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Home My WebLink About48442-Z of SOUl Town of Southold * * P.O. Box 1179 �0 53095 Main Rd COUNV. ' Southold, New York 11971 CERTIFICATE OF OCCUPANCY No: 46267 Date: 06/24/2025 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 525 Stanley Rd Mattituck, NY 11952 Sec/Block/Lot: 106.-8-15 Conforms substantially to the Application for Building.Permit heretofore, filed in this office dated: 08/18/2022 Pursuant to which Building Permit No. 48442 and dated: 11/01/2022 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: Modular single-family dwelling with finished basement, covered on grade patio and outdoor barbecue as applied for: The certificate is issued to: Chris Sgouros ,Eleni Sgouros Of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL: R-22-0708 6/23/2025 ELECTRICAL CERTIFICATE: 48442 07/17/2024 PLUMBERS CERTIFICATION: Brad Piecuch 07/16/2024 TAut r' ed ignature �soFF TOWN OF SOUTHOLD moo- BUILDING DEPARTMENT a TOWN CLERK'S OFFICE N $ "oy • ors 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#: 48442 Date: 11/1/2022 Permission is hereby granted to: Sgouros, Chris 224 150th St Whitestone, NY 11357 To: construct single-family dwelling as applied for per SCHD approval. CM og Y 9 pp p pp0cwtQM), At premises located at: 525 Stanley Rd, Mattituck SCTM #473889 Sec/Block/Lot# 106.-8-15 Pursuant to application dated 8/18/2022 and approved by the Building Inspector. To expire on 5/2/2024. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $2,023.60 CO-NEW DWELLING $50.00 Total: $2,073.60 Building Inspector SO(/j�o! _ 0 Town Hall Annex Telephone(631)765-1802 54375 Main Road P.O.Box 1179 . �. �o sean.deviin0f)-town.southold.ny.us Southold,NY 1 1 97 1-0959 Q Iy�OUNTY,�� BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issuec[To: Chris Sgouros Address: 525 Stanley Rd city:Mattituck st: NY zip: 11952 Building Permit#: 48442 Section: 106 Block: 8 Lot: 15 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: Electrician: CuStom Lighting of Suffolk License No: 38893ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service X Commerical Outdoor X 1st Floor X Pool New X Renovation 2nd Floor X Hot Tub Addition Survey X Attic X . Garage X INVENTORY Service 1 ph X Heat Duplec Recpt 18 Ceiling Fixtures g Bath Exhaust Fan 4 . Service 3 ph - Hot Water G2SX2 GFCI Recpt 5 Wall Fixtures 5 Smoke Detectors 4 Main Panel 200A . A/C Condenser 2 Single Recpt Recessed Fixtures 25 CO Detectors Sub Panel A/C Blower 2 Range Recpt 50A Ceiling Fan 1 Combo Smoke/CO 4 Transfer Switch UC Lights 7' Dryer Recpt GaS Emergency Strobe Heat Detectors 1 Disconnect 3 Switches 1 191 4'LED Exit Fixtures Sump Pump Other Equipment: ERV, Gas Cooktop, Hood, Oven, DW, DW, W/D, 200A Panel 54 Circuit Notes: AS BUILT NO VISUAL DEFECTS " Finished Basement Service, Outdoor BBQ; Garage Wiring,Mechanicals & Smokes Throughout MODULAR Inspector Signature: . Date: July 17, 2024 f S.Devlin-Cert Electrical Compliance Form €situ Hall Annex �'t� �.�" Telephone(631)765-18 54375 Main Road `Y_0-Box 1179 . y . Souihdd,NY 11971-0959 as• °�+ BUILDING DEPARTMENT S E P 2 0 2024 TOWN OF SOUTHOLD BUMDING DE . TOWN , Soumov� CERTIFICATION Vate: Building Permit No. 4N `i' R, Owner. Sa ©Ul & (Please print) Plumber.�� (Please print) 1 certify that the solder used in the water-supply system contains less than 2/10 of I%lead. (Plumbers Signature) Sworn to before me this day of JLc j : 20�_. Notary Public, &'041141-f County SU&N A.RIaO Nagy u O1R State Gt'N *yO* 459 Qualified in Suffolk Co inV Commission Expues Match . ftsf so 7V\ Y # # TOWN OF SOUTHOLD BUILDING DEPT. 631.765-1802 INSPECTION /,rouNDATION 1ST D� [ ] 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: �1ALMIST 2vw� n� � o d � 4WA 6AAbq A- I WfIA, (Nw- �vt th ubovi S DATE I I I_- '7�t '?i INSPECTOR * * TOWN OF SOUTHOLD BUILDING DEFT. cou 631-765-1802 INSPECTION [ ] FOUNDATION 1ST [ ] 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: CiLL/c� J DATE P1 INSPECTOR OF SOUTyO� f # TOWN OF SOUTHOLD BUILDING DEPT. courm, 631-765-1802 gqqYINSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [�INSULATION/CAULKING [ ] FRAMING /STRAPPING [ ] FINAL AWW' [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION j ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [A r] PRE C/O [ ] RENTAL REMARKS: 2tS � DATEA1-44X INSPECTOR OE so//Tyo� # TOWN OFSOUTHOLD BUILDING DEPT. °y o�um,� 631-765-1802 INSPECTION [ ] FOUNDATION 1 ST/ REBAR [ ] ROUGH PLBG. [ ]. FOUNDATION 2ND [ ] JXSULATIOWCAULKING [ ] FRAMING /STRAPPING [ (FINAL �D [ . ] FIREPLACE & CHIMNEY [ ] FIRE•SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE-RESISTANT PENETRATION [ ] ELECTRICAL.(ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O [ ] RENTAL REMARKS: `` O 6�fGtNt �l �[ tvi<v U ►� �-lam ' � �(, .. . DATE I, INSPECTOR OF SOGTyOlo Lk " l l Z, # # TOWN OF SOUTHOLD BUILDING DPT. 0lourm�� 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: c } TAPeLr, co 7Z�7 DATE _ INSPECTOR 1V T Or � Ott r towm � � z r 1 't J 47 .nt Outlets Island Outlet 45 Exterior Basement Light 43 A Panel Boiler f Water Heater 41 Panel Outlet 39 w r Handler Kitchen South Outlets 37 Kitchen South East 35 Septic Outlets _ Hood / Kitchen Lights 33 IC Condendor Living Room Outlets 31 Fridge Powder Room Lights 29 Stove Powder Room Outlet 27 Dinning Room Outlets 25 Oven Basement Lights I Dinning 23 _ • Room Lights Dishwasher _ Living Room Lights 21 —+ 2nd Floor West Bedroom 19 Stove 40 Amp Feed Lights ! Smoke Detectors rn 2nd Floor Bath Lights 17 Washer 2nd Floor Bath Outlets 1s Master Bath Lights 13 _ AIC Condensor 2nd Floor Hall �� 0 2nd Floor North Bed 9 Master Bedroom I Garage Outlets 2nd Floor East Bedroom 7 I- Dryer Foyer Chandelier Lift 5 Front Porch Old Outlet 3 L Back Porch Old Outlet Air Handler l 2 Garage Old Outlets _ t � i ;; � r,F _ Y 8 ¢ O f T o � r rn rn r" N O r-> O � ` CND L . -=W-L gL4Z 'Rc . h' �!A R 1 3 2025 ' ./ I' LA + , A .00 I �r �"1 y lllll�l�l lll�►11.� �' e r i t A ' i .i A Building Envelope and- Duct Tightness Report 2018+1ECC as amended'by1he 2020 New York State Supplement;sections'R402.4:1.2 and R403.3.4 Address of Test 525 Stanley Road,.Mattituck NY 1195Z- `tr; Test Date 3/4/2024 j lt' J Ll Building:Permit#: 48442 ja !qQmpliance Pathway Performance Test Completed by : Christopher Silvia ' RESNET Rater ID# 4150294 Home Energy Solutions " OR 2 2025 NATB!ID# 187 East Main Street ICC.ID'# Huntington,NY-11743. BPI# 631-673=0664 ;Building Envelope Tightness Volume Calculation: Check if: Floor Area: Volume Conditioned Basement Basement 1109 .11086 El Conditioned Crawl Space lst. 11,16 10042- El Sealed Attic 2"d 1419 14819 *The,con ditioned,floor area of dwelling•is calculated in 3`d accordance with ANSI Z765,except that conditioned'floor Attic area includes areas where the ceiling height is less than'5 Total Volume 35947 CFM @50 pa 1790.1 Air changes/hr@5 pa 2.99 Code Compliance: Pass Duct Tightness:, Post Construction Test-Tots Duct Leakage i System-l:;,Within Condition Space. Duct Location,Conditioned Space • ....................... Floor Area Leakage. CFM @.25pa N7A CFM/100 ftZ CFA N/A Code Compliance: Exempt I I System-2: 2nd.Floor Duct'Location Attic ----=--------------------- Floor Area 1419 Leakage CFM @"25pa 55.8 -CFM/100 ftZ CFA 3.93 Code Compliance.' Pass System-3: Duct Location Floor Area Leakage ;CFM @ 25pa CFM/100 ft?CFA� Code Compliance: All,building envelope tightness has been,yerified', 'hd•'egpducted'in accordance with.RESNET/ICC 380-ASTM E779 or ASTM E1827,as required by 2018 IEGC as amended,ky,the,:zOZO'New York.State Supplement, section R402.4.1.2. The building duct and plenum system.has"been verified as requir.'edttiy,the 2018,IECC as:arnended by 2020 New York State Supplement,Section R403.3.4. Signature: v 1 Date: 3/.4/2024 ____ Chris oplair,aiiva,Hoauc:Faergy Solutions FOUNDATION ---------------- FOUNDATION 1 01 w / '�WAX ► �il PLUMBING INSULATION PER'N.Y. STATE ENERGY CODE MW ADDITIONAL CO , &MA r I oSufFoc t�oG ;TOWN OF SOUTHOLD—BUILDING DEPARTMENT sz Town Hall Annex 54375 Main Road P. O. Box 1179 Southold,NY 11971-0959 �y�,�• � Telephone(631)765-1802 Fax(631) 765-9502 h=s://www.southoldtownU.gov f Date Received APPLICATION FOR BUILDING PERMIT For Office Use Only (L G I I PERMIT NO. Building Inspector: AUG 18 '2022 .: Applreation and foFms must be filled out in their entirety. lnconiplete applications will not be accepted 4,Where•the Applicant.is not the owner,an T0'10 :'I _ Owner's AuthoOption form(Page 2)shall be completed. Date:7/20/22 ':OWNER(S)`OF PROPERTY F Name:Chris Sgouros Sam#i000-106.8-15 Project Address:525 Stanley Road Mattituck, NY 11952 Phone#:646-294-7139 Email:mr.sgouros@gmail.com Mailing Address:224 150 Street Whitestone, NY CONTACT.PERSON r. , Name:MOIIY Jernick Mailing Address:P.O.Box 315 Mattituck, NY 11952 Phone#:631-765-4900n Email:amosmeringerbuilder@yahoo.com DESIGN PROFESSIONAL INFORMATION Name:Apex Homes of PA LLC Mailing Address: 7172 Route 522, Middleburg,PA 17842 Phone#:: 1-570-837-23.33 TEma7il: knornhold@apexhomes.net CONTRACTOR INFORMATION 5 f f Name:Amos Meringer Builder Mailing Address:P.O.Box 315 MattituCk, NY 11952 Phone#:631-765-4900:1 Email:amosmeringerbuilder@yahoo.com. DESCRIPTION OF PROPOSED CONSTRUCTION � , f` °' _ I ®New Structure ❑Addition ❑Alteration ❑Repair ❑Demolition Estimated Cost of Project: ❑Other Will the lot be re-graded?' ❑Yes IRNo Will excess fill be removed from premises? ❑Yes LI No 1 ' PROPERTY INFORMATION Existing use of property: �G` � Intended use of property: �`c�-Cn- iaA....5;� '�F ;� Zone or use district in which premises is situated: Are there any covenants and restrictions with respect to �45:�2�Wy this property? ❑Ye No 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 210AS of the New York state Penal Law: Application Submitted By(print name): ❑Authorized Agent ❑Owner Signature of Applicant: Date: STATE OF NEW YORK) SS: COUNTY OFe�`-� ) being duly sworn,deposes and says that(s)he is the applicant (Name of individual signing contract)above named, (S)he is the 0wA2.f (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 jjr"day of �'�\ 20 - tary Public LEONIDAS ERACLEOUS NOTARY PUBLIC-STATE OF NEW YOR PROPERTY OWNER AUTHORIZATION No.OIER6151887 Qualified In Queens County (Where the applicant is not the owner) My Commission Expires 08-28-2022 I, QV-evs %twroS residing at 22l kSo S4retk �A N� do hereby authorize MO t rr\�(.� MDS J-1fli\ c.r g to apply on my beh t the To/n'of Southold Building Department for approval as described herein. Owner's Signature Date Print Owner's N m. 2 .. .......... <. ' .. BUILDING DEPARTMENT-Electrical Inspector TOWN OF SOUTHOLD Town Hall Annex-54375 Main Road - PO Box 1179 Southold, New York 11971-0959 Telephone (631)765-1802 - FAX(631) 765-9502 rogerrCa�southoldtownny,Qov seandO)-southoldtownny.gov APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: l l Company Name: Custom Liqhtinq of Suffolk Electrician's Name: Benjamin Doroski License No.: 38893-ME Elec. email: Clos5170(a7g mail.com Elec. Phone No: 631-298-4588 01 request an email copy of Certificate of Compliance Elec.Address.: PO Box 1698 Mattituck NY 11952 JOB SITE INFORMATION (All Information Required) Name: Address: r. Cross Street. Phone No.: BIdg.Permit#: 4Rq4a email: Tax Map District: 1000 Section: Block: Lot: BRIEF DESCRIPTION OF WORK, INCLUDE SQUkWntARE FOOTA E (Please Print Clearly): Uzc 1�0a�e fo lot kck co c_e bcA�R- Ri n ,e— S uare Footage: Circle All That Apply: Is job ready for inspection?: ❑ YES®NO ❑Rough In ❑ Final Do you need a Temp Certificate?: ® YES❑NO Issued On Temp Information: (AII information required) t Service Size1Z1 Ph❑3 Ph Size:- ) A #Meters 1 Old Meter# ([NewService❑Fire Reconnect❑Flood Reconnect❑Service Reconnect❑Underground❑Overhead #Underground Laterals Q1 2 H Frame M Pole Work done on Service? N Additional Information: r �1 PAYMENT DUE WITH APPLICATION QsgFOL�-�, BUILDING DEPARTMENT-Electrical Inspector TOWN OF SOUTHOLD o Town Hall Annex-54375 Main Road-PO Box 1179-Southold, NY 11971-0959 4-A �a0� Telephone (631)765-1802 h Temporary Certificate # 3 ( Date /O� Z20,22 Customer Name b �, 15 Electrician Name 1 t Address j e c�� Phone 31 z e-mail e-mail Phone . &3L 8 License# 3889,3 M 2, Size bQ " A Phase�_Overhead Underground #of Meters Remarks #of Underground Laterals 1 2 New "H" Frame or Pole P Fire Reconnect Was work done on Service? .Y/N Flood Reconnect Old Meter# Service Reconnected Application for electrical service equipment is on file with the town of Southold.On the applicant's notification that this installation is complete,the town will conduct a premises inspection of the service equipment. This verification is d for 9 om the date bove. Authorized by BUILDING DEPARTMENT-Electrical`Inspector TOWN OF SOUTHOLD Town Hall Annex-54375 Main Road PO'.Box 1179....... Southold, New York 11971-0959' Telephone (631) 765-1802 - FAX(631)765-9502 rogerrCa�southoldtownny.Qov seand(&—southoldtownny.gov , APPLICATION FOR ELECTRICAL INSPECTION ELECTRICIAN INFORMATION (All Information Required) Date: I I fZI Company Name: Custom Liqhtinq of Suffolk Electrician's Name: Beniamin Dorm%, License No.: 38893-ME Elec. email: d CIos5170 )mmail.com Elec. Phone No: 631-298-4588 ' 211 request an email copy of Certificate of Compliance Elec.Address.: PO Box 1698 Mattituck NY 11952 JOB SITE INFORMATION (Ali information Required) Name: Address: n, f', Cross Street. 1 Phone No.: BIdg.Permit#: email: Tax Map District: 1000 Section: Block: ' :Lot: BRIEF DESCRIPTION OF.WORK, INCLUDE SQUARE FOOTA E (Please Pririt Clearly): ce I� l� H-blks�. S uare Foota e: Circle All That Apply: Is job ready for inspection?: YES®NO Rough In Final Do you need a Temp Certificate?: ® YES NO Issued On Temp Information: ' (All information required) pp Service Size[Z1 PhF-13 Ph Size:C A #Meters 1 Old Meter# E[New Service Fire ReconnectOFlood Reconnect[3Service Reconnect E]Underground DOverhead # Underground Laterals 1 2 H Frame F1 Pole Work done on Service? 5rY FIN Additional Information: y PAYMENT DUE WITH APPLICATION 22- pa,C� -Rcc --,� 10 319 0 op:�r qna :6'P-4 4a PERMIT 9 Address: Switches .ek Outlets GFI's Surface Sconces H H's UC Lts { J Fans Fridge � HW Exhaust I I Oven W/D L-A� 1 Smokes DW Mini Carbon Micro \ Generator combo Cooktop ( "W Transfer 4C AH 1 Hood e�vice Amps te Usec special.: vc� •��'� � 1'S G6 j "��2� • :omments- CAJ- ,a T i I � j o y -- S --I s a Title No. PAC-4513 OCT 1 9 .2022 VARIANCE SEARCH "LD; JOANN SPAN BURGH-WASKI, BEING DULY SWORN DEPOSES AND SAYS: THAT SHE RESIDES AT 66 VISTA COURT, RIVERHEAD, NEW YORK AND IS OVER THE AGE OF 21 YEARS AND THAT SHE IS THE OWNER OF PECONIC ABSTRACT, INC., AN AUTHORIZED AGENT FOR FIRST AMERICAN TITLE INSURANCE COMPANY, AND THAT UNDER HER SUPERVISION AND DIRECTION, TITLE WAS EXAMINED TO THE PARCELS OF LAND DESCRIBED ON THE ANNEXED SCHEDULE THAT SAID EXAMINATION MADE TO INCLUDE 10/1/2022 AND TO DISCLOSE THAT SUBJECT PREMISES IS IN FACT IN SINGLE AND SEPARATE OWNERSHIP AS APPEARS FROM THE CHAINS OF TITLE ANNEXED HERETO AND THAT THE EFFECTIVE DATE OF THE APPLICABLE ZONING ORDINANCE 4/23/1957. AND THAT THIS AFFIDAVIT IS MADE TO ASSIST THE TOWN OF SOUTHOLD BOARD OF APPEALS TO REACH ANY DETERMINATION WHICH REQUIRES AS A BASIS THERETOFORE THE INFORMATION SET FORTH HEREIN AND KNOWING FULL WELL THAT SAID BOARD WILL RELY UPON THE TRUTH THEREOF. LIABILITY OF THIS COMPANY IS LIMITED TO $25,000.00 FOR ANY REASON. DATED: 10/18/2022 SWORN TO BEFORE ME THIS PECONIC ABSTRACT, INC. 18th DAY OF OCTOBER, 2022 NOTWY PUBe1C JOA N PANBURGH-WASKI, PRES NT Isabelle Jennings Notary Public,State of New York Reg. No.01JE6430475 Qualified in Suffolk County Commission Expires March 14, 2026 Title No. PAC-4513 Subject Premises: 1000-106.00-08.00-015.000 Catherine R. Cox Dated: 12/1/1939 TO Rec'd: 12/4/1939 John Sledzieski and Frances Sledzieski Liber 2076 cp 517 John Sledzieski and Frances Sledzieski Dated: 12/4/1939 TO Rec'd: 12/5/1939 John Sledzieski, Leo Sledzieski, and Stanley Sledzieski Liber 2076 cp 523 John Sledzieski Dated: 2/27/1951 TO Rec'd: 3/1/1951 Stanley J. Sledzieski and Leo Sledzieski Liber 3188 cp 546 Leo B. Sledzieski Dated: TO Rec'd: 12/3/1954 Stanley J. Sledzieski and Helen Sledzieski Liber 3802 cp 325 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 , Notary Public Joa n S anburgh-Waski, Isabelle Jennings President Notary Public,state of New York Reg.No.01JE6430475 Qualified in es Ma arch 1Coun4 2026 Commission Exp Title No. PAC-4513 Subject Premises: 1000-106.00-08.00-015.000 Continued... Stanley J. Sledzieski and Helen Sledzieski Dated: 10/18/1968 TO Rec'd: 10/28/1968 Jean Eliades Liber 6444 cp 553 Jean Eliades Dated: 5/2/1984 TO Rec'd: 5/15/1984 Nicholas Sitaras and Irene M. Sitaras, his wife Liber 9562 cp 495 Sophia Sitaras Agapion, Michael Nicholas Sitaras, Dated: 10/1/2021 Stelios Nicholas Sitaras, and Katerina Sitaras Makiej next of kin of Rec'd: 1/5/2022 Nicholas Sitaras and Irene Sitaras Liber 13136 cp 875 TO Chris Sgouros and Eleni Sgouros, his wife LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 Notary Public Joa panburgh-Waski, President Isabelle Jennings Notary Public, State of New York Rag,No.01 JE6430475 Quallfjed in Suffolk County ~ommissiob. Expires March 14, 2026 ` Title No. PAC-4513 North of Subject Premises: Stanley Road Sworn to before me this PECONIC ABSTRACT, INC. 18th day of Octo er, 2022 by: Notary Public Joan panburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No.01JE6430475 Qualified in Suffolk County Commission Expires March 14, 2026 Title No. PAC-4513 South of Subject Premises: 1000-106.00-08.00-020.005 Richard W. Hawkins and Carrie D. Hawkins Dated: 10/22/1941 TO Rec'd: 10/28/1941 Charles B. Kleinschmidt Liber 2197 cp 73 Charles Kleinschmidt and Anna May Young Dated: 7/17/1982 TO Rec'd: 7/22/1982 Anthony Dris and Helen Dris, his wife Liber 9215 cp 93 Helen Dris, surviving tenants by the entirety Dated: 7/2/1998 TO ` Rec'd: 7/13/1998 Daren McEvoy Liber 11904 cp 203 Daren McEvoy Dated:12/4/2001 TO Rec'd: 6/17/2002 Daren McEvoy and Stephanie McEvoy, his wife Liber 12191 cp 896 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18t' day of October, 2022 Notary Public Jo n Spanburgh-Waski, President Isabelle Jennings Notary Public,State of New York Reg. No.01JE64.30475 Qualified in Suffolk County Commission Expires March 14,202' Title No. PAC-4513 South Subject Premises: 1000-106.00-08.00-020.006 Continued... Daren McEvoy and Stephanie McEvoy Dated: 3/30/2006 TO Rec'd: 4/11/2006 Thomas Wilson and Mary Louise Wilson, husband and wife Liber 12444 cp 805 LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 Notary Public Joatnpanburgh-Waski, President Isabelle Jennings Notary Public, State of New.York Reg. No.01JE6430475 Qualified in Suffolk County Commission Expires March 14,2026 Title No. PAC-4513 East of Subject Premises: 1000-106.00-08.00-016.000 Catherine R. Cox Dated: 12/1/1939 TO Rec'd: 12/4/1939 John Sledzieski and Frances Sledzieski Liber 2076 cp 517 John Sledzieski and Frances Sledzieski Dated: 12/4/1939 TO Rec'd: 12/5/1939 John Sledzieski, Leo Sledzieski, and Stanley Sledzieski Liber 2076 cp 523 John Sledzieski Dated: 2/27/1951 TO Rec'd: 3/1/1951 Stanley J. Sledzieski and Leo Sledzieski Liber 3188 cp 546 Leo B. Sledzieski Dated: TO Rec'd: 12/3/1954 Stanley J. Sledzieski and Helen Sledzieski Liber 3802 cp 325 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 Notary Public Joan S anburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14,2026 Title No. PAC-4513 East of Subject Premises: 1000-106.00-08.00-016.000 Continued... Stanley J. Sledzieski and Helen Sledzieski Dated: 2/21/1969 TO Rec'd: 3/8/1969 Cleo P. Tsounis Liber 6515 cp 97 Cleo P. Tsounis Dated: 4/17/1998 TO Rec'd: 5/18/1998 Cleo P. Tsounis and Christopher Tsounis, as joint tenants with right of Liber 11894 cp 09 survivorship Christopher Tsounis, individually and as surviving joint tenant with Dated: 7/11/2009 Right of survivorship of Cleo P. Tsounis, deceased 1/13/2002 Rec'd: 7/14/2009 TO Liber 12593 cp 515 Christopher Tsounis and Nancy Tsounis, his wife, as tenants by the entirety LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18t' day of Octobe 2022 , Notary Public Joa S anburgh-Waski, President Isabelle Jennings Notary Public, State of New York - Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14, 202F Title No. PAC-4513 West of Subject Premises: 1000-106.00-08.00-014.000 Catherine R. Cox Dated: 12/1/1939 TO Rec'd: 12/4/1939 John Sledzieski and Frances Sledzieski Liber 2076 cp 517 John Sledzieski and Frances Sledzieski Dated: 12/4/1939 TO Rec'd: 12/5/1939 John Sledzieski, Leo Sledzieski, and Stanley Sledzieski Liber 2076 cp 523 John Sledzieski Dated: 2/27/1951 TO Rec'd: 3/1/1951 Stanley J. Sledzieski and Leo Sledzieski Liber 3188 cp 546 Leo B. Sledzieski Dated: TO Rec'd: 12/3/1954 Stanley J. Sledzieski and Helen Sledzieski Liber 3802 cp 325 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 b Notary Public Joa panburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 0JJE6430475 Qualified in Suffolk March 14y2026 Commission Expires Title No. PAC-4513 West of Subject Premises: 1000-106.00-08.00-014.000 Continued... Stanley J. Sledzieski and Helen Sledzieski Dated: 3/1/1969 TO Rec'd: 3/10/1969 John Wangowiat and Kathryna Wangowiat, husband and wife Liber 6516 cp 185 John Wangowiat and Kathryna Wangowiat, husband and wife Dated: 8/31/1982 TO Rec'd: 10/1/1982 Dimitrios Vouvoudakis and Catherine Vouvoudakis, husband and wife Liber 9250 cp 318 Dimitrios Vouvoudakis and Catherine Vouvoudakis, husband and wife Dated: 6/11/1997 TO Rec'd: 6/25/1997 Debra A. Doka Liber 11837 cp 402 Debra A. Doka Dated: 2/12/2021 TO Rec'd: 3/29/2021 Harry loannou and-Niki loannou, husband and wife Liber 13097 cp 307 LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 Notary Public Joan anburgh-Waski, Isabelle Jennings President Notary Public, State of New York Reg. No. 01 JE6430475 Qualified in Suffolk County Commission Expires March 14, 202F �t51 AM ON, FrrstAmerican Title 0 OCT 2 5 2022 October 18, 2022 h " BUILDING pCpT. The County of Suffolk 360 Yaphank Avenue,Suite 2 Yaphank, NY 11980 RE: Title No: PAC-4513 Owner: Chris Sgouros and Eleni Sgouros Premises:; 525 Stanley Road, Mattituck, NY aka 1000-106.00-08.00-015.000 Dear Sir or Madam: Please be advised that PECONIC ABSTRACT, INC. is a duly constituted and authorized agent of First American Title Insurance Company. As such agent,said Company can act fully on our behalf and in our stead and has the authority to prepare and issue Certificate and Report of Titles, omit title exceptions, collect title insurance premiums and issue Title . Insurance Policies and Endorsements thereto. If you have any questions in this regard, please feel free to call me at any time. Very truly yours, em4-ai. 41,4" Patricia A. LaPorta, Esq. New York State Counsel Agency Division PAL/wvp cc: PECONIC ABSTRACT, INC. 405 Ostrander Avenue P.O. Box 1267 Riverhead, NY 11901 Phone No. (631) 369-0222 666 Third Avenue,5th Floor,New York,NY 10017 TEL 212.381-6600 • FAX 212.922.0881 www.firstamny.com Title No. PAC-4513 VARIANCE SEARCH JOANN SPAN BURGH-WASKI, BEING DULY SWORN DEPOSES AND SAYS: THAT SHE RESIDES AT 66 VISTA COURT, RIVERHEAD, NEW YORK AND IS OVER THE AGE OF 21 YEARS AND THAT SHE IS THE OWNER OF PECONIC ABSTRACT, INC., AN AUTHORIZED AGENT FOR FIRST AMERICAN TITLE INSURANCE COMPANY, AND THAT UNDER HER SUPERVISION AND DIRECTION, TITLE WAS EXAMINED TO THE PARCELS OF LAND DESCRIBED ON THE ANNEXED SCHEDULE THAT SAID EXAMINATION MADE TO INCLUDE 10/1/2022 AND TO DISCLOSE THAT SUBJECT PREMISES IS IN FACT IN SINGLE AND SEPARATE OWNERSHIP AS APPEARS FROM THE CHAINS OF TITLE ANNEXED HERETO AND THAT THE EFFECTIVE DATE OF THE APPLICABLE ZONING ORDINANCE 4/23/1957. AND THAT THIS AFFIDAVIT IS MADE TO ASSIST THE TOWN OF SOUTHOLD BOARD OF APPEALS TO REACH ANY DETERMINATION WHICH REQUIRES AS A BASIS THERETOFORE THE INFORMATION SET FORTH HEREIN AND KNOWING FULL WELL THAT SAID BOARD WILL RELY UPON THE TRUTH THEREOF. LIABILITY OF THIS COMPANY IS LIMITED TO $25,000.00 FOR ANY REASON. DATED: 10/18/2022 SWORN TO BEFORE ME THIS PECONIC ABSTRACT, INC. 4111,DAY F 0 TOBER, 2022 NOT MY WBLIC JOAN ANBURGH-WASKI, PRESID Isabelle Jennings Notary'Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14,2026 Title No. PAC-4513 Subject Premises: 1000-106.00-08.00-015.000 Catherine R. Cox Dated: 12/1/1939 TO Rec'd: 12/4/1939 John Sledzieski and Frances Sledzieski. Liber 2076 cp 517 John Sledzieski and Frances Sledzieski Dated: 12/4/1939 TO Rec'd: 12/5/1939 John Sledzieski, Leo Sledzieski, and Stanley Sledzieski Liber 2076 cp 523 John Sledzieski Dated: 2/27/1951 TO Rec'd: 3/1/1951 Stanley J. Sledzieski and Leo Sledzieski Liber 3188 cp 546 Leo B. Sledzieski Dated: TO Rec'd: 12/3/1954 Stanley J. Sledzieski and Helen Sledzieski Liber 3802 cp 325 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 Notary Publi4/ Joan S nburgh-Waski, President Isabelle Jennings Notary Public,01tate of JE6430475York Reg. No. Qualified in Suffolk County Commission Expires March 14, 2026 Title No. PAC-4513 Subject Premises: 1000-106.00-08.00-015.000 Continued... Stanley J. Sledzieski and Helen Sledzieski Dated: 10/18/1968 TO Rec'd: 10/28/1968 Jean Eliades Liber 6444 cp 553 Jean Eliades Dated: 5/2/1984 TO Rec'd: 5/15/1984 Nicholas Sitaras and Irene M. Sitaras, his wife Liber 9562 cp 495 Sophia Sitaras Agapion, Michael Nicholas Sitaras, Dated: 10/1/2021 Stelios Nicholas Sitaras, and Katerina Sitaras Makiej next of kin of Rec'd: 1/5/2022 Nicholas Sitaras and Irene Sitaras Liber 13136 cp 875 TO Chris Sgouros and Eleni Sgouros, his wife LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18t" day of October 2022 Notary Public Joatnpanburgh-Waski, President Isabelle Jennings Notary'Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14,2026 Title No. PAC-4513 North of Subject Premises: Stanley Road Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 qAkilk Notary Public Jo tnnpanburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County '"ommission Expires March 14, 2026 Title No. PAC-4513 South of Subject Premises: 1000-106.00-08.00-020.005 Richard W. Hawkins and Carrie D. Hawkins Dated: 10/22/1941 TO Rec'd: 10/28/1941 Charles B. Kleinschmidt Liber 2197 cp 73 Charles Kleinschmidt and Anna May Young Dated: 7/17/1982 TO Rec'd: 7/22/1982 Anthony Dris and Helen Dris, his wife Liber 9215 cp 93 Helen Dris, surviving tenants by the entirety Dated: 7/2/1998 TO Rec'd: 7/13/1998 Daren McEvoy Liber 11904 cp 203 Daren McEvoy Dated:12/4/2001 TO Rec'd: 6/17/2002 Daren McEvoy and Stephanie McEvoy, his wife Liber 12191 cp 896 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18th day of Octobe , 2022 Notary Public Joa n panburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission; Expires March 14, 2026 Title No. PAC-4513 South Subject Premises: 1000-106.00-08.00-020.005 Continued... Daren McEvoy and Stephanie McEvoy Dated: 3/30/2006 TO Rec'd: 4/11/2006 Thomas Wilson and Mary Louise Wilson, husband and wife Liber 12444 cp 805 LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18t' day of October 2022 , by: Notary Public Joan panburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14, 2026 Title No. PAC-4513 East of Subject Premises: 1000-106.00-08.00-016.000 Catherine R. Cox Dated: 12/1/1939 TO Rec'd: 12/4/1939 John Sledzieski and Frances Sledzieski Liber 2076 cp 517 John Sledzieski and Frances Sledzieski Dated: 12/4/1939 TO Rec'd: 12/5/1939 John Sledzieski, Leo Sledzieski, and Stanley Sledzieski Liber 2076 cp 523 John Sledzieski Dated: 2/27/1951 TO Rec'd: 3/1/1951 Stanley J. Sledzieski and Leo Sledzieski Liber 3188 cp 546 Leo B. Sledzieski Dated: TO Rec'd: 12/3/1954 Stanley J. Sledzieski and Helen Sledzieski Liber 3802 cp 325 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18th day of Octobe , 2022 - 9 Notary Public Joa pan burg h-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14, 2026 Title No. PAC-4513 East of Subject Premises: 1000-106.00-08.00-016.000 Continued... Stanley J. Sledzieski and Helen Sledzieski Dated: 2/21/1969 TO Rec'd: 3/8/1969 Cleo P. Tsounis Liber 6515 cp 97 Cleo P. Tsounis Dated: 4/17/1998 TO Rec'd: 5/18/1998 Cleo P. Tsounis and Christopher Tsounis, as joint tenants with right of Liber 11894 cp 09 survivorship Christopher Tsounis, individually and as surviving joint tenant with Dated: 7/11/2009 Right of survivorship of Cleo P. Tsounis, deceased 1/13/2002 Rec'd: 7/14/2009 TO Liber 12593 cp 515 Christopher Tsounis and Nancy Tsounis, his wife, as tenants by the entirety LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18th day of October, 2022 by: 5��\ Notary Public Joa n panburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commissioh Fxoires March 14, 202F Title No. PAC-4513 West of Subject Premises: 1000-106.00-08.00-014.000 Catherine R. Cox Dated: 12/1/1939 TO Rec'd: 12/4/1939 John Sledzieski and Frances Sledzieski Liber 2076 cp 517 John Sledzieski and Frances Sledzieski Dated: 12/4/1939 TO Rec'd: 12/5/1939 John Sledzieski, Leo Sledzieski, and Stanley Sledzieski Liber 2076 cp 523 John Sledzieski Dated: 2/27/1951 TO Rec'd: 3/1/1951 Stanley J. Sledzieski and Leo Sledzieski Liber 3188 cp 546 Leo B. Sledzieski Dated: TO Rec'd: 12/3/1954 Stanley J. Sledzieski and Helen Sledzieski Liber 3802 cp 325 Continued... Sworn to before me this PECONIC ABSTRACT, INC. 18t" day of Oct o r, 2022 , Notary Publi 1�7Joarnpanburgh-Waski, President Isabelle Jennings Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County r;ommissio+�. Exnires March 14, 2026 Title No. PAC-4513 West of Subject Premises: 1000-106.00-08.00-014.000 Continued... Stanley J. Sledzieski and Helen Sledzieski Dated: 3/1/1969 TO Rec'd: 3/10/1969 John Wangowiat and Kathryna Wangowiat, husband and wife Liber 6516 cp 185 John Wangowiat and Kathryna Wangowiat, husband and wife Dated: 8/31/1982 TO Rec'd: 10/1/1982 Dimitrios Vouvoudakis and Catherine Vouvoudakis, husband and wife Liber 9250 cp 318 Dimitrios Vouvoudakis and Catherine Vouvoudakis, husband and wife Dated: 6/11/1997 TO Rec'd: 6/25/1997 Debra A. Doka Liber 11837 cp 402 Debra A. Doka Dated: 2/12/2021 TO Rec'd: 3/29/2021 Harry loannou and Niki loannou, husband and wife Liber 13097 cp 307 LAST DEED OF RECORD Sworn to before me this PECONIC ABSTRACT, INC. 18t" day of October, 2022 q 44UL all�� '::�. 