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TOWN OF SOUTHOLD BUILDING DEPARTMENT Pyr TOWN CLERK'S OFFICE � w SOUTHOLD, NY Ae 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 #: 50155 Date: 12/26/2023 Permission is hereby granted to: Gatto, Raven 1500 Bayyiew Ave Southold, NY 11971 To: Construct accessory shed as applied for. Maintain 5 foot minimum setback as required. At premises located at: 1500 Bayyiew Ave, Greenport SCTM #473889 Sec/Block/Lot# 52.-5-52 Pursuant to application dated 11/29/2023 and approved by the Building Inspector. To expire on 6/26/2025. Fees: ACCESSORY $245.00 CO-ACCESSORY BUILDING $100.00 Total: $345.00 Building Inspector "t TOWN OF SOUTHOLD–BUILDING DEPARTMENT Town Hall Annex 54375 Main Road P. O. Box 1179 Southold, NY 11971-0959 ',_elephone (631) 765-1802 Fax (631) 765-9502 https://www.si�holdto�wnn holdtown o�° Date Received APPLICATION FOR BUILDING PERMIT ri 9 a For Office Use Only PERMIT NO. 5-0, 55 Building Inspector: a, Applications and forms must be filled out in their entirety. Incomplete applications will not be accepted. Where the Applicant is not the owner,an 'y Owner's Authorization form(Page 2)shall be completed. Date I a OWNER(S)OF PROPERTY: Name. 17J GfV© SCTM#1000- Project Address: CO R,)) VV'T Phone#: C6 3 96 6 ) S��$ Email: Mailing Address: IS OO R V—T W A J'�-, P 6 ., CONTACT PERSON: Name: ��M ✓'� Mailing Address: Phone#: Email: DESIGN PROFESSIONAL INFORMATION: Name: K t) �4�5 �\vl\TP1E y)—P� S1)2,j-r(�S -TNCu Mailing Address: I a I SOv�r1 M�1 irk S''i. J 3\J)`N SN q 6:9 0 6 Phone#: 0) � •" - _- v p Email: . 6 J CONTRACTOR INFORMATION: Name: 13�c Mailing Address: _ — �Jy ! Phone#» �� ! !� — �, C� Email: 8 F-A HOJ 0 S DESCRIPTION OF PROPOSED CONSTRUCTION O" \KNew Structure [--]Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project; ❑Other l ', R l i ^ 1040®O Will the lot be re-graded? ❑Yes\�No Will excess fill be removed from premises? ❑Yes N�—RNo 1 PROPERTY,INFORMATION " Existing use of property: Intended use of property: Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to this property? ❑Yes ONO IF YES, PROVIDE A COPY. ❑ Check Box After Reading: The owner/contractor/design professional is responsible 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 Permit 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,alterations or for removal or demolition as herein described.The applicant agrees to comply'with all applicable laws,ordinances,building code, housing code and regulations and to admit authorized inspectors on premises and in building(s)for necessary inspections.False statements made herein are punishable as a Class A misdemeanor pursuant to Section 210.45 of the New York State Penal Law. Application Submitted By(print name): I ��r� �/ G I�� ❑Authorized Agent Imowner Signature of Applicant: ��r� 7 Date: CONNIE D. BUNCH' STATE OF NEW YORK) Notary Public,State of New York No. 01 BU6185050 SS: Quatified in Suffolk County COUNTY OF UFTL ) CornmisSionExpires April 14 2t .. being duly sworn, deposes and says that (s)he is the applicant (Name of individual signing contract) above 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 M �ay of � "r"1 , 20 c� ✓'''� L/I Notary Public PROPERTY OWNER AUTHORIZATION (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 S ` UPSTP}1125 SURVEY OF LOT 118, IN q 120 F MPER OF SUMMERHAVEN N q FILED-UL*f S.1933;FILE No.1133 SITUATE- NEAR SOUTHOLD oAp s w r TOWN: SOUTHOL.D � SUFFOLK COUNTY,W � S SURVEYED 06-I8-01 _. SUFFOLK COUNTY TAX 9 ,,.° - 165- 1000--52-5-52 65 1000•-52-5-52 - - r CERTIFIED TO: RICHARD J ROMANO `4SEANNE M ROMANO Yy,- FIDELITY NATIONAL TITLE ' jIN511RANGE COMPANY OF NEW YORK MR151,105) ISLAND FEDERAL CREDIT UNION C A r a t NOTE5: - R MOR)MENT FOUND - (9 PIPE FOUND _ AREA=13,981 SF OR 032 ACRES JOHN C. EHLERS LAND SURVEYOR 6 EAST MAIN STREET N.Y.S.LIC.N0.50202 r GRAPHIC 5GALE P= 20' a RIVERHEAD,N.Y.11901 - - 369-828&F.36"287 REF.-11Hp scweAffROSW1-210.pm r OF N LU '< EYL OiLc ca W � O F- z ¢ = g = Wpm n ', * ® O LU 0 q W 55 FIBERGLASS SHINGLES ,+ Z (V 2C � (n Q W 4. z O J O z Z SECURE SHINGLES TO ROOF rNk (() d Z V 06 V Q (� a DECKING w/(4)1-1/4'ROOFING NAILS Lu 0 0 Z = Cr 0 = a ***NOT INCLUDED WITH KIT*** mo cog (�- w0LL -- CC O 1014 C)o p � EpzJ � coz �--i - a G a7/16°OSB Roof Pane ls h CLMy 2z °C =) � z ZWNO LuWo , ILL _ ILC CD v+ U. Z O r CQ pj �W �0 318 N.G x 4-314"Fascia Trim w, Q " 0 Large Square Window x 2 it ` 19/32"x 2-1/2"Vertical Door Style 1208-1 /8"No Groove Corner Trim 19/32"x 2-1/2"Verlical Door Trim 84" Sidewall Black T-Handle 3/8"thick No Groove SmartSide TREATED 2 x 4 x Floor Framing A NTA ENGINEERING,P.C.,3046550 and Ave EAVE ELEVATION w/ DOOR CENTERED Nappanee,Indiana 46550 Engineering COA No.NIA Design Code:2020 Building Code of New York/ASCE 7-16 SCALE:3/8"=1'-0" These documents are applicable only to the elements and loading criteria specifically provided herein.These documents shall not be construed in any Floor Live Load 50 PSF way to specify,certify or design any aspects of the building not contained Wind Speed(Vult) 130 mph FIDead Load 10 PSF herein.specified design criteria are based solely on information provided by Floor oa Wind Speed(Vasd) 101 mph the client and must be verified and approved by the local authority having Wind Exposure C Roof Live Load 20 PSF jurisdiction.NTA ENGINEERING.P.C.Is not responsible for fabrication or Seismic Design Category B Roof Dead Load 10 PSF erection.If it is suspected that these drawings have been modified, substituted or altered in anyway,contact NTA ENGINEERING,P.C. Ground Snow Load 20 PSF at(574)773-7975 to obtain a file copy. rBACKYARD10'Wide Hillsdale PRODUCTS,I I-c. ELEVATIONS ITEM # 33072 A 'm "efMt'4;W ,aae=y Mal 14.2016 As Noted teool n11e4s + 1 of 12 FIBERGLASS SHINGLES SECURE SHINGLES TO ROOF DECKING w/(4)1-1/4"ROOFING NAILS ***NOT INCLUDED WITH KIT*** 1 ' 135t-6 Arched Vent 12 6 44 4 3/8 N.G x 4-3/4"Fascia Trim 19/32 x 2-1/2"Over Door Trim 19/32 x 2-1/2"Vertical Door Trim 8 Gap 19/32 x 2-1/2"Vertical Door Rail 3/8"No Groove 1208" Corner Trim Locking T-Handle 88 718 3/8"thick No Groove SmartSide 19/32 x 2-1/2"Horizontal Door Rail TREATED 2-'21" 2-'12° 2 x 4 x Floor Framing 32" 32° 117" je o N 120' 5� MEY GABLE ELEVATION w/ Doors (A * SCALE:3/8"=1'-0" NTA ENGINEERING,P.C.,305 N Oakland Ave /y Nappanee,Indiana 46550 Al� Engineering COA No.N/A �/ j�c/ These documents are applicable only to the elements and loading criteria QTLi oR speu5colly provided herein.These documents shall not be construed in any 90597 � way to specify,certify or design any aspects of the building not contained J.7 UI, herein.specified design criteria are based solely on information provided by Othe client and must be verified and approved by the local authority hating jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrication or SSIONP �`I I I23 erection.If it is suspected that these drawings have been modified, 7 substituted or altered in any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. Val 10'Wide Hillsdale BACKYARD ELEVATIONS PRODUCTS,LLC. ITEM # 33072 !! t A �"I'4;� °`"`tammay ..-U.2131. As Noted m)--9 n 2 of 12 FIBERGLASS SHINGLES SECURE SHINGLES TO ROOF DECKING w/(4)1-1/4"ROOFING NAILS ***NOT INCLUDED WITH KIT*** 7/16°OSB Roof Panels 3/8 N.G x 4-3/4"Fascia Trim 1208 3/8"No Groove Corner Trim 84" Sidewall 3/8"thick No Groove SmartSide TREATED 2 x 4 x Floor Framing , OF N �� 46 CO Y O'A �Q- A NTA ENGINEERING,P.C.,305 N Oakland Ave 0EAVE ELEVATION Nappanee,Indiana 46550 M W Engineering COA No.N/A _ 2 SCALE:3/8"=1'-0" These documents are applicable only to the elements and loading criteria Nspecifically provided herein.These documents shall not be construed in any'a It (nom way to specify,certify or design any aspects of the building not contained ��v herein.Specified design criteria are based solely on Information provided by 59 9 the client and must be verified and approved by the local authority having jumcliclion.NTA ENGINEERING,P.C.is not responsible for fabrication or ON ` ` erection.If It is suspected that these drawings have been modified. SS�O" �v `` 7'7 substituted or altered in any way,contact NTA ENGINEERING,P.C. I 1 I V3 at(574)773-7975 to obtain a file copy. BACKYARD 1 O'wide Hillsdale PRODUCTS,ILLC. ELEVATIONS ITEM # 33072 A 1 A —'1'1:T—. ,elt Day Mad 74,201fi As Noted I (mal zzt-rets n 3 of 12 FIBERGLASS SHINGLES SECURE SHINGLES TO ROOF DECKING w/(4)1-1/4'ROOFING NAILS ***NOT INCLUDED WITH KIT*** 135 6" Arched Vent 12 6 43T 3/8 N.G x 4-3/4"Fascia Trim 128' 3/8'No Groove Corner Trim 8 8' 3/8'thick No Groove SmartSide TREATED �! OF P �I/►,r- 2 x 4 x Floor Framing y E �Q- 117" 120" Lzi 2 � NTA ENGINEERING,P.C.,305 N Oakland Ave A 9 5 GABLE ELEVATION Nappanee,Indiana 46550 Engineering COA No.NIA P SCALE:3/8"=1'-0' These documents are applicable only to the elements and loading criteria SIONspecifically provided herein.These documents shall not be construed in any way to specify,certify or