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Home My WebLink About51982-Z �oAonf SOUIyQlO Town of Southold * * P.O. Box 1179 0 53095 Main Rd Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 47040 Date: 05/11/2026 THIS CERTIFIES that the building ACCESSORY-NEW STRUCTURE Location of Property: 4295 Vanston Rd Cutchogue, NY 11935 Sec/Block/Lot: 111.44-3 8 Conforms substantially to the Application for Building Permit heretofore,filed in this office dated: 05/27/2025 Pursuant to which Building Permit No. 51982 and dated: 06/09/2025 Was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: Accessory pavilion as applied for. The certificate is issued to: Joseph McCartney,Barbara McCartney Of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL: ELECTRICAL CERTIFICATE: PLUMBERS CERTIFICATION: rAl Aut o ' ed Signature of so&Tyo TOWN OF SOUTHOLD BUILDING DEPARTMENT • �� TOWN CLERK'S OFFICE CO°""'� SOUTHOLD, NY BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES WITH ONE SET OF APPROVED PLANS AND SPECIFICATIONS UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) Permit#: 51982 Date: 06/09/2025 Permission is hereby granted to: Joseph P McCartney 4295 Vanston Rd Cutchogue, NY 11935 To: construct accessory pavilion as applied for. Must maintain minimum 15'setbacks from side and rear yard lot lines. Premises Located at: 4295 Vanston Rd, Cutchogue, NY 11935 SCTM# 111.44-38 Pursuant to application dated 05/27/2025 and approved by the Building Inspector. To expire on 06/09/2027. Contractors: Required Inspections: Fees: Accessory-New Structure $273.63 CO Accessory $100.00 Total S373.63 Building Inspector �e East End Inspection Agency, LLC P.O. Box 35 East Quogue, New York, 11942 EEI (631) 594-2272 Fax (631) 594-2698 office@eastendinspectionagency.com East End Inspection Agency CERTIFICATE OF ELECTRICAL COMPLIANCE This Certificate of Compliance is limited to the inspection and compliance of electrical equipment and/or work described below, installed by the applicant and not after the final inspection date listed. Owner: Barbara McCartney Date: September 2, 2025 Address: 4295 Vanston Road Certificate No: 25-749 Cutchogue, NY 11935 Location of Property Inspected 4295 Vanston Road Cutchogue NY 11935 STCM Dist 1000 Section: 111. Block: -14 Lot: -38 Permit Number [X]Addition [X] Residential [X] Pavilion Fixture Outlets- 1 GFCI Receptacles- 1 Service Cond Size- Existing Switches-2 Other Fixtures- 1 led 1 - Fan Date of Roughing Inspection: Date of Final Inspection: 8/25/2025 The electrical work and /or equipment described above were inspected and appear to be in compliance with local, state and national electrical code requirements at the time of inspection. Installer: Custom Lighting of Suffolk License Number: ME38893 PO Box 1698 Mattituck, NY 11952 Electrical Inspector: "� - • ` I ` . APR 27 2026 Edward Seltenreich ho��Of SOUTyOIo - - # TOWN OF SOUTHOLD BUILDING DEPT. cougov, 631-765-1802 INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: DATE INSPECTOR FIELD INSPECTION REPORT DATE --�— COMMENTS }� FOUNDATION (1ST) ---- --. �� FOUNDATION (2ND) -- c ROUGH FRAMING & PLUMBING INSULATION PER N. Y. S`1'A"1'E ENERGY CODE G� F IN AL ADDITIONAL COMMENTS rn -- - ...............-..... Wk . y 0 TOWN OF SOUTHOLD—BUILDING DEPARTMENT q Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 �y,,o• �oo� Y` Telephone(631) 765-1802 Fax (631) 765-9502 https://www.soutlioldtoNvnny.gov Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only �; � • " PERMIT NO. Building Inspector: f; MAY - 1 2025 J Applications and forms must be filled out in their.entirety.Incomplete .applications'will not be accepted.-Where the Applicant is not the owner,an.. Owner's Authorization,form'(Page 2)shall be completed. Date: OWNER(S)OF PROPERTY: _ r Name: �oselh. u?�• 2 �11�( SCTM# 1000- Project Address: Phone#: 5110 3r-)- ��1 Email: ' c9 . mc,e (D o(I'le-,vlef— Mailing Address: CONTACT'PERSON:,``, Name: Mailing Address: Phone#: S�`o 3(-�_�131 Email: GL►'1'1C Q 0 4r1?i✓!e•�-e"� DESIGN PROFESSIONAL INFORMATION: Name. Mailing Address: Z P►�" .7 5 Phone#: 7 j -7 Email: CONTRACTOR INFORMATION: Name: '�� r -F ' ►�� Mailing Address: igog(7 d i kAd, t l?0 Phone#: Email: - v��iwe, n-tf_ DESCRIPTION'OF,PROPOSED CONSTRUCTION ewStructure ❑Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project: ❑Other $ �?Ont49 Will the lot be re-graded? ❑Yes EiNVoo Will excess fill be removed from premises? ❑Yes E3fr 1 FR0 PE RTY INFORMATION' ..' Existing use of property: dey) I Intended use of property: ASld-411�0d Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to this property? ❑Yes 946 IF YES, PROVIDE A COPY. Check Box.After Iteailng. The ovine/contractor/design professional-is responsb(e for all drainage and storm water issues as provided by Chapter 236 of the.,Town code. APPLICATION IS HEREBY MADE to the Building Department for the issuance'of a Building Per pursuant to the Building Zone .'Ordinance of the Town of Southold Suffolk,county,New York and other applicable Laws,Ordinances or Regulations,for the construction of buildings, additions,alterationsor for,,removal or demolition as herein described.The applicant agrees,to'comply withall applicable.laws„ordinances,,building code, housing code and regulations and to admit authorized inspectors on.premises.and in buildings)for necessary inspections.Ralse'statements made herein are „ . punishable as a Class or pursuant to section 210.45 of the New York State Penal Law: Application Submitted By(print na e), ❑Authorized Agent�wner Signature of Applicant: �� Date: �7c. 2-4 2® w STATE OF NEW YORK) SS: COUNTY OF �o,� ) Ate - n� being duly sworn, deposes and says that(s)he is the applicant (Name of i dividual signing contract)c4bove named, (S)he is the (Contractor,Agent, Corporate Officer, etc.) of said owner or owners,and is duly authorized to perform or have performed the said work and to make and file this application;that all statements contained in this application are true to the best of his/her knowledge and belief;and that the work will be performed in the manner set forth in the application file therewith. Sworn before me this day of A . 2016' Notary Public DEBORAH J.DOLAN Notary NPublic,State of York o.01 D05000137 PROPERTY OWNER AUTHORIZATION commission Expires A gust 10,county u (Where the applicant is not the owner) I, residing at do hereby authorize to apply on my behalf to the Town of Southold Building Department for approval as described herein. Owner's Signature Date Print Owner's Name 2 Za5 casmFw.c, ..urac,*.zmumz.,.>ra�a6 ^ammlra."S.vnvmms«x'+uz:s,swfi'awt:r. ix�wx,7^a—oaa.�:ieca.;.,�smaw.mm'.;apa�+�«mumZ..smaw e.*nf,...-- ia>,.eku:e6.,�tact2.•.t•,:m •o '�•..a.' 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M ��' ",'^;`!w=�wRwWdc.{^is,+ls'm?a '?� "�n9�?'��w;awmwrRmti'e'�w'�-:-,p.w'Kdr)AvwRYiy,�+_�+.Y.wt wr.:.:an.�.'a+a.+a.,m�''..<-i,A��aw,.M+fi9^s�N'rw�n':a+..,ytiw.,emgrie.M:.w �i^x:wvF:r#,A`+CawK.a.�wa'•isHaA+..l.t%MM,rHiu�ABr�?R=.'�.v"^�✓' f - GENERAL NOTES 1 4'X2O' Rectangle Vinyl Pavilion All notes This not necessarily apply due to different requirements on each project.This plan is intended to reflect only the structural design of this ppp 0 ED AS NOTED building.The contractor shall review all applicable local,state,and federal building codes prior to the start of construction to ensure building B.P Joe McCartney conformance. Timber Tech Engineering,Inc.is not responsible for CA lJ� information pertaining to this project if not shown on drawings or listed JJ 4295 Vansto n Road below. Revisions to the plans shall be approved by engineer of record. COMPLY WITH ALL CODES OF F� slD�BY: DESIGN REQUIREMENTS NOTIFY BUILDING DEPARTMENT AT NEW YORK STATE&TOWN CODE 3 Cutchog u e, NY 11935 1.Governing Code: 63176&1802 8AM TO 4PM FOR THE AS REQUIRED AND CON • ITIONS F Including,not limited to:IBC 2018 FOLLOWING INSPECTIONS: SOLD T ZBA 2.Risk Category 1 11. FOUNDATION-TWO REQUIRED 3.Dead Loads: FOR POURED CONCRETE SOUTH AWN PLANNING BO DESIGN ENGINEER. A.Roof 10 psf B.Floor n/a psf 2 ROUGH-FRAMING 8�PLUMBING SOUTH TOWN TRUSTEES 4.Live Loads: & INSULATION NX C A.Roof(See also note#4) 30 psf 4. FINAL-CONSTRUCTION MUST lm B.Floor n/a psf BE COMPLETE FOR C.O. aD 5.Snow Loads: ALL CONSTRUCTION SHALL MEET THE SCHD - A.Design Roof Snow Load 30 psf B.Ground Snow(P9) 45 psf REQUIREMENTS OF THE CODES OF NEW C.Flat Roof Snow(Pf) 30 psf YORK STATE. NOT RESPONSIBLE FOR ti-mbertech D.Snow Exposure Factor(Ce) 1.0 DESIGN OR CONSTRUCTON ERRORS E.Thermal Factor(Ct) 1.2 ENGINEERING F. Slope Factor(Cs) 1.0 G.Snow Load Risk Factor(1) 0.8 H.Drift Surcharge Load(Pd) n/a East: 22 Denver Road,Suite B Denver,PA 17517 I. Drift Surcharge Width(W) n/a N 717.335.2750 Fax:717.335.2753 J. Unbalanced snow loads have been considered OCCUPANCY OR '` West: 406 S Main Street,PO Box 509 Kouts,IN 46347 s.Wind Loads(ASCE 7-16) RETAIN STORM WATER RU FF A.Basic Wind Speed(V) 160 mph " ° USE IS UNLAWFUL PURSUANT TO CHAPTER 219.766.2499 Fax:219.766.2394 B.ASD Wind Speed 142 mph ,n, Southeast: 172 Luyben Hills Road,Kingston Springs,TN 37082 C.Wind Exposure Category C 3 3 �'V ITHOUT CERTI FICX ETOWN COOS D.Internal Pressure Coefficient(GC 1) 0 615-378-1535 Fax:615-378-1587 E.Component&Cladding(C&C)Wind Load r� �� O F OCCUPANCY I. Roof Zone 1 +50.6,-37.8 psf I �\ www.timbertecheng.com ii. Roof Zone 2 +78.0,-58.7 psf iii. Roof Zone 3 +101.3,-75.6 psf O I 0IQ O GO 12 a creative engineering firm,providing solutions iv. Dimension a 4' and building relationships I ,' `\ I 7.Earthquake Design Data: I I A.Analysis based on equivalent lateral force procedure) � �..\/ \'I ELECTRICAL D rawi n g. Index B.Cantilevered Column:Timber Frame ' '� ` INSPECTION REQUIRED C.Mapped and Design Spectral Response Acceleration = 3 Z rz) 3 I. Ss 0.62 � , � Cover Page Notes ii. S1 0.35 H iii. sDS 0.54 All exterior lighting 1 Elevations,Post Layout Plan iv. Sol 0.40 C&C Roof Zone Definitions Installed,replaced or D.Occupancy Risk Factor,le 1.0 2 Roof Framing Plan,Cross Section A/2,Detail A-A/2 E.Site Class D repaired shall conform F.Seismic Design Category D to Chapter 172 3 Detail B-B/3 G. Response Modification Factor(R) 1.5 H. Deflection Amplification Factor(Cd) 1.5 of the Town Code 4 Detail B-B/4 I. Seismic Response Coefficient(Cs) 0.36 5 Detail C-C/5,Detail D-D/5,Base Angle Detail J.Design Seismic Base Shear(V) 999 lb 8.Roof Rain Load TTE DRAWING NUMBER: E111-25 6 Detail E-E16,Angle"Al",Angle"A2" A. Rain Intensity(1) 8 in/hr 4/2/25 OFNE6y), 7 Detail F-F/7 y o 9,�. 8 View 1 Detail F-17/7,View 2 Detail F-F/7,Plate"P2" c s 9 Notes �s •0739 fES F1 Foundation Details F2 Foundation Notes Timothy R.Royer,P.E.NY Eng.#73963 Expiration Date:03/31/2026 timbertech 12 12 ENGINEERING g 6 East:22 Denver Road,Suite B Denver,PA 17517 Ph:717-335.2750 Fax 717-335-2753 West:406 S Main Street,PO Box 509 Kouts,IN 46347 Ph:219-766-2499 Fax:219-766-2394 Southeast:172 Luyben Hills Road,IGngslon Springs,TN 37082 Ph:615-378.1535 Fax 615-378-1587 www.timbertecheng.com a creative engineering firm,providing solutions and building relationships This drawing is the property of Timber Tech Engineering,LLC and reproduction,alteration or use of this drawing without the written consent of Timber Tech Engineering,LLC is prohibited.Drawings shall not be scaled to obtain dimensions. The contractors and builders Involved on this project shall verify al dimensions and conditions before starting ork and any discrepancy shall be reported t the engineer in writing before starting work. 4/2/25 �_OF NEW yo End Elevation , ,r = ._ ,. rA Side Elevation Scale%4' = 1'-0e s WE 07- Scale 1 0 2 FES Timothy R.Royer P.E.NY Ced#73963 Expiration Date:03-31-2026 Contractor: 5 2"x5 2'treated glulam post, Country Lane Woodworking laminations oriented as shown 540 Hollander Road New Holland,PA 17557 FNote: PH:(717)351-9250 tation of red rawing Title: Elevations Post Layout Plan 0 c� ti3 O�'I� Project: 14'x20'Vinyl Pavilion for Joe McCartney 4295 Vanston Road Cutchogue,NY 11935 Revisions: Data: IS. Post Layout Plan I n c n Drawing Number. - Page:1 of 9 Scale/ 1 0 Engineered6y. T.Royer StadDate:4 25 Drafted B) , a er Gorged Date:412125 Frafter after Connection: rA ouble rafter to ridge at top of t i m b e rt e c h 2 (3)#10x3 z'screws, per ply ENGINEERING 20'-8" (2) 2x6 ridge East:22 Denver Road,Suite B Denver,PA 17517 2x4 rafter, fasten to ridge w/(3) Ph:717-335-2750 Fax:717-335-2753 1„ West:406 S Main Street,PO Box 509 Kouts,IN 46347 #10x3 2 screws, toed Ph:219-766.2499 Far219-766-2394 2'-4" 2'-t)" 2'-t)" 2'-t)" 2'-0" 2'-0" 2'-t)" 2'-t)" 2'-Ou 2'-4" Asphalt shingles over 2x4 Collar tie,each side Southeast:172Luyben Hills Road,IOngston Springs,TN37082 of double rafter Ph:615378-1535Fax:615.378-1587 I 1x6 T and G #1 SYP www.timbertecheng.com Detail E-E/6 deckingfastened to a creative engineering firm,providing solutions rafter w/(2) 2" staples and building relationships 3 2"X8"vinyl face board / �„ This drawing is the property of Timber Tech Wf 2 crown OR (2) 6d nails Engineering,LLC and reproduction,alteration — — — — — — — — — — — — or use of this drawing without the written consent of Timber Tech Engineering,LLC is N prohibited.Drawings shall not be scaled to 1 x6 T&G#1 SYP decking obtain dimensions. The contractors and n Detail A 2 Scale 1" = 1'-011 builders Involved on this protect shall verifyal Oj - -- -- - — — - — - — - -- — ork and dimensions discrepancy shall beereported t CV Fill I — _ _ — - III Typical Single Rafter the engineer In writing before starting work. o I I' — — — — — — — — - — I Detail D-D/5 N I I I 1 - - — — — — — - - - l (1)2x8 and(1)2x6 top 4/2/25 �CF rmtw — — — — plate,flat,side by side N OO 11 I I I — — — — — 1 I ! •0739 fES I I ' -- -- — — — -- -- — — -- — (2)2x6 hip rafter Timothy R.Royer P.E.NY Cert#73963 Detail A-A/2 Expiration Date:03-31-2026 5 Z"x5 Z'treated glulam Contractor: _ _ - _ __ _ I I post,wrapped (2)2x6 ridge Country Lane Woodworking q — — — — — — _— — — — — — Asphalt shingles over 540 Hollander Road �' _— — — — — — — - — —_ — — 1 x6 T and G decking New Holland,PA 17557 - - - - - - - - - - - PH:(717)351-9250 2x4 rafter,spaced as shown Top plate may be spliced at \ s 12 2x4 rafters double rafter location only �;, (1)2x8 and (1)2x6 top plate,flat rawing Title: Roof Framing Plan 3,,, y Roof Framing Plan Scale Y4'= 1'-0" z vinyl face board Cross Section A/2 (2) Ply 2x4 collar tie Detail B-B/3; B-13/4 Detail A-A/2 (4)2x8 header Sao 5 2'x5 2'treated laminated Project: o post,wrapped 14'x20'Vinyl Pavilion for BID Joe McCartney 4295 Vanston Road 13'-0%4' Cutchogue,NY 11935 Detail C-C/5 Revisions: Data: 1B. Cross Section A/2 Scale = 1'-0" Drawing Number. Page:2 of 9 4 Engineered By. T.Ro er I Start Date:4 25 Drafted By. . a er I certified Date:4/2/25 Asphalt shingles over 1x6 T and G #1 SYP decking fastened to rafter w/ (2) 2" staples w/2' crown OR (2) 6d nails 5 2'x5 2" treated glulam post t i m b e rte c h ENGINEERING (1)2x8 and (1) 2x6 top plate, flat, East 22 Denver Road,Suite B Denver,PA 17517 (4) 2x8 header, fasten ply 2 to ply 1 Ph:717-335-2750 Fax:717-335-2753 fasten to header w/(2)%"Ox3%2' lag „ 1 „ West:406 S Main Street,PO Box 509 Kouts,IN 46347 w/(2) .113 x2 g nails, 16 o/c. Fasten Ph:219-766.2499 Fax:219-766.2394 screws 24" o/c, close to rafter Southeast: Luyben Hills Road,Kingston Springs,TN 37062 plies 3 and 4 individually to plies 1 Ph:61"78.1535 Fax:fi15-378-1587 and 2 w/ (2) .113"x3" nails, 16" o/c www.timbertecheng.com a creative engineering firm,providing solutions and building relationships 2x4 rafter, fasten This drawing is the property of Timber Tech to 2X8 to late 3 2'Xg"vinyl trim Engineering,LLC and reproduction,alteratio p p or use of this drawing without the written w/ (2)#10x3 2' 3 2'X8"vinyl face board fasten consent of Timber Tech Engineering,LLC is prohibited.Drawings shall not be scaled to screws, toed to top plate w/2 1/2" obtain dimensions. The contractors and V builders Involved on this project shall verify al finish nail 8" o/c i dimensions and conditions before starting ork and any discrepancy shall be reported t the engineer In writing before starting work. (4) 2x8 header, fasten ply 2 to ply 1 w/ (2) .113"x2$" nails, 16" o/c. Fasten plies 3 and 4 individually to plies 1 and 2 View 2 Detail B—B/3 Scale 1" = 1'-0" 7 8"x$" vinyl trim w/ (2) .113"x3" nails, 16" o/c 4r2ns oFNElvr0, 5`Pdc�r nnY 9� 5 2"x5 2'treated glulam post, wrapped pj9 s Detail B—B/3 Scale 1" = 1'-0" (1) 2x8 and (1) 2x6 top plate, flat, fasten 2x8 to header w/ Timothy R.Royer P.E.NY Cert#73963 Typical Single Rafter (2)a"x3 2' galvanized lag screws 24" o/c, close to rafter Expiration Date:03-31-2026 Fasten outside ply of 2x8 header to post (4) 2x8 header, fasten ply 2 to ply 1 w/ Contractor: 2x4 rafters (2) .113"x2 a" nails, 16" o/c. Fasten Country Lane Woodworking w/ (12)#10x3 2' screws, concentrated plies 3 and 4 individually to plies 1 and 540 Hollander Road near top of header 2 w/ (2) .113"x3" nails, 16" o/c New Holland,PA 17557 PH:(717)351-9250 3 z'x$"vinyl face board fasten �n Drawing Title: to top plate w/2 1/2" o 0 0 o 2x4, flat, fasten to brace w/ (2)#10x3 2 Detail 13-13/3 finish nail 8" o/c o0 1'-11�/g" wood screws and fasten to bottom of Post notched at top to accept outside 0M o o header w/(4)TLOK04 screws ply of header from each direction 3" 4x6 block, fasten to post w/ (4) TLOK08 screws and (2)TLOK06 Project: screws, ensure 3" min. penetration into column; fasten to header w/ 14'x20'Vinyl