1. A Notary Public Jo n panburgh-Waski, Isabelle Jennings President Notary Public, State of New York Reg. No. 01JE6430475 Qualified in Suffolk County Commission Expires March 14, 2026 SURVEY OF LOT N 'MAP OF SUNSET KNOLL. DWELLING ON FILED JANUARY 5, 1968 FILE N PUBLIC WATER DWELLING ON A T MA TTIT UCK PUBLIC WATER DWELLING ON PUBLIC WATER DWELLING WITH PUBLIC WATER TOWN OF SO UTHOLD - � - I SUFFOLK COUNTY, N.Y. C.L.EL. 1000 106-08 15 5 3 SCALE V 40' STANLEY C.L.EL. FEBRUARY 9, 2022 UTILITY (PUBLIC WATER IN STREET) �52.33' ROAD MARCH 9, 2022 (PROPOSED HOUSE) POLE EDGE OF PAVEMENTI JULY 27, 2022 (SITE PLAN) S87-11'00"E 110.00' PIPE � UTILICOR. TY 4.9' TEST HOLE FND POLE DWEWNG ON 54.s' � >- COR.EL— EL.54.0 j 3 52.8' `—435.0'— PUBLIC WATER DWELLING ON PROPOSED ——— PUBLIC WATER EL OVERHEAD lb PROPOSED o N '° Wq TER SERNCE Lo i VACANT a HYDROACTION .I a �O0 ° TEST HOLE DATA ELECT: ° c AIR PROPOSED 2 STORY io 23.0' McDONALD GEOSCIENCE . LINE LINE FR HOUSE & GARAGE O 11�18�21 VENT gp� (5 BEDROOMS) Q,.LINE GONTRLS F.F.EL=57.0' 11 EL.54.0'— r 33.0. x23.Ox BROWN CLAYEY SAND SC 4' LOT 12 LOT14 s' LQ' BROWN FINE TO MEDIUM SAND SP � � -�/ - PROPOSED I BROWN CLAYEY SAND WITH GRAVEL SC�40'X20' POOL PROPOSED POOL FENCE I� ' 29.0' W o BROWN SILTY SAND SM zLOT 13 'CD 34' I N PALE BROWN FINE SAND SP 40' PROPOSED COR.EL. POOL FENCE NOTE.• NO WATER ENCOUNTERED 54.5' EL. N88'47'00"W 66.03' N85'39'00"W 44.02• YQgK A = STAKE �4 METZGF9 N/O/F KLEINSCHMIDT PROPOSED SANITARY SYSTEM �`° ° c� * ■ = MONUMENT DWELLING WITH DESIGNED BY JOSEPH RSCHET77 PE. co 0. • = REBAR PUBLIC WATER 5 BEDROOMS RESIDENCE 4- . All HYDROAC77ON AN500 (1) 8 ELEVA77ONS & CONTOUR ONES ARE REFERENCED TO NAVD 88 DIA. X 16 DEEP LEACHING POOL oy N.Y.S. LIC, NO. 49618 ANY ALTERA77ON OR ADD177ON TO THIS SURVEY IS A WOLA77ON - N.Y.S. LIC. NO. 051132-01 OF SEC77ON 7209OF THE NEW YORK STATE EDUCA77ON LAW. PECONIC SUATEYORS, P.C. EXCEPT AS PER SEC77ON 7209—SUBDIVISION 2. ALL CER77RCA77ONS (631) 765-5020 FAX (631) 765-1797 HEREON ARE VALID FOR THIS MAP AND- COPIES THEREOF ONLY IF AREA-21,022 80. � P.O. BOX 909 SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR 1230 TRAVELER STREET 21-071 WHOSE SIGNATURE APPEARS HEREON. - SOU7NOLD, N.Y 11971 i 1/A OWTS General Requirements CONCRETE 0241 054 1.Installer shall provide a certification of the Installation and construction(W.W.M.73)from a PROFESSIONAL ENGINEER OR COLLAR 24" STOPPER END PROPOSED 2 066 073 REGISTERED ARCHITECT for final approval of the system R PLUG ELEC. 0243 2.The installer of 1/A OWTS must hold a current Liquid Waste License pursuant to Chapter 563 Article VN(Septic Industry PANEL • Businesses)and Endorsement J(Innovative and Alternative Treatment System Installer)through the Suffolk County Department of Labor,Licensing and Consumer Affairs,pursuant to Suffolk County Code§563-79(II)(J).The Department CI c` „ J-032 J . 243 of Labor,Licensing,and Consumer Affairs maintains a fist of licensed I/A OWTS Maintenance Providers. o / 3.An executed Operation and Maintenance Contract between the Maintenance Provider and Property owner must be RISER & COVER submitted to the Department 6,3' 4.All installed I/A OWTS are required to have an inlfial 3-year warranty and operetonhnaintenance senAce contract. FIBER JOINT 20 AMP BREAKER REMOTE PLC CONTROL PANEL 5.When an IIA OWTS requires a vent,the unit shall be vented to the roof of the residence being served.Vent pipes shall PACKING W/ HPPO COMPRESSOR • • extend a minimum of 6 Inches above the rooFllne and the top of the vent shall have a minimum horizontal separation of 12 I • inches to the sloped portion of the roof.In cases where it is not practical to vent the system to the residence roof,a vent EXTERIOR RATED 24� pipe may be piped to the exterior side of the residence and terminate a minimum of 18 Inches above grade.These vent Cl SEWER PIPE JUIVC77ON BOX BELOW { - _ pipes shall be located a minimum of 3 feet from any window or doorway and must terminate with a carbon Wier device.All GRADE IN - vent pipes must have a minimum diameter of 2 inches. (TYPICAL) SPRINKLER BOX Provide 2"vent pipe from the OWTS To the single-family dwelling and connect to the waste PVC PIPE D3014 CONTROL PANEL ON pipe venting system within the house.Pipe shall have a positive slope from the OWTS to the WOOD PLATFORM AT 051 076 070 house so liquid will drain toward the treatment unit CI 3� SDR 35 I 2 AWC OF WIRE ELEV. 14.0' 6.Garbage grinders shall not be permitted when an I/A OWTS is utilized as means of sewage disposal.In addition,water DIREXT BURIAL 057� softeners shall not discharge Into anVA OWTS. BEND TO SEP77C CONTROL PANEL & AIR PUMP ELEVATION 1110' PLCC NTRoI ANEL < 7.Install VA OWTS tanks according to manufacturer's recommendations.Ail applicable recommendations provided by the TANK C7 /HP80 COMPRESSOR manufacturer shall be Implemented FROM DWELLING_ N .T T. S . POLYLOK LOCKING COVER PLUS POLYLOK LOCKING 8.The I/A OWTS tank shalt be installed at level In all directions(with a maximum tolerance in any direction of+l one SECONDARY COVER COVER PLUS quarter inch)on a minimum 34nch thick bed of properly leveled and compacted sand(free from rocks)or pea grave PLC CONTROL PANEL E Q 5 W/HPBO COMPRESSOR AiR PUMP D-D3 SECONDARY COVER 9.The top of the VA OWTS tank shall not be located greater than 2.6 feet or less than one foot below final grade. W O �- C.I. 600 PVC WYE CI TO PVC HOUSE ADAPTOR I H Z Electrical Requirements �� Y 1.Control Panels C/ ) J a.AN wiring and equipment are to be installed by the electrical contractor In accordance with the v/ z , w National Electric Code(NEC)and local codes. EL E C T R l C RISER DIAGRAM F L E b.The control pane(box must be placed outside on a suitable pedestal near the structure that It serves. Q Altematively,the panel box may be mounted on an outside wall of the structure(preferable a utilityCLEAN O U T D E TA I L N .T. S . s room,and not a hall space). L0 J c.The control panel shall be placed at a comfortable height for access. � N c 104 d.The panel shall meet National Electrical Manufacturers Association(NEMA)4X specifications, rC e.The conduit must have appropriate seals to prevent gases and moisture from reaching the control <gg1 04 panel or Junction boxes. N .T. S . F f.Each system shall be equipped with a functioning warring system whlch will activate audible and Kvisual alarms thatcan be readily seen and heard by the occupants of the building served, 2.Pumps,Blowers,Level Sensors,and Controls hhhhhhhh�. 64 C�C2 a.The electrical Junction box serving the pump motor and floats must be watertight and located outside r lri 63 the I/A OWTS tank chamber. b.The Department shall observe the pump system operate through a normal operating cycle. c.Inspection for leakage of the force main fittings w0 be made during the pump test procedure. A 24• General Construction Notes 7 1 66 1.LOT AREA:21,022 SF WELLING ON 471 2.SCTMf 1000-106-08-15 PUBLIC WATER DWELLING ON 47 3.BOUNDARY AND TOPOGRAPHIC INFORMATION TO TH FROM 8 SURVEY BY PECONIC SURVEYORS,P.C.,Last Dated PUBLICWATER 3/9r2022.ELEVATIONS REFERENCED TO THE NAVD 88 DATUM DWELLING 0 N 4.ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL CONFORM TO THE STANDARDS AND SPECIFICATIONS OF THE TOWN OF SOUTHOLD AND THE SUFFOLK COUNTY DEPARTM ENT OF HEALTH SERVICES AS REQUIRED PUBLIC WATER DWELL 114 G WITH BILL OF MATERIALS S.THE CONTRACTOR SHALL FIELD VERIFY THE LOCATION AND DEPTH OF ALLUTILITIESNF PRIOR TO THE COMMENCEMENT OF WORK THE CONTRACTOR IS ADVISED ALL SUBSURFACE INFORMATION SHOWN ON THESE PUBLIC WATER PLANS iS CONCEPTUAL AND MUST BE CONFORMED ACCORDINGLY IN THE FIELD. ITEM P/N DESCRIPTION QTYr 6.THE CONTRACTOR SHALL BE RESPONSIBLE FOR SECURING ALL NECESSARY PERMITS BEFORE COMMENCING HA-160056 TANK, AN500 245 NITROGEN REDUCTION 1 WORK A 180055 TANK, AN500 245 PRETREATMENT 1 7.ALL UNSUITABLE MATERIAL AND DEBRIS SHALL BE DISPOSED OFIN ACCORDANCE WITH TOWN,COUNTY,STATE AND FEDERAL LAWS.CODES AND ORDINANCES.CONTRACTOR SHALL BE RESPONSIBLE FOR DISPOSING OFF ALL B 100118 COUPLING, 4" SCH 35 PVC SXS 1 UNSUITABLE MATERIALS OFF SITE.DEBRIS SHALL NOT BE BURIED ON THE SITE, C 240018 FG CONNECTING PANEL 24X19 2 S.ALL PRECAST STRUCTURES SHALL BE APPROVED BY THE COUNTY AND COMPLY WITH THEIR REGULATIONS. C. / . C�• C1 160028 ADHESIVE, CARTRIDGE 1 9.ALL PRECAST STRUCTURES SHALL BE MANUFACTURED WITH 3.000 PSI 28 DAY STRENGTH CONCRETE. L L C2 240031 SCREW, 1" #10 SELF TAP PPH ZINC 2 53. 1 D 760066 FASTENER, 3/8-16 X 3 3/4' AT HHCS 1 10.SANITARY PIPE TO BE SDR-35 PVC OR AS SPECIFIED ON PLANS D1 200013 NUT, 3/8'-16 SS 3 Ii.DURING CONSTRUCTION,EROSION AND SEDIMENT CONTROL MEASURES TO BE UTILIZED AS NECESSARYTO PREVENT THE TRANSPORT OF SEDIMENT TO OFF SITE AREAS,PONDS,DRAINAGE INLETS.THE METHODS AND S�j""� 77T'' ��-� D 2 20000 6 WASHER, 3/8-16 S S 4 MATERIALS EMPLOYED IN THE INSTALLATION AND MAINTENANCE OF EROSION CONTROL MEASURES SHALL T / � � J T /f , CONFORM TO THE NEW YORKGUIDELINESFOR EROSION AND SEDIMENT CONTROL. 1 \r/ L )L1f C. L. EL. D3 200034 WASHER, SS 3/8' LOCKWASHER I 12.ALL BACKFfLL SHALL BE SELECT GRANULAR MATERIAL COMPACTED TO 95%MAXIMUM DENSITY AT THE OPTIMUM E 100110 ASSEMBLY, RE-CIRCULATII7N 245 COMPLETE I MOISTURE CONTENT AS DETERMINED BY STANDARD PROCTOR TEST. UTILITY (PUBLIC WATER IN STREET) 52. 33' ®AD F AP600-P AP600 ATU W/ PLATFORM COMPLETE 1 13.ALL COVERS ON TREATMENT UNIT SHALL HAVE LOCKING COVERS G EC50-30-L100-PLC EC50-30-L-100-PLC 1 PROIDPIPE FROM THE OS TO THE SINGLE-FAMILY DLLIG AND CONNECT TO THE WASTE PIPE P OLE H 100023 PIPE, 4' PVC SCH35 (1) 16' LONG SYST MEWITHINN THE HOUSE-PIPE SHALL HAVE A POSITIVE SLOPE FROMNHEOWTSTOTHEHOU E50ANYLIQUID VENTING I 100023 PIPE, 4" PVC SCH35 (1) 28' LONG WILL DRAIN TOWARD THE TREATMENT UNIT. EDGE OF PAVEME T J 180111 TEE, STRAIGHT 4" SCH35 1 �� 3 K 100023 PIPE, 4" PVC SCH35 Ci) 10' LONG S 8 7°1 I '0 0 E 10 ' UTILITY • '• AN500 245 NITROGEN REDUCTION SYSTEM DRAWN er:ADAMS PIPE ; - _ • 0 O • APPROVED HY� COR.EL. , FND hydr �N ction' SIGNATURE 06/03/14 P PART �f POLE Ev, HA-180056 54.9' TEST HOLE Q COR;EL. DWELLING ON PROPOSED EL.54. o � 52.8 435. 0 -�' SANITARY SYSTEM DESIGN PUBLIC WA TER DWELLING ON OVERHEAD PUBLIC W ELECTRIC PROPOSED I > = W WATER .. 0 3 r 1 5 BEDROOM RESIDENCE 550 GPD n WATER SERVICE 0 CN ' cP ` r-EP` 3 � A f I SYSTEM: �, Cr Z o-) o S-' VACANT HYDROACTION AN500 = 550 GPD �. W o 3 HYDROACTION rr LEACHING: W o o AN500 W � > > W o � N TEST HOLE DATA �o [1 ] 8' DIA X 16' DEEP LEACHING POOL (� Q 0 T- CN MCDONALD GEOSCIENCE VENT o AIR o [11 8 DIA X 16 DEEP EXPANSION POOL W z 11118121 LINE LINPROPOS ` EXCAVATE TO FINE SAND SP @ - 20' BELOW ° T- EL.54.o-- ELECTRICAL PROPOSED 2 STORY , o SURFACE. W Xto sc BROWN CLAYEY SAND CONNECTION FR. HOUSE �c GARAGE Li -THERE ARE NO DOMESTIC WELLS WITHIN 150 OF = o m 4, IN CONDUIT 5 BEDROOMS SP BROWN FINE TO MEDIUM SAND 1 0. 6, 3'XY CONCRETE F'F•=5 7•a PROPERTY PAD FOR AIR W °" SC BROWN CLAYEY SAND WITH GRAVEL PUMP AND - THERE IS NO SURFACE WATER WITHIN 300' OF rf� CONTROLS PROPERTY C+ 18 DIN SM BROWN SILTY .SAND LOT@ °w LOT B SGOU ROS 34' 525 STAN L EY ROAD SP PALE BROWN FINE SAND 1 �r I 40' EXCAVATION INSPECTION REQUIRED MATTITUCK, NY SCTM# 1000-106-08-15 NOTE.• NO WATER ENCOUNTERED 1 FOR SANITARY SYSTEM 1 HEG �j , AREA FOR HEALTH ELEV.=5.09' 10/4/19 BY HEALTH DEPARTMENT DEPARTMENT APPROVAL STAMP SI TE: 553325. 1 0 6) O d- 0 o .. z LOT@ i N I � Design Professional's Certification Required. Submit P.E.or R.A.Certification For The Installation and Construction of the Sewage Disposal System I { Use Form WWM-073 1 `; " V fi r' DRAWN BY:JF I JP COR. EL. � �° .R 54. 5 � ;Y, '��. 51 . 3' fy SUFFOLK COUNTY DEPARTMENT OF HEALTH SERVICES MARCH 23, 2022 ' PERMIT FOR APPROVAL OF CONSTRUCTION FOR A N88047' 66. 03' N 00 yY 85 39 00 W 44. 02 ;. �•, f SINGLE FAMILY RESIDENCE ONLY ��,\ fi,1 C_x'` SCALE: AS NOTED 4 rum"`.. ' N O/F KLEINSCHMIDT LOT 13 DATE 5/9/2022 H.S. R F. NO. R-22-0708 SHEET NO: . APPROVED cj."A-�,,. J DWELLING WITH "MAP OE SUNSET" KNOLLS" FOR MAXIMUM OF 5 BEDROOMS SITE PLAN PUBLIC WATER FILED JANUARY 5, 1968 FILE NO. 5023 EXPIRES THREE YEARS FROM DATE OF APPROVAL SCALE: 1" = 10' SURVEY OF LOT 13 N 'MAP OF SUNSET KNOLLS' DWELLING ON FILED JANUARY 5, 1968 FILE NO. 5023 PUBLIC WATER DWELLING ON A T. MA TTIT UCK PUBLIC WATER DWELLING ON PUBLIC WATER DWELLING WITH PUBLIC WATER TOWN OF SOUTHOLD SUFFOLK COUNTY, N. Y. C.L.EL. T1006—106-08 15 53.1' SCALK 1'--40' STANLEY C.L.EL. FEBRUARY 9, 2022 POLE EDGE (PUBLIC WATER IN STREET) �52.33' ROAD MARCH 9, 2022 (PROPOSED HOUSE) EDGE OF PAVEMENTI a1� JULY 27, 2022 (SITE PLAN) JANUARY 12, 2023 (FOUNDA77ON LOC.) S8T 11'00'E 110.00' FIND UTILITY COR.EL TEST HOLE y. POLE '� d 0-+ DWELLING ON 54'9 COR.EL.— —_- 1 PROPOSED EL.54.0� 3 52.8' '-435.0 — - PUBLIC WATER DWELLING ON OVERHEAD PUBLIC WATER ELECTRIC t0 )�� 1 (/✓ r- PROPOSED N c� WATER SERVIl4 ai o O — — — —�� a � CANT ( 9023 C) \ a BIIIWIN G DEP a 22.a' 12.0' 7FST HOLE DATA 7Of1N0FS0UTAMD 24.0 23.1' 1s.1 � CONCRETEE F McDONALD GEOSCIENCE FOUNDATION n too TOP FNDTN. EL.= 57.5'a O 11�18�21 r�2_8' N 27.s• vbi 24 0 23.1' � EL.54.0' x BROWN CLAYEY SAND SC LOT 12 LOT 14 �� BROWN FINE TO MEDIUM SAND SP i ,�► 6' PROPOSED 40'X20' POOL PROPOSED F BROWN CLAYEY SAND KITH GRAVEL SC POOL FENCE 29.0' w 18' O BROWN SILTY SAND SM 0 zLOT 13 a cy) 34' °° N PROPOSED 40' PALE BROWN FINE SAND SP � . COR.EL. POOL FENCE NOTE. NO WATER ENCOUNTERED 54.5' EL. N88'47'00"W 66.03' N85539'00"W 44,02' - of NeW Y�9 �a�.e�>=t2��- ® = STAKE N/O/F KLEINSCHMIDT �P? PROPOSED SANITARY SYSTEM = MONUMENT DWELLING WffH DESIGNED BY ✓OSEPH F/SCHE771 PE. '•l,� _ � • = REBAR PUBLIC WATER 5 BEDROOMS RESIDENCE All H i DROAC770N AN500 (1) 8' DIA. X 16' DEEP LEACHING POOL !\.. , ELEVA 710NS & CONTOUR LINES ARE REFERENCED TO NA VD 88 ANY AL7ERA7)ON OR ADDITION TO THIS SURVEY IS A VIOLATION N.Y.S LIC. NO. 49618 N.Y.S. LIC. N0. 051132-01 OF SEC77ON 7209OF THE NEW YORK STATE EDUCA770M LAW. PECON/C SU P.C.YORS, P.0 EXCEPT AS PER SEC77ON 7209—SUBDIVISION 2. ALL CER77RCA77ONS (63E) 765-5020 FAX P.C. 765-1797 HEREON ARE VALID FOR THIS MAP AND COPIES THEREOF ONLY IF �� . �' P.O. BOX 909 SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF 774E SURVEYOR WHOSE SIGNA TURF APPEARS HEREON. 12JO 7R DEN.Y. 1197E T 21_0 71 p € JUN 2 4 2025 L) SURVEY OF LOT 13 Build'sng neprtment N "MAP OF SUNSET KNOLLS* Town of Southold FILED tANUARY 6, 11966 �FILL NO. 6023' PUBLIC WATER CAN DWELLING ON AT ,t�d tv7vT,�Tr CK UB PUBLIC WATER DWELLING ON DWELLING WITH TOWN N O.L' V U1 C/LD PUBLIC WATER PUBLIC WATER SUFFOLK COUNTY* N. Y. 1000-106-06'-16 SCALE' 1"�40' ,5'`T.ANLEY C,L,EL. rtSRUARY .9, 2022 UTILITY (PLIOLIC WATER IN ST7'3EE'r) 4�.33' ROAD MARCH 9, 2022 (PROPOSED HOUSE) JULY 27, 2022 (517r PLAN) L EDGE OF PAVEMENT �.O JANUARY 12, 2023 (fOUNDA77ON LOC.) S8'7"i 1 OCi A€�aoN MARCH 20, 2025 (E'INAL, AS—DUILT SURVEY) .C)t�' ��E � UTILITY -."°�°'. CORA u/G FND _ BOLE MAY 06, 2025 (FINAL, AS'—BUILT SURVEY REWSIONS) DWELLING 54.9' GA5€"y 1"E'SI'HOL£ CgR.EL.- .. _ ON £c,54.0' K 62.8' ....'435,i7 �~`` r:,,°, x;s.;'�/a1e:;.. ,''.:r;1:.�;":•"`;C:C,a,�,;,;c;ar;:�- {; PUBLIC WATER DWELLING ON OURIE'D — rNK.` z PUBLIC WATER EL£C1RIC 10 € t`! b `gy p/ IN, io srzsizozs r,s R-22-0708 Lr u� w. VACANT HYOROAGTION AN500 TEST HOLE DATA 3 :.,,:k : a.:•->,.:, ::, g;=,<;:n,,,,,r , 5 : . Y 15.1' 12. ' 1 ,8 1x? 24.3 22'9' MCDONALD GEOSCIENCE olpk- GONTRL5 ri 2 STORY �°RAME 11118121 o WOUSE dt GARAGE c� METAL HVAG N F'in,Flr,El.- 5P.7' 24,2' `� EL,54.0''" rEFr,GOR. 22.E 27.2' 22•9' BROWN CLAYEY SAND SC 0.6'E• ROO1. C.E, wLANTS ' w _ VE F5,GOR, � 4 BROWN FINE' TO MEDIUM SAND SP GODUNTE r~E TA 0 2'W L 0 T 1 14) � �r PAVERS BROWN CLAYEY SAND WITH GRAVEL SC z POOL , w 18 PATIO BROWN SILTY SAND SM x 0 34' z 10 LOT 93 a LOT 92 L PALE BROWN FINE SAND SP E POOL SANITARY SYSTEM AS INSTALLED 40' ❑© (1) I/A OWTS HYDROACTION AN500 COR.EL. � r�.GOR NOTE; NO WATER ED €N FE c o% 51.3' (1) $' DIA. X 16' DEEP LEACHING POOL FGOR, 0o:2N' N8847'00"W 66.03' N85139'00"W 44.02' i'A t4l A, - STAKE SEPTIC LOCATION 7,; , --o", • NIo/F' K1.EINSCHMIDT m = MONUMENT DWELLING WITH a PUBLIC WATER REBAR ST 14' 23.5' 0511« ELEVATIONS & CONTOUR LINES ARE REFERENCED TO NAVD 88 LP(1) 20' 34' N.Y.S. LIC. N0, 4961 N. S. LIC. N0. 051132--01 ANY AL7ERA77ON OR ADD177ON TO THIS SURVEY IS A VIOLATION PECONIC WOOD CERTIFICATE SOLUTIONS OF SEC77ON 72090F 7HE NEW YORK STATE EDUCATION LAW. (631) 765-6020 ,(63f) 989-9174 EXCEPT AS PER SECTION 7209—SUBDIVISION 2, ALL CER77FICA77ONS Emoil: peconicsurveyftptoniine.net HEREON ARE VALID FOR THIS MAID AND COPIES THEREOF ONLY IF AREA-21,022 SO. peconicfcsOgmail.corn SAID MAP OR COPIES BEAR THE IMPRESSED SEAL OF THE SURVEYOR P.O. BOX 909 WHOSE SIGNATURE APPEARS HEREON. SOUTHOLD, N.Y. f f971 21-071 W AMEN MlpNTLU t Q o p a C-4 EXISTING cc N Q WNW, w� ;31 GI'^n °ER EXISTING +3 Z m n` LL -_ — _ 1 .'. EXISTING Uj O Dow ch S LLJ O(O .w y. i3l n�wuc aw r U. N v - � a CROSS SECTION SCALE:1/4"=1'-0" DRAWN BY:IF SITE PHOTOS 1/30/2025 SCALE:SEE PLAN SHEET NO: A-2 13 5%' 27 4/, IT 3%" 1 3Y. I'v LU cz En LL. �D 0 0 P4 >- 0 0 C-4 Ld Lo Imp I Ln JL fs ro&lc)l cc V-1 < PARTIAL 1ST FLOOR PLAN SCALE:1/4"=V-0" w lMd.PR W Lu —0 WOW z 3�--1 (D �D;I- z z r 13'5W 13'3%" LU Cj C4 27'.4',' -1 X-i z'o".0 U) 0 co L w U) )d U) D m LL 0 0-1 a. 1/30/2025 0 DPAWN BY:JF SCALE:SEE PLAN SHEET NO: PARTIAL FOUNDATION PLAN SCALE 1/4"=V-0" n V m�7 v STORAGE` 2X4"STUD WALL 16"O.C.WITH R15 BATT INSULATION AND 1/2"SHEET ROCK.77' Q J I FINISHED BASEMENT I I I I I I q�~O'05 "'xE3SlOt�• • MECHANICAL ROOM n Basement 1/4==V-0" Joseph Fischetti, PE Sgourous Basement Plan o 625 Stanley Road M Professional Engineer Mattituck,NY Project number 21825 1725 Hobart Road Date Issue Date AO Drawn Southold,NY 11971 Finished Basement Checked Author N d by Checker Scale 1/4°=1'-0" m a DIVISION OP BUILDING STANDARDS AND CODES STATE 6F NEW YORK DEPARTMENT OF STATE ONE COMMERCE PLAZA KATHY C. HOCHUL 99 WASHINGTON AVENUE GOVERNOR ALBANY,NY 12231-0001 ROBERT J. RODRIGUEZ TELEPHONE:(518)474-4073 -- SECRETARY OF STATE VN M.DOS.NY.GOV �[ 17 C I I I August 2, 2022 OCT 14 2022 1. Mr. Kyle Nornhold Apex Homes, Inc. T®v. 7172 Route 522 Middleburg, PA 17842 NYS RESIDENTIAL MODULAR SYSTEM RENEWAL NEW SYSTEM APPROVAL NUMBER: M1168-2022-075 PREVIOUS APPROVAL NUMBER: M1168-2020-042 Dear Mr. Nornhold: In reference to your written application for approval received June 17, 2022 to construct Factory Manufactured Detached One-and-Two-Family Dwellings and Multiple Single-Family Dwellings(Townhouses)System of Models designated M1168-2022-076 is hereby approved to allow such construction in compliance with the 2020 NYS Uniform Codes(2020 RCNYS). This approval is authorized under Title 19 NYCRR Part 1209 and will remain in effect until August 2,2024, unless sooner revoked, and is subject to renewal at that time. A revision in the adopted code version will also warrant a revision in this approval. The conditions of this Systems Approval also include the following: Construction Classification: Type VB Maximum Ground Snow Load: 120 PSF Seismic Design Category: A, B, C or DO Townhouses shall be designed to Seismic C or DO (Per 2020 RCNYS Section R301.2.2) Wind Speed: 115 mph to 5139 mph Vult Wind speed >140 mph will require engineered design. Individual Models located in regions having a ultimate wind speed of 140 miles per hour or greater shall be submitted to the Division for review and approval. Exposure Category: B, C(standard)or D (optional) Climate Zone: 4, 5, and 6 Additional Conditions: See the System Cover Sheet for Wind Design Methodologies used in; "Hurricane Prone Regions"and"Non-Hurricane Prone Regions." 1. The manufacturer will submit their Monthly Permit Report summarizing(listing)all permit sets with information about project location, dwelling type, production serial number, and approval number. 2. Individual permit sets are to be submitted to your independent third party agent for review prior to fabrication. Any deficiencies that are found will be reported to the Manufacturer and corrective actions shall be immediately undertaken. Every sheet of each permit plan set submitted shall be signed and sealed by a licensed design professional registered to practice in New York State. The design professional must also provide a statement on the cover sheet of the permit plan set that certifies the plans have been developed from the original systems set of plans and specifications. Additionally, the certifying design professional shall not be in any- way affiliated or associated with the manufacturer's third party quality assurance agency. The following statement may be used to provide this certification; "The plans and specifications of this permit plan set are derived from and consistent with the systems set of plans and specifications approved and on file with the Department of State, which were approved on August 2, 2022 under Systems number M1168-2022-075." Page 1 of 3 The approval identified above is limited to all construction that takes place in the factory. Site related work including installation and connection of the building and/or components,foundations, mechanical connections, stairs, decks, etc. is the responsibility of the Code Enforcement Official. The presence of the insignia of approval shall be presumptive evidence that the factory manufactured home or component complies with the provisions of the 2020 RCNYS. If the code enforcement official believes that any factory manufactured component is in violation of one or more provisions of the above referenced code, he/she should contact the DOS for further review and/or determination. 