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HomeMy WebLinkAboutPermit File BLD-2019-0293 3938 Rock Ridge Parkway (3) I 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 3938 Rock Ridge Parkway, Anacortes, WA Client: Robert Mockos Job Number: T19027 Building Design: Jim Sykora Date: April 24, 2019 4.GAR 0 EE R P rl Trq ! 4is.ctv()**1.As' Ilit* ° LJ1MAYO.B2O19 iiill , �'-'r CITY OF ANACORTFc`. t..y.! ,, iteGisnop, AN, i z I CITY OF ANACORTES PLANNING & BUILDING DEPT: I INDEX: APPROVED PLANS /�,� Design Sketches. P E R M IU:1—SK5 PLo- 2-oil- o2"1- Callouts and Tables CO1 —C07 s m I14,,L�� �k� Standard Specifications ADDRESS_I ";T" y Calculations. APPRcI D ii'9 K Total No. of pages excluding cover sheet: 59 SUBJECT TO FIELD INSPECTION. APPROVED PLANS SHALL NOT BE ALI tkcID vviTHOUT AUTHORIZATION. 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). 1 . • 5K-4 Upper Level Walls and Roof Framing 1/8" = 1' . -Roof diaphragm is 11RD,typ. -Rafter layout is OPA,typ -,Ledgers at lower roof to upper shear wall are 80L,typ. • • . 2Pw V aAG t:v .,;,_ ) ,, ,,,...._e.0 _ ..4=71---. .. . , - --6.."---7 . -________O _ _X'P W 1.- _il 4-i ---- ,,,,, • - 411:1 -------:\ ICI . • ___ 7., , 2 bid 3A ` 'X a cc. S l�° TIPN L1 • ca— lc_ q p� ' I� '; , . . t, ( c.. --17 - ! . / 1 �v- • ( ,I - 2 1 .... 3P__ . • „,, • , ..,-. :,., N d.I • yr a toy • M 2044 m. ` a � 1��_ � r 5.5 a zo '''\ ---------IL, /1:4ol 8� . . t .. i1 I 1' Ci 1 • ,' a I I . i 'N) i. • , ,_ �— • ` �'II • I I ++ . + . I r •' I j U 1 + 1 ' Q0 3„, . . • i. : ...: , ,. CI 1- . j 1 i 11 4 'I . ----st. 1 c...\\N \1/4„.......*Sr. ) II \�A � ��-(— + r . l 0 j --% ` ' O� , /!. f--s_-_a-=) C�� a .-.�.,�•... rL. ..V..� vim '^r Ryi Is .t .._ .. rC 1 -..w % .. .... ... .. v......a .u.. e s _ .-. . . ...- . ,r...row.r.r+ '..• .. ." � .� _ • y=. - I / .. , - - . . . ,. 1 (4 re f. i . ' f• _ 1 I;l_ ..�.. .-. :.,--..-..Ms-- 1. .a...cs..o+- 1 - { 1 `l - rc a1 •� en Y • I i' 1' 1t 11r l 1p `Jh� 7 1' I 1 `� !1.1 1 t � II lI 1 ++1`1 1 jU\ l -�. : 1 U 1 .1 . I 11 kli ( r , .... , i . 4 . , E i 1 , . _ I NIA u 1) 1 1 • 2 f . lzr i ' 4 • ` ' I 1 .•Ted r^ IIFF I": I37 . ' , I �) 1 PJI1 ( 1 l 1vV) 1 1� : J V I I I • ,e,r , `r �I . N. (N) 6 C , I I ' \) • 1 � .� 1 I1 . 1 S . 1 t I I 1 co Headers • Default header material is Doug Fir No. 2 or better. 2x headers must be in tall orientation with flat 2x nailed at bottom in "L"configuration Default Trimmer, use 1, 2x stud or Simpson LUC hanger, each end. Default King Stud, opening 6-feet wide and less use 1,full height stud each end (plate to plate.) • Default King Stud,opening wider than 6-feet, use 2,full height studs each end (plate to plate.) • Trimmer, each end King Stud, each Callout Min, use Alt 1 min. use Alit 2 min., use (if blank use default end (if blank use i above.) default above.) 20H 2x6, "L"config 4x6 2 @>6'span 21 H 2x10, "L"config 2-2x8 4x8 22H 2-2x10 4x10 2 @>6'span . 23H 4x.12 3x9 glualm 2T, 2K @ S end. HUC to 77M at N end W12x40 with 2, 2x10 nailer oh top connected With 2, SDS 1/4 x 3 @18". Nailer may be omitted at 38B bearing 24H locations. Note this wall is with 2x10 studs. Bear each end of 24H on min., 4x10 post with 2, 1/2 x 4" lags through bottom flange into centerline of post. 25H 3.5x10.5 glualm 5x9 glualm 2 26H 5x13.5 glulam 3 - Use min.,.3.5x11.8 PSL or LVL. Extend over 8SW and connect per 8SW callout. Butt south end into 41 B and 27Ft connect with HSLQ 37. Bear north end on 72P and connect to 72P with TS22.Also butt into.41 B and connect with 1HSLQ37. 28H Use min. 3x10.5 glulam or PSL, approx 8' long. At south end bear on trimmer and 2 king studs. At north end connect to 75P with HUC or HUCQ. Connect mullion to bottom of 28H with A35 and screws. I e0z 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. j Connector(if blank Callout Min.,use Alt 1 min., use Alt 2 min.,use Notes use default,above) 30B i 2.6x11.8 PSL or LVL • Where used as rafter connect to wall top plate 31 B 1.75x11.8 LVL with.H2.5 t Yp. 32B Min., HSS 10x3x1/4. Bear on double plate with min., 2 studs below or min 4x post. Connect to bearing with HGA10, each side, each end of 32B(four total per 32B),welded to 32B and SDS 1/4x3 to plate or post. 33B 2.6x11.8 PSL or LVL ' 13DS at S end 34B 5x9 PT glulam 35B 1.75x11.8 LVL 13DS at ends to wall top plate beyond • 36B Min., 5.2x11.8 LVL or PSL. Min. backspan= 14'. Bear on wall top plate and connect with LTP4 at 24"max spacing. 37B 1.75x11.8 LVL I HGA10 welded to 38B TW 12x50, no nailers. Connect to 24H top flange with welds or 2, 5/8"through bolts.At backspan end connect to 38B bearing with 2, 1/2"x 4"lags through bottom flange into cenerline of bearing element. Connect 37B beams with HGA10 welded to top flange. Connect rafters with min.,A34 clip welded to top flange. W12x50.Where wall above bears on this beam, connect wall bottom plate to beam top flange with 5/8"x 2"studs 39B welded at 48" max spacing. Bear on min., 6x posts with 2, 1/2"x 4"lags through bottom flange into centerline of post. 40B 5x24 glulam 41B Use 1.75x11.8 LVL. Min backspan=4'. Connect at backspan end to 31 B with HSLQ37. 42B Use 1.75x11.8 LVL. Hang on 41B with upside down HU or HUC. 45B - 2.6x11.8 PSL or LVL 2, 1.75x11.8 LVL may replace 1 joist 46B i 6x12 3.5x9 glualm 5.5x7.5 glulam 47B 1.75x11.8 LVL 48B j 2, 1.75x11.8 LVL 2, HSLQ37 to 496 • •49B 5.2x11.8 PSL 50B Use 5.2x11.8 PSL or LVL. Hang on 52B with upside down HHUS. Connect to 8SW with HUC or HUCQ(fur out 8SW as necessary.) 51B Use 1.75x11.8 LVL. Hang on 50B with HUC. Hang on 48B with upside down HU or HUC. " 7x11.8 PSL. Is header over window. Butt into 48B and connect with HSLQ37 on each side.Also connect to 72P with 52B CS16,9'long wrapped over top of 52B and extending vertically 3'min. down each side of 72P(for uplift). 72P to be connected at its base with 18 HD.At 75P post, connect to 75P with TS22 and to 28H with TS22. See 50B for that connection. Gam; Joists and Rafters Default rafter or deck joist to beam connection is con't or skip blocking and H2.5, or H1, or A34 with screws. Default sawn material is Doug Fir No 2 or better. Default sawn face mount hanger is U, LU, or LUS.•Use sloped/skewed where appropriate. Default deck joist hanger is U or LU(not LUS)with galv screws(no nails.) Default sawn top flange hanger is JBA, LB, BA, or B(welded app, use LB, BA, or B) Any national I-joist brand, equal or stronger may be substituted Default I-joist face mount hanger is IUS or MIU. Default I-joist top flange hanger is ITS, HIT, or MIT Connector (if blank Callout . Min., use Alt 1 miin., use Alt 2 min., use use default, above) Notes 60R 11.8 BCI 5000 1.7 @ 24" 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. Callout ' Min.,-use Alt 1 min., use Alt 2 min.,use Connector(if blank Notes use default, above) . 70P 2-2x4 4x4 71 P .3-2x4 2-2x6 4x6 72P 3-2x6 6x6 4-2x4 73P 4x8 74P 4x6 PT • . Connect to 88CW with 5/8 x 8 Titen HD + 3" galv washer at 24"max spacing. 75P 5.5x5.5 glulam col , I Structural Callouts© — Copyright ConstructionCalc, Inc (CCI) 0 1 PA Per Architect • * Structural Item: This item and related connectors shall be per architect / designer. 8 SW :Simpson Wood Shear Wall _ * ;Wood Shear Wall: Use WSW18. Width = 18". Height, see below. -� • _ SK5 * Height: Foundation to bottom of header beam. Okay to order WSW long and cut to height as necessary. Note WSW sits directly on foundation; wall and floor to frame around WSW. Okay to hang floor joist on WSW. * Alignment: Position to align with outside (exterior) face of studs. Furr-out as necessary to flush up with remainder of wall. • — _ * Top Connection: Header beam to extend over WSW. Connect with portal straps WSW-PS. Also connect header beam toWSW with WSW-TOW portal plate. - -- -- --- _----_ _ - --- * Sheathing: Sheathe header, WSW, and wall similar to 2PW. ;Bottom Connection: WSW sits directly on foundation; wall and floor to frame around WSW. Okay to hang floor joist on WSW. Anchor bolts, use all- * thread, 7/8" diameter, extended 36" min into 88CW (bend slightly as necessary to ensure 6" min cover at embedded end) and use double nut and 3" x .25" washer on embedded.end. Suggest using Wood Strong Wall Anchor Bolt template, WSW. . 11 RD Roof Diaphragm --- - * Shear Capacity: Good for Eh= 230 plf- seismic; Eh = 322 plf- wind. Max aspect ratio = 3:1. - ---t ,Framing: Trusses or rafters: 2x at 24" OC, mac. * Framing Connection at Support: - i Where connected to shear wall, connect per shear wall callout - top of wall. . _ - 1 Where trusses or rafters connect to beam, use H2.5, or A34 with screws, or similar, typ. i • - ,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 FD Floor Diaphragm- 1 * 1 Sheat ping: With joists at 24" or.19.2" OC, 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/3.60 dell. . I r * f __ 'Sheathing Layout: Case 1 er IBC 2306.2.1(1) _ 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. _ * 'Blocking: not required except at supports (beams) and connections to shear walls below. . 1 • i 13 DS 'Drag Strap 1 - ------- ---- - * 1Min., Capacity: Good for 1,705 lb tension . * 'Drag Strap: Connect beam or header end to exterior wall top plate or beam or joist or rafter beyond with min., CS16 .x 36", centered over end of beam / header. - Strap must be horizontal. Okay to twist strap up to 90-degrees if necessary. _ _ _ __ +_ - Strap may attach to either side or top or bottom of members connected. : * Nails: Use 10d, all holes filled. If connecting to steel beam / header use 2 min., fillet welds; min., 3" long. 16 ! FF Floor-To-door ioidown ---- -------- --- - * __ I Min., Capacity: Good for 1705 lb tension. _ * Use CS16 vertical strapa lied to outside of wall sheathing. Attach to 2x studs lined upabove and below rim joist. Fill all nail holes with 10d.[Strap: pp � g� . ._ .. -- - - - - - _ - If strap falls on header or beam below, nail to header or beam and wrap around bottom if necessary.. * j End Distance: 13" min. to each upper and lower studs. Approx total length = 26" + depth of floor system. 17 HD Alt 1 - Holdown - Embedded Strap Type. • . * ;Min. Capacity: Good for 2185 lb uplift. - 1--- * 1Holdown: Use LSTHD8 for no rim joist condition. _ - For rim joist condition use LSTHD8RJ. _ * Nails: Use 16, 16d to full-height stud as follows. • * I Stud: Use larger of king stud as speed elsewhere; or choice of 2- 2x, 3x, or 4x. _ _ _ _ Mt 2 - Holdown - Bolt Type - — _ _ (Holdown: Use HDU2. •• - _ ; SDS 1/4 x 2.5 to full-height ht studper above - • - � ,Lags. Use 6 g (Anchor Bolt: If wet set; use 5/8" diameter SSTB16, or 5/8" all-thread with nut and 3" washer on embedded end. Min embedment 12". If too long to fit in * _ _ Ifooting, bend 90-degrees at bottom of footing, maintain 3" cover at bottom of footing. - • - If rotohammer, use 5/8" Titen HD or all thread & epoxy, with 6" min concrete embedment, centered in stem wall. 18 HD Holdown _ ---- -- -- * . 1 Holdown: Use HDUS connected to 72P. -- - . - _ * Lags: Use 14 SDS 1/4 x 2.5 to 72P. - - ---- 1- * _ Anchor Bolt: Use 5/8" diameter SSTB24, or 5/8" all-thread with nut and 3" washer on embedded end. Min embedment 16". _ I - lif too long to fit in footing, bend 90-degrees at bottom of footing, maintain 3" cover at bottom of footing. 77 M Mullion . - * Use 2 studs, continuous bottom plate to top plate. _ . - ,Header(s) may hang on this with HUC, HUCQ or similar. 78 ' KS .King Stud - - - -H-' j At sides of opening use min 2- 1.75x5.5 LVL, king studs, continuous bottom plate to top plate. - I Support header with trimmer(s) or concealed flange hanger per plan or Arch. r- rjt • • • 80 L Ledger - Roof Diaphragm --- -. -- - - I 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, SDS or LedgerLOK per stud. - 'Length of SDS or LedgerLOK= full depth penetration into rim, or 2.5" min embedment into solid framing. • • - 1Min distance of connector to end of ledger or splice = 2". Min edge distance to top or bottom of ledger=2" Framing Connection to Wall, General: Use any of the following, whichever is applicable. - - 'Rafters Perpendiculars Use 2x or LVL ledger, min height to match rafters. Apply ledger over wall sheathing. Use hangers to hang rafters on ledger. • - Paraiiel Rafter or Truss Top Chord: Ledger may be top chord of truss or last rafter or similar. Ledger to be placed over wall sheathing. _- . • Ilioof Diaphragm: Connect roof diaphragm to ledger with 8d ring shank or screws at 3" OC. 88 i CW Concrete Wall to Bear 8SW Wall: Use CIP concrete wall, size per Arch. 8SW to bear directly on top of this. _. i Wall Rebar: Use two mats of min., #5 at 12" OC, each way, each mat 3" from face of wall: - Vertical rebar shall extend to bottom footing rebar and terminate with a 6" bend.-Okay to use stub bars up from footing and lap splice 36" min., in wall. - Horizontal rebar from abutting deck stemwall, extend these to far mat of rebar in 88CW and terminate with a 6" bend.. 'oot g: Use min., 6' x 5 x 12" thick. Use #5 at 12" OC, each way, 3" from bottom, and #5 at 18" OC, each way,-2 from top. Structural Shear Wall Callouts© — Copyright ConstructionCalc, Inc (CCI) _ 7. __ _ . __ ' ! I Typial Shea Wall Callout Sym of ' This symbol indictes a de icated shear wall or anel, th type pei callout below. Walls without this symbol re not dedicated she r walls fuse code-standards construction. 1 PW /4"---------- 1 1 / Min; length of shear panel, ft. 3.4 If"W", construct entire Wall per this callow , with minimum individual;panel lengths indicated on plan. If" S", means Not a Shear Wall. uild pert code mi1nmum. ' I � , Sill Bot anchor Top of plate to ! max Capa- Stud Nail Edge Sill Block- Top of wall fram- spc'g / city, Nails Stud Stud mat'1 / Field I Top plate & ing at wall conn to ing, min. wind/ Sheath- ; or height, ! spac'g, Stud (see spac'g @ Top plate studs unsup- conn to perpen- max. Mud sill ' embed- Call- seis, ing, i Sides of screws, max., max., size, std st'l Stud Plate, j splice, w/ edge ported parallel dicular spc'g, anchor to ment, out Eh, plf min. wall size ft. in. min. specs) spac'g, in. min. min. nail'g edges framing framing in. concrete in. � I 6/6@24 Con't! 10 24 2x4 Sawn @ 6/12 16 sheathing, 15/8" j-bolt one, ---- - Con't +blkg or 16d @ 61 • or 5/8" 7/1.6" eitherlap sheathing 14 16 2x6 Sawn 6/12@16 48" H2.5 or Titen HD, 168/ OSB or side, or A34 or SDS 1PW 8d 2- 2x4 w/ 8 2x NA or LTP4 SDWC- .25x4.5 w/ 3" 72/4 120 plywo- apply 15600 i wshr. Or od directly18 12 2x6 Sawn 6/12@12 16d at 36" @ @ 12 24 MASA or to studs r — max. max. MASAP 22 12 1.75x5.5 LVL 6/12@12 . . SDS 4/12@16 490/ 2PW ! (same) (same) (same) (same) 16 (same) (same) or 12 (same) (same) (same) 2x (same) (same) .25x4.5 (same) 36/4 350 I j ' @ 6 10 24 2x4 Sawn 5/8" j-bolt' or 5/8" r j48" lap SDS Titen HD, '5dfor 5GW 200/ 1/2" or both 1/2"; 6d 14 16 2x4 Sawn ���@16 2- 2x4 I w/ 8- 2x NA (same) (same) .25x4.5 w/ 3" 72/4 200 5/8 gyp for 5/8" @ 16d @ 9 1 wshr. Or MASA or 16 16 2x6 Sawn I MASAP 0 • 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 • RC:Relative Compaction AC:Asphalt Concrete Code REF:Reference,not actual BI:By Inspection IRC:International Residential Code REQ or Reqd:Required E:Elastic modulus or Electrical K:Kip(1,000 lbs.) ROW:Right Of Way (E):Existing KSI:Kips per Square Inch. Rt:Right CCI:ConstructionCalc,Inc. LVL:Laminated Veneer Lumber S:Section modulus CMU:Concrete Masonry Unit LSL:Laminated Strand Lumber SC:See Callout CO:Callout or Cleanout Lt:Left SD:Storm Drain Cone:Concrete NA:Not Applicable SIP:Structural Insulated Panel Cont:Continuous NB:Not Bearing SK:Sketch DF:Douglas Fir NIC:Not Included SOG:Slab On Grade HF:Hem Fir OC:On Center spacing SPF:Spruce Pine Fir HVAC:Heating,Ventilation,and Air OSB:Oriented Strand Board SS:Sanitary Sewer • Conditioning PCF:Pounds per cubic foot STAO:Shear Transfer Around Opening GW:Gypsum shear wall PLF:Pounds per Lineal Foot TYP:Typical Gyp:Gypsum wall board Ply:Plywood UNO:Unless Otherwise specified GLB:Glulam Beam PSL:Parallel Strand_Lumber elsewhere I:Moment of Inertia PSF:Pounds per Square Foot V or v:Shear(lbs)or unit shear(Of) IBC:International Building Code PSI:Pounds per Square Inch respectively ICF:Insulated Concrete Form PT:Pressure Treated with preservative W:Wall,full length PW:Plywood or OSB shear wall WWF:Welded Wire Fabric 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. 