Pavilion for (2) TLOK06 screws and (2)TLOK08 screws, ensure 3" min. Joe McCartney 5 2"x5 2" treated glulam post penetration into header 4295 Vanston Road 5/2 Cutchogue,NY 11935 $" APA rated plywood sheathing on outside and inside face, fasten each around perimeter w/#10x2 2'wood screws OR 10d nails, 3" o/c Revisions: Date: B 2x4 stud, fasten to brace w/ (2)#10x3 2'wood screws Drawing Number. - Page:3of9 View 1 Detail B—B 3 Scale I" = 1'-0" rEngmeered By. T.Ro er Stan Date:4 25 Drafted By: Ualyer Gerofted Date:4/2/25 timbertech ENGINEERING Denver Road,Suite B Denver,PA Asphalt shingles over 1x6 T and G #1 SYP decking East:2 Ph:717-3352750 Fax:7117-335-275317517 fastened to rafter w/ (2) 2" staples w/2' crown West:40P6hSZ gin G2499POBox509 6-2394N46347 Southeast: Luyben Hills Road,IGngslon Springs,TN 37062 OR (2) 6d nails Ph:615278-1535 Fax:615.378-1587 www.timbertechong.com (1) 2x8 and (1) 2x6 top plate, flat, fasten a creative engineering firm,providing solutions to header w/ (2) "0x3%2' lag screws 24" and building relationships 3/ o/C, close to rafter This drawing is the property of Timber Tech Engineering,LLC and reproduction,alteration or use of this drawing without the written consent of Timber Tech Engineering,LLC is prohibited.Drawings shall not be scaled to obtain dimensions. The contractors and builders Involved on this project shall verify al dimensions and conditions before starting „ ork and any discrepancy shall be reported t (2) 2x6 hip rafter 3 2 1„x$ vinyl trim the engineer in writing before starting work. 3 z"x$" vinyl face board fasten (2) Steel Angle "All' V to top plate w/2 1/2" 4ni25 DF NEW yp finish nail 8" o/c 7 8"x5"vinyl trim (4) 2x8 header, fasten ply 2 to ply 1 w/ (2) .113"x2 8" nails, y _ 16" o/c. Fasten plies 3 and 4 individually to plies 1 and 2 r0739 w/ (2) .113"x3" nails, 16" o/cS Timothy R.Royer P.E.NY Cert#73963 Expiration Date:03-31-2026 5 z"x5 2' treated glulam post, wrapped Contractor: Detail B—B/`/�'1" Scale 1" — V-0" Country Lane Woodworking 540 Hollander Road Hip Rafter Connection New Holland,PA 17557 PH:(717)351-9250 rawing Me: Detail 13-13/4 Project: 14'x20'Vinyl Pavilion for Joe McCartney 4295 Vanston Road Cutchogue,NY 11935 Revisions: Date: B. Drawing Number. Page:4 of 9 Engineered BY T.Ro er start Date:4 25 Drafted By a er Certified Date:4/2/25 (3) TLOK04 screws (2)#10x3 2°wood screws (2) 2x6 ridge w/(14) VU 1rr 1n #10x2 2" screws, 7 from t i m b e rt e c h 5 2 x5 2 treated laminated post each side, near hip rafters ENGINEERING (2) 2x6 hip rafter fastened together East:22 Denver Road,Suite B Denver,PA 17511 5"X5�"verticals aver block Ph:717-335-2750 Fax:717-335-2753 4 2 p w/ (2)2 8" nails, 1 from each side, West*406SMainStreet,POBox509 Kouts,IN 46347 Ph:219.766.2499 Fax:219-766-2394 up to bottom o brace staggered, 12" o/c Southeast:172Luyben Hills Road,IOngston Springs,TN37082 Post assembly wrapped in vinyl sleeve Ph:615378-1535 Fax:615-378-1587 (3)TLOK04 screws www.timbertecheng.com a creative engineering firm,providing solutions V and building relationships Steel base angle, see Base Angle Detail (2)#10x3 2"wood screws This drawing is the property of Timber Tech Engineering,LLC and reproduction,alteratio Detail D D/5 scale 1" = 1'-0" or use of this drawing without the written consent of Timber Tech Engineering,LLC is Option 1prohibited.Drawings shall not scaled to obtain dimensions. The contractors and builders Involved on this project shall verify al dimensions conditions ork and any discrepancy pancy shall be reported t Detail C_C/5 Scale 1" = 1'-0" (3) TLOK04 screws 1" the engineer in writing before starting work. (2)#10x3 2 wood screws (2) 2x6 ridge w/(14) 4i2i25 OV NEW., 5n 1„ #10x2 2" screws, 7 from cam) 4 x5 2 vertical spacer block each side, near hip rafters up to bottom of brace (2) 2x6 hip rafter fastened 5 2'x5 2'treated laminated 3„ � n739 = post, wrapped, w/decorative base together w/ (4)8 thru bolts �S Post assembly wrapped in vinyl sleeve (3) TLOK04 screws Timothy R.Royer P.E.NY Cert#73963 0 o Expiration Date:03-31-2026 Steel base angle, see Base Angle Detail (2)#10x3!"wood screws Contractor: Detail D-D/5 Scale 1" — 1'-0" Country Lane Woodworking 93�a New Ho540 lland,r Road Option 2 PA 17557 3■ PH:(717)351-9250 View 1 Detail C—C/5 Scale 1" = 1'-0" (1)5/'TO hole for t"Ox4'r Drawing Title: screw anchor Detail C-C/5 �o010Detail D-D/5 $' steel Base Angle Detail 331t 8 Project: 14'x20'Vinyl Pavilion for 0 o Joe McCartney 0 0 0 _ 4295 Vanston Road Cutchogue,NY 11935 0 Revisions: Date: B. (7)-!'TO holes for(7) #10x3!"wood screws Base Angle Detail " ' " Drawing Number. - Page: a of&2E Scale 3 = 1 -0 Engineered By. T.Ro er Start Date: Drafted By: K.Salyer certified Date:4/2125 timbertech ENGINEERING East:22 Denver Road,Suite B Denver,PA 17517 (2) 2 1 nx8n 3n 1 n steel angle "Ali'--,,, I I Ph:717-335-2750 Fax:717-335-2753 2 x3 a xg West:406 S Main Street,PO Box 509 Kouts,IN 46347 each side of hip, fasten each to top Ph:219-766-2499 Fax:219-766-2394 1 n Southeast 172 Luyben Hills Road,Kngston Springs,TN 37082 plate w/(12)#10x1 2 wood screws Ph:615378-1535 Fax:615-378.1587 www.timbertecheng.com a creative engineering firm,providing solutions M and building relationships M \-2x6 double hip rafter 9 P This drawing is the property of Timber Tech Engineering,LLC and reproduction,alteration 51,0 thru bolt or use of this drawing without the written a2x6 top plate, flat consent of Timber Tech Engineering,LLC is prohibited.Drawings shall not be scaled to obtain dimensions. The contractors and 2x8 top plate, flatbuilders Involved on this project shall verify al 3 2'x8"vinyl face board dimensions and conditions before starting ork and any discrepancy shall be reported t the engineer in writing before starting work. Detail E E/6 Scale 1 rr _ 1 r—Orr 4/2l25 pF NEW SbPY �Pp�,p9'�' - i c+ 0739 2 FES Timothy R.Royer P.E.NY Cert#73963 Expiration Date:03-31-2026 Contractor: 1s"0 hole for z"0 bolt Country Lane Woodworking 540 Hollander Road 2"x2"x$" gusset, weld each leg New Holland,PA 17557 w/2" long!"fillet, inside only PH:(717)351-9250 �s'0 hole for 5"0 bolt 1� 3�� "Al„ 1rr rr 1n 3rr rr n 2 2 x3 g 4e steel plate at each Angle 2 2x6 )%1 x3-a steel angle A2 2 1/2"x8"x3 3/8"x1/8"steel angle"Al" -1"0 hole for wood Drawing Title: 1/4"0 hole for wood screw o screw (1 of 10) Detail E-El6 0 0 o Angle Al o Angle"A2" 0 0 0 0 o Note: 0 0 0 o Use flat washers under bolt 0 o head and nut(1 8"O.D. min.) Project: 0 0 0 14'x20'Vinyl Pavilion for Joe McCartney Angle 11AT Scale 3" — 1'-0" 4295 Vanston Road Angle "Al „ Scale 3" = 1'-0" Cutchogue,NY 11935 Revisions: Date: Br. Dravdng Number. Page:6 of 9 Engineered BY T.Ro er Start Date:4 25 Dratted By: , a er certified Date:412125 timbertech ENGINEERING East:22 Denver Road,Suite B Denver,PA 17517 Ph:717-335-2750 Fax:717-335-2753 Fasten 2x8 top plate to intermediate post w/ West-406S Main Street,PO Box 509 Kouts,IN46347 Ph:219-766-2499 Fax:219-766-2394 (12)#10x3 2'wood screws, 6 each side of splice Southeast:172Luyben Hills Road,IGngslan Springs,TN37082 Ph:61M78.1535 Fax:615378-1587 (2) 2x4 rafter, fasten to top plate w/ (2)Angle "A2", 1 each side (2) MSTA 30 Simpson straps on top of header, www.timbeftechenga creative engineering firm,providing solutions placed centered on splice in header and building relationships This drawing is the property of Timber Tech 2 1/2"x6"x3 3/8"x1/8" steel Engineering,LLC and reproduction,alteration or use of this drawing without the written angle "A2"w/(1)2"0 thru bolt consent of Timber Tech Engineering,LLC is prohibited.Drawings shall not be scaled to obtain dimensions. The contractors and builders Involved on this project shall verify al Asphalt shingles over 1 x6 T and G #1 SYP decking dimensions and conditions before starting ork and any discrepancy shall be reported t fastened to rafter w/ (2) 2" staples w/2" crown the engineer In writing before starting work. OR (2) 6d nails 4/2125 Of NEW (1) 2x8 and (1) 2x6 top plate, flat, y4P ANY RAy�9f fasten to header w/(2)3/"0x3%2" lag * F screws 24" o/c, close to rafter e ys ti - •0739 3 2"Aa"vinyl trim s 3 2'xs" vinyl face board fasten (2) 2x4 collar tie, fasten each ply to rafter °' to top plate w/2 1/2" Timothy R.Royer P.E.NY Cert#73963 w/ (5)#10x3 Z'wood screws each end ° finish nail 8" o/c Expiration Date:03-31-2026 7 1 5 vinyl trim Contractor: V Country Lane Woodworking 540 Hollander Road New Holland,PA 17557 (4) 2x8 header, fasten ply 2 to ply 1 w/ (2) .113"x2$" New Holland, nd,PA nails, 16" o/c. Fasten plies 3 and 4 individually to plies 1 and 2 w/ (2) .113"x3" nails, 16" o/c rawing Title: Detail F-F/7 5 2"x5 2" treated glulam post, wrapped, beyond Project: 14'x20'Vinyl Pavilion for Joe McCartney 4295 Vanston Road Cutchogue,NY 11935 Detail —F 7 Scale 1" = 1'-0" Center Double Rafter Revisions: Date: B. Drawing Number. Page:7oft4/2/2J5 Engineered By. T.Royer Stag Date:::::: Draped By. . a er certified Da 2x4 double rafter, fasten 22 to 2x8 tension ring w/angle "A2' 1" and (1)#10x3-1' screw, each ply t i m b e rte c h (1) 2 2"x6"x3 a"A" steel angle "A2" 3„ ENGINEERING each side of double rafter,fasten each 4 East:22 Denver Road,Suite B Denver,PA 17517 to top plate w/ (10)#10 wood screws Ph:717-335.2750 Fax:717-335-2753_ west 406 s Main street,PO Box 509 Kouts,IN 46347 (1 1n 1n rIN Ph:219-766-2499 Fax:219-766.2394 2 screws typical except(2)3 2 SCreWS) O O Southeast 172Luyben Hills Road,IOngsten Springs,TN37082 2 1"x9 1"x 10 gauge steel late "P2" Ph:615-378-1535Fax:61M78-1587 2x8 top plate, flat 2 2 g g p SIN www.timbertecheng.com w/(12)4 0 holes for#10x1 2' screws, N a creative engineering firm,providing solutions •• •• (6) into each top plate member O o and building relationships o•• 0 o a •• This drawing is the property of Timber Tech SIN Engineering,LLC and reproduction,alteration -icq N or use of this drawing without the written consent of Timber Tech Engineering,LLC is Splice in tension ring to . o O prohibited.Drawings shall not be scaled to obtain dimensions. The contractors and occur at this location only SIN uliders Involved on this project shall verify al V dimensions and conditions before starting O O ork and any discrepancy shall be reported li the engineer In writing before starting work. Plate"P2" \_2x6 top plate, flat O O 2'Q1 thru bolt 3 2"x8"vinyl face board O o `- 4`2`25 <�°F NE4yYO y�Pdc�Y xnt,pp 9f View 1 Detail F-F/7 Scale 1" = 1'-0" Plate TZ' Scale 3" = 1'-0" yf' •yE •0739 FES Timothy R.Royer P.E.NY Cert#73963 Expiration Date:03-31-2026 Contractor: (2) 2x4 rafter, center location only Country Lane Woodworking 540 Hollander Road (1) 2x8 and (1) 2x6 top plate, flat, fasten 2x8 to header w/ New Holland,PA 17557 2x4 rafters (2)s"x3 2' galvanized lag screws 24" o/c, close to rafter PH:(717)351-9250 (4)2x8 header, fasten ply 2 to ply 1 w/ Tll� (2) .113"x2 g" nails, 16" o/c. Fasten Drawing Title: plies 3 and 4 individually to plies 1 and View 1 Detail F-F/7 2 w/ (2) .113"x3" nails, 16" o/c View 2 Detail F-F17 Plate"P2" ° ° ° ° ° Project: 14'x20'Vinyl Pavilion for ° 0 a 0Joe McCartney 4295 Vanston Road Splice in tension ring to Cutchogue,NY 11935 occur at this location only Revisions: Date: View 2 Detail F-F/7 Scale 1" = 1'-0" Drawing Number. Page:8 of 9 Engineered Br• T.Royer Start Date:4 25 Droned By , a er Certified Date:412/25 timbertech ENGINEERING East:22 Denver Road,Suite B Denver,PA 17517 Ph:717-335-2750 Fax:717-335-2753 WOOD West:406 S Main Street,PO Box 509 Kouts,IN 46347 Ph:219-766-2499 Fax:219-766-2394 1.General Requirements Southeast:172 Luyben Hills Road,IGngston Springs,TN 37082 A.Structural wood members and connections shall be of sufficient size Ph:615-378.1535 Fax 615-378.1587 or capacity to carry all design loads without exceeding the allowable www.timbertecheng.com design values specified in"The National Design specification for a creative engineering firm,providing solutions and building relationships Wood Construction"(NDS),and its"Supplement"by the American Wood Council(AWC). This drawing is the property of Timber Tech B.Wood members used for load supporting purposes shall have the grade Engineering,LLC and reproduction,alteration mark of a lumber grading agency certified b the American Lumber or use of this drawing without the written g g 9 Y Y consent of Timber Tech Engineering,LLC is Standards Committee. prohibited.Drawings shall not be scaled to 2.Heavy Timbers obtain dimensions. The contractors and W builders Involved on this project shall verify al A.Structural solid sawn timbers shall be designed,fabricated and installed in accordance with the NDS dimensions and conditions before starting by AWC. Nork and any discrepancy shall be reported t B Structural glued laminated soft wood timbers shall conform with the"American National Standard or the engineer In writing before starting work. Structural Glued Laminated Timber",(ANSI/AITC 190.1). C.Structural decking shall conform to the NDS. 4/2/25 ��DF NEW yo D.Glued laminated columns shall be manufactured with laminating combinations that will provide a SAP am p�9� minimum design value of 1,850 psi for compressive stress(Fc),and 2,200 psi for bending stress(Fb). 3.Dimension Lumber , A.All lumber species,graded visually or mechanically,shall comply with the NDS by AWC,and the"American Softwood Lumber Standard"(PS 20)by the U.S. ys NE 0739 Department of Commerce. FES B.The minimum grade and species for posts,beams,headers,and other primary structural members shall be Dense Select Structural Southern Pine,unless specified otherwise. C.Lumber used for secondary framing shall be#1 Southern Yellow Pine(SYP)or better. Timothy R.Royer P.E.NY Cert#73963 D.Mechanically laminated columns shall conform with ANSI/ASAE EP 559. Expiration Date:03-31-2026 4.Pressure Preservative Treatment(PPT) A.Pressure treatment to be performed according to the American Wood Preservers' Contractor: Association(AWPA)standards. Country Lane Woodworking B.Pressure treated members shall have the inspection mark of an agency accredited by the 540 Hollander Road American Lumber Standards Committee. New Holland,PA 17557 C.Preservative: Ammonia Copper Quaternary ammonia(ACQ)or Copper Boron Azole(CBA) D.Minimum waterborne treatment retention shall be 0.4 pcf for members above ground,and PH:(717)351-9250 0.6 pcf for members in contact with earth. E.Treat indicated items and the following: 1.Wood members exposed to weather or insect infestation. Drawing Title: 2.Wood members in direct contact with earth or concrete. Notes 3.Wood members exposed to high moisture content(>19%for dimension lumber,>16%for glued laminated timber). 4.Wood members less than 12 inches above grade. F.Field treat newly exposed wood where cutting,drilling or notching pressure treated lumber. G.Metal connectors used in treated wood shall be hot-dip galvanized as per ASTM A153. 5.Connections shall be designed and constructed according to the NDS by AWC and shall conform to the following: A.The minimum connection shall be two#10x3" wood screws,or as detailed on the drawings. Project: B.Other connections as per standard construction practice. 1420'Vinyl Pavilion for Polyvinyl Chloride Compound(PVC) Joe McCartney 1.General Requirements 4295 Vanston Road A.PVC sleeve material used to wrap wood members to be supplied according to Cutcho Ue,NY 11935 Certainteed corporation specifications or equivalent. 9 B.PVC sleeve material to be 0.160"thick for posts,and 0.105"thick for other structural members Revisions: Date: i0fd Qft:gineemd er. Page: T.Ro er start Date:4 25 . a er ceded Date:412/25 5 2"x5 2'treated laminated post 2 x5 2"vertical spacer block 5 1"x51"treated laminated post, wrapped t i m Ge rte c h 2 2 P PP ENGINEERING u to bottom of brace 1n P 4 x5 2 vertical spacer block East:22 Denver Road,Suite B Denver,PA 17517 Ph:717-335-2750 Fax 717-335-2753 Post assembly wrapped in vinyl sleeve up to bottom of brace West:406 S Main Street,PO Box 509 Kouts,IN46347 P 3n 1n 3n Ph:219-766-2499 Fax:219-766-2394 Vinyl base trim 1 s x4a xg x3 g angle, fasten to post w/(7) Southeast:17 Luy 5-378.ben Hills Road, Kn Springs,IN37082 #10x3 2' screws and to concrete pier w/ %4" �/1 www.timbertecheng.com Finished grade 1„ „ a creative engineering firm,providing solutions (1)2 0x4 screw anchor and building relationships Finished grade _ This drawing is the property of Timber Tech N 3n rr 1n 3n N d d N Engineering,LLC and reproduction,alteratio 1 g x4 xg x3 g angle, fasten to post w/ (7) M or use of this drawing without the written dr d �rohib ted Drawings shall not be scaled to ° nsent of Tmber Tech Engineering,LLC is #10x3 2' screws and to concrete pier w/ S uare to o tion used to a p g • Q p P °'• •• obtain dimensions. The contractors and ° (1)2'0x4" screw anchor accommodate a aver brick d a• ` ulldens Involved on this project shall�erlfy al P d d d dimensions and conditions before starting d d patio, stamped concrete pad, ° ork and any discrepancy shall be reported t the engineer In writing before starting work. ° or other finish materials Q " #3 stirrup wrapped around vertical ° 4,2,25 41 #3 stirrup wrapped around vertical bars, equally spaced (1 of 3) d d ��°F NE4yYo o d bars, equally spaced (1 of 3) ° ° 0 5`P � '�9� "' ° Hold to stirrup down OF for anchor P P a ° bolt clearance d : a - '. ° F, d a Concrete sonotube, 3000 psi d ds 39 ° 07 ° a Concrete sonotube, 3000 psi a ° #4 vertical rebar(1 of 4) a ° a d• d ^ ° _ d TimothyExp raRon Date:03 31-026 3963 #4 vertical rebar (1 of 4) CV CV Contractor. V-8"O n Country Lane Woodworking 2-2 �1 540 Hollander Road New Holland,PA 17557 Pier Design Scale 1" — 1'-0" Alternative Pier Design Scale 1" = 1'-0" PH:(717)351-9250 Square Top Provide 3" min. �'' 1 n \ 1n 1rr Drawing Title: � 10/2 5 2 x5 z treated laminated Foundation Details concrete cover for 5 2'x5 2"treated laminated vertical rebar post, wrapped, w/decorative base / post, wrapped, w/decorative base \ Edge of vinyl base trim Edge of vinyl base trim =� 1 G Square concrete pier \ 1 f 20"0 concrete sonotube - 26"0 concrete sonotube Project: ;° 1420'Vinyl Pavilion for 1 a"x4"xa"x3 8' angle, fasten to post w/(7) 1 $"x4"xa"x3 a° angle, fasten to post w/(7) Joe McCartney #4 vertical rebar, #10x3 2' screws and to concrete pier w/ #10x3 2" screws and to concrete pier w/ 4295 Vanston Road below (1 of 4) 1rr Cutcho ue,NY 11935 9%" (1)2 0x4 screw anchor #4 vertical reba(be below " 11, (1)2'0x4" screw anchor g #3 stirrup below (1 of 3) #3 stirrup below (1 of 3) 1'-6%" Revisions: Dale: B. View 1 Pier Design Scale 1" = 1'-0" View 1 Alternative Pier Design Scale 1" = 1'-0" Square Top gDdgB umber. - Page:F1 d BY. T.Ro er Start Date:4 25 . a yer rRrti6ed Date:412125 EARTHWORK CAST-IN-PLACE CONCRETE vu 1.Requirements 1.Concrete work shall conform to the following specifications by The t i m b e rt e c h A.Provide a construction grade extending ten feet beyond building American Concrete Institute(ACI). exterior walls or an alternative method per Section 1804 of the IBC. A."Building Code Requirements for Structural Concrete"(ACI 318). ENGINEERING B.Excavate for foundations to subgrade elevations regardless of B."Hot Weather Concreting"(ACI 318). East:22 Denver Road,Suite B Denver,PA 17517 character of materials and obstructions encountered,unless otherwise C."Cold Weather Concreting"(ACI 318). Ph:717-335.2750 Fax:717-335-2753 approved by the structural engineer. 