3. All trusses designed for use in Modular Buildings shall meet the requirements of the 2020 RCNYS and the design methodology associated with the ASCE 7-16 design standard. Individual permit plan sets shall provide as a minimum the following information (but not limited to): Cover Sheet which provides information on: • The homeowner/project name, project address including Zip Code and County location • Structural design criteria listing applicable design loads such as ground snow load,seismic design category, wind speed, live loads, dead loads, flood hazard, etc. • Applicable building codes and design specifications • Energy code information including method of compliance, the climate zone used for thermal design parameters, and a statement by a design professional certifying that the plans are in compliance with Chapter 11 Energy Efficiency of the 2020 RCNYS. The Occupancy Classification, Type of Construction and square footage • Applicable general notes • Index of drawings • Manufacturer's title block • List of items NOT being provided by the modular manufacturer • Verify the intended foundation type and show height above grade, and if the AHJ has determined whether the home is three stories above grade and required to be equipped with an NFPA 13D Sprinkler System. • Additionally, you must verify the location of the building on the lot according to the 2020 RCNYS Section R302"Fire-Resistant Construction". Identify the lines used to determine fire separation distance and provide protection complying with Table R302.1(1)"Exterior Walls"and Table R302.1(2)"Exterior Walls—Dwellings with Fire Sprinklers"and Table R302.6"Dwelling-Garage Separation". Foundation Plan (informational only)showing: • Identify all uniform and concentrated gravity loads in addition to all sliding, uplift, and overturning loads imposed on the foundation by this specific model, all of which need to be used by a design professional in developing the final foundation design. • Anchor bolt/hold down locations and spacing, specialty anchor locations and types • Stairwell location and framing enclosure if required to complete the conditioned space enclosure Floor Plans showing: • Location of the"insignia of approval' • Room names with square foot area. • Amounts of required/provided light and ventilation and emergency egress window locations • Location and amounts of wall bracing based on Table R602.10.3 and length requirements based on Table R602.10.5, including the requirements specified in Section R602.11 for Seismic Design Categories"DO, D1 &132" • Location/type of fire rated wall assemblies • Stairs with direction up or down • Doors, egress windows and safety glass locations • Header and beam sizes • Attic access locations • Locations of cathedral or vaulted ceilings • Applicable project specific notes Building Cross Sections showing: • Identification of structural members and roof system • Vertical dimensions floor to ceiling and bottom of truss • Materials used in roof and wall assemblies Page 2 of 3 • Insulation locations and types, sizes and "R°values • Field completed insulation assemblies • Building integration details (module connections) • Location/type of horizontal fire separation and required fire blocking • Roof truss bracing and structural connections(uplift, lateral, etc.) • Attic ventilation • Applicable project specific notes Building Elevations showing: • Floor to floor wall heights • Finished grade line with distance to 1st finished floor to show need for compliance with R313 for automatic sprinkler system. Show building mean roof height(MRH) • Siding materials • Window types, ventilation and egress area, U values • Statement concerning code required field completed items(stairs, landings, decks, handrails, lighting, etc.) • Label emergency egress windows • Applicable project specific notes Electrical Plans showing: • Smoke and carbon monoxide detector locations • GFCI outlet locations and arc fault protection provided • Junction box locations for field connections and miscellaneous future installations • Ventilation fan capacity and outlet locations • Electrical load calculations • Electric panel, Lighting and outlet locations • Applicable project specific notes Mechanical/Plumbing Plans showing: • Drain, waste and venting layout including all pipe sizes (specific to permit set) • Potable water supply piping (specific to permit set) • Type and location of domestic hot water heating system • Type and location of HVAC equipment and duct sizing information • Heat loss calculations(if HVAC is provided by manufacturer) Miscellaneous Plans and Details showing: • Manufacturers truss drawings including special requirements addressed such as sliding, drifting or unbalanced snow load conditions • Completed"Notice of Utilization of Truss Type Construction"form. (Title 19 NYCRR Part 1265) • Summary of references to system for selection of structural members • REScheck energy compliance reports (specific to permit set) • Window and Door Schedules providing manufacturers' information It should be noted that each page of drawings and calculations shall be signed, sealed, and dated by a New York State registered design professional. This approval is subject to the condition that all construction is to be in conformance with the 2020 New York State Uniform Code (2020 RCNYS). A copy of this letter shall accompany all plans and specifications submitted as part of a permit application to the local jurisdiction. Prior to shipment from the factory each manufactured home, model and component shall have securely attached thereto a NYS Insignia as stipulated in Part 1209 of Title 19 NYCRR, paragraph 1209.5. The Insignia of Approval Order form is available by emailing me at: donald.thomas@dos.ny.gov Please Note: Use the NEW System Approval Number(at the top of this letter)when ordering Insignia. Sincerely, Don Thomas Jr., AIA/CEO—Senior Architect Attachment: NYSDOS Stamped set of pdf Systems drawings cc: Harold Raup and Renee Moist-PFS Corporation Page 3 of 3 Generated by REScheck-Web Software Compliance Certificate 1 Project A17578 ] Energy Code: 2018 IECC Location: Southold, New York 1 Construction Type: Single-family Project Type: Addition Climate Zone: 4 (5572 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 525 Stanley Road Barry Altman Apex Homes of PA LLC Mattituck, NY 3 Simon Court 7172 Route 522 Quoque, NY 11959 Middleburg, PA 17842 631-288-1749 570-837-2333 iCompliance: trade-off Compliance: 6.3%Better Than Code Maximum UA: 412 Your UA: 385 Maximum SHGC: 0.40 Your SHGC: 0.28 I The%Better or Worse Than Code Index reflects how close to compliance the house is based on code trade-off rules. It DOES NOT provide an estimate of energy use or cost relative to a minimum-code home. Slab-on-grade tradeoffs are no longer considered in the UA or performance compliance path in REScheck. Each slab-on-grade assembly in the specified climate zone must meet the minimum energy code insulation R-value and depth requirements. Envelope Assemblies Gross Area Cavity Cont. Prop. Req. Prop. Req. Perimeter Ceiling: Flat Ceiling or Scissor Truss 1,108 38.0 0.0 0.030 0.026 33 29 Garage Ceiling: Flat Ceiling or Scissor Truss 568 30.0 0.0 0,035 0.026 20 15 Bedroom #1: Flat Ceiling or Scissor Truss 421 38.0 0.0 0.030 0.026 13 11 Bedroom#1 Angled Ceiling: Cathedral Ceiling 56 21.0 0.0 0.048 0.026 3 1 Wall:Wood Frame, 16" o.c. 1,238 21.0 0.0 0.057 0.060 58 61 Door: Solid Door(under 50%glazing) 38 0.200 0.320 6 12 Door 1:Solid Door(under 50%glazing) 22 0.190 0.320 4 7 Door 2: Glass Door(over 50%glazing) 39 0.300 0.320 12 13 SHGC: 0.28 Window 2:Vinyl Frame 124 0.290 0.320 36 40 SHGC: 0.28 Wall 1:Wood Frame, 16" D.C. 212 30.0 0.0 0.049 0.060 10 13 Wall 2:Wood Frame, 16" o.c. 1,080 21.0 0.0 0.057 0.060 53 56 Window 1:Vinyl Frame 146 0.290 0.320 42 47 SHGC: 0.28 Bedroom #1 Walls:Wood Frame, 16" D.C. 324 21.0 0.0 0.057 0.060 15 16 Window:Vinyl Frame SHGC: 54 0.290 0.320 16 17 _i Project Title: A17578 Report date: 07/14/22 l Data filename: Page A22.1 J Prop.Gross Area Assembly or Cavity Cont. Prop. Req. Basement Wall: Masonry Block w/Integral Insulation Wall height: 9.0'Depth below grade: 7.5' 1,238 0.0 12.5 0.050 0.059 62 73 -- Insulation depth: 9.0' Compliance Statement. The proposed building design described here is consistent with the building plans,specifications, and other calculations submitted with the permit application.The proposed building has been designed to meet the 2018 IECC requirements in REScheck Version : REScheck-Web and to comply with the mandatory requirements listed in the REScheck Inspection Checklist. Ken Dieffenbach Kea:, X kffler� 7/14/22 OU Name-Title Signature Date ( Project Title: A17578 Report date: 07/14/22 Data filename: Page A22.2 REScheck Software Version : REScheck-Web Inspection Checklist Energy Code: 2018 IECC Requirements: 0.0% were addressed directly in the REScheck software Text in the "Comments/Assumptions" column is provided by the user in the REScheck Requirements screen. For each requirement, the user certifies that a code requirement will be met and how that is documented, or that an exception is being claimed. Where compliance is itemized in a separate table, a reference to that table is provided. section Plans Verified Field Verified # Pre-Inspection/Plan Review Value Value Complies? Comments/Assumptions & Req.ID 103.1, ;Construction drawings and } 'OComplies 103.2 :documentation demonstrate i PDoes Not [PR111 !energy code compliance for the j :building envelope.Thermal i❑Not Observable !envelope represented on !❑Not Applicable construction documents. { 103.1, ;Construction drawings and I❑Complies 103.2, ;documentation demonstrate 1 i❑Does Not 403.7 energy code compliance for [PR3]1 ;lighting and mechanical systems. ❑Not Observable �pj !Systems serving multiple ; UNot Applicable :dwelling units must demonstrate i f compliance with the IECC ;Commercial Provisions. ; 302.1, ;Heating and cooling equipment is: Heating: ; Heating: ;❑Complies 403.7 !sized per ACCA Manual S based Btu/hr Btu/hr Z-11Does Not [PR2]2 Ion loads calculated per ACCA Cooling: ! Cooling: ;❑Not Observable ' ga I Manual J or other methods approved by the code official. Btu/hr ; Btu/hr :❑Not Applicable ; Additional Comments/Assumptions: ! 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 Data filename: Page A22.3 F ection Plans Verified Field Verified # Foundation Inspection Value Value Complies? Comments/Assumptions Req.ID _ 402.1.1 ;Conditioned basement wall R- ; R- ;❑Complies ;See the Envelope Assemblies [F04]1 insulation R-value.Where interior 1 :❑Does Not ;table for values. insulation is used,verification R- � R- 119 ;❑Not Observable ,may need to occur during ; , Insulation Inspection. Not :❑Not Applicable :required in warm-humid locations: in Climate Zone 3. 303.2 :Conditioned basement wall ! R❑Complies [F05]1 :insulation installed per i ;❑Does Not manufacturer's instructions. o ; ; IONot Observable i ❑Not Applicable 402.2.9 Conditioned basement wall ft ft ;❑Complies ;See the Envelope Assemblies [F06]1 :insulation depth of burial or ❑Does Not ;table for values. distance from top of wall. ;❑Not Observable ;❑Not Applicable 303.2.1 A protective covering is installed ❑Complies (F011]2 !to protect exposed exterior {❑Does Not 110) insulation and extends a 1 minimum of 6 in. below grade. Observable i } ,❑Not Applicable 403.9 I Snow-and ice-melting system ❑Complies [FO12]2 ;controls installed. I❑Does Not M, V {❑Not Observable I I ❑Not Applicable Additional Comments/Assumptions: i i 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 —i Data filename: Page A22.4 -4 Section Plans Verified Field Verified -i # Framing/Rough-in Inspection Value Value Complies? Comments/Assumptions &Req.ID _ 402.1.1, ;Door U-factor. ; U- U- ;❑Complies ;See the Envelope Assemblies 402.3.4 ❑Does Not ;table for values. [FR111 - ;❑Not Observable ? ;❑Not Applicable _i 402.1.1, ;Glazing U-factor(area-weighted U- ; U- ;❑Complies ;See the Envelope Assemblies 402.3.1, average). UDoes Not table for values. 402.3.3, 402.5 :[-]Not Observable [FR2]1 j❑Not Applicable , i 303.1.3 ;U-factors of fenestration products'}} ❑Complies ; [FR4]1 ;are determined in accordance i )-❑Does Not ,� with the NFRC test procedure or ; ❑Not Observable ;taken from the default table. ;❑Not Applicable 402.4.1.1 ;Air barrier and thermal barrier i ;:]Complies ; [FR23]1 !installed per manufacturer's FDoes Not instructions. v ; ;❑Not Observable ❑Not Applicable 402.4.3 :Fenestration that is not site built ' ;❑Complies [FR20]1 :is listed and labeled as meeting t ;i❑Does Not AAMA/WDMA/CSA 101/I.S.2/A440 }❑Not Observable ,or has infiltration rates per NFRC I 400 that do not exceed code I {❑Not Applicable limits. 402.4.5 IIC-rated recessed lighting fixtures) ;❑Complies ; [FR16]2 'sealed at housing/interior finish ! j❑Does Not and labeled to indicate s2.0 cfm j leakage at 75 Pa. ❑Not Observable ; SDNot Applicable 403.3.1 ;supply and return ducts in attics iElComplies [FR12]1 :insulated >=R-8 where duct is ti❑Does Not >=3 inches in diameter and >= 4Y J R-6 where<3 inches.Supply and; i❑Not AE]Notbsli abbee ,return ducts in other portions of pp ,the building insulated >=R-6 for ,, ] diameter>=3 inches and R-4.2 1 ; .for<3 inches in diameter. 403.3.2 ;Ducts, air handlers and filter ( S❑Complies [FR1311 !boxes are sealed with ❑Does Not ;joints/seams compliant with (, I ;International Mechanical Code or ❑Not Observable International Residential Code, as ]❑Not Applicable applicable. 403.3.5 Building cavities are not used as ❑Complies ; [FR15]3 I ducts or plenums. i ❑Does Not ❑Not Observable ❑Not Applicable [R17]2 1 above piping conveying chilled fluids R- ; R- ;❑Complies -_ � �❑Does Not below 55°F are insulated to>_R- A) 13 :[-]Not Observable - ; :❑Not Applicable licable I 403.4.1 Protection of insulation on HVAC ❑Complies ; L [FR24]1 1 piping. ❑Does Not t '❑Not Observable ❑Not Applicable 403.5.3 I Hot water pipes are insulated to ; R- ; R- ;❑Complies [FR18]2 i>_R-3. :❑Does Not ;❑Not Observable ; I :❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 Data filename: Page A22.5 � I section Plans Verified Field Verified -, # Framing/Rough-In Inspection Value Value Complies. Comments/Assumptions &Req.ID 403.6 ;Automatic or gravity dampers are; ;❑Complies [FR19]2 I installed on all outdoor air ❑Does Not intakes and exhausts. ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 -- Data filename: Page A22.6 section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions &Req.ID 303.1 1AII installed insulation is labeled I ; ;❑Complies [IN13]2 i or the installed R-values ! ❑Does Not provided. i f❑Not Observable y {❑Not Applicable 402.1.1, 'Wall insulation R-value. If this is a: R- R- ;❑Complies ;See the Envelope Assemblies 402.2.5, '.mass wall with at least 1/2 of the ❑ Wood ❑ Wood ❑Does Not ;table for values. 402.2.6 ;wall insulation on the wall ;❑ Mass ❑ Mass ❑Not Observable [IN3]1 ;exterior,the exterior insulation J :requirement applies(FR10). ;❑ Steel ;❑ Steel ❑Not Applicable ; ; 303.2 ;Wall insulation is installed per ; ❑Complies [IN4]1 manufacturer's instructions. )❑Does Not l❑Not Observable y J❑Not Applicable Additional Comments/Assumptions: i _ I 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 --- Data filename: Page A22.7 I Section # Final Inspection Provisions Plans Verified. Field Verified Complies? Comments/Assumptions &Req.ID Value Value 402.1.1, ;Ceiling insulation R-value. R- R- ;❑Complies ;See the Envelope Assemblies 402.2.1, ;❑ Wood ❑ Wood ;❑Does Not ;table for values. 402.2.2, ❑ Steel ❑ Steel ;❑Not Observable 402.2.E ;❑Not Applicable [Fill' 303.1.1.1, ;Ceiling insulation installed per ; ;❑Complies 303.2 manufacturer's instructions. I ;❑Does Not [FI2]1 :Blown insulation marked every 300 ft2. ; E]Not Observable ❑Not Applicable 402.2.3 ;Vented attics with air permeable ; ;❑Complies ; [FI22] i insulation include baffle adjacent I ; I❑Does Not z to soffit and eave vents that I I extends over insulation. ` . ;❑Not Observable ; Z❑Not Applicable 402.2.4 ;Attic access hatch and door R- R- ;❑Complies [FI3]1 I insulation >_R-value of the �❑Does Not adjacent assembly. ;❑Not Observable ; ;❑Not Applicable 402.4.1.2 ;Blower door test @ 50 Pa. <=5 ACH 50= ACH 50 = ;❑Complies ; [FI17]1 :ach in Climate Zones 1-2, and UDoes Not <=3 ach in Climate Zones 3-8. ;❑Not Observable ; ❑Not Applicable 403.3.3 ;Ducts are pressure tested to cfm/100 ; cfm/100 ;❑Complies (FI27]1 determine air leakage with ft2 ft2 ;❑Does Not either: Rough-in test:Total leakage measured with a ;❑Not Observable ; pressure differential of 0.1 inch ❑Not Applicable �w.g.across the system including ;the manufacturer's air handler enclosure if installed at time of ; test. Postconstruction test:Total leakage measured with a ;pressure differential of 0.1 inch w.g. across the entire system including the manufacturer's air :handler enclosure. ; 403.3.4 ;Duct tightness test result of<=4 ; cfm/100 ; cfm/100 ;❑Complies ; [F14]1 cfm/100 ft2 across the system or 1 ft2 ft2 ;❑Does Not <=3 cfm/100 ft2 without air ;handler @ 25 Pa. For rough-in ; :❑Not Observable :tests,verification may need to ; ;❑Not Applicable ; occur during Framing Inspection. - 403.3.2.1 Air handler leakage designated ;❑Complies [FI24]1 by manufacturer at<=2%of I❑Does Not design air flow. I 3❑Not Observable ❑Not Applicable 403.1.1 Programmable thermostats ; ]❑Complies ; [FI9]2 installed for control of primary UDoes Not - i heating and cooling systems and initially set by manufacturer to 1 1❑Not Observable ; code specifications. ;❑Not Applicable 403.1.2 !Heat pump thermostat installed ; RComplies ; [F110]2 "on heat pumps. ❑Does Not i 1 ;❑Not Observable ❑Not Applicable 4015.1 ;Circulating service hot water 10complies [FI11]2 systems have automatic or ❑Does Not l accessible manual controls. ❑Not Observable } ;❑Not Applicable ; 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 Data filename: Page A22.8 Section Plans Verified Field Verified # Final Inspection Provisions Value Value" Complies? Comments/Assumptions _ & Req.ID 403.6.1 !All mechanical ventilation system ;❑Complies [FI25]2 fans not part of tested and listed ° I❑Does Not iHVAC equipment meet efficacy 1, j ;and airflow limits per Table �' 1 I❑Not Observable ; ;❑ R403.6.1. ; Not Applicable j 403.2 Hot water boilers supplying heat ;❑Complies [F126]2 ')through one-or two-pipe heating ; I 3❑Does Not {systems have outdoor setback control to lower boiler water i ❑Not Observable ',[--]Not Applicable ,temperature based on outdoor � 1 temperature. 403.5.1.1 j Heated water circulation systems ; ❑Complies [FI28]2 'have a circulation pump.The UDoes Not system return pipe is a dedicated i return pipe or a cold water supply ENot Observable pipe. Gravity and thermos- ❑Not Applicable syphon circulation systems are not present. Controls for circulating hot water system j pumps start the pump with signal ')for hot water demand within the + , !occupancy. Controls 1 I ')automatically turn off the pump i when water is in circulation loop _ is at set-point temperature and I no demand for hot water exists. I 403.5.1.2 Electric heat trace systems ❑Complies [F129]2 I comply with IEEE 515.1 or UL ;❑Does Not +515. Controls automatically adjust the energy input to the ;[-]Not Observable heat tracing to maintain the ;❑Not Applicable desired water temperature in the { {piping. 403.5.2 !Demand recirculation water ; ❑Complies ; [F130]2 Isystems have controls that F ❑Does Not I manage operation of the pump I !and limit the temperature of the I, ;❑Not Observable _ !water entering the cold water , + I'❑Not Applicable (piping to <= 1049F. 403.5.4 I Drain water heat recovery units I i i❑Complies ; [Fl3L] ,tested in accordance with CSA €' ;❑Does Not ; I B55.1. Potable water-side pressure loss of drain water heat !❑Not Observable A I recovery units< 3 psi for r � �❑Not Applicable I individual units connected to one C I or two showers.Potable water- f side pressure loss of drain water ii I heat recovery units<2 psi for k individual units connected to three or more showers. ; _ 404.1 ;90%or more of permanent ; ❑Complies ; [F16]1 ')fixtures have high efficacy lamps.t {❑Does Not ❑Not Observable + ❑Not Applicable 404.1.1 I Fuel gas lighting systems have # j❑Complies [FI23]3 'no continuous pilot light. I {❑Does Not ' �❑Not Observable j ❑Not Applicable 401.3 {Compliance certificate posted. ; y❑Complies ; [F17]2 i❑Does Not ❑Not Observable j❑Not Applicable 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: A17578 Report date: 07/14/22 Data filename: Page A22.9 Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions &Req.ID 303.3 ;Manufacturer manuals for ❑Complies [FI18]3 !mechanical and water heating '❑Does Not ;systems have been provided. i J❑Not Observable ❑Not Applicable Additional Comments/Assumptions: 1 High Impact Tier 1 2 Medium Impact Tier 2 3 Low impact(Tier 3 Project Title: A17578 Report date: 07/14/22 _ Data filename: Page A22.10 2018 IECC Energy Efficiency Certificate 'Insulation Rating R-Value Above-Grade Wall 21.00 Below-Grade Wall 12.50 Floor 0.00 Ceiling / Roof 38.00 Ductwork (unconditioned spaces): Glass & Door Rating U-Factor SHGC Window 0.29 0.28 Door 0.30 0.28 ,Heating & Cool ing-Equipment Efficiency Heating System• Cooling System: Water Heater• Name: Date: Comments -- A22.11 APEX HOMES OF PA LLC 7172 ROUTE 522,MIDDLEBURG,PA 17842 PHONE: 1-800-326-9524 * FAX: 1-570-837-2346 Electrical Load Calculation (Ref Article 220-82 N.E.C.) Date : 6/2/2022 Mfg: Apex Homes of PA LLC By: Ken Dieffenbach Model: QN-17578 2840 Custom 2 Story Air Conditioning(100%) Watts or Volt-Amps Central Electric Space Heating ( x.65)* N/A Less than 4 separately controlled space ( x.65) N/A heating units 4 or more separately controlled space ( x.40) N/A heating units *Use the larger of the air-conditioning load or the diversified demand of the heating load Watts of Circuit Wire Volt-Amps Ampacity Size Other Loads: General Lighting: ( 27.5 x 40.0 = 1,100 x 2 = 2,200 x 3 )= 6,600 15 14/2 w/gr -(Projections) ( 23.67 x 24= 568 x 2 = 1,136 x 3 )= 3,408 15 14/2 w/gr -(Projections) ( 31.5 x 45= 1,418 x 1 = 1,418 x 3 )= 4,253 15 1412w/gr -(Projections) ( 15.75 x 15 = 236 x 1 = 236 x 4 )= 945 15 14/2 w/gr Small Appliances ( 2 x 1500) 3,000 20 12/2 War Laundry (1500 watts) 1,500 20 12/2 w/gr Dryer 51000 30 10/3 w/gr Water Heater 4,500 25 10/2 w/gr Range(use nameplate rating) 8.000 40 8/3 w/gr Dishwasher 1,400 20 12/2w/gr Subtotal: 38,606 First 10 KW of loads @ 100% -10,000 Remainder of loads @ 40% 28,606 x 0.4 11,442 i A/C Heating Load Total Calculated Load 21,442 Required Service Size= 21,442/240 89 Amps A23 Installed Panel Size= 200 Amos DFU Calculation as Per Table 3004.1 QN-17578 Fixture DFU Dia of Pipe Allowable DFU Meets Requirements Kitchen Group 2 3" 20 Yes 1/2 Bath Group 4311 20 Yes Full Bath Group(X2) 6 3"/4" 20/160 Yes Laundry Group 3 3" 20 Yes Washer 2 3" 20 Yes i A24 NOTICE OF UTILIZATION OF TRUSS TYPE CONSTRUCTION, - PRE-ENGINEERED WOOD CONSTRUCTION AND/OR TIMBER CONSTRUCTION IN RESIDENTIAL STRUCTURES (In accordance with Title 19 NYCRR PART 1265) <Insert authority having jurisdiction Logo here> - TO: <Insert the name of the authority having jurisdiction here> OWNER OF PROPERTY: Barry Altman/Sgouros SUBJECT PROPERTY(ADDRESS AND TAX MAP NUMBER): 525 Stanley Road Southold,NY J PLEASE TAKE NOTICE THAT THE(CHECK ALL THAT APPLY): ® New Residential Structure J ❑ Addition to Existing Residential Structure ❑ Rehabilitation to Existing Residential Structure TO BE CONSTRUCTED OR PERFORMED AT THE SUBJECT PROPERTY REFERENCE ABOVE WILL UTILIZE (check each applicable line): ® Truss Type Construction (TT) { ® Pre-Engineered Wood Construction (PW) _ ❑ Timber Construction (TC) IN THE FOLLOWING LOCATION(S) (CHECK APPLICABLE LINE): -� ❑ Floor Framing, Including Girders and Beams(F) ❑ Roof Framing(R) ® Floor Framing and Roof Framing(FR) SIGNATURE: DATE: PRINT NAME: CAPACITY(Check One): ❑ Owner ❑ Owner's Representative __J it ON 14 i ENGINEERING, P.C. 305 N.OAKLAND AVE. • NAPPANEE, IN.DIANA 4655OPHONE: 574-773-7975 ETOMPOS@NTAINC.COM CLIENT: Apex Homes, Inc. DATE: May 22, 2022 - JOB No: AHI032522-24 -- PROJECT: A 17578—NY BUILDING CODE: ASCE7-16 WIND SPEED VULT: 135mph MODULE DIMENSIONS: 64'-1"X 31'-8" WIND SPEED VASD: 105mph ROOF SLOPE/TRUSS TYPE: Varies WIND EXPOSURE: C T GROUND SNOW LOAD: 25psf SEISMIC DESIGN CATEGORY: C CALCULATION INDEX Page Description 1.1-1.14 Design criteria and load combinations 2.1-2.22 Roof framing 2.1-2.5 7/12 Cape truss design 2.6-2.10 7/12 Cape truss design -cantilever 2.11-2.15 Salt box truss design T 2.16-2.21 Cut truss and dormer header 2.22 Simply supported rafters 3.1-3.2 Exterior sheathing 4.1-4.4.13 Sidewall headers 5.1-5.6 Sidewall columns 6.1-6.10 Matewall headers QF NEB, - 7.1-7.5 Matewall columns •�� , T 8.1-8.3 Floorjoists �� G O�oN0 9.1-9.7 In-Plant connections 10.1-10.4 Lateral load analysis 11.1-11.2 Diaphragm design 12.1-12.30 Shearwall design ��A 84 13.1-13.2 Sliding connections R�FESS 10�o7114122 14.1 Shear joist design i 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. i _ 1 I 16.1000 2018 IBC Criteria 2018-10-30 5/20/2022 3:14 AM ` Input Page 1 of 1 ASCE 7-16 Design Criteria Summary Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: A17578-NY Location(s): IBC SDC C Substructure: Plan Dimensions: Vertical Dimensions: Roof Configuration: Ridge Length,B= 40.00 it Stories Above Grade,n= 2 Framing Type= Cape Truss Gable Width,L= 26.83 ft Max.Blocking Height,hb= 18 in. Roof Slope,a= 7.00/12 pitch Module Width,L.= 13.75 ft Sidewall/Eave Height,he= 240 in. Sidewall Overhang,LOH= 12 in. Min.Mean Roof Height,h= 15 ft Endwall Overhang,BcH= 12 in. Roof Cavity Insulation,R= 30 Gable or Hip= Gable Uniformly Distributed Design Loads: Ground Floor Roof Other Floors(above ground) Floor Live,L= 40 psf Top Chord Load= 36.9 psf Floor Live,L= 40 psf Floor Dead,D= 10 psf Top Chord Dead Load= 15 psf Floor Dead,D= 10 psf -" Wall Dead Load,D.= 5 psf Loft Live Load,L= 20 psf Wall Dead Load,Dw= 5 psf Wall Height,h„,= 108 in. Bottom Chord Dead Load= 10 psf Wall Height,hw= 96 in. Misc.Design Parameters: Seismic Loads: Risk Category: Il Seismic Importance Factor,IE= 1.00 Mapped Coefficients: Ss= 0.55 g Roof/Snow Load: S,= 0.13 g Ground Snow Load,Pg= 25.0 psf Response Coefficients: Sos= 0.49 g Ground Snow Load NY%PgNY= 27.7 psf Sc,= 0.19 g Min.Design Load,Lr= 17.0 psf Site Class= D Flat-Roof Snow Load,P,= 19.3 psf IBC Design Category= C Sloped Roof Snow Load= 19.3 psf IRC Design Category= C Max.Unbalanced Load,P b= 36.9 psf Basic Seismic-Force-Resisting System: Snow Exposure Factor,Ca= 1.0 A15 Light-frame walls with wood shear panels Snow Load Importance Factor,Is= 1.00 Response Modification Factor R= 6.5 Thermal Factor,C,= 1.1 Design Base Shear Cs= 0.08 W Ground Elevation= 0.0 ft _ Analysis Procedure: Wind Loads: A15 Light-frame walls with wood shear panels Ultimate Wind Speed,Vult= 135 mph - Wind Exposure= C Flood Loads: Internal Pressure Coefficient= +/-0.18 Site Specific flood loads have not been assessed in this Mean Roof Height= 25.7 ft analysis. For Buildings located in flood hazard areas, j 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 +26.6/-35.6 +26.6/-28.8 Door +22.6/-27.6 +22.6/-24.8 Roof Cladding +24.3/-76.1 +24.3/-44.6 Overhang -90 -63 NOTES: 1. Equivalent ground snow load at a thermal factor of 1.0 for use with the NYBC/NYRC ground snow load map. I i 1.1 16.1000 2018 IBC Criteria 2018-10-30 5/20/2022 3:14 AM Wind Page 1 of 1 ASCE 7-16 Wind Load Calculation Client: Apex Homes,Inc. Job Number:AH1032522-24 Description: Al7578-NY i Building Geometry: Loading Conditions: Height Above Grade: Ridge Length,B= 40.0 ft Ultimate Wind Speed,Vult= 135 mph Sidewall Eave,z= 21.5 It i Total Width,L= 26.8 It Exposure Category: C Roof Peak,z= 29.9 ft Blocking Height,hb= 18 in. Topographic Factor,K,t= 1.0 Mean Roof Height,h= 25.7 ft --' Sidewall/Eve Height,he= 240 in. Height&Exposure,Kh= 0.95 Roof Slope,a= 7.0/12 pitch Directionality,Kd= 0.85 Component Dimensions: Roof slope,a= 30.3 deg. Ground Elevation,KB= 1 Stud Height,hs= 108 in j Sidewall Overhang,LOH= 12 in. Wind Pressure,qh= 22.5 psf Truss Span,st= 161 in '-' Endwall Overhang,BcH= 12 in. Internal Pressure,Gcp;= 0.18 -0.18 Main Windforce-Resisting System Loads(MWFRS): Normal to Surface _ 1 2 3 4 5 6 1 E 2E 3E 4E Trans +GCP; 8.6 0.7 -13.7 -12.4 -14.2 -14.2 11.5 2.0 -16.0 -14.9 -GCpi 16.7 8.8 -5.6 -4.3 -6.1 -6.1 19.6 10.1 -7.9 -6.8 Max 16.7 8.8 -13.7 -12.4 -14.2 -14.2 19.6 10.1 -16.0 -14.9 Long +GCP; 5.0 -19.6 -12.4 -10.6 -14.2 -14.2 9.7 -28.1 -16.0 -13.7 -GCpi 13.1 -11.5 -4.3 -2.5 -6.1 -6.1 17.8 -20.0 -7.9 -5.6 i Max 13.1 -19.6 -12.4 -10.6 -14.2 -14.2 17.8 -28.1 -16.0 -13.7 Summed and Projected HORIZONTAL LOADS VERTICAL LOADS MAXIMUM HORIZONTAL WALL LOADS End Zone Interior Zone End Zone Interior Zone Windward Overhang Zone Wall Roof Wall Roof WW Roof LW Roof WW-Roof LW Roof End Interior 1 E 4E 1 4 Trans 26.3 18.0 20.9 14.4 10.1 -16.0 8.8 -13.7 -11.9 -13.3 19.6 -14.9 16.7 -12.4 Long 23.4 18.0 15.5 14.4 -28.1 -16.0 19.6 -12.4 -42.1 -33.5 19.6 -14.9 13.1 -10.6 Components and Cladding Loads(C&C): C&C End Zone Distance,a= 3.0 ft Area Pressure(psf) Area Pressure(psf) Roof Components: (ft`) Pos Neg Wall Components: (ft`) Pos Neg Zone 1: Maximum 2 24.3 -44.6 Zone 4: Maximum 10 26.6 -28.8 Minimum 100 10.8 -22.1 Minimum 100 22.6 -24.8 Truss/Rafter 60.0 13.8 -27.0 Door 100.0 22.6 -24.8 Overhang 1.0 n/a -63.0 Stud 27.0 24.8 -27.1 Zone 2: Maximum 2 24.3 -49.1 Zone 5: Maximum 10 26.6 -35.6 Minimum 100 10.8 -31.1 Minimum 100.0 22.6 -27.6 Truss/Rafter 60.0 13.8 -35.0 Door 100.0 22.6 -27.6 Overhang 1.0 n/a -63.0 Stud 27.0 24.8 -32.1 Zone 3: Maximum 2 24.3 -76.1 Minimum 100 10.8 -37.8 Truss/Rafter 60.0 13.8 -46.3 -- Overhang 1.0 n/a -90.0 I i 1.2 16.1000 2018 IBC Criteria 2018-10-30 5/20/2022 3:14 AM Snow Page 1 of 1 ASCE 7-16 Snow Load Assessment ! Client: Apex Homes, Inc. Job Number: AH1032522-24 Description:A17578-NY i _- Design Parameters: Sloped Roof Snow Loads: Eave to ridge Distance,W= 14 ft Ground Snow Load,p9= 25 psf a CS ps Exposure Factor,CB= 1.0 (deg) C,=1.0 C,=1.1 Ci=1.2 (psf) Thermal Factor,C,= 1.1 30.3 0.99 1.00 1.00 19.3 Importance Factor,Is= 1.0 - { Framing Type: Trusses/Other ^J Snow Density(y): Ice Dams Along Eves`: y=0.13pb +14= 17.25pcf p, =2pf = 19.3 psf but not more than 30 pcf Flat-Roof Snow Load(pr): Minimum Roof Live Load(Lr): - p f=0.7CrC,lPX= 19.3 psf R,= 1.0 R,= 0.85 Rain on Snow Surcharge: F= 7.0 amax= 0.28833 deg L, =20 R,R, = 17.0 psf pg<=20 psf prss= 0.0 psf 12<_L,.