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 liver 20 psf. 0 Exterior wall dead: 10 psf O 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 O Floor live: 40 psf •- 0 Seismic Des Category: "D" O Floor dead, 1.5"gyperete: 27 psf. 0 Wind Exposure 'C'.,3-sec gust: 120 mph. O Deck live: 60 psf 0 Assumed allowable soil bearing pressure: O Deck dead upper: 15 psf. • 2,000 psf. . O Deck dead lower,2"concrete payers: 32 psf. C 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.3:1 (18-degrees),no dowels into rock are necessary. Where rock is sloped 3:1 (18-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. 0 For pad footings,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). 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 fmished 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.13I 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. F 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 CS18 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 p g 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 may be 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. H • 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 SD10 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. STRUCTURAL STEEL: . General. All fabrication and erection of Structural Steel shall comply with the requirements of AISC (Ninth Edition). .. Shop Drawings.CCT recommends that the Contractor or builder submit shop drawings to CCI for review and approval prior to fabrication and erection of the structural steel portions of the project. Such review and approval of shop drawings is beyond CCI's current scope of work. .. Structural Shape Materials. All structural shapes shall comply with the following standards except where noted otherwise. O Wide flanges: ASTM A992, (Fy= 50 ksi.) O Angles,channels, and plates: ASTM A36(Fy=36 ksi)or better. O Steel pipe shall be ASTM A53,type E or S(Fy=35 ksi),or ASTM A501 (Fy=36 ksi). • . 0 Structural Steel Tube sections shall be ASTM A500,Gr.B (Fy=46 ksi). Welding.All welding by state-certified structural welders.For shielded metal arc welding,use only low hydrogen electrodes,min. 70 ksi.,in conformance with current ANSI/AWS code.All base plates,beam end plates, steel end connectors,stiffener plates,and bent plates at column ends shall be shop fabricated unless otherwise noted or shown in the Plans or structural sketches.Weld size shall be equivalent to or • better than the element being welded,and shall be welded.all around unless otherwise noted. Care shall be taken to avoid excess warping of welded elements. Bolts.Bolts and anchor bolts to be ASTM A307 grade A,unless otherwise shown.Provide standard washers under all nuts and anchor bolts,unless specifically prohibited elsewhere. Steel Frame Anchor Bolts.Use ASTM A-307 bolts or all-thread positioned per the frame end plate hole pattern.Bolts may have bent or headed ends.A 3"diameter x.25"thick washer shall be on all non-bent embedded ends.Bed base plates on non-shrink grout or dry-pack for full bearing.Nuts to be tightened with 'turn of the nut'method after concrete has attained 2,000 psi,min. Anchor Bolt Length. All steel frame anchor bolts shall be embedded at least 30 diameters, or shall extend to the footing bottom rebar—either option is acceptable. Steel Coating Systems. The requirements of this section are strongly recommended but are optional at the Owner's discretion. All coating systems shall be installed in strict accordance with manufacturer's • instructions and recommendations.Touch up shall also be in accordance with manufacturer's recommendations. Structural steel systems that will be exposed to weather shall be shop coated with a 3 coat system. Preparation shall be a commercial sandblast,2—3 mil anchor pattern.The prime coat shall be a 3 mil thick organic zinc primer. The intermediate and topcoats shall be 3 mils thick each using a vinyl high-build coating system. Unless otherwise specified by the owner,the final color shall be `primer grey'. Contractor shall verify this color with owner prior to any paint application. Steel which will not be exposed to weather shall be shop or field coated with a 2 coat system consisting of a 2 mil red oxide zinc chromate alkyd primer under a 2 mil long oil alkyd enamel.Preparation shall be wire brush cleaning.Unless otherwise'specified by the owner,the final color shall be `primer red'. Contractor shall verify this color with owner prior to any paint application. Tim K. Garrison, P.E. Ins 3� ��` 1,�` Consulting Engineer 34 - u=1 Structural Strategy o Lateral: _ Decks and porch roofs, use 1 - diaphragms or x-brace r , — J straps to horizontal cantilever lateral loads a ir back to building. Posts may - C be pin-pin=okay. � All intended shear panels 2J' 7-6 have plate to plate aspect i 25 ratio<=3.5:1,thus no i El shear transfer around . - 2A — - _ . openings is needed. 2; 1 22 At lower level, most lateral resistance will be directly 21 ZF — _ 1� by foundation walls.The _ _ north wing lower level has - I ample shear wall for the - ZC low forces so use 2PW by - ' - inspection.At the west side,88CW is sized to take -. J j' _ the small amount of lateral i ZD load at this level plus the f - lateral load from 8SW S) above. — ---_ r Z€ to - - . �-i • A rtiC= a f Structural Design Loads IBC 2015 & ASCE 7-10 Seismic Calculations - Per ASCE 7-10 Project Mockos home Job No t19027 Date 4/17/19 Location 3938 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 stones above ground lev. Three stories V • Site Class Very Dense Soil&Soft Rock,C f Risk Factor Comml,Industrial,Residential •Med Hazard.II V 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 V Use Ss=1.5 max for Cs calc 1 sec response, S1 = 0.438 Site coef, Fa = 1.000 • Redundancy factor, p= 1 Site coef, F„ = 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, hr, = 28 ft 0 - Str factor, n0= 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, SDS = 0.737 0 - Str factor, no • 3.00 Design spectral parameter, SDI = 0.398 Seismic Base Shear, V 0.113 * W 1 Building period coef, CT$ = 0.020 • Horizontal Seismic Load Effect, Eh • 0.113 * W Approx fundamental period, Ta = 0.243 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 = 0.341 LRFD Comb 5 1.347D + Eh + .5L + .2S Csmax = 0.251 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 Procerure Wind Loads On Buildings - MWFRS, Directional Procedure - All Heights ASCE7-10, Chapter 27 Project Mockos home Job No t19027 Date 4/17/19 • Building Wind Exposure rxp c-Where exp.B and D don't apply, . • Enclosure Classification Enclosed Building(Typical) • 3-Sec Gust, Basic 120 mph V ASCE7-10 maps, Fig 26.5, p247 Method ASD,Basic Combos.Stress increases allowed for wood only. • • Load Comb Factor Q_6 Roof Pitch 1, max. 1.50 /12 Slope 1 • 0 = 7.1 deg Roof Pitch 2, max. 1.50 /12 Slope 2 e = 7.1 deg A Mstr - 2012 IBC Loads Calcr 6-6-17 4/17/19 Hill Shape Topographic Factor Not Appticabte r L/B 1.75 Building Width Perp. To Ridge B = 51 ft hit_ 0.29 Building Length Parallel To Ridge • L = 89 ft Gust Effect Factor G = 0.85 Mean Height Of Roof(ft) h;n = 26.0 ft 3-Second Gust Power Law Exponent a = 9.5 Eave Height (ft) heave = 24.0 ft Normal Ht. Of Atmosp. Bndry Layer zg = 900 ft Directionality Constant Kd = 0.85 Velocity Press. Exposure Coefficient Kh = 0.953 26.8 ASCE 7 Height of Hill or Escarpment (ft) H = IBC Load Factor for.ASD Wind -1605.3.2 Co = 0.60 Narrowest Half-Width of Hill at Half-Height (ft) . 1-1-1 ' Topographic Factor Kzt = 1 .000 Horiz. Distance'From Crest To Bldg. Site (ft) x = Velocity Pressure @ mean roof ht. qh = 29.86 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 t +/- 5.38 psf i 15-20 feet 0.902 16.96 psf 11.53 psf • 20-25 feet 0.945 17.77 psf 12.08 psf Longitudinal (Parallel To Ridge) - 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 -5.35 psf -10.66 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 -13.71 psf . Transverse (Perp. To Ridge) h/2 to h -13.71 psf h to 2h -13.71 psf Leeward Wall I Side Walls " > 2h -13.71 psf -7.62 psf _ -10.66 psf (Outward) (Outward) Horiz prol 13.34 psf • Slope 1 - 21.0 psf • 1.50 / 12 • 'a. -13.79 psf • -11.16 psf -5.89 psf 12.56 psf • 20.2 psf tibt 12.08 plf I +/- 5.38 psf 19.7 psf • 1 +/- 5.38 rsf • 11.53 ysf .. +/- 5.38 psf -7.62 psf 19.1 psf "�""..".. 5.38 psf . • Illilh • 10.85 psf .. . V V ., 18.5 psf 9' V 51.00ft. ., lr,YID- //, / i Ropf 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: 3.1 psf Press, slope 2, roof, horiz proj: 3.1 psf A Mstr - 2012 IBC Loads Calcr 6-6-17 4/17/19 • L4- • ConstructionCalc, Inc Lateral Load Calculator Job No.: t19027 Job Name: Mockos By: tkg Architect/Designer: Sykora Date: 4/17/2019 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: up e-w up n-s mid e-w mid n-s • Dim 1 51.00 2053.00 cv Dim 2 36.00 1.00 iii Mul factor 1.01 1.01 1.01 1.01 1.01 1.01 1.01 1.01 Trib Area 1850.3 0.0 2069.0 0.0 0.0 0.0 0.0 - 0.0 o Dead weight,psf.1 15.0 1 15.0 1 ' 15.0 1 15.0 1 15.0 ' 15.0 1 15.0 i 15.0 ix Seismic factor.! 0.113 0.113 , 0.113 0.113 0.113 0.113 1 0.113 0.113 J Calc'd seis load 3136.2 0.0 3506.9 0.0 J 0.0 0.0 0.0 0.0 Dim 1 168.00 307.00 Dim 2 6.00 8.00 Mul factor, 1.00 1.00 1.00 • 1.00 1.00 1.00 1.00 1.00 Trib Area 1008.0 0.0 2456.0 0.0 0.0 0.0 0.0 0.0 w Dead weight,psf.; 10.0 10.0 10.0 10.0 10.0 10.0 1 10.0 10.0 Seismic factor.; 0.113 , 0.113 0.113 , 0.113 , 0.113 , 0.113 ; 0.113 , 0.113 , Calc'd seis load 1139.0 0.0 2775.3 0.0 0.0 0.0 0.0 0.0 Dim 1 1156.00 Dim 2 1.00 • 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 1156.0 0.0 0.0 0.0 0.0 0.0 EC Dead weight,psf.; 27.0 I 27.0 27.0 i 27.0 i 27.0 j 27.0 i 27.0 i 27.0 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 3527.0 0.0 0.0 0.0 0.0 0.0 Other GLs 4275.3 4275.3 14084.4 . Seismic Applied V 4275.3 4275.3 14084.4 14084.4 0.0 0.0 0.0 0.0 . WIND LOAD CALCULATOR Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s mid e-w mid n-s 0 0 0 0 Dim 1 26.00 Dim 2 3.00 Mul factor 1.00 1.00 I 1.00 1.00 1.00 1.00 1.00 1.00 o Trib Area 0.0 0.0 78.0 0.0 0.0 0.0 0.0 0.0 0 Wind psf load! 8.0 1 8.0 j 8.0 1 8.0 1 8.0 1 8.0 8.0 1 8.0 j Calc'd wind load 0.0 0.0 624.0 0.0 0.0 0.0 0.0 j 0.0 Dim 1 46.00 40.00 46.00 40.00 ;, Dim 2 5.50 6.50 5.50 6.50 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 X Trib Area 253.0 260.0 253.0 260.0 0.0 0.0 0.0 0.0 W Wind psf load l 20.0 ' 20.0 ' 20.0 1 20.0 1 20.0 1 20.0 1 20.0 1 20.0 Calc'd wind load 5060.0 J 5200.0 J 5060.0 5200.0 0.0 0.0 0.0 1 0.0 Dim 1 89.00 51.00 in Dim 2 5.50 _ 5.50 Mul factor 1.00 1.00 1.00 1.00 1.00 1.00 1.00 . 1.00 X Trib Area 0.0 0.0 489.5 280.5 0.0 0.0 0.0 0.0 W Wind psf load! 18.5 1 18.5 1 18.5 1 18.5 1 18.5 1 18.5 ; 18.5 ; 18.5 Calc'd wind load 0.0 0.0 9055.8 5189.3 0.0 0.0 j 0.0 0.0 Other GLs 5060.0 5200.0 Wind Applied V 5060.0 5200.0 19799.8 15589.3 0.0 0.0 0.0 0.0 Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: Gridline: up e-w up n-s mid e-w mid n-s 0 0 0 0 Controlling V 5,060 lb 5,200 lb 19,800 lb 15,589 lb 0 lb 0 lb 0 lb 0 lb Controlling Force Type wind wind wind wind - - - - ConstructionCalc, Inc c Description: up e-w Distribution of Lateral Loads - Seismic Adjustments per Grid Total V, unfactored 5,050 lb Building: house+gar R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 3,036 lb . Adjst'd multiplier - - Grids 31-32 33 - 35 Percentage V 50% . 50% 0% Leftover V/ grid 1,518 lb 1,518 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,036 lb .Sum check OK Min. Grid Pnl 1 Pnl 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl .10 Sum Eh PW use 13.2 If 3.7 If 7.5 If 1 24.4 If 62 plf 1 PW 3.5 If 11.5 If 4.5 If 19.5 If 78 plf 1 PW • Description: up n-s Seismic Adjustments per Grid Total V, unfactored _ 5,200 lb . R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 3,120 lb Adjst'd multiplier - - Grids 3a, 3b 3c, 3d Percentage V 50% 50% 0% Leftover V/ grid 1,560 lb 1,560 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 3,120 lb Sum check OK Min. Grid Pnl 1 Pnl 2 • Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 . Pnl 8 Pnl 9 Pnl 10 -Sum Eh PW use 4.0 If 4.0 If e.. _---- 0 ,.0 ,6i6---4 . 8.0 If 195 plf 2PW , 6.4 If 6.2 If 5.5 If 18.1 If 86 plf 1 PW • Description: mid e-w Seismic Adjustments per Grid Total V, unfactored 19,800 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind . Total V, factored 11,880 lb Adjst'd multiplier - - Grids . 21-23 24-26 Percentage V 50% 50% 0% Leftover V /grid 5,940 lb 5,940 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 11,880 lb Sum check OK • Min. Grid Pnl 1 PnI 2 Pnl 3 Pnl 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 PnI 10 Sum Eh PW use ;.,:"-:-;: i 7.0 If 7.0 If 8.0 If 19.0 If 8.0 If 5.5 If 54.5 If 109 plf 1 PW A..--2 , 4.5 If . 5.5 If 3.5 If _ 12.0 If 6.0 If 16.0 If 12.5 If 60.0 If 99 plf 1 PW Description: mid n-s Seismic Adjustments per Grid Total V, unfactored 15,589 lb Use WSW18 @ 2a, good for 1800 lb R adjust Grid Rho adj Grid Wind or Seis control? (w or e) wind Total V, factored 9,354 lb Adjst'd multiplier - - • Grids 2a-2c 2d, 2e Percentage V 50% 50% - 0% Leftover V/grid less WSW 2,877 lb 4,677 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 0 lb 7,554 lb SumcheckNG Min. Grid Pnl 1 Pnl 2 Pnl 3 PnI 4 Pnl 5 Pnl 6 Pnl 7 Pnl 8 Pnl 9 Pnl 10 Sum Eh PW use 5.0 If 5.5 If 3.0 If 4.0 If 17.5 If 164 plf 1 PW 24.0 If 4.0 If 7.0 If 3.6 If 3.8 If 2.5 If 3.0 If _ 47.9 If 98 plf 1 PW Aiiimmipimili Tim Garrison, P.E. AS' I RUCT1ONCALC Pr CAS' • we E►npowe r The Buf(dln• industry v6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 20h Other Info. 4/17/19 0.5 t 1.5 173 3.