitch I 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - z Uniform Ld. 2 40 psf 15 psf 3.00 ft 120.0 lb/ft 45.0 lb/ft . Uniform Ld. 3 60 psf 15 psf - - Uniform Ld. 4 40 psf 85 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load . 120.0 lb/ft 45.0 lb/ft - Loads Point loads are 1/10 scale . 200 150 100 - 50 0 •.. t. • -50G 2 4 6 8 10 12 14 Engineered Lumber Calc'd Brand Boise Cascade j Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf Calc'd Member 1.75 x 11.875 2.0E 2800 Vers . 2800 VersaLam 1.3125 x 11.875 1.4E VersaLam Rir - Load Duration Live: 1.00 i V % Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - Repetitive Use? No I V Pos Bending 159.3% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending NA 3.5 x 7.25 2.0E 3100 VersaLam - Fb Neg 2,798 psi Fcp 750 psi .Shear 247.0% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s)Defl'n 174.5% - - Allow Neg Mom. -9,590 ft-lb El 488,413 ksi Cant(s)Defl'n . NA ' - Allow Shear 3,948 lb Calc'd member OK by: 159.3% - - 1244.21 in^4 Controlling criteria is: Pos Bending - - Self Wt 5.31 plf . Cond's Of Use: Load Duration:1.0-Live - - Support1 Support 2 . Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 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 1,138 lb 1,138 lb ' - - ' 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 358 lb 358 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 0.650 in 0.650 in 0.650 in • Max Dn Dell . - -0.169 in - . - - . Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 . C-IZ.' ";J '' ProBeam Tim Garrison, P.E. . CAS ifZUCTIONCALC We'Emi<rower The dulidia. industry 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 • Spans and Supports(Note,pitch and fixity,if any,not shown) • Member I.D. 32b case 3 . Other Info. 10/18/19 A t 2 3 4 • 5 d 7 8 9 1 Type? Simple span,fully braced j J . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection, Main Spans Live Only,.L/ ,Code Minimum-Normal: L/360&L/240 ,V . 360 = 0.32 in Total, L/ • 240 - = 0.48 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: 9.50 ft Add Self Weight? Yes-Self weight will be added to applied DL V • Loads: • - Uniform Loads Over Full Length of Member • . Loads From Continuous Member? No J Increase Roof DL for pitch? Yes 'v Roof Pitch l 1.5 :12 - ' Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf . - - - • Uniform Ld. 2 40 psf 15 psf - 9.00 ft 360.0 lb/ft 135.0 lb/ft Uniform Ld. 3 60 psf 15 psf - - Uniform Ld.4 40 psf • 85 psf - - • Uniform Ld. 5 10 psf - ' - . Tot Unif Load 360.0 lb/ft 135.0 lb/ft - • Loads Point loads are 1110 scale . • 600 • • 400 200 - 0 , ---- -200 w 1 2 3 4 5 6 - 7 8 9 10 Engineered Lumber Calc'd Bran± 1 Boise Cascade ; Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 12,10.1 plf Calc'd Member i 1.75 x 11.875 2.0E 2800 Ver CI 2800 VersaLam 1.3125 x 14 1.4E VersaLam Rim - Load Duration ri ive: 1.00 I V % Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - Repetitive Use? NoIv Pos Bending 68.3% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending NA l 3.5 x 7.25 2.0E 3100 VersaLam - Fb Neg 2,798 psi Fcp 750 psi Shear 64.6% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s) Defl'n 134.4% - - Allow Neg Mom. -0,590 ft-lb El 488,413 ksi Cant(s) Defl'n NA - - . Allow Shear 3,948 lb Calc'd member OK by: 64.6% - - 1244.21 inA4 Controlling criteria is: Shear - - Self Wt 5.31 plf Condos Of Use: Load Duration:1.0-Live i - - Support 1 Support 2 Support 3 Support 4 • Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 1.83 in 1.83 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,399 lb • 2,399 lb - - 0 ft-lb ' 0 ft-lb 0 ft-lb 0 ft-lb Min Total 689 lb 689 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 0.475 in 0.475 in 0.475 in Max Dn Defl - -0.139 in - - - . Allowed 0.475 in 0.475 in 0.475 in ProBeam v7 WC 5-23-19 • • CI �' ProBeam Tim Garrison, P.E. DNS RUCT1O ALC l v 1;. MMEM 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 t1 9089 Spans and Supports(Note. pitch and fixity. if any.not shown) ' • Member I.D. 33b • [ _-_ Other Info. 10/17/19 � 5 10 15 20 25 • Type? Simple span, fully braced .s ! • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length - Lenth of Spans: 21.00 ft - 21.00 ft Allowable Deflection, Main Spans • -- ---- - - - - - ---. -- -- - -, • • Live Only, U. Code Minimum - Normal: L/360&L/240 360 = 0.70 in Total, L/ 240 = 1.05 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: 21.00 ft • Add Self Weight? ,Yes_Self weight will be added to applied DL - - • Loads: - Uniform Loads Over Full Length of Member ' Loads From Continuous Member? N�_ __ Increase Roof DL for pitch? Yes-_ Roof Pitch 1.5 :12 • Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf • 1.5 psf 25 psf 13.00 ft - 196.5 lb/ft 325.0 lb/ft Uniform Ld. 3 60 psf 15 psf . 