<_20 pf= 19.3 psf I Minimum Values for Low-Slope Roofs: Applicable to roof slopes less than _ Monoslope roofs= 15.0 deg or am;,,=70/W+0.5= 5.4 deg 2.38 deg amin= 15.0 deg pg <=20 psf p f =i,Ps = 25.0 psf I' pg>20 psf p f=201,= 20.0 psf pfmin= 20.0 psf p f= 19.3 psf Unbalanced Snow Loads: Applicable to roof slopes between: amp = 70.00 deg am;,,=70/W+0.5= 5.36 deg amin = 2.38 deg governing amj,, = 2.38 deg Unbalanced Loads: pLW S= 1.71 /1 pWW Ridge Length Eave W=lu= 20.0 It (Psf) (Psf) (n) (Psf) h d= 1.34 ft 5.8 36.9 4.7 19.3 Notes:1. Higher loads may apply were 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. I I 1.3 1 i L_ Drifting and Sliding Snow 5/22/2022 7:06 AM Drift Adjacent Strucutre Page 1 of 1 Snow Drifting Assessment (building next to existing building) Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY 6 Suge"a Lead y NO to Meng h. tons hn r W I Design Parameters: Snow Loads: Length of Upper Roof,I,= 41.7 ft Ground Snow Load,py= 25.0 psf Length of Lower Roof,lei= 25.7 ft Flat-Roof Snow Load,pf= 19.3 psf Unit Width= 11.8 ft Balanced Snow Load,pb= 19.3 psf Upper Roof Height,h,= 8.7 ft Rafter Span wrt Drift Width: Perpendicular Separation Distance,s 0.0 ft Calculated Drift Geometry: Snow Density(y): Leeward Drift Height,hd= 2.13 ft y=0.13 ps +14= 17.25 pcf Windward Drift Height,hd= 1.19 ft but not more than 30 pcf Max.Drift Height,hd= 2.13 ft Calculated Drift Width,W= 8.50 ft Surcharge Reactions: Design Drift Geometry: Sidewall Surcharge= 217.0 plf Drift Height,hd= 2.13 ft Matewall Surchage= 217.0 plf Drift Width,W= 8.5 ft Endwall Surcharge= 36.7 psf Max Load Surcharge,Sd= 36.7 psf Min Load Surcharge,Sd= 0.0 psf Sliding Snow Assessment Total sliding load per unit length of eave= 0.4'pf`W Flat-Roof Snow Load,pf= 19.25 psf Horizontal distance from eave to ridge for the sloped upper roof,W= 14.58 ft Total sliding load per unit length of eave= 112.29 plf Uniformally distributed over a distance of 15ft Actual length of lower roof= 3.50 it Reduced sliding load= 26.20 plf Sliding snow load per square feet= 7.49 psf Load to be superimposed on the balanced snow load 1.4 16.1000 2018 IBC Criteria 2018-10-30 5/20/2022 3:14 AM Seismic Page 1 of 1 ASCE 7-16 Seismic Load Calculation Client:Apex Homes,Inc. Job Number:AH1032522-24 Description:A17578-NY Location: IBC SDC C Design Classification: Response Acceleration: Risk Category:II Short Period(Ss)= 55%g Importance Category,IE: 1.00 1-Second Period(SI)= 13%g Site Class:D ASCE 7 Design Category:C IRC Design Category:C Seismic Resisting System:A15 Light-frame walls with woodshearpanels Response Factor,R:6.5 System Overstrength Factor,!n,:3.0 Deflection Amplification Fctor,Cd:4.0 Spectral Response Acceleration: Mapped Site CoeH. Mazfmum Design Ss S, Fe F� SMs SM, SDs SW 0.55 0.13 1.36 2.28 0.75 0.30 0.50 0.20 Fundamental Period:(ASCE 7) _ Period Coefficient,CT= 0.020 Height to Highest Level,h = 20.0 It T�=C,h I'= 0.189 sec Seismic Response Coefficient:(Lateral Force Procedure,ASCE 7) 0.044 S 5.I.=0.022 Min.For SDC E of F: SDS =0.077 C, 12/le = O.SS, =0.010 C,_=(RSDI =0.16 R11e Design Cs= 0.077 F. Seismic Response Coefficient:(Simplified Analysis) F= C,= 3LS =0.092 Design Cs= 0.092 Seismic Base Shear: Base Shear Coefficient,CS= 0.077 W Minimum Interconnection Force: 0.133 x SDs= 0.066 W -- Min.= 0.050 W CSCXN= 0.066 W �i i 1.5 Copy of 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2017-04-12 5/20/2022 3:23 AM Roof LCs Page 1 of 1 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client:Apex Homes,Inc. Job Number:AH1032522-24 Description:A17578-NY Main Location: IBC SDC C - Unit Geometry: Unit Wdith(B)= 165 in. Cape Loft,Roof&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 165-in.Unit Width Endwall Overhang(BORE)= 12.0 in. 135 mph(Exp C/End Zone) Roof Pitch= 7/12 25 psf Ground Snow,7112 Pitch Max.Truss Spacing,s= 16 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 19.3 psf Truss Spacing= 16.0 in.oc Unbalanced Snow(S)= 36.9 psf Roof Live Load(Lr)= 17.0 psf Max.Matewall TC Dead Load(TCDL)= 15.0 psf Sidewall Left Right Loft Live Load(L)= 20.0 psf Dead,D 494 35 27 BC Dead Load(BCDL)= 10.0 psf Snow,S 354 12 13 Unbal.Snow,Su 359 94 96 Wind Loads(Vertical-End Zone): Roof Live,Lr 362 12 13 Positive Pressure(Wp)= 10.1 psf Live,L 349 48 30 Negative Pressure(Wn)= -28.1 psf Pos.Wind,Wp 114 66 71 WW Overhang(WHO)= -42.1 psf Neg.Wind,Wn -527 -67 -197 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall NDS LDF Maximum Bending Case: 1 D 370 26 32 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 265 9 32 plf 1.15 1 D 370 26 32 plf 3 S� 269 72 61 plf 1.15 2 D+Wp 456 n/a 49 plf 4 Lr 271 10 28 plf 1.25 Maximum Down 456 26 49 pit 5 L 262 36 13.3333 plf 1.00 Lateral Pressure 19.6 5.0 19.6 psf 6 Wp 86 53 17 plf 1.60 NDS LDF= 1.6 7 Wn -395 -148 -75 pit 1.60 8 0.75(L+Lr) 400 34 31 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 395 34 34 plf 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 398 81 56 plf 1.15 1 D+0.75(L+Lr) 770 60 63 plf 11 0.75(L+S+Wp) 460 74 47 plf 1.60 2 D+0.75(L+S) 765 60 66 plf 12 D+L 632 62 45 plf 1.00 3 D+0.75(L+Su) 768 107 88 plf 13 D+Lr 641 36 60 plf 1.25 4 D+0.75(L+S+Wp) 830 100 78 plf 14 D+S 636 35 64 plf 1.15 Maximum Down 830 107 88 plf 15 D+Su 639 98 93 pif 1.15 Lateral Pressure 14.7 3.75 14.7 psf 16 D+0.75(L+Lr) 770 60 63 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 765 60 66 plf 1.15 18 D+0.75(L+Su) 768 107 88 plf 1.15 i 19 D+0.75(L+S+Wp) 830 100 78 plf 1.60 --- 20 0.6D+Wn -173 -132 -56 plf 1.60 Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -173 pit(0.6D+Wn) Uplift Load= -132 pif(0.6D+Wn) Uplift Load= -56 pit(0.6D+Wn) Dead Load= 370 plf(D) Dead Load= 26 plf(D) Dead Load= 32 plf(D) Live Load= 460 pit(0.75(L+S+Wp)) Live Load= 81 pif(0.75(L+Su)) Live Load= 61 plf(Su) Total Load= 830 pit(D+0.75(L+S+Wp)) Total Load= 107 pif(D+0.75(L+Su)) Total Load= 93 plf(D+Su) NDS Design Load'= 768 pif(D+0.75(L+Su)) NDS Design Load'= 107 pit(D+0.75(L+Su)) NDS Design Load'= 93 plf(D+Su) NDS LDF= 1.15 NDS LDF= 1.15 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 IJ 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 5/20/2022 3:23 AM 2nd of 2 Page 1 of 2 Allowable Stress Design(ASD) Load Combinations i Supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: A17578-NY Main Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. One Floor,Loft,Roof&Ceiling Only Max.Joist Spacing,s= 16 in.oc 165-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 135 mph(Exp C/End Zone) Floor Live Load(L)= 40 psi Floor Live Load(L)= 40 psf 25 psf Ground Snow,7/12 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 plf Wall Dead Load(Dw)= 40 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 479 135 78 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 265 9 32 plf 1.15 1 D 479 135 78 pit 3 S� 269 72 61 plf 1.15 2 D+Wp 565 n/a -28 plf 4 Lr 271 10 28 plf 1.25 Maximum Down 565 135 78 pit 5 L 537 311 40 plf 1.00 Lateral Pressure 19.6 5.0 19.6 psf 6 Wp 86 53 17 plf 1.60 NDS LDF= 1.6 7 Wn -395 -148 -75 pit 1.60 8 0.75(L+Lr) 606 240 51 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 601 240 54 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 604 287 76 pit 1.15 1 D+0.75(L+Lr) 1085 375 130 plf 11 0.75(L+S+Wp) 666 280 67 pit 1.60 2 D+0.75(L+S) 1080 375 132 plf 12 D+L 1015 446 118 plf 1.00 3 D+0.75(L+Su) 1083 422 154 pit 13 D+Lr 750 144 107 pit 1.25 4 D+0.75(L+S+Wp) 1145 415 145 plf 14 D+S 744 144 110 plf 1.15 Maximum Down 1145 422 154 plf 15 D+Su 748 207 140 plf 1.15 Lateral Pressure 14.7 3.75 14.7 psf 16 D+0.75(L+Lr) 1085 375 130 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1080 375 132 pit 1.15 Above Ground Floor Load Only(at mateline): 18 D+0.75(L+Su) 1083 422 154 pit 1.15 Dead Load= 69 plf(0) 19 D+0.75(L+S+Wp) 1145 415 145 plf 1.60 Live Load= 275 plf(L) 20 0.6D+Wn -108 -67 -28 plf 1.60 Total Load= 344 plf(D+L) I, Governing Uniform Loads at Walls:(Vertical only) Sidewall. Matewall:(load each side of mateline) Endwall: Uplift Load= -108 pit(0.6D+Wn) Uplift Load= -67 pif(0.6D+Wn) Uplift Load= -28 pB(0.6D+Wn) Dead Load= 479 plf(D) Dead Load= 135 pit(D) Dead Load= 78 plf(D) Live Load= 666 plf(0.75(L+S+Wp)) Live Load= 311 pit(L) Live Load= 76 pff(0.75(L+Su)) Total Load= 1145 plf(D+0.75(L+S+Wp)) Total Load= 446 plf(D+L) Total Load= 154 pff(D+0.75(L+Su)) NDS Design Load'= 1015 plf(D+L) NDS Design Load'= 446 plf(D+L) NDS Design Load'= 154 pff(D+0.75(L+Su)) NDS LDF= 1.00 NDS LDF= 1.00 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. 1.7 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 5/20/2022 3:23 AM 1st of 2 Page 2 of 2 Allowable Stress Design(ASD)Load Combinations Supporting 2 Floors,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes,Inc. Job Number: AH1032522-24 _ Description: A17578-NY Main Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. Two Floors,Roof,Loft,&Ceiling Only Max.Joist Spacing,s= 16 in.oc 165-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 135 mph(Exp C/End Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psf 25 psf Ground Snow,7/12 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psi Wall Dead Load(Dw)= 45 pit Wall Dead Load(Dw)= 40 pit Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NOS LDF Maximum Bending Case: 1 D 593 249 130 pit 0.90 Load Combination Sidewall Matewall Endwall 2 S 265 9 32 pit 1.15 1 D 593 249 130 plf 3 S� 269 72 61 pit 1.15 2 D+Wp 679 n/a 147 pit 4 Lr 271 10 28 pit 1.25 Maximum Down 679 249 147 pit 5 L 812 586 67 pit 1.00 Lateral Pressure 19.6 5.0 19.6 psf 6 Wp 86 53 17pit 1.60 NDSLDF= 1.6 7 Wn -395 -148 -75 pit 1.60 8 0.75(L+Lr) 812 447 71 pit 1.25 Maximum Axial Load Case: 9 0.75(L+S) 808 447 74 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 810 493 96 pit 1.15 1 D+0.75(L+Lr) 1405 695 201 pit 11 0.75(L+S+Wp) 872 487 87 pit 1.60 2 D+0.75(L+S) 1400 695 204 pit 12 D+L 1404 835 197 pit 1.00 3 D+0.75(L+Su) 1403 742 226 pit 13 D+Lr 864 258 158 pit 1.25 4 D+0.75(L+S+Wp) 1465 735 217 plf 14 D+S 858 258 162 pit 1.15 Maximum Down 1465 742 226 pit 15 D+Su 862 320 191 pit 1.15 Lateral Pressure 14.7 3.75 14.7 psf i 16 D+0.75(L+Lr) 1405 695 201 pit 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1400 695 204 pit 1.15 Ground Floor Load Only:(at mateline) 18 D+0.75(L+Su) 1403 742 226 pit 1.15 Dead Load= 69 pit(D) 19 D+0.75(L+S+Wp) 1465 735 217 pit 1.60 Live Load= 275 pli(L) 20 0.6D+Wn -39 0 0 pit 1.60 Total Load= 344 pit(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall. Uplift Load= -39 pit(0.6D+Wn) Uplift Load= 0 pit(0.6D+Wn) Uplift Load= 0 pff(0.6D+Wn) Dead Load= 593 pit(D) Dead Load= 249 pif(D) Dead Load= 130 pit(D) Live Load= 872 pit(0.75(L+S+Wp)) Live Load= 586 pit(L) Live Load= 96 plf(0.75(L+Su)) Total Load= 1465 pit(D+0.75(L+S+Wp)) Total Load= 835 pit(D+L) Total Load= 226 pff(D+0.75(L+Su)) NOS Design Load'= 1404 pit(D+L) NOS Design Load'= 835 pif(D+L) NOS Design Load'= 197 pit(D+L) NDS LDF= 1.00 NDS LDF= 1.00 NDS LDF= 1.00 Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. I 1.8 Copy of 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2017-04-12 5/20/2022 3:20 AM Roof LCs Page 1 of 1 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client:Apex Homes,Inc. Job Number:AH1032522-24 Description:A17578-NY Cantilever Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. Cape Loft,Roof&Ceiling Only Sidewall Overhang(BOH)= 12.0 in. 165-in.Unit Width Endwall Overhang(BORE)= 12.0 in. 135 mph(Exp C/End Zone) Roof Pitch= 7/12 25 psf Ground Snow,7112 Pitch Max.Truss Spacing,s= 16 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 19.3 psf Truss Spacing= 16.0 in.oc Unbalanced Snow(S)= 36.9 psf Roof Live Load(Lr)= 17.0 psf Max.Matewall TC Dead Load(TCDL)= 15.0 psf Sidewall Left Right Loft Live Load(L)= 20.0 psf Dead,D 500 28 44 BC Dead Load(BCDL)= 10.0 psf Snow,S 359 7 25 Unbal.Snow,Su 366 87 106 Wind Loads(Vertical-End Zone): Roof Live,Lr 367 7 25 Positive Pressure(Wp)= 10.1 psf Live,L 354 43 43 Negative Pressure(Wn)= -28.1 psf Pos.Wind,Wp 120 61 66 WW Overhang(WHO)= -42.1 psf Neg.Wind,Wn -524 -61 -207 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: _I 1 D 375 33 32 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 269 19 32 plf 1.15 1 D 375 33 32 plf 3 S� 274 80 61 plf 1.15 2 D+Wp 465 n/a 49 plf 4 Lr 275 19 28 plf 1.25 Maximum Down 465 33 49 pit 5 L 265 32 13.3333 plf 1.00 Lateral Pressure 19.6 5.0 19.6 psf 6 Wp 90 49 17 plf 1.60 NDS LDF= 1.6 7 Wn -393 -155 -75 pit 1.60 8 0.75(L+Lr) 405 39 31 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 401 38 34 plf 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 405 84 56 plf 1.15 1 D+0.75(L+Lr) 780 71 63 pit 11 0.75(L+S+Wp) 468 75 47 plf 1.60 2 D+0.75(L+S) 776 71 66 plf 12 D+L 640 65 45 plf 1.00 3 D+0.75(L+Su) 780 117 88 plf 13 D+Lr 650 52 60 plf 1.25 4 D+0.75(L+S+Wp) 843 108 78 plf 14 D+S 644 51 64 plf 1.15 Maximum Down 843 117 88 pit 15 D+Su 650 112 93 plf 1.15 Lateral Pressure 14.7 3.75 14.7 psf 16 D+0.75(L+Lr) 780 71 63 plf 1.25 1 NDS LDF= 1.6 17 D+0.75(L+S) 776 71 66 plf 1.15 18 D+0.75(L+Su) 780 117 88 plf 1.15 19 D+0.75(L+S+Wp) 843 108 78 plf 1.60 20 0.6D+Wn -168 -135 -56 plf 1.60 Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -168 plf(0.6D+Wn) Uplift Load= -135 plf(0.6D+Wn) Uplift Load= -56 pit(0.6D+Wn) Dead Load= 375 plf(D) Dead Load= 33 pit(D) Dead Load= 32 plf(D) Live Load= 468 pif(0.75(L+S+Wp)) Live Load= 84 plf(0.75(L+Su)) Live Load= 61 plf(Su) I Total Load= 843 pit(D+0.75(L+S+Wp)) Total Load= 117 plf(D+0.75(L+Su)) Total Load= 93 plf(D+Su) NDS Design Load'= 780 plf(D+0.75(L+Su)) NDS Design Load'= 117 pit(D+0.75(L+Su)) NDS Design Load'= 93 pit(D+Su) NDS LDF= 1.15 NDS LDF= 1.15 NDS LDF= 1.15 i Notes: - 1. Load combination which produces the worst effect considering NDS load duration factors., 2. Mateline members designed for unbalanced loads at this level. 1.9 16.2102 Vertical Load Cases ASD 2 Story 2008.06-26 5/20/2022 3;19 AM 2nd of 2 Page 1 of 2 Allowable Stress Design(ASD)Load Combinations ! Supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: A17578-NY Cantilever Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. One Floor,Loft,Roof&Ceiling Only Max.Joist Spacing,s= 16 in.oc 165-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 135 mph(Exp C/End Zone) Floor Live Load(L)= 40 psi Floor Live Load(L)= 40 psf 25 psf Ground Snow,7/12 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 plf Wall Dead Load(Dw)= 40 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 484 142 78 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 269 19 32 plf 1.15 1 D 484 142 78 plf 3 S� 274 80 61 plf 1.15 2 D+Wp 574 n/a -28 plf 4 Lr 275 19 28 pit 1.25 Maximum Down 574 142 78 plf 5 L 540 307 40 plf 1.00 Lateral Pressure 19.6 5.0 19.6 psf 6 Wp 90 49 17 plf 1.60 NDS LDF= 1.6 7 Wn -393 -155 -75 plf 1.60 8 0.75(L+Lr) 611 245 51 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S) 607 244 54 pif 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 611 290 76 plf 1.15 1 D+0.75(L+Lr) 1095 386 130 plf 11 0.75(L+S+Wp) 674 281 67 plf 1.60 2 D+0.75(L+S) 1091 386 132 pit 12 D+L 1024 449 118 plf 1.00 3 D+0.75(L+Su) 1095 432 154 plf 13 D+Lr 759 161 107 plf 1.25 4 D+0.75(L+S+Wp) 1158 423 145 plf 14 D+S 753 160 110 plf 1.15 Maximum Down 1158 432 154 plf 15 D+Su 758 221 140 plf 1.15 Lateral Pressure 14.7 3.75 14.7 psf 16 D+0.75(L+Lr) 1095 386 130 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1091 386 132 pit 1.15 Above Ground Floor Load Only(at mateline): 18 D+0.75(L+Su) 1095 432 154 plf 1.15 Dead Load= 69 plf(D) 19 D+0.75(L+S+Wp) 1158 423 145 plf 1.60 Live Load= 275 plf(L) 20 0.6D+Wn -103 -70 -28 pit 1.60- Total Load= 344 plf(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: i Uplift Load= -103 plf(0.6D+Wn) Uplift Load= -70 plf(0.6D+Wn) Uplift Load= -28 plf(0.6D+Wn) Dead Load= 484 plf(D) Dead Load= 142 plf(D) Dead Load= 78 ptt(D) Live Load= 674 plf(0.75(L+S+Wp)) Live Load= 307 plf(L) Live Load= 76 pff(0.75(L+Su)) Total Load= 1158 plf(D+0.75(L+S+Wp)) Total Load= 449 plf(D+L) Total Load= 154 pU(D+0.75(L+Su)) NDS Design Load'= 1024 plf(D+L) NDS Design Load'= 449 plf(D+L) NDS Design Load'= 154 pff(D+0.75(L+Su)) NDS LDF= 1.00 NDS LDF= 1.00 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. Ic 1.10 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 5/20/2022 3:19 AM 1st of 2 Page 2 of 2 Allowable Stress Design(ASD) Load Combinations Supporting 2 Floors,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes,Inc. Job Number: AH1032522-24 _ Description: A17578-NY Cantilever Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 165 in. Two Floors,Roof,Loft,&Ceiling Only Max.Joist Spacing,s= 16 in.oc 165-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 135 mph(Exp C/End Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psi 25 psf Ground Snow,7/12 Pitch Floor Dead Load(D)= 10 psi Floor Dead Load(D)= 10 psf - Wall Dead Load(Dw)= 45 pit Wall Dead Load(Dw)= 40 pit i Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 598 255 130 pit 0.90 Load Combination Sidewall Matewall Endwall 2 S 269 19 32 pit 1.15 1 D 598 255 130 pit 3 S� 274 80 61 pit 1.15 2 D+Wp 688 n/a 147 pit 4 Lr 275 19 28 pit 1.25 Maximum Down 688 255 147 pit - 5 L 815 582 67 pit 1.00 Lateral Pressure 19.6 5.0 19.6 psf 6 Wp 90 49 17 pit 1.60 NDS LDF= 1.6 i_ 7 Wn -393 -155 -75 pit 1.60 8 0.75(L+Lr) 818 451 71 pit 1.25 Maximum Axial Load Case: 9 0.75(L+S) 813 451 74 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 817 496 96 pit 1.15 1 D+0.75(L+Lr) 1415 706 201 pit 11 0.75(L+S+Wp) 880 488 87 pit 1.60 2 D+0.75(L+S) 1411 706 204 pit 12 D+L 1413 838 197 pit 1.00 3 D+0.75(L+Su) 1415 752 226 pit 13 D+Lr 873 274 158 pit 1.25 4 D+0.75(L+S+Wp) 1478 743 217 pit 14 D+S 867 274 162 pit 1.15 Maximum Down 1478 752 226 pit 15 D+Su 872 335 191 pit 1.15 Lateral Pressure 14.7 3.75 14.7 psf 16 D+0.75(L+Lr) 1415 706 201 pit 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 1411 706 204 pit 1.15 Ground Floor Load Only:(at mateline) -- 18 D+0.75(L+Su) 1415 752 226 pit 1.15 Dead Load= 69 pit(D) 19 D+0.75(L+S+Wp) 1478 743 217 pit 1.60 Live Load= 275 pit(L) 20 0.6D+Wn -34 1 -2 0 pit 1.60 Total Load= 344 pit(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: Uplift Load= -34 pit(0.6D+Wn) Uplift Load= -2 pit(0.6D+Wn) Uplift Load= 0 pit(0.6D+Wn) Dead Load= 598 pit(D) Dead Load= 255 pit(D) Dead Load= 130 plf(D) Live Load= 880 pit(0.75(L+S+Wp)) Live Load= 582 pit(L) Live Load= 96 pif(0.75(L+Su)) Total Load= 1478 plf(D+0.75(L+S+Wp)) Total Load= 838 pit(D+L) Total Load= 226 pif(D+0.75(L+Su)) NDS Design Load'= 1413 pit(D+L) NDS Design Load'= 838 pit(D+L) NDS Design Load'= 197 pif(D+L) NDS LDF= 1.00 NDS LDF= 1.00 NDS LDF= 1.00 _ Notes: 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. i 1.11 16.2003 Vertical Load Cases Transverse Roof Truss by NTA 2017-04-12 5/14/2022 10:34 AM Roof LCs Page 1 of 1 Allowable Stress Design(ASD)Load Combinations Supporting Roof and Ceiling Only-End Zone Wind Loads Client:Apex Homes,Inc. Job Number:AH1032522-24 Description:A17578-NY Salt BOX Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 142 in. Cape Loft,Roof&Ceiling Only Sidewall Overhang(BOH)= 10.0 in. 142-in.Unit Width Endwall Overhang(BOHE)= 10.0 in. 105 mph(Exp C/End Zone) Roof Pitch= 12/12 25 psf Ground Snow,12 and 4.1/12 Pitch Max.Truss Spacing,s= 16 in.oc Roof Loads: Truss Component Reactions: Snow Load(S)= 19.3 psf Truss Spacing= 16.0 in.oc Unbalanced Snow(S)= 37.9 psf Roof Live Load(Lr)= 19.9 psf Max.Matewall TC Dead Load(TCDL)= 10.0 psf Sidewall Top Bottom Loft Live Load(L)= 0.0 psf Dead,D 59 256 59 BC Dead Load(BCDL)= 0.0 psf Snow,S 125 11 16 Unbal.Snow,Su 195 -20 13 Wind Loads(Vertical-End Zone): Roof Live,Lr 147 7 14 Positive Pressure(Wp)= 10.1 psf Live,L -24 2 236 Negative Pressure(Wn)= -28.2 psi Pos.Wind,Wp 0 91 27 WW Overhang(WHO)= -41.9 psf Neg.Wind,Wn -449 -11 -24 Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall NDS LDF Maximum Bending Case: 1 D 44 192 15 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 93 12 29 plf 1.15 1 D 44 192 15 plf 3 % 146 15 57 plf 1.15 2 D+Wp 44 n/a 30 plf 4 Lr 110 11 30 plf 1.25 Maximum Down 44 192 30 plf 5 L -18 177 0 pif 1.00 Lateral Pressure 21.8 5.0 21.8 psf 6 Wp 0 69 15 plf 1.60 NDS LDF= 1.6 7 Wn -337 -18 -70 plf 1.60 8 D.75(1_+Lr) 69 141 22 plf 1.25 Maximum Axial Load Case: 9 0.75(L+S), 57 142 22 plf 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 96 144 43 plf 1.15 1 D+0.75(L+Lr) 113 333 37 plf a 11 0.75(L+S+Wp) 57 193 33 plf 1.60 2 D+0.75(L+S) 101 334 37 plf 12 D+L 26 369 15 plf 1.00 3 D+0.75(L+Su) 140 336 58 plf 13 D+Lr 154 203 45 plf 1.25 4 D+0.75(L+S+Wp) 101 386 48 plf 14 D+S 137 204 44 plf 1.15 Maximum Down 140 386 58 plf 15 D+Su 190 207 72 plf 1.15 Lateral Pressure 16.3 3.75 16.3 psf _ 16 D+0.75(L+Lr) 113 333 37 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 101 334 37 plf 1.15 18 D+0.75(L+Su) 140 336 58 plf 1.15 19 D+0.75(L+S+Wp) 101 386 48 plf 1.60 20 0.6D+Wn -311 0 -61 plf 1.60 Governing Uniform Loads at Walls:(Vertical only) Sidewall. Matewalk(load each side of mateline) Endwall: Uplift Load= -311 plf(0.6D+Wn) Uplift Load= 0 pif(0.6D+Wn) Uplift Load= -61 plf(0.60+Wn) Dead Load= 44 plf(D) Dead Load= 192 plf(D) Dead Load= 15 plf(D) Live Load= 146 pif(Su) Live Load= 193 plf(0.75(L+S+Wp)) Live Load= 57 plf(Su) Total Load= 190 pif(D+Su) Total Load= 386 plf(D+0.75(L+S+Wp)) Total Load= 72 plf(D+Su) NDS Design Load'= 190 plf(D+Su) NDS Design Load'= 369 plf(D+L) NDS Design Load'= 72 plf(D+Su) NDS LDF= 1.15 NDS LDF= 1.00 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. 1.12 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 5/14/2022 10:34 AM 2nd of 2 Pagel of 2 Allowable Stress Design(ASD) Load Combinations Supporting 1 Floor,Roof and Ceiling Only-End Zone Wind Loads Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: A17578-NY Salt Box Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 142 in. One Floor,Loft,Roof&Ceiling Only Max.Joist Spacing,s= 16 in.oc 142-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 105 mph(Exp CIEnd Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psf 25 psf Ground Snow,12 and 4.1/12 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 pit Wall Dead Load(Dw)= 40 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 143 291 62 pit 0.90 Load Combination Sidewall Matewall Endwall 2 S 93 12 29 plf 1.15 1 D 143 291 62 pit -_ 3 S� 146 15 57 plf 1.15 2 D+Wp 143 n/a -33 pit 4 Lr 110 11 30 pit 1.25 Maximum Down 143 291 62 plf 5 L 219 414 27 pit 1.00 Lateral Pressure 21.8 5.0 21.8 lost y 6 Wp 0 69 15 plf 1.60 NDSLDF= 1.6 7 Wn -337 -18 -70 pit 1.60 8 0.75(L+Lr) 247 319 42 pit 1.25 Maximum Axial Load Case: 9 0.75(L+S) 234 320 42 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 274 322 63 pit 1.15 1 D+0.75(L+Lr) 390 610 104 pit 11 0.75(L+S+Wp) 234 371 53 plf 1.60 2 D+0.75(L+S) 377 611 103 plf 12 D+L 362 705 88 pit 1.00 3 D+0.75(L+Su) 417 613 124 plf 13 D+Lr 253 302 91 pit 1.25 4 D+0.75(L+S+Wp) 377 662 115 pit _ - 14 D+S 236 303 91 pit 1.15 Maximum Down 417 662 124 pit 15 D+Su 289 306 119 plf 1.15 Lateral Pressure 16.3 3.75 16.3 psf 16 D+0.75(L+Lr) 390 610 104 pit 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 377 611 103 pit 1.15 Above Ground Floor Load Only(at mateline): 18 D+0.75(L+Su) 417 613 124 pit 1.15 Dead Load= 59 plf(D) 19 D+0.75(L+S+Wp) 377 662 115 plf 1.60 Live Load= 237 pit(L) 20 0.6D+Wn -251 0 -33 pit 1.60 Total Load= 296 pit(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewall:(load each side of mateline) Endwall: j Uplift Load= -251 pit(0.6D+Wn) Uplift Load= 0 pit(0.6D+Wn) Uplift Load= -33 plf(0.6D+Wn) Dead Load= 143 pit(D) Dead Load= 291 plf(D) Dead Load= 62 plf(D) Live Load= 274 pit(0.75(L+Su)) Live Load= 414 plf(L) Live Load= 63 plf(0.75(L+Su)) Total Load= 417 pit(D+0.75(L+Su)) Total Load= 705 plf(D+L) Total Load= 124 plf(D+0.75(L+Su)) NDS Design Load'= 417 pit(D+0.75(L+Su)) NDS Design Load'= 705 plf(D+L) NDS Design Load'= 124 pff(D+0.75(L+Su)) NDS LDF= 1.15 NDS LDF= 1.00 NDS LDF= 1.15 Notes: i 1. Load combination which produces the worst effect considering NDS load duration factors. 2. Mateline members designed for unbalanced loads at this level. 1.13 i f 16.2102 Vertical Load Cases ASD 2 Story 2008-06-26 5/14/2022 10:34 AM 1 st of 2 Page 2 of 2 Allowable Stress Design(ASD)Load Combinations Supporting 2 Floors,Roof and Ceiling Only-End Zone Wind Loads j Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: A17578-NY Salt BOX Location: IBC SDC C Unit Geometry: Unit Wdith(B)= 142 in. Two Floors,Roof,Loft,&Ceiling Only Max.Joist Spacing,s= 16 in.oc 142-in.Unit Width Ground Floor Loads: Above Ground Floor Loads: 105 mph(Exp C/End Zone) Floor Live Load(L)= 40 psf Floor Live Load(L)= 40 psf 25 psf Ground Snow,12 and 4.1/12 Pitch Floor Dead Load(D)= 10 psf Floor Dead Load(D)= 10 psf Wall Dead Load(Dw)= 45 pit Wall Dead Load(Dw)= 40 plf Vertical Load Cases: Combined Lateral&Vertical: Load Combination Sidewall Matewall Endwall' NDS LDF Maximum Bending Case: 1 D 247 395 113 plf 0.90 Load Combination Sidewall Matewall Endwall 2 S 93 12 29 plf 1.15 1 D 247 395 113 pit 3 Su 146 15 57 plf 1.15 2 D+Wp 247 n/a 129 plf 4 Lr 110 11 30 pit 1.25 Maximum Down 247 395 129 plf -' 5 L 455 651 53 plf 1.00 Lateral Pressure 21.8 5.0 21.8 psf 6 Wp 0 69 15 pit 1.60 NDS LDF= 1.6 7 Wn -337 -18 -70 pit 1.60 8 0.75(L+Lr) 424 496 62 pit 1.25 Maximum Axial Load Case: 9 0.75(L+S) 412 497 62 pit 1.15 Load Combination Sidewall Matewall Endwall 10 0.75(L+Su) 451 499 83 pit 1.15 1 D+0.75(L+Lr) 672 891 176 pit 11 0.75(L+S+Wp) 412 548 73 plf 1.60 2 D+0.75(L+S) 659 892 175 plf 12 D+L 703 1046 167 pit 1.00 3 D+0.75(L+Su) 698 895 196 pit 13 D+Lr 358 406 143 plf 1.25 4 D+0.75(L+S+Wp) 659 944 186 plf 14 D+S 341 408 142 plf 1.15 Maximum Down 698 944 196 plf 15 D+Su 393 411 170 pit 1.15 Lateral Pressure 16.3 3.75 16.3 psf 16 D+0.75(L+Lr) 672 891 176 plf 1.25 NDS LDF= 1.6 17 D+0.75(L+S) 659 892 175 plf 1.15 Ground Floor Load Only:(at mateline) 18 D+0.75(L+Su) 698 895 196 plf 1.15 Dead Load= 59 plf(D) 19 D+0.75(L+S+Wp) 659 944 186 pit 1.60 Live Load= 237 plf(L) 20 0.6D+Wn -189 0 -2 plf 1.60 Total Load= 296 plf(D+L) Governing Uniform Loads at Walls:(Vertical only) Sidewall: Matewalh.(load each side of mateline) Endwall: Uplift Load= -189 pif(0.6D+Wn) Uplift Load= 0 pit(0.6D+Wn). Uplift Load= -2 pit(0.6D+Wn) Dead Load= 247 plf(D) Dead Load= 395 pit(D) Dead Load= 113 plf(D) Live Load= 455 plf(L) Live Load= 651 plf(L) Live Load= 83 plf(0.75(L+Su)) Total Load= 703 plf(D+L) Total Load= 1046 pit(D+L) Total Load= 196 pff(D+0.75(L+Su)) NDS Design Load'= 703 pit(D+L) NDS Design Load'= 1046 plf(D+L) NDS Design Load'= 196 plf(D+0.75(L+Su)) NDS LDF= 1.00 NDS LDF= 1.00 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. _-_J 1.14 i 23.1121 Cape,2 Box,Unequal Units 2008-08-05 5/20/2022 3:13 AM Typical Page 1 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes,Inc. -J Job Number: AHI032522-24 _ Description: 25 psf Ground Snow,165-in.Unit width,7/12 pitch Cape Truss,16-in.oc 135 mph,exposure C,End Zone pressures `I O 2 25 2 20 3 7y 212 19 I �I __ 18 3 i 15 1 2 3 4 5 6 9 10 11 12 1 14 37 Truss Geometry: Design Parameters: _- Overall Width,B= 322.0 Spacing: 16.0 in.oc Larger Unit Width,Bu= 165 in. Wind Zone: End Pitch,S= 7/12 BC Exposed to Wind: No Left KN Width,BKw= 48.0 in.(from center to edge) Rigid Collar Tie: No Left Flip Length= 31.1 in.(along member) Right KN Width,BKw= 48.0 in.(from center to edge) Gusset Plate Dimensions: Right Flip Length= 31.1 in.(along member) Width= 15.0 in. CT Height,HcT= 74.1 in.(clear height) Heel Height= 11.9 in. Truss Inset,I= 1.50 in.(from outside of sidewall) Overhang= 10.0 in. Truss Design Loads: --' Windward Top-Chord Leeward Top-Chord Snow Load,S= 19.3 psf Snow Load,S= 19.3 psf -1 Unbalanced Snow,Su= 5.8 psf Unbalanced Snow,Su= 36.9 psf(Ridge) j Roof Live Load,Lr= 17.0 psf 19.3 psf(Eave) Dead Load,D= 15.0 psf Surcharge Distance= 56.1 in. Roof Live Load,Lr= 17.0 psf Dead Load,D= 15.0 psf Transverse Wind.