2.Materials used shall adhere to the following: west:406 S Main street,PO Box 509 Kouts,IN 46347 -2394 C.Perform excavation work in compliance with applicable requirements of A.Portland Cement: ASTM C150,type 1. Ph:219-76HillsR Fax:219-766pring Southeast: Luyben Hills Road,Kingston Springs,TN 37062 authorities having jurisdiction. B.Fly Ash: ACI 318. Ph:61M78-1535 I'm 615378-1567 2.Materials C.Aggregates: ASTM C33,maximum aggregate size is one inch. www.timbertecheng.com A.Satisfactory soil: ASTM D2487 unified soil classification groups GW, D.Fiberglass reinforcement: PCI MNL 128 Standard. a creative engineering firm,providing solutions GP,GM,SW,SP,and SM;free of rock or gravel larger than two inches E.Air-entraining admixture: ACI 318. and building relationships in any dimension,debris,waste,frozen materials,vegetation,or other F.Chemical admixtures: ASTM C494,water reducing. All concrete,except This drawing is the property of Timber Tech deleterious matter. footings,shall contain a water reducing admixture. No admixtures Engineering,LLC and reproduction,alteration B.Unsatisfactory soil: ASTM D2487 unified soil classification groups GC, containing calcium chloride are permitted. All other additives shall or use of this drawing without the written consent of Timber Tech Engineering,LLC is SC,MIL,MH,CL,CH,CIL,OH,and PT. not be used without prior approval of the structural engineer. prohibited.Drawings shall not be scaled to C.Backfill and fill: satisfactory soil materials. G.Vapor retarder: Clear 8-mil thick polyethylene. obtain dimensions. The contractors and 3.Execution 3.Proportion normal-weight 145 concrete mixes to provide the following builders Involved on this project shall verify al P g ( P� P 9 dimensions and conditions before starting A.Footings have been designed for an assumed allowable loadbearing pressure of properties: Nork and any discrepancy shall be reported t 2,000 psf.(No increases permitted.) The contractor shall verify this assumption, A.Compressive strength: 3,000 psi at 28 days(unless noted otherwise). the engineer In writing before starting work. and shall immediately notify the structural engineer in writing of any deficiency. B.Slump limit: 4 inches(3 inches for slab-on-grade)at point of placement. B.Place backfill and fill in layers not more than eight inches in loose depth at C.Water-cement ratio: 0.45 maximum at point of placement. 4ni25 NEW optimum moisture content.Compact each layer under footings and slabs to a dry D.Air content: 5 to 7 percent for concrete exposed to freezing and thawing, OF �ofl� density of at least 95 percent of maximum dry density as determined by ASTM 2 to 4 percent elsewhere. D1557. 4.Reinforcing steel shall be fabricated,detailed and placed in accordance with s C.Bottom of exterior footings shall be a minimum of 36 inches below finished grade, the ACI 318,and shall conform to the following: unless noted otherwise A.Deformed reinforcing bars: ASTM A615/A 615M with a minimum yield strength of Sys 0739 a� 60,000 psi(grade 60). FES B.Welded wire fabric(WWF): ASTM A1064,flat sheets,not rolls. C.Ties/Stirrups: ASTM A615/A615M,grade 40. Structural Steel 5.Concrete work shall be executed according to the following: 1.Connections shall be designed and constructed according to AISC,and shall conform A.Maintain tolerances and surface irregularities within ACI 117 limits of Timothy R.Royer P.E.NY Cert#73963 to the following: class A for concrete exposed to view,and class C for other concrete surfaces. Expiration Date:03-31-2026 A.Screw Anchors(exterior applications): Use screw anchors of the diameter and Floor slabs shall be screeded,floated and steel troweled to a smooth,dense Contractor: length indicated on the drawings as manufactured by Red Head or approved equal. and plane surface. Country Lane Woodworking Use LDT Stainless Steel bolts,or LDT bolts with EnvireX coating in concrete and B.Accurately position,support,and secure reinforcement. CMU. Fill CMU cells at all bolt locations. 1.Reinforcing bars shall lap 48 bar diameters at splices in concrete 540 Hollander Road B.Connections exposed to weather or high relative humidity shall be hot-dip unless otherwise noted. New Holland,PA 17557 galvanized per ASTM A153/A153M. 2.Provide comer bars to match all continuous reinforcing in concrete PH:(717)351-9250 and masonry. 3.Reinforcing bar hooks shall be ACI standard. 4.WWF shall have ends lapped one full mesh,and shall extend onto supporting walls. raving Title: 5.Chairs,bolsters,bar supports,and spacers shall be sized and shaped Foundation Notes for strengthand support of reinforcement during concrete placement. C.Provide minimum concrete cover on reinforcing bars as follows: 1.Cast against earth...................................................3" 2.Exposed to earth or weather(#5 or smaller)...1 1/2" 3.Exposed to earth or weather(#6 or larger)...........2" 4.Slabs and walls not exposed................................3/4" D.The contractor shall be responsible for stability and integrity of all excavations Project: and existing structures. 1420'Vinyl Pavilion for Joe McCartney 4295 Vanston Road Cutchogue,NY 11935 Revisions: Date: B. Drawing Number. Page:F2 Engineered By. T.Ro er Start Date:4 25 Droned BY , a er ceffied Date:412125 Timber Tech Engineering,LLC 406 South Main Street 47 timbertech K219) IN -2394 Phone:(219)766-2499 Fax:(219)766-2394 ENGINEERING trr@timbertecheng.com REVISED CALCULATION PACKET TTE#E111-25 Revision#1 ? PROJECT NAME AND LOCATION 14'x20'Vinyl Pavilion for Joe McCartney in Cutchogue, NY PROJECT DESCRIPTION Design Calculations according to IBC 2018 (ASCE 7-16)for a 14'x20'4 Post Vinyl Pavilion DATE April 7,2025 FOR Country Lane Woodworking 540 Hollander Road New Holland, PA 17557 717-351-9250 CERTIFIED BY Timothy R. Royer, P.E. 22 Denver Road Suite B Denver, PA 17517 Phone: (717)335-2750 Fax: (717)335-2753 trr@timbertecheng.com 4/7/25 OF NEW �Q��G �1I Y09 Revised TTE calculation packet#E111 A -25 Revision#1 � certified 4/712025.This calculation packet will replace * TTE calculation packet#E111-25 certified 4/2/2025. n 'L isi �W 0739 FES Timothy R.Royer,P.E. NY Cert.# 73963 Expiration Date:3/31/2026 ASCE 7 LOAD CALCULATIONS PROJECT INFORMATION (Length parallel to Ridge,ft B 20 I !Length Normal to Ridge,ft L 14 Wall Height,ft _ Z 8 -_--_� VELOCITY PRESSURE,qh Design Method: Directional Procedure Nominal height of Atmospheric Boundary Z9 900 ' Code Standard: ASCE 7-05 3-s Gust Speed-Power Law Exponent a 9.5 Basic Wind Speed,mph V 142 Velocity Pressure Exp.Coefficient KZ 0.85 Building Midheight,ft h 12 Wind Directionality Factor Kd 0.85 I Building Category I Topographic Factor K, 1 (iExposure Category C Wind Importance Factor 1 0.77 Velocity Pressure,psf qh 28.7 VELOCITY PRESSURE,qh Design Method: Directional Procedure Nominal height of Atmospheric Boundary Z9 900 Code Standard: ASCE 7-10 3-s Gust Speed Power Law Exponent a 9.5 Ultimate Wind Speed,mph V 160 Velocity Pressure Exp.Coefficient KZ 0.85 Building Midheight,ft h 12 Wind Directionality Factor Kd 0.85 Risk Category I Topographic Factor K, 1 Exposure Category C iVelocity Pressure,psf qh 47.3 j COMPARISON:ASCE 7-05 VS 7-10 The qh pressure relationship between LRFD and ASD levels is described in the following expression:qh,7-05=0•6gh,7-10 qh,TD5 28.7 (psf) 0.6gh,7-10 0.6 x 47.3= 28.4 (psf) i Difference 0.3 (insignificant,-0) The wind effect on the building is the same;the rest of the analysis is completed using newer ASCE 7-10 method MWRS-DIRECTIONAL PROCEDURE-OPEN BUILDINGS-PERPENDICULAR TO RIDGE Velocity Pressure,qh 47.3 (see Velocity Pressure Calculations) Windward Roof Pitch 6.125 27.04 Leeward Roof Pitch 6125 27.04 LOAD CASE A LOAD CASE B j i Clear Obstructed Clear Obstructed I I 8 CNW CNL CNW CNL CNW CNL CNW CNL 9 I 7.5 1.1 -0.3 -1.6 -1 0.2 -1.2 -0.9 -1.7 7.5 15 1.1 -0.4 -1.2 -1.00 0.1 -1.1 -0.6 -1.60 15 i 22.5 1.1 0.1 -1.2 -1.2 -0.1 -0.8 -0.8 -1.7 22.5 1 I 30 1.3 0.3 -0.7 -0.7 -0.1 -0.9 -0.2 -1.1 30 37.5 1.3 0.6 -0.6 -0.6 -0.2 -0.6 -0.3 -0.9 37.5 45 1 1.1 0.9 1 -0.5 0.5 0.3 -0.5 -0.3 -0.7 45 01.22 0.22 -0.90 -0.90 -0.10 -0.86 -0.44 -1.34 0 4 DESIGN WIND PRESSURES 49.1 8.9 -36.1 -38.1 -4.0 -34.6 -17.6 -53.7 Timber Tech Engineering,LLC 2 of 61 MWRS-DIRECTIONAL PROCEDURE-OPEN BUILDINGS-PARALLEL TO RIDGE Velocity Pressure,qh 47.3 (see Velocity Pressure Calculations) i Roof Pitch(rise per 12 units of run) 6.125 27.04_�degL_ ! Horizontal Distance from Load Case Clear Wind Flow Obstructed Wind Flow ! Windward Edge CN P CN P h A. -0.8 L_ -32.2 -1.2 -48.2 f B 0.8 32.2 0.5 20.1 >h,<2h A -0.60 -24.1 -0.9 -36.2 B 0.5 20.1 0.5 20.1 >2h A -0.3 -12.1 -0.6 -24.1 B 0.3 12.1 0.3 12.1 h=building midheight C&C-OPEN BUILDINGS-PITCHED FREE ROOFS Velocity Pressure,qh 47.3 (see Velocity Pressure Calculations) Roof Pitch(rise per 12 units of run) 6.125 27.04 (deg) Calculated dimension a(see ASCE7) 4 ft Effective Roof Wind Area 4 ft2 !� L L L 3 E3 2 2 e e ! 2 h i 2 3 ! 0< 100 e >_ 100 FIGURES COPIED FROM ASCE 7 CLEAR WIND FLOW - - -- OBSTRUCTED WIND FLOW I 0 A, Zone 3 Zone 2 Zone 1 Zone 3 1 Zone 2 Zone 1 <16 2.4 -3.3 1.8 -1.7 1.2 -1.1- u1 3 66 0.8 -1.8 0.5 -1.2 0 T 6,s64 1.8 -1.7 1.8 -1.7 1.2 -1.1 0.8 -1.8 0.8 -1.8 0.5 -1.2 , >64 1.2 -1.1 1.2 _ -1.1 1___2 1.1 _ 0.5 -1.2 0.5 -1.2 i_ 0.5 -1.2 i :516 2.2�-3.6 I 1.7 -1.8 i 1.1 1.2 1 5.1 I 0.8 -2.6 0.5 _-1.7 i 7.5 >16,<_64 1.7 -1.8 ( 1.7 -1.8 1.1 -1.2 0.8 -2.6 0.8 -2.6 0.5 -1.7 i >64 1.1 -1.2 _1.1_ -1.2 1.1 1.2 0.5 -1.7 i 0.5 1.7 0.5 1.7 <16 2.2 2.2 1.7 -1.7 ~1.1 -1.1 --1�- -3.2 0.8 -2.4 ��0.5 -1.6 i 15 >16,<_64i 1.7 -1.7 1.7 -1.7 1.1 -1.1 0.8 -2.4 0.8 -2.4 0.5 -1.6 >64 1 1.1 -1.1 1.1 -1.1 1.1 _-1.1 0.5 -1.6 0.5 -1.6 0.5 -1.6 ! �16 2.6 -1.8 2 -1.4 1.3 -0.9 1 -2.4 0.8 -1.8 0.5 -1.2-1 30 >16,_64 2 -1.4 2 -1.4 1.3 0.9 0.8 1.8 0.8 -1.8 i 0.5 -1.2 >64_1_1.3 -0.9 1.3 -0.9 j^1.3 -0.9 0.5 -1.2 1 0.5 -1.2 E 0.5 _-1.2 1516 i 2.2 -1.6 1.7 -1.2 1.1 -0.8 1 - -2.4 ! 0.8 -1.8 I 0.5 -1.2-i 45 >16,<_64i 1.7 -1.2 1.7 -1.2 1.1 -0.8 0.8 -1.8 I 0.8 -1.8 I 0.5 -1.2 >64 1.1 -0.8 1.1 -0.8 1.1 -0.8 0.5 -1.2 0.5 -1.2 0.5 -1.2 i :516 2.52 -1.88 ( 1.94 -1.46 1.26 -0.94 1 -2.56 0.8 -1.92 i 0.5 -1.28 27.04 >16,s64 1.94 -1.46 1 1.94 -1.46 1.26 -0.94 0.8 -1.92 0.8 -1.92 0.5 -1.28 >64 ( 1.26 -0.94 1.26 -0.94 i 1.26 -0.94 1 0.5 -1.28 I 0.5 -1.28 0.5 -1.28 p(psf) 4 ! 101.3 -75.6 I 78.0 -58.7 50.6 -37.8 1 40.2 -102.9 32.2 -77.2 20.1 -51.4 Timber Tech Engineering,LLC 3 of 61 ROOF DEAD LOAD ,Total Roof Dead Load 10.0 MINIMUM ROOF LIVE LOAD ;Total Roof Live Load 20.0 psf ROOF SNOW LOAD CALCULATIONS(GABLE&HIP ROOFS) SLOPED ROOF SNOW LOAD Ground Snow Load,p9 45 psf Exposure of Roof Partially Exposed Roof Pitch 6.125 27.04 deg Roof Obstructions: All Other Roofs Distance from Ridge to Eave,W 7.5 ft Terrain Category C Risk Category I Exposure Factor,C. 1.0 Flat Roof Snow Load,pf 30 psf Thermal Factor,Ct 1.2 Balanced,Sloped Roof Snow Load,pg 30 psf Sloped Roof Factor,CS 1 ^USE 30 psf Snow Importance Factor 0.8 i UNBALANCED SNOW LOAD Roof slope run for a rise of 1,S 2.0 Unbalanced Windward Snow Load 0 psf g,pcf 19.9 Unbalanced Leeward Snow Load 36.0 psf _ _ M hd,ft 0.79 Timber Tech Engineering,LLC 4 of 61 SEISMIC LOAD CALCULATIONS-EQUIVALENT LATERAL FORCE PROCEDURE Spectral Response Acceleration,SS 0.62 Site Class D Spectral Response Acceleration,S, 0.35 Response Modification Factor,R 1.5 Height to Highest Level of SFRS(ft),h, 12 Deflection Amplification Factor,Cd 1.5 Structure Type All other structural systems Redundancy Factor,p(12.3.4) 1.3 Risk Category I Weight of structure(Ibs),W 2780 Importance Factor,le 1 Effective Weight of Snow(Ibs) 0 Seismic Design Category based on SDS D Effective Seismic Weight(Ibs) 2780 Seismic Design Category based on SDI D Seismic Design Category based on S, N/A Site Coefficient,Fa and F„ Ss S, 0.25 0.5 0.75 1 1.25 0.1 0.2 0.3 0.4 0.5 A 0.8 0.8 0.8 0.8 0.8 A 0.8 0.8 0.8 0.8 0.8 B 1 1 1 1 1 B 1 1 1 1 1 C 1.2 1.2 1.1 1 1 C 1.7 1.6 1.5 1.4 1.3 D 1.6 1.4 1.2 1.1 1 D 2.4 2 1.8 1.6 1.5 E 2.5 1.7 1.2 0.9 0.9 E 3.5 3.2 2.8 2.4 2.4 Fa 0 0 1.304 0 0 F 0 0 0 1.7 0 Sms 0.81 SDS 0.54 C, 0.02 Ta 0.1289 Sm, 0.60 SDI 0.40 x 0.75 CS 0.36 Seismic Base Shear,V 999 Ibs Horizontal Seismic Load Effect,Eh 1299 Ibs iVertical Seismic Load Effect,E„ 300 Ibs P-Delta Effects(ASCE 7,12.8.7) I If Stability coefficient,6,is equal to or less than 0.10,then P-Delta effects are not required to be considered Total vertical design load at and above level x,PX 2780 Ibs Story height below level x,hsx 8 ft Strength level elastic deflection at level x,SXe 0.7 in Design story drift,O),=bx=CAdle 1.05 in Stability coefficient,9 _ 0.02 <_0.10,P-A Effects are not required to be considered Timber Tech Engineering,LLC 5 of 61 ASCE 7-16 Section 2.4.1 Basic Combinations - The load factor on wind in combinations 5, 6, &8 has been ASCE 7-16 reduced from 1.0 in ASCE 7-05 to 0.6 in ASCE 7-16. This Allowable Stress Design(ASD)Load Combinations reduction is necessary due to the change in specification of the design wind speed in Chapter 26.ASCE 7-16 Chapter 1 D C26 explains that the wind speed is now mapped at much 2.D+L longer return periods. This change was implemented to 3.D+ (Lr or S or R) eliminate discontinuity in risk between hurricane prone 4.D+0.75L+0.75(Lr or S or R) coastal areas and the remainder of the country and better 5.D+(W or 0.7E) align the treatment of wind effects. 6.D+0.75L+0.75M +0.75(Lr or S or R) 7.D+0.75L+0.75(0.7E)+0.75S & 0.6D+ W 9. 0.6D+0.7E ASCE 7-16 maps wind speed values based on LRFD(ultimate)design.In order to accurately analyze ASCE 7-16 wind loads for ASD,and compare them to ASCE 7-05,either the wind speed or the wind pressures need to be multiplied by a conversion factor.We have chosen to reduce the wind speed rather than wind pressures using the conversion V.d=V„ii(0.6)0'-.Therefore,the load factor of 0.6 for wind in the load combinations is not used.The design loading for this structure,calculated per ASCE 7-16,is less than or equal to the ASCE 7-05 loading. Timber Tech Engineering,LLC 6 of 61 COMPANY PROJECT WoodWorkso SOFEWARE FOR WOOD DESIGN Oct. 13, 2020 10:38 1 1 x6 5x5 oc 55 psf Design Check Calculation Sheet WoodWorks Sizer 2019 (Update 1) Loads: Load Type Distribution Pat- Location [ft] Magnitude Unit tern Start End Start End Loadl Dead Full Area 5.00(5.5") sf Load2 Snow Full Area 55.00 (5.5") Psf Self-weight Dead Full UDL 1 1.4 Iplf Maximum Reactions (lbs), Bearing Capacities (lbs) and Bearing Lengths (in) 4.084' 0. 