7.00 ft 420.0•lb/ft 105.0 lb/ft . Uniform Ld. 5 10 psf 10.00 ft - 100.0 lb/ft • Tot Unif Load .420.0 lb/ft 401.5 Iblft 325.0 Iblft • Partial Distributed Loads (Uniform or Trapezoidal) - • • Measured from left end of member. Member Total Length = 21 ft. Start Start End End Live Dead Snow Trib. Width Location Trib.Width Location . Floor 1 40 psf 15 psf • 9.00 ft 7.00 ft 9.00 ft 21.00 ft Point Loads Measured from left end of member. Member Total Length = 21 ft. • Live Dead Snow Trib.Width Trib Length Live. Dead Snow Location Point Load 4 700 lb 291 lb 7.00 ft • • Loads Point loads are 1/10 scale 1500 - 1000 - - 500 - 0 L -- -500 5 10 15 20 25 Glu Lam Calc'd Member Results For 5.5 x 19.5 Solutions Using Self Weight of Glulam 5.5 x 19.5, 27.4 plf ,Misc manufacturers -! V Load Duration % Overdesign - 5 x 21 8.75 x 16.5 Moisture Medium Dry- 18% , V '5.5 x 19.5 F • . 'Snow: 1.15 V Pos Bending 1.8% • 5.5 x 19.5 Press Treated? No, Not P.T. 24F-V4, DF/DF --- --- j • Neg Bending NA 3.5 x 24 6.75 x 18 Temp Cond. ' 100 deg F&less V Fb Pos 2,616 psi Fv 305 psi Shear 51.1% Fb Neg 2,016 psi Fcp 650 psi Span(s) Defl'n 9.1% Allow Pos Mom 75,986 ft-lb 13398.48 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -58,573 ft-lb E 1 ,800 ksi Calc'd member OK by: 1.8% Allow Shear 21,790 lb El 6,117,272 ksi . • Controlling criteria_is: Pos Bending • • Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5x19.5 3.58 in 4.03 in - - • • . Reactions Support•1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 12,805 lb 14,423 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total • 5,328 lb 5,861 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 1.050 in 1.050 in 1.050 in . Max Dn Defl •- -0.963 in - - - • • Allowed 1.050 in 1.050 in 1.050 in ProBeam v7 WC 5-23-19 • . . if Tim Garrison; P:E. cdJS' R'uCTIoNCALC ProBeam • Ws snp*wirP . at'fa11's,. tftdustt. v6.0 s • 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 Spans and Supports(Note.,pitch and fixity,if any,not shown) Member I.D. 36b ___ • Other Info. 10/18/19 • . 1 2 3 4 5 Type? Simple span, fully braced _ - ! . • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 6.00 ft 6.00 ft • Allowable Deflection; Main Spans • • Live Only, L/ Code Minimum- Normal: L/360&L/240 _ . ''► 360 = 0.20 in • Total, L/ 240 = 0.30 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: 6.00 ft • Add Self Weight? Yes_Self weight will be added to applied DL Loads: • Uniform Loads Over Full Length of.Member _ Loads From Continuous Member? No_ • Increase Roof DL for pitch? Yes_ Tyl Roof Pitch 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 13.00 ft. - 196.5 lb/ft 325.0 lb/ft • Uniform Ld. 2 40 psf 15 psf 9.00 ft 360.0 lb/ft 135.0 lb/ft Uniform Ld. 3 60 psf 15 psf - - Uniform Ld. 4 40 psf 85 psf • - • - Uniform Ld. 5 10 psf • 10.00 ft - 100.0 lb/ft Tot Unif Load 360.0 lb/ft 431.5 lb/ft 325.0 lb/ft Loads . Point loads are 1/10 scale 1500 1000 500 a -500 1 2 3 4 5 6 4x And Smaller(Lumber) Calc'd Member Results For 4x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 4 x 10 Load Duration I Snow: 1.15 _ I V % Overdesign - • - (4)2 x 8 Moisture Medium Dry-18% V Douglas Fir-Larch j v Repetitive Use? No •I Pos Bending 20.4% (2)2 x 12 3 x 12 Press Treated? I No, Not P.T. V I No. 2 V Flat Use? No • Neg Bending NA i (3)2 x 10 4 x 10 Temp Cond. 10o deg F&less V Fb Pos 1,242 psi Fv 207 psi Shear 56.2% Fb Neg 1,242 psi Fcp 625 psi Span(s) Defl'n 298.5% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,165 ft-lb E 1•,600 ksi Calc'd member OK byo 20.4% • Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending . Req'd Bearing. Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.15-Snow For4x10 1.50 in 1.50 in - - • Engineered Lumber Calc'd Brand wise Cascade , • Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf Calc'd Member 11.75 x 11.875 2.0E 2800 Vers V 2800 VersaLam 1.3125 x 14 1.4E VersaLam Rim - • • Load Duration snow: 1.1s % Overdesign 1.75 x 9.25 2.0E 2800 VersaLam - . Repetitive Use? No V Pos Bending 157.0% 2.625 x 7.25 2.0E 2800 VersaLam - Fb Pos 3,217 psi Fv 328 psi Neg Bending NA 3.5 x 5.5 2.0E 3100 VersaLam - Fb Neg_ 3,217 psi Fcp 750 psi Shear 58.7% 5.25 x 5.25 2.0E 3100 VersaLam - Allow Pos Mom. 1'1,028 ft-lb E 2,000 ksi Span(s) Defl'n 427.0% - - Allow Neg Mom. -11,028 ft-lb El 488,413 ksi Cant(s) Defl'n NA - - Allow Shear 4,541 lb Calc'd member OK by: 58.7% - - 1244.21 inA4 Controlling criteria is: Shear . - - Self Wt 5.31 plf Cond's Of Use: Load Duration:1.15-Snow - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 2.18 in 2.18 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 2,861 lb 2,861 lb - - O ft-lb O ft-lb O ft-Ib 0 ft-lb Min Total 1,319 lb 1,319 lb - - 0 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 0.300 in 0.300 in 0.300 in - • • • Max Dn Defl - -0.075 in - . - - • • • Allowed 0.300 in 0.300 in 0.300 in ProBeam v7 WC 5-23-19 • Tam C2rrisonP.E. ..,C NS RUCTlO 'LA�. 