design any aspects of the building not contained herein.4ecitied design criteria are based solely on Information provided by rI the client and must be verified and approved by the local authority having junsdction.NTA ENGINEERING,P.C.is not responsible for fabrication or recWn.if it is suspected that these drawings have been modified, substituted or altered In any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. BACKYARD 10'Wide Hillsdale PRODUCTS,LLC. ELEVATIONS ITEM # 33072 11 IMT°r° D " .""m" d w.ur A Ncn.m.Ni,9,sx Jeff pay Mardi 14... As Noted la.)ut-laas n 4 of 12 Attach studs to top&bottom plate to studs w/(3)0.131"x3" end grain nails. Attach bottom plate to floor framing w/(3)0.131"x3" nails per stud bay 7/16"OSB or 318"EZ PANEL Gusset GLUED&NAILED with (12)6d 2"Nails 24q' 24° 24" 24" 24g° — J�=n 1 x 3 Collar Tie 2 x 4 SPF Ratter 2 x 4 SPF Overhang 2 x 4 SPF Crippler 2 x 4 SPF Ratter Spacer x 4 SPF Top Plate 1_1n 2 6 8.5-4 2 x 4 SPF Stud 1 80" 12 Stud OF NEW YO coLU W LU thick OSB 2 x 4 SPF Bottom Plate 8 Floor Decking 2 x 4 Treated Floor Framing F 09 R �Ss�o ll� ll�z3 A Fasten sidewall to end 11 NTA ENGINEERING,P.C.,305 N Oakland Ave w/0.131"x3"Halls spaced Nappanee,Indiana 46550 3/8"Smartside sheathing 6"o.c.for entire height of wall Engineering CoA No.NIA w/0.131"X2.5'nails These documents are ein.Thee only u the elements end loading d to is speufically provided herein.These documents shall Hat be construed in any along endwalls:6"O.C. way to specify,certify or design any aspects of the building not contained [Fastened dge,12"o.c.field fastening EAVE SIDE WALL FRAMING herein,specified design criteria are based solely on information provided by the client and must be vedfied and approved by the local authority having SCALE:3/6'=1'•G" jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrication or erection.If it is suspected that these drawings have been modified, substituted or altered In any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. 10'Wide Hillsdale JBA74CKYAM FRAMING EAVE PRODUCTS,LLC. ITEM # 33072 I A '°°°�°`°°°'� Npvo°,NI wt62 Je0 Osy Nardt 14.2016 As Nolen (a0012at-taw .osr 5 of 12 Attach studs to top&bottom plate to studs w/(3)0.131 NT end grain nails. Attach bottom plate to floor framing w/(3)0.13111x3" nails per stud bay 7/16"OSB or 3/8"EZ PANEL Gusset GLUED&NAILED with (12)6d 2"Nails �78�244'� t—24- V24Z3"�78'� 1 x 3 Collar Tie 2 x 4 SPF Rafter x 4 SPF Overhang (2)ply lay flat 2x PF 2 x 4 SPF Crippler Attach each end t stud w/ 2 x 4 SPF Rafter Spacer (3)0,1311x3"nail per ply 2 x 4 SPF Top Plate 2 (2)ply lay flat 2x4 SPF Attach each end to stud w/ 120" 22-21 ° 2 1 1 (3)0.131"x3°nails per ply 2 4 30" 32„ 30„ 2 x 4 SPF Stud Opening 80" Stud 70" Opening OF Iv y R/O Bottom Plate to be removed after wall is standing 408 401 � (� e'thick OSB 2 x 4 SPF Bottom Plate W iL FI or Decking 2 x 4 Treated Floor Framing - 0 8" 32" 8" 24" 12" O SA Hold-down wall studs to NTA ENGINEERING,P.C.,305 N Oakland Ave ground for 1,085 Ibf Nappanee,Indiana 46550 Engineering COA No.N/A These documents are applicable only to the elements and loading criteria 3/8"Smartside sheathing specifically provided herein.These documents shall not be construed In any Fast ed w/0.131"x2.5"nails EAVE SIDE WALL FRAMING WITH DOOR way to specify.certify or design any aspects of the building not contained along endwalls:6"O.C. herein.Specified design criteria are based solely on information provided by SCALE:3/6"=V-T the client and must be verified and approved by the local authority having edge,12"o.c.field fastening jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrication or Block all panel edges erection.If it is suspected that these drawings have been modified. substituted or altered in any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. 10'Wide Hillsdale BACKYARD FRAMING EAVE WITH DOOR PRODUCTS,LLC. ITEM # 33072 AaosTea""so,ne ���. Novae,MI OBt62 Jetl Day Marty 14.2016 As Noted lacot zz1-leas cr 6 of 12 2 x 4 SPF Vert.Gable Connectors 2 x 4 SPF Rafter 2 x 4 SPF Top Plate 2 x 4 SPF Over Door Cripplers IT (2)2 x 4 SPF#2 Laid on EDGE.Use(6) 0.131"x 3°nail end grain from wall stud to header each end.(3 nails per ply) 64"Opening 2 x 4 SPF Stud 60" stud 12 2 70" Opening R/O Bottom Plate to be removed after wall is standing < O F P�G 2 x 4 SPF Bottom Plate CO �O _t� 2 x 4 Treated Floor Framing _n�Y e°thick OSB 3} \V` Floor Decking N 3/8"Smartside Sheathing.Fastened w! 12" 16" 0.131"x 2.5"nails along endwalls: N ((/ 12"o.c.in field fastening 117" �Q r zr as 2 Edge spacing as listed: 120" �, A �$g7 �C1� 12',16"unit lengths:6"o.c. O $IQNp'� 20',24'unit lengths:4"o.c. For endwall w/door `S 28',32'unit lengths:3"c.c. Block all panel edges Hold-down wall stud to ground for: 12'unit length=963 Ibf 1' 1 �� 16'unit length=1,230 Ibf 20'unit length=1,479 Ibf 24'unit length=1,712 Ibf 28'unit length=1,996 Ibf 32'unit length=2,246 Ibf NTA ENGINEERING,P.C.,305 N Oakland Ave Nappanee,Indiana 46550 Engineering COA No.N/A GABLE WALL FRAMING w/ DOOR These documents am applicable These the elements and loadingcdina speay to y provided herein.These documents shall not be construed cont in any way to specify.certify or design any aspects of the building not contained SCALE:3/8"=IW' herein.Specked design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrication or erection.If it is suspected that these drawings have been moded, substituted or altered in any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. 10' Wide Hillsdale BACKYARD FRAMING GABLE W/ DOOR PRODUCTS,LLC. ITEM # 33072 A ' �"��g ,",Ipay Marth14.2016 As Noted xp.1-1.9 — 7 of 12 2 x 4 Vert.Gable Connector 2 x 4 SPF Rafter 7' 2 x 4 SPF Top Plate IQ 2 x 4 SPF Stud 80° stud 12 84" Siding °F NE y 2 x 4 SPF Bottom Plate L 8 O 2 x 4 Treated Floor Framing 8"thick OSB * N Floor Decking �_ I LU f.Ll NJ Twit T. 24^ za° za° za• za° A 09 591 !`2� 120^ �FESSI�NP� For endwall w/door Hold-down wall stud to ground for: l i 1 Z3 12'unit length=449 Ibf 3/8^Smartside she 16'unit length=573 Ibf Fastened w/0.131'x2.5'nails 20'unit length=686 Ibf alongendwalls:6"o.c. 24'unit length=798 Ibf 28'unit length=922 Ibf NTA ENGINEERING,P.C.,305 N Oakland Ave edge,12°o.c.field spacing 32'unit length=1,034 Ibf Nappanee,Indiana 46550 for all unit lengths. Engineering COA No.NIA These documents are applicable only to the elements and loading criteria specifically provided herein.These documents shall not be construed in any way to specify,cerfiry or design any aspects of the building not contained GABLE WALL FRAMING herein.Specetl design criteria a e based solely on information provided by the client and must be verified and approved by the local authority having SCALE:3I8"=1'-0° jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrication or rection.If it is suspected that these drawings have been modified, substituted or altered In any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. 10' Wide Hillsdale rBACKYARD FRAMING GABLE PRODUCTS,LLC. ITEM # 33072 � ' ' — '°°°T.—Ec. Lofl2:::_Mwr A oxc Jeff Dy 14,2076 As Noted 19001 n+-+ew n 4x4 P.T.Runners 2x4 P.T.BOND BOARD(fYP)... Toe nail floor joist to SECURE BOND @ CORNERS runners w/(3)-16d nails W/3-16d NAILS at each joist/runner intersection 7/16"OSB or 3/8"EZ PANEL Gusset 2 x 4 SPF Overhang GLUED&NAILED with (12)6d 2"Nails 2 x 4 SPF Crippler 3/8 x 4-3/4" Gable Trim ••\ �� I / � \ 2 x 4 SPF Rafter /' ••� 2 x 4 SPF Top Plate ----------------------- 2x4 P.T.JOISTS @ 16"O.C.(fYP)... 2 x 4 SPF Rafter Spacer SECURE JOIST TO BOX SILL W/3-16d NAILS @ EACH JOIST 5/8"OSB OR CDX TREATED PLYWOOD SECURE FLOOR DECKING A i \ / TO FLOOR JOIST W/8d NAILS @ 6"O.C. @ EDGES&12"O.C. tud @ INTERMEDIATE SUPPORTS 2 @ 4PFOSC. 3/8"No Groove Siding i `• I \ % NOTES Secured With 6d Nails \ \ X48" 1.WHEN CONCRETE SLAB IS USED,THIS 16" I `tt\/Treated % FLOOR FRAMING IS NOT REQUIRED Typ. / \ / Bond 2. ALL MATERIALS AND LABOR SHALL MEET WALL SECTION FRONT OR EXCEED APPLICABLE LOCAL CODES. SCALE:1•=,'0 16" El 3. ALL LUMBER TO BE NO.2 GRADE SPRUCE PINE FIR OR EQUIVALENT. 