4.042' Unfactored• Dead 8 8 Snow 51 51 Factored: Total 59 59 Bearing: Capacity Joist 1554 1554 Support 1836 1836 Des ratio Joist 0.04 0.04 Support 0.03 0.03 Load comb #2 #2 Length 0.50* 0.50* Min req'd 0.50* 0.50* Cb 1.00 1.00 Cb min 1.00 1.00 Cb support 1.07 1.07 Fcp sup 625 625 ''Minimum bearing length setting used: 1/2"for end supports CL Decking, SYP, No. 1, 1x6 (1"x5-1/2") Supports:All -Timber-soft Beam, D.Fir-L No.2 Roof joist spaced at 5.5"c/c; Total length: 4.08% Clear span: 4.0%Volume= 0.2 cu.ft. Lateral support: top= continuous, bottom=at supports; Oblique angle: 90.0 deg; Repetitive factor: applied where permitted (refer to online help); This section PASSES the design code check. Timber Tech Engineering,LLC 7 of 61 F] WOOdWOrkS® Sizer SOFTWARE FOR WOOD DESIGN 1x6 5x5 oc 55 psf WoodWorks®Sizer 2019 (Update 1) page 2 Analysis vs. Allowable Stress and Deflection using NDS 2018 : Criterion Analysis Value Design Value Unit Analysis/Design Shear x-x fv = 0 Fv' = 115 psi fv/Fv' = 0.00 y-y fv = 15 Fv' = 115 psi fv/Fv' = 0.13 Bending(+) x-x fb = 0 Fb' = 2447 psi fb/Fb' = 0.00 y-y fb = 773 Fb' = 2814 lbs-ft fb/Fb' = 0.27 Live Defl'n 0.19 = L/249 0.20 = L/240 in 0.96 Total Defl'n 1 0.24 = L/204 0.27 = L/180 in 0.88 Additional Data: FACTORS: F/E(psi) CD CM Ct CL CF Cfu Cr Cfrt Ci Cn LC# Fvy' 90 1.15 1.00 1.00 - - - - 1.00 1.00 - 2 Fby' 1250 1.15 1.00 1.00 1.000 1.480 1.15 1.15 1.00 1.00 - 2 Fcp' 565 - 1.00 : 1.00 - - - - 1.00 1.00 - - E' 1.7 million 1.00 1.00 - - - - 1.00 1.00 - 2 Emin' 0.88 million 1.00 1.00 - - - - 1.00 1.00 - 2 CRITICAL LOAD COMBINATIONS: Shear LC #2 = D+S Bending(+) : LC #2 = D+S Deflection: LC #2 = D+S (live) LC #2 = D+S (total) Bearing Support 1 - LC #2 = D+S Support 2 - LC #2 = D+S D=dead L=live S=snow W=wind I=impact Lr=roof live Lc=concentrated E=earthquake All LC's are listed in the Analysis output Load combinations: ASD Basic from ASCE 7-16 2.4 / IBC 2018 1605.3.2 CALCULATIONS: V max = 58, V design = 55 lbs; M(+) = 59 lbs-ft EIy = 0.78e06 lb-in A2 "Live" deflection is due to all non-dead loads (live, wind, snow...) Total deflection = 1.5 dead + "live" Design Notes: 1. WoodWorks analysis and design are in accordance with the ICC International Building Code(IBC 2018),the National Design Specification (NDS 2018), and NDS Design Supplement. 2. Please verify that the default deflection limits are appropriate for your application. 3. Sawn lumber bending members shall be laterally supported according to the provisions of NDS Clause 4.4.1. Timber Tech Engineering,LLC 9 8of61 'RIDGE BEAM CONNECTION TO HIPI RAFTERS(VERTICAL SHEAR) (Load on Connection(Ibs .. _............................1104.................__................._......................_............._...... ..............._........__............_.. ..................._......................................._. i. ._..................._......................_............ ..�................................_........_............ = = _.._.... 5 WOODSCREWS- SHEAR-NDS,ASD ...................................................................................................................... ..........................................................................................................................................................................................................................,........................................................................................... Screw Size # TLOK Fyb 189700 kz 1.123 jNumber of screws N 6 Fem,per 5526 k3 1.214 _ PScrew Diameter(in) D 0.189 _ Fem,perp 5526 Fes,par 5526 0 Fem 5526 F 5526 as,pep 'Screw Length(in) L 3.5 (Width of Side Member(in) IS 1.5 = Re 1.000 Fes 5526 Width of Main Member(in) Im 5.5 Rt 1.333 Im 856.2 OScrew Penetration into main member(in) p 2 Ko 2.220 Is 642.2 Minimum Allowed Penetration,pmio=6D Pmin 1.1 p 2.0 II 315.7 ,Specific Gravity of Side Member Gs 0.55 1+Re 2.0 Illm 320.E 'Sp.ecific ..........Gravity..... ...................................................._......................................................,..:. 0.55 3 2+Re 3.0 Ills 260 ILaterail De gn Value of a(Ibs)in ember �m - -----------------------------� 249 kt 0.492 IV 249 E -- --------- ---------------- --- ` C -----1.15---= (Duration Factor p Dr 0.172 - iToe Nail Factor Cm 1 !End Grain Factor Ceg; 0.67 I ..... _ C 1 (Adjusted Lateral Design Value(Ibs)..................................................................._,.Z,.._:.,...... ,....,_.,:__...........' Wet Service Factor M 1g2 1 Z'=ZXC xC C xC /........................................_..._................_..............................._........................_........................._................................................. eg fi M Total Allowable Connection Capacity Ibs V 1152 <— V-NZ X --------� ��,._,_t ................-.................................................. _..: ActuadAllowable== 1104 / 1152 _ 0.96 < 1.0 PASS ORIDGE BEAM SEPARATION DUE TO WEDGING FROM HIP RAFTERS Axial Compression Force in Ridge Beam(Ibs) 4582 2291 se aratioin force Load on Connection...(Ibs�...............................................................__................... .._...........I.._.........................._-.......................:............_.(........P................_........................)..__..........._.._................................................................. .........._........,.............. (WOOD SCREWS-WITHDRAWAL-NDS,ASD...................................................................................................:.........................................,........................................................................................................,.,............,....,....................... ,Screw Size # #10 (Number of screws N = 14 Screw Diameter(in) D 0.19 _ NOTE:Diameter for an SDS screw(if used)is entered as !Screw Length(in) L = 2.5 root diameter Width of Side Member(in) € w 1.5 (Width of Main Member(in) 1.5 Note:if a certain adjustment factor is not shown,its value Screw Penetration into main member(in) p i 1 is assumed to be 1.0 0.55 'Specific Gravity................._...... G .... (Reference Withdrawal Design Value-________ _ W '` 164 --------------------------- --------- -�--------------- I1 _ Duration Factor D ($Wet Service Factor CM 1 .. .................................................... Adjusted Withdrawal Capacity ------------- W 188 W=W x Co x Cb,x CM ----------------------------------- ------------- 'Total Connection Capacity(Ibs) P 2637 `—...P.=NptW........... I____— -- ------=— .................. ActuaDAllowabfe= 2291 / 2637 _ = .......OW87 < 1.0 PASS _................-._......................................................... ...................................................-...................................................... ............................................................................................................................................. Timber Tech Engineering,LLC 9 of 61 ;COMMON RAFTER CONNECTION AT TOP(VERTICAL SHEAR) iTr!butary Area(so € € 7 Dead Load(psf) I 10 i (Snow Load(psf) 36 3 Load on Connection(Ibs) I 322 ... ..........................,_........................................_......................................................................._.,_..,......;....._.._.............. ..............__............._..........................................................._.............................._ ..........._. ....i ;WOOD SCREWS- SHEAR-NDS,ASD .. -...._._._....-...... .-.........-............. ........-..........-............_........................................................................... _................._......................._. .. .......................... .. .. .............................. If crew Size # #10 Fyb 80000 kZ 1.041 i Number of screws ? N 3 Fem,par 5526 k3 1.073 (Screw Diameter(in) D 1 0.19 Fem,peril 5526 FeS,par 5526 (Screw Length(in) L 3.5 Fam 5526 Fes,pery 5526 Width of Side Member(in) Ia 1.5 Re 1.000 F.� 5526 OWidth of Main Member(in) Im 3 Rt 1.333 Im 763.5 ;Screw Penetration into main member(in) s p 2 Ko 2.200 IS 572.E (Minimum Allowed Penetration,pmin=6D Pmin 1.1 p 2.0 II 281.5 �Specif!c Gravity of Side Member ` GS ` 0.55 1+R, 2.0 Illm 265.0 Specific Gravity of Main.Member................................................,.,...,.......,.......... "!.....:......,_,...0.55.,...,,.,,,,, 2+Re 3.0 IIIS 205 i Lateral Design Value(Ibs) Z 127 ;_ k 0.492 IV 121 ---------------- ------ ' Toe Na I Factor f jon Factor Dr 0.152 m - 0.83 End Grain Factor ' Ca9 ? 1 Wet Service Factor CM_`, 1 Adjusted Lateral Design Value(Ibs) M Z 122 1 .— Z'=Z X CD X Ceg X Cb X CM _........... - Total Allowable Connection Capacity L� ' V =, 365 F- V=NT — _....... 322 / 365 0.88 < 1.0 PASS ActuaUAllowable=E - Timber Tech Engineering,LLC 10 of 61 o,TYPICAL RAFTER CONNECTION TO FLAT RAFTER PLATE(UPLIFT) iTributary Area(sf) AT 7 Dead Load(psf) D 1 0 JWind Uplift Load(psf) I W 76 1ASCE 7 edition ASCE 7-10 NetU lift Load Ibs ...............................319.2............. !-0.6W 0.6D. .................................................................................................................................... - ...............................................,.............................................,........,...................................... . . ............................... 600D SCREWS-WOOD TO WOOD-aCOMBINED LATERAL&WITHDRAWAL-NDS,ASD .. ... ..................-.........-...-.................._.................._..................._...._............................... ....., $crew Size _ # #10 Fyb 80000 kz 1.041 Number of screws = N 2 Fam,par 5526 k3 1.073 i Screw Diameter(in) D 0.19 Fam,pate 5526 Fes,par 5526 Screw Length(in) L 3.5 Fam 5526 Fas,pare 5526 0Width of Side Member(in) Is 1.5 Ra 1.000 Fas 5526 _ jWidth of Main Member(in) Im 1.5 Rt 1.333 Im 763.5 OScrew Penetration into main member(in) p 1.5 2.200 Is 572.6 /Minimum Allowed Penetration,pm;,=6D pm;a= 1.1 p 2.0 11 281.5 Specific Gravity of Side Member Gs 0.55 1+Re 2.0 Illm 265.0 (Specific Gravity of Main Member Gm 1 0.55 2+Ra 3.0 Ills 205 oAn le Between Load Direction and Screw Head Plane a = 60 k� 0.492 IV 127 --9-----------------------------------------------------=-----`------------- 0.152 0....-....................�................W......................_..................,._...._.................._..,..a...............�..................€....,.,..,..,.,..,,............,.......,�,.., Lateral Design Value(Ibs) Z 127 Dr Reference Withdrawal Desi n Value Ibs W ' 164____I NOTE:Direction of the wood grain and wood surface(s) --------------------------- -------- -- ------------------ - --- �Duration Factor = Co 1.6 do not affect angle a. End Grain Factor Cay 1 Angle a is defined by load direction and (Wet Service Factor CM,.: :,........ plane o e screw ea . d f the h d -- (Adjusted Lateral Design Value(Ibs) Z' 204 Z'=Z x CD x Cay x CMx C, ........._...................................-.__................,_...... . ._._. i'Adjusted Withdrawal Capacity(Ibs) W 262 1 W`W x Cox CM Combined Latera........................ ...... .................... . ...............(.....;....) l&Withdrawal Capacity... ..._Ibs .............._.....,._.n.......Z° 319..:..........:.. `— Z.'=(W'P)Z'�((Wp)coszo+Z'sinza)................,.......................-............... P tY( ) 0Total Allowable Connection Ca aci Ibs = R 638 R=NZo' l e Actual/Allowable== 319 / 638 = y. 0.5 1.0 PASS............................................................................................ s- i-s-i-i�i�J�i ................................................................................... ......................................................................................................................................................................................................................................................... Timber Tech Engineering,LLC 11 of 61 'DOUBLE RAFTER CONNECTION TO RIDGE BEAM(VERITCAL SHEAR) 0 (Load on Connection(Ibs) E .585 f................-....._............_.._......_._._..._............._............................_...._.....................................................-.............__._......__. _.._..._..........................................._.-_......_............-................._................_............................................_............ WOOD SCREWS- SHEAR-NDS,ASD ; ..........................._................................_.......... ..... (Screw Size # E #10 Fyb 80000 k2 1.041 'Number of screws N 6 Fem,par 5526 k3 1.073 0Screw Diameter(in) l ( ) D 0.19 Fem,peril 5526 Fas par 5526 'Screw Length(in) L 3.5 - Fem 5526 Fes,peril 5526 iWidth of Side Member(in) IS 1.5 Re 1.000 Fes 5526 Width of Main Member(in) I I = m 3 R, 1.333 Im 763.5 Screw Penetration into main member(in) p 2 K, 2.200 IS 572.6 Minimum Allowed Penetration,pm;n=6D a pm;a 3 1.1 p 2.0 11 281.5 (Specific Gravity of Side Member Gs ` 0.55 1+Ra 2.0 Illm 265.0 (Specific Gravity of Main Member ' G 0.55 2+Ra Lateral Design Value Ibs _ m I 3.0 IIIS 205 CD ------------9------- -- -------------------------------`-Z--" 127 k� 0.492 IV 127 /... ........................................................ ........... .................................o.................:.. 6(Duration Factor 1.15 Dr 0.152 I (Toe Nail Factor Ct, f 0.83 'End Grain Factor i C 1 eg s 'Wet Service Factor I CM 1 ,Adjusted Lateral Design Value(Ibs) Z' f 122 Z'=Z X Co X Ceg X Ct,X CM (Total Allowable Connection Capac -- Ibs - _......,,,..V...,.',....... ..... ..........: : �,------ 730 ;= <-- V=NT _........................................................ ActuaUAllowable= 585 / 730 = 0.8 < 1.0 PASS (COLLAR TIE-CONNECTION TO DOUBLE RAFTERS 'Load on Connection(Ibs) 932 .............-.............................,...,.........................,................,..............,............................,,..................,........,....,..............,...:.. ................r....................,.........................................................,............_,...................................,...........,............,.................-............-...................._..............._......._._ iW00D SCREWS- SHEAR-NDS,ASD _..m...............m-T....._,............_..-........................._........_..............._,.........._.......,. _-. ................................... ScrewSize i........... ,. .......................................,,..�............,......., , i # #10 Fyb 80000 k2 1.041 Number of screws N 10 Fem,par 5526 k3 1.073 (Screw Diameter(in) D 0.19 - Fem,perp 5526 Fes,par 5526 (Screw Length(in) L 3.5 Fem 5526 F 5526 Fes,peril 'Width of Side Member(in) IS 1.5 Re 1.000 Fes 5526 Width of.Main Member(in) Im 3 - Rt 1.333 Im 763.5 Screw Penetration into main member(in) p = 2 Ko 2.200 IS 572.E 'oMinimum Allowed Penetration,pmin=6D ;pmin= 1.1 p 2.0 II 281.5 Specific Gravity of Side Member Gs 0.55 1 1+Re 2.0 Illm 265.0 Lateral Design Value Ibs Gm 2+Ra 3.0 III 205 pecific Gravit of Main Member ------------------------------------------- 0.492 IV 127 (Duration Factor _ - """-- k Toe Nail Factor CD Dr 0.152 - Ctn`' 1 'End Grain Factor es 1 LWet Service Factor ................--........-.........-........... CM 1 Adjusted Lateral Design V...-.. ......__..,.. ..... I.. .........•... Y........7....w,,.......�.....__,,...W�.............(.......),...........,,..,..,..........,,,..,...........,..............,..........j:,,.;Z' � Z'=Z X CD X Ceg x Ctn X CM Value Ibs iT- Allowable Connection Ca aci Ibs V 1466 - 7 -- <- V=NZ ActuaUAllowable== 932 / 1466 = 0.64 a< 1.0 PASS ..............................€ Timber Tech Engineering,LLC 12 of 61 o.HIP RAFTER CONNECTION TO STEEL ANGLE PLATES(HORIZONTAL SHEAR) ,Axial Force(Ibs) FX -3580 E ()Compression,(+)Tension Shear Force(Ibs) ` Vy 330 (+)Gravity,()Uplift AAngle with Horizontal(deg) 9 19.8 E 11-oad on Connection(Ibs) VB 3257 <—Va-JFXcos6+V m6l .......... . ..............................................................................................................................................................................,...................................................................................................................> .............................................................................................................. BOLTS-WOOD TO STEEL PLATES-DOUBLE SHEAR-NDS,ASD ..................._......................................................._................-....................._............................_...._..... ......,..........................._......�..................._._....._.................._-.... _........,......................._..................... 6160 Number of bolts N 2 Fam,par jBolt Diameter(in) ' D 0.625 Fam,pap 3243 jMain Member Thickness(in) tm 8 Fam 5584 iSide Member Thickness(in) is 0.125 Ra 0.064 Dowel Bearing Strength(psi) Faa 3 87000 Ke 1.055 0BoltYield Strength(psi) Fy6 45000 1+Ra 1,064 IMax Angle Load to Grain(deg) 6 € 19.8 2+Ra 2.064 16.618 ,Specific Gravity G 0.55 ka i......_......................._.........._............_..__......................................................_...............................................,_._.........,..................._..........,...... Reference Z 2081 _ 6616 �Durat on Factoeral Design Value CZD � 1.15 Im Ills 2081 Geometry Factor Ca 1 IV 2903 y--1t Service Factor g ( ) ` M 23-- I, ........::: -- 1 �-Ad:usted LateraLDesi....�.,va---------.------------------------....,... .....::..:...:.....,.'i T=Z x Co x Cap x C�,x CMx Ct ------------ ,Adjusted Ibs Z Total Allowable Connects on Capacity Ibs V 4786 <— V=NZ' �.---°oo_.o._....pv_.Lb,-- -=-- e___a .<.........1.0.................. ..................-.._PASS........................................................................ ActuaUAllowable=:..................3257.... ...4786................................................0..68.............................................................................................................................................................................................................................................. i Timber Tech Engineering,LLC 13 of 61 "TENSION RING(AT HIP) Load on Connection... p�........................... ........................... ................... 2303 .................................. ................. ........................ ............... .................................................................... .......... WOOD SCREWS- SHEAR-NDS,ASb ................. ...................... ....... ..........-.