0 , " e ga:0.17- aji m-31L� '-� . 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 Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 37b Other Info. 10/18/19 0 2 4 6 s • 10 i2 Type? Simple span, fully braced o , -J Left Cantilever Span 1 Span 2 Span 3 Right Cantilever • Tot Member Length Lenth of Spans: - 11.00 ft 11.00 ft Allowable Deflection, Main Spans • Live Only, L/ Code Minimum - Normal: L/360&L/240 i V I ---- --___ _-- --- - -_------- 360 = 0.37 in Total, L/ 240 = 0.55 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: 11.00 ft Add Self Weight? I Yes- Self weight will be added to applied DL V i Loads: - • Uniform Loads Over Full Length of Member • Loads From Continuous Member? No ®J Increase Roof DL for pitch? Yes © I Roof Pitch I 1..5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf , 25 psf 10.00 ft - 151 .2 lb/ft 250.0 lb/ft Uniform Ld. 3 60 psf 15 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load - 151.2 Iblft 250.0 lb/ft Loads Point loads are 1/10 scale 600 - 400 200 - 0 , , U -200 I 2 4 6 8 10 • 12 6x And Larger(Timber) Calc'd Member • Results For 6 x 10 Solutions Using Self Weight of Sawn 6 x 10, 13 plf j 6 x 10 _ ® I Load Duration Is. 1.15 _ , ® % Overdesign 6 x 10 12 x 12 Moisture Medium Dry - 18% l ' {Douglas Fir- Larch I V Repetitive Use? [No ! V Pos Bending 4.3% L8 x 10 14 x 14 Press Treated? I No, Not P.T. I V i WCLIB - No. 2 I ® Flat Use? , No ' NIPNeg Bending NA 10 x 10 16 x 16 Temp Cond. I i00 deg F&less V Fb Pos 1,006 psi Fv 196 psi Shear 189.1% Fb Neg 1,006 psi Fcp 600 psi Span(s) Defl'n 239.7% Allow Pos Mom 6,576 ft-lb 1362.75 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -6,576 ft-lb E 1,300 ksi Calc'd member OK by: 4.3% Allow Shear 6,631 lb El 471,574 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.01 plf Cond's Of Use: Load Duration:1.15-Snow For 6 x 10 1.50 in 1.50 in - - I Glu Lam Calc'd Member • Results For 5.5 x 19.5 ' Solutions Using Self Weight of Sawn 6 x 10, 13 plf 1 Misc manufacturers , V Load Duration % Overdesign 2.5 x 9 5 x 6 8.75 x 9 Moisture I Medium Dry=18%° v L5.5 x 19,5 V (Snow: 1.15 ®i Pos Bending 1170.9% 3 x 7.5 5.5 x 6 Press Treated? No, Not P.T. ® [24F_V4, DF/DF I w Neg Bending NA 3.5 x 7.5 6.75 x 7.5 Temp Cond. 100 deg F& less , v I Fb Pos 2,759 psi Fv 305 psi Shear 850.1% I Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 4306.3% Allow Pos Mom 80,154 ft-lb 13398.48 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -61 ,785 ft-lb E 1,800 ksi Calc'd member OK by: 850.1% Allow Shear 21 ,790 lb El 6,117,272 ksi Controlling criteria is: Shear, Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 27.42 plf Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 19.5 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 2,293 lb 2,293 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 918 lb 918 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 0.550 in 0.550 in 0.550 in Max Dn Defl - -0.162 in • - - - Allowed 0.550 in • 0.550 in 0.550 in . • ProBeam v7 WC 5-23-19 • c &gib' Tim Ga risorii. P.E. ` < ) fS RUCTIO ALC r , ,\--riN-1,retrirrirm 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 Spans and Supports (Note, pitch and fixity, if any. not shown) • Member I.D. 39B - A - Other Info. 10/18/19 n Es ro 12 14 • Type? Simple span; fully braced ii 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 Live Only, L/ i Code Minimum - Normal: L/360&L/240 i V 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? i Yes- Self weight will be added to applied DL ; 0 Loads: - Point Loads Measured from left end of member. Member Total-Length = 12 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15 psf 25 psf 4.50 ft 5.00 ft - 338 lb 563 lb 7.50 ft Point Load 2 40 psf 15 psf - - - Point Load 3 40 psf • 15 psf - - - Point Load 4 793 lb 1,500 lb 4.00 ft Point Load 5 • Loads • Point loads are 1/10 scale 200 150 - 100 - 50 8 p - -50 T 2 4 6 8 10 12 1-4 I6x And Larger (Timber) Calc'd Member Results For 6 x 12 Solutions Using Self Weight of Glulam 5.5 x 9, 12.7 plf .6 x 12___ _ V Load Duration Snow: 1.15 ® % Overdesign 6 x 12 '12 x 12 Moisture ,Medium Dry- 18% V Douglas Fir- Larch ' Repetitive Use? No V Pos Bending 27.4% 8 x 10 14. x 14. Press Treated? [No, Not P.T. V [WCLIB=No. 2 I ® Flat Use? I No V Neg Bending NA 10 x 10 16 x.1 6 Temp Cond. no deg F&less V Fb Pos 1,006 psi Fv 196 psi Shear 315.2% , Fb Neg 1,006 psi Fcp 600 psi Span(s) Defl'n 184.5% . Allow Pos Mom 9,728 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -9,728 ft-lb E 1,300 ksi Calc'd member OK by: 27.4% Allow Shear 8,064 lb El 848,364 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf Cond's Of Use: Load Duration:1.15-Snow For6x12 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Glulam 5.5 x 9, 12.7 plf [Misc manufacturers ---1 Solutions Load Duration % Overdesign 2.5 x 10.5 >r 5 x 7.5 8.75 x 9 1 Moisture 