(MWFRS) Horizontal,WT= 18.0 psf Vertical,WT= 10.1 psf Vertical,WT= -16.0 psf Overhang,WT= -11.9 psf Overhang,WT= -16.0 psf j BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind:(MWFRS) Vertical,WL= -28.1 psf Vertical,WL= -28.1 psf i Overhang,WL= -42.1 psf Overhang,WL= -42.1 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= -46.3 psf Positive Wind Load,WP= 13.8 psf Overhang,WT= -90.0 psf j Bottom Chord: Construction Load,C= 10 psf Btwn Knee Wall Live,L= 20 psf -__ Outside Knee Wall Live,L= 20 psf JDead Load,D= 10 psf 2.1 23.1121 Cape,2 Box,Unequal Units 2008-08-05 5/20/2022 3:13 AM Typical Page 2 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 25 psf Ground Snow,165-in.Unit width,7/12 pitch Cape Truss,16-in.oc 135 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 7.25 #2 SPF Full 0.41 0.46 OK Top Chord 1 1.5 7.25 #2 SPF Full 0.37 0.53 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.08 0.02 OK Collar Tie 1 1.5 3.5 #2 SPF 1/2 0.17 0.57 OK Flip 1 1.5 3.5 #2 SPF Full 0.13 0.34 OK Correction Factors Tabulated Material Properties Member C, CR CFI Fb F, F. F Fcl E Em;n Bottom Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Knee Wall 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 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 I Reactions: Truss Spacing= 16.0 in.oc Matewall Sidewall Left Right Matewall Component Reactions (Ibf) (Ibf) (Ibf) Sidewall Left Right Dead,D 494 35 27 Overall Maximum Reactions (Ibf) (Ibf) (Ibf) Snow,S 354 12 13 Downward,R 1106 208 122 Unbalanced Snow,Su 359 94 96 Upward(C&C),U -571 -69 -181 Roof Live,Lr 362 12 13 Upward(MWFRS),U -230 -46 -181 Live,L 349 48 30 Positive Wind,Wp 114 66 71 Negative Wind,Wn -527 -67 -197 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment j Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Gusset Plate-to-Bottom Chord(in-plant) 338 401 804 1001 3115 Gusset Plate-to-top Chord(on-site) 338 401 804 Top Chord-to-Bottom Chord -- 1001 Flip-to-Top Chord 61 62 135 156 Flip-to-Ridge 61 71 85 97 Knee Wall-to-TC or BC 284 128 195 Collar Tie-to-Top Chord 0 417 652 840 0 BC-to-BC Across Mateline 179 723 179 287 _I 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. 2.2 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 5/20/2022 3:12 AM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes, Inc. 165-in.Unit width Job Number: AH1032522-24 135 mph(Exp C/End Zone) i Truss ID: 25 psf Ground Snow,7/12 Pitch r Unit Geometry: Truss Parameters: Unit Width(B)= 165 in. TC Slope= 7/12 Overhang(BoH)= 12.0 in. TC Depth= 7.25 in. Roof Pitch= 7/12 BC Depth= 7.25 in. -_� CT Depth= 3.5 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 19.3 psf Ground Snow Load(Pg)= 25 Ibf - . Unbalanced Snow(S)= 36.9 psf Max.Sidewall Reaction= 1106 Ibf Max.Sidewall Net Uplift= 230 Ibf Total Mateline Reaction= 330 Ibf Total Mateline Net Uplift= -227 Ibf Truss Spacing= 16 in.oc —i Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 0 417 652 n/a 0 0.131"x 3"Face Nail 8 0.148"x 3"Face Nail 7 0.162"x 3"Face Nail 6 -- + • • F, F,= 652 Ibf • • M= 0 in.-Ibf Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 1r n/a 284 128 195 n/a 0.131"x 3"Toe Nail 7 #8x4"Toe Screw 3 • #10x4"Toe Screw 2 • F,= 284 Ibf i Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI u: n/a 284 128 195 n/a (1)Simpson H8 0.56 (1)Simpson H2A or H2.5A 0.57 (1)Simpson H3 0.98 I F,= 284 Ibf �I I 2.3 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 5/20/2022 3:12 AM Cape Truss Page 2 of 3 On-Site Truss Connections -—? Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value f 338 401 804 1001 3115 7/16"x1.5"x16 Ga.Staple 1f¢� F,= 525 Ibf Row Spacing(in.oc) 2 M= 3115 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 3 Edge Distance= 1.50 in. Qty Columns 7 •� A= 168 in. Total Fasteners 21 • • • + J= 3248 in° CSI 0.87 + • + + d= 6.3 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 338 401 804 n/a n/a 0.131"x 3"Face Nail 7 0.148"x 3"Face Nail 6 - • • + � 0.162"x 3"Face Nail 5 • • F,= 525 Ibf 7/16"x2.5"x15 Ga.Staple 11 7/16"x1.5"x16 Ga.Staple 13 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment _ (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Fastener Quantity r 61 62 135 156 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 I 0.162"x 3"End Nail 3 F,= 61 Ibf 7/16"x2.5"x15 Ga.Staple 3 _ Rail to Rail(shear) Shear Tension Comp. Bearing Moment / (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Fastener Quantity 61 62 135 156 n/a 0.131"x 3"End Nail 3 ! 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 61 Ibf 7/16"x2.5"x15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 61 62 135 156 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End " Simpson CS22,(1)0.14B"xT Nails Each End 26ga Strap,(4)0.131"x2.5"Nails Each End F,= 62 Ibf 2.4 l l 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 5/20/2022 3:12 AM '1 Cape Truss Page 3 of 3 -- On-Site Truss Connections i -, Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity _ 61 71 85 97 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 F,= 61 Ibf Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 61 71 85 97 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End Simpson CS22,(1)0.148"x3"Nails Each End 26ga Strap,(4)0.131"x2.5"Nails Each End F,= 71 Ibf Bottom Chord to Bottom Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 179 723 179 287 n/a 0.131"x3"Nail 7 per side 7/16"x2.5"x15 Ga.Staple 10 per side �I I FF I -FI F1 " - F; 7/16"x1.5"x16 Ga.Staple 11 per side F,= 723 Ibf OR II Simpson CS22,(7)0.131"x2.5"Nails Each End 2.5 23.1121 Cape,2 Box,Unequal Units 2008-08-05-(cantilever) 5/20/2022 3:19 AM Typical Page 1 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 25 psf Ground Snow,165-in.Unit width,7/12 pitch Cape Truss,16-in.oc 135 mph,exposure C,End Zone pressures 0 2 25 2 21 2 - 20 3 19 is 3 15 1 3 4 5 6 9 10 11 12 1 14 37 Truss Geometry: Design Parameters: Overall Width,B= 322.0 Spacing: 16.0 in.oc Larger Unit Width,Bu= 165 in. Wind Zone: End Pitch,S= 7/12 BC Exposed to Wind: No Left KN Width,BKw= 48.0 in.(from center to edge) Rigid Collar Tie: No Left Flip Length= 31.1 in.(along member) Right KN Width,BKw= 48.0 in.(from center to edge) Gusset Plate Dimensions: Right Flip Length= 31.1 in.(along member) Width= 15.0 in. CT Height,HcT= 74.1 in.(clear height) Heel Height= 11.9 in. Truss Inset,I= 1.50 in.(from outside of sidewall) Overhang= 10.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Snow Load,S= 19.3 psf Snow Load,S= 19.3 psf - Unbalanced Snow,Su= 5.8 psf Unbalanced Snow,Su= 36.9 psf(Ridge) Roof Live Load,Lr= 17.0 psf 19.3 psf(Eave) Dead Load,D= 15.0 psf Surcharge Distance= 56.1 in. Roof Live Load,Lr= 17.0 psf Dead Load,D= 15.0 psf Transverse Wind:(MWFRS) - Horizontal,WT= 18.0 psf Vertical,WT= 10.1 psf Vertical,WT= -16.0 psf Overhang,WT= -11.9 psf Overhang,WT= -16.0 psf BC Wind Uplift,WT= 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 psf(if exposed) Longitudinal Wind.(MWFRS) Vertical,WL= -28.1 psf Vertical,WL= -28.1 psf Overhang,WL= -42.1 psf Overhang,WL= -42.1 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= -46.3 psf Positive Wind Load,WP= 13.8 psf Overhang,WT= -90.0 psf Bottom Chord: Construction Load,C= 10 psf Btwn Knee Wall Live,L= 20 psf Outside Knee Wall Live,L= 20 psf Dead Load,D= 10 psf i 2.6 J' 23.1121 Cape,2 Box,Unequal Units 2008-08-05-(cantilever) 5/20/2022 3:19 AM Typical Page 2 of 2 Cape Truss Design (asymmetric cape:unequal unit width,knee wall and flip) Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 25 psf Ground Snow,165-in.Unit width,7/12 pitch Cape Truss,16-in.oc 135 mph,exposure C,End Zone pressures -- Member Sizes/Properties: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 7.25 #2 SPF Full 0.50 0.38 OK Top Chord 1 1.5 7.25 #2 SPF Full 0.34 0.39 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.07 0.02 OK Collar Tie 1 1.5 3.5 #2 SPF 1/2 0.16 0.57 OK I Flip 1 1.5 3.5 #2 SPF Full 0.13 0.33 OK Correction Factors Tabulated Material Properties Member Ca, CR CFI Fb F, Fc F" Foi E Emin _ Bottom Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 } Knee Wall 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 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Matewall Sidewall Left Right Matewall Component Reactions (Ibf) (Ibf) (Ibf) Sidewall Left Right Dead,D 500 28 44 Overall Maximum Reactions (Ibf) (Ibf) (Ibf) Snow,S 359 7 25 Downward,R 1124 188 155 Unbalanced Snow,Su 366 87 106 Upward(C&C),U -571 -69 -180 Roof Live,Lr 367 7 25 Upward(MWFRS),U -224 -45 -180 Live,L 354 43 43 Positive Wind,Wp 120 61 66 Negative Wind,Wn -524 -61 -207 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Gusset Plate-to-Bottom Chord(in-plant) 327 399 766 943 2916 Gusset Plate-to-top Chord(on-site) 327 399 766 Top Chord-to-Bottom Chord 943 I Flip-to-Top Chord 61 62 135 156 Flip-to-Ridge 61 71 85 97 Knee Wall-to-TC or BC 252 142 185 Collar Tie-to-Top Chord 0 396 593 772 0 BC-to-BC Across Mateline 196 664 158 253 i 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. 2.7 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 5/20/2022 3:18 AM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes,Inc. 165-in.Unit Width Job Number: AH1032522-24 135 mph(Exp C/End Zone) Truss ID: 25 psf Ground Snow,7112 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 165 in. TC Slope= 7/12 Overhang(BoH)= 12.0 in. TC Depth= 7.25 in. Roof Pitch= 7/12 BC Depth= 7.25 in. CT Depth= 3.5 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 19.3 psf Ground Snow Load(Pg)= 25 Ibf Unbalanced Snow(S)= 36.9 psf Max.Sidewall Reaction= 1124 Ibf Max.Sidewall Net Uplift= -571 Ibf Total Mateline Reaction= 343 Ibf Total Mateline Net Uplift= -249 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 0 396 593 n/a 0 0.131"x 3"Face Nail 8 0.148"x 3"Face Nail 6 0.162"x 3"Face Nail 5 • • • F F,= 593 Ibf • • • M= 0 in.-Ibf Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity n/a 252 142 185 n/a 0.131"x 3"Toe Nail 6 #8x4"Toe Screw 2 #1 Ox4"Toe Screw 2 • F,= 252 Ibf Oil Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI n/a 252 142 185 n/a (1)Simpson H8 0.49 (1)Simpson H2A or H2.5A 0.51 (1)Simpson H3 0.87 F,= 252 Ibf 2.8 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 5/20/2022 3:18 AM Cape Truss Page 2 of 3 - - On-Site Truss Connections i Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 327 399 766 943 2916 7/16"x1.5"x16 Ga.Staple F,= 516 Ibf Row Spacing(in.oc) 2 M= 2916 in.Ibf Column Spacing(in.oc) 2 Gusset Width= 15.0 in. Qty Rows 3 Edge Distance= 1.50 in. Qty Columns 7 • • • • A= 168 in. Total Fasteners 21 • • • • J= 3248 in.' CSI 0.83 • • • • d= 6.3 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 327 399 766 n/a n/a 0.131"x 3"Face Nail 7 t! 0.148"x 3"Face Nail 6 • • �- 0.162"x 3"Face Nail 5 • •f,; F,= 516 Ibf 7/16"x2.5"x15 Ga.Staple 11 — 7/16"x1.5"x16 Ga.Staple 13 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment --' (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 61 62 135 156 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 61 Ibf 7/1 6"x2.5"x 15 Ga.Staple 3 5 Rail to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-(bf) Fastener Quantity 61 62 135 156 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 61 Ibf 7/16"x2.5"x15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector F F` 61 62 135 156 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End �\ Simpson CS22,(1)0.148"0"Nails Each End 26ga Strap,(4)0.131"x2.5"Nails Each End F,= 62 Ibf �l A 2.9 23.1002 On-Site Truss Connections Built Trusses 2008-03-17 5/20/2022 3:18 AM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 61 71 85 97 n/a 0.131"x 3"Toe or End Nail 3 0.148"x 3"Toe or End Nail 3 0.162"x 3"Toe or End Nail 3 F,= 61 Ibf �t Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 61 71 85 97 n/a Simpson CS22,(1)0.131"x2.5"Nails Each End Simpson CS22,(1)0.148"x3"Nails Each End 26ga Strap,(4)0.131"x2.5"Nails Each End / F,= 71 Ibf Bottom Chord to Bottom Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 196 664 158 253 n/a 0.131"x3"Nail 7 per side 7/16"x2.5"x15 Ga.Staple 9 per side 7/16"x1.5"x16 Ga.Staple 10 per side F,= 664 Ibf OR i I Simpson CS22,(7)0.131"x2.5"Nails Each End 2.10 i 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05 5/14/2022 10:30 AM Typical Page 1 of 2 Salt Box Truss Design Client: Apex Homes,Inc. Job Number: AHI032522-24 Description: 25 psf Ground Snow,142-in.Unit width,12/12 pitch Cape Truss,16-in.oc 105 mph,exposure C,End Zone pressures 0 27 28 2 3 31 26 32 i 25 33 34 23 10 11 12 131 3B 22 21 - 20 1641213 4 5 6 7 -- Truss Geometry: Design Parameters: Unit Width= 142 in. Spacing: 16.0 in.oc Pitch,S= 12/12(max.) Wind Zone: End 4.125/12(min.) BC Exposed to Wind: No Left KN Width,BKw= 72.0 in.(from center to edge) Rigid Collar Tie: Yes Left Flip Length= 49.8 in.(along member) CT Height,HCT= 97.5 in.(clear height) Gusset Plate Dimensions: Truss Inset,I= 1.50 in.(from outside of sidewall) Width= 15.0 in. Overhang= 10.0 in. Heel Height= 14.3 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Pitch= 12 4.125 Pitch= 12 4.125 Snow Load,S= 19.3 19.3 psf Snow Load,S= 19.3 19.3 psf Unbalanced Snow,Su= 4.4 5.8 psf Unbalanced Snow,Su= 37.9 32.8 psf(Ridge) -- Roof Live Load,Lr= 12.0 19.9 psf 14.8 19.3 psf(Eave) Dead Load,D= 10.0 10.0 psf Surcharge Distance= 42.8 73.1 in. Roof Live Load,Lr= 12.0 19.9 psf Dead Load,D= 10.0 10.0 psf Transverse Wind.(MWFRS) Horizontal,WT= 18.0 0.0 psf Vertical,WT= 10.1 -28.2 psf Vertical,WT= -16.0 -19.4 psf Overhang,WT= -9.5 -41.9 psf Overhang,WT= -16.0 -19.4 psf BC Wind Uplift,WT= 0.0 0.0 psf(if exposed) BC Wind Uplift,WT= 0.0 0.0 psf(if exposed) Longitudinal Wind:(MWFRS) Vertical,W L= -28.2 -28.2 psf Vertical,W L= -28.2 -28.2 psf Overhang,W L= -37.9 -37.9 psf Overhang,W L= -37.9 -37.9 psf BC Wind Uplift,WL= 0.0 0.0 psf(if exposed) BC Wind Uplift,WL= 0.0 0.0 psf(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -50.5 -58.1 psf Positive Wind Load,WP= 18.3 13.8 psf Overhang,WT= -90.2 -105.9 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 2.11 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05 5/14/2022 10:30 AM Typical Page 2 of 2 Salt Box Truss Design Client:Apex Homes,Inc. Job Number: AH1032522-24 Description: 25 psf Ground Snow,142-in.Unit width,12/12 pitch Cape Truss,16-in.oc 105 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CS] Member QTY b d Grade Species Bracing Stress Deflection Result Bottom Chord 1 1.5 9.25 #2 SPF Full 0.21 0.15 OK Left Top Chord 1 1.5 7.25 #2 SPF Full 0.24 0.23 OK Right Top Chord 1 1.5 9.25 #2 SPF Full 0.31 0.18 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.02 0.00 OK Collar Tie 1 1.5 7.25 #2 SPF Full 0.40 0.08 OK Flip 1 1.5 3.5 #2 SPF Full 0.25 0.10 OK Correction Factors Tabulated Material Properties Member C, CF, CFI Fy F, F. F, Fol E Em;,, Bottom Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Left Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Left Top Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Sidewall Matewall Bottom Top Bottom Top Overall Maximum Reactions (Ibf) (Ibf) (Ibf) (Ibf) Downward,R 275 253 56 900 Upward(C&C),U -132 -414 -74 -1248 Upward(MWFRS),U -132 -414 -17 -410 Sidewall Matewall Bottom Top Bottom Top Component Reactions (Ibf) (Ibf) (Ibf) (Ibf) Dead,D 91 59 12 256 Snow,S 124 125 16 385 Unbalanced Snow,Su 95 195 13 354 Roof Live,Lr 110 147 14 370 Live,L 121 -24 6 79 Positive Wind,Wp -102 0 27 0 Negative Wind,Wn -187 -449 -24 -564 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Cape Gusset Plate-to-Bottom Chord(in-plant) 310 249 213 306 3166 Cape Gusset Plate-to-top Chord(on-site) 310 249 213 306 Cape Flip-to-Top Chord 80 430 466 745 Cape Knee Wall-to-TC or BC 61 26 30 Flip-to-Ridge 80 469 451 722 Collar Tie-to-Top Chord 120 133 167 268 466 Shed Top Chord-to-Ridge 232 326 357 571 Shed Top Chord-to-Bottom Chord 3776 473 317 482 466 Ridge Support Column 711 536 858 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. 2.12 23.1002 On-Site Truss Connections Built Trusses 2008-03-17(9) 5/22/2022 5:06 AM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes, Inc. 142-in.Unit Width Job Number: AH1032522-24 105 mph(Exp C/End Zone) Truss ID: 25 psf Ground Snow,4.1 to 12/12 Pitch i I Unit Geometry: Truss Parameters: Unit Width(B)= 142 in. TC Slope= 12/12 Overhang(BcH)= 10.0 in. TC Depth= 7.25 in. Roof Pitch= 12/12 BC Depth= 9.25 in. CT Depth= 7.25 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 19.3 psf Ground Snow Load(Pg)= 25 Ibf Unbalanced Snow(S)= 37.9 psf Max.Sidewall Reaction= 275 Ibf Max.Sidewall Net Uplift= 414 Ibf Total Mateline Reaction= 1196 Ibf Total Mateline Net Uplift= 410 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment I (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 120 133 167 n/a 466 0.131"x 3"Face Nail 3 0.148"x 3"Face Nail 3 0.162"x 3"Face Nail 3 • • • Ft= 206 Ibf • • • F' M= 466 in.-Ibf -- W/80%Adhesive Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity n/a 61 26 30 n/a 0.131"x 3"Toe Nail 3 #8x4"Toe Screw 2 / #10x4"Toe Screw 2 � '',• /' Ft= 61 Ibf Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (inAbf) Fastener CSI p L n/a 61 26 30 n/a (1)Simpson 112A or H2.5A 0.12 (1)Simpson 112A or H2.5A 0.12 (1)Simpson H3 0.21 I Ft= 61 Ibf A i s 2.13 23.1002 On-Site Truss Connections Built Trusses 2008-03-17(9) 5/22/2022 5:06 AM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Plywood Gusset to Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Parameter Value 310 249 213 306 3166 7/16"x1.5"x16 Ga.Staple F,= 398 Ibf Row Spacing(in.oc) 3 M= 3166 in.Ibf Column Spacing(in.oc) 3 Gusset Width= 15.0 in. Qty Rows 3 Edge Distance= 1.50 in. Qty Columns 5 • • A= 270 in. Total Fasteners 15 • • • J= 6885 in.' CSI 0.97 • • d= 6.7 in. Gusset both sides w/80%Adhesive Plywood Gusset to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 310 249 213 n/a n/a 0.131"x 3"Face Nail 5 0.148"x 3"Face Nail 4 • 0.162"x 3"Face Nail 4 • • F,= 398 Ibf 7/16"x2.5"x15 Ga.Staple 9 -�"- 7/16"x1.5"x16 Ga.Staple 10 3/4"thru bolt 1 Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment /// (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 80 430 466 745 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 80 Ibf 7/16"x2.5"x15 Ga.Staple 3 Rail to Rail(shear) Shear Tension Comp. Bearing Moment / (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 80 430 466 745 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 80 Ibf 7/16"x2.5"x15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 80 430 466 745 n/a Simpson CS22,(5)0.131"x2.5"Nails Each End Simpson CS22,(4)0.148"x3"Nails Each End f F,= 430 Ibf I 2.14 23.1002 On-Site Truss Connections Built Trusses 2008-03-17(9) 5/22/2022 5:06 AM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 232 469 451 722 n/a 0.131"x 3"Toe or End Nail 5 0.148"x 3"Toe or End Nail 4 0.162"x 3"Toe or End Nail 3 F,= 232 Ibf I Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 232 469 451 722 n/a Simpson CS22,(5)0.131"x2.5"Nails Each End Simpson CS22,(4)0.148"x3"Nails Each End F,= 469 Ibf i i I i 1 i 2.15 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05 5/14/2022 10:21 AM Typical Salt Box Truss Design Page 1 of 2 Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 25 psi Ground Snow,142-in.Unit width,12/12 pitch Cape Truss,16-in.oc 105 mph,exposure C,End Zone pressures 0 13 14 15 16 17 12 16 11 19 20 10 21 3 4 5 6 7 23 24 Truss Geometry: Design Parameters: Unit Width= 142 in. Spacing: 16.0 in.oc Pitch,S= 12/12(max.) Wind Zone: End 4.125/12(min.) BC Exposed to Wind: No Rigid Collar Tie: Yes Left Flip Length= 49.8 in.(along member) CT Height,HCT= 97.5 in.(clear height) Truss Inset,I= 1.50 in.(from outside of sidewall) Overhang= 10.0 in. Truss Design Loads: Windward Top-Chord Leeward Top-Chord Pitch= 12 4.125 Pitch= 12 4.125 Snow Load,S= 19.3 19.3 psi Snow Load,S= 19.3 19.3 psi Unbalanced Snow,Su= 4.4 5.8 psi Unbalanced Snow,Su= 37.9 32.8 psi(Ridge) Roof Live Load,Lr= 12.0 19.9 psi 14.8 19.3 psi(Eave) Dead Load,D= 10.0 10.0 psi Surcharge Distance= 42.8 73.1 in. Roof Live Load,Lr= 12.0 19.9 psi Dead Load,D= 10.0 10.0 psi Transverse Wind:(MWFRS) Horizontal,WT= 18.0 0.0 psi Vertical,WT= 10.1 -28.2 psi Vertical,WT= -16.0 -19.4 psi Overhang,WT= -9.5 -41.9 psi Overhang,WT= -16.0 -19.4 psi BC Wind Uplift,WT= 0.0 0.0 psi(if exposed) BC Wind Uplift,WT= 0.0 0.0 psi(if exposed) Longitudinal Wind:(MWFRS) Vertical,W L= -28.2 -28.2 psi Vertical,W L= -28.2 -28.2 psi Overhang,WL= -37.9 -37.9 psi Overhang,WL= -37.9 -37.9 psi BC Wind Uplift,WL= 0.0 0.0 psi(if exposed) BC Wind Uplift,WL= 0.0 0.0 psi(if exposed) Components&Cladding Wind: Negative Wind Load,WN= -50.5 -58.1 psi Positive Wind Load,WP= 18.3 13.8 psi Overhang,WT= -90.2 -105.9 psi Bottom Chord: Construction Load,C= 10 psi Btwn Knee Wall Live,L= 0 psi Outside Knee Wall Live,L= 20 psi Dead Load,D= 0 psi 2.16 °y I, i f 23.1720 Saltbox,2 Box(Mixed Critera Req'd)2008-08-05 5/14/2022 10:21 AM Typical Page 2 of 2 Salt Box Truss Design -- Client: Apex Homes,Inc. Job Number: AHI032522-24 Description: 25 psf Ground Snow,142-in.Unit width,12/12 pitch Cape Truss,16-in.oc 105 mph,exposure C,End Zone pressures Member Sizes/Properties: Weak-Axis Element CSI Member QTY b d Grade Species Bracing Stress Deflection Result Left Top Chord 1 1.5 7.25 #2 SPF Full 0.14 0.02 OK Right Top Chord 1 1.5 9.25 #2 SPF Full 0.32 0.18 OK Knee Wall 1 1.5 3.5 #2 SPF 1/2 0.05 0.01 OK Collar Tie 1 1.5 7.25 #2 SPF Full 0.34 0.08 OK Flip 1 1.5 3.5 #2 SPF Full 0.27 0.17. OK Correction Factors Tabulated Material Properties Member CFb CR CFc Fb F, F. F F.l E Emm Left Top Chord 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Left Top Chord 1.1 1.1 1.00 875 450 1150 135 425 1400000 510000 Knee Wall 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Collar Tie 1.2 1.2 1.05 875 450 1150 135 425 1400000 510000 Flip 1.5 1.5 1.15 875 450 1150 135 425 1400000 510000 Reactions: Truss Spacing= 16.0 in.oc Matewall Sidewall Header Overall Maximum Reactions (Ibf) (Ibf) (Ibf) Downward,R 302 135 337 Upward(C&C),U -469 -133 -493 Upward(MWFRS),U -282 -50 -225 Matewall Sidewall Header Component Reactions (Ibf) (Ibf) (Ibf) Dead,D 101 37 122 Snow,S 175 49 204 Unbalanced Snow,Su 174 98 168 Roof Live,Lr 201 41 215 Live,L 0 0 0 Positive Wind,Wp 7 0 0 Negative Wind,Wn -343 -72 -298 Connection Forces: (all connection forces normalized to LDF=1.00) Shear Tension Comp. Bearing Moment Location (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Cape Flip-to-Top Chord 80 106 80 92 Flip-to-Ridge 80 121 24 38 -- Collar Tie-to-Top Chord 80 106 80 92 0 Shed Top Chord-to-Ridge 233 70 45 72 -- Shed Top Chord-to-Bottom Chord 35 89 14 22 403 Ridge Support Column -- 169 194 231 -- 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. 2.17 23.1002 On-Site Truss Connections Built Trusses 2008-03-17(9) 5/20/2022 3:35 AM Cape Truss Page 1 of 3 On-Site Truss Connections Client: Apex Homes, Inc. 142-in.Unit width Job Number: AH1032522-24 105 mph(Exp C/End Zone) Truss ID: 25 psf Ground Snow,4.1 to 12/12 Pitch Unit Geometry: Truss Parameters: Unit Width(B)= 142 in. TC Slope= 12/12 Overhang(BcH)= 10.0 in. TC Depth= 7.25 in. Roof Pitch= 12/12 CT Depth= 7.25 in. Species: SPF Roof Loads: Truss Rections: Snow Load(S)= 19.3 psf Ground Snow Load(Pg)= 25 Ibf Unbalanced Snow(S)= 37.9 psf Max.Sidewall Reaction= 302 Ibf Max.Sidewall Net Uplift= -282 Ibf Total Mateline Reaction= 337 Ibf Total Mateline Net Uplift= -225 Ibf Truss Spacing= 16 in.oc Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Collar Tie to Top Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 80 106 80 n/a 403 0.131"x 3"Face Nail 3 0.148"x 3"Face Nail 3 0.162"x 3"Face Nail 3 • • • F F,= 133 Ibf h • ' ' M= 403 in.-Ibf W/80%Adhesive Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity' n/a 169 194 231 n/a 0.131"x 3"Toe Nail 5 _ #8x4"Toe Screw 2 F� 194 Ibf #10x4"Toe Screw 2 = Knee Wall to Top or Bottom Chord Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener CSI u n/a 169 194 231 n/a (1)Simpson H8 0.33 (1)Simpson H2A or H2.5A 0.34 (1)Simpson H3 0.58 F,= 169 Ibf 2.18 i 23.1002 On-Site Truss Connections Built Trusses 2008-03-17(9) 5/20/2022 3:35 AM Cape Truss Page 2 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 80 106 80 92 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 yfff F,= 80 Ibf 7/16"x2.5"x15 Ga.Staple 3 Rail to Rail(shear) Shear Tension Comp. Bearing - Moment i (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 80 106 80 92 n/a 0.131"x 3"End Nail 3 0.148"x 3"End Nail 3 0.162"x 3"End Nail 3 F,= 80 Ibf 7/1 6"x2.5"x 15 Ga.Staple 3 Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 80 106 80 92 n/a Simpson CS22,(2)0.131"x2.5"Nails Each End Simpson CS22,(1)0.148"x3"Nails Each End F,= 106 Ibf f 2.19 i 23.1002 On-Site Truss Connections Built Trusses 2008-03-17(9) 5/20/2022 3:35 AM Cape Truss Page 3 of 3 On-Site Truss Connections Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Design Loads diameter or staple size) Spacing Flip to Rail&Top Chord to Rail(shear) Shear Tension Comp, Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Fastener Quantity 233 121 45 72 n/a 0.131"x 3"Toe or End Nail 5 0.148"x 3"Toe or End Nail 4 0.162"x 3"Toe or End Nail 3 F,= 233 Ibf Flip to Top Chord(tension) Shear Tension Comp. Bearing Moment (Ibf) (Ibf) (Ibf) (Ibf) (in.-Ibf) Connector 233 121 45 72 n/a Simpson CS22,(2)0.131"x2.5"Nails Each End Simpson CS22,(2)0.148"x3"Nails Each End F,= 121 Ibf 2.20 Cut truss header Timber Beam Analysis 5/22/2022 6:27 AM Dim Output Page 1 of 1 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: Cut Truss header Member Properties: Material Properties: Grade: #2 plies= 2 Tabulated Co CFb C, Allowable Species: SPF A= 21.8 in. Fb= 875 1.15 1.20 1.00 1208 psi b= 1.5 in. Ix= 95.3 in° F = 135 1.15 -- -- 155 psi d= 7.25 in. Sx= 26.3 in.' Fa= 425 -- -- 425 psi E= 1400000 1400000 psi ' Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 73.5 plf Full Length { DL 27.8 plf Full Length I W -9.9 plf Full Length - L Deflection Limit:L/240 L+0.51D Deflection Limit:L/180 Beam Diagram: f — Load Case 0'-0" 5'-0" DL+LL -253 -253 LL -184 -184 l W 25 Flexural S 25 Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 253 Ibs Effective Length Factor= 2.06 Vn= 2251 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.11 OK Slenderness Ratio,Rb= 10.31 Fb.= 1208 psi Minimum Bearing at Supports: FbE= 13182 psi FbE/Fb'= 10.9 Pu= 253 Ibs Stability Factor,CL= 1.00 Bearing Width,b= 3 in. ! Min.Length= 0.2 in. Mu= 3797 in.-Ibs Mn= 31576 in.