$ 4 4.5 Type? Simple span,fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length •Lenth of Spans: 4.00 ft 4.00 ft •Allowable Deflection, Main Spans • Live Only, L/ :Code Minimum_Normal: L/360&L/240 1 v , 360 = 0.13 in Total, L/ 240 = 0.20 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: 4.00 ft Add Self Weight? !Yes-Self weight will be added to applied DL + V 1 • Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? t No "j Increase Roof DL for pitch? Yes 'v I Roof Pitch I 1.0 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 11.00 ft - 165.6 lb/ft 275.0 lb/ft Uniform Ld. 2 40 psf 27 psf . - - Uniform Ld. 3 40 psf 15 psf - . - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - I Tot Unif Load • - 165.6 lb/ft 275.0 lb/ft • Loads Point loads are 1/10 scale 600 400 - . • 200 - • A -200 i 0.5 1 1.5 2 2.5 3 3.5 4 4 5 4x And Smaller (Lumber) Calc'd Member Results For 2 x 8 Solutions Using Self Weight of Sawn 2 x 8,2.8 plf _ 2 x 8 v Load Duration snow_1.15 ', % Overdesign 2 x 8 (4)2 x 4 Moisture [ Medium Dry-18% I ') Douglas Fir-Larch _ )V, Repetitive Use? No I v Pos Bending 53.3% (2) 2 x 5 3 x 5 Press Treated? iNo,Not P.T. !v No,z v I Flat Use? No Neg Bending. NA • (3) 2 x 4 4 x 4 Temp Cond. 1100 deg F&less Fb Pos 1,241 psi Fv 207 psi Shear 69.3% Fb Neg 1,241 psi Fcp 625 psi Span(s) Defl'n 496.9% Allow Pos Mom 1,359 ft-lb - 147.63 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -1,359 ft-lb E 1,600 ksi Calc'd member OK by: 53.3% Allow Shear 1,501 lb El 76,216 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 2.78 plf For 2 x 8 Cond's Of Use: Load Duration:1.15-Snow 1.50 in 1.50 in - Reactions Support 1 Support 2 . Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 . Max Total 887 lb 887 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 337 lb 337 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 0.200 in 0.200 in 0.200 in Max Dn Defi - -0.034 in - - - Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 2-22-18 • c7 Tim Garrison, P.E. cC� 1S{RUCTIONCAIC ProBeam We Empow!rThe Buildtn Industey v6.0 Important:Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 21h _ • L1 Other Info. 4/17/19 • .- . 1 2 3 4 5 6 7- 8 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-Normal L/360&L/240 ' v 360 = 0.27 in Total, L/ 240 = 0.40 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: 8.00 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? I No I. Increase Roof DL for pitch? Yes• •, Roof Pitch 1 1.5 :12 Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof. 20 psf 15 psf 25 psf 4.50 ft - 68.0 lb/ft 112.5 lb/ft Tot Unif Load - 68.0 lb/ft. 112.5 lb/ft • • • Loads Point loads are 1/10 scale 200 - 100 0 L_ 0 1 2 3' 4 5 6 7 8 9 -100 4x And Smaller(Lumber) Calc'd Member Results For(2)2 x 10 Solutions Using Self Weight of Sawn (2) 2 x 10, 7.1 plf 1(2)2 x 10 'v Load Duration I Snow: 1.15 _ a %Overdesign 2 x 10 (4)2 x 5 Moisture !, Medium Dry 18°h _I. 'Douglas Fir-Larch l' Repetitive Use? No_ Pos Bending 170,4% (2)2 x 6 3 x 8 Press Treated? i No,Not P.T. I V No.2 V Flat Use? LNo 0 Neg Bending NA (3) 2 x 5 • 4 x 6 Temp Cond. 100 deg F&less j'w Fb Pos 1,138 psi Fv 207 psi Shear 410.3% Fb Neg 1,138 psi Fcp 625 psi Span(s)Defl'n 632.4% Mow 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 OK by: 170.4% Allow Shear 3,830 lb El 316,581 ksi Controlling criteria is: Pos Bending • Req'd Bearing Support 1 Support 2 Support a Support 4 Self Wt 7.09 plf For 2 2 x 10Cond's Of Use: Load Duration:1.15-Snow ( ) 1.50 in 1.50 in - - • Reactions Support 1 Support 2. Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 750 lb 750 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 300 lb 300 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 0.400 in 0.400 in 0.400 in • . Max Dn Defl . - -0.055 in - - . - Allowed 0.400 in 0.400 in 0.400 in ProBeam v7 WC 2-22-18 • Tim Garrison, P.E. cCAS I RUCTIONCALC,N PiroBeam We Empower Tate Bu11d1 9.induatr V6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 22h . Other Info. 4/17/19 io 2 3 4 5 6 Type? Simple span,fully braced _ !s+ - 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/ I Code Minimum-Normal:L/360&L/240 i v • 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? I No ,v Increase Roof DL forpitch? [Yes I Roof Pitch t 1.5 :12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf - - - • - Uniform Ld. 2 40 psf 27 psf - - - • Uniform Ld. 3 40 psf 27 psf 9.00 ft 360.0 lb/ft 243.0 lb/ft Uniform Ld. 4 60 psf 15 psf - - . Uniform Ld. 5 - 10 psf - - -. • Tot Unif Load 360.0 lb/ft 243.0 Iblft - 1 . Loads • Point loads are 1/10 scale 800 - 600 -' . 400 200 ZS• -200 4 1 2 3 4 5 6 7 • t 4x And Srrialler(Lumber) Cafc'd Member Results For(2) 2 x 10 Solutions Using Self Weight of Sawn(2)2 x 10, 7.1 pff [(2)2 x 10 j v Load Duration [Live:1.00 i v % Overdesign 2 x 14 (4)2 x 6 Moisture Medium Dry-18% Iv Douglas Fir-Larch Repetitive Use? [No j Vi Pos Bending 28.5% (2) 2 x 10 3 x 10 Press Treated'? I No,Not P.T. 'li No.2 i V I Flat Use'? I No i v I Neg Bending NA (3)2 x 8 4 x 8 Temp Cond. 100 deg F&less v Fb Pos 990 psi Fv 180 psi Shear 81.9% Fb Neg 990 psi Fcp 625 psi Span(s) Defl'n 433.9% Allow Pos Mom 3,529 ft-lb 1197.86 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -3,529 ft-lb E 1,600 ksi Calc'd member OK by: 28.5% Allow Shear 3,330 lb El 316,581 ksi Controlling criteria is: Pos Bending i Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 7.09 plf Cond's Qf Use: Load Duration:1.0-Live For(2)2 x 10 1.50 in 1.50 in . - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,830 lb 1,830 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 750 lb 750 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 0.300 in 0.300 in 0.300 in Max On Defi - -0.056 in - - - Allowed 0.300 in 0.300 in 0.300 in ProBeam_v7 WC 2-22-18 C, Tim Garrison, P.E. ASi RUCTIONCALC ProBeam W a Einno* F The Sundial•'1[ndu,try v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note, pitch and fixity, if any,not shown) Member I.D. 23h • • Other Info. 4/17/19 Z 3 tz ' y Type? ,Simple span, fully braced V 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-Normal: L/360&L/240 • I 360 = 0.27 in Total, L/ 240 = 0.40 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: 8.00 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? I No i w , Increase Roof DL for pitch? I Yes w i Roof Pitch 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow • • ' Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 4.50 ft - 68.0 lb/ft 112.5 lb/ft Tot Unif Load - 68.0 lb/ft 112.5 lb/ft • Point Loads • • • • Measured from left end of member. Member Total Length=8 ft. . . Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 7.00 ft. 14.00 ft - 1,470 lb 2,450 lb 2.00 ft Loads Point loads are 1/10 scale . 300 200 • 100 0 - -100 1 2 3 • 4 5 6 7 8 9 _4x And Smaller(Lumber) • Calc'd Member Results For 4 x 12 • Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf 14 x 12 _ I V Load Duration I Snow: 1.15 ! % Overdesign - (4) 2 x 10. Moisture f4edium Dry- 18% .1W, 0ouglas fir-Larch ?v Repetitive Use? I /o . il Ii Pos Bending 0.4% - 3 x 16 Press Treated? I No, Not P.T. I V No. 2 V Flat Use? I No I♦ I Neg Bending NA (3) 2 x 12 4 x 12 Temp Cond. 510 deg F&less I V] Fb Pos 1,138 psi, Fv 207 psi Shear 46.8% Fb Neg 1,138 psi Fcp 625 psi Span(s) Defl'n 291.8% Allow Pos Mom 7,003 ft-lb 1 415.28 in^4 Cantilever(s)Defl'n NA Allow Neg Mom -7,003 ft-lb E 1,600 ksi Calc'd member OK by: 0.4% 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 pif For 4 x 12 Cond's Of Use: Load Duration:1.15-Snow 1.69 in 1.50 in - - • Glu Lam • Calc'd Member • Results For 3 x 10.5 Solutions Using Self Weight of Sawn 4 x 12, 10.1 plf (Mist manufacturers j•I . Load Duration % Overdesign 2.5 x 9 5 x 7.5 8.75 x 9 Moisture I Medium Dry-18% j V ' 3 x 10.5 V Snow: 1.15 ! 'V Pos Bending 81.7% 3 x 9 5.125 x 7.5 Press Treated? l o plot P.T. ^ +w/ - '24F-V4, DF/DF I w I Neg Bending NA • 3.125 x 9 6.75 x 7.5 Temp Cond. !no deg F&less j v] Fb Pos 2,759 psi Fv 305 psi Shear 72.9% Fb Neg 2,127 psi Fcp 650 psi . Span(s) Defl'n 207.2% • Allow Pos Mom 12,674 ft-lb . 1289.41 in^4 Cantitever(s) Defl'n NA Allow Neg Mom -9,770 ft-lb E 1,800 ksi Calc'd member OK by: 72.9% ' Allow Shear 6,400 lb El 520,931 ksi Controlling criteria is: Shear Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.05 plf Cond's Of Use: Load Duration:1.15-Snow For 3 x 10.5 1.90 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,702 lb 1,742 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,415 lb '680 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 0.400 in 0.400 in 0.400 in Max On Deft - -0.102 in - - - Allowed 0.400 in 0.400 in 0.400 in • • ProBeam_v7 WC 2-22-18 • Tim Garrison, P.E. ©3fVSURUC T ION ALC 3 to-I MTAcRI:r i:n : 'i 2id v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t1902' Spans and Supports(Note, pitch and fixity, if any, not shown) Member I.D. 24h - Other Info. 4/17/19 ' is zo Type? Simple span, fully braced w Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection, Main Spans Live Only, U !_Extra Stiff: L/600 & L/480 _ i wJ 600 = 0.38 in Total, L/ 480 = 0.48 in N/A = 0.00 in Total, U N/A = 0.00 in Pitch if Member Being '.Designed is Sloped: 0.0 :12 Mem True Len; 19.00 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 ,vi . Increase Roof DL for pitch? Yes v Roof Pitch 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 5.00 ft - 75.6 lb/ft 125.0 lb/ft _ Uniform Ld. 2 40 psf 27 psf _ - Uniform Ld, 3 40 psf 27 psf _ - Uniform Ld. 4 60 psf 15 psf _ - r Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft • Tot Unit Load - 175.6 Ib/ft 125.0 lb/ft • Point Loads Measured from left end of member. Member Total Length = 19 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf _ - _ Point Load 2 40 psf 27.00 psf - _ - - Point Load 3 4,000 psf 2,262.00 psf - 1.00 ft 1.00 ft 4,000 lb 2,262 lb - 15.00 ft Point Load 4 4,000 lb 2,262 lb 3.50 ft Point Load 5 4,000 fb 2,262 lb 9.00 ft Loads Point toads are 1/10 scale 600 400 • 200 0 ....Jm. , .4.1immL, -200 2 4 6 8 10 12 14 16 18 f\ 20 Wide Flange Steel Calc'd Member Results For W12 X 40 Solutions Using Self Weight of Steel WF W12 X 40, 40 plf A992, 50 ksi (default) V % Overdesign __ - Jwio X54 1 W18 X 35 j W30 X90 W12 X 40 LV • Pos Bending 127.8% - W12 X 35 W21 X 44 1 W33 X118 Neg Bending NA 1 W14 X 30 W24 X 55 W36 X 135 Allow Pos Morn. 142,216 ft-lb Sx 51.50 in^3 Shear 496.5% - r W16 )( 26 W27 )( 84 1 W40 X 149 Allow Neg Mom. -97,807 ft-lb lx 307.00 inA4 Span(s) Defl'n 8.2% Allow Shear 70,210 lb El 8,903,000 ksi Cant(s) Defl'n NA Self Wt 40.00 plf Caic'd member OK by: 8.2% Controlling criteria is: Defl.- Span Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 11,771 lb 11,111 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 5,560 lb 5,322 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 - - - Mowed 0.475 in 0.475 in 0.475 in Max On Defl - -0.439 in - - _ Allowed 0.475 in 0.475 in 0.475 in ProBeam v7 WC 2-22-18 • C. l )• . "" ProBeam Tim Garrison, P.E. C iir UCTIONCALC We Nmpower The Building Indu6try v6.0 i Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a,competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 25h Other Info. 4/17/19 1 2 3 4 5 6 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 i . Allowable Deflection, Main Spans Live Only, L/ '_Extra Stiff: L/600&L/480 ;v • 600 = 0.12 in Total, L/ 480 = 0.15 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-Seif weight will be added to applied DL l V 1 • Loads: • Uniform Loads Over Full Length of Member Loads From Continuous Member? i No l• : Increase Roof DL for pitch? ryes ;• Roof Pitch l 1.5:12 } - Live Dead Snow " Trib.Width Live Dead Snow Uniform Ld. 3 40 psf 27 psf 5.00 ft 200.0 lb/ft 135.0 lb/ft • . Tot Unif Load 200.0 lb/ft 135.0 lb/ft - • Point Loads • • Measured from left end of member. Member Total Length=6 ft. Live Dead Snow Trib.Width Trib Length Live . Dead Snow Location Point Load 4 6,000 lb I 2,086 lb I 2.20 ft ' • • • • Loads Point loads are 1/10 scale 800 • - 600 400 - . 200 . oL� . -200 6 1 2 3 4 5 6 7 • Glu Lam Calc'd Member Results For 3 x 10.5 • Solutions Using Self Weight of Glulam 3 x 10.5, 8.1 plf 1 Misc manufacturers Vi Load Duration %Overdesign 2,5 x 13.5 5 x 9 8.75 x 9 _ Moisture Medium Dry-18% I. 3 x 10.5 V il-snow: 1.15 V Pos Bending 1.5% 3 x 10.5 5.125 x 9 Press Treated? No,Not P.T. w 1 24F-V4,DF/DF •vi 1 Neg Bending NA 3.125 x 10.5 6,75 x 9 Temp Cond. l too deg F&Tess ;`W 1 Fb Pos 2,759 psi Fv 305 psi Shear 4.1% Fb Neg 2,068 psi Fcp 650 psi Span(s) Defl'n 16.5% Allow Pos Mom 12,674 ft-lb 1289.41 in^4 Cantilever(s).Defl'n NA Allow Neg Mom -9,502 ft-lb E 1,800 ksi Calc'd member OK by: 1.5% Allow Shear 6,400 lb El 520,931 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.05 plf Fob 3 x 10,5 Cond's Of Use: Load Duration:1.15-Snow • 3.15 in 2.05 in . - - Reactions Support 1 • Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,150 lb 3,994 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,750 lb 1,194 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case Deflections Lt Cantivr Span I Span 2 Span 3 Rt Cantivr Max Up Dell - 0.000 in - - - . Allowed 0.150 in 0.150 in 0.150 in • Max Dn Defl - -0.129 in - - - Allowed 0.150 in 0.150 in 0.150 in . ProBeam v7 WC 2-22-18 • Tim Garrison, P.E. CasiS!RUCTIONCALC ProBeam We¢mispwcr-Th_e B.:uli.dkn• Iii'worry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 26h Other Info. • 4/17/19 2 4 i 8 10 12 14 16 Type? Simple span,fully braced v_I . Left Cantilever Span 1 Span 2 .Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft • Allowable Deflection, Main Spans • Live Only, L/ .Code Minimum--Normal:L/360&L/240 •v l 360 = 0.60 in Total, L/ 240 = 0.90 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: 18.00 ft . Add Self Weight? yes_Self weight will be added to applied DL ! V 1 . • Loads: Uniform Loads Over Full Length of Member • . Loads From Continuous Member? Nov1 Increase Roof DL forpitch? Yes 1 1.5 :12 Roof Pitch I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld, 1 -Roof 20 psf 15 psf 25 psf 17.00 ft - 257.0 lb/ft • 425.0 lb/ft Uniform Ld: 2 40 psf 27 psf - - Uniform Ld. 3 40 psf. 27 psf - - Uniform Ld. 4 60 psf 15 psf - - - Uniform Ld. 5 10 psf _ - i I I Tot Unif Load - 257.0 lb/ft 425.0 lb/ft - Loads Point loads are 1/10 scale • 1000 . • 500 - 0 2 4 6 8- 10 12 14 16 18 20 • -500 - 1 Glu Lam Calc'd Member • Results For 5.125 x 13.5 Solutions Using Self Weight of Glulam 5.125 x 13.5, 17.7 plf Misc manufacturers n Load Duration %Overdesign 2.5 x 18 5 x 13.5 .8.75 x 12 Moisture ' Medium Dry-18% I V I 5.125 x 13.5 j Snow: 1.15 _LIP Pos Bending 26.3% 3 x 16.5 5.125 x 13.5 Press Treated? ' No, Not P.T. I V 24F_V4,DF/DF !