1Medium Dry- 18% V _ 5.5 x 9 _I ® , Snow: 1.15 i ® Pos Bending 123.7% 3 x 9 5.5 x 7.5 Press Treated? No, Not P.T. i V ' 24F-V4, DF/DF Iv Neg Bending NA 3.5 x 9 6.75 x 7.5 Temp Cond. 5io0 deg F&less V Fb Pos 2,760 psi Fv 305 psi Shear 417.8% Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 101.7% Allow Pos Mom 17,076 ft-lb 1334.13 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -13,163 ft-lb E 1,800 ksi. Calc'd member OK by: 101.7% , • 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 Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 9 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 1,942 lb 1,403 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 731 lb 551 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 - -0.298 in - - - Allowed 0.600 in 0.600 in 0.600 in ProBeam v7 WC 5-23-19 ProBeam Tim Garrison, P.E. CcAS. RUCTION C ALC . Ww 1Smto+KRy T. • Suit•.fn,:xnaust " 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 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b Other Info. 10/18/19 2 4 6 8 10 • f2 14 Type? Simple span, fully braced I v1 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 I V . 360 = 0.43 in Total, L/ 240 = 0.65 in N/A = 0.00 in Total, L/ N/A i = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 13.00 ft . - • . Add Self Weight? Yes-Self weight will be added to applied DL I V . Loads: . Uniform Loads Over Full Length of Member - Loads From Continuous Member? No w Increase Roof DL for pitch? 1 Yes I IIIP Roof Pitch ` 1.5 :12 • Live Dead Snow Trib. Width Live • Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 4.00 ft - 60.5 lb/ft 100.0 lb/ft Uniform Ld. 2 40 psf 15 psf -• - . Uniform Ld. 3 60 psf 15 psf - - - • • Uniform Ld. 4. 40 psf 85 psf - - Uniform Ld. 5 10 psf 4.00 ft . - 40.0 lb/ft • • • Tot Unif Load - 100.5 lb/ft 100.0 lb/ft Loads Point loads are 1/10 scale 300 - 200 - . 100 - . -ioo 9 2 4 6 8 10 12 14 ' 4x And Smaller (Lumber) Calc'd Member Results For 4 x 10 Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf 14 x io w Load Duration Snow: 1.15 I V , % Overdesign - . (4) 2 x 8 Moisture [Medium Dry- 18% 1 4 [uglas Fir-Larch `v Repetitive Use? No Iv I- . Pos Bending 17.1% (2) 2 x 12 3 x 12 Press Treated? No, Not P.T. !V No.2 i v I Flat Use? No Iv Neg Bending NA (3) 2 x 10 4 x 10 Temp Cond. I too deg F&less ;V Fb Pos 1,242 psi Fv 207 psi Shear 229.3% Fb Neg 1,242 psi Fcp 625 psi Span(s) Defl'n 79.0% Allow Pos Mom 5,165 ft-lb 1230.84 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,165 ft-lb E 1,600 ksi Calc'd member OK by: 17.1% Allow Shear 4,468 lb El 369,345 ksi Controlling criteria is: Pos Bending 1 Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.28 plf Cond's Of Use: Load Duration:1.15-Snow For 4 x 10 1.50 in 1.50 in - - Glu Lam Calc'd Member Results For 5.5 x 9 • Solutions Using Self Weight of Sawn 4 x 10, 8.3 plf • !Misc manufacturers • V Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 I Moisture Medium Dry-18% V ,5 9 _ __ V I Snow: 1.15 __ Pos Bending 287.2% 3 x 9 5.5 x 7.5 Press Treated? ! No, Not P.T. , V L24F-V4, DF/DF . I Neg Bending NA 3.5 x 7.5 6.75 x 7.5 Temp Cond. !io0 deg F&less 'V Fb Pos 2,760 psi Fv 305 psi - Shear 641.2% • Fb Neg 2,127 psi Fcp 650 psi Span(s) Defl'n 191.4% Allow Pos Mom 17,076 ft-lb 1334.13 in^4 Cantilever(s) Defl'n NA . Allow Neg Mom -13,163 ft-lb E 1,800 ksi . Calc'd member OK by: 191.4% . 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. Cond's Of Use: Load Duration:1.15-Snow For 5.5 x 9 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 1,357 lb 1,357 lb - 0 ft-lb O ft-lb. O ft-lb O ft-lb • Min Total 707 lb 707 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 - -0.363 in - . - - . Allowed 0.650 in 0.650 in 0.650 in . ProBeam v7 WC 5-23-19 • C i "' ProBeam Tim Garrison, P.E. EVS I:UCTIIC3I+I .ALC w* rt ill:•*weir Thom lfuud#n: Zn4.u$$try 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 Spans and Supports(Note,pitch and fixity,if any,not shown) • Member I.D. • 45b • Other Info. 10/18/19 ' \' A 2 4 6 E 10 12 14 Type? Simple span,fully braced lir J - 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 Qnly, L/ i Code Minimum-Normal:L/360&L/240 • V • 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? Yes-Self weight will be added to applied DL Loads': • - • Uniform Loads Over Full Length of Member Loads From Continuous Member? ;_No 7 • Increase Roof DL for pitch? [Yes livj Roof Pitch 1 1.5 :12 1 . Live Dead Snow Trib. Width Live • Dead Snow Uniform Ld..1 - Roof 20 psf 15 psf 25 psf - - . - Uniform Ld. 2 40 psf 15 psf - - Uniform Ld. 3 60'psf 10 psf 6.00 ft 360.0 lb/ft 60.0 lb/ft Uniform Ld. 4 40 psf 15 psf -., - Uniform-Ld- 5 • 10 psf •' - - . Tot Unif Load 360:0 lb/ft 60.0 lb/ft - Loads • Point loads are 1110 scale 600 . • 400 200 . o A 200 2 4 6 8 10 12 14 • Glu Lam Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Sawn 