-.............. .......................................................................................... ..................................... ......................................................................................... ....................... 'Screw Size 1 #10 Fyb 80000 k2 0.522 Number of screws = N 24 F 5526 am,par k3 6.361 OScrew Diameter(in) D 0.19 F.m,perp 5526 Fes par 61800 Length(in) L 1.5Far, 5526 Fes,perp 61800 OWidth of Side Member(in) is 0.125 Re 0.089 Fes 61800 lWidth of Main Member(in) 0 IM i 1.5 R, 11.000 Im 524.9 IScrew Penetration into main member(in) P 1.375 K. 2.200 Is 533.7 IMinimum Allowed Penetration,Prnin 6D Pmln 1.1 P 1.4 11 217.7 - - ISpecific Gravity of Side Member G s METAL 1+P, 1.1 Illm 232.6 ISpecific Gravity of Main Member I Gm 1 0.55 2+Re 2.1 .......... ......... 145 ............ ..................... ..................................................... Lateral Design Value(Ibs) Z 145 k, 0.408------------------------------------J------- IV 173 Duration Factor CD 1.15 D, 0.152 'Toe Nail Factor CM OEnd Grain Factor C eg o W e t S e ry i c e F a G t o r C .................. �Ad uste aterall esign Value(Ibs) =ZX Co X Cegxc"x CM .........................................................................—..................................................................... ................. .......... tal Allowable vim- CapaSV Lbs V=NZ —————————— ———— — ............ ....................................... ...................................................... ActuaYAlloi;Tbl;== 2303 40 .1.......... .............. < 1.0 ......................... PASS ............................... ......................................................................................... ................................................................................................................... Timber Tech Engineering,LLC 14 of 61 'TENSION RING AT INTERMEDIATE LOCATION SLoad on Connection(Ibs __... ..._... 2303 ....._.._........................................_..._... ...._..._.........................................;.....................W._..-.._.._............-............._..-..................................................................._.............................,.........................-........................................, WOOD SCREWS- SHEAR-NDS,ASD ............................................................................................................................................ ........................................................................,........................................................................................................................................................... .......................................................................... OScrew Size # #10 Fyb 80000 k2 0.522 jNumber of screws N 10 Fem par 5526 k3 6.361 yScrew Diameter(in) i D 1 0.19 Fem,perp 5526 FBs,par 61800 jScrew Length(in) L 1.5 Fem 5526 Fas,perp 61800 iWidth of Side Member(in) IS 0.125 Re 0.089 Fes 61800 (Width of Main Member(in) Im 1.5 Rf 11.000 Im 524.9 Screw Penetration into main member(in) p 1,375 Ko 2.200 IS 533.7 (Minimum Allowed Penetration,pm1e=6D Pmin 1.1 p 1.4 II 217.7 (Specific Gravity of Side Member GS METAL = 1+Re 1.1 Illm 232.6 (Specific Gravity of Main Member Gm 0.55 2+Re 2.1 Ills 145 .........._..............................._.................................._...._..............................._.................................. ...... Lateral Design Value(Ibs)' Z 145 k, 0.408 IV 173 ---------------------------------------------------------:--------------- jDuration Factor = CD 1.15 Dr 0.152 (Toe Nail Factor Cm ; 1 0End Grain Factor _ Cee 1 (Wet Service Factor CM 1 ' .............. _ .................. ....._...._....... ......:........:. IAdlusted Lateral Design Value(Ibs) Z ....1....67 <— Z'=Z x CD x Ce9 X Ctn x CM (Total Allowable Connection Capacit Lbq V 1671 V=NZ �.�,�---_��.------ _ ..................................................................................................................................................................................... .......................................................................................................................................................................................................,..................................................,.....,..........................................................................................................................................................................,..... LAGSCREWS-WOOD TO WOOD SHEAR...'..NDS,ASD..............................................................,..............................................,............................................................................................................_....,,.......................................... ,Screw Diameter(in) = D 0.5 Fem,par 6160 Fes,Par 6160 Number of screws (MIN) N 6 Fem,perp 3626 Fes,peril 3626 Screw Length(in) L = 4 Fam 6160 Far, 6160 ,Width of Side Member(in) = Is 1.5 Re 1.000 1+Re 2.000 ,Width of Main Member(in) = Im 7 Rt 2.667 24e 3.000 OScrew Penetration into main member(in) p 2.5 Dr 0.371 F , 45000 OMinimum Allowed Penetration,pm;n=4D Pmin 2.0 Ke men 1.000 IS=8D= 4 jSpecific Gravity of Side Member GS 0.55 _ Rd(for Dr<0.25) 0.000 kf 0.890 OSpecific Gravity of Main Member Gm 0.55 Rd(mode im,ia) 4.000 k2 1.031 iMax Angle Load to Grain Side,qm.(degrees) = 0. 0 Rd(mode n) 3.600 k3 1.212 (Max Angle Load to Grain Main,qma%(degrees) em 0 Rd(mode uim,nis,,v) 0 Im ..:_.................:.:.._....,,.,.m.._,.,.....,..... 2285 ........ ........... ... 3 20 Lateral Design Value(Ibs) = Z 413 1 Equations Table 11.2.1A ►, 857.0 Duration Factor CID 1.15 11 847.5 lEnd Grain Factor = es C 1 ►►►m 981.9 (Toe Nail Factor C5 1 ►I►, 432.9 / ., ............................... = 1 Wet Service Factor ........, .�M ,,,.,., IV 413.5 00.................. .. : -.. 475 Z'=Z x Co x Ceg x Cb x C��c Cf .......__...................................._.... .... ....... . ..... ty( ) 2853 V z... Adjusted Lateral Design Value(Ibs Z _............... .. .. ., . Total Allowable Connection Ca aci _Ibs V P i � TotalCapacity(Ibs)_ .................1671.....*.2853..........._. ...'........_.._..4524.............. ....................................................................................... Actual/Allowable .2303 1..... . . . ........... 4524 = 0.5 k 1.0 PASS =:................... ...................,....,.......�...............................,......,........,..........,.....................,........................................................................................................................................................................................... .... Timber Tech Engineering,LLC 15 of 61 ' � � � / oHEADER CONNECTION TO POST 0 Number of screws oScrew Length(in) lWidth of Main Member(in) 5.5 Rt 01Screw Penetration into main member(in) $Specific Gravity of Main Member Gm 0.55 ILateral Design Value(lbs) --------------------- ODuration Factor 1.6 CD Toe Nail Factor OEnd Grain Factor C.9 CM oWet Service Factor ecuemwoowaue= !WYE BRACE CONNECTION TO POST-TENSION Connection(Ibs) TLOK IN umber of screws N 4 ,Screw Diameter(in) D 0.189 lWidth of Side Member(in) $Width of Main Member(in) 5.5 Note:if a certain adjustment factor is not shown,its value OScrew Penetration into main member(in) P 3 is assumed to be 1.0 Service Factor CM p I ---------------- ` � � - Timber Tech Engineering,LLo 16m61 � � 'CONNECTION BETWEEN PLYWOOD AND FRAMING(AROUND PERIMETER) ;Maximum Shear Force in the Arch System 2500 1 (Largest horizontal force in post) (Force transferred from diagonal brace into header 1590 (direct transfer via 4 TLOK screws) fRemainin Load shear in plywood arch) 910 difference SEE PLYWOOD ARCH DESIGN CALCULATIONS jPLYWOOD ARCH(DIAGONAL BRACE)CONNECTION TO HEADER (Load on Connection Ibs 3 2500 (Largest horizontal force lector in wye brace) ....................(..........)............................... ...................................................................._. .. __..................._......._........... ....._ ... _..._.. ... . ._.. . . . . ._. WOOD SCREWS WOOD TO_WOOD-SHEAR-NDS,..ASD....,........................................................................................................,..._.._................. ...............,...........................................................................................................) (Screw Size i # ' TLOK FYb 189700 k2 1.080 (Number of screws N 8 Fem,Par 5526 k3 1.214 (Screw Diameter(in) D 0.189 Fem,peril 5526 F.Pei 5526 Screw Length(in) = L 1 4 Fem 5526 Fes,perp 5526 Width of Side Member(in) Is 1.5 = RQ 1.000 Fes 5526 0Width of Main Member(in) = Im 4 Rt 1.667 Im 1070.3 jScrew Penetration into main member(in) p 2.5 Ko 2.220 Is 642.2 oMinimum Allowed Penetration,pm;,=6D 1.1 p 2.5 II 373.4 oSpecific Gravity of Side Member Gs 0.55 _ 1+RQ 2.0 Illm 385.2 ;Specific Gravity of Main Member Gm 0.55 24R 3.0 Ills 260 ................ . ........................ (Lateral Design Value(Ibs) Z 249 kt 0.582 IV 249 -- -------------------------------------------------- ----------- rD---------uration Fac-tor CD 1.6 00 D, 0.172 IToe Nail Factor C� 1 jEnd Grain Factor Ce9: 1 (Wet Service Factor CM 1 ......................................_-_.................-..........-............._._........................................._.................._..........:........................................,.......................: i(Adjusted Lateral Design Value(Ibs) Z 399 .— Z=Z x CD X Ce9 x Ctn x CMx Ct ................_...........................................-..._...._............................................._...............................................:...................................... °Total Allowable Connection Capacity(Ibs) = V 3188 _ V=NZ L_. ............................................... Actual/Allowable= 2500 1-3188 _ = 0.78 < 1.0 PASS Timber Tech Engineering,LLC 17 of 61 ;PLYWOOD ARCH(2X4 VERTICAL PLATE)CONNECTION TO COLUMN � I (Load on Connection Ibs 1600 (Largest vertical force in header 3 ........._............_........................................(...._................................................................................_........... ..n......,...,....,.. .....-.....................-...-............._.............. __......._.. .......)..........._.__...............__._._..........._...I WOOD SCREWS-WOOD TO WOOD-SHEAR'.NDS�,.ASD........I.......... .............................. Screw Size = # TLOK Fyb 189700 k2 1.080 ON umber of screws N 6 Fern,par 5526 k3 1.214 OScrew Diameter(in) D 0.189 Fem,Pe,p 5526 Fes,Par 5526 'Screw Length(in) L 4 Fem 5526 Fes.perp 5526 jWidth of Main Member(in) Im Width of Side Member(in) = Is 1.5 Re 1.000 Fes 5526 , 4 Rt 1.667 Im 1070.3 Screw Penetration into main member(in) p 2.5 Ko 2.220 Is 642.2 (Minimum Allowed Penetration,pmio=6D Pmfn 1 1.1 p 2.5 II 373.4 = (Specific Gravity of Side Member Gs 0.55 1+Re 2.0 Illm 385.2 ISpecific Gravity of Main Member G 0.55 2+Re 3.0 Ills 260 m € ......._...._........_.._..__._,_.._.__..._._...._...__...._.._....._._.._..................._........... m......................_m...... , Lateral Design Value(Ibs) Z 249 k, 0.582 IV 249 ---------------------------------------------------------=----- ----------- Duration Factor CD 1.6 6 0 Dr 0.172 - 'Toe Nail Factor Ctn 1 OEnd Grain Factor Ces 1 (Wet Service Factor = C ......................................... _... ..........................._............ T tal Allowable.Connection Capacity Ibs V 399 Z'=Z X Cp X Ceg x C�,X CMx C, Adjusted Lateral Design Value Ibs Z' 2391 V=NT ___ _-_-_�� .............................. ActuaUAllowable=E 1600 / 2391 _ i 0.67 '< 1.0 PASS.................................................................................................._...... Timber Tech Engineering,LLC 18 of 61 ,POST BASE CONNECTION-STEEL ANGLES TO CONCRETE ;UPLIFT(LBS) 990 (SHEAR..LBS.......................W............,.........._............................................._................................................_,..................400..............°.......................... UPLIFT: Screw Anchor OQuantity of Anchors I N 2 1 Diameter of Anchor,in E D € 0.5 (Minimum Embedment into Concrete,in ` Em 3.75 (Minimum Concrete Strength,psi f� 3000 1 ............................................... ............................................................................................................... ........ LAllowable Unad usted Ca acit of One Anchor 2000 ....._...........................................i.......................,.p.............y............................................................................................ (Edge Adjustment Factor 1 ;Spacing Adjustment Factor 1 (Other Adjustment Factor __ t _. Allowable Adjusted Capacity of ConnectionI. 4000 AcfuadAllowab/e= 990 _ 4000 _ 0.25 < 1.0 PASS _.._...................................._....._....................................................................W.._.............._.........................................._.............................. ..................................................,............................................................................................................................................................................................................................................................................................................................ (SHEAR: Screw Anchor . (Quantity of Anchors N - 2 'Diameter of Anchor,in D 0.5 ;Minimum Embedment into Concrete,in Em 3.75 Minimum Concrete Strength,psi f, 3000 (Allowable Unadjusted Ca acit of One Anchor.._..............._..,..' 2500........j .............................................1.........._ ......P.............Y....................................._........................................ ... ... ,............. ,Edge Adjustment Factor E 1 jSpacing Adjustment Factor 1 ;Other Adjustment Factor € 1 ........,..,..... .... ....................................... ......,,....................................... (Allowable Adjusted Capacity of Connection 5000 ._._._.�._, ..,_._.,._._.........................................................................................._..._.........,........................W.........................................................; ActuabAllowable== 400 _ 5000......................'......................0.08 < 1.0 PASS .................. .... . ........................................................................................................................................ .................................` Timber Tech Engineering,LLC 19 of 61 ;POST BASE CONNECTION-STEEL ANGLES TO WOOD POST oUPLIFT(LBS) E 990 i i OSHEAR....LBSa_._,...................,_.,,........,,....,.,....................,.,.,.,......................,,..,..,.,........,,.._,.. ............,.,............400 s ........................................... WOOD SCREWS- SHEAR-NDS ASD j..............,.....,..._........_...._._,....,....._................._.........,,.,...........>.........._,...�.._._............--.......,.,W...._.__._........_....._.........._..,.�.....�._.._..._......_........,....._......._......._...__............._............._.._.....,........._......,......_.._.,.,................_._...._......... Screw Size # #10 Fyb 80000 kZ 0.532 - jNumber of screws N 12 € Fem,par 5526 k3 4.641 0Screw Diameter(in) i D € 0.19 Fem,peril 5526 Fes,par 61800 jScrew Length(in) L Q 1.5 f Fem 5526 Fs pep 61800 i kidth of Side Member(in) la E 0.25 i Re 0.089 Fes 61800 OWidth of Main Member(in) Im 5.5 i Ri 5.000 I, 477.2 Screw Penetration into main member(in) p 1.25 K, 2.200 la 1067.5 Minimum Allowed Penetration,pmin=6D Pmm€ 1.1 p 1.3 II 235.2 -, (Specific Gravity of Side Member G, METAL 1+Ra 1.1 Ill, 215.4 I....P .. ty...... ( ) .. ...................................................... i 2+Ra 2.1 III 212 Lateral Design Value Ibs Z ' 173 „ s S ec�c Gravity of Main Member G 0.55 E :. ------------------------------------------- -- k� 0.220 IV 173 ---------------- - - ----------- Duration Factor CD 1.6 Dr 0.152 jToe Nail Factor Ctn 1 = jEnd Grain Factor Cag 1 met Service Factor 07 ............... ........................................................................................::. "" iAdjusted Lateral Design Value(Ibs)... _.........................,...z................1'93........... _,,.._ - _..._......................... V -._. Z Z x CD X C x Cb,X CM e -' E Total Allowable Connection Capaci Ibs 2321 <- V=NZ' ----------___-_ L�_---t .... .. .. ._.-............................. _..................._...._._............._, ........_,...,......__.._ _......_........_ ._..i ActuaUAllowab/e=i 990 / 2321 i = , ........0.43 i< 1.0 .PASS................................................................................................................. _.,_._............._...............,,,,..,....,,,................_.,,.,,,, ... _................_..._....._......................................................,.,,,,.......................-.-........_.._.............._.