♦i Neg Bending NA 3.125 x 16.5 6.75 x 13.5 Temp Cond. ' 100 deg F&less V I Fb Pos 2,760 psi Fv 305 psi Shear 123.2% • Fb Neg 2,036 psi Fcp 650 psi Span(s) Defl'n 3.0% • Allow Pos Mom 35,799 ft-lb 11050.79 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -26,413 ft-lb E 1,800 ksi Calc'd member OK by: 3.0% . Allow Shear 14,057 lb El 1,891,413 ksi Controlling criteria is: Deft-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 • Self Wt 17.69 plf Cond's Of Use: Load Duration:1.15-Snow For 5.125 x 13.5 1.89 in 1.89 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 6,297 lb 6,297 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb • Min Total 2,472 lb 2,472 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 0.900 in 0.900 in 0.900 in Max Dn Deft - • -0.874 in - - - Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 WC 2-22-18 • • ,C„ l • � `j" '" ProBeam Tim Garrison, P.E. cC]�IVS RUCWe Em•ower The $IONCALC ild h9 Industry v6.0 Important; Notches and connectors not cosidered. Dynamic loadin:j not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. • Job, t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. • 27h • Other Info. 4/17/19 6 2 4 6 8 10 t2 14--tt 11 8 • Type? Simple span,fully braced f 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-Normal:L/360&L/240 :V I 360 = 0.57 in Total, L/ • 240 = 0.85 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 V ' Loads: • • Uniform Loads Over Full Length of Member • • . Loads From Continuous Member? No "J Increase Roof DL for pitch? Yes ! Roof Pitch i 1.5 :12 1 • 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 27 psf - - Uniform Ld. 3 40 psf 27 psf - - • Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - • - • Tot Unif Load - 60.5 lb/ft - 100.0 lb/ft • Loads Point loads are 1/10 scale 200 • 150 100 . 50 - ' -50 I 2 4 6 8 10 12 14 16 18 Glu Lam Calc'd Member Results For 5 x 10.5 Solutions Using Self Weight of Glulam 5 x 10.5, 13.4 plf j Misc manufacturers v Load Duration % Overdesign 2.5 x 10.5 5 x 9 8.75 x 9 Moisture I Medium Dry-18% I' `5 10.5 x 1 V f Snow: 1.15 i v I Pos Bending 236.3% • 3 x 10.5 5.125 x 9 Press Treated? No,Not P.T. _ V'l j 24FV4,DF/DF _ y _ 11,1 Neg Bending NA 3.125 x 10.5 6.75 x 7.5 Temp Cond. 100 deg F&less i v l Fb Pos 2,760 psi Fv 305 psi Shear 621.6% • Fb Neg 2,067 psi Fcp 650 psi Span(s) Defl'n 125.8% Allow Pos Mom 21,129 ft-lb 1482.34 inA4 Cantilever(s) Defl'n NA Allow Neg Mom -15,823 ft-lb E 1,800 ksi Calc'd member OK by: 125.8% Allow Shear 10,666 lb El 868,219 .ksi Controlling criteria is: Defl -Span • . Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 13.42 plf Cond's Of Use: Load Duration:1.15-Snow For5x10.5 1.50 in 1.50 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Sjpport 2 Support 3 Support 4 Max Total 1,478 lb . 1,478 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 628 lb • 628 lb - - . 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case - Deflections Lt Cantivr Span 1 Snarl 2 Span 3 Rt Cantivr Max Up Defl - 0.000 in - - - • Allowed 0.850 in 0.850 in 0.850 in Max Dn Defl - -0,376 in - - - Allowed 0.850 in 0.850 in 0.850 in ProBeam_v7 WC 2-22-18 . Ci4 ^- 'M ProBeam Tim Garrison, P.E. . • Cd 'RUCTION IL, We Emtrow.:T :u 1 . , . try v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19027 - Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 30b - Other Info. 4/17/19 2 - 6 8 1 U Type? i Simple span,fully braced . i w I Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 14.00 ft 14.00 ft Allowable Deflection, Main Spans • Live Only, L/ L Code Minimum-Normal:L/360&L/240 V �- - -- ---- - ---- -- - - --- 360 = 0.47 in • . Total, L/ 240 = 0.70 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: 14.00 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 vi Increase Roof DL for itch? ,Yes V l• 1.0 :12 p Roof Pitch I Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 14.00 ft - 210.7 lb/ft 350.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - Uniform Ld.3 40 psf 15 psf - - Uniform Ld.4 60 psf 15 psf - _ Uniform Ld.5 - 10 psf - - Tot Unif Load - 210.7 lb/ft 350.0 lb/ft r Loads Point loads are 1f10 scale . 600 400 - 200 - 0 -200 9 2 4 6 8 10 12 4~ -16 Engineered Lumber Calc'd Brand i Boise Cascade I. 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 2.625 x 11.875 2.0E 2800 VerJ,v I 2800 VersaLam 1.3125 x 20 1.4E VersaLam Rim - Load Duration I Snow: 1.15 V I %Overdesign 1.75 x 14 2.0E 2800 VersaLam - - • Repetitive Use? j No 1. Pos Bending 18.8% 2.625 is 11.875 2.0E 2800 VersaLan - Fb Pos 3,219 psi Fv 326 psi Neg Bending NA 3.5 x 11.25 2.0E 3100 VersaLam - Fb Neg 3,219 psi Fcp 750 psi Shear 71.1% 5.25 x 9.5 2.0E 3100 VersaLam - Allow Pos Mom. 16,549 ft-lb . E 2,000 ksi Span(s)Defl'n 4.3% - _ Allow Neg Mom. -16,549.ft-lb El 732,620 ksi Cant(s)Defl'n NA - - Allow Shear 6,811 lb Calc'd member OK by: 4.3% - - 1366.31 inA4 Controlling criteria is: Defl-Span - - Self Wt 7.97 pif Cond's Of Use:Load Duration:1.15-Snow - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 x'11.875 2.0E 2800 VersaLam ' 2.02 in . 2.02 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,981 lb 3,981 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,531 lb 1,531 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 0.700 in 0.700 in 0.700 in Max Dn Defl - -0.671 in - - - Allowed 0.700 in 0.700 in 0.700 in ProBeam v7 WC 2-22-18 • l6' Tim Garrison, P.E. CAM-- 'RUCTION CALL ProBeam Wo annpower T e BUtiding2ndustrY .V6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered.Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 336 . Other Info. 4/17/19 z 4 6 8 Ic 12 14 Type? !Simple span,fully braced j V • Left Cantilever. Span 1 -Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.70 ft 12.70 ft • Allowable Deflection,Main Spans • Live Only, L/ Minimum-Normal: L/360&L/240 V 360 = 0.42 in Total, L/ 240 = 0.64 in N/A = 0.00 in Total, U N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 1 Mem True Len: 12.70 ft . Add Self Weight? Il Yes-Self weight will be added to applied DL I Loads: Uniform Loads Over Full Length of Member . Loads From Continuous Member? rNo .l Increase Roof DL forpitch? Yes 1.5 :12 j + Roof Pitch I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 5.00 ft - 75.6 lb/ft 125.0 lb/ft Uniform Ld.2 40 psf 27 psf - - Uniform Ld.3 40 psf 27 psf 7.00 ft 280.0 lb/ft 189.0 lb/ft Uniform Ld.4 60 psf 15 psf - - Uniform Ld.5 - 10 psf 10.00 ft - 100.0 lb/ft Tot Unif Load 280.0 lb/ft 364.6 lb/ft 125.0 lb/ft • Loads Point loads are 1/10 scale 1000 - • 500 0 - �- 0 2 4 6 8 10 12 U 14 -500 -- Engineered Lumber Calc'd Brand Boise Cascade v 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 12.625 x 11.875 2.0E 2800 Ver9 V 2800 VersaLam 1.3125.x 20 1.4E VersaLam Rim - • Load Duration Snow: 1.1512 %Overdesign 1.75 x 14 2.0E 2800 VersaLam - Repetitive Use? No IV.1 Pos Bending 21.4% 2.625 x 11.875 2.0E 2800 VersaLan - Fb Pos 3,219 psi Fv 328 psi Neg Bending NA 3.5 x 11.25 2.0E 3100 VersaLam - Fb Neg 3,219 psi Fcp 750 psi Shear 58.6% 5.25 x 9.25 2.0E 3100 VersaLam - Allow Pos Mom. 16,549 ft-lb E 2,000 ksi Span(s)Defl'n 17.5% - - Allow Neg Mom. -16,549 ft-lb . El 732,620 ksi Cant(s)Defl'n NA ' - - Allow Shear 6,811 lb Calc'd member OK by: 17.5% - - 1366.31 in^4 Controlling criteria is: Defl-Span - - Self Wt 7.97 plf Cond's Of Use:Load Duration:1.15-Snow - t - Support 1 Support 2 -Support 3 Support 4 ' Rebid Bearing For 2.625 x 11.875 2.0E 2800 VersaLam 2.18 in 2.18 in • - -r Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 4,295 lb 4,295 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,366 lb 2,366 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 Den . - 0.000 in - - - • Allowed 0.635 in 0.635 in 0.635 in Max Dn Defl - -0.540 in - - - Allowed 0.635 in 0.635 in 0.635 in ProBeam v7 WC 2-22-18 C/A Tim Garrison, P.E. .0 i lS 13RUCTIONCAll ProBeam • • We 6nipowF r The Bulltlin• Industry v6.0 . Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any, not shown) Member I.D. 34b • • Other Info. - 4/17/19 - • 2 4 6 8 10 12 • 14 Type? Simple span,fully braced Iv 1 Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length ' Lenth of Spans: - 12.70 ft - 12.70 ft • Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Normal: L/360&L/240 • 360 = 0.42 in Total, L/ 240 = 0.64 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: 12.70 ft - Add Self Weight? Yes-Self weight will be added to applied DL J • Loads: - . Uniform Loads Over Full Length of Member Loads From Continuous Member? No _ ;v J Increase Roof DL for pitch? ,Yes -Trl 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 27 psf - - Uniform Ld. 3 40 psf 27 psf - • Uniform Ld. 4 60 psf 15 psf 4.00 ft 240.0 lb/ft 60.0 lb/ft Uniform Ld. 5 - 10 psf - - • • Tot Unif Load 240.0 lb/ft 60.0 lb/ft - J - • • Loads • Point loads are 1/10 scale 400 - • 300 - 200 • - • 10 0 - • • • -10041 2 4 6 8 10 12 14 Glu Lam . Calc'd Member Results For 5 x 9 • Solutions Using Self Weight of Glulam 5 x 9,.11.5 plf Misc manufacturers ',l Load Duration %Overdesign 2.5 x 10.5 5 x 9 8.75 x 9 1 Moisture I Medium Dry-18% v i 5 x 9 • I Live: 1.00 Pos Bending 114.9% 3 x 10.5 5.125 x 9 Press Treated'? LYes,P.T. _ I'I 1 24r_v4,DF/DF - " Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. 10o deg F&less V I Fb Pos 2,400 -psi • Fv 265 psi Shear 301.9% Fb Neg 1,826 psi Fcp 650 psi Span(s) Defl'n 64.8% • Allow Pos Mom 13,499 ft-lb 1303.75 in^4 Cantilever(s) Defl'n NA • Allow Neg Mom -10,270 ft-lb E 1,800 ksi Calc'd member OK by: 64.8% • Allow Shear 7,950 lb - El 546,750 ksi Controlling criteria is: Defl-Span Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 11.51 plf • For 5 x 9 1 Cond's Of Use: Load Duration:1.0-Live . .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 1,978 lb 1,978 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 454 lb 454 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 0.635 in 0.635 in 0.635 in Max Dn Defl -. -0.333 in - - - Allowed 0.635 in . 0.635 in 0.635 in ProBeam_v7 WC 2-22-18 . - 17 Tim Garrison, P.E. CCS RUCi tOIVALC Pro Beam We empnw r The Buitdin• 1n ustny. v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19027 Spans and Supports pports(Note,pitch and fixity,if any,not shown) Member 1.D. 35b Other Info. 4/17/19 r 2 3 3 g 7 . L Type? 1 Simple span,fully braced .v 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/ lode Minimum-Normal: L/360&L/240 7 I • 360 = 0.27 in Total, L/ 240 = 0.40 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: 8.00 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? i No i w 1 increase Roof DL forpitch? Yes . 1 I Roof Pitch I 1.5:12 I Live Dead Snow Trib.Width Live Dead Snow Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf • 5.00 ft. - 75.6 lb/ft 125.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - Uniform Ld.3 40 psf 27 psi - • - • Uniform Ld.4 60 psf 15 psf - - . Uniform Ld.5 - 10 psf 10.00 ft - 100.0 Ib/ft L Tot Unif Load - 175.6 lb/ft 125.0 lb/ft Loads Point loads are 1/10 scale 400 - - 300 - 200 - 100 0 ;1 -100 6 1 2 3 4 5 6 7 8 9 • Engineered Lumber Calc'd Brand 1 Boise Cascade w Results For 1.75 x 11.875 2.0E 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 Vers v I 2800 VersaLam . 1.3125 x 9.5 1,4E VersaLam Rim - Load Duration Snow: 1.15 I v %Overdesign 1.75 x 7.25 2.0E 2800 VersaLam - Repetitive Use? ,No I V Pos Bending 350.6% , 2.625 x 5.5 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 271.1% 5.25 x 5.25 2.0E 3100 VersaLam - Allow Pos Mom. 11,028 ft-lb E 2,000 ksi Span(s)Defl'n 593.0% • - - 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: 271.1% - - 1244.21 in^4 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 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 1,224 lb 1,224 lb - - 0 ft-lb - 0 ft-lb 0 ft-lb 0 ft-lb Min Total 724 lb 724 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 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.058 in - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7 WC 2-22-18 • • ( t P C na troQoa� Tim Garrison, P. NSTRUCTl©N ALC 1,, „�� , w IT-:.YI v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job tl 9027 Spans and Supports (Note, pitch and fixity, if any, not shown) Member I.D. 36b a Other Info. 4/17/19 . /3 /- U Type? Cantilever(s), multiple spans, fixity, or not braced � 5 10 - 15 20 25 Cantilevers? Right Cantilever ~' V . Number of Main Spans Three Main Spans - _ __ I ♦ , . Fix Left End of Main Span'? INo, Leave it Pinned ♦ Fix Right End of Main Span'? NA- Right End Is Cantilever v J Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.60 ft 4.60 ft 4.60 ft 7.00 ft 20.80 ft Top of Beam Lateral Support [Continuous o 1 Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support jContinuous - v Bottom of Beam, Max Unbraced Length 0.10 ft Allowable Deflection, Main Spans , � Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal: L/360&L/210 Live Only, L/ +Code Minimum- Normal: L/720&L/480- _ - _ 360 = 0.15 in Total, L/= 240 = 0.23 in 720 = 0.12 in Total, U 480 = 0.18 in Pitch if Member Being Designed is Sloped: 0.0 :12 -1 Mem True Len 20.80 ft , Add Sell Weight? 1Yes-Self weight will be added to applied DI_ i Loads: . Uniform Loads Over Full Length of Member Loads From Continuous Member? No v71 Increase Roof DL for pitch? Yes I '' Roof Pitch 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow 1 Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 6.00 ft - 90.7lb/ft 150.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - . Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - • 1 Tot Unif Load - 90.7 lb/ft 150.0 lb/ft • Loads Point loads are 1/10 scale 300 200 100 • 0 \ -- v --- --- - -100 qj 5 10 15 _ 20 25 Engineered Lumber Calc'd Brand Boise Cascade __ - Results For 5.25 x 11.875 2.QE _ Solutions Using Self Weight of Engrd 5.25 )c 11.875 2.0E 3100 VersaLam, 15.9 plf Calc'd Member 5.25 x 11.875 2.0E 3100 Vers V I 3100 VersaLam - -- -- - ---- _ Load Duration !Snow: 1.15 ♦ % Overdesign L_ l 1.75 x 18 2.0E 2800 VersaLam - Repetitive Use? No J ♦l Pos Bending 3035.8% p2.625 x 16 2.0E 2800 VersaLam - Fb Pos 3,565 psi Fv 328 psi Neg Bending 482.9% 3.5 x 14 2.0E 3100 VersaLam - Fb Neg 3,565 psi Fcp 750 psi Shear 518.2% a 5.25 x 11.875 2.0E 3100 VersaLan- - Allow Pos Mom. 36,654 ft-lb E 2,000 ksi Span(s) Defl'n 3280.2% - - Allow Neg Mom. -36,654 ft-lb El 1,465,240 ksi Cant(s) Defl'n 13.2% • - - Allow Shear 13,622 lb Calc'd member OK by: 13.2% _ ! _ - - - 1732.62 in^4 Controlling criteria is: Defl - Cantivr I --it - , Self Wt 15.94 plf Condos Of Use: Load Duration:1.15-Snow - _ . Support 1 Support 2 Support 3 Support 4 - Req'd Bearing For 5.25 x 11.875 2.0E 3100 VersaLam 1.50 in 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 381 lb 1,845 lb -369 lb 4,000 lb 0 ft-lb -400 ft-lb 1,134 ft-lb -2,613 ft-lb Min Total 158 lb 767 lb -888 lb 1,662 lb 0 ft-lb -962 ft-lb 471 ft-lb -6,288 ft-lb Min Load Case • Deflections Lt Cantivr Span 1 Span 2 Span 3 • Rt Cantivr Max Up Defl - 0.000 in 0.000 in 0.007 in 0.000 in Allowed 0.230 in 0.230 in 0.230 in • Max Dn Defl - 0.000 in -0.002 in 0.000 in -0.155 in Allowed 0.230 in 0.230 in 0.230 in ProBeam v7 WC 2-22-18 • . . • Cl ? - CA S'�tUCT1ONCALC ProBeam Tim Garrison, P.E. ` . v6.0- .s Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity, if any, not shown) Member I.D. t38b Other Info. 4/17/19 __ Type?. 