6 x 10, 13 pif ' Mist manufacturers . j v Load Duration % Overdesign 2.5 x 12 5 x 9 8.75 x 9 Moisture 1 Medium Dry-18% I V 5.5 x 9 I v -Live: 1.00 ' IV Pos Bending 62.3% 3 x 12 5.5 x 9 Press Treated? Yes,P.T. 124F v4,DF/DF ;V Neg Bending NA • 3.5 x 10.5 6.75 x 9 Temp Cond. o deg F&less w Fb Pos 2,400 psi Fv 265 psi Shear • 210.7% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'ri 12.7% Allow Pos Mom 14,849 ft-lb 1334.13 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -11,446 ft-lb E 1,800 ksi Calc'd member OK by: 12.7% • Allow Shear 8,745 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 Cond's Of Use: Load Duration:1.0-Live For5.5x9 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 2,815 lb 2,815 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total • 475 lb 475 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span 1 Span 2 $pan 3 Rt Cantivr Max Up Defl - 0.000 in - - - Allowed 0.650 in 0.650 in 0.650 in . Max Dn Defl - -0.621 in - - - . Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 c 1t?i . ` i' "" ProBeamTim Garrison, P.E. CAS ZUCTIONCALC We ,zrn•*Ivor.Th aui dtn..• x:nstd*EF V6.0 • 1 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 Spans and Supports(Note,pitch and fixity,.if any,not shown) • Member.I.D. 46b worst case Other Info. • 10/18/19 • 2 4 8. . 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: 13.00 ft . 13.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 • Iv 1 • 360 =.0.43 in Total, LI 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? ;Yes-Self weight will be added&to applied DL V • • Loads: • Uniform Loads Over Full Length of Member • • . Loads From Continuous Member? ,.No__- w l Increase Roof DL for pitch? i Yes I v' Roof Pitch I 1.5:1.2 Live. Dead Snow Trib.Width Live.. Dead, Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf . - - - Uniform Ld. 2 40 psf 15 psf 5.00 ft 200.0 lb/ft 75.0 Ib/ft Uniform Ld. 3 60 psf 10 psf - - Uniform Ld. 4 40 psf 15 psf - . - • • Uniform Ld. 5 10 psf 11.00 ft. - 110.0 lb/ft • Tot Unif Load 200.0 lb/ft • 185.0 lb/ft - Loads Point loads are 1110 scale 600 400 - • 200 0 -200 2 4 6 8 10 12 14 • Glu Lam - Calc'd Member Results For 5.5 x 9 Solutions Using Self Weight of Sawn 6 x 10, 13 plf I Misc manufacturers1:1 Load Duration %Overdesign 2.5 x.10.5 5 x 9 8.75 x 9 Moisture Medium Dry-18% i V Li.5 x 9 v. Live: 1.00 I V Pos Bending 76.6% 3 x 10.5 5.5 x 9 Press Treated? Yes,P.T. Iv 24F-V4,DF/DF _ 1'w1 Neg Bending NA 3.5 x10.5 6.75 x 7.5 Temp Cond. �00 deg F&less I v Fb Pos 2,400 psi Fv 265 psi . Shear 238.0% Fb Neg 1,850 psi Fcp 650 psi Span(s) Defl'n 52.8% Allow Pos Mom 14,849 ft-lb 1334.13 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -11,446 ft-lb E 1,800 ksi Calc'd member OK by: 52.8% • Allow Shear 8,745 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 Cond's Of Use: Load Duration:1.0-Live For5.5x9 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 2,587 lb 2,587 lb . _ - - -0 ft-lb .0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,287 lb 1,287 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 0.650 in 0.650 in 0.650 in . • Max Dn Defl - -0.571 in - - - . • Allowed 0.650 in 0.650 in 0.650 in ProBeam v7 WC 5-23-19 - ‘-z0 • • ,v • Tim Garrison, P.E. c '`R C, 5UCTIONCALC ProBeam W• en1p0w� Th• sti`iidin. .tndustr 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 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 47b • Other Info. 10/18/19 • A 5 t5 20 J5 • Type? Simple span,fully braced _ Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 21.00 ft 21.00 ft Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Normal: L/360&L/240 V 360 = 0.70.in . Total, L/ 240 = 1.05 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: 21.00.ft Add Self Weight? Yes-Self weight will be added to applied DL I V Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? iNo _ J' Increase Roof DL for pitch? LYE _' Roof Pitch 1 1.5 :12 • Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - . - - • Uniform Ld..2 40 psf 15 psf 11.00 ft 440.0 lb/ft 165.0 lb/ft Uniform Ld. 3 60.psf 10 psf - - Uniform Ld. 4 40 psf 15 psf - - Uniform Ld. 5 10 psf - - • Tot Unif Load 440.0 lb/ft 165.0 lb/ft - • Loads Point loads are 1/10 scale • 800 - 600 400 - ' • 200 0 A -200 0 5 10 15 20 25 Glu Lam • Calc'd Member Results For 5.5 x 15 • • Solutions Using Self Weight of Glulam 5.5 x 15, 21.1 plf LMisc manufacturers v Load Duration %Overdesign 2.5 x 21 5 x 16.5 8.75 x 13.5 Moisture 1 Medium Dry-18% 1 V 5.5 x 15 i V Live: 1.00 V 1 Pos Bending 16.3% . 