12° 48" 746° 12" 4. THIS FLOOR FRAMING PLAN IS FOR THE 117" BACKYARD PRODUCTS,LLC. 10'WIDE HILLSDALE STYLE BUILDING 120" 5. IN THE EVENT OF A DIMENSIONAL OR NTA ENGIN,EERING,P. Nappanee,Indiana 305 N Oakland Ave 46550 WOOD FLOOR FRAMING N ATERIAL DISCREPANCY, NOTIFY BACKYARD Engineering COA No.N/A These documents are applicable only to the elements and loading criteria �jO Y� DUCTS, LLC. specifcaDy provided herein.These documents shall not be construed in any SCALE:3/8"=l' V way to specify,certify or design any aspects of the building not contained herein.specked design criteria are based solely on Information provided by the client and must be verified and approved by the local authority having `C T� lurisdiction.MA ENGINEERING,P.C.is not responsible for fabrication or � erection.If it is suspected that these drawings have been modified, ((f substituted or altered in anyway,contact NTA ENGINEERING,P.C. ♦ W el(574)773-7975 to obtain a file copy. z 10'Wide Hillsdale BACKYARD FLOOR FRAMING/FRONT WALL PRODUCTS,LLC. `,�.o. ITEM # 33072 sF 090591 M I A ��a�".Mt°°� °r alt Day Ma 114,2016 O �P 1 1'1�Z3 As Noted taco!zz+-+e"s sr 9 of 12 120' \W NOTE 16 12 Op ing ��\ �' FIBERGLASS SHINGLES TO BE SECURED I „ I , TO ROOF DECKING W/1 1/4"ROOF NAILS 2 x 4 SPF Cripplers Abv.Door 12" 24° - 7/16"OSB Roof Decking 31 TYp. 2 = 24- 2 x 4 SPF Birds Mouth Rafter 24" - 12" 3/8"NG Soffit 8" 3/8"NG Fascia 24' 3 / 2 x 4 SPF Top Plate A 24" % 3/8"No Groove Siding Secured With 6d Nails - - -'- _ 2x4SPFStud @ 24"O.C. FR 2 TYP• 24" 24° 12 � WALL SECTION LLJ �I�— —�I� 24° 24° 24" 24" 24" z SCALE:1-1/2"=1'-0" ax�eL e4 =� NTA ENGINEERING,P.C.,305 N Oakland Ave 09059 Nappanee,Indiana 46550 P� Engineering COA No.N/A These documents O are appfcable only to the elements and loading criteria WALL FRAMING DOOR ON GABLE END FIE specificallywto provided herein.These documents shall not be—strued cont In any way to specify,certify or design any aspects of the building not contained SINGLE DOOR O N EAV E CENTERED 1 I Zl lZ3 herein.client an specified design criteria are based solelyby an information provided An by the client and must he verified and approved by the Ictal authority having junsdtction.NTA ENGINEERING,P.C.is not responsible for fabrication or erection.If it Is suspected that these drawings have been modified, SCALE;3/8'=TF substituted or altered in any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. BACKYARD 10'Wide Hillsdale PRODUCrs,I_I.C. WALLS/SECTION ITEM # 33072 ' ' �, J! Tern.�� �%1Ip� Marl 1d,2016 As Noted I ta]W )of 12 � OF V� NOTE: Co �MEY 0 1.THIS ROOF PLAN IS GOOD FOR THE 10'x 12'WIDE n �� HILLSDALE ONLY.ALL MATERIAL AND LABOR SHALL x MEET OR EXCEED APPLICABLE LOCAL CODES. ch Fasten roof panels w/ad common A 0597 nails spaced 6°o.c.at floor boundaries, 1 6"o.c.at edges,12"o.c.field SSIONPL I I I Z 3 i 2 x 7/16"OEZ PANEL P�Overhang--J x 4. Crippler I I GLUED 8"NAILED w th Gusset (12)6d 2'Nails —-- 1 x 3 Pine Collar Tie 1 /8"NG Soffit Bold 1 1 1 124"O.C. 3/8"NG Soffit 1 1 i 2 x 4 SIF Top Plate i Typ. 1 1 1 1 1 2 x 4 SPF Top Plate i /16"OSB or 3/8" Z PANEL Gusset i 3/8"NG Fascia_ 1 I 1 GLUED&NkED WITH 1 A (12)6d 2"MAILS i Truss to wall w/(1)Simpson H2.5A 120" I 1 I 1 I I 13516" I II 1 2 x 4 SPF l fter 1 I 1 i 1 i i RAFTER SECTION i 7/16"OSB RO F PANEL SCALE:1/2'=1'-0"i i i I I I 1 1 i 1 x 3 COLLAR TIE SECURE COLLAR TIES NAILSRAFTERS W/8-8d (4 NAILS EACH AFTER) i I I 1 NOTES: I I 1 1. Approved Shingles installed per manufactures instructions with 1 I i 4 nails per shingle 2. If using dripedge, it must overlap 2" and be nailed every 12" max. 120" NTA ENGINEERING,P.C.,305 N Oakland Ave Nappanee,Indiana 46550 134 Engineering COA No.NIA 16 These documents are applicable only to the elements and loading criteria For 32'Length option,Block last 2 specifically provided herein.These documents shall not be construed In any ROOF FRAMING PLAN truss bays from each endwall way to specify,certify or design any aspects of the building not contained herein.Specified design criteria are based solely on information provided by SCALE:3I6°=1'-0° the client and must be verified and approved by the local authority having jurisdiction.NTA ENGINEERING,P.C.Is not responsible for fabrication or erection.If it is suspected that these drawings have been modified, substituted or altered In any way,contact NTA ENGINEERING,P.C. at(574)773-7975 to obtain a file copy. BACKYARD 10'Wide Hillsdale PRODUCTS,I_ILC. ROOF/SECTION ITEM # 33072 � ' �. ^ � �"M�� °`�JultDay Mata14,2016 As Noted teool zz+-+e"s �cr 11 of 12 5/8'OSB OR CDX TREATED PLYWOOD SHEATHING GRADE 3/6'EZ PANEL SECURE FLOOR DECKING TO FLOOR JOIST BOARD NAILED WITH WITH 0.131 x 2.5'long Bd NAILS @ 6'0.C. 0.131 dia.x 2.5'long nails @ EDGES&12'O.C. @INTERMEDIATE SUPPORTS 2 X 4 SPF STUD @ 24'D.C. 2 X 4 SPF BOTTOM PLATE 2x4 P.T.JOISTS @ 16'O.C. Attach Bottom plate to rim joist SECURE JOIST TO BOX SILL @ EACH JOIST WITH mPw/(3)0.131'x3'nails per stud bay (3)0.162 dia.x 3.5'long 16d NAILS (3)0.162x3.5'NAILS INTO EACH FLOOR JOISTS 4X4 P.T.RUNNERS(fYP). 2 x 4 P.T.BOND BOARD .. TOE NAIL FLOOR JOISTTO RUNNERS WITH(3)0.162x3.5'TOENAILS 71 8'Min. @ EACH JOIST/RUNNER INTERSECTION to Sheathing PRESSURE TREATED WOOD SHIMS 30'SINGLE HEUXANCHOR FOR LEVELING WHEN NECESSARY MODEL MTEJO AS MFD. BY TIEDOWN ENGINEER.ATLANTA,GA. WITH IN 24'OF CORNERS&72.O.C.MAX. OR AS REQUIRED BY LOCAL CODE ATTACH TO FLOOR USING 1/2'X 2-1/2'LAG SCREW 4'X 12'X 12'SOUD CONC.BLOCK W/2'X2'Xl/8'FENDER WASHER @ 40'O.C.(TYP)@ EACH RUNNER (1)Anchor minimum on each side of door opening SHEATHING GRADE 3/8'EZ PANEL BOARD NAILED WITH 0.131 dia.x 2.5'long nails 4'CONCRETE 2 X 4 SPF STUD @ 24'O.C. 112'WEDGE ANCHOR BOLT 30'O.C.8-112'LONG (...or other approved fastener...) WOODFLOOR FRAMING DETAIL OR FIBERMESH 2 X 4 SPF BOTTOM PLATE SCALE:3/4'=1'-0' 4'COMPACTED 2 X 4 P.T.SILL PLATE NOTES: SAND OR GRAVEL 2'NAILS EVERY 3' SEE NOTE 4 ANGLED INTO FLOOR 1.WHEN MONOLITHIC SLAB IS USED,THIS FRAME,1/2'FROM EDGE FLOOR FRAMING IS NOT REQUIRED 2.ALL MATERIALS AND LABOR SHALL MEET OR — — —rrD_---V.�p 8" to Sheathing NOTES: EXCEED APPLICABLE LOCAL CODES. 1.WHEN FLOOR FRAMING IS USED.THIS •\ > MONOLITHIC SLAB IS NOT REQUIRED 3.ALL LUMBER TO BE N0.2 GRADE SPRUCE PINE FIR OR EQUIVALENT V ` 2.ALL MATERIALS AND LABOR SHALL MEET OR • 1., Y ',T \ O ) 4.THIS FLOOR FRAMING PLAN IS FOR THE EXCEED APPLICABLE LOCAL CODES.�P •I � BACKYARD PRODUCTS,LLC 10'WIDE GABLE (1) 18°Minimium 3.UNLESS OTHERWISE SPECIFIED OR SURPERSEDED ANY DEVIATION OR MODIFICATION *** Anchor Minimum On*** 1 BY APPLICABLE LOCAL CODES,MATERIALTO BE IS STRICTLY PROHIBITED. Each Side Of DOOF Opening '-I. 'p -•'� 3000 PSI CONCRETE,44(0.5 dia.)REBAR SPACED 10'o.c. 5.IN THE EVENT OF A DIMENSIONAL ORi� MATERIAL PISCREPANCY,NOTIFY BACKYARD 4.THIS MONOLITHIC SLAB IS DESIGNED FOR THE OF N R PRODU S,LLC BACKYARD PRODUCTS,LLC 10'WIDE GABLE ,�— 12° --4 ANY DEVATION AND MODIFICATION IS STRICTLY PROHIBITED. MONOLITHLIC CONCRETE SLAB DETAIL ^^ '� O SCALE:3/4'=1'-0' J cn c NTA ENGINEERING,P.C.,305 N Oakland Ave Nappanee,Indiana 46550 i Engineering COA No.NIA These documents are applicable only to the elements and loading cdteda specifically provided herein.These documents shall not be construed in any way to specify,cedily or design any aspects of the building not contained 597 herein.Specified design criteria are based solely on information provided b y the client and must be vedFled and approved by the local authority having jurisdiction.NTA ENGINEERING,P.C.is not responsible for fabrication or C �O� erection.If it Is suspected that Nese drawings have been modified.I H1. I V substituted or altered in anyway,contact NTA ENGINEERING,P.C. at(574)773.7975 to obtain a file copy. CRACKYAMFOUNDATION DETAILS PRODUM,LLC. ITEM # 33072 " �� °�e.M a, e��Ko°5°n�r July 15,M21 scue As Noted Isom zz,nes 12 of 12 0 00 N 14 ENGINEERING, P.C. 305 N.OAKLAND AVE. •NAPPANEE,INDIANA 46550 PHONE:574-773-7975 CLIENT: Backyard Products, LLC. DATE: October 23, 2023 Jos No: HHP101323-16 PROJECT: 32'x10' Hillsdale BUILDING CODE: ASCE7-16 WIND SPEED VULT: 130mph MODULE DIMENSIONS: 32'X10' (MAX) WIND SPEED VASD: 101mph ROOF SLOPE/TRUSS TYPE: 6/12 Gable WIND EXPOSURE CATEGORY: C GROUND SNOW LOAD: 20psf SEISMIC DESIGN CATEGORY: B CALCULATION INDEX Page Description 1.1-1.6 Design criteria and load combinations 2.1-2.2 Roof framing 3.1-3.4 Headers 4.1-4.3 Columns 5.1-5.3 Connections Of N y 6.1-6.2 Floor joists 7.1-7.2 Diaphragm design 8.1-8.3 Shearwall design w NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design any aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescriptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approved by the local authority having jurisdiction. NTA Engineering, P.C. is not responsible for fabrication or erection. If it is suspected that the calculations listed in this index have been modified,substituted,or altered in any way,contact NTA Engineering,P.C.directly to obtain a file copy. NTA Engineering, P.C. holds the following Certificates of Authorization to offer engineering services under the name of a corporation:Georgia PEF008049,Connecticut PEC.0002036,Indiana PC80900108,Michigan,North Carolina C-4764. 16.1000 2018 IBC Criteria 2018-10-30(1) 10/23/2023 5:02 PM Input Page 1 of 1 ASCE 7-16 Design Criteria Summary Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Location(s): SOUTHOLD,NY Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 32.00 ft Stories Above Grade,n= 1 Framing Type: Rafter Gable Width,L= 10.00 it Max.Blocking Height,hb= 18 in. Roof Slope,a= 6.00/12 pitch Module Width,Lm= 10.00 it Sidewall/Eave Height,he= 88 in. Sidewall Overhang,LOH= 12 in. Min.Mean Roof Height,h= 15 ft Endwall Overhang,BOH= 12 in. Roof Cavity Insulation,R= 30 Gable or Hip= Gable Uniformly Distributed Design Loads: Ground Floor Roof Floor Live,L= 50 psf Top Chord Load= 20.0 psf Floor Dead,D= 10 psf Roof Dead Load= 10 psf Wall Dead Load,D.