-.................. OW0013 SCREWS- SHEAR-NDS ASD _..............._..................,,,....................,......,.,,........... ,..,.,,.,.,.,,,,.......,,,..,....,,,.,,..................,..,,.,..................,.,,,..,,..,,,...........,....,,..,......,.......,,..,...,,,...,,,,...,......,.........,...,.,...,,..,..,...,.,,,,..,..,..........,,...,,.,.,,....,..,,.,,,,,,.......,...,........,.; ,Screw Size i # #10 Fyb 80000 k2 0.532 _ Number of screws (EFFECTIVE) i N i 6 i Fem,par 5526 k3 4.641 Screw Diameter(in) D i 0.19 Fem peril 5526 Fes,par 61800 (Screw Length(in) i L 1.5 Fe, 5526 Fas peril 61800 (Width of Side Member(in) E la 0.25 Ra 0.089 Fes 61800 i Width of Main Member(in) Im 5.5 R, 5.000 I, 477.2 I Screw Penetration into main member(in) p 1.25 Ko 2.200 la 1067.5 i 'Minimum Allowed Penetration,p,ia=6D i Pmin€ 1.1 i p 1.3 II 235.2 'specific Gravity of Side Member G, METAL i 1+RB 1.1 III, 215.4 SSpecic Gravity of Main Member Gm 0.55 2+Ra 2.1 Ill, 212 L.,..,, _...._............... .._..9 _(-. }... . .....__............. . ..... . ....._,_...................................,,.._,..........,,_. _ ......................... ; ......,. ................ .......... iLateral Design Value Ibs Z 173 k, 0.220 IV 173 ---=:- - Duration Factor---------------------------------------- CD ---1.6 -- Dr 0.152 Toe Nail Factor Cb 1 lEnd Grain Factor Ce9 1 (Wet Service Factor C'M 0•j. �.._,.._........._.,.__........_.,.,._,_.......,.__.......,.......-.........................._,.,..,........,..,..,-._........_..._,.._..... -- (Adjusted Lateral Design Value(Ibs) E Z' T193: Z=Z X CD X Ceg x Cb,X CM Total Allowable Connection Capacity(lb� _-_-< V 1161 _t F V=NZ ........................................................................................................................................,....,...,.,..,... ActuaUAllowable 400 / 1161 i = i 0.34 E< 1.0 PASS .................._...,..........,......,.......................... .._................-..-..........:,.................................................._...................._.,..................,......_._................_...-.........._........._.........._................._..,,_, Timber Tech Engineering,LLC 20 of 61 oDECKING CONNECTION TO RAFTERS(UPLIFT) ;Tributary Area(sf) Ar € 2 (Dead Load(psf) D 0 (Wind Uplift Load(psf) W 76 e OSCE 7 edition ASCE 7-10 ;Net Uplift Load Ibs E 91.2 0.6W 0.6D ..............................................................................................................................................................................,................ (NAILS-WITHDRAWAL-NDS,ASD _..................................................... .. ............................._................m..,..........................-...........�..............N....f.......f..__..M�...............a-....-.............f.f......f........._........t..._�.........._;.................�.............; Note:i a certain adjustment factor is no s own its va ue Number of nails N 2 is assumed to be 1.0 ;Nail Diameter(in) D 0.112 Nail Length(in) L 3 2 ,Width of Side Member(in) IS 0.75 _ ; (Width of Main Member(in) Im 3.5 jNail Penetration into main member(in) p 1.25 ;S Specific Gravity G 0.55 P.........................Y............,....,,„... Reference Withdrawal Design Valus °i___-35_____ NDS 2005,Eq 11.2-3 (Duration Factor ' Co 1.6 ' - (Toe Nail Factor C� 1 -_.. ............. ... ; Wet Service Factor CM 1 ---------------------------------------------------- --- ---'i 55 W'=W x CD x C�x CM Adiusted Withdrawal Capacity(Ibs) W _ Total Connection Capaci (Ibs P 139 <-- P=NPW....._............._.......................................................... -------_____ .�.---- o--_<_______.,....._.... ................... ........ ........... ....... .............................. .............. ......_........ ..... .° jActuaUAllowab/e ..........I......... 91...... .09................... = 0.66...............5....�,.....,...1...0...................................................PASS................................................,.................................. ............................................ . ..............................................................................................-...........................................................................................................................--........................................................................-.....................................-................... STAPLES-WITHDRAWAL-NDS,ASD ................................................_....._........................._.................................................................................................-...........................,.............................................:.......................................,.........................................;..................................................,........................................................................... Note:if a certain adjustment factor is not shown,its value I (Number Of Staples N 1 2 is assumed to be 1.0 (Leg Diameter(in) D 0.06 3 jLeg Length(in) € L 2 ; jWidth of Side Member(in) IS 0.75 'Width of Main Member(in) Im 3.5 ;Penetration into main member(in) p 1.25 ISpecific Gravity _ G '0.55 .......-...._.................._............. ...... ............... ........... Reference Withdrawal Design Value Ibs W ___37_____ NDS 2005,Eq 11.2-3 -- ------ --=--------- (Duration Factor ` Co 1.6 jToe Nail Factor = Cb 1 - ;Wet Service Factor CM 1 . ... .. ...... . ...................e ;Adjusted Withdrawal Capacity(Ibs) I W` 59 W=W x Co x Cb,x CM Total Connection Capacitor(Ibs P 149 <— P=NPW' ------------=--------,..........................-.................................................................................................................................... ActuabAllowable= 91 / 149..........................'......................0.61.................�.. 1.0 .PASS..............................................................................................._................. :............................................. ... ........................................................ Timber Tech Engineering,LLC 21 of 61 DESIGN OF PLYWOOD ARCH (SDPWS) •GEOMETRYAND LOADS. 1.46 Feet Seismic Shear Force,VS 910 Ibs Length,L 1.46 ft ti Height,H 0.87 ft o 1T I Reactions,Tension,T,&T2 816 Ibs T1&C1 T2&C2 Reactions,Compres.,C1&C2 816 Ibs 816 LB SHEAR WALL ELEVATION 816 LB Maximum Seismic Shear,vr,max 623 Ibift • ALLOWABLE SHEAR STRENGTH-WOOD STRUCTURAL PANELS 518"PLYWOOD Wood Structural Panel: Sheathing Panel Edges: Blocked Nominal Shear Strength,vs 1330 lb/ft Panel Thickness 0.5938 in SG adjustment factor 1 Nails Size 10d ASD Reduction Factor 2 Nails Edge Spacing 3 in Cub adjustment factor 1 Nails Interior Spacing 6 in Aspect Ratio Reduction Factor 1 (seismic) Stud Spacing 12 in Stud Specific Gravity,SG - 0.55 i Allowable Shear Strength,vs;a11 665 lb/ft(seismic) —ALL-OWABLE—SHEAR-Sa-RENG-TH=WOOD-S-TRUOT-URAL-PANELS-1/ " LYWjDD• —� Wood Structural Panel: Sheathing (Panel Edges: Blocked Nominal Shear Strength,vs 900 lb/ft Panel Thickness 0.4375 in SG adjustment factor 1 i Nails Size 10d ASD Reduction Factor 2 Nails Edge Spacing 3 in Cub adjustment factor 1 Nails Interior Spacing 6 in Aspect Ratio Reduction Factor 1 (seismic) Stud Spacing 12 in Stud Specific Gravity,SG 0.55 i Allowable Shear Strength,vs,aii_ 450 Ibift(seismic) • TOTAL ALLOWABLE SHEAR STRENGTH FROM 518"AND 112"PLYWOOD PLATES ITotal Shear Strength 1115 lb/ft >623 OK �— Timber Tech Engineering,LLC 22 of 61 i Y Timber Tech Engineering,LLC 23 of 61 t, �y o 0 U _ Z Timber Tech Engineering,LLC 24 of 61 �pp1 !' q01 _ q e Off', �f Timber Tech Engineering,LLC 25 of 61 .At �'f R ass � �Zz .;• 6% f ! L �t � Z Timber Tech Engineering,LLC 26 of 61 B 04 A002 B 03 A003 B 01 Z A001 Timber Tech Engineering,LLC 27 of 61 i _i'FFF i 14'x20' pavilion.vap Service Case: D IES VsualAnalysis 19.00.0004 Thursday, May 28, 2020 Timber Tech Engineering,LLC 28 of 61 j ' \ U I; NI 14'x20' pavilionxap Service Case, Balanced Snow IES VisualAnalysis 19.00.0004 Thursday, May 28, 2020 Timber Tech Engineering,LLC 29 of 61 FTrX '^� �? N { ru+ y 1 1 1 4f a i 14'x20' pavilion.vap Service Case: W+X IES VisualAnalysis 19.00.0004 Thursday, May 28, 2020 Timber Tech Engineering,LLC 31 of 61 rr 'y M' 4; ✓ eT d 51 Ilp J.r y �; .a / ✓ i k 1 1 77 � a . �= _ r \ Al .. � Z 14'x20' pavilion.vap Service Case: W+Z IES VisualAnalysis 19.00.0004 Thursday, May 28, 2020 Timber Tech Engineering,LLC 32 of 61 f f s S �6 14'x20' pavilion.vap Service Case: E+X IES VisualAnalysis 19.00.0004 Thursday, May 28, 2020 Timber Tech Engineering,LLC 33 of 61 tl � _- 0` w� g y ,.�^ P b �9 vt 6y � 14'x20' pavilion.vap Service Case: E+Z HS VisualAnalysis 19-00.0004 Thursday, May 28, 2020 Timber Tech Engineering,LLC 34 of 61 00 ' O• OHO �,r S titi O 0,33 0.3$ O�� 033 0.55 D�1 0 a .Os 5 O•ZZ `�? O' O Ln O' 7 0 O• •�9 � Oy � �t Oa` . 't9 In o 0�9 0�0 � Oyti G,pA � Otiy O�� O �o o : 14'x2O' pavilion.vap Design View, Unity Checks IES VisualAnalysis 19.00.0004 Thursday, May 28, 2020 =0 lo■■■■m■■-Ungrouped =-Failed -Warning i■■■■■■■m-Error 0 Unity Values 1 APPENDIX A Visual Analysis Results Timber Tech Engineering,LLC 36 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20'pavilion.vap Thursday, May 28,2020 11:48 AM Table of Contents Service Load Cases Materials Nodal Supports Nodal Loads Area Uniform Loads Factored Load Combinations Member Forces Member Unity Checks Design Groups Member Design Results Node Results Node Reactions Service Load Cases Name Source SelfWeight Loads Pattern Balanced Snow Snow Loads Exclude 4 1 D Dead Loads Exclude 4 0 E+X Seismic Pos X Loads Exclude 2 0 E+Z Seismic Pos Z Loads Exclude 2 0 Unbalanced Snow Snow Loads Exclude 1 2 W+X Wind Pos X Loads Exclude 4 0 W+Z Wind Pos Z Loads Exclude 2 0 Materials Name Elasticity,E Poisson,v Density,y Thermal,a Shear psi Ib/ft^3 in/in/deg-F Modulus,G psi Southern Pine-Dense Select Structural 1900000.00 0.36 34.56 2.00E-006 697503.67 Southern Pine-Dense Select Structural 1900000.00 0.36 34.56 2.00E-006 697503.67 Southern Pine-Dense Select Structural 1900000.00 0.36 34.56 2.00E-006 697503.67 Weightless Wood(E= 1500 ksi) 1500000.00 0.36 0.02 2.00E-006 550660.79 Nodal Supports Name Fix DX Fix DY Fix DZ Fix RX Fix RY Fix RZ A001 Yes Yes Yes INo No No A002 Yes Yes Yes No No No A003 Yes Yes Yes No No No A004 Yes IYes Yes No No No Nodal Loads Node Service Case Type&Direction Magnitude Predefined Load B001 E+X Force X 650.00 lb N.A. B001 E+Z Force Z 650.00 lb N.A. B002 E+Z Force Z 650.00 lb N.A. B003 E+X Force X 650.00 lb N.A. VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 1 of 21 Timber Tech Engineering,LLC 37 of 61 TIMBER TECH ENGINEERING,INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x2O'pavilion.vap Thursday, May 28,2020 11:48 AM Area Uniform Loads Zlrecti6h`.'�-4-,,,-,,-,J1�i:--,I'U ressu C P- 0 1�rlyic -'CO R A001 Balanced Snow Members Projected +Y -30.00 -NA-N.A. A001 D Members +Y -10.00 -NA-N.A. A001 W+X Members Normal: <0.45,-6--891 0.00> -32.20 -NA-N.A. A002 Balanced Snow Members Projected +Y -30.00 -NA-N.A. A002 D Members +Y -10.00 -NA-N.A. A002 Unbalanced Snow Members Projected +Y -36.00 -NA-N.A. A002 W+X Members Normal: <0.00,-0.89, -32.20 -NA-N.A. -0.45> A002 W+Z Members Normal: <0.00,-0.89, 8.90 -NA-N.A. -0.45> A003 Balanced Snow Members Projected +Y -30.00 -NA-N.A. A003 D Members +Y -10.00 -NA-N.A. A003 W+X Members i Normal: <-0.45,-0.89, 0.00> -32.20 -NA-N.A. A004 Balanced Snow Members Projected +Y -30.00 -NA-N.A. A004 D Members +Y. -10.00 -NA-N.A. A004 W+X Members Normal: <0.00,-0.89, -32.20 -NA-N.A. 0.45> A0�04W�+Z Members Normal: <0.00,-0.89, 0 49.101 -NA-N.A. -Factored-Load-C-ambination L 1. D ASCE 7-16 ASD D Allowable Other 3. D+S(#I) ASCE 7-16 ASD D+Balanced Snow Allowable Other 3. D+S(#2) ASCE 7-16 ASD D+Unbalanced Snow Allowable Other 4. D+0.75(L+S)(#I) ASCE 7-16 ASD D+0.75Balanced Snow Allowable Other 4. D+0.75(L+S)(#2) ASCE 7-16 ASD D+0.75Unbalanced Snow Allowable Other 5. D+0.6W>>+X ASCE 7-16 ASD D+0.6W+X Allowable Other 5. D+0.6W*+Z ASCE 7-16 ASD D+0.6W+Z Allowable Other 6. D+0.75(L+0.6W+Lr)*+X ASCE 7-16 ASD D+0.45W+X Allowable Other 6. D+0.75(L+0.6W+Lr)>>+Z ASCE 7-16 ASD D+0.45W+Z Allowable Other 6. D+0.75(L+0.6W+S)(#I) >>+x ASCE 7-16 ASD D+0.45W+X+0.75Balanced Snow Allowable Other 6. D+0.75(L+0.6W+S)(# *+Z ASCE 7-16 ASD D+0.45W+Z+0.75Balanced Snow Allowable Other 6. D+0.75(L+0.6W+S)(#2) *+x ASCE 7-16 ASD D+0.45W+X+0.75Unbalanced Snow Allowable Other 6. D+0.75(L+0.6W+S)(#2) >>+Z ASCE 7-16 ASD D+0.45W+Z+0.75Unbalanced Snow Allowable Other 7. 0.6D+0.6W>>+X ASCE 7-16 ASD 0.61)+0.6W+X Allowable Other 7. 0.6D+0.6W>>+Z ASCE 7-16 ASD 0.61)+0.6W+Z Allowable Other 7. 0.6D+0.7D!+0.7W! ASCE 7-16 ASD 0.6D JAllowable Other VisualAnalysis 19-00.0004,Advanced www.lesweb.com Page 2 of 21 Timber Tech Engineering,LLC 38 of 61 1 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28,2020 11:48 AM i Factored Load Combinations continued Name Code Effective Equation Design Deflection 8. D+0.7E»+X s ASCE 7-16 ASD D+0.7E+X Allowable Other 8. D+0.7E»+Z ASCE 7-16 ASD D+0.7E+Z Allowable Other 9. D+0.75(0.7E+L+S) »+X ASCE 7-16 ASD D+0.525E+X Allowable Other 9. D+0.75(0.7E+L+S)»+Z ASCE 7-16 ASD D+0.525E+Z Allowable Other 9. D+0.75(0.7E+L+S)(#1) ASCE 7-16 ASD D+ 0.525E+X+ 0.75Balanced Snow Allowable Other »+X 9. D+0.75(0.7E+L+S)(#1) ASCE 7-16 ASD D+0.525E+Z+ 0.75Balanced Snow Allowable Other +Z 9. D+0.75(0.7E+L+S)(#2) ASCE 7-16 ASD D+0.525E+X+ 0.75Unbalanced Snow Allowable Other u+X 9. D+0.75(0.7E+L+S)(#2) ASCE 7-16 ASD D+ 0.525E+Z+ 0.75Unbalanced Snow Allowable Other »+Z 10. 0.6D+0.7E»+X ASCE 7-16 ASD 0.61)+0.7E+X Allowable Other 10. 0.6D+0.7E n+Z ASCE 7-16 ASD 0.6D+0.7E+Z Allowable Other Member Forces Member Fx Min Fx Max Vy Mz Min Mz Max lb lb lb lb-ft Flb-ft A001 -2506.42(34) 3473.27(37) 930.31 (35) -327.18(36) 1405.13(35) A002 -2506.46(34) 3473.35(37) 930.23 (35) -502.62(36) 2009.37(35) A003 -1214.12(34)1 2332.27(37) 594.40(37) -1279.88(34) 1968.04(37) A004 -1211.23(34)1 2332.82(37) 346.39(37) -1713.71 (34) 2393.12(37) A005 -1212.28(34) 2336.61 (37) -273.68(34) -1713.71 (34) 2472.55(37) A006 -1212.22(34) 2336.68(37) -273.11 (34) -1727.00 (34) 2472.55(37) A007 -1211.38(34) 2333.44(37) -418.30(36) -1727.00(34) 2404.59(37) A008 -1214.46(34) 2332.93 (37) -624.02(36) -1640.74(34) 1723.33(37) A009 1 -2494.71 (34) 3755.35(37) 930.28(35) -2009.48(34) 533.65(37) A010 -2494.63(34) 3755.23 (37) 930.36(35) -1405.20(34) 196.35(35) B001 -2493.46(34) 4017.25(37) 930.31 (35) -409.65 (34) 1405.13(35) B002 -2493.55(34) 4017.45(37) 968.70(35) -631.29 (34) 2009.38(35) B003 -1209.70(34) 2083.02(37) 765.18(35) -1301.95 (34) 2205.43 (35) B004 -1206.80(34) 2079.37(37) 434.26(35) -1727.52(34) 3072.97(35) B005 1208.42(34) 2081.04(37) -273.68(34) -1727.52(34) 3142.68(35) B006 -1208.51 (34) 2081.11 (37) -273.11 (34) -1724.30(34) 3142.68(35) B007 -1208.35(34) 2080.55(37) -434.17(34) -1724.30(34) 3073.01 (35) B008 -1211.15(34) 2084.00(37) -764.99(34) -1640.74(34) 2205.52(35) B009 -2507.51(34) 4012.35(37) -968.63 (34) -2009.47(34) 676.63(35) BO10 -2507.47(34) 4012.13(37) 930.35(35) -1405.20(34) 209.95(35) C001 -2574.07(36) 1989.65 (35) 1908.83(35) -2385.97(34) 2194.23(35) C002 -2571.49(36) 1997.44(35) -1908.70(34) -1366.20 (34) 2385.81 (35) C003 2666.58(36) 1998.87(35) -1755.43(34) -1861.24(36) 2194.23(35) C004 2667.00(36) 1997.82(35) -2126.33(36) -1349.49(34) 2657.85(37) D001 -2403.88(34)1 2765.07(37)1 1015.09(35) -137.55 (34)1 1532.95(35) VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 3 of 21 Timber Tech Engineering,LLC 39 of 61 , / TIMBER TECH ENGINEERING, INC. A. Reznik c Lane Dimitr' Thursday, May z4ZOZO11:4DAMMember Forces(continued) ' / ax My jb ' VisualAnalysis 19-00.0004,Advanced vmxwviesweo.com Page 4m21 Timber Tech Engineering,LLc 40me1 ■ 1 TIMBER TECH ENGINEERING, INC. ' Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday,May 28,2020 11:48 AM Member Forces continued Member Fx Min Fx Max Vy Mz Min Mz Max 1 lb lb lb lb-ft lb-ft R16 -98.34(36)f 117.26(37) 198.52(37) -292.29(34) 299.04(37) R17 -98.34(36) 117.05 (37) 198.52(37) -292.29(34) 299.04(37) R18 -60.74(36) 67.29 (37) 122.29(37) -110.93 (34) 113.50(37) R19 -60.77(36) 67.34(37) 122.29(37) -110.93(34) 113.50(37) R20 -136.97(36) 160.47(37) 274.28(37) -424.94(34) 498.11 (37) R21 -963.36(34) 1306.15 (37) -281.96(36) -559.20(34) 353.03 (35) R22 -137.07(36) 160.75 (37) 274.28(37) -424.94(34) 498.11 (37) R23 -110.52(36) 120.29(37) 221.85(37) -275.54(34) 326.05(37) R24 -113.33(36) 124.93 (37) 227.38(37) -292.19.(34) 342.50(37) R25 -69.91 (36) 72.73 (37) 140.14(37) -110.96(34) 130.07(37) R26 -71.35(36) 73.46(37) 142.93(37) -117.66(34) 135.30(37) R27 -20.68(36) 23.46(37) 41.82(37) -15.84(34) 16.21 (37) R28 -20.74(36) 23.42(37) 41.82(37) -15.84(34) 16.21 (37) R29 -23.80(36) 25.33 (37) 47.90(37) -15.84(34) 18.56(37) R30 -23.76(36) 25.35(37) 47.90 (37) -15.84(34) 18.56(37) T001 -4720.60(36) 3499.15(35) 1231.42(37) -1830.35 (34) 2604.71 (37) Z -1190.32(36) 1033.49(35)1 0.00(34) 0.00(34) 0.00(35) Member nity Checks Member. Section Unity Check Status Result Case Code Reference Type A001 i SS(4)-2x8 0.08 Pass 10.0.6D+0.7E»+X 3.4-1 Strong Shear Check A002 ISS(4)-2x8 0.13 Pass 3. D+S(#2) 3.4-1 Strong Shear Check A003 SS(4)-2x8 0.15 Pass 3. D+S(#2) 3.9-1 Combined Check A004 SS(4)-2x8 0.21 Pass 3. D+S(#2) 3.9-1 Combined Check A005 SS(4)-2x8 0.22 Pass 3. D+S(#2) 3.9-1 Combined Check A006 SS(4)-2x8 0.22 Pass 3. D+S(#2) 3.9-1 Combined Check A007 SS(4)-2x8 0.21 Pass 3. D+S(#2) 3.9-1 Combined Check A008 SS(4)-2x8 0.16 Pass 3. D+S(#2) 3.9-1 Combined Check A009 SS(4)-2x8 0.13 Pass 3. D+S(#2) 3.4-1 Strong Shear Check A010 SS(4)-2x8 0.09 Pass 9. D+0.75(0.7E+L+S)(#2)»+X 3.9-1 Combined Check B001 SS(4)-2x8 0.08 Pass 10.0.6D+0.7E»+X 3.4-1 Strong Shear Check B002 SS(4)-2x8 0.11 Pass 6. D+0.75(L+0.6W+S)(#1) 3.4-1 Strong Shear Check »+Z B003 SS(4)-2x8 0.14 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-1 Combined Check »+Z B004 SS(4)-2x8 0.19 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-1 Combined Check »+Z B005 SS(4)-2x8 0.19 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-1 Combined Check n+Z B006 SS(4)-2x8 0.19 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-1 Combined Check »+Z B007 SS(4)-2x8 0.19 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-1 Combined Check »+Z VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 5 of 21 Timber Tech Engineering,LLC 41 of 61 � � TIMBER TECH ENGINEERING, INC. Member Unitv Checks(con Mued) Combined Check -5.5 Combined Check Combined Check Axial Check RI SS 2x4 0.06 Pass 3.4-1 Strong Shear Check ` VisualAnalysis19-OO.UOO4,Advanced ` vwvw.ieswebzom ' Tim' ber Tech Engineering, Page omux *cm nn.