3 x 19.5 5.5 x 15 Press Treated? No,Not P.T. I V j 24F-V4,DF/DF V 1 Neg Bending NA 3.5 x 18 6.75 x 15 Temp Cond. 100 deg F&less 1. Fb Pos 2,335 psi Fv 265 psi Shear 121.7% Fb Neg 1,800 psi Fcp 650 psi Span(s) Defl'n 1.2% Allow Pos Mom 40,137 ft-lb 11546.88 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -30,939 ft-lb • E 1,800 ksi • Calc'd member OK by: 1.2% Allow Shear 14,575 lb • • El 2,784,375 ksi • Controlling criteria is: Defl -Span Req'd Bearing Support 1 Support 2 Support 3 Support 4. Self Wt 21.09 plf . Cond's Of Use: Load Duration:1.0-Live • • For 5.5 x 15 1.84 in 1.84 in - • • Reactions Support 1 Support 2 Support 3 Support 4. Moments Support 1 Support 2 Support 3 Support 4 • Max Total 6,574 lb 6,574 lb . - • 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb . Min Total 1,954 lb 1,954 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 1.050 in 1.050 in 1.050 in Max Dn Defl - -0.984 in - - - Allowed 1.050 in 1.050 in 1.050 in • ProBeam v7 WC 5-23-19 - oZ / T Il 1i 6fl Garrison, P.E. ., . _ .r>,> 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 t.19089 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 48b ( - _ - _ • Other Info. 10/18/19. 6' I 2 3 y 4 \ • Type? Simp'.• span, fully braced '' Left '.i antilever Span 1 Span 2 Span S Right Cantilever Tot Member Length Lenth of Spans: 9.50 ft 9.50 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal L/360&L/240 `V' • 360 = 0.32 in Total, L/ 240 = 0.48 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 1 Mem.True Len: 9.50 ft . • Add Self Weight? Yes-Self weight will be added to applied DL V' • Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? No o iI Increase Roof DL for pitch? Res r.7 Roof Pitch i 1.5 :12 • Live Dead Snow Trib. Width Live Dead Snow • Uniform Ld. , - Roof . 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 15 psf 7.00 ft- 280.0 lb/ft 105.0 lb/ft Uniform Ld. 3 60 psf 15 psf - - Uniform Ld. 4 - 40 psf 15 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load 280.0 lb/ft' 105.0 lb/ft - Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length = 9.5 ft. Start Start End End Live Dead Snow Trib. Width Location Trib. Width Location Roof 20 psf 10 psf 25 psf 1 12.00 ft 0.00 ft 12.00 ft 3.50 ft Floor 1 40 psf 15 psf 8.00 ft 0.00 ft 8.00 ft 7.50 ft Floor 2 10 psf 9.00 ft 0.00 ft 9.00 ft 3.50 ft • Loads Point loads are 1/10 scale 600 - 400 • 200 0 -- -200 1 2 3 4 5 6 7 8 9 10 • Engineered Lumber Calc'd Brand Boise Cascade w Results For 2.625 x 11.875 2.0E , Solutions Using Self Weight of Engrd 2.625 x 11.875 2.0E 2800 VersaLam, 8 plf Calc'd Member l 2.625 x 11.875 2.0E 2800 Vern w 2800 VersaLam - - Load Duration Rive: 1.00 ® % Overdesign 1.75 x 14 2.0E 2800 VersaLam Ii - Repetitive Use? I No w Pos Bending 49.5% 2.625 x 11.25 2.0E 2800 VersaLarr - Fb Pos 2,799 psi F'J 285 psi Neg Bending NA 3.5 x 9.25 2.0E 3100 VersaLam - Fb Neg 2,799 psi Fcp 750 psi Shear 32.7% 5.25 x 7.25 2.0E 3100 VersaLam - Allow Pos Mom. 14,391 ft-lb E 2,000 ksi Span(s) Defl'n 123.3% - - l; Allow Neg Mom. -14,391 ft-lb El 732,620 ksi Cant(s) Defl'n NA - Allow Shear 5,923 lb Calc'd member OK by: 32.7% a - - 1366.31 in' 4 Controlling criteria is: Shear - - . • Self Wt 7.97 plf Cond's,Of Use: Load Duration:1.0-Live • - - • Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 x 11.875 2.0E 2800 VersaLam 2.27 in 1.68 in -. - • Reactions • Support 1 Support 2 . Support 3 Support 4 Moments Support 1 • Support 2 Support 3 Support 4 Max Total 4,464 lb 3,305 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,681 lb 1,027 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 0.475 in 0.475 in 0.475 in . Max Dn Defl -. -0.213 in - • - - Allowed 0.475 in 0.475 in 0.475 in ProBeam v7 WC 5-23-19 • ' '` ProBeam • Tim Garrison, P.E. • Cc_.-MS !RUCTION C ALC 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 - Spans and Supports(Note, pitch and fixity, if any,.not shown) Member I.D. 60r . Other Info. 10/17/19 H. - --- - -- Type? Cantilever(s), multiple spans, fixity, or not.braced • 15 10 15 20 L� 25 30 . Cantilevers? Cantilevers Both Ends _ _• Number of Main Spans One Main Span • Fix Left End of Main Span? NA - Left End Is Cantilever Fix Right End of Main Span? ' NA- Right End Is Cantilever V , Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: • 4.00 ft 1-- 17.00 ft 3.50 ft 24.50 ft ' Top of Beam Lateral Support Continuous _- _ _ VI Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support Continuous. : _ _ ' 7 j Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection; Main Spans Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Roof Mems, Not Plaster Ceil: L/240& L/180 4 Live Only, L/ Code Minimum - Roof Mems, Not Plaster Ceil: L/480&L/360 240 = 0.85 in Total, U 180 = 1.13 in 480 = 0.10 in Total, U 360 = 0.13 in . - Pitch if Member Being Designed is Sloped: . 