= 5 psf Wall Height,hw= 84.5 in. Misc.Design Parameters: Seismic Loads: Risk Category: fl Seismic Importance Factor,Ir= 1.00 Mapped Coefficients: Ss= 0.178 g Roof/Snow Load: S,= 0.056 g Ground Snow Load,P9= 20.0 psf Response Coefficients: SDs= 0.18 g Ground Snow Load NY',P,,,,y= 22.0 psf SDI= 0.08 g Min.Design Load,Lr= 18.0 psf Site Class= D Flat-Roof Snow Load,P,= 15.4 psf IBC Design Category= B Sloped Roof Snow Load= 15.4 psf IRC Design Category= B Max.Unbalanced Load,Pub= 20.0 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,Ce= 1.0 A15 Light-frame walls with woad shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,C,= 1.1 Design Base Shear Cs= 0.03 W Ground Elevation= 0.0 it Analysis Procedure: Wind Loads: A15 Light-frame walls with wood shear panels Ultimate Wind Speed,Vult= 130 mph Wind Exposure= C Flood Loads: Internal Pressure Coefficient= +/ 0.18 Site Specific flood loads have not been assessed in this Mean Roof Height= 15.0 it analysis. For Buildings located in flood hazard areas, as established in Section 1612.3 of the IBC,floods loads must be considered as required by Section 1612 of the IBC. Components and Cladding Loads: Furthermore,when required,the design information End Zone Interior Zone required by IBC section 1603.1.6 must be provided on the Component (psf) (psf) construction documents. Window +22.1/-29.6 +22.1/-24 Door +18.8/-23 +18.8/-20.7 Roof Cladding +16.5/-70.9 +16.5/-31.5 Overhang -88.1 -56.3 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. 1.1 16.1000 2018 IBC Criteria 2018-10-30(1) 10/23/2023 5:02 PM Wind Page 1 of 1 ASCE 7-16 Wind Load Calculation Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 32.0 ft Ultimate Wind Speed,Vult= 130 mph Sidewall Eave,z= 8.8 ft Total Width,L= 10.0 ft Exposure Category: C Root Peak,z= 11.8 It Blocking Height,hb=, 18 in. Topographic Factor,K,,= 1.0 Mean Roof Height,In= 15.0 It Sidewall/Eve Height,he= 88 in. Height&Exposure,Kh= 0.85 Roof Slope,a= 6.0/12 pitch Directionality,Kd= 0.85 Component Dimensions: Roof slope,a= 26.6 deg. Ground Elevation,Ke= 1 Stud Height,hs= 84.5 in Sidewali Overhang,LOH= 12 in. Wind Pressure,qh= 18.8 psf Truss Span,s,= 60 in Endwail Overhang,BOH= 12 in. Internal Pressure,Gcp;= 0.18 -0.18 Main Wlndforce-Resisting System Loads(MWFRS): Normal to Surface 1 2 3 4 5 6 1 E 2E 3E 4E Trans +GCpi 6.9 -5.2 -11.8 -10.7 -11.8 -11.8 10.3 -6.9 -14.3 -13.4 -GCpi 13.7 1.5 -5.0 -3.9 -5.1 -5.1 17.0 -0.2 -7.6 -6.7 Max 13.7 -5.2 -11.8 -10.7 -11.8 -11.8 17.0 -6.9 -14.3 -13.4 Long +GCpi 4.1 -16.3 -10.3 -8.8 -11.8 -11.8 8.1 -23.4 -13.3 -11.4 -GCpi 10.9 -9.6 -3.6 -2.1 -5.1 -5.1 14.8 -16.7 -6.6 -4.7 Max 10.9 -16.3 -10.3 -8.8 -11.8 -11.8 14.8 -23.4 -13.3 -11.4 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wail Roof Wall Roof WW Roof LW Roof WW Roof LW Roof End Interior 1 E 4E 1 4 Trans 23.7 7.4 17.6 6.5 -6.9 -14.3 -5.2 -11.8 -18.6 -16.9 17.0 -13.4 13.7 -10.7 Long 19.5 7.4 12.9 6.5 -23.4 -13.3 16.3 -10.3 -35.1 -27.9 17.0 -13.4 10.9 -8.8 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psi) Area Pressure(psf) Roof Components: (ft`) Pos Neg Wall Components: ye) Pos Neg Zone 1: Maximum 2 16.5 -31.5 Zone 4: Maximum 10 22.1 -24.0 Minimum 100 10.0 -24.0 Minimum 100 18.8 -20.7 Truss/Rafter 8.3 16.5 -31.5 Door 100.0 18.8 -20.7 Overhang 1.0 n/a -56.3 Stud 16.5 21.4 -23.3 Zone 2: Maximum 2 16.5 -50.3 Zone 5: Maximum 10 22.1 -29.6 Minimum 100 10.0 -29.6 Minimum 100.0 18.8 -23.0 Truss/Rafter 8.3 16.5 -50.3 Door 100.0 18.8 -23.0 Overhang 1.0 n/a -56.3 Stud 16.5 21.4 -28.2 Zone 3: Maximum 2 16.5 -70.9 Minimum 100 10.0 -37.1 Truss/Rafter 8.3 16.5 -70.9 Overhang 1.0 n/a -88.1 1.2 16.1000 2018 IBC Criteria 2018-10-30(1) 10/23/2023 5:02 PM Snow Page 1 of 1 ASCE 7-16 Snow Load Assessment Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 1002 Hillsdale Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 6 ft Ground Snow Load,p9= 20 psf a CS PS Exposure Factor,Ce= 1.0 (deg) CI=1.0 C1=1.1 Ct=1.2 (psf) Thermal Factor,Ct= 1.1 26.6 1.00 1.00 1.00 15.4 Importance Factor,Is= 1.0 Framing Type: Simple Prismatic/Rafters Snow Density(y): Ice Dams Along Eves`: y=0.13p8 +14= 16.6pcf p, =2pf = 15.4 psf but not more than 30 pcf Flat-Roof Snow Load(p,): Minimum Roof Live Load(Lr): p f=0.7C,C,IPq = 15.4 psf R,= 1.0 R,= 0.9 Rain on Snow Surcharge: F= 6.0 amax= 0.12 deg L,. =20 R,R, = 18.0 psf pg<=20 psf prss= 0.0 psf 12<_L,:5 20 pf= 15.4 psf Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than Monoslope roofs= 15.0 deg or a.,,=70/W+0.5= 12.2 deg 2.38 deg amin= 15.0 deg p9 <=20 psf p f =1.pX = 20.0 psf Jog>20 psf pi. =20 1., = 20.0 psf pfmin= 20.0 psf p f= 15.4 psf Unbalanced Snow Loads: Applicable to roof slopes between: amu= 70.00 deg ami.=70/W+0.5= 12.17 deg am;,,= 2.38 deg governing am;,, = 2.38 deg Unbalanced Loads: pLW S= 2.00/1 pWW Ridge Length Eave W=/, = 20.0 ft (psf) (psf) (ft) (psf) hd= 1.23 ft 0.0 20.0 n/a 20.0 Notes:1. Higher loads may apply where sliding snow or drifting occurs due to aerodynamic shade from higher protions of the building. 2. Applies only to unventilated roofs with less than R-30,and ventilated roofs with less than R-20.No other loads,except dead loads shall be present on the roof when this uniformly distributed load is applied. 1.3 16.1000 2018 IBC Criteria 2018-10-30(1) 10/23/2023 5:02 PM Seismic Page 1 of 1 ASCE 7-16 Seismic Load Calculation Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Location: SOUTHOLD,NY Design Classification: Response Acceleration: Risk Category:11 Short Period(Ss)= 17.8%g Importance Category,IE: 1.00 1-Second Period(S,)= 5.558%g Site Class:D ASCE 7 Design Category:B IRC Design Category:B Seismic Resisting System:A15 Light-frame walls with wood shear panels Response Factor,R:6.5 System Overstrength Factor,92a:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped Site Coeff. Maximum Design PP 9 Ss S, Fe Fv sms SMS SDs Sol 0.18 0.06 1.60 2.40 0.28 0.13 0.19 0.09 Fundamental Period:(ASCE 7) Period Coefficient,CT= 0.020 Height to Highest Level,h„= 7.3 it To=CA114= 0.089 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7) C_j.=0.044 S„51,.=0.008 Min.For SDC E of F.- C, :C,= S =0.029 . lr 055 C,m� =i=0.004 C,m =�RSDI =0.15 R11' Design Cs= 0.029 F Seismic Response Coefficient:(Simplified Analysis) F= C _1.2S,,,.=0.035 Design Cs= 0.035 R Seismic Base Shear: Base Shear Coefficient,CS= 0.029 W Minimum Interconnection Force: 0.133 x SDs= 0.025 W Min.= 0.050 W CScxN= 0.050 W 1.4 16.2101 Vertical Load Cases ASD 1 Story 2014-03-21 10/23/2023 5:02 PM 1 st of 1 Page 1 of 1 Allowable Stress Design(ASD)Load Combinations supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Location: SOUTHOLD,NY Unit Geometry: Unit Wdith(B)= 120 in. One Floor,Roof&Ceiling Only Max.Joist Spacing,s= 24 in.oc 120-in.Unit Width Ground Floor Loads: 130 mph(Exp C/End Zone) Floor Live Load(L)= 50 psf 20 psf Ground Snow,6/12 Pitch Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 35 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 148 0 65 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 86 0 31 plf 1.15 1 D 148 0 65 plf 3 S� 87 0 40 plf 1.15 2 D+Wp 148 n/a -43 plf 4 Lr 112 0 36 plf 1.25 Maximum Down 148 0 65 plf 5 L 250 0 50 plf 1.00 Lateral Pressure 17.0 5.0 17.0 psf 6 Wp 0 0 0 plf 1.60 NDS LDF= 1.6 7 Wn -132 0 -82 plf 1.60 8 0.75(L+Lr) 272 0 65 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 252 0 61 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 253 0 68 plf 1.15 1 D+0.75(L+Lr) 420 0 130 plf 11 0.75(L+S+Wp) 252 0 61 plf 1.60 2 D+0.75(L+S) 400 0 126 pif 12 D+L 398 0 115 plf 1.00 3 D+0.75(L+Su) 401 0 133 plf 13 D+Lr 260 0 101 plf 1.25 4 D+0.75(L+S+Wp) 400 0 126 plf 14 D+S 234 0 96 pif 1.15 Maximum Down 420 0 133 plf 15 D+Su 235 0 105 plf 1.15 Lateral Pressure 12.8 3.75 12.8 psi 16 D+0.75(L+Lr) 420 0 130 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 400 0 126 plf 1.15 Ground Floor Load Only(at mateline): 18 D+0.75(L+Su) 401 0 133 plf 1.15 Dead Load= 50 pif(D) 19 D+0.75(L+S+Wp) 400 0 126 plf 1.60 Live Load= 250 plf(L) 20 0.6D+Wn -43 0 -43 pif 1.60 Total Load= 300 plf(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -43 pif(0.6D+Wn) Uplift Load= 0 plf(0.60+Wn) Uplift Load= -43 plf(0.6D+Wn) Dead Load= 148 plf(D) Dead Load= 0 plf(D) Dead Load= 65 plf(D) Live Load= 272 plf(0.75(L+Lr)) Live Load= 0 plf(S) Live Load= 68 pff(0.75(L+Su)) Total Load= 420 plf(D+0.75(L+Lr)) Total Load= 0 plf(D) Total Load= 133 pif(D+0.75(L+Su)) NDS Design Load'= 398 plf(D+L) NDS Design Load'= 0 plf(D) NDS Design Load'= 133 plf(D+0.75(L+Su)) NDS LDF= 1.00 NDS LDF= 0.90 NDS LDF= 1.15 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.6 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2017-04-12 10/23/2023 5:02 PM Roof LCs Page 1 of 1 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Location:SOUTHOLD,NY Unit Geometry: Unit Wdith(B)= 120 in. Roof&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 120-in.Unit Width Endwall Overhang(BOHE)= 