'Cantilever(s), multiple spans, fixity, or not braced 5 10 15 20\ 25 30 • Cantilevers? ,Right Cantilever i V Number of Main Spans One Main Span I V . • Fix Left End of Main Span? No, Leave it Pinned j v I Fix Right End of Main Span? I NA- Right End Is Cantilever - . Left Cantilever Span 1_ Span 2 Span 3 Right Cantilever 8 Tot Member Length Lenth of Spans: 20.50 ft 7.00 ft 27.50 ft Top of Beam Lateral Support 1 At Supports and Input Max Unbraced Length ^> V I Top of Beam, Max Unbraced Length 9.00 ft • Bottom of Beam Lateral Support [t supports Only v I Bottom of Beam, Max Unbraced Length 20.50 ft . Allowable Deflection, Main Spans _ Allowable Deflection, Cantilevers Live Only, L/ Code Minimum - Normal: L/360&L/240_ _ ! Live Only, t/ 1 Code Minimum- Normal: L/720&L,/980 -- vj 360 = 0.68 in Total, L/ 240 = 1.03 in 720 = 0.12 in Total; L/ 480 = 0.18 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 27.50 ft . - Add Self Weight? 1 Yes -Self weight will be added to applied DL - ' V Loads: . • Partial Distributed Loads (Uniform or Trapezoidal) Measured from left end of member. Member Total Length 27.5 ft. Start Start End End Live Dead Snow Trib. Width Location Trib. Width Location Roof 25 psf 15 psf - 6.00 ft 21.00 ft 6.00 ft 27.50 ft • Floor 1 25 psf 15 psf 12.00 ft 0.00.ft 12.00 ft 5.90 ft Point Loads • Measured from left end of member. Member Total Length =27.5 ft. Live Dead Snow Trib. Width Trib Length . Live Dead Snow Location Point Load 2 40 psf 27.00 psf . - 6.00 ft 4.00 ft 960 lb 648 lb - - 14.00 ft Point Load 3 40 psf i 27.00 psf - 6.00 ft . 7.00 ft 1,680 lb • 1,134 lb - - 6.00 ft • Point Load 4 2,500 lb 1,481 lb 6.00 ft • Loads • Point loads are 1/10 scale • 400 - 300 200 - 100 - 0 • -100 l9 8 19 16 20 26 -30 Wide Flange Steel Calc'd Member Results For W12 X 50 Solutions Using Self Weight of Steel WF W12 X 50, 50 plf A992, 50 ksi (default) �V % Overdesign - W10 X 77 W18 X 35 W30 X 90 W12 X 50 Pos Bending 342.2% - W12 X 58 W21 X 44 W33 X 118 Neg Bending 1673.4% ' - W14 X 48 • W24 X 55 . W36 X 135 Allow Pos Mom. 171,143 ft-lb Sx 64.20 in^3 Shear 1016.5% W16 X 36 W27 X 84 W40 X 149 Allow Neg Mom. -125,471 ft-lb Ix 391.00 in"4 Span(s) Defl'n 370.4% Allow Shear 90,280 lb El 11,339,000 ksi Cant(s) Defl'n -12.4% . • . Self Wt 50.00 plf Calc'd member FAILS by: . -12.4% - Controlling criteria is: Defl -Cantivr ' Web Stiffeners: Not Req'd Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 8,086 lb 6,262 lb - - 0 ft-lb -3,419 ft-lb 0 ft-lb 0 ft-lb Mir: Total 3,132 lb 2,975 lb - - 0 ft-lb -7,075 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 - - 0.197 in . Allowed 1.025 in 1.025 in 1.025 in Max Dn Defl - -0.218 in - - 0.000 in Allowed 1.025 in 1.025 in 1.025 in ProBeam v7 WC 2-22-18 Z, ' Tim Garrison, P.E. • CO). I RUCTtONCALC ProBeam We Empower The Building Induetry v6.0 i Important_Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 39b Other Info. 4l17/192 -- 4 6 8 t0 . 1 14 f 6 18 20 Type? Simple span,fully braced I v Left Cantilever Span 1 Span 2 • Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, MainSpans • Live Only, Code Minimum -Normal:L/360&L/240 V 360 = 0.60 in Total, L/ 240 = 0.90 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: 18.00 ft • Add Self Weight? Yes-Self weight will be added to applied DL •1' • • Loads: • Uniform Loads Over Full Length of Member . • Loads From Continuous Member? I No ,V Increase Roof DL forpitch? [Yes I ---- � Roof Pitch � 1.5 :12 l Live Dead . Snow Trib.Width Live . Dead Snow Uniform Ld, 1 -Roof 20 psf 15 psf 25 psf 16.00 ft - 241.9 lb/ft 400.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - • Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft • Tot Unif Load - •' 341.9 lb/ft 400.0 lb/ft • • • Loads Point loads are 1/10 scale . 1000 500 - • - 0 - • . 2 4 6 8 • 10' 12 14 16 18 210 -500 • Wide Flanqe Steel • Calc'd Member Results For W12 X 50 Solutions Using Self Weight of Steel WF W12 X 50, 50 plf _ (A992,50 ksi(default) i w % Overdesign - W10 X 17 . - W18 X 35 W30 X 90 W12 X 50 v i Pos Bending 459.4% - W12 X 14 W21 X 44 W33 X 118 - Neg Bending NA - - W14 X 22 W24 X 55 W36 X 135 - Allow Pos Mom. 179,391 ft-lb Sx 64.20 in^3 Shear 1166.8% W8 X 21 W16 X 26 W27 X 84 W40 X 149 Allow Neg Mom. -135,400 ft-lb lx 391.00 inA4 Span(s) Defl'n 445.6% Allow Shear 90,280 lb El 11,339,000 ksi • Cant(s) Defl'n NA - . Self Wt 50.00 plf Calc'd member OK by: 445.6% Controlling criteria is: Defl-Span Web Stiffeners: Not Req'd • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 7,127 lb 7,127 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 3,527 lb 3,527 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 0.900 in 0.900 in 0.900 in Max On Defl - -0.165 in - - - • Allowed 0.900 in 0.900 in 0.900 in ProBeam v7 WC 2-22-18 c,71 Tim Garrison, P.E. CC NS 1 RUCTION CALC ProBeam • We•Enlpower'The B.uli.i 'g Z�dustrV v6.0 ' T Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC.All designs should be checked by a competent professional.' Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 40b • Other Info. 4/17/19 U Type? Simple span,fully braced i Iv I 5 • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Lenqth Lenth of Spans: 29.00 ft • 29.00 ft Allowable Deflection, Main Spans • - - - Live Only, L/ Code Minimum-NormaL L/360&L/240 = v 360 = 0.97 in Total, L/ 240 . = 1.45 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: 29.00 ft Add Self Weight? !Yes-Self weight will be added to applied DL 1 Loads: - Uniform Loads Over Full Length of Member . . Loads From Continuous Member? No_ v] Increase Roof DL for pitch? !Yes v, Roof Pitch � 1.5 :12 . Live Dead Snow Trib.Width Live Dead Snow ' Uniform Ld. 1 - Roof 20 psf 15 psf 25 psf 11.00 ft - 166.3 lb/ft 275.0 lb/ft Uniform Ld. 2 40 psf 27 psf ' 2.00 ft 80.0 lb/ft 54.0 lb/ft • • • Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 60 psf 15 psf - - - Uniform Ld. 5 - 10 psf 10.00 ft - 100.0 lb/ft • . Tot Unif Load 80.0 lb/ft 320.3 lb/ft 275.0 lb/ft • Loads Point loads are 1/10 scale 1000 500 - 5 10 15 20 25 30 36 -500 - Glu Lam Calc'd Member Results For 5.125 x 24 Solutions Using Self Weight of Glulam 5.125 x 24, 31.4 plf Mist manufacturers V Load Duration % Overdesign 5 x 21 8.75 x 18 Moisture Medium Dry 18% !5.lzs x 24 ,V j Snow:1.15 Pos Bending 55.5% •- 5.125 x 21 Press Treated'? ' No,Not P.T. i f 124F-V4,DF/DF V Neg Bending NA - 6.75 x 19.5 Temp Cond. 1100 deg F&less 1/w 1 Fb Pos 2,498 psi Fv 305 psi Shear 175.0% - Fb Neg 1,376 psi Fcp 650 psi Span(s) Defl'n 54.5% Allow Pos Mom 102,435 ft-lb •I 5904.00 in^4 Cantilever(s).Deli n NA Allow Neg Mom -56,414 ft-lb E 1,800 ksi Calc'd member OK by: 54.5% Allow Shear 24,990 lb El 10,627,200 ksi Controlling criteria is: Defl -Span Req'd-Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 31.45 plf For 5.125 x 24 Cond's Of Use: Load Duration:1.15-Snow 2.73 in 2.73 in - - • Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 • Support 2 Support 3 Support 4 Max Total 9,088 lb 9,088 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 5,100 lb . 5,100 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 1.450 in 1.450 in 1.450 in . Max Dn Defl - -0.939 in - - - Allowed 1.450 in 1.450 in 1.450 in • ' ProBeam_v7 WC 2-22-18 • • Tim Garrison, P.E. CdIS RUCTiONCALC ProBeam we am dWar The Building tndie-try V6.0 Important_ Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19027 _ Spans and Supports(Note, pitch and fixity,if any, not shown) Member I.D. 41b • - Other Info. 4/17/19 r Type? 'Cantilever(s), multiple spans, fixity, or not braced ' v I * 1 2 • 3 4 5 6 7 8 Cantilevers? Right Cantilever ; v _ Number of Main Spans One Main Span ' V - - . _ Fix Left End of Main Span? No, Leave it Pinned v I 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 - 3.00 ft 7.00 ft Top of Beam Lateral Support Continuous._ __ Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only. _ V Bottom of Beam, Max Unbraced Length 4.00 ft Allowable Deflection, Main Spans _ _ Allowable Deflection, Cantilevers • • Live Only, U Code Minimum _Normal: L/360&L/240 __ I V Live Only, U . 1-Code Minimum - Normal: L/720&L/480 V • 360 = 0.13 in - Total, U • 240 = 0.20 in . 720 = 0.05 in Total, U 480 = 0.08 in . Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.00 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 _ Increase Roof DL for pitch? f Yes [ v j Roof Pitch i 1.5 :12 Live . Dead Snow- Trib.Width Live Dead Snow - Uniform Ld. 1 - Roof - 20 psf 15 psf 25 psf 3.00 ft - 45.4 lb/ft 75.0 lb/ft Tot Unif Load - 45,4 lb/ft 75.0 lb/ft Point Loads • Measured from left end of member. Member Total Length 7 ft. . Live Dead Snow • Trib.Width Trib Length Live Dead Snow Location Point Load 1L 20 psf 15.00 psf 25.00 psf 1.50 ft 11.50 ft ] - 259 lb 431 lb 6.90 ft - Loads - Point loads are 1/10 scale . 150 _ 100 - 50 - 0 • • -50 1 2 3 4 5 6 7 Engineered Lumber • Calc'd Brand I Boise Cascade ; V Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E 2800 VersaLam, 5.3 plf Calc'd Member 1 1.75.x 11.875 2.0E 2800 Vers V 2800 VersaLam 1.3125 x 14 1.4E VersaLam Rim - - Load Duration I snow: LisI V %Overdesign 1.75 x 11.25 2.0E 2800 VersaLam - Repetitive Use? No i V 1 Pos Bending 0.0% 2.625 x 11.25 2.0E 2800 VersaLam - • Fb Pos 3,217 psi Fv 328 psi .Neg Bending 307.8% 3.5 x 9.25 2.0E 3100 VersaLam . - Fb Neg 3,054 psi Fcp 750 psi Shear 325.6% 5.25 x 9.25 2,0E 3100 VersaLam - Allow Pos Mom. 11,028 ft-lb E 2,000 ksi Span(s) Defl'n 2435.9% - . - Allow Neg Mom. -10,467 ft-lb El 488,413 ksi Cant(s) Den 29.0% - - Allow Shear 4,541. lb - Calc'd member OK by: 29.0% - - 1244.21 in^4 Controlling criteria is: Defl - Cantivr • - - 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 - 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total -143 lb 1,960 lb - - 0 ft-lb -978 ft-lb 0 ft-lb 0 ft-lb Min Total_ • -390 lb • 757 lb - - 0 ft-lb -2,566 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 - 0.008 in - - 0.000 in . Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - 0.000 in - - -0.058 in • Allowed 0.200 in 0.200 in 0.200 in ProBeam v7 WC 2-22-18 C5 RUCT,ONCALC ProBeam Tim Garrison, P.E. • 1ti�ii T1iA'1 v6.o Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 45b case-1 �_ Other Info. 4/17/19 0 2 4 6 8 10 12 114 • Type? Simple span,fully braced V • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 12.00 ft • 12.00 ft Allowable Deflection, Main Spans. ' Live Only, L/ ;Code Minimum-Normal: L/360&L/240 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? Yes-Self weight will be added to applied DL j V Loads: Uniform Loads Over Full Length of Member • Loads From Continuous Member? No f . 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 14.50 ft - 219.2 lb/ft 362.5 lb/ft Uniform Ld.2 40 psf 27 psf - - • . Uniform Ld.3 40 psf 27 psf • 3.00 ft 120.0 lb/ft 81.0 lb/ft Uniform Ld.4 60 psf 15 psf - - Uniform Ld.5 - 10 psf 18.00 ft - 180.0 lb/ft • Tot Unif Load 120.0 lb/ft 480.2 lb/ft 362.5 lb/ft • Loads Point loads are 1/10 scale • 1500 1000 • 500 - -500 ° 2 4 6 • 8 10 12 14 • Engineered Lumber Calc'd Brand I Boise Cascade _ V Results For 2.625 x 11.875 2.0E - 1 2800 VersaLam Solutions Using Self Weight of Engrd 2.625 x 11.875 2.0E 2800 VersaLam,8 plf Calc'd Member 2.625 x 11.875 2.0E 2800 Vers.V Load Duration I Snow: 1.15 I %Overdesign 1.75 x 16 2.0E 2800 VersaLam . - Repetitive Use? No ; •V Pos Bending 8.1% 2.625 x 11.875 2.0E 2800 VersaLan - Fb Pos 3,219 psi Fv 328 psi Neg Bending NA 3.5 x 11.25 2.0E 3100 VersaLam - Fb Neg 2,928 psi Fcp 750 psi Shear 33.4% 5:25 x 9.25 2.0E 3100 VersaLam - Allow Pos Mom. 16,549 ft-lb E 2,000 ksi Span(s)Defl'n 10.8% - - Allow Neg Mom. -15,053 ft-lb El 732,620 ksi Cant(s)Defl'n NA - Allow Shear 6,811 lb Calc'd member OK by: 8.1% - - • 1366.31 inA4 Controlling criteria is: Pos Bending - - Self Wt 7.97 plf Cond's Of Use: Load Duration:1.15-Snow • Support1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 x 11.875 2.0E 2800 VersaLam 2.59 in • 2.59 in - - I i Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 . Support 2 • Support 3 Support 4 Max Total 5,104 lb 5,104 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 2,929 lb 2,929 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 - -0.542 in - - - Allowed 0.600 in 0.600 in 0.600 in , • ProBeam_v7 WC 2-22-18 • . 6 - . • • CAS 4RUCTIONCALC ProBeam Tim Garrison, P.E. - we ;Em•o at TheH'u1ld# :• IndUatry v6.0 t Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19027 • Spans and Supports(Note,pitch and fixity,if any,not shown) • Member I.D. 45b case 2 • Other Info. 4/17/19 2 4 6 8 10 2 14 Type? ; Simple span,fully braced 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 • --1 • Live Only, L/ , Code Minimum-Normal:L/360&L/2410 v i 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? Yes-Self weight will be added to applied DL ; V . • 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 15.00 psf 25.00 psf - - - Point Load 2 40 psf 27.00 psf - 3.00 ft 14.00 ft 1,680 lb 1,134 lb - 6.00 ft • Point Load 3 40 psf 27.00 psf - 4.00 ft 4.00 ft 640 lb 432 lb - 10.00 ft Point Load 4 Point Load 5 • • Loads Point loads are 1/10 scale. 200 - • 100 - 0 2 4 6 8 10 12 14• -100 Engineered Lumber Calc'd Brand [Boise Cascade v 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 2.625 x 11.875 2.0E 2800 very V 2800 VersaLam 1.3125 x 18 1.4E VersaLam Rim - Load Duration Snow: 1.15 1 V % Overdesign 1.75 x 11.25 2.0E 2800 VersaLam - Repetitive Use? j No v Pos Bending 71.4% 2.625 x 9.5 2.0E 2800 VersaLam - Fb Pos 3,219 psi Fv 328 psi Neg Bending NA 3.5 x 9.25 2.0E 3100 VersaLam - Fb Neg 2,928 psi Fcp 750 psi Shear 190.1%° 5.25 x 9.25 2.0E 3100 VersaLam - Allow Pos Mom. 16,549 ft-lb E 2,000 ksi . Span(s) Defl'n 108.4% - • - • Allow Neg Mom. -15,053 ft-lb El 732,620 ksi Cant(s) Defl'n NA - - Allow Shear 6,811 lb Calc'd member OK by: 71.4% - - 1366.31 in^4 Controlling criteria is: Pos Bending - - Self Wt 7.97 plf Cond's Of Use: Load Duration:1.15-Snow - - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 2.625 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 1,633 lb 2,348 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb . Min Total 687 lb 975 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 - -0.288 in - - - • Allowed 0.600 in 0.600 in 0.600 in • - ProBeam v7 WC 2-22-18 - Cz6 • • "'' ProBeam Tim Garrison, P.C. C l- RUCTIONCALC . wa E power The.Suildin•.induct v V6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19027 . Spans and Supports(Note,pitch and fixity, if any,not shown) • Member I.D. 46b case 1 ___ Other Info. 4/17/19 v I 2 3 a a 7 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-Normal: L/360&L/240 7 ' 360 = 0.27 in ' Total, L/ 240 = 0.40 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: 8.00 ft Add Self Weight? Yes-Self weight will be added to applied DL _ v i• ' Loads: Uniform Loads Over Full Length of Member • r • Loads From Continuous Member? No _ _ ' Increase Roof DL for pitch? j Yes V 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 27 psf - Uniform Ld. 3 40 psf 27 psf 13.00 ft 520.0 lb/ft 351.0 lb/ft ' Uniform Ld. 4 60 psf 15 psf - • Uniform Ld. 5 - 10 psf - - Tot Unif Load 520.0 lb/ft 351.0 Ib!ft - • Loads • Point loads are 1/10 scale 1000 - . 