��o 61 ` TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20'pavillon.vap Thursday, May 28,2020 11:48 AM Member nity Checks continued Member Section Unity Check Status Result Case Code Reference Type R2 SS 2x4 0.06 Pass 6. D+0.75(L+0.6W+S)(#1) 3.4-1 Strong Shear Check »+Z R3 SS 2x4 0.06 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R4 SS 2x4 0.06 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R5 SS 2x4 0.19 Pass 6. D+0.75(L+0.6W+S)(#1) 3.4-1 Strong Shear Check »+Z R6 SS 2x4 0.19 Pass 6. D+0.75(L+0.6W+S)(#1) 3.4-1 Strong Shear Check »+Z R7 SS 2x4 0.36 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-3 Combined Check »+Z R8 SS 2x4 0.36 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-3 Combined Check u+Z R9 SS 2x4 0.52 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-3 Combined Check »+Z R10 SS(2)-2x4 0.23 Pass 3. D+S(#2) 3.9-1 Combined Check Ril SS 2x4 0.52 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-3 Combined Check »+Z R12 SS 2x4 0.17 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R13 SS 2x4 0.17 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R14 SS 2x4 0.33 Pass 3. D+S(#1) 3.9-1 Combined Check R15 SS 2x4 0.33 Pass 3. D+S(#1) 3.9-1 Combined Check R16 SS 2x4 0.33 Pass 3. D+S(#1) 3.9-1 Combined Check R17 SS 2x4 0.33 Pass 3. D+S(#1) 3.9-1 Combined Check R18 SS 2x4 0.17 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R19 SS 2x4 0.17 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R20 SS 2x4 0.55 Pass 3. D+S(#2) 3.9-1 Combined Check R21 SS(2)-2x4 0.22 Pass 6. D+0.75(L+0.6W+S)(#1) 3.9-1 Combined Check »+Z R22 SS 2x4 0.55 Pass 3. D+S(#2) 3.9-1 Combined Check R23 SS 2x4 0.36 Pass 3. D+S(#2) 3.9-1 Combined Check R24 SS 2x4 0.38 Pass 3. D+S(#2) 3.9-1 Combined Check R25 SS 2x4 0.20 Pass 3. D+S(#2) 3.4-1 Strong Shear Check R26 SS 2x4 0.20 Pass 3. D+S(#2) 3.4-1 Strong Shear Check R27 ISS 2x4 0.06 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R28 ISS 2x4 0.06 Pass 3. D+S(#1) 3.4-1 Strong Shear Check R29 SS 2x4 0.07 Pass 3. D+S(#2) 3.4-1 Strong Shear Check R30 SS 2x4 0.07 Pass 3. D+S(#2) 3.4-1 Strong Shear Check T001 SS(2)-2x6 0.67 Pass 3. D+S(#1) 3.9-3 Combined Check Z SS(2)-2x4 0.00 Not Checked -NA- -NA- -NA- VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 7 of 21 Timber Tech Engineering,LLC 43 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28,2020 11:48 AM Design Groups Name Max Unity Memb Design Shape' Design Material Specification Enabled Overstrength ers Columns 0.61 4 Rectangle 5.5 x Southern Pine-Dense Select Structural NDS 2018 ASD Enabled Normal Headers 0.22 34 SS (4)-2x8 Southern Pine-Dense Select Structural NDS 2018 ASD Enabled Normal Knee Brtaces 0.07 8 SS (2)-2x6 Southern Pine-Dense Select Structural NDS 2018 ASD Enabled Normal Rafters 0.55 30 Varies Southern Pine-Dense Select Structural NDS 2018 ASD Enabled Normal Ridge and FOV7Hips 5 SS(2)-2x6 Southern Pine-Dense Select Structural NDS 2018 ASD Enabled Normal Rafters:Results Axial Beam Configuration Manual Kz: False Beam Type:Simply Supported Has Bolt Holes: False Kz Sidesway?: False Loading Pattern: Uniform Multi-piece Lams: False Manual Ky: False Tension Flange On Bottom?:True Ky Sidesway?: False Override Lbi?:_False End Notch Type: No Notches C-Factors Moisture Condition: Dry Service Condition Overrides Temp. Range:T<= 100F Override CF: False Wet Service Factor,CM: Calculate Override CI: False Temperature Factor Ct: Calculate Deflections p Override CL: False Strong (d Override CP: Falsey): None Incising Factor,Ci: Ignore Override CV: False Weak(dz): None Repetitive Member Factor,Cr: Calculate Override Ccs: False Buckling Stiffness Factor,CT: Ignore F Override Cct: False Slenderness Limit Increase: False Override Cct: als Curvature Factor,Cc: Override Cls: False Pole/Pile Treatment:Air Dried Pole/Pile Group Count: 2 Override Cvr: False Material Overrides Override Ft(Poles&Piles): False Neglect Size Constraints?: False Wood Material: Southern Pine-Dense Select Structural Specification: NDS 2018 ASD Bracing Lateral To + Size Constraints L Overstrength?: False p( y):Continuous Limit Depth?: False Live Load Reduction: None Lateral Bottom(-y): Unbraced Disable Checks?: False Strong(z): Unbraced Limit Width?: False Check Level: Each Limit State VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 8 of 21 Timber Tech Engineering,LLC 44 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28,2020 11:48 AM Rafters:Combined Check (extreme rows: max and min) Membe Section Offset Result Case Demand Capacity Code Reference Unity Check Details r ft Fx= 5.55 lb, KLz=7.28 ft, KLy= Oft, Lb= Oft, Mz=498 lb-ft, My= -1.48 lb-ft, E'min = 690000 psi, Fbz*= 3571 psi, Fbz** = 3570 psi, Fby* = 3928 psi, R20 SS 2x4 3.68 3. D+S(#2) 0.55 1.00 3.9-1 0.55 Fby** =3928 psi,CM(Ft) = 1, Ct= 1,CF(Ft) = 1, Cl = 1,CM(E) = 1, CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1,Cr= 1.15, CD = 1.15, Kz= 1, Ky= 1 Fx= 1.32 lb, KLz= 1.69 ft, KLy= Oft, Lb= Oft, Mz= 16.1 lb-ft, My= 0.07 lb-ft, E'min = 690000 psi, Fbz*= 3571 psi, Fbz** = 3570 psi, Fby*= 3928 psi, R28 SS 2x4 0.87 3. D+S(#1) 0.02 1.00 3.9-1 0.02 Fby** = 3928 psi,CM(Ft) = 1, Ct= 1,CF(Ft) = 1, Ci = 1,CM(E) = 1,, CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1,Cr= 1.15, CD= 1.15, Kz= 1, Ky= 1 Rafters:Axial Check (extreme rows: max and min Memb Section Offset Result Case Demand fa Capacity Fa Code Reference Unity Check Details er ft psi psi Fx=-20.7 lb, KLz= 1.69 ft, KLy= 0 ft, Fc* = 2358 psi, FcE= 16920 psi,CM(Fc) = 1, c) = 1, (F R4 SS 2x4 0.00 3. D+S(#1) -3.94 2286.07 3.6.3 0.00 Ci = 1,C Ct= 1,CF 0.97, CM(E) = 1,CT= 1, Cfu = 1,CD= 1.15, Kz= 1, Ky = 1 - Fx =-427 lb, KLz= 7.28 ft, KLy= 0 ft, Fc* = 3280 psi, FcE=911 psi, CM(Fc) = 1, R21 SS(2)-2x4 2.25 7. 0.6D+0.6W>>+X -40.67 851.05 3.6.3 0.05 Ct= 1,CF(Fc) = 1, Ci = 1,CP= 0.259, CM(E) = 1,CT= 1, Cfu= 1,CD = 1.6, Kz= 1, Ky = 1 VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 9 of 21 Timber Tech Engineering,LLC 45 of 61 - i TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20'pavillon.vap Thursday,May 28,2020 11:48 AM Rafters:StrongFlexure Check (extreme rows: max and min) Memb Section Offset Result Case Demand fbz Capacity Fbz Code Unity Check Details er- ft psi psi Reference Lb= 0 ft,Mz= 16.2 lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Cl = 1, R3 SS 2x4 0.80 3. D+S(#1) 63.50 3569.98 3.3-1 0.02 CT= 1,Cfu= 1, CM(Fb)= 1, CL= 1, CF(Fb) = 1,Cr= 1.15, CD= 1.15 _ Lb=0 ft, Mz= 16.2lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Ci= 1, R4 SS 2x4 0.80 3. D+S(#1) 63.50 3569.98 3.3-1 0.02 CT= 1,Cfu= 1, CM(Fb)= 1,CL= 1, CF(Fb) = 1,Cr= 1.15, CD= 1.15 �v Lb=0 ft,Mz=498 lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Ci= 1, _ R20 SS 2x4 3.64 3. D+S(#2) 1951.78 3569.98 3.3-1 0.55 CT= 1,Cfu= 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1,Cr= 1.15, _ CD= 1.15 Lb=0 ft,Mz=498 lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Cl= 1, R22 SS 2x4 3.64 3. D+S(#2) 1951.78 3569.98 3.3-1 0.55 CT= 1,Cfu= 1, CM(Fb) = 1,CL= 1, CF(F1b)--=L Cr _ CD= 1.15 Lb=0 ft,Mz= 16.2lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Ci= 1, R27 SS 2x4 0.80.3. D+S(#1) 63.50 3569.98 3.3-1 0.02 CT= 1,Cfu= 1, CM(Fb) = 1,CL= 1, CF(Fb) 1,Cr= 1.15, _ CD= 1.15 Lb =0 ft, Mz= 16.2 lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Ci= 1, R28 SS 2x4 0.80 3. D+S(#1) 63.50 3569.98 3.3-1 0.02 CT= 1,Cfu= 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1,Cr= 1.15, CD= 1.15 Rafters:Weak Flexure Check (extreme rows: max and min) Memb Section Offset Result Case Demand fby Capacity Fby Code Reference Unity Check Details er ft psi psi My= -5.72 lb-ft, E'min = 690000 psi, = R14 SS 2x4 4.115. D+0.6W»+Z -52.28 5464.80 3.3-1 1,Ct= 1, 0.01 CM(E)Ci= 1,CT= 1, Cfu = 1,CM(Fb)= 1, CL= 1,CF(Fb) = 1, Cr= 1.15,CD= 1.6 VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 10 of 21 Timber Tech Engineering,LLC 46 of 61 ■ TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28,2020 11:48 AM r Rafters:Weak Flexure Check continued (extreme rows: max and min) Memb Section Offset Result Case Demand fby Capacity Fby Code Reference Unity Check Details er ft psi psi My= 0.117 lb-ft, E'min = 690000 psi, CM(E) = 1,Ct= 1, R21 SS(2)-2x4 5.29 5. D+0.6W»+Z 0.27 4968.00 3.3-1 0.00 Ci= 1,CT= 1, Cfu = 1,CM(Fb) = 1, CL= 1,CF(Fb) = 1, Cr= 1,15,CD = 1.6 Rafters:Stron Shear Check (extreme rows: max and min) Memb Section Offset Result Case Demand fvy Capacity Fvy Code Reference Unity Check Details er ft psi psi V=41.8 lb,CM = 1, R3 SS 2x4 0.00 3.D+S(#1) 11.95 201.25 3.4-1 0.06 Ct= 1,Ci = 1, CD= 1.15 V=41.8 lb,CM = 1, R4 rSS2x4 0.00 3. D+S(#1) 11.95 201.25 3.4-1 0.06 Ct= 1,Ci= 1, CD= 1.15 V= 274lb,CM = 1, R20 4 0.00 3. D+S(#2) 78.36 201.25 3.4-1 0.39 Ct= 1,Ci= 1, CD= 1.15 V= 274 lb,CM = 1, R22 SS 2x4 0.00 3. D+S(#2) 78.36 201.25 3.4-1 0.39 Ct= 1,Ci = 1, CD= 1.15 V=41.8 lb,CM = 1, R27 SS 2x4 0.00 3. D+S(#1) 11.95 201.25 3.4-1 0.06 Ct= 1,Ci = 1, --CD= 1.15 V=41.8 lb,CM = 1, R28 SS 2x4 0.00 3. D+S(#1) 11.95 201.25 3.4-1 0.06 Ct= 1,Ci= 1, CD= 1.15 Rid a and Hi s: Results Beam Axial Beam Type: Simply Supported Configuration Manual Kz: False Loading Pattern: Uniform Has Bolt Holes: False Kz Sidesway?: False Tension Flange On Bottom?: False Multi-piece Lams: False Manual Ky: False Override Lbi?: False Ky Sidesway?: False End Notch Type: No Notches C-Factors Overrides Moisture Condition: Dry Service Condition Override CF: False Temp. Range:T<= 10OF Override CI: False Wet Service Factor,CM: Calculate Override CL: False Deflections Temperature Factor, Ct: Calculate Override CP: False Strongd None Incising Factor,Ci: Ignore Override CV: False ( Repetitive Member Factor,Cr: Ignore Weak(dz): None Override Ccs: False Buckling Stiffness Factor,CT: Ignore Override Cct: False Slenderness Limit Increase: False Override Cfu: False Curvature Factor,Cc: 1 Override Cis: False Pole/Pile Treatment:Air Dried Override Cvr: False Pole/Pile Group Count: 1 Material Overrides Override Ft(Poles&Piles): False Neglect Size Constraints?: False VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 11 of 21 Timber Tech Engineering,LLC 47 of 61 TIMBER TECH ENGINEERING, INC.Dim _ A. Reznik I:\projects\Country Lane 137\10\...\14x20tpavilion.vap Thursday, May 28,2020 11:48 AM t Ridge and Hi s: Results continued t Wood Material: Southern Pine-Dense Select Structural Specification: NDS 2018 ASD Bracing Size Constraints Lateral Top(+y):Continuous Overstrength?: False Depth?: False ' Live Load Reduction: None Lateral Bottom(-y):Continuous Limit De p Disable Checks?: False Strong(z): Continuous Limit Width?: False Check Level: Each Limit State Rid a and Hi s:Combined Check extreme rows: max and min) Memb Section Offset Result Case Demarid Capacity Code Reference er Unity Check Details ft ~�Fx= -3496 lb,KLz= 0 ft, _KLy= Oft,Lb=Oft, Mz= 1164 lb-ft, My= 5.41 lb-ft, FcE1 =5671800000 psi, FcE2 = 5671800000 psi, FbE= 828000 psi, H4 SS(2)-2x6 5.27 3. D+S(#1) 0.35 1.00 3.9-3 -0.35 E'min= 690000 psi, - Fbz'= 2760 psi, Fby'= 2898 psi, CM(E) = 1,Ct= 1, Cl = 1,CT= 1, Cfu = 1,CM(Fb) = 1, CL= 1,CF(Fb)= 1, Cr= 1,CD= 1.15, Kz= 1,Ky= 1 Fx= -4584 lb,KLz= 0 ft, KLy= Oft,Lb=Oft, Mz= 2270 lb-ft, My= -0.036 lb-ft, FcE1 =5671800000 psi, FcE2 =5671800000 psi, T001 SS(2)-2x6 3.00 3. D+S(#1) 0.67 1.00 3.9-3 000 psi, 0.67 EbE 8 8 0000 psi, Fbz' = 2760 psi, Fby'= 2898 psi, CM(E) = 1,Ct= 1, Ci = 1,Cr= 1, Cfu = 1,CM(Fb) = 1' CL= 1,CF(Fb) = 1, Cr= 1,CD = 1.15, Kz= 1,Ky= 1 Ridge and Hi s:Axial Check (extreme rows: max and min) Memb Section offset Result Case, _ ' Demand fa Capacity Code Reference Unity Check Details er. ft psi psi Fx= -3566 lb,KLz= 0 ft, KLy= 0 ft,Fc* = 2185 psi, H1 SS(2)-2x6 0.00 3. D+S(#1) 216.14 2185.00 3.6.3 0:10 CM(Fc) = 1,Ct= 1, CF(Fc) = 1,Ci= 1, CP= 1, CD= 1.15, Kz= 1,Ky= 1 VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 12 of 21 Timber Tech Engineering,LLC 48 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28, 2020 11:48 AM Rid a and Hips:Axial Check continued (extreme rows: max and min) Memb Section Offset Result Case Demand fa Capacity Fa Code Reference Unity Check Details er ft psi psi IFx= -4584 lb,KLz= 0 ft, KLy= 0 ft,Fc* = 2185 psi, T001 SS(2)-2x6 2.68 3. D+S(#1) -277.83 2185.00 3.6.3 0.13ICM(Fc) = 1,Ct= 1, CF(Fc) = 1,Ci= 1, CP= 1,CD= 1.15, Kz= 1, Ky = 1 Rid a and Hips:St ng Flexure Check (extreme rows: max and min) Memb Section Offset Result Case Demand fbz Capacity Fbz Code Unity Check Details er ft psi psi Reference _ _ _ ___ Lb = 0 ft, Mz= 1164 lb-ft, E'min = 690000 psi,CM(E) = 1, Ct= 1,Ci = 1, H4 SS(2)-2x6 5.27 3. D+S(#1) 923.15 2759.54 3.3-1 0.33 CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1, Cr= 1, CD = 1.15 Lb =0 ft, Mz= 2270 lb-ft, E'min = 690000 psi,CM(E) = 1, Ct= 1,Ci = 1, T001 SS(2)-2x6 3.00 3. D+S(#1) 1801.20 2759.54 3.3-1 0.65 CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1, Cr= 1, CD = 1.15 Rid a and Hips:Weak Flexure Check (extreme rows: max and min) Memb Section Offset Result Case Demand fby Capacity Fby Code Unity Check Details er ft psi psi Reference My= -28.3 lb-ft, E'min= 690000 psi, CM(E) = 1,Ct= 1, H4 SS(2)-2x6 5.27 7. 0.6D+0.6W.*+Z -41.17 4032.00 3.3-1 0.01 Ci = 1,CT= 1, Cfu = 1,CM(Fb) = 1, CL= 1,CF(Fb) = 1, _ Cr= 1,CD= 1.6 My=-346 lb-ft, E'min = 690000 psi, CM(E) = 1,Ct= 1, T001 SS(2)-2x6 3.00 5. D+0.6W»+Z -50189 4032.00 3.3-1 0.1210 = 1,CT= 1, �Cfu = 1,CM(Fb) = 1, CL= 1,CF(Fb) = 1, Cr= 1,CD = 1.6 Rid a and Hips:St ng Shear Check (extreme rows: max and min) Memb ' Section Offset Result Case Demand fvy Capacity Fvy Code Reference Unity Check Details er ft psi _ psi V= -552 lb,CM = 1, H3 SS(2)-2x6 9.77 3. D+S(#1) -50.18 201.25 3.4-1 0.25 Ct= 1,Ci = 1, CD = 1.15 VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 13 of 21 Timber Tech Engineering,LLC 49 of 61 r TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20'pavillon.vap Thursday, May 28,2020 11:48 AM Ridge and Hi s:Sftt na Shear Check continued (extreme rows: max and min) Memb Section Offset Result Case Demand fvy Capacity Fvy Code Reference Unity Check Details er ft psi psi-, V= 1105 lb,CM = 1, T001 SS(2)-2x6 0.67 3. D+S(#1) 100.42 201.25 3.4-1 0.50 Ct= 1,Ci = 1, CD= 1.15 Headers: Results Axial Beam Configuration Manual Kz: False Beam Type: Simply Supported Has Bolt Holes: False Kz Sidesway?: False Loading Pattern: Uniform Multi-piece Lams: False Manual Ky: False' Tension Flange On Bottom?: False Ky Sidesway?: False Override Lbi?: False End Notch Type: No Notches C-Factors Moisture Condition: Dry Service Condition Overrides Temp. Range:T<.= 100F Override CF: False Wet Service Factor,CM: Calculate Override CI: False Override CL: False Deflections Temperature Factor,Ct: Calculate Override CP: False Strong (dy): None Incising Factor,Ci: Ignore Repetitive Member Factor Cr: Calculate Weak(dz): None p Override CV: Falsel False Buckling Stiffness Factor,CT: Ignore Override Ccs: � Slenderness Limit Increase: False Override Cct: False Curvature Factor,Cc: 1 Override Cfu: False Pole/Pile Treatment:Air Dried Override Cis: False Pole/Pile Group Count: 1 Override Cvr: False Material Overrides Override Ft(Poles&Piles): False Neglect Size Constraints?: False Woad Material: Southern Pine-Dense Select Structural Specification: NDS 2018 ASD Bracing Lateral To + Overstrength?: False P( Y): Continuous Size Constraints Live Load Reduction: None Lateral Bottom(-y): Unbraced Limit Depth?: False Disable Checks?: False Strong(z): Unbraced Limit Width?: False Check Level: Each Limit State Headers:Combined Check (extreme rows: max and min Member ' Section Offset Result Case Deman Capacity Code Reference Unity Check ft d Details F_ Fx = 1102 lb,KLz= 2 ft, KLy= Oft,Lb= Oft, Mz = 2473 lb-ft, My= 0 lb-ft, E'min= 690000 psi, Fbz* = 2783 psi, Fbz** =2783 psi, Fby* = 2922 psi, A006 SS(4)-2x8 0.00 3. D+S(#2) 0.22 1.00 3.9-1 0.22 Fby** =2922 psi,CM(Ft)= 1, Ct= 1,CF(Ft)= 1, Cl = 1,CM(E)= 1, CT= 1,Cfu= 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1.1,Cr= 1, CD= 1.15,Kz= 1, Ky= 1 VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 14 of 21 Timber Tech Engineering,LLC 50 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28,2020 11:48 AM Headers: Combined Check continued (extreme rows: max and min) Member Section Offset Result Case Deman Capacity Code Reference Unity Check Details ft d Fx = 1540 lb,KLz= 1.51 ft, KLy= Oft, Lb= Oft, Mz=791 lb-ft, My= 0 lb-ft, E'min= 690000 psi, Fbz* = 3872 psi, Fbz** = 3871 psi, 6. D+0.75(L+0.6W+S) Fby* =4066 psi, D001 SS(4)-2x8 1.51(#1)»+Z 0.06 1.00 3.9-1 0.06 Fby** =4066 psi,CM(Ft) = 1, Ct= 1,CF(Ft) = 1, Ci = 1,CM(E) = 1, CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1.1,Cr= 1, CD = 1.6,Kz= 1, Ky= 1 Headers:Axial Check (extreme rows: max and min) Membe Section Offset Result Case Demand fa Capacity Fa Code Unity Check Details r ft psi psi Reference Fx= 2079 lb,CM(Ft) = 1, B004 SS(4)-2x8 1.37 3. D+S(#1) 47.80 1782.50 3.8.1 0.03 Ct= 1,CF(Ft) = 1, _ Ci = 1,CD= 1.15 Fx= 3464 lb,CM(Ft) = 1, B009 SS(4)-2x8 1.69 3. D+S(#1) 79.63 1782.50 3.8.1 0.04 Ct= 1,CF(Ft) = 1, Ci = 1,CD= 1.15 Headers:Stronq Flexure Check (extreme rows: max and min) Membe Section Offset Result Case Demand fbz Capacity Fbz Code Unity Details r ft psi psi Reference Check Lb= 0 ft, Mz= 2473 lb-ft, E'min =690000 psi,CM(E) = 1, Ct= 1,Ci = 1, A005 SS(4)-2x8 2.00 3. D+S(#2) 564.48 2782.53 3.3-1 0.20 CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1.1,Cr= 1, CD= 1.15 Lb= 0 ft, Mz= 2473 lb-ft, E'min = 690000 psi,CM(E) = 1, Ct= 1,Ci = 1, A006 SS(4)-2x8 0.00 3. D+S(#2) 564.48 2782.53 3.3-1 0.20 CT= 1,Cfu = 1, CM(Fb) = 1,CL= 1, CF(Fb) = 1.1,Cr= 1, _ CD= 1.15 Lb = 1.51 ft,Mz= -899 lb-ft, E'min =690000 psi,'CM(E) = 1, Ct= 1,Cl= 1, D007 SS(4)-2x8 0.00 7. 