12.0 in. 130 mph(Exp C/End Zone) Roof Pitch= 6/12 20 psf Ground Snow,6/12 Pitch Max.Truss Spacing,s= 24 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 15.4 psf Truss Spacing= 24.0 in.oc Unbalanced Snow(Sul= 20.0 lost Roof Live Load(Lr)= 18.0 psf Max.Matewall TC Dead Load(TCDL)= 10.0 psf Sidewall Left Right BC Live Load(L)= 0.0 psf Dead,D 125 BC Dead Load(BCDL)= 0.0 psf Snow,S 172 Unbal.Snow,Su 174 Wind Loads(Vertical-End Zone): Roof Live,Lr 225 Positive Pressure(Wp)= 0.0 psf Live,L 0 Negative Pressure(Wn)= -23.4 psf Pos.Wind,Wp 0 WW Overhang(WHO)= -35.1 psf Neg.Wind,Wn -264 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 62 0 20 pit 0.90 Load Combination Sidewall Matewall Endwall 2 S 86 0 31 plf 1.15 1 D 62 0 20 plf 3 S� 87 0 40 pit 1.15 2 D+Wp 62 n/a 20 pit 4 Lr 112 0 36 pit 1.25 Maximum Down 62 0 20 pit 5 L 0 0 0 plf 1.00 Lateral Pressure 17.0 5.0 17.0 psf 6 Wp 0 0 0 pit 1.60 NDS LDF= 1.6 7 Wn -132 0 -82 pit 1.60 8 0.75(L+Lr) 84 0 27 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 65 0 23 plf 1.15 Load Combination Sidewall Matewall Endwall 10 0,75(L+Su) 65 0 30 plf 1.15 1 D+0.75(L+Lr) 147 0 47 plf 11 0.75(L+S+Wp) 65 0 23 plf 1.60 2 D+0.75(L+S) 127 0 43 plf 12 D+L 62 0 20 plf 1.00 3 D+0.75(L+Su) 128 0 50 plf 13 D+Lr 175 0 56 plf 1.25 4 D+0.75(L+S+Wp) 127 0 43 plf 14 D+S 149 0 51 plf 1.15 Maximum Down 147 0 50 pif 15 D+Su 150 0 60 plf 1.15 Lateral Pressure 12.8 3.75 12.8 psf 16 D+0.75(L+Lr) 147 0 47 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 127 0 43 plf 1.15 18 D+0.75(L+Su) 128 0 50 plf 1.15 19 D+0.75(L+S+Wp) 127 0 43 plf 1.60 20 0.6D+Wn -94 0 -70 plf 1.60 Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -94 plf(0.6D+Wn) Uplift Load= 0 plf(0.6D+Wn) Uplift Load= -70 pit(0.6D+Wn) Dead Load= 62 pif(D) Dead Load= 0 pit(D) Dead Load= 20 pit(D) Live Load= . 112 pit(Lr) Live Load= 0 pit(S) Live Load= 40 plf(Su) Total Load= 175 pit(D+Lr) Total Load= 0 pit(D) Total Load= 60 plf(D+Su) NDS Design Load'= 175 plf(D+Lr) NDS Design Load'= 0 plf(D) NDS Design Load'= 60 plf(D+Su) NDS LDF= 1.25 NDS LDF= 0.90 NDS LDF= 1.15 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.5 23.0105 Design Truss Gable Rafter 2008-06-03 10/23/2023 5:02 PM Typical Tied Gable Truss Design Page 1 of 2 Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 20 psf Ground Snow,120-in.Unit width,6/12 pitch Truss,24-in.oc 130 mph,exposure C,End Zone pressures O 6 5 7 4 8 3 9 10 1 11 Truss Geometry: Design Parameters: Overall Width,B= 120.0 Spacing: 24.0 in.oc Pitch,S= 6/12 Wind Zone: End CT Height,HcT= 8.0 in.(clear height) BC Exposed to Wind: No Overhang= 7.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Snow Load,S= 15.4 psf Snow Load,S= 15.4 psf Unbalanced Snow,Su= 0.0 psf Unbalanced Snow,Su= 20.0 psf Roof Live Load,Lr= 18.0 psf Dead Load,D= 10.0 psf Roof Live Load,Lr= 18.0 psf Dead Load,D= 10.0 psf Transverse Wind: (MWFRS) Horizontal,WT= 7.4 psf Vertical,WT= -6.9 psf Vertical,WT= -14.3 psf Overhang,WT= -18.6 psf Overhang,WT= -14.3 psf BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind: (MWFRS) Vertical,WL= -23.4 psf Vertical,WL= -23.4 psf Overhang,WL= -35.1 psf Overhang,WL= -35.1 psf BC Wind Uplift,WL= 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 psf(if exposed) Components&Cladding Wind. Negative Wind Load,WN= -70.9 psf Positive Wind Load,WP= 16.5 psf Overhang,WT= -88.1 psf Bottom Chord: Construction Load,C= 10 psf Btwn Knee Wall Live,L= 0 psf Outside Knee Wall Live,L= 20 psf Dead Load,D= 0 psf 2.1 23.0105 Design Truss Gable Rafter 2008-06-03 10/23/2023 5:02 PM Typical Page 2 of 2 Tied Gable Truss Design Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 20 psf Ground Snow,120-in.Unit width,6/12 pitch Truss,24-in.oc 130 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member CITY b d Grade Species Bracing Stress Deflection Result Top Chord 1 1.5 3.5 #2 SPF Full 0.24 0.10 OK Collar Tie 1 0.75 2.5 #2 SPF 1/2 0.96 0.14 OK Correction Factors Tabulated Material Properties Member CFl, CA CFS Fb Ft F� Fv Fel E Emin Top Chord 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 24.0 in.oc Sidewall Component Reactions (Ibf) Sidewall Dead,D 125 Overall Maximum Reactions (Ibf) Snow,S 172 Downward,R 350 Unbalanced Snow,Su 174 Upward(C&C),U -341 Roof Live,Lr 225 Upward(MWFRS),U -189 Live,L 0 Positive Wind,Wp 0 Negative Wind,Wn -264 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) TC-to-TC at Ridge 69 134 138 173 Collar Tie-to-Top Chord 0 292 299 374 NOTES:1. Connection forces are provided in local coordinates(i.e.tension/compression/bearing are parallel to member length,shear is perpendicular to member length axis). Forces may need to be resolved depending on joint configuration. 2. All loads are normalized to LDF=1.00(i.e.the load is divided by the LDF for the load case producing the reaction),except for bearing,which is the compressive force without LDF reduction. 3. Balanced and unbalanced snow loads and wind loads are considered for both directions. Bottom chord construction load is considered nonconcurrent with all other loads. Connections:Sidewall uplift=1891b.Use Simpson H2.5A Gusset Nails=581bf At ridge gusset:Glued w/(6)nails each side. Collar tie to top chord w/(4)8d nails each end. 2.2 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical Page 2 of 6 Sidewall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in.Unit Width, 12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch a� Roof&Ceiling Only 120-in.Unit Width 130 mph(Exp C/End Zone) 20 psf Ground Snow,6/12 Pitch Gravity Load Conditions: Stress Adjustment Factors: Uniform Uplift(wuj= -94 pit (0.6D+Wn) Load Duration Factor(CD)= 1.25 Uniform Dead Load(wDJ= 62 pit (D) Repetitive Member Factor(Cr)= 1.15 Uniform Live Load(WILL)= 112 pit (Lr) NDS Design Load(LANDS)= 175 pit (D+Lr) Deflection Limits: L Deflection Limit:L/240 L+0.5D Deflection Limit:L/180 Header Configurations(Downward Loading): Tabulated Allowable QTY b d Grade Species Orient. Cr. CFb Fb F„ F.l E Fe F, 1 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 135 425 1400000 1641 169 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1422 169 3 2 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1313 169 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1203 169 5 1 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1805 169 6 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1805 169 7 8 9 10 Design Limit States A Sxx Ixx Emfn FbE CL Bending Shear AL AL.a.SD Max.Span (2)2x4#2 SPF On Edge 10.50 6.13 10.72 510000 3061 0.95 72.4 169.0 80.0 81.2 72-in.(6-ft 0-in.) (2)2x6#2 SPF On Edge 16.50 15.13 41.59 510000 1419 0.82 98.2 265.6 125.7 127.5 89-in.(7-ft 5-in.p (2)2x8#2 SPF On Edge 21.75 26.28 95.27 510000 936 0.65 111.1 350.2 165.8 168.1 98-in.(8-ft 2-in.)' (2)2x10#2 SPF On Edge 27.75 42.78 197.86 510000 660 0.52 121.3 446.8 211.5 214.5 106-in.(8-ft 10-in.)' (1)2x4#2 SPF Laid Flat 5.25 1.31 0.98 510000 5680 1.00 36.1 84.0 36.1 36.6 34-in.(2-ft 10-in.p (2)2x4#2 SPF Laid Flat 10.50 2.63 1.97 510000 4203 1.00 51.0 165.0 45.5 46.1 45-in.(3-ft 9-in.) Jamb Stud Minimum Bearing Length: Configuration RTL Rug Bearing Configuration RTL Rug Bearing (2)2x4#2 SPF On Edge 528 -285 0.41 (2)2x4#2 SPF Laid Flat 332 -179 0.26 (2)2x6#2 SPF On Edge 652 -351 0.51 (2)2x8#2 SPF On Edge 715 -385 0.56 (2)2x10#2 SPF On Edge 775 -418 0.61 (1)2x4#2 SPF Laid Flat 248 -134 0.39 3.1 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical Page 3 of 6 Sidewall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 Roof&Ceiling Only Description: 120-in.Unit Width, 12-in.Sidewall Overhang 120-in.Unit Width Sidewall,20 psf Ground Snow,0 psf Attic Live Load 130 mph(Exp C/End zone) Rafter,20 Roof Pitch 20 psf Ground Snow,6/12 Pitch Lateral Load Conditions: Maximum Wall Height= 84.5 in. Lateral Load Only Minimum Sill Height= 18 in. Lateral Load Rat)= 66.5 plf(CQ Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 94 pif(0.6D+Wn) Load Duration Factor(Co)= 1.6 Lateral Load(Waal)= 47.2 plf(M Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 147 pif(D) Lateral Load(W,a,)= 35.4 pif(0.75M Header Configurations(Loaded Lateraly): Tab. Allowable Q-N3 b d Grade Species Orient. Cf„ CFb Fb FbVERr FbLAr A Syy Iyy 1 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 2100 2310 10.50 2.63 1.97 2 2 1.5 5.5 #2 SPF Fiat 1.15 1.3 875 1820 2093 16.50 4.13 3.09 3 2 1.5 7.25 #2 SPF Flat 1.15 1.2 875 1680 1932 21.75 5.44 4.08 4 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 1540 1848 27.75 6.94 5.20 5 1 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 5.25 3.06 5.36 6 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 10.50 6.13 10.72 7 8 9 10 Lateral Only Max Lateral Max Vertical Design Limit States Bending Shear Do.7w FbE CL Bending Shear FbE CL Bending Shear RLAT' (2)2x4#2 SPF Laid Flat 93.5 344.0 76.9 2863 0.91 77.9 163.2 3054 0.92 72.6 127.5 201 (2)2x6#2 SPF Laid Flat 111.6 538.8 89.4 1441 0.71 96.5 254.8 1507 0.73 91.8 198.6 254 (2)2x8#2 SPF Laid Flat 123.1 709.3 98.0 970 0.54 106.8 334.9 1011 0.57 101.9 260.8 282 (2)2x10#2 SPF Laid Flat 136.0 904.1 106.3 682 0.43 116.8 426.5 712 0.44 111.2 332.0 308 (1)2x4#2 SPF On Edge 96.3 177.5 107.4 5084 1.00 41.0 83.1 5964 1.00 34.0 65.2 94 (2)2x4#2 SPF On Edge 136.2 348.0 135.3 3744 1.00 58.0 163.2 4423 1.00 48.1 127.5 126 3.2 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical(2) Page 5 of 6 Endwall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in. Unit Width, 12-in. Endwall Overhang Endwall,20 psf Ground Snow,0 psf Attic Live Load Rafter, Roof Pitch Roof&Ceiling Only 120-in.Unit Width 130 mph.