-Ibs Deflection Limits: Mu/Mn= 0.12 OK LL Deflection:U 7743 OK LL+0.5DL Deflection:U 6514 OK Attach each cut truss rafter to(2)2x8 header with(3)0.131"x3"toe nails Attach end of header to girder truss with(1)LUS28-2 hanger Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. r- 2. Restraint against lateral moment and rotation must be provided at all support locations. i 2.21 23.0401 Design Floor,Roof,and Ceiling Joist 2009-06-15 5/22/2022 7:21 AM Roof Rafter Page 1 of 1 Roof Rafter Spans Worst Case for All Simple Rafters Client: Apex Homes,Inc. Job Number: AH1032522-24 135 mph(Exp C/End Zone) Description: 165-in.Unit Width 25 psf Ground Snow, Loadino Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 26.8 psf Slope Factor= 1.16 (applied to all wind pressures) Pressure(psf) Unbalanced Snow(S)= 36.9 psf Positive(Wp)= 11.7 psf(MWFRS) Pos Neg Min.Roof Live Load(Lr)= 17.0 psf Negative(Wn)= -32.6 psf(MWFRS) Zone 2 16.0 -40.6 TC Dead Load(DL)= 15 psf Zone 3 16.0 -53.6 Load Combination Assessment: Load Combination NDS LDF Load Combination NDS LDF _ D 15 psf 0.90 0.75(S+Wp) 29 psf 1.60 S 27 psf 1.15 D+Lr 32 psf 1.25 - S� 37 psf 1.15 D+S 42 psf 1.15 Lr 17 psf 1.25 D+Su 52 psf 1.15 Wp(MWFRS) 12 psf 1.60 D+0.75(S+Wp) 44 psf 1.60 Wn(MWFRS) -33 psf 1.60 0.6D+Wn -45 psf 1.60 Wp(C&C) 16 psf 1.60 D+Wp 31 psf 1.60 Wn(C&C) -54 psf 1.60 Governing Live Load: 45 psf(0.6D+Wn) Deflection Limits: Governing Total Load: 52 psf(D+Su) L Deflection Limit:L/240 NDS Design Load: 52 psf(D+Su) L+0.513 Deflection Limit:L/180 Load Duration Factor(Co): 1.15 Repetitive Member Factor(Cr)= 1.15 Roof Rafter Configurations: Tabulated Allowable b d Grade Species Spacing CFb Fb F� Fc.L E Fe F' j 1 1.5 5.5 #2 SPF 16 1.30 875 135 425 1400000 1504 155 2 1.5 7.25 #2 SPF 16 1.20 875 135 425 1400000 1389 155 3 1.5 9.25 #2 SPF 16 1.10 875 135 425 1400000 1273 155 4 5 Roof Rafter Configurations: Design Limit States Horizontal A S. I. Bending Shear AL AL.0.5D RrL' Rup' Maximum Span 2x6#2 SPF 16-in.oc 8.25 7.56 20.80 126 307 132 129 362 -269 125-in.(10-ft 5-in.) 2x8#2 SPF 16-in.oc 10.88 13.14 47.63 159 405 173 170 458 -340 159-in.(13-ft 3-in.) 2x10#2 SPF 16-in.oc 13.88 21.39 98.93 194 517 221 217 559 -416 194-in.(16-ft 2-in.) For 5.25/12 and 7/12 bumpout rafters: Attach to main building walls with(3)0.131"0"toe nails Attach to bumpout wall rim rail with(3)0.131"xY toe nails For Cricket Rafters: Attach to valley plate with(3)#8x3"toe screws Attach valley plate to each intersecting main truss with(3)#8x3"toe screws Attach to ridge board with (4)#8x3"toe screws 2.22 23.0407 Design Exterior Sheathing 2008-04-16 5/20/2022 2:25 PM Exterior Sheathing Page 1 of 2 Exterior Sheathing APA N375B �i Client:Apex Homes,Inc. Job Number:AH1032522-24 135 mph(Exp C/End Zone) Description:A17578-NY 25 psf Ground Snow,7112 Pitch Loading Conditions: Roof Loads: Wind Loads(Vertical-End Zone): C&C Snow Load(S)= 19.3 psf Positive(Wp)= 10.1 psf(MWFRS) Pressure(psf) Unbalanced Snow(S)= 36.9 psf Negative(Wn)_ -28.1 psf(MWFRS) Pos Neg OH Min.Roof Live Load(Lr)= 17.0 psf Overhang(WoH)_ -42.1 psf(MWFRS) Zone 1 24.3 -44.6 -63.0 TC Dead Load(DL)= 15 psf Zone 2 24.3 -49.1 -63.0 Sidewall Overhang= 12.0 in. Zone 3 24.3 -76.1 -90.0 - Endwall Overhang= 12.0 in. Zone 4 26.6 -28.8 n/a End Zone, a= 36.0 in. Zone 5 26.6 -35.6 n/a Load Combination Assessment: Load Combination NDS LDF Load Combination NDS LDF D 15 psf 0.90 0.75(S+Wp) 22 psf 1.60 S 19 psf 1.15 D+t_r 32 psf 1.25 S� 37 psf 1.15 D+S 34 psf 1.15 Lr 17 psf 1.25 D+Su 52 psf 1.15 Wp(MWFRS) 10 psf 1.60 D+0.75(S+Wp) 37 psf 1.60 Wn(MWFRS) -42 psf 1.60 Wp(C&C) 24 psf 1.60 Wn(C&C) -80 psf, 1.60 Governing Live Load: 80 psf(Wn(C&C)) Deflection Limits: -t Governing Total Load: 80 psf(Wn(C&C)) LL Deflection Limit:L/240 NDS Design Load: 80 psf(Wn(C&C)) TL Deflection Limit:L/180 Load Duration Factor(CD): 1.60 C&C Deflection Load Reduction: 0.7 Less than 16%Moisture in Service: Yes CMsveVh=1.00 Cc= 1.00 Minimum Panel Width: - 24.0 in. CMshnn-= 1.00 Cs=1.00 Roof Panel: Wall Panel: Panel Thickness: 7/16 in. Panel Thickness: 7/16 in. Span Rating:24/16 Span Rating:24/16 Panel Grade:Sheathing Panel Grade:Sheathing Panel Type:OSB Panel Type:OSB Truss/Rafter Spacing,s= 16.0 in.cc Stud Spacing,s= 16.0 in.cc Support Width,ws= 1.5 in. Support Width,ws= 1.5 in. SW= 0.25 SW= 0.25 Parallel Perp Parallel Perp Bending Stiffness,El(Ibf-in./ft) 78000 16120 Bending Stiffness,El(Ibf-in./ft) 78000 16120 Bending Strength,FbS(Ibf-in./ft) 384 115 Bending Strength,FbS(Ibf-in./ft) 384 115 Shear in the Plane,Fs(Ibf/ft) 190 105 Shear in the Plane,Fs(Ibf/ft) 190 105 Roof Panel Strength: Allowable Uniform Load(psf) Stress Ratio Overall Strength Axis Span Condition Bending Shear ALL ATL Bending Shear ALL ATL Result Single Span 230.4 503.2 131.1 174.8 0.35 0.16 0.61 0.45 OK -- Perpendicular to Supports Two-Span 230.4 402.5 315.7 421.0 0.35 0.20 0.25 0.19 OK Three-Span 288.0 419.3 247.9 330.5 0.28 0.19 0.32 0.24 OK Single Span 69.1 278.1 27.1 36.1 1.15 0.29 2.93 2.20 NG Parallel to Supports Two-Span 69.1 222.5 65.3 87.0 1.15 0.36 1.22 0.91 NG Three-Span 86.4 231.7 51.2 68.3 0.92 0.34 1.55 1.16 NG 3.1 23.0407 Design Exterior Sheathing 2008-04-16 5/20/2022 2:25 PM Exterior Sheathing Page 2 of 2 Exterior Sheathing(cont.) Securement to Framing Wall Panel Strength: Allowable Uniform Load(psf) Stress Ratio Overall Strength Axis Span Condition Bending Shear ALL ATL Bending Shear ALL ATL Result -I Single Span 230.4 503.2 91.8 0.15 0.07 0.27 OK Perpendicular to Supports Two-Span 230.4 402.5 221.0 0.15 0.09 0.11 OK Three-Span 288.0 419.3 173.5 0.12 0.08 0.14 OK Single Span 69.1 278.1 19.0 0.51 0.13 1.31 NG Parallel to Supports Two-Span 69.1 222.5 45.7 0.51 0.16 0.54 OK Three-Span 86.4 231.7 35.9 0.41 0.15 0.69 OK Roof Panel Attachment: Thickness= 0.4375 in. Dia. Length Zone 1 Zone 2 Zone 3 Roof Overall (in.) (in.) SG W Edge Field Edge Field OH Edge Field OH Edge Field OH - 0.092 2.25 0.42 42 6 8 6 7 6 6 4 4 6 4 4 0.113 2.25 0.42 52 6 10 6 9 7 6 6 5 6 6 5 0.131 2.50 0.42 68 6 12 6 12 9 6 8 6 6 8 6 0.148 3.00 0.42 96 6 12 6 12 12 6 11 9 6 11 9 16 Ga. 1.75 0.42 42 3 6 3 6 5 3 4 4 3 4 4 15 Ga. 1.75 0.42 48 3 6 3 6 6 3 5 4 3 5 4 Wall Panel Attachment: Thickness= 0.4375 in. Dia. Length Zone 4 Zone 5 Wall Overall (in.) (in.) SG W Edge Field Edge Field Edge Field 0.092 2.25 0.42 42 6 12 6 10 6 10 0.113 2.25 0.42 52 6 12 6 12 6 12 0.131 2.50 0.42 68 6 12 6 12 6 12 0.148 3.00 0.42 96 6 12 6 12 6 12 16 Ga. 1.75 0.42 42 4 8 4 8 4 8 15 Ga. 1.75 0.42 48 4 8 4 8 4 8 Notes 1 Weighted average of end/overhang pressures,based on typical spacing and overhang projection. 1 I 3.2 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM LVL Page 1 of 13 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Cape Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang Top Plate 135 mph(Exp C/End Zone) 25 psf Ground Snow,7/12 Pitch Provide Cade Minimum Cripple Framing X-O" _. MaximumHeight Connections Between Plys I I , i -f Header Jamb Studs 7116"Structural Sheathing(min.) (full height) Continuous From Bottom of Beam to Jack Studs Top of Wall Fastened at 6"oc edges/12"oc field Sill m -- v a Bottom Plate Limits of Use: Maximum Wall Height: 108-in. Minimum Sill Height: 18-in. Header Maximum Jack Studs Configuration i Span Each End (2)2x4#2 SPF On Edge 33-in.(2-ft 9-in.) 1 (2)2x6#2 SPF On Edge 49-in.(4-ft 1-in.) 1 (2)2x8#2 SPF On Edge 62-in.(5-ft 2-in.) 2 (2)2x10#2 SPF On Edge 74-in.(6-ft 2-1n.)* 2 (2)2x12#2 SPF On Edge 84-in.(7-ft 0-in.)* 2 (3) 1.5x3.5 LVL On Edge 56-in.(4-ft 8-in.) 1 (2) 1.5x5.5 LVL On Edge 76-in. (6-ft 4-in.) 1 (2) 1.5x7.25 LVL On Edge 93-in.(7-ft 9-in.)* 1 (2) 1.5x9.25 LVL On Edge 101-in.(8-ft 5-in.)* 2 (2) 1.5x11.25 LVL On Edge 108-in. (9-ft 0-in.)* 2 Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to - connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 4.1 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM LVL Page 2 of 13 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loading Conditions: Cape Loft,Roof&Ceiling Only Uniform Uplift(wuj= -168 pif (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(wog)= 375 pif (D) 135 mph(Exp C/End Zone) _ Uniform Live Load(wLL)= 469 plf (0.75(L+S+Wp)) 25 psf Ground Snow,7/12 Pitch NOS Design Load ADS)= 780 plf (D+0.75(L+Su)) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: -- Load Duration Factor(Co)= 1.15 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor A)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations(Downward Loading): Tabulated Allowable OTY3 b d Grade Species Orient. Cf. CFb Fb F� Fa 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 2 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1006 155 6 3 1.5 3.5 LVL Edge 1.00 1.2 2750 285 750 2000000 3889 328 7 2 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3516 328 8 2 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 3387 328 9 2 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 3276 328 10 2 1.5 11.25 LVL Edge 1.00 1.0 2750 285 750 2000000 3190 32B Design Limit States A Sxx Ix, Bending Shear AL AL,0.5D RrL''2 Rug' Max.Span (2)2x4#2 SPF On Edge 10.50 6.13 10.72 33.7 40.4 43.4 44.5 1186 -236 33-in.(2-ft 9-in.) (2)2x6#2 SPF On Edge 16.50 15.13 41.59 49.3 63.5 68.3 69.9 1734 -345 49-in.(4-ft 1-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 62.5 83.8 90.0 92.1 2197 -437 62-in.(5-ft 2-in.) (2)200#2 SPF On Edge 27.75 42.78 197.86 76.3 106.9 114.8 117.5 2634 -534 74-in.(6-ft 2-in.)* (2)202#2 SPF On Edge 33.75 63.28 355.96 88.5 130.0 139.6 142.9 2974 -620 84-in.(7-ft 0-in.)* (3)1.50.5 LVL On Edge 15.75 9.19 16.08 66.3 112.9 56.0 57.3 1969 -392 56-in.(4-ft 8-in.) (2)1.5x5.5 LVL On Edge 16.50 15.13 41.59 80.9 121.9 76.9 78.7 2702 -53B 76-in.(6-ft 4-in.) (2)1.5x7.25 LVL On Edge 21.75 26.28 95.27 104.7 160.7 101.3 103.7 3301 -709 93-in.(7-ft 9-in.)* (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 131.3 205.1 129.3 132.3 3581 -905 101-in.(8-ft 5-in.)* (2)1.501.25 LVL On Edge 33.75 63.28 355.96 157.6 249.4 157.3 160.9 3822 -1101 108-in.(94t 0-in.)* Jamb Stud Minimum Bearing Length: Configuration Bearing° Configuration Bearing° (2)2x4#2 SPF On Edge 0.93 (3)1.5x3.5 LVL On Edge 0.58 (2)2x6#2 SPF On Edge 1.36 (2)1.5x5.5 LVL On Edge 1.20 (2)2x8#2 SPF On Edge 1.72 (2)1.5x7.25 LVL On Edge 1.47 (2)2x10#2 SPF On Edge 2.07 (2)1.5x9.25 LVL On Edge 1.59 (2)2x12#2 SPF On Edge 2.33 (2)1.5x11.25 LVL On Edge 1.70 - 4.2 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM LVL Page 3 of 13 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch i - Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(Wiai)= 108.0 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 465 pit(D+Wp) Load Duration Factor(Co)= 1.6 Lateral Load(Wiai)= 73.4 plf(W) Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): i Vertical Load(Wc)= 844 plf(D+Wp) Lateral Load(Wiat)= 55.1 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral QTY3 b d Grade Species Orient. Ctu C, Fb F Fe Fv- Fe F,' 1 2 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 2100 216 2310 216 2 2 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 1820 216 2093 216 3 2 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1680 216 1932 216 4 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 5 2 1.5 11.25 #2 SPF Flat 1.20 1.0 875 135 1400 216 1680 216 6 3 1.5 3.5 LVL Flat 1.00 1.2 3255 190 5411 456 6404 304 7 2 1.5 5.5 LVL Flat 1.00 1.1 3255 190 4893 456 5791 304 8 2 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4712 456 5577 304 9 2 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 10 2 1.5 11.25 LVL Flat 1.00 1.0 3255 190 4439 456 5254 304 Laterally Lateral Only Max Lateral Max Vertical Design Limit States Loaded A SVV IVV Bending Shear Ao.7w Bending Shear Bending Shear RLAT' (2)2x4#2 SPF Laid Flat Yes 10.50 2.63 1.97 73.4 339.0 65.4 44.6 869.6 35.9 43.4 152 (2)2x6#2 SPF Laid Flat Yes 16.50 4.13 3.09 87.6 531.0 76.1 61.5 869.6 50.9 66.5 222 (2)2x8#2 SPF Laid Flat 21.75 5.44 4.08 96.6 699.0 83.4 74.0 869.6 62.8 86.6 281 (2)2x10#2 SPF Laid Flat 27.75 6.94 5.20 106.7 891.0 90.4 86.7 869.6 74.9 109.7 337 (2)2x12#2 SPF Laid Flat 33.75 8.44 6.33 112.2 1082.9 96.5 95.9 869.6 84.6 132.8 381 (3)2x4 LVL Laid Flat 15.75 3.94 2.95 149.7 712.3 84.3 88.5 2577.7 70.8 88.3 252 (2)2x6 LVL Laid Flat 16.50 4.13 3.09 145.7 746.1 85.7 101.3 2577.7 83.7 92.3 346 (2)2x8 LVL Laid Flat 21.75 5.44 4.08 164.2 982.5 93.9 124.7 2577.7 105.5 120.7 423 (2)2x10 LVL Laid Flat 27.75 6.94 5.20 182.4 1252.7 101.9 148.6 2577.7 128.7 153.2 458 (2)2x12 LVL Laid Flat 33.75 8.44 6.33 198.5 1522.9 108.7 170.2 2577.7 150.4 185.7 489 4.3 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM LVL(2) Page 4 of 13 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes, Inc. Job Number:AH1032522-24 Description: 165-in.Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Cape Loft,Roof&Ceiling Only f 165-in.Unit Width,12-in.Overhang Top Plate 135 mph(Exp C/End Zone) 25 psf Ground Snow,7/12 Pitch Provide Code MinimumCripple Framing 4'-0" Connections Between Plys MaxirnumHeight Baader Jamb Studs 7116"Structural Sheathing(min.) (lull height) Continuous From Bottom of Beam to _ Jack Studs Top of Wall Fastened at 6"oc edges/12"oc field Sill Sattorn Plate Limits of Use: Maximum Wall Height: 108-in. Minimum Sill Height: 18-in. Header Maximum Jack Studs Configuration Span Each End (3)2x4#2 SPF On Edge 44-in.(3-ft 8-in.) 1 (3)2x6#2 SPF On Edge 64-in.(5-ft 4-in.) 1 (3)2x8#2 SPF On Edge 82-in.(6-ft 10-in.) 2 (3)2x10#2 SPF On Edge 98-in.(8-ft 2-in.)* 2 - (3)2x12#2 SPF On Edge 110-in. (9-ft 2-in.)* 2 (3) 1.5x3.5 LVL On Edge 56-in. (4-ft 8-in.) 1 (3) 1.5x5.5 LVL On Edge 88-in.(7-ft 4-in.) 1 (3) 1.5x7.25 LVL On Edge 107-in.(8-ft 11-in.)* 1 (3) 1.5x9.25 LVL On Edge 116-in.(9-ft 8-in.)* 1 (3) 1.5xl 1.25 LVL On Edge 124-in.(10-ft 4-in.)* 1 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2.Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 4.4 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM LVL(2) Page 5 of 13 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes, Inc. Job Number: AH1032522-24 --- Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loading Conditions: Cape Loft,Roof&Ceiling Only Uniform Uplift(wUL)_ -168 plf (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(wDL)= 375 plf (D) 135 mph(Exp C/End Zone) Uniform Live Load(wLL)= 469 plf (0.75(L+S+Wp)) 25 psf Ground Snow,7/12 Pitch NDS Design Load(LANDS)= 780 plf (D+0.75(L+Su)) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.15 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations(Downward Loading): Tabulated Allowable QTy3 b d Grade Species Orient. Cf. CFb Fb Fv F�l E Fe F' 1 3 1.5 3.5 #2 SPF Edge 1.00 1.5 875 135 425 1400000 1736 155 2 3 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1504 155 3 3 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1389 155 4 3 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1273 155 5 3 1.5 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1157 155 6 3 1.5 3.5 LVL Edge 1.00 1.2 2750 285 750 2000000 3889 328 7 3 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3657 328 8 3 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 3522 328 9 3 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 3408 328 10 3 1.5 11.25 LVL Edge 1.00 1.0 2750 285 750 2000000 3318 328 Design Limit States A Sxx Ixx Bending Shear AL OL,0.5D RrL''2 RUL' Max.Span (3)2x4#2 SPF On Edge 15.75 9.19 16.08 44.3 57.2 49.7 50.9 1557 -310 44-in.(3-ft 8-in.) (3)2x6#2 SPF On Edge 24.75 22.69 62.39 64.8 89.8 78.1 80.0 2278 -454 64-in.(5-ft 4-in.) (3)2x8#2 SPF On Edge 32.63 39.42 142.90 82.1 118.4 103.0 105.4 2885 -575 82-in.(6-ft 10-in.) (3)200#2 SPF On Edge 41.63 64.17 296.79 100.3 151.1 131.4 134.5 3459 -702 98-in.(8-ft 2-in.)* (3)2x12#2 SPF On Edge 50.63 94.92 533.94 116.3 183.7 159.8 163.6 3885 -814 110-in.(94t 2-in.)* (3)1.50.5 LVL On Edge 15.75 9.19 16.08 66.3 112.9 56.0 57.3 1969 -392 56-in.(4-ft 8-in.) (3)1.5x5.5 LVL On Edge 24.75 22.69 62.39 101.1 177.4 88.0 90.1 3093 -616 88-in.(7-ft 4-in.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 130.7 233.8 116.0 118.7 3779 -812 107-in.(8-ft 11-in.)* (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 164.1 298.3 148.0 151.5 4099 -1036 116-in.(94t 8-in.)* (3)1.5x11.25 LVL On Edge 50.63 94.92 533.94 196.9 362.9 180.0 184.2 4375 -1260 124-in.(10-ft 4-in.)* Jamb Stud Minimum Bearing Lenath: Configuration Bearing° Configuration Bearing° (3)2x4#2 SPF On Edge 0.81 (3)1.5x3.5 LVL On Edge 0.58 (3)2x6#2 SPF On Edge 1.19 (3)1.5x5.5 LVL On Edge 0.92 (3)2x8#2 SPF On Edge 1.51 (3)1.5x7.25 LVL On Edge 1.12 (3)2x10#2 SPF On Edge 1.81 (3)1.5x9.25 LVL On Edge 1.21 (3)2x12#2 SPF On Edge 2.03 (3)1.501.25 LVL On Edge 1.30 4.5 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM LVL(2) Page 6 of 13 Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client:Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(Wiat)= 108.0 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 465 plf(D+Wp) Load Duration Factor(Co)= 1.6 Lateral Load(Wiat)= 73.4 plf(W) Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 844 pit(D+Wp) Lateral Load(Wiat)= 55.1 plf(0.75W) Header Configurations(Loaded Lateraiy): Tabulated Downward Lateral QTy3 b d Grade Species Orient. Cf. CFb Fb F� Fe F' Fe F, 1 3 1.5 3.5 #2 SPF Flat 1.10 1.5 875 135 2415 216 2657 216 2 3 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 2093 216 2407 216 3 3 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1932 216 2222 216 4 3 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1771 216 2125 216 5 3 1.5 11.25 #2 SPF Flat 1.20 1.0 875 135 1610 216 1932 216 6 3 1.5 3.5 LVL Flat 1.00 1.2 3255 190 5411 456 6404 304 7 3 1.5 5.5 LVL Flat 1.00 1.1 3255 190 5088 456 6023 304 8 3 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4901 456 5801 304 9 3 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4741 456 5611 304 10 3 1.5 11.25 LVL Flat 1.00 1.0 3255 190 4616 456 5464 304 Laterally Lateral Only Max Lateral Max Vertical Design Limit States Loaded A I Bending Shear A0.7w Bending Shear Bending Shear RLAT' (3)2x4#2 SPF Laid Flat Yes 15.75 3.94 2.95 96.4 507.0 74.9 58.6 869.6 47.1 63.6 199 (3)2x6#2 SPF Laid Flat Yes 24.75 6.19 4.64 115.1 795.0 87.1 80.8 869.6 66.9 98.2 292 (3)2x8#2 SPF Laid Flat 32.63 8.16 6.12 126.9 1047.0 95.5 97.2 869.6 82.5 128.5 369 (3)2x10#2 SPF Laid Flat 41.63 10.41 7.80 140.2 1334.9 103.5 113.8 869.6 98.4 163.1 443 (3)202#2 SPF Laid Flat 50.63 12.66 9.49 147.4 1622.9 110.5 126.0 869.6 111.1 197.7 497 (3)2x4 LVL Laid Flat 15.75 3.94 2.95 149.7 712.3 84.3 88.5 2577.7 70.8 88.3 252 (3)2x6 LVL Laid Flat 24.75 6.19 4.64 182.0 1117.6 98.1 126.5 2577.7 104.5 137.0 396 (3)2x8 LVL Laid Flat 32.63 8.16 6.12 205.1 1472.3 107.5 155.7 2577.7 131.8 179.6 484 (3)2x10 LVL Laid Flat 41.63 10.41 7.80 227.8 1877.6 116.6 185.6 2577.7 160.7 228.3 525 (3)202 LVL Laid Flat 50.63 12.66 9.49 247.9 2282.9 124.5 212.6 2577.7 187.8 277.0 560 4.6 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM Stacked Page 7 of 13 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang 135 mph(Exp C/End Zone) Header Roof or raming 25 psf Ground Snow,7/12 Pitch (not laterally loaded) Top Plate Provide Coate Minimum tCeillngF le Framing 4-4' Connections Between Plys mumHeight Header(laterally loaded) Jamb Studs tructural Sheathing(min.) (full height) uous From Bottom of Beam to Jack Studs Wall Fastened at 6"oc edges112"oc field scan [ sit] q Bottom Plate Limits of Use: Maximum Wall Height: 108-in. { Minimum Sill Height: 18-in. Header Laterally Maximum Jack Studs Configuration Loaded Span Each End (2)2x10#2 SPF On Edge no 87-in.(7-ft 3-in.) 2 (2)2x10#2 SPF On Edge no 2 (3)2x6#2 SPF On Edge yes 47-in. (3-ft 11-in.)* 1 (3)2x8#2 SPF On Edge yes 61-in. (5-ft 1-in.)* 2 (3)2x10#2 SPF On Edge yes 77-in.(6-ft 5-in.)* 2 (3)2x12#2 SPF On Edge yes 74-in.(6-ft 2-in.)* 2 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 4.7 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM Stacked Page 8 of 13 5. Repetitive stress increase applied to all headers of three or more plys. 6. Laterally Loaded'headers are not braced against lateral loads and are designed for combined loads. See diagram for locations. Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width, 12-1n.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Gravity Load Conditions: One Floor,Loft,Roof&Ceiling Only Uniform Uplift(WUL)= -103 pit (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(wDL)= 484 pit (D) 135 mph(Exp C/End Zone) Uniform Live Load(wLL)= 675 pit (0.75(L+S+Wp)) 25 psf Ground Snow,7/12 Pitch NDS Design Load(LANDS)= 1024 pit (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL A)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable OTY3 b d Grade Species Orient Cf. CFb Fb F Fc, E Fe F, 1 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 3 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1308 135 3 3 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1208 135 4 3 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 1107 135 5 3 1.2 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 1006 135 Design Limit States A Sx% I� Elxx %Load Bending Shear AL OL.o.5D Max.Span (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 87.9 135.5 128.1 132.4 87-in.(7-ft 3-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 87.9 135.5 128.1 132.4 (3)2x6#2 SPF On Edge 24.75 22.69 62.39 8.7E+07 100% 52.7 63.2 69.2 71.5 47-in.(3-ft 11-in.)* (3)2x8#2 SPF On Edge 32.63 39.42 142.90 2.0E+08 100% 66.8 83.3 91.2 94.3 61-in.(5-ft 1-in.)* (3)2x10#2 SPF On Edge 41.63 64.17 296.79 4.2E+08 100% 81.6 106.3 116.4 120.3 77-in.(6-ft 5-in.)* (3)2x12#2 SPF On Edge 40.50 75.94 427.15 6.0E+08 100% 84.6 107.9 131.4 135.8 74-in.(6-ft 2-in.)* 4.8 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM Stacked Page 9 of 13 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing - Analysis Details Client: Apex Homes, Inc. Job Number: AH1032522-24 -- Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Lateral Load Conditions: - - Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(WI.)= 108.0 plf(C&C) - Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 574 plf(D+Wp) Load Duration Factor(CD)= 1.6 Lateral Load(W,at)= 73.4 plf(W) Lateral Deflection Limit:L/ 120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 1159 pif(D+0.75(L+S+Wp)) Lateral Load(WI.)= 55.1 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral QTY b d Grade Species Orient Cf. C' Fh F Fe F, Fe F, 1 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 2 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 2 3 1.5 5.5 #2 SPF Flat 1.15 1.3 875 135 1820 216 2093 216 3 3 1.5 7.25 #2 SPF Flat 1.15 1.2 875 135 1680 216 1932 216 4 3 1.5 9.25 #2 SPF Flat 1.20 1.1 875 135 1540 216 1848 216 5 3 1.2 11.25 #2 SPF Flat 1.20 1.0 875 135 1400 216 1680 216 Design Limit States Laterally Lateral Only Max Lateral Max Vertical Loaded A S 1W EI X %Load Bending Shear e0.7W Bending Shear Bending Shear 1 no 27.75 6.94 5.20 0 no 27.75 6.94 5.20 0 2 yes 24.75 6.19 4.64 6496875 100% 107.3 795.0 87.1 70.0 85.6 54.5 47.1 3 yes 32.63 8.16 6.12 8564063 100% 118.3 1047.0 95.5 84.9 111.9 67.6 61.1 4 yes 41.63 10.41 7.80 1.1E+07 100% 130.7 1334.9 103.5 99.8 141.9 81.1 77.1 --- 5 yes 40.50 8.10 4.86 16BO4000 100% 1 110.0 1298.3 88.4 94.3 137.6 80.2 74.5 Header End Reactions: End Reactions Minimum Configuration RTC RNDS RDA RwT Bearing Length (2)2xl0#2 SPF On Edge 2121 1875 -188 1.66 (2)2xl0#2 SPF On Edge 2121 1875 -188 1.66 (3)2x6#2 SPF On Edge 2271 2008 -201 212 1.19 (3)2x8#2 SPF On Edge 2948 2606 -261 275 1.54 _ (3)2xl0#2 SPF On Edge 3721 3290 -330 347 1.95 (3)2xl2#2 SPF On Edge 3595 3179 -319 335 2.35 4.9 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM Stacked(2) Page 11 of 13 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width, 12-in.Sidewall Overhang - Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only 165-in.Unit Width,12-in.Overhang 135 mph(Exp C/End Zone) Header Roof or Ceiling Framing 25 psf Ground Snow,7/12 Pitch (not laterally loaded) Top Plate Provide Code Minimum Cripple Framing 4'•0" MaximumHeight Connections Between Plys Header(laterally loaded) , Jamb Studs 7115"Structural Sheathing(min.) (full height) Continuous From Bottom of Beam to Jack Studs Top of Wall Fastened at 6"oc edges�12"oc field Sill a Bottom Plate Limits of Use: Maximum Wall Height: 108-in. t Minimum Sill Height: 18-in. Header Laterally Maximum Jack Studs Configuration Loaded Span Each End (2) 1.5x9.25 LVL On Edge no 144-in.(12-ft 0-in.) 2 (2) 1.5x9.25 LVL On Edge no 2 (3) 1.5x5.5 LVL On Edge yes 77-in.(6-ft 5-in.) 1 (3) 1.5x7.25 LVL On Edge yes 102-in.(8-ft 6-in.) 1 (3) 1.5x9.25 LVL On Edge yes 116-in. (9-ft 8-in.)* 2 (3)2x12 LVL On Edge yes 99-in.(8-ft 3-in.)* 2 *Span goverened by combined loads. Notes: 1. Support and connection to support must be capable of resisting gravity,uplift,and lateral forces. Refer to connection designs elsewhere. 2. Jack studs requirements consider header only. Additional jack studs may be required by studwall design. 3. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 4. Design assumes that all members bear on supporting column. 5. Repetitive stress increase applied to all headers of three or more plys. 6. Laterally Loaded'headers are not braced against lateral loads and are designed for combined loads. See diagram for locations. 4.10 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM Stacked(2) Page 12 of 13 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes, Inc. Job Number:AH1032522-24 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Gravity Load Conditions: One Floor,Loft,Roof&Ceiling Only Uniform Uplift(WUL)= -103 plf (0.6D+Wn) 165-in.Unit Width,12-in.Overhang Uniform Dead Load(WDO= 484 plf (D) 135 mph(Exp C/End Zone) Uniform Live Load(wLJ= 675 plf (0.75(L+S+Wp)) 25 psf Ground Snow,7/12 Pitch NDS Design Load(wNDs)= 1024 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(Cp)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations. Tabulated Allowable QTY3 b d Grade Species Orient. Ctu CFb Fb Fv F.l E Fe F, 1 2 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2849 285 2 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2849 285 2 3 1.5 5.5 LVL Edge 1.00 1.1 2750 285 750 2000000 3180 285 3 3 1.5 7.25 LVL Edge 1.00 1.1 2750 285 750 2000000 3063 285 4 3 1.5 9.25 LVL Edge 1.00 1.0 2750 285 750 2000000 2963 285 5 3 1.2 11.25 LVL Edge 1.00 1.0 2750 2B5 750 2000000 2885 285 Design Limit States A Sxx Ixx Elxx %Load Bending Shear AL AL.0.5o Max.Span (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 4.0E+08 50% 151.2 265.6 144.3 149.1 144-in.(12-ft 0-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 4.0E+08 50% 151.2 265.6 144.3 149.1 (3)1.5x5.5 LVL On Edge 24.75 22.69 62.39 1.2E+08 100% 82.2 121.2 77.9 80.6 77-in.(6-ft 5-in.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 2.9E+08 100% 106.4 159.7 102.7 106.2 102-in.(84t 6-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 5.9E+08 100% 133.5 203.8 131.1 135.5 116-in.(9-ft 8-in.)* (3)2x12 LVL On Edge 40.50 75.94 427.15 8.5E+08 100% 143.3 202.8 148.0 153.0 99-in.