500 -0 -- 1 2 3 4 5 . 6 7 8 9 -500 6x And Larger (Timber) Calc'd Member - Results For 6x12 Solutions Using Self Weight of Sawn 6x12, 15.8 plf 16 x 12 ;V Load Duration uve: i.00 I v % Overdesign 6x12 12 x 12 Moisture Medium Dry- 18% V Douglas Fir-Larch _ v Repetitive Use? LNo ,V Pos Bending 20.0% 8 x 12 14 x 14 Press Treated? (No, Not P.T. V I j WCUB-No. 2 • Flat Use? Non Neg Bending NA 10 x 10 16 x 16 Temp Cond. 1 100 deg F&less 'v Fb Pos 875 psi Fv 170 psi Shear 99.0% Fb Neg 870 psi Fcp 600 psi Span(s) Defl'n 227.3% Allow Pos Mom 8,459 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -8,413 ft-lb • E 1,300 ksi Calc'd member OK by: 20.0% Allow Shear 7,013 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:1.0-Live For 6x12 1.50 in 1.50 in - - i Glu Lam Calc'd Member Results For 3 x 9 Solutions Using Self Weight of Sawn 6x12, 15.8 plf ___ -Misc manufacturers v I Load Duration % Overdesign • 2.5 x 10.5 5 x 7.5 8.75 x 9 Moisture , Medium Dry- 18% I -_!3 x 9__ _- �Uve: 1.00 Pos Bending 14.9% 3 x 9 5.125 x 7.5 Press Treated? No, Not P.T. 21F-V4, DF/DF _ • ___1 • Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. . 100 deg F&less ;' I. Fb Pos 2,399 psi Fv 265 psi Shear 35.3% Fb Neg 1,799 psi Fcp 650 psi Span(s) Defl'n 26.6% - Allow Pos Mom 8,098 ft-lb 1182.25 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -6,072 ft-lb E 1,800. ksi Calc'd member OK by: .14.9% Allow Shear 4,770 lb El 328,050 ksi • Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 - Support 4 Self Wt 6.90 plf • Cond's Of Use: Load Duration:1.0-Live . For 3 x 9 1.81 in 1.81 in - - • Reactions Support 1 Support 2 Support 3 Support 4 . Moments Support 1' Support 2 Support 3 - Support 4 Max Total - 3,524 lb 3,524 lb - - 0 ft-lb . 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,444 lb . 1,444 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 0.400 in 0.400 in 0.400 in Max Dn Defl - -0.122 in - - - - Allowed 0.400 in 0.400 in 0.400 in ProBeam_v7 WC 2-22-18 • CAS RUCTION�i.ALC ProBeam Tim Garrison, P.E. i- `t± WI aoin r:Th dulldln• Indwittlf V6.0 Important:, Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. • Job t19027 Spans and Supports(Note, pitch and fixity,if any,not shown) . • 'Member I.D. 46b case 2 . icim... /.. ...msimiii.g.m.,...,,,,m.„„,,.....„/„.„..„,...,,...._ Other Info: 4/17/1 •9 1 Z 4 tS 8 �b 122 1/4 Type? Simple span, fully braced w 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/ Code Minimum- Normal: L/360&L/240 4 i r j 360 = 0.40 in Total, L/ 240 = 0.60 in N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 12.00 ft . • Add Self Weight? Yes-Self weight will be added to applied DL ' l Loads: • • . Uniform Loads Over Full Length of Member Loads From Continuous Member? No I Increase Roof DL for itch? Yes I V P' I 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 • 27 psf . . - - - Uniform Ld. 3 40 psf 27 psf 6.00 ft 240.0 lb/ft 162.0 lb/ft - Uniform Ld. 4 60 psf . 15 psf - - - Uniform Ld. 5 - I 10 psf - _ - - i. • Tot Unit Load 240.0 lb/ft 162.0 lb/ft - • Loads ' Point loads are 1/10 scale 600 • 400 200 0 -200 ° 2 4 6 8 10 12 14 - . 6x And Larger (Timberl Calc'd Member Results For 6x12 • Solutions Using Self Weight of Sawn 6x12, 15.8 plf 6 x 12 _ j vj Load Duration uve:_i.og r►1 % Overdesign • 6x12 12 x 12 Moisture I Medium Dry- 18% I V Douglas Fir-Larch v] Repetitive Use? I No I♦1 Pos Bending 12.5% 8 x 12 14 x 14 Press Treated? ;No Not P.T. . I I WCUB-No. 2 v Flat Use? No 1♦i Neg Bending NA • . 10 x 10 16 x 16 Temp Cond. [100 deg F&less i v 1 Fb Pos 875 psi Fv 170 psi Shear 179.7% • Fb Neg. 867 psi Fcp 600 psi Span(s) Defl'n 161.1% Allow Pos Mom 8,459 ft-lb 1652.59 in^4 Cantilever(s) Defl'n NA - Allow Neg Mom -8,385 ft-lb E 1,300 ksi . Calc'd member OK by: 12.5% Allow Shear 7,013 lb El 848,364 lcsi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 15.82 plf For 6x12 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - GIu Lam Calc'd Member Results For 3 x 9 Solutions Using Self Weight of Sawn 6x12, 15.8 plf - Misc manufacturers i + Load Duration % Overdesign 2.5x10.5 5x9 8.75x9 1 Moisture Medium 18% V '3x9 ivIBending ° Dry- Live: l.00 _ •r Pos 7.7/° 3 x 9 5.125 x 9 Press Treated? No, Not P.T. 1 V 24F-V4, DF/DF `I v 1 Neg Bending NA 3.125 x 9 6.75 x 7.5 Temp Cond. 10o deg F&less !V Fb Pos 2,399 psi Fv 265 psi Shear 90.3% Fb Neg 1,752 psi Fcp 650 psi Span(s) Defl'n 1.0% Allow Pos Mom 8,098 ft-lb 1182.25 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,913 ft-lb •• E 1,800 ksi Calc'd member OK by: 1.0% Allow Shear 4,770 lb El 328,050 ksi Controlling criteria is: Defl- Span - Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 6.90 plf For 3 x 9 Cond's Of Use: Load Duration:1.0-Live 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 • Max Total 2,507 lb 2,507 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb . • Min Total - 1,067 lb 1,067 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 0.600 in 0.600 in 0.600 in Max Dn Defl - -0.230 in - - - Allowed 0.600 in 0.600 in • 0.600 in ProBeam v7 WC 2-22-18 C7-7 • Tim Garrison, P.E. CCD1'I i RUCTION C ALE ProBeam W,e,'L:MRnWer 711r"Bs1;(idln•..1ridustr . V6.O Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC.All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 47b Other Info. 4/17/19 /6C I 2 3 4 5 Type? 'Simple span,fully braced :-;16 7 8 . y ,D Left Cantilever Spent Span 2 Span 3 Right Cantilever Tot Member Length • Lenth of Spans: 9.50 ft • . 9.50 ft I Allowable Deflection, Main Spans Live Only, L/ Code Minimum-Normal:L/360&L/240 v 360 = 0.32 in Total, LI 240 = 0.48 in • N/A = 0.00 in Total, L/ N/A = 0.00 in Pitch if Member Being Designed is Sloped:1 0.0 :12 Mem True Len: 9.50 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 Increase Roof DL forpitch? ,Yes v I• 1.5 :12 Roof Pitch • Live Dead Snow Trib.Width Live Dead Snow • Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf - Uniform Ld. 2 40 psf 27 psf - - - Uniform Ld. 3 40 psf 27 psf 10.00 ft 400.0 lb/ft 270.0 lb/ft Uniform Ld.4 60 psf .15 psf - - . Uniform Ld. 5 - . 10 psf - - • Tot Unif Load 400.0 lb/ft 270.0 lb/ft - Loads Point loads are 1/10 scale 1000 . 500 1 2 3 4 5 6 7 8 9 10 -500 . Engineered Lumber Calc'd Brand 'Boise Cascade I1 Results For 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd 1.75 x 11.875 2.0E 2800 VersaLam,5.3 plf Calc'd Member i 1.75 x 11.875 2.0E 2800 Versa VI • 2800 VersaLam 1.3125 x 18 1.4E VersaLam Rim - Load Duration l Live: 1.00 j v %Overdesign •1.75 x 11.25 2.0E 2800 VersaLam - _ Repetitive Use? ill() vi Pos Bending 25.9% 2.625 x 9.25 2.0E 2800 VersaLam - Fb Pos 2,798 psi Fv 285 psi Neg Bending NA _ 3.5 x 9.25 2.0E 3100 VersaLam - Fb Neg 2,129 psi Fcp 750 psi Shear '23.1% 5.25 x 7.25 2.0E 3100 VersaLam - - Allow Pos Mom. 9,590 ft-lb E 2,000 ksi Span(s)Defl'n 87.5% - - _ Allow Neg Mom. -7,298 ft-lb El 488,413 ksi Cant(s)Defl'n NA • - - Allow Shear 3,948 lb Calc'd member OK by: 23.1% - - • 1244.21 inA4 Controlling criteria is: Shear - - Self Wt 5.31 plf Cond's Of Use: Load Duration:1.0-Live - - Support 1 Support 2 Support 3 Support 4 l Req'd Bearing For 1.75 x 11.875 2.0E 2800 VersaLam 2.44 in 2.44 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,208 lb 3,208 lb - - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 1,308 lb 1,308 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 On Deft - -0.253 in - - - Allowed 0.475 in 0.475 in 0.475 in . ProBeam_v7 WC 2-22-18 . .,., P roUeam Tim Garrison, P.C. t`CG SII RUCTION ALC striit if lie •0- 0 :. , . , v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any, not sho•'in) Member P.D. 48b . Other Info. 4/17/19 - ' Type? Cantilever(s),multiple spans, fixity, or not braced I w 1 L\ 1 2 3 4 5 6 7 8 ' 9 Cantilevers? Right Cantilever �' I . Number of Main Spans !one Main span - - Fix Left End of Main Span? No, Leave it Pinned o Fix Right End of Main Span? I NA-Right End is Cantilever o Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 5.00 ft 3.50 ft 8.50 ft I- Top of Beam Lateral Support [Continuous -- w Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support [At supports Only. © Bottom of Beam, Max Unbraced Length 5.00 ft Allowable Deflection, Main Spans __ ____ Allowable Deflection, Cantilevers Code Minimum-Normal: L/360£x L/240 o Live Only, L/ i[Code Minimum-Normal: L/720&L/480 `� Live Only, L/ i --. .- - - -- -- 360 = 0.17 in Total, L/ 240 = 0.25 in 720 = 0.06 in Total, L/ 480 = 0.09 in . Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 8.50 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 I o Roof Pitch i 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. 3 40 psf 27 psf L 2.00 ft 80.0 lb/ft 54.0 lb/ft Tot Unif Load 80.0 lb/ft 54.0 lb/ft - Point Loads - Measured from left end of member. Member Total Length = 8.5 ft. ' • Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 2.00 ft 11.00 ft - 330 lb 550 lb 8.40 ft Point Load 2 40 psf 27.00 psf • - 4.00 ft 2.00 ft . 320 lb 216 lb - 8.40 ft • Point Load 3 - 10.00 psf - 2.00 ft 10.00 ft - • 200 lb - 8.40 ft Point Load 4 Point Load 5 • Loads Point loads are 1/10 scale 150 • 100 50 - 1 0 A (11n.- . • -50 1 2 3 4 5 6 7 8 9 I [ Calc'd Brand ,Trus Joist Engineered Lumber v Results For(2) 1.75 x 11.875 2.0E Solutions Using Self Weight of Engrd (2) 1.75 x 11.875 2.0E LVL, 10.6 plf Calc'd Member i(2) 1.75- -x 11.875 2.0E LVL V LVL - 3.5 x 20 2.2E PSL Load Duration [Live: Leo w % Overdesign - 7 x 20 2.2E PSL Repetitive Use? N i sv Pos Bending 0.0% • 3.5 x 14 1.55E LSL - Fb Pos 2,600 psi Fv 285 psi Neg Bending 220.2% 1.75 x 16 2.0E LVL - Fb Neg 2,578 psi Fcp 750 psi Shear 330.4% (2) 1.75 x 14 2.0E LVL 3.5 x 14 Plus PSL, Lev1 Allow Pos Mom. 17,820 ft-lb E 2,000 ksi Span(s) Defl'n 1326.9% (3) 1.75 x 11.25 2.0E LVL 1 5.25 x 11.875 Plus PSL, Levi Allow Neg Mom. -17,669 ft-lb El 976,827 ksi Cants) Defl'n -3.9% (4) 1.75 x 11.25 2.0E LVL 3.5 x 14 Plus PSL, Lev2 Allow Shear 7,897 lb Calc'd member FAILS by: -3.9% 3.5 x 14 2.0E PSL 5.25 x 11.875 Plus PSL, Lev2 1488.41 in^4 Controlling criteria is: Defl - Cantivr { 5.25 x 11.25 2.0E PSL 3.5 x 14 Pius PSL, Lev3 Self Wt 10.63 plf Cond's Of Use: Load Duration:1.0-Live • 7 x 11.25 2.0E PSL r 5.25 x 14 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For(2) 1.75 x 11.875 2.0E LVL - 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total -225 lb 3,250 lb - - O ft-lb -2,932 ft-lb O ft-lb O ft-lb • Min Total -799 lb 1,920 lb - - 0 ft-lb -5,518 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 - 0.014 in - - 0.000 in { Allowed 0.250 in 0.250 in 0.250 in Max Dn Defl - 0.000 in - - -0.091 in 1 Allowed 0.250 in 0.250 in 0.250 in I ProBeam_v7 WC 2-22-18 • „-;* 1m • ProBeam • Tim Garrison, P.E. CINS RUCTION C ALC • We. Empn.w r:The.Suli'dfii. [Adu Yry v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 50b • Other Info. 4/17/19 Type? Cantilever(s), multiple spans,fixity,or not braced V • 2 4 6 8 10 12 14 16 18• Cantilevers? Right Cantilever V Number of Main Spans One Main Span _ l V • __ • Fix Left End of Main Span? No, Leave it Pinned i Fix Right End of Main Span? ',NARightEnd Is Cantilever 1 V • Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 13.00 ft 3.50 ft • 16.50 ft • Top of Beam Lateral Support 'I continuous w _ Top of Beam, Max Unbraced Length 0.10 ft • Bottom of Beam Lateral Support i At Supports Only _ I® Bottom of Beam, Max Unbraced Length 13.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Code Minimum-Normal: L/360&L/240 •i vs Live Only, L/ !Code Minimum- Normal: L/720&L/480 i Live Only, L/ _ - -- -- y - - - - --- 1. . 360 = 0.43 in Total, L/ 240 = 0.65 in • 720 = 0.06 in Total, L/ 480 = 0.09 in , • Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 16.50 ft - Add Self Weight'? I Yes-Self weight will be added to applied DL I V . Loads: . • • Uniform Loads Over Full Length of Member Loads From Continuous Member? I No I• Increase Roof DL for pitch? Yes - I. Roof Pitch 1.5 :12 1 Live Dead Snow Trib. Width Live Dead Snow • Uniform Ld. 3 40 psf 27 psf 1.50 ft 60.0 lb/ft 40.5 lb/ft • • Uniform Ld..5 - 10 psf 10.00 ft - . 100.0 lb/ft Tot Unif Load 60.0 lb/ft 140:5 lb/ft - Point Loads . • Measured from left end of member. Member Total Length= 16.5 ft. • - • Live Dead Snow Trib.Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf 11.00 ft 3.50 ft - 578 lb 963 lb 16.40 ft Point Load 2 40 psf 27.00 psf - 4.00 ft 2.00 ft 320 lb 216 lb - 16.40 ft Point Load 3 - 10.00 psf - 6.00 ft 11.00 ft - 660 lb • - 16.40 ft Point Load 4 • Point Load 5 • Loads • Point loads are 1/10 scale • 300 200 100 • • -100 2 4 6 8 10 12 14 16 18 . • Engineered Lumber Calc'd Brand Trus Joist . I V Results For 5.25 x 11.875 2.0E • Solutions Using Self Weight of Engrd 5.25 x 11.875 2.0E PSL, 15.9 plf Calc'd Member , 5.25 x 11.875 2.0E PSI j V PSL - 3.5 x 20 2.2E PSL Load Duration ��,snow: Lis , V % Overdesign . - 7 x 20 2.2E PSL Repetitive Use? i No 1 V Pos Bending 1534.3% - - Fb Pos 3,335 psi Fv 334 psi Neg Bending 258.7% - - Fb Neg 3,295 psi Fcp 750 psi Shear 344.2% (2) 1.75 x 18 2.0E LVL - Allow Pos Mom. 34,289 ft-lb E 2,000 ksi Span(s) Defl'n 530.0% (3) 1.75 x 16 2.0E LVL 5.25 x 16 Plus PSL, Levi Allow Neg Mom. -33,879 ft-lb El 1,465,240 ksi Cant(s) Defl'n -97.8% (4) 1.75 x 14 2.0E LVL - Allow Shear 13,861 lb Calc'd member FAILS by: -97.8% • 3.5 x 18 2.0E PSL - 1732.62 in^4 Controlling criteria is: Defl -Cantivr • 5.25 x 16 2.0E PSL - Self Wt 15.94 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 14 2.0E PSL - Support 1 Support 2 Support 3 Support 4 - Req'd Bearing For 5.25 x 11.875 2.0E PSL 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 953 lb 5,156 lb - - 0 ft-lb -5,900 ft-lb 0 ft-lb • 0 ft-lb Min Total 311 lb 3,862 lb - • - 0 ft-lb -9,446 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 - 0.053.in - - 0.000 in Allowed 0.650 in 0.650 in 0.650 in • Max Dn Defl - 0.000 in - - • -0.147 in • . Allowed 0.650 in 0.650 in 0.650 in ProBeam_v7 WC 2-22-18 Tim Garrison, P.E. . • - C N ' RUCTION C ALC ProBeam wit Em.aw*r the euttd$n. rnaustry . v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012- 2003 IBC. All designs should be checked by a competent professional. • . Job t19027 Spans and Supports(Note,pitch and fixity,if any, not shown) Member I.D. 52b • Other Info. 4/17/19 . Type? Lantilever(s),multiple spans, fixity,or not braced i v u 1 2 3 4 5 6 7 8 Cantilevers? Right Cantilever__ ! V I Number of Main Spans :One Main Span __ V • _`_ _ Fix Left End of Main Span? [No, Leave it Pinned 1 V - Fix Right End of Main Span? ! NA-Right End Is Cantilever I Left Cantilever Span 1 . Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 4.00 ft 3.50 ft 7.50 ft ' Top of Beam Lateral Support Continuous V I Top of Beam, Max Unbraced Length 0.10 ft Bottom of Beam Lateral Support At Supports Only _ I' Bottom of Beam, Max Unbraced Length 4.00 ft Allowable Deflection, Main Spans Allowable Deflection, Cantilevers Live Only, L/ I Code Minimum-Normal: L/360&L/240 - I Live Only, L/ Code Minimum Normal: L/720& L/480 _ V • 360 = 0.13 in Total, L/ 240 = 0.20 in 720 = 0.06 in Total, L/ 480 .= 0.09 in Pitch if Member Being Designed is Sloped: 0.0 :12 Mem True Len: 7.50 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 Iv Increase Roof DL for pitch? 1 Yes V Roof Pitch I 1.5:12 1 • Live Dead Snow Trib. Width Live • Dead Snow • - Uniform Ld. 3 40 psf 27 psf r 2.00 ft - 80.0 lb/ft . 54.0 lb/ft Uniform Ld. 5 - 10 psf - Tot Unif Load 80.0 lb/ft 54.0 Ib/ft - Point Loads . • Measured from left end of member. Member Total Length= 7.5 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1 20 psf 15.00 psf 25.00 psf . - - • Point Load 2 40 psf 27.00 psf - • - - Point Load 3 - 10.00 psf - - - • Point Load 4 3,156 lb 2,000 lb 7.40 ft Point Load 5 • Loads . Point loads are 1/10 scale 400 - 300 200 - 100 - -100 1 2 3 4 5 6 • 7 8 . Engineered Lumber Cale d Brand .Trus Joist I V Results For 7 x 11.875 2.0E PSL Solutions Using Self Weight of Engrd 7 x 11.875 2.0E PSL, 21.3 plf Catc'd Member 7 x 11.875 2.0E PSL - 3.5 x 20 2.2E PSL Load Duration snow: 1.1s _1 v % Overdesign _ - 7 x 20 2.2E PSL Repetitive Use? I No i V Pos Bending 0.0% - - Fb Pos 3,335 psi Fv 334 psi Neg Bending 146.9% - - Fb Neg 3,328 psi Fcp 750 psi Shear 224.3% (2) 1.75 x 20 2.0E LVL - Allow Pos Mom. 45,720 ft-lb E 2,000 ksi Span(s)Defl'n 705.7% (3) 1.75 x 18 2.0E LVL - • • Allow Neg Mom. -45,631 ft-lb El 1,953,654 ksi Cant(s)Defl'n -97.4% . (4) 1.75 x 16 2.0E LVL - Allow Shear 18,481 lb Calc'd member FAILS by: -97.4% . - - 1976.83 in^4 Controlling criteria is: Defl -Cantivr • 1 5.25 x 18 2.0E PSL - Self Wt 2i.25 plf Cond's Of Use: Load Duration:1.15-Snow 7 x 16 2.0E PSL - Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 7 x 11.875 2.0E PSL - 2.02 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 I Max Total -1,505 lb 10,630 lb - - O ft-lb -7,261 ft-lb O ft-lb O ft-lb l Min Total -4,470 lb 4,229 lb - - • 0 ft-lb -18,481 ft-lb 0 ft-lb . 0 ft-lb Min Load Case . Deflections Lt Cantivr Span 1 Swan 2 Span 3 Rt Cantivr . Max Up Defl - 0.017 in - - 0.000 in Allowed 0.200 in 0.200 in 0.200 in Max Dn Defl - 0.000 in - - -0.141 in Allowed 0.200 in 0.200 in 0.200 in • ProBeam_v7 WC 2-22-18 r i lS RUCTION ' < ALC ProBeam Tim Garrison, P.E. ta Y , v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 - 2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note, pitch and fixity, if any, not shown) • Member I.D. 49b t _-- Other Info. 4/22/19 `�' 2 4 6 a- rd r2 rzt ra 18 20 Type? Simple span, fully braced v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 19.00 ft 19.00 ft Allowable Deflection, Main Spans Live Only, L/ Code Minimum_Normal: L/360&L/240 I V 360 = 0.63 in Total, L/ 240 = 0.95 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: 19.00 ft Add Self Weight? weightpp g I Yes-Self will be added to a lied DL Loads: . Uniform Loads Over Full Length of Member Loads From Continuous Member? No o 1 Increase Roof•DL for pitch? Yes o Roof Pitch 1 1.5 :12 Live Dead Snow Trib. Width Live Dead Snow Uniform Ld. I - Roof 20 psf 15 psf 25 psf - - - Uniform Ld. 2 40 psf 27 psf 2.50 ft 100.0 lb/ft 67.5 lb/ft . Uniform Ld. 3 40 psf 27 psf - - - Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - . Tot Unif Load 100.0 lb/ft 67.5 lb/ft - Point Loads Measured from left end of member. Member Total Length = 19 ft. Live Dead Snow Trib. Width Trib Length Live Dead Snow Location Point Load 1. 20 psf 15.00 psf 25.00 psf - - Point Load 2 40 psf - 27.00 psf - 4.50 ft 10.00 ft 1,800 lb 1,2.15 lb - 10.00 ft Point Load 3 . - 10.00 psf - - - - • Point Load 4 • Point Load 5 Loads Point loads are 1l10 scale 200 - . 1 _ 100 - • 0 - - -- -- -----�- -- - • 0 2 4 6 8 10 12 14 16 18 20 -100 • Engineered Lumber Calc'd Brand Trus Joist i 7 Results For 5.25 x 11.875 2.0E Solutions Using Self Weight of Engrd 5.25 x 11.875 2.0E PSL, 15.9 plf Calc'd Member 1.5.25x 11.875 2.0E PSL PSL - 1 3.5 x 20 2.2E PSL Load Duration j Live: 1.00 V % Overdesign - 1- I 7 x 20 2.2E PSL Repetitive Use? I No ® Pos Bending 33.3% - 3.5 x 16 1.55E LSL I - Fb Pos 2,900 psi Fv 290 psi Neg Bending NA 1.75 x 20 2.0E LVL _[ - Fb Neg 2,853 psi • Fcp 750 psi • Shear 262.0% (2) 1.75 x 14 2.0E LVL I 3.5 x 16 Plus PSL, Levi Allow Pos Mom. 29,817 ft-lb E 2,000 ksi Span(s) Defl'n 8.8% (3) 1.75 x 11.875 2.0E LVL I 5.25 x 14 Plus PSL, Lev1 Allow Neg Mom. -29,335 ft-lb El 1,465,240 ksi Cant(s) Defl'n NA (4) 1.75 x 11.25 2.0E LVL - Allow Shear 12,053 lb • - Calc'd member OK by: 8.8% 3.5 x 14 2.0E PSL 5.25 x 14 Plus PSL, Lev2 1732.62 inA4 Controlling criteria is: Defl - Span 5.25 x 11.875 2.0E PSL I - Self Wt 15.94 plf Cond's Of Use: Load Duration:1.0-Live 7 x 11.25 2.0E PSL I 5.25 x 14 Plus PSL, Lev3 Support 1 Support 2 Support 3 Support 4 Req'd Bearing For 5.25 x 11.875 2.0E PSL 1.50 in 1.50 in - - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 3,171 lb 3,330 lb - - O ft-lb O ft-lb O ft-lb O ft-lb Min Total 1,368 lb 1,432 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 0.950 in 0.950 in 0.950 in Max Dn Defl - -0.873 in - - - Allowed 0.950 in 0.950 in 0.950 in ProBeam v7 WC 2-22-18 Tim Garrison, P.E. C91�1,1 RUCTiO3`. Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC.All designs should be checked by a c Job t19027 Spans and Supports(Note,pitch and fixity,if any,not s . Member I.D. 60r _ Other Info. 4/17/19 2 4 6 8 14 12 Type? ' Simple span,fully braced I- Left Cantilever Span 1 Span 2 Span 3, Right Cantilever Tot M • Lenth of Spans: 16.00 ft 1 Allowable Deflection', Main Spans Live Only, L/ `Code Minimum-Normal:L/360&L/290 . v 360 ; 0.53 in Total, L/ 240 = 0.80 in N/A = 0.00 in Total, L/ Pitch if Member Being Designed is Sloped: 0.0 :12 Mem "rue Len: 16.00 ft Add Self Weight? Yes-Self weight will be added to applied DL i r Loads: • Uniform Loads Over Full Length of Member • Loads From Continuous Member? No v increase Roof DL for pitch? LYes I w l Roof Pitch I ' Live Dead Snow Trib.Width • Live Dead Uniform Ld. 1 -Roof 20 psf 15 psf 25 psf 2.00 ft - 30.1 lb/ft 5 . Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 15 psf - - Uniform Ld. 4 60 psf 15 psf - - • Uniform Ld. 5 - 10 psf - - • Tot Unif Load - 30.1 lb/ft 5o . Loads Point loads are 1110 scale - 100 . • 50 0 �..� • • 2 4 6 8 10 12 -50 . -Joist Calc'd Brand ; BCI-Boise Cascade 1 v Resu .7 Calc'd Member 1 11-7/8"BCI 5000 1.7[v .1 Solutions Using Self Weight of I-Joist 11-7/8" BCI 5000 1.7,2.3 plf Load Duration I Snow: Lis V Pc 11-7/8"BC! 5000 1.7 • 11-7/8"BC! 90 2.0 Bmg @ Ends: I Min 1.75",w/o web stiffner I V 1N 9-1/2" BCI 6000 1.8 - Brng @ Mid-Supports: (No Mid Support) I v —i • 9.1/2" BCI 6500 1.8 - Allow Pos Mom. 3,623 ft-lb Allow Shear 1,869 lb Sp 11-718" BCI 60 2.0 . Allow Neg Mom. 3,623 ft-lb El 265,000 ksi Cart Allow End Rxn 950 lb Allow Mid Rxn 2,250 lb Calc'd memt: Self Wt 2.30 pif . Controlling 1 • Cond's Of wv • • i• Reactions Support 1 Su2port 2 " Support 3 Support 4 Moments Support 1 Support 2 Si Max Total 659 lb - 659 lb - - 0 ft-lb 0 ft-lb i Min Total 259 lb 259 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 On Defl - -0.459 in - - - • Allowed 0.800 in 0.800 in 0.800 in ProBeam v7 WC 2-22-18 • ( 3 3,...Tim Garrison, P.E. �C�NS 1RUCTION ALC 6 o eam Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. 60r case 2 . . Other Info. 4/17/19 2 6 8 t0 12 14 16 t8 20 Type? Simple span,fully braced _� Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length Lenth of Spans: 18.00 ft 18.00 ft Allowable Deflection, Main Spans Live Only, L/ 'Code Minimum--Normal: L/360&L/240 _ y • v 360 = 0.60 in Total, LI . 240 .= 0.90 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: 18.00 ft " Add Self Weight? i Yes-Self weight will be added to applied DL ' • Loads: • Uniform Loads Over Full Length of Member . • Loads From Continuous Member? No ,'I Increase Roof DL for pitch? Yes H Hj 1 1.5 :12 Roof Pitch 1. • i Live • Dead Snow Trib. Width Live Dead Snow Uniform Ld. 1 -Roof r 20 psf 15 psf 25 psf 2.00 ft - 30.2 lb/ft 50.0 lb/ft Uniform Ld. 2 40 psf 27 psf - - Uniform Ld. 3 40 psf 27 psf - - . Uniform-Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - - • Tot Unif Load - ' 30.2 Ib/ft 50.0 lb/ft Loads Point loads are 1/10 scale • 100 50 0 - 2 4 6 8 10 12 ' 14 16 118 213 -50 - I-Joist - Calc'd Brand 1 BCI-Boise Cascade v Results For 11-7/8" BCI 5000 1.7 Calc'd Member i 11-7/8"BCI 50001.7 V %Overdesign Solutions Using Self Weight of I-Joist 11-7/8" BCI 5000 1.7,2.3 plf Load Duration snow: 1.i5 - �1 Pos Bending 8.4% 11-7/8" BC] 5000 1.7 11-7/8"BC! 90 2.0 Brng @ Ends: 5Min 1.75",w/o web stiffner i v Neg Bending NA 11-7/8" BCI 6000 1.8 - Brng @ Mid-Supports: I (No Mid Support) ;v I Shear " 151.6% 11-718" BCI 6500 1.8 - . Allow Pos Mom. 3,623 ft-lb Allow Shear 1,869 lb Span(s) Defl'n 15.4% 11-7/8" BCI 60 2.0 Allow Neg Mom. 15 ft-lb El 265,000 ksi Cantivr(s) Defl'n NA Allow End Rxn 950 lb Bearing 27.9% Allow Mid Rxn 2,250 lb Calc'd member OK by: 8.4% Self Wt 2.30 plf Controlling criteria is: Pos Bending 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 743 lb 743 lb - • - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Total 293 lb 293 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 • 0.900 in 0.900 in 0.900 in Max Dn Defl - -0.736 in - - - Allowed 0.900 in 0.900 in 0.900 in • ProBeam v7 WC 2-22-18 • • Tim Garrison, P.E. Cd iSTRUCTIONCALC ProBeam • We''Empower'the sulttftrt •'to4uatry v6.O important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012-.2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. typ Br joist Other Info. 4/17/19 A2 4 88 to 12 tit 1-6 Type? Simple span,fully braced I v Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length . Lenth of Spans: 13.40 ft 13.40 ft . Allowable Deflection, Main Spans . • Live Only, L/ : Extra Stiff:L/600&L/480 •w • • 600 1 = 0.27 in Total, L/ 480 = 0.34 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: 13.40 ft . • • Add Self Weight? No_Self weight is included In applied DL I `1 Loads: Uniform Loads Over Full Length of Member Loads From Continuous Member? _No `='d Increase Roof DL for pitch? !Yes Tr] 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 27 psf - - • • Uniform Ld. 3 40 psf 27 psf . 1.30 ft 52.0 lb/ft 35.1 lb/ft . Uniform Ld. 4 60 psf 15 psf - - Uniform Ld. 5 - 10 psf - -. Tot Unif Load 52.0 lb/ft 35.1 lb/ft - - Loads - Point loads are 1/10 scale 100 — 50 - • 0 -I • 2 4 6 - 8 10 12 14 '16 -50 - I-Joist Calc'd Brand BCI_Boise Cascade Il v l Results For 11-7/8" BCI 6000 1.8 Calc'd Member 111-7/8"BCI 60001,8 I.w %Overdesign Acceptable Solutions Load Duration Live: 1.00 I,V I • Pos Bending • 107.7% 11-7/8" BCI 5000 1.7 11-7/8" BCI 90 2.0 Brng @ Ends: .Min 1.75",w/o web stiffner I V Neg Bending NA 11-7/8"BC! 6000 1.8 - Brng @ Mid-Supports: +(No Mid support) _ I s Shear 187.0% 9-1/2" BCI 6500 1.8 - Allow Pos Mom. 4,060 ft-lb Allow Shear 1,675 lb Span(s)Defl'n 49.9% • 11-7/8" BCI 60 2.0 Allow Neg Mom. 42 ft-lb El 320,000 ksi Cantivr(s) Defl'n NA • Allow End Rxn 1,175 lb Bearing. 101.3% Allow Mid Rxn 2,500 lb Calc'd member OK by: 49.9% Self Wt 2.50 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 584 lb 584 lb - - 0 ft-lb 0 ft-lb. • 0 ft-lb 0 ft-lb Min Total 235 lb 235 lb - . - 0 ft-lb 0 ft-lb 0 ft-lb 0 ft-lb Min Load Case • ' • •Deflections . (._t Cantivr Span 1 Span 2 - • Span 3 • Rt Cantivr . Max Up Defl - . 0.000 in - - - Allowed 0.335 in 0.335 in 0.335 in • Max Dn Defl - -0.197 in - - - Allowed 0.335 in 0.335 in 0.335 in ProBeam_v7 WC 2-22-18 • e.335 • Tim Garrison, P.E. 0 JIS{RUCTIONCALC ProBeam we:,.:, .n.w i' :.:;Meat •f144.•ii.,e:r" v6.0 Important: Notches and connectors not cosidered. Dynamic loading not considered. Compliant with 2012 -2003 IBC. All designs should be checked by a competent professional. Job t19027 Spans and Supports(Note,pitch and fixity,if any,not shown) Member I.D. lower deck joist • Other Info. 4/22/19 2 L3 8 10 tz 14 Type? Simple span,fully braced v 1 . Left Cantilever Span 1 Span 2 Span 3 Right Cantilever Tot Member Length. Lenth of Spans: 12.40 ft 12.40 ft • Allowable Deflection, Main Spans • Live Only, L/ Code Minimum-Normal:L/360&L/240 360 = 0.41 in Total, LI 240 = 0.62 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: 12.40 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 V Increase Roof DL for pitch? Yes L! 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 . 27 psf 0.00 ft - - Uniform Ld. 3 40 psf 27 psf - - Uniform Ld. 4 . 60 psf 32 psf 2.00 ft 120.0 lb/ft 64.0 lb/ft • • Uniform Ld. 5 - 10 psf - . - Tot IJnif Load 120.0 lb/ft 64.0 lb/ft - Loads Point toads are 1/10 scale 200 k 100 • ° * . 2 4 6 8 10 12A 14 . -100 _4x And Smaller(Lumber) Calc'd Member Results For 4 x 12 Acceptable Solutions _ — _ 4 x 12 _ w Load Duration Live: 1.00 _ � % Overdesign - (4) 2 x 8 Moisture Medium Dry-18% j v Ftem-Fir v+ Repetitive Use? Yes v Pos Bending 49.6% (2)2 x 12 3 x 14 • Press Treated? Yes,P.T. V No.2 !v Flat Use? No v Neg Bending NA (3)2 x 10 4 4 x 10 Temp Cond. 100 deg F&less v Fb Pos 860 psi Fv 120 psi Shear 176.1% Fb Neg 836 psi Fcp 405 psi Span(s)Defl'n 224.9% Allow Pos Mom 5,291 ft-lb 1415.28 in^4 Cantilever(s) Defl'n NA Allow Neg Mom -5,142 ft-lb E 1,235 ksi Calc'd member OK by: 49.6% Allow Shear 3,150 lb El 512,875 ksi Controlling criteria is: Pos Bending Req'd Bearing Support 1 Support 2 Support 3 Support 4 Self Wt 8.66 pff For 4 x 12 Cond's Of.Use: Load Duration:1.0-Live 1.50in 1.50 in - . - Reactions Support 1 Support 2 Support 3 Support 4 Moments Support 1 Support 2 Support 3 Support 4 Max Total 1,141 lb 1,141 lb - - 0 ft-lb ' 0 ft-lb 0 ft-lb 0 ft-lb Min Total 397 lb 397 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 0.620 in 0.620 in 0.620 in Max Dn Defl - -0.191 in - - - Allowed 0.620 in 0.620 in 0.620 in ProBeam v7 WC 2-22-18 36 • 4/22/19 Pg. TM ConstructionCalc, Inc. Tim Garrison, P.E. CAS RUCTION CALC ColumnCalc v3.1 Disclaimer: Alf users of this software shall comply with State Engineering Law;which specifies who may perform engineering,and defines the practice of engineering. Job Name t19027 Member I.D. 75p P Other Info 4/22/2019 Post, Stud, or Column General Information: • Column, Post, or Stud Length, ft. L= 9.00 ft . Getting Started. Hover • Max. Live Deflection L/ 75 = 1.44 in . L Cursor Here Type Of Column, Post, or Stud • Unbraced Column or Post J Load Duration Factor Two Months(Snow, Cd = 1.15) v i Off-Center(Eccentric) Compression Loads or Add'I — N Bending Loads (other than wind)? No _ , „ D+.6W D+S+E/1.4 Applied Gravity Loads, "P" D+.6W+S/2 .9D+E/1.4 Reduced Live.Load, Live Load, Dead Load, • Live, psf Dead, psf x Length, ft x Width, ft. lbs lbs. • lbs • Roof Loads (not including snow) - 15 psf _ 0 lb 0 lb 0 lb Roof Snow (only) 12 psf - - 0 lb 0 Ib Floor 3 Loads 25 psf 15 psf 0 lb 0 lb • 0 lb Floor 2 Loads 60 psf 10 psf 0 lb • 0 lb 0 lb Floor Loads- 40 psf 15 psf • 0 lb 0 lb 0 lb Wall Dead Load 25 psf • 0 lb Other'psf' load and trib. width 0 lb 0 lb 0 lb Other point load: all Live, all Dead, or Descrip'n, opt'(: 7,630 lb 3,000 lb some of each, lbs. • Total Live and Dead Loads: 7,630 lb . 