(Exp C/End Zone) 20 psf Ground Snow,6112 Pitch Gravity Load Conditions: Stress Adiustment Factors: Uniform Uplift(wuj= -70 pif (0.6D+Wn) Load Duration Factor(CD)= 1.15 Uniform Dead Load(w0L)= 20 plf (D) Repetitive Member Factor(Cr)= 1.15 Uniform Live Load(w.L)= 40 plf (Su) NDS Design Load(wNDs)= 60 pif (D+Su) Deflection Limits: L Deflection Limit:L/240 L+0.5D Deflection Limit:L/180 Header Configurations(Downward Loading): Tabulated Allowable QTY b d Grade Species Orient. CW CFb Fb F„ FcLL E Fe F�' 1 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 135 425 1400000 1509 155 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1308 155 3 2 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1208 155 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1107 155 5 1 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1660 155 6 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 425 1400000 1660 155 7 8 9 10 Design Limit States A Sxx Ixx Emin FbE CL Bending Shear AL ALrOSD Max.Span (2)2x4#2 SPF On Edge 10.50 6.13 10.72 510000 1980 0.90 115.5 441.7 112.9 115.4 76-in.(6-ft 4-in.)` (2)2x6#2 SPF On Edge 16.50 15.13 41.59 510000 981 0.68 146.5 694.1 177.5 181.3 89-in.(7-ft 5-in.)* (2)2x8#2 SPF On Edge 21.75 26.28 95.27 510000 662 0.52 162.6 915.0 233.9 239.0 98-in.(8-ft 2-in.)' (2)2x10#2 SPF On Edge 27.75 42.78 197.86 510000 472 0.41 176.6 1167.4 298.5 305.0 106-in.(8-ft 10-in.)• (1)2x4#2 SPF Laid Flat 5.25 1.31 0.98 510000 3686 1.00 59.0 220.4 51.0 52.1 46-in.(3-ft 10-in.)` (2)2x4#2 SPF Laid Flat 10.50 2.63 1.97 510000 2683 1.00 83.5 437.7 64.2 65.6 64-in.(5-ft 4-in.) Jamb Stud Minimum Bearing Length: Configuration RTL RUL Bearing Configuration RTL RUL Bearing (2)2x4#2 SPF On Edge 192 -224 0.15 (2)2x4#2 SPF Laid Flat 160 -187 0.13 (2)2x6#2 SPF On Edge 223 -261 0.18 (2)2x8#2 SPF On Edge 245 -286 0.19 (2)2x10#2 SPF On Edge 266 -310 0.21 (1)2x4#2 SPF Laid Flat 116 -136 0.18 3.3 23.0202.1 Design Wood Headers Sidewall Dropped 2008-02-13 10/23/2023 5:02 PM Typical(2) Page 6 of 6 Endwall Header Spans Unbraced Dropped Header Analysis Details Client: Backyard Products, LLC. Job Number: HHP101323-16 Roof&Ceiling Only Description: 120-in. Unit Width, 12-in.Endwall Overhang 120-in.Unit Width Endwall,20 psf Ground Snow,0 psf Attic Live Load 130 mph(Exp C/End Zone) Rafter, Roof Pitch 20 psf Ground Snow,6/12 Pitch Lateral Load Conditions: Maximum Wall Height= 84.5 in. Lateral Load Only Minimum Sill Height= 18 in. Lateral Load(Wtat)= 66.5 pif(CQ Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 70 plf(0.6D+Wn) Load Duration Factor(Co)= 1.6 Lateral Load(Wia,)= 47.2 plf(W) Lateral Deflection Limit:L/120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 50 pif(D) Lateral Load(W,at)= 35.4 pif(0.75W) Header Configurations(Loaded Lateraly): Tab. Allowable QTY, b d Grade Species Orient. Cf. CFb Fb FbVERT FbLAT A Syy ly, 1 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 2100 2310 10.50 2.63 1.97 2 2 1.5 5.5 #2 SPF Flat 1.15 1.3 875 1820 2093 16.50 4.13 3.09 3 2 1.5 7.25 #2 SPF Flat 1.15 1.2 875 1680 1932 21.75 5.44 4.08 4 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 1540 1848 27.75 6.94 5.20 5 1 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 5.25 3.06 5.36 6 2 1.5 3.5 #2 SPF Edge 1.00 1.5 875 1444 2100 10.50 6.13 10.72 7 8 9 10 Lateral Only Max Lateral Max Vertical Design Limit States Bending Shear A0.7w FbE CL Bending Shear FbE CL Bending Shear RLATt (2)2x4#2 SPF Laid Flat 93.5 344.0 76.9 2691 0.90 83.3 196.6 2350 0.86 96.3 268.6 231 (2)2x6#2 SPF Laid Flat 111.6 538.8 89.4 1368 0.68 102.2 307.3 1211 0.62 116.7 420.4 283 (2)2x8#2 SPF Laid Flat 123.1 709.3 98.0 923 0.52 112.9 404.1 820 0.47 128.8 553.2 313 (2)2x10#2 SPF Laid Flat 136.0 904.1 106.3 649 0.41 123.6 514.7 578 0.37 140.9 705.0 343 (1)2x4#2 SPF On Edge 96.3 177.5 107.4 4558 1.00 46.5 99.8 3932 1.00 54.9 135.8 129 (2)2x4#2 SPF On Edge 136.2 348.0 135.3 3342 1.00 65.8 196.6 2869 1.00 77.7 268.6 178 3.4 23.0302 Design Wood Columns Sidewall 2008-09-17(3) 10/2312023 4:59 PM Stud Page 1 of 3 Sidewall Column Calculation Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch Roof&Ceiling Only Header 120-in.Unit Width ` 130 mph(Exp C/End Zone) Side Column 20 psi Ground Snow,6/12 Pitch Tabulated Span 83-in.Wall Height Wall Jamb Studs 24-in.oc,2x4#2 SPF Height (full height) Typical Spacing II Jack Studs Sill��r LI Max.Stud Length=80-in. Top/Bottom Plate Thickness=3-in. Side Column Span Side Column Span Side Column Span Built-Up Columns: 1.5-in.Wide Header 3.0-in.Wide Header 4.5-in.Wide Header (1 Jamb/1 Jack)2x4#2 SPF 152-in.(12-ft 8-in.) 184-in.(15-ft 4-in.) 184-in.(15-ft 4-in.) (1 Jamb/2 Jack)2x4#2 SPF 281-in.(23-ft 5-in.) 288-in.(24-ft 0-in.) 288-in.(24-ft 0-in.) (1 Jamb/3 Jack)2x4#2 SPF 289-in.(24-ft 1-in.) 289-in.(24-ft 1-in.) 289-in.(24-ft 1-in.) (2 Jamb/4 Jack)2x4#2 SPF 539-in.(44-ft 11-in.) 601-in.(50-ft 1-in.) 601-in.(50-ft 1-in.) (2 Jamb/5 Jack)2x4#2 SPF 604-in.(50-ft 4-in.) 604-in.(50-ft 4-in.) 604-in.(50-ft 4-in.) (3 Jamb/6 Jack)2x4#2 SPF 797-in.(66-ft 5-in.) 914-in.(76-ft 2-in.) 914-in.(76-ft 2-in.) (3 Jamb/7 Jack)2x4#2 SPF 920-in.(76-ft 8-in.) 920-in.(76-ft 8-in.) 920-in.(76-ft 8-in.) (4 Jamb/8 Jack)2x4#2 SPF 1055-in.(87-ft 11-in.) 1227-in.(102-ft 3-in.) 1227-in.(102-ft 3-in.) (4 Jamb/9 Jack)2x4#2 SPF 1185-in.(98-ft 9-in.) 1235-in.(102-ft 11-in.) 1235-in.(102-ft 11-in.) Top or bottom plate to stud(face nail) Fastener Minimum (minimum length and Quantity per diameter or staple size) Connection or 3"x 0.131"PD nail 3 2.5 x 15 Ga.Staple 4 F� 4'- Notes:1. All stud configurations are assumed to be braced against weak axis buckling by sheathing or gypsum fastened in place on at least one side. Wall engaging column is not to be less than 16-in.long. 2.Studs in columns may be considered as maintaining regular stud spacing(i.e.typical stud may be placed up to 24-in.from closest built-up column stud). 3. Clear span between columns. 4.1 23.0302 Design Wood Columns Sidewall 2008-09-17(3) 10/23/2023 4:59 PM Stud Page 2 of 3 Sidewall Column Calculation(continued) Client: Backyard Products,LLC. Date: HHP101323-16 Description: 120-in.Unit Width,12-in.Sidewall Overhang Sidewall,20 psi Ground Snow,0 psi Attic Live Load Rafter,20 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 83.0 in. Species: SPF Top/Bottom Plate Thick(tp)= 3 in. width(b)= 1.5 in. Typical Spacing(s)= 24.0 in. depth(d)= 3.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE Fel Share Fel 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microllam 2000000 750 100% 750 4 Min.F.,= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNDs)= 175 pif(D+Lr) Axial Load(We)= 62 plf(D) Bearing/Total Load(WT)= 175 plf(D+Lr) Lateral Load(WIJ= 17.0 psi(W) Lateral Load Only Combined Axial&lateral(Max Axial): Lateral Load(Wiwi)= 28.2 psi(C&C) Axial Load(WG)= 147 plf(D) Combined Lateral&Uplift., Lateral Load Mat)= 12.8 psf(0.75W) Uniform Uplift(wuL)= -94.4 plf(0.6D+Wn) Lateral Load NO= 17.0 psi(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD Cr Cp Stress Species: SPF Fb= 875 1.50 1.60 1.15 -- 2415 psi width(b)= 1.5 in. F�= 1150 1.15 1.25 -- 0.42 700 psi(gravity only) depth(d)= 3.5 in. F�= 1150 1.15 1.60 0.34 726 psi(combined) C= 0.8 Ft= 450 1.50 1.60 -- 1080 psi Ir;ld= 22.9 F„= 135 -- 1.60 216 psi FoE= 802 psi Fc1= 425 -- -- -- -- 425 psi E= 1400000 7 1400000 psi Ervin= 510000 -- 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,F,= 187.9 Ibf Shear Code Caldd Req'd Strength Min. Min. Min. Fastener (Ibf) Qty Qty Qty 3"x 0.131"PD nail 88.0 3 3 3 2.5"x 15 Ga.Staple 56.3 4 4 4 4.2 23.0302 Design Wood Columns Sidewall 2008-09-17(3) 10/23/2023 4:59 PM Stud Page 3 of 3 Sidewall Column Calculation(continued) Client: Backyard Products,LLC. Date: HHP101323-16 Description: 120-in.Unit Width,12-in.Sidewali Overhang Sidewall,20 psf Ground Snow,0 psf Attic Live Load Rafter,20 Roof Pitch Configurations/Section Properties: Jamb Studs(full height) 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 y Area(in 3) 5.3 5.3 5.3 5.3 10.5 10.5 15.8 15.8 21.0 21.0 a E Ix(in°) 5.4 5.4 5.4 5.4 10.7 10.7 16.1 16.1 21.4 21.4 Sx(in 3) 3.1 3.1 3.1 3.1 6.1 6.1 9.2 9.2 12.3 12.3 N Area(in 3) 0.0 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 Ix(in.