(8-ft 3-in.)' 4.11 23.0202.2 Design Wood Headers Sidewall Dropped Sheathed 2018-08-23 5/20/2022 2:21 PM Stacked(2) Page 13 of 13 Stacked Sidewall Header Spans Dropped Header Braced by Structural Sheathing Analysis Details Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width, 12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Lateral Load Conditions: Maximum Wall Height= 108 in. Lateral Load Only Minimum Sill Height= 18.0 in. Lateral Load(Wiat)= 108.0 plf(C&C) Combined Vertical&Lateral(Max Lateral): Vertical Load(WB)= 574 plf(D+Wp) Load Duration Factor(CD)= 1.6 Lateral Load(Wiat)= 73.4 plf(W) Lateral Deflection Limit:L/120 Combined Vertical&Lateral(Max Vertical): Vertical Load(Wc)= 1159 plf(D+0.75(L+S+Wp)) Lateral Load(W,at)= 55.1 plf(0.75W) Header Configurations(Loaded Lateraly): Tabulated Downward Lateral QTY b d Grade Species Orient. Cfu CFb Fb F� Ft, F' Fti F� 1 2 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 2 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 2 3 1.5 5.5 LVL Flat 1.00 1.1 3255 190 4893 456 5791 304 3 3 1.5 7.25 LVL Flat 1.00 1.1 3255 190 4712 456 5577 304 4 3 1.5 9.25 LVL Flat 1.00 1.0 3255 190 4559 456 5396 304 5 3 1.2 11.25 LVL Flat 1.00 1.0 3255 190 4439 456 5254 304 Design Limit States Laterally Lateral Only Max Lateral Max Vertical Loaded A S I Elxx %Load Bending Shear Do.Tw Bending Shear Bending Shear 1 no 27.75 6.94 5.20 0 no 27.75 6.94 5.20 0 2 yes 24.75 6.19 4.64 9281250 100% 178.5 1117.6 98.1 115.3 177.4 89.5 96.0 3 yes 32.63 8.16 6.12 1.2E+07 100% 201.1 1472.3 107.5 142.9 232.9 113.5 125.6 4 yes 41.63 10.41 7.80 1.6E+07 100% 223.4 1877.6 116.6 171.3 296.3 139.4 159.4 5 yes 40.50 8.10 4.86 9720000 100% 194.5 1826.3 99.6 167.4 287.8 142.4 154.6 Header End Reactions: End Reactions Minimum Configuration RTC RNDS Rug RAT Bearing Length (2)1.5x9.25 LVL On Edge 3482 3078 -309 1.55 (2)1.5x9.25 LVL On Edge 3482 3078 -309 1.55 (3)1.5x5.5 LVL On Edge 3762 3326 -334 351 1.11 (3)1.5x7.25 LVL On Edge 4959 4384 -440 462 1.47 (3)1.5x9.25 LVL On Edge 5629 4977 -499 525 1.67 (3)2x12 LVL On Edge 4807 4250 -426 448 1.78 4.12 point loaded window headers from girder Timber Beam Analysis 5/22/2022 8:08 AM Dim Output Page 1 of 1 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: Point Loaded Header from Girder Trusses Member Properties: Material Properties: Grade: #2 plies= 3 Tabulated Co CFb Cr Allowable Species: SPF A= 24.8 in.2 Fb= 875 1.15 1.30 1.15 1504 psi b= 1.5 in. Ix= 62.4 in° Fv= 135 1.15 -- -- 155 psi d= 5.5 in. Sx= 22.7 in.' FC1= 425 -- 425 psi E= 1400000 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 293 Ibf 0'-4.56" LL 151 plf 0'-0"to 0'-4.56" DL 88.5IN 0'-4.56" DL 75.8pif 0'-0"to0'-4.56" W -620 Ibf 0'-4.56" W -291 plf 0'-0"to 0'-4.56" LL 146 plf 0'-4.56"to 3'-2.13" DL 44.3 plf 0'-4.56"to 3'-2.1 W W -310 plf 0'-4.56"to 3'-2.13" -! L Deflection Limit:L/240 L+0.5D Deflection Limit:L/ 180 Beam Diagram: 0'-4.56" LL,DL,W Load Case 0'-0" 3'-2.13" DL+LL -651 -349 LL -491 -267 i W 1032 Flexural Strength: 567 Shear Strength: Unsupported Length,lu= 16 in. Vu= 1032 Ibs Effective Length Factor= 2.06 Vn= 2562 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.40 OK Slenderness Ratio,Rb= 8.98 Fb.= 1504 psi Minimum Bearing at Supports: FbE= 17376 psi FbE/Fbe= 11.6 Pu= 1032 Ibs Stability Factor,CL= 1.00 Bearing Width,b= 4.5 in. Min.Length= 0.5 in. Mu= 6209 in.-Ibs Mn= 33970 in.-Ibs Deflection Limits: Mu/Mn= 0.18 OK LL Deflection:U 7316 OK LL+0.5DL Deflection:U 6340 OK Attach each out truss rafter to(2)2x8 header with(3)0.131"x3"toe nails Attach end of header to girder truss with(1)LUS28-2 hanger 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. 4.13 i 23.0302 Design Wood Columns Sidewall 2015-03-18 5/20/2022 3:52 AM Stud(2) Page 1 of 6 Sidewall Column Calculation Client:Apex Homes,Inc. Job Number:AH1032522-24 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch j Cape Loft,Roof&Ceiling Only Header 165-in.Unit Width ` 135 mph(Exp C/End Zone) Side Column 25 psf Ground Snow,7/12 Pitch Tabulated Span 96-in.Wall Height ' Wall Jamb Studs 16-in.oc,2x6#2 SPF Height (full height) Typical Spacing 11 Jack Studs Sill Max.Stud Length=91.5-in. Top/Bottom Plate Thickness=4.5-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)2x6#2 SPF 40-in.(3-ft 4-in.) 67-in.(5-ft 7-in.) 94-in.(7-ft 10-in.) (1 Jamb/2 Jack)2x6#2 SPF 65-in.(5-ft 5-in.) 120-in.(10-ft 0-in.) 174-in.(14-ft 6-in.) (1 Jamb/3 Jack)2x6#2 SPF 91-in.(7-ft 7-in.) 173-in.(14-ft 5-in.) 254-in.(21-ft 2-in.) (2 Jamb/4 Jack)2x6#2 SPF 115-in.(9-ft 7-in.) 224-in.(18-ft 8-in.) 333-in.(27-ft 9-in.) (2 Jamb/5 Jack)2x6#2 SPF 141-in.(11-ft 9-in.) 277-in.(23-ft 1-in.) 413-in.(34-ft 5-in.) (3 Jamb/6 Jack)2x6#2 SPF 165-in.(13-ft 9-in.) 328-in.(27-ft 4-in.) 492-in.(41-ft 0-in.) (3 Jamb/7 Jack)2x6#2 SPF 191-in.(15-ft 11-in.) 381-in.(31-ft 9-in.) 572-in.(47-ft 8-in.) (4 Jamb/8 Jack)2x6#2 SPF 215-in.(17-ft 11-in.) 433-in.(36-ft 1-in.) 650-in.(54-ft 2-in.) (4 Jamb/9 Jack)2x6#2 SPF 241-in.(20-ft 1-in.) 486-in.(40-ft 6-in.) 731-in.(60-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 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 16-in.from closest built-up column stud). 3.Clear span between columns. 5.1 23.0302 Design Wood Columns Sidewall 2015-03-18 5/20/2022 3:52 AM Stud(2) Page 2 of 6 Sidewall Column Calculation(continued) Client:Apex Homes,Inc. Date:AH1032522-24 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 96.0 in. Species: SPF Top/Bottom Plate Thick(tp)= 4.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 5.5 in. Deflection Limit:H/1801, Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE FC1 Share Fcl 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)= 780 plf(D+0.75(L+Su)) Axial Load(We)= 465 plf(D+Wp) Bearing/Total Load(WT)= 844 plf(D+0.75(L+S+Wp)) Lateral Load(Wiai)= 19.6 psf(W) Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(Wiai)= 32.1 psf(C&C) Axial Load(Wc)= 844 plf(D+Wp) Combined Lateral&Uplift., Lateral Load(Wiai)= 14.7 psf(0.75W) Uniform Uplift(wuL)= -168.0 plf(0.6D+Wn) Lateral Load(Wiai)= 19.6 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD Cr Cp Stress Species: SPF Fh= 875 1.30 1.60 1.15 -- 2093 psi width(b)= 1.5 in. F,= 1150 1.10 1.15 -- 0.70 1025 psi(gravity only) depth(d)= 5.5 in. F,= 1150 1.10 1.60 0.58 1182 psi(combined) c= 0.8 Ft= 450 1.30 1.60 -- 936 psi laid= 16.6 F = 135 -- 1.60 216 psi FcE= 1515 PSI Fc1= 425 425 psi E= 1400000 1400000 psi Emin= 510000 -- -- -- -- 510000 psi Plate-to-Stud Connection: Typical Stud: ! Connection Force,F,= 163.3 IN Shear Code Calc'd Req'd Strength Min. Min. Min. Fastener (Ibf) Qty Qty Qty 3"x 0.131"PD nail 88.0 3 2 3 2.5"x 15 Ga.Staple 56.3 4 3 4 5.2 23.0302 Design Wood Columns Sidewall 2015-03-18 5/20/2022 3:52 AM Stud(2) Page 3 of 6 Sidewall Column Calculation(continued) Client:Apex Homes,Inc. Date:AH1032522-24 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psi Attic Live Load Cape Truss,7/12 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 Area(in?) 8.3 8.3 8.3 8.3 16.5 16.5 24.8 24.8 33.0 33.0 EE Ix(in.4) 20.8 20.8 20.8 20.8 41.6 41.6 62.4 62.4 83.2 83.2 Sx(in?) 7.6 7.6 7.6 7.6 15.1 15.1 22.7 22.7 30.3 30.3 y Area(in.2) 0.0 8.3 16.5 24.8 33.0 41.3 49.5 r57.8 66.0 74.3 m Ix(in°) 0.0 20.8 41.6 62.4 83.2 104.0 124.8 145.6 166.4 187.2 Sx(in 3) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 52.9 60.5 68.1 Maximum Tributary Spans(Axial Loads): -- Jamb Stud Axial Compression 130 130 130 130 260 260 390 390 521 521 Jack Stud Axial Compression N/A 146 276 406 538 668 800 930 1062 1192 Stud Plate Perp.Compression 50 66 116 166 217 267 318 368 420 469 Header Bearing 1.5-in.Wide n/a 30 43 57 70 84 98 111 125 138 Header Bearing 3.0-in.Wide n/a 43 70 98 125 152 179 206 234 261 Header Bearing 4.5-in.Wide n/a 57 98 138 179 220 261 302 342 383 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 68 223 334 445 668 779 1001 1113 1335 1446 Jack+Jamb Deflection 104 239 358 477 716 835 1074 1193 1431 1551 Jamb Stud Shear 116 191 191 191 382 382 573 573 764 764 Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 93 159 208 246 416 457 624 665 832 874 Jack Stud Tension/Bending N/A 175 272 367 530 625 788 883 1045 1141 Comp./Bending(Max.Bending) 77 122 204 282 401 481 596 676 795 875 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.) 69 100 172 242 333 404 495 565 657 730 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.) 50 30 43 57 70 84 98 111 125 138 Max.Side Column Opening(in.) 82 40 66 92 116 142 166 191 216 241 Maximum Trib Span,3.0-in wide header(in.; 50 43 70 98 125 152 179 206 234 261 Max.Side Column Opening(in.) 82 67 120 173 225 278 329 382 433 486 Maximum Trib Span,4.5-in wide header(in.; 50 57 98 138 179 220 261 302 342 383 Max.Side Column Opening(in.) 82 95 175 255 333 414 492 572 651 731 5.3 23.0302 Design Wood Columns Sidewall 2015-03-18 5/20/2022 3:52 AM Stud Page 4 of 6 Sidewall Column Calculation Client:Apex Homes,Inc. Job Number:AH1032522-24 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only Header 1654n.Unit Width ` 135 mph(Exp C/End Zone) Side Column 25 psf Ground Snow,7/12 Pitch Tabulated Span 108-in.Wall Height Wall Jamb Studs 16-in.oc,2x6#2 SPF Height (full height) Typical Spacing 11 Jack Studs Sill Max.Stud Length= 103.5-in. Top/Bottom Plate Thickness=4.5-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)2x6#2 SPF 32-in.(2-ft 8-in.) 52-in.(4-ft 4-in.) 72-in.(6-ft 0-in.) (1 Jamb/2 Jack)2x6#2 SPF 51-in.(4-ft 3-in.) 90-in.(7-ft 6-in.) 130-in.(10-ft 10-in.) (1 Jamb/3 Jack)2x6#2 SPF 69-in.(5-ft 9-in.) 128-in.(10-ft 8-in.) 188-in.(15-ft 8-in.) (2 Jamb/4 Jack)2x6#2 SPF 86-in.(7-ft 2-in.) 165-in.(13-ft 9-in.) 244-in.(20-ft 4-in.) (2 Jamb/5 Jack)2x6#2 SPF 104-in.(8-ft 8-in.) 203-in.(16-ft 11-in.) 302-in.(25-ft 2-in.) (3 Jamb/6 Jack)2x6#2 SPF 121-in.(10-ft 1-in.) 240-in.(20-ft 0-in.) 359-in.(29-ft 11-in.) (3 Jamb/7 Jack)2x6#2 SPF 139-in.(11-ft 7-in.) 278-in.(23-ft 2-in.) 416-in.(34-ft 8-in.) (4 Jamb/8 Jack)2x6#2 SPF 156-in.(13-ft 0-in.) 314-in.(26-ft 2-in.) 473-in.(39-ft 5-in.) (4 Jamb/9 Jack)2x6#2 SPF 174-in.(14-ft 6-in.) 353-in.(29-ft 5-in.) 531-in.(44-ft 3-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 k� 2.5"x 15 Ga.Staple 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 16-1n.from closest built-up column stud). 3.Clear span between columns. 5.4 23.0302 Design Wood Columns Sidewall 2015-03-18 5/20/2022 3:52 AM Stud Page 5 of 6 Sidewall Column Calculation(continued) Client:Apex Homes,Inc. Date:AH1032522-24 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: Grade: #2 Wall Height(h)= 108.0 in. Species: SPF Top/Bottom Plate Thick(tp)= 4.5 in. width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. depth(d)= 5.5 in. Deflection Limit:H/180 Header Configurations:(for bearing consideration) Load Equiv. Grade Species MOE F, Share F, 1 #2 SPF 425 100% 425 2 #2 SP 565 100% 565 3 LVL Microilam 2000000 750 100% 750 4 Min.F,= 425 Loading Conditions: Axial Load Only Combined Axial&Lateral(Max Bending): Axial Only Load(WNDs)= 1024 pit(D+L) Axial Load(WB)= 574 pit(D+Wp) Bearing/Total Load(WT)= 1159 pit(D+0.75(L+S+Wp)) Lateral Load(Wiwi)= 19.6 psf(W) _ Lateral Load Only Combined Axial&Lateral(Max Axial): Lateral Load(Wiat)= 32.1 psf(C&C) Axial Load(Wc)= 1159 plf(D+0.75(L+S+Wp)) Combined Lateral&Uplift: Lateral Load(Wia,)= 14.7 psf(0.75W) Uniform Uplift(wDL)= -102.8 pit(0.6D+Wn) Lateral Load Aat)= 19.6 psf(MWFRS) Stud Material Properties: Tabulated Stress Adjustment Factors Allowable Grade: #2 Stress CF CD Cr Cp Stress Species: SPF Fb= 875 1.30 1.60 1.15 -- 2093 psi width(b)= 1.5 in. Fc= 1150 1.10 1.00 -- 0.67 845 psi(gravity only) depth(d)= 5.5 in. Fc= 1150 1.10 1.60 0.49 993 psi(combined) o= 0.8 F,= 450 1.30 1.60 -- 936 psi 1e/d= 18.8 F = 135 -- 1.60 216 psi FoE= 1184 PSI FcL= 425 425 psi E= 1400000 1400000 psi Emin= 510000 -- -- -- -- 510000 psi Plate-to-Stud Connection: Typical Stud: Connection Force,F,= 184.7 IN Shear Code Calc'd 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 5.5 23.0302 Design Wood Columns Sidewall 2015-03-18 5/20/2022 3:52 AM Stud Page 6 of 6 Sidewall Column Calculation(continued) Client:Apex Homes,Inc. Date:AH1032522-24 Description: 165-in.Unit Width,12-in.Sidewall Overhang Sidewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 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?) 8.3 8.3 8.3 8.3 16.5 16.5 24.8 24.8 33.0 33.0 m Ix(in.4) 20.8 20.8 20.8 20.8 41.6 41.6 62.4 62.4 83.2 83.2 Sx(in 3) 7.6 7.6 7.6 7.6 15.1 15.1 22.7 22.7 30.3 30.3 m Area(in 2) 0.0 8.3 16.5 24.8 33.0 41.3 49.5 57.8 66.0 74.3 Ix(in.4) 0.0 20.8 41.6 62.4 83.2 104.0 124.8 145.6 166.4 187.2 Sx(in.3) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 52.9 60.5 68.1 Maximum Tributary Spans(Axial Loads): Jamb Stud Axial Compression 82 82 82 82 163 163 245 245 327 327 Jack Stud Axial Compression N/A 98 179 261 344 426 509 590 674 755 Stud Plate Perp.Compression 36 52 89 125 163 199 237 273 311 347 Header Bearing 1.5-in.Wide n/a 26 36 46 56 66 75 85 95 105 Header Bearing 3.0-in.Wide n/a 36 56 75 95 115 135 155 174 194 Header Bearing 4.5-in.Wide n/a 46 75 105 135 165 194 224 254 283 Maximum Tributary Spans(Lateral Loads): Jack+Jamb Bending 53 174 261 348 522 609 783 870 1043 1130 Jack+Jamb Deflection 72 165 247 330 495 577 742 824 989 1071 Jamb Stud Shear 103 169 169 169 338 338 507 507 675 675 Maximum Tributary Spans(Combined Loads): Jamb Stud Tension/Bending 79 146 202 251 405 455 607 658 809 861 Jack Stud Tension/Bending N/A 162 244 324 473 554 703 783 932 1013 Comp./Bending(Max.Bending) 56 90 149 207 291 350 433 491 576 634 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.) 45 69 115 162 221 268 327 374 432 479 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.; 36 26 36 46 56 66 75 85 95 105 Max.Side Column Opening(in.) 55 33 51 69 86 105 121 140 156 175 Maximum Trib Span,3.0-in wide header(in.; 36 36 56 75 95 115 135 155 174 194 Max.Side Column Opening(in.) 55 53 91 129 165 204 240 278 315 353 Maximum Trib Span,4.5-in wide header(in.) 36 46 75 105 135 165 194 224 254 283 Max.Side Column Opening(in.) 55 72 130 188 245 303 359 417 473 531 5.6 23.0201 Design Wood Headers Mateline 2006-04-04 5/22/2022 7:47 AM LVL Page 1 of 1 Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Cape Loft,Roof&Ceiling Only Loading Conditions: 165-in.Unit Width Uniform Uplift(wUL)= -135 plf (0.6D+Wn) 135 mph(Exp C/End Zone) Uniform Dead Load(w0L)= 33 plf (D) 25 psf Ground Snow,7/12 Pitch Uniform Live Load AL)= 87 pit (0.75(L+Su)) NDS Design Load(LANDS)= 120 plf (D+0.75(L+Su)) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.15 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTy2 b d Grade Species Orient. clu C, Fb F F.l E Fti F, 1 2 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1308 155 2 3 1.5 5.5 #2 SPF Edge 1.00 1.30 875 135 425 1400000 1504 155 3 2 1.5 7.25 LVL Edge 1.00 1.07 2750 285 750 2000000 3387 328 4 3 1.5 7.25 LVL Edge 1.00 1.07 2750 285 750 2000000 3522 328 _. 5 2 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1208 155 6 3 1.5 7.25 #2 SPF Edge 1.00 1.20 875 135 425 1400000 1389 155 7 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 3276 328 8 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 3408 328 -- 9 2 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 1107 155 10 3 1.5 9.25 #2 SPF Edge 1.00 1.10 875 135 425 1400000 1273 155 Design Limit States A S, 1. Bending Shear AL AL.0.5D RTL' RUL' Max.Span (2)2x6#2 SPF On Edge 16.50 15.13 41.59 126.0 353.6 119.8 129.4 597 -676 119-in.(9-ft 11-in.) (3)2x6#2 SPF On Edge 24.75 22.69 62.39 165.5 524.9 137.2 148.2 684 -774 137-in.(11-ft 5-in.) (2)1.5x7.25 LVL On Edge 21.75 26.28 95.27 267.3 968.0 177.9 192.2 887 -1004 177-in.(14-ft 9-1n.) (3)1.5x7.25 LVL On Edge 32.63 39.42 142.90 333.8 1444.7 203.7 220.0 1015 -1149 203-in.(16-ft 11-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 159.6 466.1 158.0 170.6 787 -892 157-in.(13-ft 1-in.) (3)2x8#2 SPF On Edge 32.63 39.42 142.90 209.6 692.0 180.8 195.3 901 -1021 180-in.(15-ft 0-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 335.4 1235.0 227.0 245.2 1131 -1281 226-in.(18-ft 10-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 418.9 1843.2 259.8 280.6 1295 -1466 259-in.(21-ft 7-in.) (2)2xl0#2 SPF On Edge 27.75 42.78 197.86 194.9 594.7 201.5 217.7 972 -1100 194-in.(16-ft 2-in.) (3)2xl0#2 SPF On Edge 41.63 64.17 296.79 256.0 882.8 230.7 249.2 1150 -1302 230-in.(19-ft 2-in.) Minimum Bearing Length: Note: Bearing required to resist RTL above. Columns must be proportioned to carry axial load. _ Min.Bearing Length (in.) Min.Bearing Length"(in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)2x6#2 SPF On Edge 0.56 0.47 0.47 0.47 (3)2x8#2 SPF On Edge 0.85 0.61 0.47 0.47 (3)2x6#2 SPF On Edge 0.64 0.46 0.36 0.36 (2)1.5x9.25 LVL On Edge 0.60 0.50 0.50 0.50 (2)1.5x7.25 LVL On Edge 0.47 0.39 0.39 0.39 (3)1.5x9.25 LVL On Edge 0.69 0.49 0.38 0.38 (3)1.5x7.25 LVL On Edge 0.54 0.39 0.30 0.30 (2)2x10#2 SPF On Edge 0.91 0.76 0.76 0.76 (2)2x8#2 SPF On Edge 0.74 0.62 0.62 0.62 (3)2x10#2 SPF On Edge 1.08 0.77 0.60 0.60 Notes 1. Support and connection to support must be capable of resisting gravity,RTL,and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.1 23.0201 Design Wood Headers Mateline 2006-04-04 5/20/2022 2:24 PM Stacked Page 2 of 7 Stacked Matewall Header Spans Client: Apex Homes,Inc. _ Job Number: AH1032522-24 Description: 165-in.Unit Width -- Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loadinq Conditions: One Floor,Loft,Roof&Ceiling Only Uniform Uplift MUD= -70 plf (0.6D+Wn) 165-in.Unit Width Uniform Dead Load(wog)= 142 plf (D) 135 mph(Exp C/End Zone) Uniform Live Load AL)= 311 plf (L) 25 psf Ground Snow,7/12 Pitch NDS Design Load ONDs)= 453 plf (D+L) Stress Adjustment Factors: Deflection Limits: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 Repetitive Member Factor3(Cr)= 1.15 L+0.51)Deflection Limit:L/240 Header Configurations: Tabulated Allowable QTYZ b d Grade Species Orient. Cf. C, Fb F Fel E Fti F' 1 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1138 135 3 2 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1050 135 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 5 2 1.2 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 875 135 Design Limit States A S. I_ El. %Load Bending Shear AL AL,0.5D Max.Span (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 132.1 283.3 165.8 177.3 132-in.(11-ft 0-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 132.1 283.3 165.8 177.3 (2)2x6#2 SPF On Edge 16.50 15.13 41.59 5.8E+07 100% 60.4 89.7 78.3 83.7 60-in.(5-ft 0-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 1.3E+08 100% 76.5 118.3 103.2 110.3 76-in.(6-ft 4-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 100% 93.4 150.9 131.6 140.7 93-In.(7-ft 9-in.) (2)202#2 SPF On Edge 27.00 50.63 284.77 4.0E+08 100% 96.9 151.3 148.6 158.9 96-in.(8-ft 0-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. End Reactions Min.Bearing Length (in.) Configuration RTC' Rug' 2.5 3.5 5.5 Full (2)2x10#2 SPF On Edge 1246 -193 1.17 0.98 0.98 0.98 (2)200#2 SPF On Edge 1246 -193 1.17 0.98 0.98 0.98 (2)2x6#2 SPF On Edge 1139 -177 1.07 0.89 0.89 0.89 (2)2x8#2 SPF On Edge 1443 -224 1.36 1.13 1.13 1.13 (2)2x10#2 SPF On Edge 1763 -273 1.66 1.38 1.38 1.38 (2)2x12#2 SPF On Edge 1828 -283 1.79 1.79 1.79 1.79 Notes 1. Support and connection to support must be capable of resisting gravity,RTC, and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.2 23.0201 Design Wood Headers Mateline 2006-04-04 5/20/2022 2:24 PM LVL Stacked Page 3 of 7 Stacked Matewall Header Spans Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch One Floor,Loft,Roof&Ceiling Only Loading Conditions: 165-in.Unit Width Uniform Uplift(wuj= -70 plf (0.6D+Wn) 135 mph(Exp C/End Zone) Uniform Dead Load(wDiJ= 142 plf (D) 25 psf Ground Snow,7/12 Pitch Uniform Live Load(wLJ= 311 plf (L) NDS Design Load(LANDS)= 453 pit (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable OTYZ b d Grade Species Orient. C, Crb Fb F Fcl E Fti F, 1 2 1.5 9.25 #2 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 2 1.5 9.25 #2 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 2 2 1.5 5.5 #2 LVL Edge 1.00 1.11 2750 285 750 2000000 3058 285 3 2 1.5 7.25 #2 LVL Edge 1.00 1.07 2750 285 750 2000000 2945 285 4 2 1.5 9.25 #2 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 5 2 1.2 11.25 #2 LVL Edge 1.00 1.01 2750 285 750 2000000 2774 285 Design Limit States A S. I. El, %Load Bending Shear or or.0.5D Max.Span (2)1.5x9.25#2 LVL On Edge 27.75 42.78 197.86 4E+08 50% 227.4 577.5 186.8 199.7 186-in.(15-ft 6-in.) (2)1.5x9.25#2 LVL On Edge 27.75 42.78 197.86 4E+08 50% 227.4 577.5 186.8 199.7 (2)1.5x5.5#2 LVL On Edge 16.50 15.13 41.59 8.3E+07 100% 99.0 177.2 88.1 94.2 88-in.(7-ft 4-in.) (2)1.5x7.25#2 LVL On Edge 21.75 26.28 95.27 1.9E+08 100% 128.1 233.6 116.2 124.2 1164n.(9-ft 8-In.) (2)1.5x9.25#2 LVL On Edge 27.75 42.78 197.86 4E+08 100% 160.8 298.0 148.2 158.5 148-in.(12-ft 4-in.) (2)1.2x11.25#2 LVL On Edge 27.00 50.63 284.77 5.7E+08 100% 172.6 294.4 167.4 178.9 167-in.(13-ft 11-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. End Reactions Min.Bearing Length (in.) Configuration RTC' RuLI 2.5 3.5 5.5 Full _ (2)1.5x9.25#2 LVL On Edge 1762 -273 0.94 0.78 0.78 0.78 (2)1.56.25#2 LVL On Edge 1762 -273 0.94 0.78 0.78 0.78 (2)1.5x5.5#2 LVL On Edge 1663 -258 0.89 0.74 0.74 0.74 (2)1.5x7.25#2 LVL On Edge 2192 -340 1.17 0.97 0.97 0.97 (2)1.5x9.25#2 LVL On Edge 2796 -434 1.49 1.24 1.24 1.24 (2)1.2x11.25#2 LVL On Edge 3157 -490 1.75 1.75 1.75 1.75 Notes 1.Support and connection to support must be capable of resisting gravity,RTC, and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load ! sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.3 23.0201 Design Wood Headers Mateline 2006-04-04 5/20/2022 2:24 PM Stacked(2) Page 4 of 7 Stacked Matewall Header Spans Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width 40 psf Floor Live Load and 10 psf Floor Dead Load Only Loading Conditions: 40 psf Floor Live Load Uniform Uplift(wuL)= 0 plf (n/a) 165-in.Unit Width Uniform Dead Load(wDL)= 69 plf (D) 135 mph(Exp C/End Zone) Uniform Live Load(wLL)= 275 plf (L) 25 psf Ground Snow,7/12 Pitch NDS Design Load(LANDS)= 344 plf (D+L) Stress Adjustment Factors: Deflection Limits: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 Repetitive Member Factor3(Cr)= 1.15 L+0.5D Deflection Limit:L/240 Header Configurations: Tabulated Allowable QTY2 b d Grade Species Orient. Cf. CFb Fb F F.l E Fe F, 1 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 2 2 1.5 5.5 #2 SPF Edge 1.00 1.3 875 135 425 1400000 1138 135 3 2 1.5 7.25 #2 SPF Edge 1.00 1.2 875 135 425 1400000 1050 135 4 2 1.5 9.25 #2 SPF Edge 1.00 1.1 875 135 425 1400000 963 135 5 2 1.2 11.25 #2 SPF Edge 1.00 1.0 875 135 425 1400000 875 135 Design Limit States A S, I� El. %Load Bending Shear AL ARAM Max.Span (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 151.7 367.2 172.8 190.2 151-in.(12-ft 7-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 50% 151.7 367.2 172.8 190.2 (2)2x6#2 SPF On Edge 16.50 15.13 41.59 5.8E+07 100% 69.3 114.7 81.5 89.7 69-in.(5-ft 9-in.) (2)2x8#2 SPF On Edge 21.75 26.28 95.27 1.3E+08 100% 87.8 151.2 107.5 118.3 87-in.(7-ft 3-in.) (2)2x10#2 SPF On Edge 27.75 42.78 197.86 2.8E+08 100% 107.2 192.9 137.1 150.9 107-in.(8-ft 11-in.) (2)2x12#2 SPF On Edge 27.00 50.63 284.77 4.0E+08 100% 111.2 192.2 154.8 170.4 111-in.(9-ft 3-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. End Reactions Min.Bearing Length (in.) Configuration RTC' Rug' 2.5 3.5 5.5 Full (2)2x10#2 SPF On Edge 1086 0 1.02 0.85 0.85 0.85 (2)2x10#2 SPF On Edge 1086 0 1.02 0.85 0.85 0.85 (2)2x6#2 SPF On Edge 993 0 0.93 0.78 0.78 0.78 (2)2x8#2 SPF On Edge 1257 0 1.18 0.99 0.99 0.99 (2)2x10#2 SPF On Edge 1536 0 1.45 1.20 1.20 1.20 (2)2x12#2 SPF On Edge 1593 0 1.56 1.56 1.56 1.56 Notes 1.Support and connection to support must be capable of resisting gravity,RTC, and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3. Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.4 23.0201 Design Wood Headers Mateline 2006-04-04 5/20/2022 2:24 PM LVL Stacked(2) Page 5 of 7 Stacked Matewall Header Spans Client: Apex Homes,Inc. Job Number: AHI032522-24 Description: 165-in.Unit Width 40 psf Floor Live Load and 10 psf Floor Dead Load Only 40 psf Floor Live Load Loading Conditions: 165-in.Unit Width Uniform Uplift(WUL)= 0 plf (n/a) 135 mph(Exp C/End Zone) Uniform Dead Load(wpJ= 69 plf (D) 25 psf Ground Snow,7/12 Pitch Uniform Live Load(wLL)= 275 plf (L) NDS Design Load(wNDs)= 344 pit (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name:Microllam Repetitive Member Factor3(C,)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL?(C,)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable OTYZ b d Grade Species Orient C,,, CFb Fb Fv F,l E Fti F, 1 2 1.5 9.25 #2 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 2 1.5 9.25 #2 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 2 2 1.5 5.5 #2 LVL Edge 1.00 1.11 2750 285 750 2000000 3058 285 3 2 1.5 7.25 #2 LVL Edge 1.00 1.07 2750 285 750 2000000 2945 285 4 2 1.5 9.25 #2 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 5 2 1.2 11.25 #2 LVL Edge 1.00 1.01 2750 285 750 2000000 2774 285 Design Limit States A S. l� El, %Load Bending Shear AL AL.0.5D Max.Span (2)1.5x9.25#2 LVL On Edge 27.75 42.78 197.86 4E+08 50% 260.9 754.7 194.6 214.2 194-in.(16-ft 2-in.) (2)1.5x9.25#2 LVL On Edge 27.75 42.78 197.86 4E+08 50% 260.9 754.7 194.6 214.2 (2)1.5x5.5#2 LVL On Edge 16.50 15.13 41.59 8.3E+07 100% 113.6 229.9 91.8 101.1 91-in.(7-ft 7-in.) (2)1.5x7.25#2 LVL On Edge 21.75 26.28 95.27 1.9E+08 100% 147.0 303.0 121.0 133.2 121-in.(10-ft 1-in.) (2)1.5x9.25#2 LVL On Edge 27.75 42.78 197.86 4E+08 100% 184.5 386.6 154.4 170.0 154-in.(12-ft 10-in.) (2)1.201.25#2 LVL On Edge 27.00 50.63 284.77 5.7E+08 100% 198.0 380.7 174.4 191.9 174-in.(14-ft 6-in.) Minimum Bearing Length: Note: Bearing required to resist Rn above. Columns must be proportioned to carry axial load. End Reactions Min.Bearing Length (in.) Configuration Rn' RDA' 2.5 3.5 5.5 Full (2)1.5x9.25#2 LVL On Edge 1394 0 0.74 0.62 0.62 0.62 (2)1.5x9.25#2 LVL On Edge 1394 0 0.74 0.62 0.62 0.62 (2)1.565#2 LVL On Edge 1315 0 0.70 0.58 0.58 0.58 (2)1.5x7.25#2 LVL On Edge 1734 0 0.92 0.77 0.77 0.77 (2)1.5x9.25#2 LVL On Edge 2212 0 1.18 0.98 0.98 0.98 (2)1.2x11.25#2 LVL On Edge 2498 0 1.39 1.39 1.39 1.39 Notes 1.Support and connection to support must be capable of resisting gravity,Rn, and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 213 of header width should bear on the -- support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.5 23.0201 Design Wood Headers Mateline 2006-04-04 5/20/2022 2:24 PM LVL(3) Page 6 of 7 Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load,40 psf 2nd Floor Live Cape Truss,7/12 Roof Pitch Two Floors,Roof,Loft,&Ceiling Only Loading Conditions: 2 halves 165-in.Unit Width Uniform Uplift(wuL)_ -4 plf (0.6D+Wn) 135 mph(Exp C/End Zone) Uniform Dead Load(wog)= 511 plf (D) 25 psf Ground Snow,7/12 Pitch Uniform Live Load(wLJ= 1172 plf (L) NDS Design Load(wNDs)= 1683 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(Cr)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTY2 b d Grade Species Orient. CW C' Fb Fv F.l E Fe F, 1 2 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1050 175 2 3 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 3 4 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 4 6 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 5 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 6 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 7 4 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 8 6 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 9 10 Design Limit States A S, 1. Bending Shear or AL.0.5D RTr' Rur' Max.Span (2)2x10#1 SYP On Edge 27.75 42.78 197.86 50.6 64.7 88.4 94.8 3550 -8 50-in.(4-ft 2-in.) (3)2x10#1 SYP On Edge 41.63 64.17 296.79 66.5 87.8 101.2 108.5 4662 -11 66-in.(5-ft 6-in.) (4)2x10#1 SYP On Edge 55.50 85.56 395.73 76.8 110.8 111.4 119.4 5383 -12 76-in.(6-ft 4-in.) (6)200#1 SYP On Edge 83.25 128.34 593.59 94.0 157.0 127.5 136.7 6593 -15 94-in.(7-ft 10-in.) (2)1.5x9.25 LVL On Edge 27.75 42.78 197.86 83.4 93.7 95.3 102.1 5847 -14 83-in.(6-ft 11-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 104.1 131.3 109.0 116.9 7303 -17 104-in.(8-ft 8-in.) (4)1.5xg.25 LVL On Edge 55.50 85.56 395.73 120.3 168.9 120.0 128.6 8416 -20 120-in.(10-ft 0-in.) (6)1.5x9.25 LVL On Edge 83.25 128.34 593.59 147.3 244.1 137.4 147.3 9634 -22 137-in.