1.5 :12 Mem True Len: 24.69 ft • Add Self Weight? No -Self weight is included In applied DL Loads: . -- - - . - _ __ - _ �--- _- - - -- - -. -- - - ----- --- - Uniform Loads Over Full Length of Member Loads From Continuous Member? No_ .7 Increase Roof DL for pitch? Yes 'v Roof Pitch I 10.0 :12 1 Live Dead Snow Trib. Width Live Dead Snow . • Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 2.00 ft • - 39.1 lb/ft 50.0 lb/ft Uniform Ld. 2 40 psf 15 psf - - - Uniform Ld. 3 60 psf 32 psf - - Uniform Ld. 4 40 psf 85 psf - - - • Uniform Ld. 5 10 psf . • - - TotUnif Load - 39.1 lb/ft 50.0 lb/ft Loads Point loads are 1/10 scale 100 50 - . • 0 5 10 15 20 25 30 • • -50 -Joist Calc'd Brand :BCI-Boise Cascade-- Results For 9-1/2" BCI 6000 1.8 Calc'd Member ;9-1/2" BCI 6000 1.8 ,J % Overdesign Acceptable Solutions Load Duration 'Snow: 1.15 I VI Pos Bending 40.6% - 11-7/8" BCI 90 2.0 Brng @ Ends: Min 1.75 , w/o web stiffner Neg Bending 410.9% - - . . - Brng @ Mid-Supports: ^Min 3.5-in, w/o web stiffner ' v Shear 136.2% - - Allow Pos Mom. 3,640 ft-lb Allow Shear 1,811 lb. Span(s) Defl'n 58.8% 14" BCI 60 2.0 Allow Neg Mom. 3,640 ft-lb El 190,000 ksi Cantivr(s) Defl'n -323.3% Allow End Rxn 1,175 lb Bearing 113.7% Allow Mid Rxn 2,400 lb Calc'd member FAILS by: -323.3% Self Wt 2.22 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 1,123 lb - 1,059 lb - - -312 ft-lb . -239 ft-lb 0 ft-lb 0 ft-lb • • Min Total 492 lb 464 lb - . - - • -712 ft-lb -545 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 0.434 in 0.000 in - - 0.402 in • Allowed 1.133 in 1.133 in 1.133 in Max Dn Defl. 0.000 in -0.674 in - - • 0.000 in • Allowed 1.133 in 1.133 in 1.133 in ProBeam v7 WC 5-23-19 • • < "°i" '"' ProBeam Tim Garrison, P.E. • CC 'i\i5 iRUCTIONCALC Pro 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 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 61j Other Info. 10/18/19 2 4 6 8 tt7 12 14 16 1 Type? Simple span,fully braced '• Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 17.00 ft 17.00 ft Allowable Deflection, Main Spans Live Only, L/ ' Extra Stiff: L/600&1/480 _ v 600 0.34 in Total, L/ 480 = 0.43 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: 17.00 ft Add Self Weight? I Yes-Self weight will be added to applied DL V • Loads: Uniform Loads Over Full.Length of Member . Loads From Continuous Member? _No V Increase Roof DL for pitch? Yes I v 1 Roof Pitch i 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - - - • Uniform Ld. 2 40 psf 15 psf 1.30 ft 52.0 lb/ft 19.5 lb/ft Uniform Ld. 3 60 psf 15 psf - - Uniform Ld. 4 • • 40 psf 85 psf - - Uniform Ld. 5 10 psf - - Tot Unif Load 52.0 lb/ft 19.5 lb/ft - Loads Point loads are 1/10 scale • 100 50 • 0 • 2 4 6 8 10 12 14 16 18 -50 ' I I-Joist . Calc'd Brand [BCI_Boise Cascade • Results For 11-7/8" BCI 60 2.0 Calc'd Member 111-7/8"BCI 60 2.0 I V °A° Overdesign Solutions Using Self Weight of I-Joist 11-7/8" BCI 60 2.0, 2.9 plf Load Duration Live: 1.00 • Pos Bending 132.0% 14" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng © Ends: Min 1.75",w/o web stiffner v Neg Bending NA 14" BCI 6000 1.8 - Brng @ Mid-Supports: I (No Mid Support) • Shear 164.9% 14" BCI 6500 1.8 - Allow Pos Mom. 6,235 ft-lb Allow Shear 1,675 lb Span(s) Defl'n 19.4% 11-7/8" BCI 60 2.0 Allow Neg Mom. 6,235 ft-lb El 430,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 1,175 lb ' Bearing 85.8% • Allow Mid Rxn 2,750 lb Calc'd member OK by: 19.4% Self Wt 2.90 plf Controlling criteria is: Defl -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 632 lb 632 lb - . - 0 ft-lb 0 ft-lb 0 ft-lb. 0 ft-lb Min Total 190 lb . 190 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 0.425 in 0.425 in 0.425-in . Max Dn Defl - -0.325 in - - - Allowed 0.425 in 0.425 in 0.425 in ProBeam v7 WC 5-23-19 T• 2316 Antone Way im. K. Garrison, P.E. Anacortes,WA 98221 Consulting Engineer FILE copy Phone: (360)708-1S65 TirnG@TimKGarrison.com Addendum 1 Changes to garage: roof is changed, and removal of window on S walla Structural Analysis: New Home at 3937 Rock Ridge Parkway, Anacortes, WA Client: Royal Reinsch CCI Job Number: T 19089 Building Design: Strandberg Design, Kane Date: November 13, 2019 Roeder A$t�'r t 1 fl 2� INDEX: Drawings/Sketches/Details: AISK1 Standard Specifications: (per original calculations) Callouts: (per original calculations) Calculations. AIC 1 Total No. of pages excluding cover sheet: 2 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. 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 garage: lower overall roof;remove discontinuity in roof diaphragm; change roof trusses to rafters; omit window on south wall. o The lateral loads on the garage will be less than original and there is no reduction in lateral resisting structural systems, okay by inspection. Regarding gravity analysis the only change requiring calculation is the new rafters, calc included herein. A. 51‹,i Revised Garage Walls and Roof Framing, Ver. 11)113/19, 1/8" = 1' - Roof diaphragm is 11RD, typ. :-� - Rafters are 0 PA, typ. ` - Foundation did not change - use per 10/22/19 calc package. - Callouts indicated on this revised plan are per our original calc package dated 10/22/19. g&Ai N N O' yo , ` - � cl. , ,74,, 7 , itle) tx. .it 4 ',•.