°) 0.0 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 Sx(in 3) 0.0 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 252 252 252 252 504 504 756 756 1008 1008 Jack Stud Axial Compression N/A 276 528 780 1033 1285 1539 1791 2044 2296 Stud Plate Perp.Compression 153 177 330 483 638 791 945 1098 1253 1406 Header Bearing 1.5-in.Wide n/a 90 155 221 286 352 418 483 549 614 Header Bearing 3.0-in.Wide n/a 155 286 418 549 680 811 942 1073 1205 Header Bearing 4.5-in.Wide n/a 177 330 483 636 789 942 1095 1248 1401 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 47 156 235 313 469 547 704 782 938 1017 Jack+Jamb Deflection 46 106 159 212 317 370 476 529 635 687 Jamb Stud Shear 97 160 160 160 320 320 480 480 639 639 Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 71 129 177 218 354 397 531 574 708 752 Jack Stud Tension/Bending N/A 153 226 297 429 501 632 704 836 907 Comp./Bending(Max.Bending) 71 132 205 275 408 480 606 681 809 881 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Comp./Bending(Max.Comp.) 76 128 209 286 409 486 609 689 807 889 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: Maximum Trib Span,1.5-in wide header(in.; 46 90 155 160 286 320 418 480 549 614 Max.Side Column Opening(in.) 66 152 282 290 540 605 798 920 1055 1185 Maximum Trib Span,3.0-in wide header(in.; 46 106 159 160 317 320 476 480 635 639 Max.Side Column Opening(in.) 66 185 289 290 602 605 914 920 1227 1235 Maximum Trib Span,4.5-in wide header(in.; 46 106 159 160 317 320 476 480 635 639 Max.Side Column Opening(in.) 66 185 289 290 602 605 914 920 1227 1235 4.3 23.0610 Design Wall Connections 2008-06-18(3) 10/23/2023 4:59 PM Wall Connections Page 1 of 3 Sidewall Wall Connections Client: Backyard Products,LLC. 120-in.Unit width Job Number: HHP101323-16 130 mph(Exp C/End Zone) 6/12 Pitch Loading Conditions: Vertical Loads: Module Width(B)= 120.0 in. Uplift= -94 plf(0.6D+W) Sidewall Overhang(BOH)= 12.0 in. Dead= 62 plf(D) Maximum Wall Height(h)= 85 in. Lumber Species Min.SG:SPF Lateral Loads: Wia,= 17.0 psf(MWFRS) Wiat= 28.2psf(C&C) Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustrationpurposes) Parameters diameter or staple size) Spacing Top or bottom plate to stud(face nail) Stud Spacing= 16 in.oc 0.131"x3"Nail 3 o F,= 132 Ibf 7/16"x2.5x15 Ga.Staple 4 c N Stud Spacing= 24 in.oc 0.131"x3"Nail 3 W F,= 198 Ibf 7/16"x2.5x15 Ga.Staple 5 F-• Double top plate F,= 99 plf 0.131'x3"Nail 12-in.oc c 7/16"x2.5x15 Ga.Staple 8-in.oc a o c N W 4� C Bottom plate to rim joist or blocking Stud Spacing= 16 in.oc #8 x 3"Screw 2 per bay a, F,= 132 Ibf 0.131'x3"Nail 2 per bay N 7/16"x2.5x15 Ga.Staple 3 per bay M c _ Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 198 Ibf 0.131'x3"Nail 3 per bay W 7/16'x2.5"x15 Ga.Staple 4 per bay 5.1 23.0610 Design Wall Connections 2008-06-18(3) 10/23/2023 4:59 PM Wall Connections Page 2 of 3 Connection Fastener (fastener size and position exaggerated QTY Maximum Header Span for illustration purposes) Parameters Per End 0.131"x3"Nall 7/16"x2.5x15 Ga.Staple Header-to-Stud(end nail in header only) Zone: End 6 113-in.(9-ft 5-in.) 62-in.(5-ft 2-in.) F,= 94 pif 8 151-in.(12-ft Tin.) 82-in.(6-ft 10-in.) F r F2= 60 plf 10 188-in.(15-ft 8-in.) 103-in.(8-ft 7-in.) 1 99 plf(C&C) 12 226-in.(18-ft 10-in.) 124-in.(10-ft 4-in.) `i Fn= 112 plf 14 264-in.(22-ft 0-in.) 145-in.(12-ft 1-in.) 16 302-in.(25-ft 2-in.) 165-in.(13-ft 9 in.) l.: fi Distribute total fastener qualtity equally among all header members at each end Header-to-Stud(alt.,lateral only) Zone: End 6 127-in.(10-ft Tin.) 70-in.(5-ft 10-in.) F2= 60 pif 8 170-in.(14-ft 2-in.) 93-in.(7-ft 9-in.) 99 plf(C&C) 10 212-in.(I Tit 8-in.) 116-in.(9-ft 8-in.) 12 255-in.(21-ft 3-in.) 140-in.(11-ft 8-in.) 14 297-in.(24-ft 9-in.) 163-in.(13-ft Tin.) ^�— 16 340-in.(28-ft 4-in.) 186-in.(15-ft 6-in.) a Distribute total fastener qualtity equally among all header members at each end Cripple-to-Stud(alt.,uplift only) Zone: End 6 201-in.(16-ft 9-in.) 109-in.(9-ft 1-in.) F,= 94 plf 8 268-in.(22-ft 4-in.) 146-in.(12-ft 2-in.) 10 335-in.(27-ft 11-in.) 183-in.(15-ft3-in.) Ff t 12 402-in.(33-ft 6-in.) 219-in.(18-ft 3-in.) fi • 14 470-in.(39-ft 2-in.) 256-in.(21-ft 4-in.) 16 537-in.(44-ft 9-in.) 292-in.(24-ft 4-in.) Distribute total fastener qualtity equally among all header members at each end Sill Plate-to-Stud(end nail in sill only) Zone: End 6 127-in.(10-ft Tin.) 70-in.(5-ft 10-in.) F2= 60 plf 8 170-in.(14-ft 2-in.) 93-in.(7-ft 9-in.) 99 plf(C&C) 10 212-in.(17-ft 8-in.) 116-in.(9-ft 8-in.) 12 255-in.(21-ft 3-in.) 140-in.(11-ft 8-in.) 14 297-in.(24-ft 9-in.) 163-in.(13-ft Tin.) 16 340-in.(28-ft 4-in.) 186-in.(15-ft 6-in.) Distribute total fastener qualtity equally among all header members at each end 5.2 23.0610 Design Wall Connections 2008-06-18(3) 10/23/2023 4:59 PM Wall Connections Page 3 of 3 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Corner Studs 0.131"x3"Nail 16-in.oc Sidewall/Endwall Intersection 7/16"x2.5"x15 Ga.Staple 10-in.oc All Locations Interior Wall Intersection 0.131"x3"Nail 16-in.oc 7/16'x2.5"xl5 Ga.Staple 10-in.oc All Locations Double Studs or Jack to Jamb Studs 0.131"x3"Nail 8-in.oc 7/16"x2.5x15 Ga.Staple 5-in.oc All Locations Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Top plate intersections 0.131'x3"Nail 3 7/16'x2.5xl5 Ga.Staple 5 All Locations Top plate intersections(alternate) 0.131'x3"Nail 6 per side All Locations 5.3 Floor Joist Design Timber Beam Analysis 10/23/2023 4:59 PM Dim Output Page 1 of 1 Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120"Unit Width Floor Joists 16"O.C. Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated Co CFb Cr Allowable Species: SYP A= 5.3 in.2 Fb= 1100 1.00 1.00 1.15 1265 psi b= 1.5 in. Ix= 5.4 in." F„= 175 1.00 -- -- 175 psi d= 3.5 in. Sx= 3.1 in.3 F�,= 565 -- 565 psi E= 1400000 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 112 Ibf 0.-0.1 LL 66.7 plf Full Length DL 129 Ibf 0.-0. DL 13.3 plf Full Length LL 112 Ibf 10'-0" DL 129 Ibf 10'-0" L Deflection Limit:L/360 L+0.51)Deflection Limit:L/240 Beam Diagram: 01-01. 10'-0" LL,DL LL,DL Load Case 1'-0" 5.-0" 9'-0" DL+LL -546 -189 -546 LL -333 -224 -333 Flexural Strength: Shear Strength: Unsupported Length,lu= 12 in. Vu= 321 lbs Effective Length Factor= 2.06 Vn= 613 lbs Effective Length,le= 24.72 in. Vu/Vn= 0.52 OK Slenderness Ratio,Rb= 6.20 Fb.= 1265 psi Minimum Bearing at Supports: FbE= 36408 psi FbE/Fe= 28.8 Pu= 546 lbs Stability Factor,CL= 1.00 Bearing Width,b= 1.5 in. Min.Length= 0.6 in. Mu= 3369 in.-lbs Mn= 3867 in.-lbs Deflection Limits: Mu/Mn= 0.87 OK LL Deflection:L/1021 OK LL+0.5DL Deflection:L/569 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. 6.1 Runner Design Timber Beam Analysis 10/23/2023 4:59 PM Dim Output Page 1 of 1 Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 120-in Unit Width Runners Member Properties: Material Properties: Grade: #2 plies= 1 Tabulated Cp CFb C, Allowable Species: SYP A= 12.3 in 2 Fb= 1100 1.00 1.00 1.00 1100 psi b= 3.5 in. Ix= 12.5 in." F„= 175 1.00 -- -- 175 psi d= 3.5 in. Sx= 7.1 in' F�,.= 565 -- 565 psi E= 1400000 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 250 plf Full Length DL 160 plf Full Length L Deflection Limit:L/360 L+0.513 Deflection Limit:L/240 Beam Diagram: it Load Case 0'-0" 3'4" DL+LL -683 -683 LL -416 -416 Flexural Strength: Shear Strength: Unsupported Length,lu= 48 in. Vu= 683 Ibs Effective Length Factor= 2.06 Vn= 1429 lbs Effective Length,le= 12.13 in. VuNn= 0.48 OK Slenderness Ratio,Rb= 1.86 Fe= 1100 psi Minimum Bearing at Supports: FbE= 403957 psi FbE/Fe= 367.2 Pu= 683 lbs Stability Factor,CL= 1.00 Bearing Width,b= 3.5 in. Min.Length= 0.3 in. Mu= 6824 in.-lbs Mn= 7860 in.-lbs Deflection Limits: Mu/Mn= 0.87 OK LL Deflection:U 1010 OK LL+0.5DL Deflection:U 765 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 2. Restraint against lateral moment and rotation must be provided at all support locations. 6.2 23.0728 Design Transverse Shearwall Systems 2009-06-01 (6) 10/23/2023 4:58 PM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 10.0 ft Wind Speed= 130 mph Stories Above Grade= 1.0 Blocking Height,hb= 18.0 in. Exposure Category: C Sidewall Eave(z)= 8.8 ft Sidewall/Eve Height,he= 88.