0.6D+0.6W»+Z -205.19 3864.97 3.3-1 0.05 CT= 1,Cfu = 1, CM(Fb) = 1,CL= 0.998, CF(Fb) = 1.1,Cr= 1, CD= 1.6 VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 15 of 21 Timber Tech Engineering,LLC 51 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20'pavilion.vap Thursday, May 28,2020 11:48 AM Headers:Weak Flexure Check (extreme rows: max and min Membe Section Offset Result Case Demand Capacity Fby Code Unity Details r ft fby psi Reference Check psi My= -0.66 lb-ft, E'min = 690000 psi, CM(E)= 1,Ct= 1, B003 SS (4)-2x8 0.70 7.0.6D+0.6W»+Z -0.18 4065.60 3.3-1 0.00 Ci = 1,CT= 1, Cfu = 1,CM(Fb) = 1, CL= 1,CF(Fb) = 1.1, Cr= 1,CD= 1.6 My= -0.055 lb-ft, E'min =690000 psi, CM(E)= 1,Ct= 1, D007 SS (4)-2x8 0.79 3. D+S(#1) -0.02 2922.15 3.3-1 0.00 Ci= 1,CT= 1, Cfu= 1,CM(Fb) = 1, CL= 1,CF(Fb) = 1.1, Cr= 1,CD= 1.15 Headers: Strong Shear Check extreme rows: max and min) Membe Section Offset Result Case Demand Capacity Fvy Code" Unity Details r ftfvy psi Reference Check psi V=-186 lb,CM = 1, A006 SS(4)-2x8 2.0010. 0.6D+0.7E»+X -6.43 280.00 3.4-1 0.02 Ct= 1,Ci= 1, _CD= 1.6 V= -755 lb,CM = 1, A009 SS(4)-2x8 1.35 3. D+S(#2) -26.02 201.25 3.4-1 0.13 Ct= 1,Ci= 1, CD= 1.15 Knee Brtaces: Results Axial Beam Configuration Manual Kz: False Beam Type: Simply Supported Has Bolt Holes: False K2 Sidesway?: False Loading Pattern: Uniform Multi-piece Lams: False Manual Ky: False Tension Flange On Bottom?: False Ky Sidesway?: False Override Lbi?: False End Notch Type: No Notches C-Factors Moisture Condition: Dry Service Condition Overrides Temp. Range:T<= 100F Override CF: False Wet Service Factor,CM: Calculate Override CI: False p Deflections Temperature Factor Ct:Calculate Override CL: False Strong (dy): None Incising Factor,Cl: Ignore Override CP: False Repetitive Member Factor Cr: Ignore Weak(dz): None p Override CV: False g Buckling Stiffness Factor,CT: Ignore Override Ccs: FalseOverride Cct: False Slenderness Limit Increase: False : False Curvature Factor,Cc: 1 Override C Override Cfufu Pole/Pile Treatment:Air Dried Override Cis:False False Pole/Pile Group Count: 1 Material Overrides Override Ft(Poles&Piles): False Neglect Size Constraints?: False VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 16 of 21 Timber Tech Engineering,LLC 52 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28, 2020 11:48 AM Knee Brtaces:Results(continued) Wood Material: Southern Pine-Dense Select Structural Bracing Specification: NDS 2018 ASD Lateral Top(+y): Unbraced Size Constraints Overstrength?: False Limit Depth.: False Live Load Reduction: None Lateral Bottom( Unbraced Limit Width?: False Disable Checks?: False Strong (z): Unbraced d Check Level: Each Limit State Knee Brtaces•Axial Check (extreme rows: max and min) Membe Section Offset Result Case Demand fa Capacity Fa Code Unity Details r ft psi psi Reference _Check Fx= 1717 lb,CM(Ft) = 1, K002 SS(2)-2x6 0.00 7. 0.6D+0.6W»+Z 104.04 2640.00 3.8.1 0.04 Ct= 1,CF(Ft) = 1, Ci= 1,CD = 1.6 Fx=-2912 lb,KLz = 2.5 ft, KLy= 2.5 ft,Fc* =3040 psi, FcE= 5692 psi,CM(Fc) = 1, K008 SS(2)-2x6 0.00 9. D+0.75(0.7E+L+S) -176.46 2601.84 3.6.3 0.07 Ct= 1,CF(Fc) = 1, (#2)»+X Ci = 1,CP=0.856, CM(E) = 1,CT= 1, Cfu= 1,CD= 1.6, Kz= 1, Ky= 1 Columns:Results Axial Beam Configuration Manual Kz:True Beam Type: Simply Supported Has Bolt Holes: False Kz: 2.4 Loading Pattern: Uniform Multi-piece Lams: False Manual Ky:True Tension Flange On Bottom?: False Ky: 2.4 Override Lbi?: False End Notch Type: No Notches Overrides C-Factors Override CF: False Moisture Condition: Wet Service Condition Override CI: False Temp. Range:T<= 100F Override CL: False Wet Service Factor,CM: Calculate Override CP:True Deflections Temperature Factor,Ct: Calculate CP: 0.13 Strongd None Incising Factor,Ci: Ignore Override CV: False ( Repetitive Member Factor,Cr: Ignore Weak(dz): None Buckling Stiffness Factor,CT: Ignore Override Cc: False Slenderness Limit Increase: False Override Cct: False Override Cfu:True Curvature Factor,Cc: 1 Cfu: 1 Pole/Pile Treatment:Air Dried Override Cis: False Pole/Pile Group Count: 1 Override Cvr: False Material Overrides Override Ft(Poles&Piles): False Neglect Size Constraints?: False Wood Material: Southern Pine-Dense Select Structural Bracing Specification: NDS 2018 ASD Lateral Top(+y): at Interior Crossings Size Constraints Overstrength?: False Limit Depth.: False Live Load Reduction: None Lateral Bottom(eriorr Interior Crossings Limit Width?: False Disable Checks?: False Strong(z): at Interior Crossings Check Level: Each Limit State VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 17 of 21 Timber Tech Engineering,LLC 53 of 61 TIMBER TECH ENGINEERING, INC. I:\projects\Country Lane D A. Reznik 137\10\...\14'x20tpavilion.vap Thursday,May 28,2020 11:48 AM Columns:Combined Check (extreme rows: max and min) Member Section Offset Result Case Deman Capacity Code Reference Unity Check Details ft d Fx= -2552 lb,KLz = 16.2 ft, KLy= 16.2 ft,Lb= 6.75 ft, Mz= 1381 lb-ft,My= 552 lb-ft, FcE1 =409 psi, FcE2=409 psi, FbE=27594 psi, E'min = 621000 psi, C002 Rectangle 5.5 x 5.5 6.413. D+S(#1) 0.59 1,00 3.9-3 0.59 Fbz'= 2335 psi, Fby'= 2346 psi, CM(E) = 0.9,Ct= 1, Ci = 1,CT= 1, Cfu= 1,CM(Fb) = 0.85, CL= 0.995,CF(Fb) = 1, Cr= 1,CD= 1.15, Kz= 2.4, Ky= 2.4 Fx= -2553 lb,KLz= 16.2 ft, KLy= 16.2 ft, Lb = 6.75 ft, Mz= 1448 lb-ft,My=-588 lb-ft, FcE1 =409 psi, FcE2 =409 psi, FbE= 27594 psi, E'min = 621000 psi, C004 Rectangle 5.5 x 5.5 6.75 3. D+S(#1) 0.61 1.00 3.9-3 0.61 Fbz'= 2335 psi,Fby'= 2346 psi, CM(E) = 0.9,Ct= 1, Ci = 1,CT= 1, Cfu= 1,CM(Fb) = 0.85, CL=0.995,CF(Fb) = 1, Cr= 1,CD= 1.15, Columns:Axial Check (extreme rows: max and min) Membe Section Offset Result Case Demand fa Capacity Fa Code? Unity Details r ft psi psi Reference Check -- -Fx= -2549 lb, KLz= 16.2 ft, KLy= 16.2 ft,Fc*= 1748 psi, C003 Rectangle 5.5 x 5.5 0.00 3. D+S(#1) -84.27 227.24 3.6.3 0.37 CM(Fc) = 0.8,Ct= 1, CF(Fc) = 1,Ci= 1, CP= 0.13,CD= 1.15, T_ Kz= 2.4, Ky= 2.4 Fx= -2553 lb, KLz= 16.2 ft, KLy= 16.2 ft,Fc*= 1748 psi, C004 Rectangle 5.5 x 5.5 0.00 3. D+S(#1) -84.38 227.24 3.6.3 0.37 CM(Fc) = 0.8,Ct= 1, CF(Fc) = 1,Ci = 1, CP= 0.13,CD= 1.15, Kz= 2.4,Ky= 2.4 VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 18 of 21 Timber Tech Engineering,LLC 54 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20' pavilion.vap Thursday, May 28,2020 11:48 AM Columns:strong Flexure Check (extreme rows: max and min) Memb Section Offset Result Case Demand fbz Capacity Fbz Code Unity Details er ft psi psi Reference Check Lb= 6.75 ft,Mz=-2265 lb- ft, E'min = 621000 psi,CM(E) _ t Rectangle 5.5 x 6. D+0.75(L+0.6W+S) t C001 5 5 6.75(#1)»+Z -980.33 3242.413.3-1 0.30 C C = 1,Ci = 1, CT= 1,Cfu= 1, CM(Fb) = 0.85,CL= 0.993, CF(Fb) = 1,Cr= 1, CD= 1.6 Lb=6.75 ft, Mz= 2658 lb- ft, E'min = 621000 psi,CM(E) _ Rectangle 5.5 x 9. D+0.75(0.7E+L+S) 0.9, C004 5 5 6.75(#2)»+X 1150.20 3242.413.3-1 0.35 Ct= 1,Ci = 1, CT= 1,Cfu= 1, CM(Fb) = 0.85,CL=0.993, CF(Fb) = 1,Cr= 1, CD= 1.6 Columns:Weak Flexure Check (extreme rows: max and min) Memb Section Offset Result Case Demand fby Capacity Fby Code Unity Details er ft psi psi Reference Check My=-1567 lb-ft, E'min = 621000 psi, CM(E) = 0.9,Ct= 1, C001 Rectangle 5.5 x 5.5 6.75 7. 0.6D+0.6W»+Z -678.16 3264.00 3.3-1 0;21 Cl= 1,CT= 1, Cfu = 1,CM(Fb) = 0.85, CL= 1,CF(Fb) = 1, Cr= 1,CD= 1.6 - — My=-1822 lb-ft, E'min = 621000 psi, I�CM(E) = 0.9,Ct= 1, C004 Rectangle 5.5 x 5.5 6.75 5. D+0.6W»+Z -788.36 3264.00 3.3-1 0.241Ci= 1,CT= 1, Cfu = 1,CM(Fb) = 0.85, CL= 1,CF(Fb) = 1, Cr= 1,CD= 1.6 Columns:Strop Shear Check (extreme rows: max and min Memb Section Offset Result Case Demand Capacity Fvy Code Unity Details er ft fvy psi Reference Check psi ____ __ Rectangle 5.5 x 6. D+0.75(L+0.6W+S) V= 1812 lb,CM =0.97, C001 5 5 8.00(#1)»+Z 89.87 271.60 3.4-1 0.33 Ct= 1,Ci= 1, _ CD= 1.6 Rectangle 5.5 x 9. D+0.75(0.7E+L+S) _V= -2126 lb,CM = 0.97, C004 5.5 8.00(#2)»+X -105.44 271.60 3.4-1 0.39 Ct= 1,Ci= 1, CD= 1.6 VisualAnalysis 19.00.0004,Advanced www.fesweb.COm Page 19 of 21 Timber Tech Engineering,LLC 55 of 61 TIMBER TECH ENGINEERING, INC. Dim A. Reznik I:\projects\Country Lane 137\10\...\14x20tpavlion.vap Thursday, May 28,2020 11:48 AM Node Results (extreme rows: max and min Nodej Result;Case DX DY DZ FX r%4' FY b FZ MX tt MY.' ..MZ ^' Ib ft lb-ft A001 All Load Cases High Extreme 0.00 0.00 0.00 353.48 2574.07 86.06 0.00 0.00 0.00 A001 All Load Cases Low Extreme 0.00 0.00 0.00 -325.07 -1989.65 -410.00 0.00 0.00 0.00 A001 W+Z 0.00 0.00 0.00 353.48 1075.42 -410.00 0.00 0.00 0.00 A003 All Load Cases`High Extreme 0.00 0.00 0.00 275.74 2666.58 88.35 0.00 0.00 0.00 A003 All Load Cases Low Extreme 0.00 0.00 0.00 -325.07 1998.87 -409.67 0.00 0.00 0.00 A003 W+X 0.00 0.00 0.00 -201.77 ' 1998:87 88.35 0.00 0.00 0.00 A004 6. D+0.75(L+0.6W+S)(#1)»+Z 0.00. 0.00 0.00 -178.88 R 2667.00 -255.57 0.00 0.00 0.00 A004 9. D+0.75(0.7E+L+S)(#2)»+X 0.00 0.00 0.00 -393.76 1714.80 -22.89 0.00 0.00 0.00 A004 ASD Envelope High Extreme 0.00 0.00 0.00 85.66 2667.00 37.24 0.00 0.00 0.00 A004 ASD Envelope Low Extreme 0.00 0.00 0.00 -393J6 -781.08 -269.88 0.00 0.00 0.00 A004 All Load Cases High Extreme 0.00 0.00 0.00 199.92 2667.00 84.79 0.00 0.00 0.00 A004 All Load Cases Low Extreme 0.00 0.00 0.00 -393.76 -1997.82 -409.47 0.00 0.00 0.00 B003 All Load Cases High Extreme 0.68 0.00 0 774 0.00 0.00 0.00 0.00 0.00 0.00 6003 E+X 0.68 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MeshedNo All Load Cases High Extreme 0.68 0.54 1.19 U.00 0.00 0.00 ' 0:00 0.00 0.00 de242 MeshedNo W+Z de242 -0.02 -0.82 1.19 0.00 0.00 0.00 0.00 0.00 0.00 MeshedNo 6. D+0.75(L+0.6W+S)(#1)»+Z 0.00 -0:84 0.71 0.00 0.00 0.00 0.00 0.00 0.00 de277 MeshedNo ASD Envelope Low Extreme -0:02 -0.84 -0.10 0.00 0.00 0.00 0� de277 MeshedNo All Load Cases High Extreme - 0.55 1.19 0.00 0.00 0.00 0.00 0.00 0.00 de277MeshedNo All Load Cases Low Extreme EO.68 0.02 0 70.84 -0.21 0.00 0.00 0.00 0.00 0.00 0.00 de277 MeshedNo W+X ` de277 0.01 0.55 - ..21 0.00 0.00 0.00 0.00 0.00 0.00 MeshedNo 3 #2. D+S de374 ( ) 0.00 -0.64 •=0.28 0.00 0.00 0.00 0.00 0.00 0.00 MeshedNo de374 ASD Envelope Low Extreme -0.01 -0.64 -0.28 0.00 0.00 0.00 0.00 0.00 0.00 _ MeshedNo All Load Cases Low Extreme -0.01 -0.64 --0.28 .0.00 0.00 0.00 0.00 0.00 0.00 de374 N016 All Load Cases Low Extreme -019 -0.07 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 N016 W+Z -0.19' -0.04 OJ4 0.00 0.00 0.00 0.00 0.00 0.00 Node Reactions 4Node; x... ;s;Result:Cas FX y ` +' extreme rows: and m _.z , ,N ,,. MX MY MZ .,FZ .... '1 max a m * lb lb lb Ib`ft lb-ft Ib-ft A001 All Load Cases High Extreme 353.48 2574.07 86.06 0.00 0.00 0.00 A001 All Load Cases Low Extreme -325.07 -1989.65 410.00 0.00 0.00 0.00 A001 W+Z 353.48 1075.42 =410.00 0.00 0.00 0.00 A003 All Load Cases High Extreme 275.74 2666.58 88.35 0.00 0.00 0.00 A003 All Load Cases Low Extreme -325.07 -1998.87 -409.67 0.00 0.00 0.00 VisualAnalysis 19.00.0004,Advanced www.lesweb.com Page 20 of 21 Timber Tech Engineering,LLC 56 of 61 TIMBER TECH ENGINEERING, INC. Dimitry A. Reznik I:\projects\Country Lane 137\10\...\14'x20'pavilion.vap Thursday, May 28,2020 11:48 AM Node Reactions continued (extreme rows: max and min) Node Result Case FX FY FZ MX MY MZ _ lb lb lb lb-ft lb-ft _ lb-ft A003 W+X -201.77 -1998.87 88.351 0.00 0.00 0.00 A004 6. D+0.75(L+0.6W+S)(#1) a+Z -178.88 2667.00 -255.57 0.00 0.00 0.00 A004 9. D+0.75(0.7E+L+S)(#2)>>+X 1 -393.76 1714.80 -22.89 0.00 0.00 0.00 A004 ASD Envelope High Extreme 85.66 2667.00 37.24 0.00 0.00 0.00 A004 ASD Envelope Low Extreme -393.76 -781.08 -269.88 0.00 0.00 0.00 A004 All Load Cases High Extreme 199.92 2667.001 84.79 0.001 0.001 0.00 A004 All Load Cases Low Extreme -393.76 -1997.82 -409.471 0.001 0.00 0.00 VisualAnalysis 19.00.0004,Advanced www.iesweb.com Page 21 of 21 Timber Tech Engineering,LLC 57 of 61 APPENDIX B Foundation Design Timber Tech Engineering,LLC 58 of 61 DESIGN OF SHALLOW POST FOUNDATION EP486.3-2017 Risk Category I Unit weight of soil around post/footing,y 110 Ibf/ft3 Soil Type Cohesionless Angle of internal friction,(p 35 deg Soil Type Verified by Testing? Yes Undrained Soil Shear Strength,Su N/A Ibf/in2 Column/Post Material Concrete Depth to bottom of post(top of concrete footer) 36 in Depth to water table,dW 96.0 in Column Section Width at grade,bG 20 in Column Section Length at Grade,L 20 in Shear load at ground level,VASD 400 lb Footing Diameter 20 in Moment load at ground level,MASD 0 in-lb Concrete Collar? Yes Uplift load at ground level,UASD 900 lb Depth to top of concrete collar 0 in Downward load at ground level,PASD 2700 lb Width of concrete collar 20 in 1. LATERAL ASSESSMENT-UNIVERSIAL METHOD,ASD: Safety factor,fL 2.38 Required Vu=VASD fL 952 lb Required Mu=MASD fL 0 in-lb VU- MU Envelope so0o0 200000 150000— a c 1 00 c 50000 v E 0 m-15000 -10I 00 -5000 50,00 10000 15000 r io -500 m a c 100000- 0 150000— 20000 250000 Groundline Shear,V.Ibf *Required Vu and Mu(red dot)must be inside the envelope for the foundation to pass. Timber Tech Engineering,LLC 59 of 61 INTERMEDIATE CALCULATIONS FOR LATERAL ASSESSMENT: Coefficient of passive earth pressure,Ka 3.69 Depth to top of concrete collar(0 if no collar) 0 in Width of concrete collar,b(b=bG if no collar) 20 in Depth to water table,dW 96 in z t b o1vz Pu,z Fuji zFWt dRu dRufdF Clockwise Counter Clockwise (in) (in) (in) psi psi Ibf lb-in in u u VU MU MUNu 0.6 1.2 20.0 0.04 0.4 10 6 0 0.000 Ibf lb-in Ibf lb-in 1.8 1.2 20.0 0.11 1.3 30 55 1.2 0.033 -9133 219135 9133 -219135 -24.0 3.0 1.2 20.0 0.19 2.1 51 152 2.4 0.067 -9113 219123 9113 -219123 -24.0 4.2 1.2 20.0 0.27 3.0 71 298 3.6 0.100 -9052 219014 9052 -219014 -24.2 5.4 1.2 20.0 0.34 3.8 91 493 4.8 0.133 -8951 218709 8951 -218709 -24.4 6.6 1.2 20.0 0.42 4.7 112 737 6.0 0.167 -8808. 218112 8808 -218112 -24.8 7.8 1.2 20.0 0.50 5.5 132 1029 7.2 0.200 -8626 217126 8626 217126 -25.2 9.0 1.2 20.0 0.57 6.3 152 1370 8.4 0.233 -8403 215653 8403 -215653 -25.7 10.2 1.2 20.0 0.65 7.2 173 1760 9.6 0.267 -8139 213595 8139 -213595 -26.2 11.4 1.2 20.0 0.73 8.0 193 2198 10.8 0.300 -7834 210855 7834 -210855 -26.9 12.6 1.2 20.0 0.80 8.9 213 2685 12.0 0.333 -7489. 207335 7489 -207335 -27.7 13.8 1.2 20.0 0.88 9.7 233 3221 13.2 0.367 -7104 202939 7104 -202939 -28.6 15.0 1.2 20.0 0.95 10.6 254 3805 14.4 0.400 -6671 197569 6677 -197569 -29.6 16.2 1.2 20.0 1.03 11.4 274 4439 15.6 0.433 -6211 191127 6211 -191127 -30.8 17.4 1.2 20.0 1.11 12.3 294 5121 16.8 0.467 -5703 183516 5703 -183516. -32.2 18.6 1.2 20.0 1.18 13.1 315 5851 18.0 0.500 75155 174639 5155 -174639 -33.9 19.8 1.2 20.0 1.26 14.0 335 6631 19.2 0.533 4567 164397 4567 .-164397 -36.0 21.0 1.2 20.0 1.34 14.8 355 7459 20.4 0.567 -3937 152695 3937 -152695 -38.8 22.2 1.2 20.0 1.41 15.6 375 8336 21.6 0.600 -3268 139433 3268 -139433 42.7 23.4 1.2 20.0 1.49 16.5 396 9261 22.8 0.633 --2557 124516 2557 -124516 48.7 24.6 1.2 20.0 1.57 17.3 416 10235 24.0 0.667 -1806 167845 1806 -107845 -59.7 .25.8 1.2 20.0 1.64 18.2 436 11258 25.2 0.700 1-1015 89322 1015 -89322 -88.0 27.0 1.2 20.0 1.72 19.0 457 12330 264 0.733-=183-68852--183--68852- -376.9 28-2--1-.2-200-TSO 19.9 477 13450 27.6 0.767 690 46336 -690 46336 67.1 29.4 1.2 20.0 1.87 20.7 497 14619 28.8 0.800 -1603 21676 -1603 -21676 13.5 30.6 1.2 20.0 1.95 21.6 518 15837 30.0 0.833 2557 -5224 -2557 5224 -2.0 31.8 1.2 20.0 2.02 22.4 538 17103 31.2 0.867 3552 -34463 -3552 34463 -9.7 33.0 1.2 20.0 2.10 23.3 558 18419 32.4 0.900 4587 =66136 4587 66136 -14.4 34.2 1.2 20.0 2.18 24.1 578 19782 33.6 0.933 5663 -100343, -5663 100343. -17.7 35.4 1.2 20.0 2.25 24.9 599 21195 34.8 0.967 :, 6779 -137180 -6779 137180 -20.2 36.0 1.000 7936 -176745 -7936 176745 -22.3 9138 219135 -9133 219135 -24.0 Timber Tech Engineering,LLC 60 of 61 2. UPLIFT ASSESSMENT-ASD: Safety factor,fL 1.76 Foundation Uplift System Concrete Collar Uplift Load at ground level,UASD 900 lb Depth to Top of Concrete Collar d, 0 in Allowable Uplift Resistance,A+U►fU 949 lb PASS Diameter of Concrete Collar Bu 20 in INTERMEDIATE CALCULATIONS: Lu NIA in Length of Rectangular Uplift System h 102.6 in h z du,Shallow Foundation gMPost 1208 Ib (weight of post/pier/column) AP 400.0 in AP=cross section area of post 9M.11ar -259 lb (weight of concrete collar) U 0 lb (soil uplift resistance) gMF 949 lb (weight of foundation) 3. BEARING ASSESSMENT-ASD: Calculated Soil Bearing Pressure 1238 psf Allowable Soil Bearing Pressure 2000 psf PASS Timber Tech Engineering,LLC 61 of 61