„,:\ -N ,-.),-,,/ 4 l 13, . N' gt ,,, ,5s , / . . p o•r. , ., N ', �Pq'� N Q y /, `� ` ` i �`• ;/ •` / �� ``/ '. / N ,' • GARAGE 83SF / 'N . -, ga // LT ,_ 4i 1`s N. t,r / Op - ir- ' 7.:.6.,, ,e' ,� i N,/, / zl / /-� 156 SF / J N VAULT - / . •;`. .► a / `/ ., . g / '--, ' V6 - - :04.((c., , ' '1;44' / 0 top , • -."... / •:. , / A" Tim Garrison, P.E. C if _RUCTioN'C, .., `:r iw. i1✓, v-6.0 ,, 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 - Spans and Supports(Note,pitch and fixity, if any,not shown} Member LD. gar rafters Other Info. 11/13/19 _��20 al ~�. _ f 3 10 16 • Type? Simple span,fully braced '; • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 21.00 ft : 21.00 ft Allowable Deflection, Main Spans _ Live Only, L/ Code Minimum-Roof Mems, Not Plaster Cell:L/240&L/180 V 240 = 1.05 in Total, U 180 = 1.40 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 1.0:12 Mem True Len: 21.07 ft Add Self Weight? No-Self weight is included In applied DL V Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? No J Increase Roof DL for pitch? -Yes_ _ Roof Pitch 1 3.0 :12 . Live Dead Snow Trib.Width Live Dead Snow ~~y t Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 2.00 ft - 30.9 lb/ft 50.0 lb/ft Uniform W. 2 40 psf 15 psf - -Uniform Ld. 5 7 psf - - - Tot Unit'Load - 30.9 lb/ft 50.0 tb/ft Loads Point bads are 1/10 scale 100 50 5 10 15 20 25 -50 I-Joist Calc'd Brand BCI-Boise Cascade w I Results For 11-7f8"BC16000 1.8 .. Calc'd Memfier 11-7/8'xi WO 1.8 %Overdesign Acceptable Solutions Load Duration Snow:1.15 7 Pos Bending 4.7% - 11-7/8"BCI 90 2.0 Bmg @ Ends: Min 1.75',yr/o web stiffner c i eg Bending NA 11-7/8" BCI 60001.8 - B ...__.. __. _ ._. ...._- rng( Mid-Supports: .(Na Mid Suupport)ort +1 Shear 126.7% 11-718" BCI 65001.8 - - Allow Pos Mom. 4,669 ft-lb Allow Shear 1,926 lb Span(s) Defl'n 20.1% 11-718" BCI 60 2.0 Allow Neg Mom. 20 ft-lb El 320,000 ksi Cantivr(s) Defrn NA Allow End Rxn 1,175 lb Bearing 38.3% Allow Mid Rxn 2,500 lb Calc'd member OK by: 4.79'% Self Wt 2.51 pif Controlling criteria is: Pos Bending Cond's Of Use:Load Duration:1.154new Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 850 lb 850 lb - - 0 ft-lb 0 ft-lb 0 ft-lb- .- . 0 ft-lb Min Total • 325 lb 325 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 Deft - 0.000 in - - - Allowed 1.400 in 1.400 in 1.400 in • Max On Defl - -1.107 in - - - Allowed 1.400 in 1.400 in 1,400 in I. ProBeam v7 WC 5-23-19 5L3 , / / 4 / /`,'-' \\•\\,ll`5,a/�� \' X /N /' / i 01,41% e.LITE2 N -‘,- / 3' 77 Il � 11 ' " 1 / r��F I' �1 c' PioLetto /' 2 I Hoit �s yti B / N '' 11P4N Q.5._\NA„.(n. 767,74) IA, i-_ \ N41, ' 2 I e / ,s, -------, 0'06 N .4%, /N N N / — ________\‘.' 861. II) \ 3 .1 3g , // / / / 7c;., i ; \ tea;'iy_.. 16_,F.±).----ir-i ) iq 5 — \ II 444 , 4,, , / 2� X -] 3 / AP I I /,,,,,, -,,,, .„. ,_ --• , , , //p u5vcc S 7 2 j 321 4 N eiti,„ -/:; -/ lik•ie-i \IR E.,, '119°A "1-2u552,5 If-L. E5i, It'"h 1 -( ---/*'.. 4 -47-2'91- 14, 1 . / I 3313 !PO/ / / P P , ° I House: Main Level Walls, Lower Roof,and 2nd Floor Framing. jr , 3 1g�5 , , -- , N i LN-r-; - i I Garage: Walls and Roof Framing 1/8" = 1' 2,C H -Trusses and layout are OPA,typ • 1 1 I a I'„ �337 - Ledgers at lower roof to upper shear wall are 80L,typ. r;--- > All interior floor sheathing is 12FD,typ. r , 4444 15�F 3 2 ► Stair framing per Arch and code min. r�I Yp 7„ t, 3 ,-' I I v N — - Deck decking is 13DD,typ. �� `" I Z,- 5 +' .3,g � 9 - Fireplace.and chimney framing per Arch and code min. VI 20 1 , • _ ! •;---_-_-_--i _ __ - _ _. __ _, ___ _ ______ ___ __ _-_ -- -] 1 • --- -. - -. - - i --- ' • • . . - . . . . • . . . .:. . • ' Si!1 I . . • • • ! . - •. . • . • . . •. ' . • , . ' . . . . • . • ' • - . . ' . . . . .• ' • . - . . . • . . . . . . .. - • - . . . . . • . • . . . . • . ' • • . • • / /.• N1/ / • N. . • / ,/ ,. . . 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I // //i 'c.%• „. 1 , L _ _ /;' v. . . 7 .. , \ ' . —i------ . 1 -..i.___. ,... _ - v 2.-6" ' 10-0' I I ' • BASEMENT SLAB NW I . i i 1 I 1 ,- -RE17kINING WALL- - . . • 1 I 1 I 898 SF 1 1 I •11 C31 i I EL:-481.4' G,,., _ _ , , , , , , , , , I 21'-6" I I .____ • , 1 • . ! ) 1 I • -; ) 0 • ; li . . _ _ _ _ • ilk..41 1. 1 I i iii-Z--"-\,. ___ I : 1 I . I :• I A3 I !Cr I I - . f I I . 1 , I I 1 1 .13 . 1 1 _ I . L -i .1... . I i . r. — 1 . ., . . ! . 1 - - :I, 7,_9,, - • . . . . • , • i 8'-0" 1 i 1 i i ! .4". • / - Jr 1.., . . , i , . --. 1'-6" 1 -1 I____4,_ . I I V" 1 T. i • 1 e - j • b) " . . . °I- I A3 : I A3 I I IS . P5 ,. - (c) • . • 0 , I I- - • CO v- . 1 Foundation and Retaining Wails 1/8" . . • ' _±..1 Ii \ ., . i • ---. ,I, •;, - All slabs are 955. i 1 r, ‘,..,.., -' \--ENTRY SLAB •- All foundations are OP.A except as noted, • 7:-.7:77.1,„ - • . . , . . • En • • . • . . . ' . - • . . • • • . • • . • . . • . . . . • .. • •. •. . . . . .