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 11.8 ft Roof Slope,a= 6.0/12 pitch Mean Roof Height(h)= 15.0 ft Roof slope,a= 26.6 deg. Sidewall Overhang,LOH= 12-0 in. Endwall Overhang,BOH= 12.0 in. Vertical Roof Projection= 3.0 ft Wall Height= 7.0 ft(max.) Misc.Framing Height= 0.3 ft/level Seismic Design Parameters: Seismic Use Group:II Ground Other Roof Importance Category,IE: 1.00 Wall Height,hN,(in.) 84.5 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 0 10 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,a.:3.0 Deflection Amp.Factor,Cd: 4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor=0.7 Seismic Design Cat.: B IRC Seismic Design Cat.: B Effective Seismic Weight at Roof Level= 153 plf SDs=0.19 Effective Seismic Weight at Floor Level= 206 plf Cs=0.035 Additional Endwall Dead Weight= 352 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads Wall End Zone 23.7 Zone Wind Seismic y Interior 17.6 Roof Diaphgram End(plf) 109 -- Roof End Zone 7.4 Interior(plf) 84 4 Interior 6.5 Endwall Surcharge(Ibf) -- 9 Wall End Zone 19.5 Above Ground End Zone(plf) 174 -- Interior 12.9 Floor Diaphgram Interior(plf) 129 5 o Roof End Zone -- Endwall Surcharge(Ibf) -- 9 J Interior I Ground Level End Zone(plf) 87 -- Floor Diaphgram Interior(plf) 65 3 Endwall Surcharge(Ibf) -- 4 ,Transverse Diaphragm Design Roof Diaphragm Sheathing Configuration: 7/16"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5'Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 296 212 30 Blocked 4 6 6 12 328 235 40 Blocked 4 4 6 12 438 313 40 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 30 Blocked 3 6 6 6 270 193 30 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 40 7.1 23.0728 Design Transverse Shearwall Systems 2009-06-01 (6) 10/23/2023 4:58 PM Diaphragms Page 2 of 2 Transverse Diaphragm Design Above Grade Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species: SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 30 Blocked 4 6 6 12 348 248 40 Blocked 4 4 6 12 464 331 40 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 23 Blocked 3 6 6 6 270 193 30 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 40 Grade Level Floor Diaphragm Sheathing Configuration: 19/32"Sheathing(Case 1) (Case 1,No Unblocked Edges or Framing Species:SPF Continuous Joints Parallel to Load) Fastener: 0.131"x2.5" Nails Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 309 221 30 Blocked 4 6 6 12 348 248 40 Blocked 4 4 6 12 464 331 40 Fastener: 1.5"x 16 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 6 178 127 30 Blocked 3 6 6 6 270 193 30 Fastener: 1.5"x 15 Ga.Staples Type Ratio Boundary Edge Field Wind Seismic Max.Module Length(ft) Unblocked 3 6 6 12 224 160 30 Blocked 4 6 6 12 333 238 40 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(F,) Fastener: Fastener: for illustration purposes) (ft) (Ibf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 1736 14 25 45 2197 17 31 50 2712 21 38 60 3905 30 55 70 5315 41 74 l 80 6942 53 97 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 2664 21 38 45 3372 26 47 • ' 50 4163 32 58 • . 60 5995 46 84 • : • 70 8159 62 114 s� F� 80 10657 81 149 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart 7.2 23.0728 Design Transverse Shearwall Systems 2009.06-01 (6) 10/23/2023 6:54 PM Shearwalls Page 1 of 1 Shearwall Design Client: Backyard Products,LLC. Job Number: HHP101323-16 Description: 1002 Hillsdale Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 10.0 it Wind Speed= 130 mph Stories Above Grade= 1.0 Blocking Height,hb= 18.0 in. Exposure Category: C Sidewall Eave(z)= 8.8 it Sidewall/Eve Height,he= 88.0 in. Roof Peak(z)= 11.8 it Roof Slope,a= 6.0/12 pitch Mean Roof Height(h)= 10.3 ft Roof slope,a= 26.6 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BOH= 12.0 in. Vertical Roof Projection= 3.0 ft Wall Height= 7.0 it(max.) Misc.Framing Height= 0.3 ft/level Seismic Design Parameters: Seismic Use Group: II Ground Other Roof Importance Category,IE: 1.00 Wall Height,hw(in.) 84.5 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15 Light-frame walls with wood shearpanels Floor/Level Dead Weight(psf) 10 0 10 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,no:3.0 Deflection Amp.Factor,Cd:4.0 Analysis Procedure:ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor=0.7 Seismic Design Cat.: B Effective Seismic Weight at Roof Level= 153 plf IRC Seismic Design Cat.: B Effective Seismic Weight at Floor Level= 206 plf SDS=0.19 Additional Endwall Dead Weight= 352 Ibm Cs=0.035 NET Horizontal Wind Loads(MWFRS) Diaphgram Loads m Wall End Zone 23.7 Zone Wind Seismic Interior 17.6 Roof Diaphgram End(plf) 109 -- Roof End Zone 7.4 Interior(pit) 84 4 Interior 6.5 Endwall Surcharge(Ibf) -- 9 A Wall End Zone 19.5 Above Ground End Zone(pit) 174 -- Interior 12.9 Floor Diaphgram Interior(pit) 129 5 o Roof End Zone Endwall Surcharge(Ibf) -- 9 Interior -- Ground Level End Zone(plf) 87 Floor Diaphgram Interior(pit) 65 3 Endwall Surcharge(Ibf) -- 4 Unit Length(ft) 12 16 20 24 28 32 End Zone(ft) 6.0 6.0 6.0 6.0 6.0 6.0 Bracing Roof Only Min.Framing SG:SPF Front Panel:3/8"LP Smartside Panel,0.131'x2.5"Nails Back Panel:none Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc studs or other panel thicknesses,space fasteners at 12"oc. Edge Unit Length(ft) Fastener Strength(plf) 3"Edge 12 16 20 24 28 32 Spacing Wind Seismic Framing Minimum Cumulative Segmented Shearwall Length(ft) 6 180 180 3.6 4.6 5.5 6.4 7.4 8.3 6 180 180 3.6 4.6 5.5 6.4 7.4 8.3 6 180 180 3.6 4.6 5.5 6.4 7.4 8.3 4 262 262 2.5 3.1 3.8 4.4 5.1 5.7 3 336 336 1.9 2.4 3.0 3.5 4.0 4.5 2 435 435 ✓ 1.5 1.9 2.3 2.7 3.1 3.4 8.1 23.0729 Design Longitudinal Shearwall and Diaphragm Systems 2007-10-04 10/23/2023 4:57 PM Segmented Long Bracing Page 1 of 2 Longitudinal Lateral Force Analysis Client: Backyard Products, LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Building Geometry: Loading Conditions: Height Above Grade: Min.Length,B= 32 It Wind Speed= 130 mph Stories Above Grade= 1 Total Width,L= 10.0 ft Sidewall Eave(z)= 8.8 ft Blocking Height,hb= 18.0 in. Exposure Category: C Roof Peak(z)= 11.8 ft Sidewall/Eve Height,he= 88.0 in. Topographic Factor(K=t)= 1.0 Mean Roof Height(h)= 15.0 ft Roof Slope,a= 6.0/12 pitch Height&Exposure(Kh)= 0.85 Roof slope,a= 26.6 deg. Directionality(Kd)= 0.85 MWFRS End Zone,2a= 6.0 ft Sidewall Overhang,LOH= 12.0 in. Internal Pressure(Gcpi)= 0.18 Endwall Overhang,BOH= 12.0 in. -0.18 Vertical Roof Projection= 3.0 ft Wind Pressure(qh)= 18.8 psf Wall Height= 7.0 ft(max.) Misc.Framing Height= 0.3 ft/level Seismic Design Parameters: Seismic Use Group: if Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 84.5 0 n/a Site Class: D Wall Dead Weight(psf) 5 0 n/a Seismic Resisting System:A15 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 0 10 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 Overstrength Factor,520: 3.0 Deflection Amp.Factor,Cd: 4.0 Analysis Procedure: ASCE 7,Section 12.8 Simplified Analysis ASD Adjustment Factor= 0.7 Seismic Design Cat.: B IRC Seismic Design Cat.: B S's= 0.19 Cs=0.04 Design Wind Pressures(psf) Endwall Force Net Wall End 19.5 (plf) Interior 12.9 NET MAX Net Roof End -- Roof+Ceiling Diaphgram(Total) End Max 130 99 Interior -- Min 72 54 Windward Wall Max End 14.8 Interior Max 86 73 Interior 10.9 Min 86 73 Leeward Wall Max End -11.4 Ceiling Diaphgram Only End Max 101 77 Interior 10.0 Min 72 54 Interior Max 67 56 Min 67 56 Floor Diaphgram End Zone 143 109 Interiorl 95 80 Sidewall Load Due to Wind Sidewall Loads Due to Seismic Seismic Seismic NET MAX Weight Load Roof+Ceiling(Total)(Ibf) 518 387 Roof+Ceiling Total(plf) 120 1 Ceiling(Ibf) 450 336 Ceiling(plf) 53 1 Floor Level(Ibf) 763 572 Floor Diaphragm(plf) 206 3 Additional Floor Dead(Ibf) 352 4 8.2 23.0729 Design Longitudinal Shearwall and Diaphragm Systems 2007-10-04 10/23/2023 4:57 PM Segmented Long Bracing Page 2 of 2 Bracing Roof Only Min.Framing SG: SPF Front Panel: 3/8"Smartside Panel,0.131"x2.5"Nail Back Panel: none Edge Unit Width(ft) Fastener Strength(plf) 3"Edge 10.0 Spacing Wind Seismic Framing Minimum Cumulative Segmented Shearwall Length(ft) 6 180 180 2.9 6 180 180 2.9 6 180 180 2.9 4 262 262 2.0 3 336 336 1.5 2 435 435 ✓ 1.2 8.3 23.0729 Design Longitudinal Shearwall and Diaphragm Systems 2007-10-04 10/23/2023 7:02 PM Segmented Long Bracing(2) Page 1 of 1 Longitudinal Lateral Force Analysis Client: Backyard Products, LLC. Job Number: HHP101323-16 Description: 10x32 Hillsdale Sidewall no openings min 12'provided Use 0.131"x2.5"nails 6/12 holddown= 180 plf(2.9/12)(6.92 ft) =301 Ibf Sidewall with openings min 40"=3.33'provided Use 0.131"x2.5"nails 6/12 holddown= 180 pif(2.9/3.3)(6.92 ft) = 1085 Ibf Endwall no openings Endwall with openings 10'provided 56"=4.66'provided 12'unit length 12'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 6/12 holddown= 180 plf(3.6/10)(6.92 ft) =449 Ibf holddown= 180 plf (3.6/4.66)(6.92 ft)=963 Ibf 16'unit length 16'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 6/12 holddown= 180 plf(4.6/10)(6.92 ft) =573 Ibf holddown = 180 pif(4.6/4.66)(6.92 ft)= 1230 Ibf 20'unit length 20'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 4/12 holddown= 180 pif(5.5/10)(6.92 ft) =686 Ibf holddown=262 pif(3.8/4.66)(6.92 ft)= 14791bf 24'unit length 24'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 4/12 holddown= 180 plf(6.4/10)(6.92 ft) =798 Ibf holddown=262 plf(4.4/4.66)(6.92 ft)= 1712 Ibf 28'unit length 28'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 3/12 holddown= 180 plf(7.4/10)(6.92 ft) =922 Ibf holddown =336 plf(4.0/4.66)(6.92 ft)= 1996 Ibf 32' unit length 32'unit length Use 0.131"x2.5"nails 6/12 Use 0.131"x2.5"nails 3/12 holddown= 180 pif(8.3/10)(6.92 ft) = 1034 Ibf holddown=336 plf(4.5/4.66)(6.92 ft)=2246 Ibf Corner stud connection 0.131"x3"nails 6"o.c.for entire height of wall 6.92ft x 132 Ibf/nail/(6"/nail) x12"/ft= 1827 Ibf 8.4