3,000 lb • Combined Total Load:- 10,630 lb Wind Load Over Full Length of Member (Assumes external sheathing of plywood,metal,etc.exists) Wind Applied To: Narrow Face v • • Tributary Width of Wind Load: z= 8.00 ft Wind Pressure: q = 10.8 psf • . 4x And Smaller (Lumber) 5x And Larger (Timbers) . Lumber Material LDouglas Fir-Larch 1 v Timber Material Douglas Fir- Larch _ v] Lumber Grade LNo_2 1 Timber Grade - WCLIS No. 2 ilv - - - 12x12 - - 4x12 6x8 - (3) 2x8 . 8x8 - • - • 10x10 - • • Glued Laminated Columns . Glulam Combo. 13 _DF(Visually Graded) ;vl 1.8E Parallam PSL Columns • 2.5 x 15 5.125 x 5.125 _ - 5-1/4" x 5-1/4" 3 x 10.5 . 6.75 x 7.5 - 5-1/4" x 7" . 3.125 x 9 8.75 x 9 3-1/2" x7" 7" x7" _ 5x6 Final Member: Glued Laminated - , v i Mem. Library: I Choose From All Sizes Of Column Type 'v Final Size: 5.125 x 5.125 v . Final member okay by: 41.4% Final Member: 5.125 x 5.125, Glued Combined Bending / Compressive Controlling Factor: Stresses Laminated, Combo. 3 - DF (Visually • Graded) Horiz. Force At Bottom (Strong Axis): 389 lb Horiz. Force At Bottom(Weak Axis): 0 lb • ColumnCalc v3-1 WC .. 6)7 4/17/19 Pg. ConstructionCalc Inc. Tim Garrison P.E. CAS RucTIoNCALC ColumnCalc We Empower The Budding Industry v3.1 Disclaimer: Ail users of this software shall comply with State Engineering Law`which specifies who may perform engineering,and defines the practice of engineering. Job Name t19027 Member I.D. 77m • P • Other Info 4/17/2019 • Post, Stud, or Column.General Information: • \` Column, Post, or Stud Length, ft. L=� 10.00 ft Getting Started. Hover Max. Live Deflection L/ 75 = 1.60 in L Cursor Here T e Of Column, Post, or Stud f n Type Col Sheathed On Narrow Face(Preventing Weak Axis Buckling) vj Load Duration Factor — -- a Ten Minutes(Wind/Earthgk. -IBC, Cd = 1.60) • 7� Off-Center(Eccentric) Compression Loads or Add'I - = - " - - N Bending Loads (other than wind)? No , V • D+•6W D+S+E/1.4 • Applied Gravity Loads, "P" D+.6W+S/2 .9D+E/1.4 - Reduced • . Live Load, Live Load, Dead Load, Live, psf Dead, psf x Length, ft x Width, ft. lbs lbs. lbs • Roof Loads (not including snow) - 15 psf 4.50 ft 8.00 ft 0 lb 0 lb 540 lb Roof Snow (only) 12 psf 4.50 ft 8.00 ft 432 lb 432 lb Floor 3 Loads 25 psf 15 psf 0 lb 0 lb 0 lb Floor 2 Loads 60 psf 10 psf 0 lb 0 lb 0 lb - Floor Loads 40 psf 15 psf 0 lb 0 lb 0 lb • Wall Dead Load 25 psf • 0 lb Other'psf' load and trib. width 0 lb • 0 lb 0 lb Other point load: all Live, all Dead, or Descrip'n, opf'i: • 1,000 lb 742 lb some of each, lbs. i Total Live and Dead Loads:, 1,432 lb 1,282.lb Combined Total Load: 2,714 lb . Wind Load Over Full Length of Member (Assumes external sheathing of plywood,metal,etc.exists) Wind Applied To: Narrow Face j V •• • Tributary Width of Wind Load: z = 8.00 ft Wind Pressure: q = 10.8 psf 4x And Smaller (Lumber) 5x And Larger (Timbers) Lumber Material [Douglas Fir-Larch '] Timber Material Douglas Fir-Larch , ♦i Lumber Grade No 2 • 1 f Timber Grade r— I WCLIB-Dense No: 1 v ' 2x8 3x6 5x5 - - ' (2) 2x6 4x5 - - - - (3) 2x5 . - - - • Glued Laminated Columns • `� 1.8E Parallam PSL Columns Glulam Combo. 15 HF(Visually Graded) 2.5 x 6 5.125 x 5.125 3-1/2" x 3-1/2" 5-1/4" x 5-1/4" 3 x 6 6.75 x 7.5 3-1/2" x 5-1/4" • 5-1/4" x 7" 3.125 x 6 8.75 x 9 3-112" x7" 7" x7" • • 5x6 ' Final Member: sawn wood _ " '• . Mem. Library: j Choose From All Sizes Of Column Type V Final Size: , (z) z x 6 �-- --- v Final member okay by: 35.7% Final Member: ( g Combined Bending I Compressive 2 2 x 6, Dou las Fir- Controlling Factor: Stresses Larch, No.. 2 • Horiz. Force At Bottom (Strong Axis): 432 lb Horiz. Force At Bottom(Weak Axis): . 0 lb ColumnCalc v3-1 WC • • Tm CAM RUCTIONCALC FootingCaic Tim K. Garrison, PEWe Empower The auitdtncl Industry v3.01 Disclaimer: All users of this software shall comply with State Engineering Law which specifies who may perform . engineering and defines the practice of engineering. See "About"tab, below, for assumptions. Job Name t19027 . • Footing I.D. 88cw ' Other Info 4/22/2019 • 4 ' Soil Information __ �' - ---- -- -- — I• I 1 --r ' --t-Soil Type Class 4: Sand, silty sand, clayey sand, silty gravel and clayey gravel V ! L • • L. .Soil bearing capacity, unfactored 2,000 psf _f • Soil lateral bearing capacity, unfactored 150 psf Soil coefficient of friction 0.250 - - 4 Soil lateral sliding resistance, Cl. 5 only. 130 psf P • Depth of soil over top of footing, Dtf, ft. '----Th), Depth to bottom of footing, Dbf, ft. • --�"' '-i _( """"" '' • i l{- t t • Density of soil over top of footing, pcf a r i 11 t(1 . tit ralrw1l t . 1.:ss I' Concrete and Rebar 1 Concrete Compressive Strength, psi fc =;3,000 psi V -' . Rebar grade 1 Grade 60 V • Lateral Loads From? • I Wind ' V • • • Soil bearing, factored. Horiz and vert. • qs = 2,660 psf pp'= 200 psf . Applied Gravity Loads, "P" (unfactored) . Reduced Live Dead Load, Snow Load,_ Roof Pitch Live, psf Dead, psf x Length, ft x Width, ft. Live Load, lbs Load, lbs. lbs lbs Roof (no snow) 3.50 ft 12.00 ft 0 lb 0 lb 0 lb • Allow Live Load Roof Snow(only) - - 0 lb Reduction? •• Floor 3 Loads . 0 lb 0 lb 0 lb No ' • Floor 2 Loads 40 psf 27 psf 8.00 ft 2.00 ft 640 lb 640 lb• 432 lb Loads From Contin- Floor 1 Loads 0 lb 0 lb 0 lb uous Members? Wall Dead Load 10 psf 11.00 ft 9.00 ft 990 lb No V Other 'psf load and trib. area. 0 lb 0 lb - 0 lb Other gravity loads, lbs. Descrip'n, opt',: plinth 0 lb 8,100 lb - Other gravity loads, lbs. Descrip'n, opt'l: Subtotals gravity loads, unfactored: 640 lb 9,522 lb 0 lb Adjusted for inclination . 640 lb 9,522 lb 0 lb • Applied Moments, "M" (unfactored) Direction Snow Moment in the L direction, ft. lb • I: • Live Moment in the L direction, ft. lb - • . Lateral Moment in the L direction, ft. lb 18,000 ft-lb 'Both directions possible • V 1 Dead Moment in the L direction, ft. lb - • Snow Moment in the B direction, ft. lb ,- r • • Live Moment in the B direction, ft. lb Ii- • I • Lateral Moment in the B direction, ft. lb - Dead Moment in the B direction, ft. lb LR1 Applied Shear Forces, "V" (unfactored) ' - • Component from Inclined „P„ Tot. Right Tot. Left Direction Right Left • L-direction ears 0 lb Snow Shear in the L direction, lb. - — • sh 0 lb 0 lb 0 lb i resisted by: Live Shear in the L direction, lb. r- • i 0 lb 0 lb L ` 0 lb 0 lb Resisted by soil • Lateral Shear in the L direction, lb. • 3,000.0 lb !Both directions possible •+ 0 lb 0 lb 3,000 lb 3,000 lb • .- --- . Dead Shear in the L direction, lb. - 1 V 0 lb 0 lb 0 lb 0 lb I B-direction shears Snow Shear in the B direction, lb. - _ ; V ] 0 lb 0 lb 0 lb 0 lb resisted by: - -- ---- V Live Shear in the B direction, lb. - � 0 lb 0 lb 0 lb 0 lb -� 1 Lateral Shear in the B direction, lb. 0.0 lb • ,- , • 0 lb 0 lb 0 lb 0 lb - — • footingcalc_v3-1 WCprogram 4/22/19 Dead Shear in the B direction, lb. - o I 0 lb 0 lb 0 lb 0 lb Footing Dimensions . Footing length, L, ft L = 6.00 ft General Results Footing width, B, ft. B = 5.00 ft Vol of cone: Max Soil press, q: Max allowed Unity check Footing depth, Z, inches Z = 12.00 in 1.11 cy 1,288 psf 2,660 psf 0.48 ok Bearing plate length in 'L' direction, inches m = 18.00 in Sliding force, L-dir Max allowed Bearing plate width in 'B' direction, inches n = 48.00 in Resl't Ecc: 3,900 lb 3,900 ib 1.00 ok • Load eccentricity in 'L'direction, inches eL = 0.00 in 31.95 in Sliding force, B-dir Max allowed Load eccentricity in 'B' direction, inches eB = 0.00 in 0.00 in 0 lb 0 lb - ok Ult two-way shear Max allowed R..i-i `;.;:l'Ai i- i-2,at.c_.ifECrs_1. I" . l:'>;� -- ,•i <: 12,756lb._-. . _w_..__ 190,3991b 0.07 ok _ Ult cone bearing pressure Max allowed �_.-�/,- f--�1� F...1 . ; 78 psi 1,658 psi 0.05 ok f� i� - S J'• �: i•tii - -:Sj , i' Z.-,i<r!: -�__ -�{r. `•�� ' 1„; Ult net uplift Max allowed 1, ;flit-cE.6 �; e-ik , '' � f 0 lb 4,050 lb - ok -� .._..k_ __tom' _...� ,. r. 1 3 Footing Results, L-Direction r'r" f is _a_ +, k� o ,a tk -7•' r't' (jfs �. Y `'f4 ''� rp Ult Moment, dir: Max allowed check 4. _A ;-F J r L �_._,---- _-.-•_, __-_, 4- - ___..-._...._.._1 ..__ . ..... ;,r...._...__. Unity c k . r. _�_ 19,290 `-# 58,475 `-# 0.33 ok - t _ _ ;- r L. _-_-__._-. �< • L-steel provided Min allowed Footing Reinforcement 1.55 inA2 1.30 inA2 0.84 ok All bars the same size? !All # 5 o L bottom bars, development length check Bottom Bars: -3.1-in. N.G. Hook ends of L-bars 8.4-in. or adjust design Cover, bottom rebar, inches cov.= 3.00 in Ult Shear L dir: Max allowed L-Bars, Bottom. Rebar parallel to L dimension: 1# 5 __I ® t Bar Spacing: Max allowed 17,146 lb 42,825 lb 0.40 ok L-Bars, Bottom. No. of bars nL = 5.0 14.0 in 18.0 in Top L steel provided Min suggested B-Bars, Bottom. Rebar parallel to B dimension: # 5 ® (ok) 0.00 inA2 0.65 inA2 - .� N.G. B-Bars, Bottom. No. of bars nB = 5.0 17.0 in Footing Results, B-Direction Top Bars: (ok) Ult Moment, B dir: Max allowed Unity check L-Bars, Top # 5 - I ® i 4,287 '-# 54,469 '-# 0.08 ok L-Bars, Top. No. of bars nt,t = 0.0 8 steel provided Min allowed ,/ B-Bars, Top # 5 ' o , 1.55 inA2 1.56 inA2 1.00 N.G. B-Bars, Top. No. of bars nBt = 0.0 B bottom bars, development length check -24.4-in. N.G. Hook ends of B-bars 8.4-in. or adjust design Ult Shear B dir: Max allowed 17,146lb 47,693lb • 0.36 ok Top B steel provided Min suggested 0.00 inA2 0.78 inA2 - 1/ 0 N.G. Summary of Applied Loads and Eccentricities Totals, Unfactored: Self-Weight: 4,500 lb Dead: 9,522 lb Live: 640 lb Snow: 0 lb. P, Maximum: 14,662 lb D+L+S Sliding resisted by: Totals, Factored, V, Max., L-dir.: 3,900 lb D+L+wW V, Max, B-dir.: 0 lb L-dir: Soil . Soil Design (ASD): M, Max.,L-dir.: 27,300 '-# D+L+wW M, Max, B-dir.: 0 '-# B-dir: N.A. Resultant eccentricity, L-dir.: 22.34 in D+L+wW Resultant ecc., B-dir.: 0.00 in P, Maximum: 19,631 lb 1.4D P, Minimum: 12,620 lb .9D+1.6W Totals, Factored, V, Max., L-dir.: 4,800 lb 1.2D+1.6W+.5L+.5S V, Max, B-dir.: 0 lb Concrete Design (strength design): M, Max.,L-dir.: 33,600 '-# 1.2D+1.6W+.SL+.5S M, Max, B-dir.: 0 '-# Resultant eccentricity, L-dir.: 31.95 in .9D+1.6W Resultant ecc., B-dir.: 0.00 in • Controlling Load Combinations • Final Design Soil bearing (ASD method) D+L+wW Conc fc: Footing Size: LxBxZ = 6-ft x 5-ft x 12-in I Okay Sliding resistance, L-direction (ASD method) D+L+wW 3000 psi L-Direction Rebar: 5, # 5 bottom + 0, # 5 top f Okay Sliding resistance, B-direction (ASD method) D+L+S • Rebar: B-Direction Rebar: 5, # 5 bottom + 0, # 5 top N.G:/ O/L Concrete bending and 1-way shear, L-dir: 1.2D+1.6W+.5L+.5S Grade 60 No Plinth Concrete bending and 1-way shear, B-dir: 1.2D+1.6W+.5L+.5S Soil Brng Cap. Two-way shear 1.4D 2000 psf j • • No Hairpin • Bearing pressure, brng plate on cone. 1.2D+1.6W+.5L+.5S Inclined Load: Uplift .9D+1.6W 0 deg. No Anchor Bolts (no incl'n) footingcalc_v3-1 WCprogram 4/22/19 • irs t • I \I , • I eft �, it 0lalls 1 .� • ��nda� ic and Retawni� l ails are OPA except as noted. . • and retaining �� '� , - Foundations o �r All stabs are 955. vw � 1-- GONGRETEGOLUMN. : ' `�: - 1 1 b,,b. — — v , - CONCRETEPyI.LLFORV �•rt - 1 -.+.._., _ � �■1. •.: • •.s. ` ..�•• 1\111.1.1111.1111 DEGKJ015T53UPPORTL •�'^ l ;,-- •�, l 1' • 11D D�GK AREA , ; . .. . . i— ` • 1 CONG f04TfN6 FOR• UMN • • •gn1• '• . •.•1 TONE • 11 rLr� - , •. •FA{M�4-•Y• r '~. I•• . _ .� ..._:� 1, cry p �+, 1 i.• _ ., . • �ba.�r , :• .., -.. ., -, :. , . .::: ;.... -------f ' ,..7_,------ - -, ..... 1 1 •I. •• • • •4"CO•NGRE7.11 5LA13 • • �' 1Q t �• .� • • l' t pQLf5HEDGON TE pfNfSHI. l• t'• t• i m -- �� _ t o G1D DAM UN9f=R SLAB • • 1 II Y r y3"RID f • . { 1 • A4 1 �. 1 1 7 �s_i' • "`✓ sue• --1 ••�' t •'••.t�,�I• Y.'- .`•��•y~ _ ll 4 1 � d iN � � � 4 i :Z • : � • 1 7. 18 3� �" as__ ___ ^... . . ...J l 1 f L � 11 J 1 ° ., . �... .. ..W . sa r s. t: 1' • I S .. /... � �. NQ fOR DOOR .:. .. 1 , . .• . i 1 ogA1ntt_5PAi� 6"MfLV15QUEEN ��. 1 ' S' • • ' V. 1 _ } • BUG '1' 1340 5Gl ¢T r • 141 FOUND T40 �. • l• LU . �• . . . .. I.: 1 VI N • �fLAT�yl4YN ( 1.: . . • � • `l . 1 1 gai . -., rt...•• .. .• •' ••4, 123 .• •. •• •t-• •• •` ••, • y••. .' •r " �, t .� — -- �- - s , •l••• ♦ iLl I Aim . i t .ti �1 ,, _ . •• .. :• r . .• • I. ' •� • • '• • . ` .t l '. : �r.W �.,4 ;1 �l� • • \\I\ . 1 . ♦ 1 4 J iiii ` S : •• •'• •• •' ire �. 1 •SLO• PE GARAGE FLOOR , , 4 l.__ I r Ittil • r'77 1. • • :t 1 ' . • - `. .. .•'. .:•• •.6•4 s F•• • • •• : •• : • . '" •• : r 1 J E3 uYil,1TY, • • i. 1 , ., :' • : •> :. .• :• •• : “1"COWS . . : • 1• 1 L_ 1 �' •• + �—, �,: 1 :• . : •• : . ... . . '' ,: ~f . • • : 1 t 6•Mt.V15GUEEN 1 f111:• BUGKAUT fOR nOOR }: l 1 -- I —t — -- 24'-5• - �kZ Lower Level Walls and Main Floor Framing 1/8" = 1' �_ • n 5oe 52$-All floor sheathing is 12FD,typ. C _ ___ • - Floor and deck joists are OPA, typ. _. � � ,, - Stair framing per Arch and code min. 2? a8H i C • �1' `74� 2oN l . ti., 1 EJcT_ ` t. _lit s��� `r , Jr . —�a 488COT3)1_ ,.b4k,,.a.. I CO 5.5 1 4. > • __�8 �4�a t . ,, . i to 1- .__________ . . . . •--.:l : Iw -- _ ._.,,__,_,__, , . • , ,„ , /r______,,, _1,1...._771 :41, q i i . ___ .) gap _,_ ._ y. ty _ „ goi \ I— a' -46,g 3113 "ti is11 EN _ 6 n. o ,.... MP • . V _ V ..:_41 - - --.------.---- y / / -.' ,- ,..‘", ..4 q Z - • Q.14(27' ma 'i Sk3 Main Level Walls, Lower Roof Framing, and Upper Floor Framing _' . „_ _=— 1/8" = 1' T•lP - Roof diaphragm is 11RD,typ. ' 418SW 25 72 P -Truss and rafter layout is OPA,typ. All roof rafters are 60R,typ. 572 — -All interior floor sheathing is 12FD,typ. ` F4 C A - T--/ 410 - Floor joists are OPA,t \� 1 I 1 1 typ. Sow - -Stair framing per Arch.and code min. ��, --- ' � � , p y g per Arch and code min. hoc �' , °S Nbq Fireplace an chimney ramin e i r _ �-4. { I I 2Pw_ 3+V �, 7 10 ' ' — it I e C2¢ti 1 i3®S I 3i6 n T 24H DS � ''54 Q- �� r .7`�,W -.--' - -) d -__�i _'(\ ____— -----'/� 'II 2 Pw , 350 s `-'--- �I 9� 4�� 4 `. e -`,1 l 0 L 1iP ,I 336 > I av ritr 3`.6 2(� I m 1‘i< \ 'Po ' /W3 ) \I 1' I 11811 i i ) 2.544 fp 1 3 a3 � 2oN "� ) T iz. NI ell 21/w i L ) I > 1 l > 2P I- w - ,,.._________-,„-Ae , le 2.044 v.14 j 6)(7. No oauC-) 2,4 1I