(11-ft 5-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. Min.Bearing Length"(in.) Min.Bearing Length (in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)2x10#1 SYP On Edge 2.51 2.09 2.09 2.09 (3)1.54.25 LVL On Edge 3.89 2.78 2.16 2.16 (3)2x10#1 SYP On Edge 3.30 2.36 1.83 1.83 (4)1.54.25 LVL On Edge 4.49 3.21 2.04 1.87 (4)2x10#1 SYP On Edge 3.81 2.72 1.73 1.59 (6)1.5x9.25 LVL On Edge 5.14 3.67 2.34 1.43 (6)2x10#1 SYP On Edge 4.67 3.33 2.12 1.30 (2)1.5xg.25 LVL On Edge 3.12 2.60 2.60 2.60 Notes 1. Support and connection to support must be capable of resisting gravity,RTC,and uplift,Rug,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4. At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.6 23.0201 Design Wood Headers Mateline 2006-04-04 5/20/2022 2:24 PM LVL(4) Page 7 of 7 Matewall Header Spans Simply Supported--Uniformly Distributed Load Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width 40 psf Floor Live Load and 10 psf Floor Dead Load Only 40 psf Floor Live Load Loading Conditions: 2 halves 165-in.Unit Width Uniform Uplift(wUL)= 0 plf (n/a) 135 mph(Exp C/End Zone) Uniform Dead Load(wDL)= 138 plf (D) 25 psf Ground Snow,7/12 Pitch Uniform Live Load(wLL)= 550 plf (L) NOS Design Load(LANDS)= 688 plf (D+L) Stress Adjustment Factors: Deflection Limits: LVL Design Criteria: Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 LVL Trade Name: Microllam Repetitive Member Factor3(C,)= 1.15 L+0.5D Deflection Limit:L/240 LVL MOE(E)= 2000000 psi Repetitive Member Fac.LVL3(Cr)= 1.04 Volume effect exponent(e)= 0.136 Header Configurations: Tabulated Allowable QTY2 b d Grade Species Orient. Ci CFb Fb F� FC1 E Fe F, 1 2 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1050 175 2 3 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 3 4 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 4 6 1.5 9.25 #1 SYP Edge 1.00 1.00 1050 175 565 1600000 1208 175 5 2 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2849 285 6 3 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 7 4 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 8 6 1.5 9.25 LVL Edge 1.00 1.04 2750 285 750 2000000 2963 285 9 10 Design Limit States A S, 1� Bending Shear 0L Dk.0.5D RTC' RUF' Max.Span (2)2x10#1 SYP On Edge 27.75 42.78 197.86 79.2 131.5 113.8 125.2 2269 0 79-in.(6-ft 7-in.) (3)2xl0#1 SYP On Edge 41.63 64.17 296.79 104.0 188.0 130.3 143.4 2980 0 104-in.(8-ft 8-in.) (4)2x10#1 SYP On Edge 55.50 85.56 395.73 120.1 244.5 143.4 157.8 3441 0 120-in.(10-ft 0-in.) (6)2xl0#1 SYP On Edge 83.25 128.34 593.59 147.1 357.6 164.1 180.6 4214 0 147-in.(12-ft 3-in.) (2)1.5xg.25 LVL On Edge 27.75 42.78 197.86 130.5 202.6 122.6 134.9 3511 0 122-in.(10-ft 2-in.) (3)1.5x9.25 LVL On Edge 41.63 64.17 296.79 162.9 294.6 140.3 154.4 4020 0 140-in.(11-ft 8-in.) (4)1.5x9.25 LVL On Edge 55.50 85.56 395.73 188.2 386.6 154.4 170.0 4424 0 154-in.(12-ft 10-in.) (6)1.5x9.25 LVL On Edge 83.25 128.34 593.59 230.4 570.7 176.8 194.6 5064 0 176-in.(14-ft 8-in.) Minimum Bearing Length: Note: Bearing required to resist RTC above. Columns must be proportioned to carry axial load. Min.Bearing Length'(in.) Min.Bearing Length (in.) Configuration 2.5 3.5 5.5 Full Configuration 2.5 3.5 5.5 Full (2)2xl0#1 SYP On Edge 1.61 1.34 1.34 1.34 (3)1.54.25 LVL On Edge 2.14 1.53 1.19 1.19 (3)2xl0#1 SYP On Edge 2.11 1.51 1.17 1.17 (4)1.50.25 LVL On Edge 2.36 1.69 1.07 0.98 (4)2x10#1 SYP On Edge 2.44 1.74 1.11 1.01 (6)1.50.25 LVL On Edge 2.70 1.93 1.23 0.75 (6)2x10#1 SYP On Edge 2.98 2.13 1.36 0.83 (2)1.5x9.25 LVL On Edge 1.87 1.56 1.56 1.56 Notes 1. Support and connection to support must be capable of resisting gravity,RTC,and uplift,RUL,forces. 2. Multiple members must be equally loaded or interconnected to transfer load sufficiently between individual members. 3.Automatically applied to three or more members 4.At bearing location,not less than 2/3 of header width should bear on the support. Typical bearing widths provided. Uplift connection at end of header members must be designed elsewhere. 6.7 Garage Attic header LVL Beam Analysis. 5/22/2022 6:49 AM LVL Output Page 1 of 2 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: Garage Attic Header Member Properties: Material Properties: LVL Trade Name: Microllam b= 1.5 in. Tabulated Co CFb Allowable LVL MOE(E)= 2000000 psi d= 20 in. Fb= 2750 1.15 0.93 2950 psi Volume effect(e)= 0.136 A= 60.0 in.` Fv= 285 1.15 -- 328 psi plies= 2 Ix= 2000.0 in.° F.,= 750 -- 750 psi Sx= 200.0 in." E= 2000000 2000000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 849 Ibf 3'-1.5" LL 425 pit 0'-0"to T-1.5" DL 384 Ibf 3'-1.5" DL 192 pit 0'-0"to T-1.5" W -616 Ibf T-1.5" W -308 pit 0'-0"to T-1.5" LL 849 Ibf T-10.5" LL 236 pit T-1.5"to 7'-10.5" DL 384 Ibf T-10.5" DL 91.5 pit T-1.5"to T-10.5" W -616 Ibf T-10.5" W -169 pit T-1.5"to T-10.5" LL 849 Ibf 15'-1.5" LL 425 pit T-10.5"to 15'-1.5" DL 384 Ibf 15'-1.5" DL 192 pit T-10.5"to 15'-1.5" W -616 Ibf 15'-1.5" W -308 pit T-10.5"to 15'-1.5" LL 849 Ibf 19'-10.5" LL 236 pit 15'-1.5"to 19'-10.5" DL 384 Ibf 19'-10.5" DL 91.5 plf 15'-1.5"to 19'-10.5" W -616 Ibf 19'-10.5" W -169 pit 15'-1.5"to 19'-10.5" LL 425 pit 19'-10.5"to 23'-1.25" DL 192 pit 19'-10.5"to 23'-1.25" W -308 pit 19'-10.5"to 23'-1.25" L Deflection Limit:L/240 L+0.51)Deflection Limit:L/ 180 Beam Diagram: T-1.5" T-10.5" 16-1.5" 19'-10.5" LL,DL,W LL,DL,W LL,DL,W LL,DL,W Load Case 0'-0" 23'-1.25" DL+LL -8221 -8211 LL -5711 -5703 W Flexural Str 4123 ength: Shear Strength: Mu= 566512 in.-Ibs Vu= 8221 Ibs Mn= 590050 in.-Ibs Vn= 13110 Ibs Mu/Mn= 0.96 OK Vu/Vn= 0.63 OK Deflection Limits: Minimum Bearing at Supports: _ 1 LL Deflection:U 351 OK Pu= 8221 Ibs LL+0.5DL Deflection:U 288 OK Bearing Width,b= 3 in. Min.Length= 3.7 in. Attach each end of beam to(4)2x6#2 SPF Studs with straps for 4128 Ibf uplift 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. 6.8 Garage Bema LVL Beam Analysis 5/22/2022 7:35 AM LVL Output Page 1 of 2 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: Garage Beam Member Properties: Material Properties: LVL Trade Name: Microllam b= 1.5 in. Tabulated Co CFb Allowable LVL MOE(E)= 2000000 psi d= 9.25 in. Fb= 2750 1.00 1.04 2849 psi Volume effect(e)= 0.136 A= 27.8 in.` F = 285 1.00 -- 285 psi plies= 2 Ix= 197.9 in° Fe = 750 750 psi Sx= 42.8 in.' E= 2000000 2000000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 2860 Ibf 0'-0" LL 228 pit Full Length DL 1260 IN 0.-0". DL 56.9 plf Full Length W -2060 Ibf 0'-0" L Deflection Limit:L/360 L+0.5D Deflection Limit:L/240 Beam Diagram: 0.-0. LL,DL,W T it Load Case 0'-0" 1 V-7" DL+LL -5758 -1647 LL -4173 -1318 W Flexural Strength: Shear Strength: Mu= 57228 in.-Ibs Vu= 1647 Ibs Mn= 121888 in.-Ibs Vn= 5273 Ibs Mu/Mn= 0.47 OK Vu/Vn= 0.31 OK Deflection Limits: Minimum Bearing at Supports: LL Deflection:U 597 OK Pu= 5758 Ibs LL+0.5DL Deflection:U 531 OK Bearing Width,b= 3 in. Min.Length= 2.6 in. Attach each end of beam to(3)2x6#2 SPF Studs with straps for 2064 Ibf uplift 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. 6.9 1st story point loaded matewall header Timber Beam Analysis 5/22/2022 7:11 AM Dim Output Page 1 of 1 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 1st story point loaded matewallheader 4, Member Properties: Material Properties: Grade: #2 plies= 3 Tabulated Cc CFb Cr Allowable Species: SPF A= 41.6 in•2 Fb= 875 1.00 1.10 1.15 1107 psi b= 1.5 in. Ix= 296.8 in' Fv= 135 1.00 -- -- 135 psi d= 9.25 in. Sx= 64.2 in' Fc1= 425 -- 425 psi E= 1400000 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 639 Ibf 1'-1.75" LL 311 plf Full Length DL 205 Ibf 1'-1.75" DL 135 plf Full Length W -1040 Ibf 1'-1.75" W -67 plf Full Length LL 275 plf Full Length DL 69 plf Full Length L Deflection Limit:L/360 L+0.5D Deflection Limit:L/240 Beam Diagram: 1'-1.75" LL,DL,W Load Case 0'-0" 5'-1.75" DL+LL -2689 -2221 LL -2005 -1650 W Flexural Strength: Shear Strength: aoa Unsupported Length,lu= 16 in. Vu= 2689 Ibs Effective Length Factor= 2.06 Vn= 3746 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.72 OK Slenderness Ratio,Rb= 11.64 Fb.= 1107 psi Minimum Bearing at Supports: FbE= 10332 psi FbE/Fb.= 9.3 Pu= 2689 Ibs " Stability Factor,CL= 0.99 Bearing Width,b= 4.5 in. Min.Length= 1.4 in. Mu= 37453 in.-Ibs Mn= 70609 in.-Ibs Deflection Limits: Mu/Mn= 0.53 OK LL Deflection:U 2289 OK LL+0.5DL Deflection:U 1954 OK Attach end of header to(3)2x4#2 SPF Studs 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. 6.10 23.0301 Design Wood Columns Matewall 2015-03-18 5/20/2022 3:52 AM Mateline(2) Page 1 of 4 Marriage Wall Column Calculation Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: Cape Loft,Roof&Ceiling Only Grade: #2 Wall Height(h)= 96.0 in. 165-in.Unit Width Species: SPF Top/Bottom Plate Thk(tp)= 3.0 in. 135 mph(Exp C/End Zone) width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. 25 psf Ground Snow,7/12 Pitch depth(d)= 3.5 in. Deflection Limit:H/ 180 Center Column Configuration3 Side Column Continous Beams (1)2x4#2 SPF 430-in.(35-ft 10-in.) 322-in.(26-ft 10-in.) (2)2x4#2 SPF 876-in.(73-ft 0-in.) 644-in.(53-ft 8-in.) (3)2x4#2 SPF 1322-in.(110-ft 2-in.) 966-in.(80-ft 6-in.) (4)2x4#2 SPF 1768-in.(147-ft 4-in.) 1289-in.(107-ft 5-in.) (5)2x4#2 SPF 2214-in.(184-ft 6-in.) 1611-in.(134-ft 3-1n.) (6)2x4#2 SPF 2660-in.(221-ft 8-in.) 1933-in.(161-ft 1-in.) (7)2x4#2 SPF 3107-in.(258-ft 11-in.) 2256-in.(188-ft 0-in.) (8)2x4#2 SPF 3553-in.(296-ft 1-in.) 2578-in.(214-ft 10-in.) (9)2x4#2 SPF 3999-in.(333-ft 3-in.) 2900-in.(241-ft 8-in.) (10)2x4#2 SPF 4445-in.(370-ft 5-in.) 3223-in.(268-ft 7-1n.) Continuous Header Side Column Side Column Tabulated Span Tabulated Span Center Column Must Center Column Side Column Be In Middle 1/3rd of Span Center Column f Tabulated Span 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 to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5.Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6. Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. 7.1 23.0301 Design Wood Columns Matewall 2015-03-18 5/20/2022 3:52 AM Mateline(2) Page 2 of 4 Marriage Wall Column Calculation (continued) Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDs)= 120 plf(D+0.75(L+Su)) Uniform Uplift(wuj= -135 plf(0.6D+Wn) Bearing/Total Load(WT)= 120 plf(D+0.75(L+Su)) Lateral Load(Wiat)= 3.8 psf(0.75W) Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load NO= 5.0 psf(Wia,) Axial Load(WB)= 33 plf(D) Uplift Only Lateral Load(Wiai)= 5.0 psf(VV) Uniform Uplift(wuL)= -135 plf(0.6D+Wn) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 120 plf(D) Lateral Load Aa,)= 3.8 psf(0.75W) Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr CP Stress width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 -- 2415 psi depth(d)= 3.5 in. F�= 1150 1.15 1.15 -- 0.35 536 psi(gravity only) c= 0.8 F�= 1150 1.15 1.60 0.26 554 psi(combined) Idd= 26.6 F,= 450 1.50 1.60 -- 1080 psi F.E= 594 FC1= 425 -- -- 425 psi E= 1400000 1400000 psi Emin= 510000 510000 psi Configurations/Section Properties: Studs In Column 1 2 3 4 5 6 7 8 9 10 Area(in?) 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 52.5 Ix(in.4) 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 53.6 Sx(in.3) 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 30.6 Maximum Tributary Spans(Axial Loads): Stud Axial Compression 282 564 846 1128 1410 1692 1974 2256 2538 2820 Stud Axial Tension 502 1005 1507 2009 2512 3014 3516 4019 4521 5023 Plate Perp.Compression 224 448 671 895 1119 1343 1567 1791 2014 2238 Deflection Limit State for 16-in.Tributary Width: Deflection Limit Check L/ 1172 2345 3517 4689 5862 7034 8207 9379 10551 11724 Maximum Tributary Spans(Combined Loads): Tension/Bending 472 974 1476 1979 2481 2983 3486 3988 4490 4993 Comp./Bending(Max.Bending) 862 1863 2881 3905 4942 5990 7023 8066 9120 10167 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.) 246 525 809 1093 1381 1671 1958 2242 2539 2825 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.06 1.00 Result: 1 2 3 4 5 6 7 8 9 10 Max.Column Trib Span(in.) 224 448 671 895 1119 1343 1567 1791 2014 2238 Max.Side Column Opening(in.) 430 876 1322 1769 2215 2661 3107 3553 3999 4446 Max.Center Column Opening(in.) 322 645 967 1289 1612 1934 2256 2578 2901 3223 7.2 t: 23.0301 Design Wood Columns Matewall 2015-03-18 5/20/2022 3:52 AM Mateline Page 3 of 4 Marriage Wall Column Calculation Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Stud Configuration: One Floor,Loft,Roof&Ceiling Only Grade: #2 Wall Height(h)= 108.0 in. 165-in.Unit Width Species: SPF Top/Bottom Plate Thk(tp)= 3.0 in. 135 mph(Exp C/End Zone) width(b)= 1.5 in. Typical Spacing(s)= 16.0 in. 25 psf Ground Snow,7/12 Pitch depth(d)= 3.5 in. Deflection Limit:H/ 180 Center Column Configuration3 Side Column Continous Beams (1)2x4#2 SPF 86-in.(7-ft 2-in.) 74-in.(6-ft 2-in.) (2)2x4#2 SPF 206-in.(17-ft 2-in.) 162-in.(13-ft 6-in.) (3)2x4#2 SPF 327-in.(27-ft 3-in.) 250-in.(20-ft 10-in.) (4)2x4#2 SPF 449-in.(37-ft 5-in.) 339-in.(28-ft 3-in.) f (5)2x4#2 SPF 567-1n.(47-ft 3-in.) 425-in.(35-ft 5-in.) (6)2x4#2 SPF 684-in.(57-ft 0-in.) 510-in.(42-ft 6-in.) (7)2x4#2 SPF 801-in.(66-ft 9-in.) 596-in.(49-ft 8-in.) (8)2x4#2 SPF 918-in.(76-ft 6-in.) 681-in.(56-ft 9-in.) (9)2x4#2 SPF 1034-in.(86-ft 2-in.) 766-in.(63-ft 10-in.) (10)2x4#2 SPF 1151-in.(95-ft 11-in.) 851-in.(70-ft 11-in.) Continuous Header Side Column Side Column Tabulated Span y Tabulated Span Center Column Must J Center Column Side Column Be In Middle 1/3rd of Span Center Column h Tabulated Span 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 to maintain regular stud spacing(i.e.typical stud may be placed up to 16-in.from closest built-up column stud). 3. If the header drops below the ceiling requiring a jack/jamb studs configuration,the number of studs given above corresponds to the nubmer fo required jack studs supporting the header. The number of jamb studs required shall be equal to one-half the number of jack studs rounded up to the nearest whole stud. 4. Clear span between columns including center columns,if present. Side columns are engaged to the wall running parallel to the opening considered. 5. Total clear span between side columns,including center column width/depth. Center columns are engaged to a wall running perpendicular to the opening considered. Spans provided are for the beam/header running continuous over the column without a splice. The center column must be located within the middle 1/3 of the overall opening supported. If located outside the middle 1/3 the beam cannot be continous over the column and must be spliced. Stiffeners must be added to header(s) over center columns so the width of the column is not more more than 1-1/2-in.wider than the header. 6. Jack studs must be at least as wide as header. Calculation does not consider the contribution of fasteners connecting the header to the jamb studs. 7.3 I23.0301 Design Wood Columns Matewall 2015-03-18 5/20/2022 3:52 AM Mateline Page 4 of 4 Marriage Wall Column Calculation(continued) Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: 165-in. Unit Width Matewall,25 psf Ground Snow,20 psf Attic Live Load Cape Truss,7/12 Roof Pitch Loading Conditions: Axial Load Only Combined Uplift and Lateral: Axial Only Load(WNDS)= 453 plf(D+L) Uniform Uplift(wuL)= -70 plf(0.6D+Wn) Bearing/Total Load(WT)= 453 plf(D+L) Lateral Load(Wiat)= 3.8 psf(0.75W) Lateral Load Only Combined Axial&Lateral(Max Bending): Lateral Load(Wiat)= 5.0 psf(Wia,) Axial Load(WB)= 142 plf(D) Uplift Only Lateral Load(Wiat)= 5.0 psf(W) Uniform Uplift(wCJ= -70 plf(0.6D+Wn) Combined Axial&Lateral(Max Axial): Axial Load(Wc)= 435 plf(D+0.75(L+Su)) Lateral Load NO= 3.8 psf(0.75W) Stud Material Properties: Grade: #2 Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF CD Cr CP Stress width(b)= 1.5 in. Fb= 875 1.50 1.60 1.15 -- 2415 psi depth(d)= 3.5 in. F�= 1150 1.15 1.00 -- 0.32 425 psi(gravity only) C= 0.8 F�= 1150 1.15 1.60 0.21 442 psi(combined) le/d= 30.0 Ft= 450 1.50 1.60 -- 1080 psi F.E= 466 Fes= 425 -- -- 425 psi E= 1400000 1400000 psi Emin= 510000 -- -- -- -- 510000 psi Configurations/Section Properties: Studs In Column 1 2 3 4 5 6 7 8 9 10 Area(in?) 5.3 10.5 15.8 21.0 26.3 31.5 36.8 42.0 47.3 52.5 Ix(in.4) 5.4 10.7 16.1 21.4 26.8 32.2 37.5 42.9 48.2 53.6 Sx(in.3) 3.1 6.1 9.2 12.3 15.3 18.4 21.4 24.5 27.6 30.6 Maximum Tributary Spans(Axial Loads): Stud Axial Compression 59 118 178 237 296 355 414 474 533 592 Stud Axial Tension 969 1938 2908 3877 4846 5815 6785 7754 8723 9692 Plate Perp.Compression 59 118 177 237 296 355 414 473 532 591 Deflection Limit State for 16-in.Tributary Width: Deflection Limit Check L! 823 1647 2470 3294 4117 4940 5764 6587 7410 8234 Maximum Tributary Spans(Combined Loads): Tension/Bending 894 1863 2832 3802 4771 5740 6709 7679 8648 9617 Comp./Bending(Max.Bending) 153 336 522 711 901 1091 1286 1475 1670 1862 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.) 52 113 174 236 298 361 424 487 549 612 Comp./Bending(CSR) 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 Result: 1 2 3 4 5 6 7 8 9 10 Max.Column Trib Span(in.) 52 113 174 236 296 355 414 473 532 591 Max.Side Column Opening(in.) 87 206 328 450 568 685 801 918 1035 1152 Max.Center Column Opening(in.) 75 162 251 340 426 511 596 681 766 852 7.4 r, Column Design Member Properties Fb= 875 psi L= 9 ft E= 1400000 psi b= 1.5 in E.b,= 510000 psi d= 5.5 in F,= 135 psi li ply= 4 Fc= 425 psi Grade=#2 Species=SPF Cd(bending)= 1.60 Cfb= 1.3 A=33 in Cd(compression)= 1.15 Sx=30.25 ins Cfc= 1.10 Ix=83.1875 in Deflection Limit U 120 Loading Conditions Beam= 11784 Ibs Extra= 0 Ibs Pressure= 27.1 Psf Bending Fb'= 1820 psi Stud Spacing= 16 in - Mu= 4390.2 in.-Ibs Mn= 55055 in.-Ibs Mu/Mn= 0.08 OK LL Deflection:U 2358 OK Compression KcE= 1 c= 0.8 let/d,= 19.6 Ok Ie2/d2= 18.0 Ok - Fc'= 538 psi FcE= 1087 psi Cp= 0.9 Fc= 467 psi P/A= 357 psi 0.764302334 OK Combined Bending and Axial tension fc= 357 psi Fc'= 467 psi fb= 145 psi Fb'= 1820 psi _- E.. 510000 psi lex= 108 in l FcEt= 1087 psi FCE2= 1294 psi Rb= 0.7385489<50 OK 0.7029<1 OK and 0.2761 <1 OK I 7.5 23.0401 Design Floor,Roof,and Ceiling Joist 2009-06-15 5/20/2022 3:51 AM Res Floor Page 1 of 3 Residential Floor Joists l ' -_ Client: Apex Homes,Inc. Job Number: AH1032522-24 Description: 165-in.Unit Width Floor Joist Design Loading Conditions: Stress Adjustment Factors: Deflection Limits: Uniform Dead Load(wDL)= 10 psf Load Duration Factor(CD)= 1.00 L Deflection Limit:L/360 Uniform Live Load(wLL)= 40 psf Repetitive Member Factor(Cr)= 1.15 L+0.5D Deflection Limit:L/240 Floor Joist Configurations: Tabulated Allowable b d Grade Species Spacing CFb Fb F Fcl E Fe F' 1 1.5 9.25 #2 SPF 16 1.10 875 135 425 1400000 1107 135 2 3 4 5 I Design Limit States - Floor Joist Configurations: A S. 1, Bending Shear AL AL+0.5D Maximum Span 2x10#2 SPF 16-in.oc 13.88 21.39 98.93 184.6 468.1 188.0 199.8 184-in.(15-ft 4-in.) I i i I 8.1 23.0401 Design Floor,Roof,and Ceiling Joist 2009-06-15 5/20/2022 3:51 AM Res Floor Page 2 of 3 Floor Connections Client: Apex Homes,Inc. 165-in.Unit width Job Number: AH1032522-24 40 psf Live,10 psf Dead Loading Conditions: Module Width(B)= 165.0 in. Floor Live Load,L= 40 psf Lumber Species Min.SG: SPF Floor Dead Load,D= 10 psf Lumber Max.Grade:#2 Total Uniform Load= 344 plf Joist Width= 1.5 in. Joist Height= 9.25 in. Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Joist to Rim Joist(with ledger) Joist Spacing= 16 in.cc 0.131"x3"Nail 4-in.cc E F,= 458 Ibf 7/16"x2.5"x15 Ga.Staple 3-in,cc F,/2= 229 Ibf 0 N rn v a� J Joist Spacing= 16 in.oc 0.131"x3"Nail 5 F,/2= 229 Ibf 7/16"x2.5"x15 Ga.Staple -- E 0 to O i (fasteners of in = 1 in. .1 1" 'Joist to Rim(astene s only) Joist Spacing 6 cc 0 3 x3'Nail F,= 458 Ibf 7/16"x2.5"x15 Ga.Staple Blocking Between Joists 0.131"x3"Nail 3 Facenail or Toenail Each End 7/1 6"x2.5"x 15 Ga.Staple 5 All Locations Band Joist to Band Joist a r 0.131"x3"Nail 24-in.cc 0 Eo w 7/16"x2.5"x15 Ga.Staple 20-in.cc � Z: o m a m CO CO v`6 0.131"x3"Nail 3 w 0'0 0 7/16"x2.5"xl5 Ga.Staple 4 mU)-a L � z w m CUgw u- l6 8.2 23.0401 Design Floor,Roof,and Ceiling Joist 2009-06-15 5/20/2022 3:51 AM Res Floor Page 3 of 3 Joist Hanger Joist Header Hanger Connection Design Parameters Joist Hanger Fastening Fastening Capacity Typical Joist Spacing= 16 in.oc Simpson LU28 (6)0.148"x1.5"Nail (8)0.148"x3"Nail 770lbf(0.6) _. F,= 458 Ibf Simpson LUS28 (4)0.148"xT Nail (6)0.148"x3"Nail 890lbf(0.51) Bearing= 0.72 in. Simpson LU28 (6)0.148"xl.5"Nail (8)0.162"x3.5"Nail 920 Ibf(0.5) Simpson HU210 (4)0.148"x1.5'Nail (8)0.162"x3.5"Nail 930lbf(0.49) _ Double Joist Connection OTY= 2 Simpson HU28-2(Min) (4)0.148"x3"Nail (10)0.162NIT Nail 1160 Ibf(0.99) width= 1.5 in. n/a n/a nla n/a depth= 9.25 in. n/a n/a n/a n/a F,= 1148 Ibf n/a nla n/a nla Bearing= 0.90 in. Triple Joist Connection QTY= 3 Simpson HU210-3(Max) (10)0.148"xT Nail (18)0.162NIT Nail 2090lbf(0.82) width= 1.5 in. n/a nla n/a n/a depth= 9.25 in. n/a n/a n/a n/a F,= 1722 in. nla n/a n/a n/a Bearing= 0.90 in. NOTE: 1 Where joist hanger depth is less than 60%the joist depth the typical joist end nailing must be provided for lateral stability. I — 8.3 y. 23.0620 Design Roof Connections Transverse Truss 2008-06-18 1 5/20/2022 3:50 AM ` Wall Connections Page 1 of 2 Sidewall Roof Connections Client:Apex Homes,Inc. 165-in.unit Width Job Number:AH1032522-24 135 mph(Exp C/End Zone) 7/12 Pitch Loading Conditions: Vertical Loads: Module Width(B)= 165.0 in. Uplift= -168 pit(0.6D+W) Sidewall Overhang(BoH)= 12.0 in. Dead= 375 plf(D) Maximum Wall Height(h)= 108 in. Lumber Species Min.SG:SPF Lateral Loads: Wiat= 19.6 psf(MWFRS) Wiat= 32.1 psf(C&C) Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Roof truss/rafter to plate(toe-nailed) Truss Spacing= 16 in.oc 0.131"x3"Nail 3 ro Ft= 193 Ibf #8 x 3"Screw 3 C N Truss Spacing= 24 in.oc 0.131"x3"Nail 3 c Ft= 289 Ibf #8 x 3"Screw 3 w Edge rail to roof truss/rafter Truss Spacing= 16 in.oc 0.131"x3"Nail 5 Ft= 224 Ibf 7/16"x2.5"xl5 Ga.Staple 6 0 ID Truss Spacing= 24 in.oc 0.131"x3"Nail 5 R1 Ft= 336 Ibf 7/16"x2.5"xl5 Ga.Staple 7 w i • • Strap to roof rail m 0 N 61S See Strap Calculation 3 a w 9.1 ,i 23.0620 Design Roof Connections Transverse Truss 2008-06-18 5/20/2022 3:50 AM Wall Connections Page 2 of 2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Sheathing to root rail(in lieu of straps) Sheathing Type:OSB 0.131"x3"Nail 6-in.oc Sheathing Thick.:3/8-in. 7/16"x2.5"x15 Ga.Staple 4-in.oc N Nominal Strength: 960 pit 7/16"x1.5"x16 Ga.Staples 4-in.oc Ft Min.Width: 8.0 in. F,= 168 pif c w 3E I i; Truss/Rafter Plate/Stud Connection Design Parameters Connector Fastening Fastening Roof truss/rafter to plate(connector) Spacing= 16 in.oc Simpson H2 (5)0.131"x2.5" (5)0.131"x2.5" F,= 224 Ibf Simpson H4 (4)0.131"x1.5" (4)0.131"x1.5" Wind:End Zone USP RT12A (3)0.131"x2.5" (3)0.131"x2.5" USP RT15 (5)0.131"x1.5" (5)0.131"x2.5" F1 Spacing= 24 in.oc Simpson H2.5 (5)0.131"x1.5" (5)0.131"x1.5" F,= 336 Ibf Simpson H1 (6)0.131"x1.5", (4)0.131"x2.5" Wind:End Zone USP RT15 (5)0.131"x1.5" (5)0.131"x1.5" USP RT12A (3)0.131"x1.5" (3)0.131"x1.5" • i I i 9.2 23.0610 Design Wall Connections 2008-06-18 5/20/2022 3:50 AM Wall Connections Page 1 of 3 Sidewall Wall Connections Client: Apex Homes,Inc. 165-in.Unit width Job Number: AH1032522-24 135 mph(Exp C/End Zone) 7/12 Pitch Loading Conditions: Vertical Loads: Module Width(B)= 165.0 in. Uplift= -168 plf(0.6D+W) Sidewall Overhang(BoH)= 12.0 in. Dead= 375 plf(D) Maximum Wall Height(h)= 108 in. Lumber Species Min.SG:SPF Lateral Loads: Wiat= 19.6 psf(MWFRS) Wlat= 32.1 psf(C&C) Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters diameter or staple size) Spacing Top or bottom plate to stud(face nail) Stud Spacing= 16 in.oc 0.131"x3"Nail 3 a F,= 193 Ibf 7/16"x2.5"xl5 Ga.Staple 4 c c N Stud Spacing= 24 in.oc 0.131"x3"Nail 4 a-. W F,= 289 Ibf 7/16"x2.5"x15 Ga.Staple 6 Double top plate F,= 145 plf 0.131"x3"Nail 10-in.oc 7/16"x2.5"x15 Ga.Staple 5 in.oc c c N W 4^- Bottom plate to rim joist or blocking Stud Spacing= 16 in.oc #8 x 3"Screw 2 per bay a) F,= 193 Ibf 0.131 NT'Nail 2 per bay N 7/16"x2.5"xl 5 Ga.Staple 3 per bay v Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 289 Ibf 0.131 NX Nail 3 per bay W 7/16N2.5N15 Ga.Staple 5 per bay 9.3 23.0610 Design Wall Connections 2008-06-18 5/20/2022 3:50 AM 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"xT Nail 7/16"x2.5"x15 Ga.Staple Header-to-Stud(end nail in header only) Zone: End 6 66-in.(5-ft 6-in.) 36-in.(3-ft 0-in.) F,= 168 plf 8 89-in.(7-ft 5-in.) 48-in.(4-ft 0-in.) �t F2= 88 plf 10 111-in.(9-ft3-in.) 61-in.(5-ft 1-in.) 145 plf(C&C) 12 133-in.(11-ft 1-in.) 73-in.(6-ft 1-in.) FR= 190 plf 14 155-in.(12-ft 11-in.) 85-in.(7-ft 1-in.) 16 178-in.(14-ft 10-in.) 97-in.(8-ft 1-in.) • I i Distribute total fastener qualtity equally among all header members at each end Header-to-Stud(alt.,lateral only) Zone: End 6 87-in.(7-ft 3-in.) 48-in.(4-ft 0-in.) F2= 88 plf 8 116-in.(9-ft 8-in.) 64-in.(5-ft 4-in.) 145 plf(C&C) 10 146-in.(12-ft 2-in.) 80-in.(6-ft 8-in.) 12 175-in.(14-ft 7-in.) 96-in.(8-ft 0-in.) 14 204-in.(17-ft 0-in.) 112-in.(9-ft 4-in.) 16 233-in.(19-ft 5-in.) 128-in.(10-ft 8-in.) • Distribute total fastener qualtity equally among all header members at each end Cripple-to-Stud(alt.,uplift only) Zone: End 6 113-in.(9-ft 5-in.) 61-in.(5-ft 1-in.) F,= 168 plf 8 150-in.(12-ft 6-in.) 82-in.(6-ft 10-in.) 10 188-in.(15-ft 8-in.) 102-in.(8-ft 6-in.) F' 12 226-in.(18-ft 10-in.) 123-in.(10-ft 3-in.) •• 14 264-in.(22-ft 0-in.) 144-in.(12-ft 0-in.) 16 301-in.(25-ft 1-in.) 164-in.(13-ft 8-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 87-in.(7-ft 3-in.) 48-in.(4-ft 0-in.) FZ= 88 plf 8 116-in.(9-ft 8-in.) 64-in.(5-ft 4-in.) 145 plf(C&C) 10 146-in.(12-ft 2-in.) 80-in.(6-ft 8-in.) 12 175-in.(14-ft Tin.) 96-in.(8-ft 0-in.) 14 204-in.(17-ft 0-in.) 112-in.(9-ft 4-in.) 16 233-in.(19-ft 5-in.) 128-in.(10-ft 8-in.) • Distribute total fastener qualtity equally ` among all header members at each end i 9.4 23.0610 Design Wall Connections 2008-06-18 5/20/2022 3:50 AM 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"xY Nail 16-in.oc Sidewall/Endwall Intersection " 7/16"x2.5'xl5 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"x2.5"xl5 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"x2.5"xl5 Ga.Staple 5 All Locations Top plate intersections(alternate) 0.131"xY Nail 6 per side All Locations 9.5 23.0622 Design Connection Uplift Strap 2008-06-11 5/20/2022 3:49 AM Nail Page 1 of 2 Sidewall Uplift Strap Design Client: Apex Homes, Inc. Job Number: AH1032522-24 165-in.Unit Width Description: 165-in.Unit Width,12-in.Sidewall Overhang 135 mph(Exp C/Sidewall) Cape Truss,7/12 Roof Pitch 7/12 Pitch Strap Properties: Nail Properties: Loading Conditions: Fy= 33 ksi Type: PD Module Width(B)= 165.0 in. Fu= 45 ksi Pennyweight:6d Sidewall Overhang(BoH)= 12.0 in. Diameter: 0.113 in. Typical Truss Spacing(s)= 16 in.oc Length: 2.00 in. Net Uplift= -168 plf(0.6D+W) Species:SPF Fastener Strength: Strap Strength:(30 Ga.Strap Sample Calc) Strap Gauge 30 26 24 Gross Area,Ag= 0.0180 in 2 Strap Width(in.) 1.5 1.50 1.50 Net Area,An= 0.01589 in.2 Base Metal Thickness(in.) 0.012 0.018 0.024 Allowabe Shear,Z'(Ibf) 96 96 96 AISI C2(a)Yielding on Gross Section: Allowable Bearing,P (Ibf) 487 726 970 A F, Fastener Shear(Ibf) 96 96 96 T s ' = 356 Ibf End Gain Shear(Cep=0.67) 64 64 64 1.67 AISI C2(b)Fracture on the Net Section: Strap Strength: Ae F� Strap Gauge 30 26 24 T„ = = 358 Ibf Gross Area,Ag(in?) 0.018 0.027 0.036 2.00 Net Area,An(in?) 0.016 0.024 0.032 Fasteners Strength:(in steel) Min.c-t-c Spacing(in.) 0.391 0.339 0.339 AISI E3.1 Shear,Spacing and Edge Distance: Yielding on Gross,P.(Ibf) 356 531 708 Z.0 Fracture on Net,P (Ibf) 358 533 712 e= = 0.39 in. t F Strap Strength(Ibf) 356 531 708 ° AISI E3.3.1 Bearing Strength: Bearing Factor,C=3.0 Design Basis: Modification Factor,mj= 1.33 1) Strap capacity,AISI 2001 North American Specificaiton for the Design of Cold-Formed Steel Strucutral Members P. =m fCdtF„ = 487 Ibf Strap Connection Capacity'(Ibf) Strap Connection Capacity'(Ibf) Fasteners Installed in Side Grain Fasteners Installed in End Grain Fastener Strap Size(Ga.) Fastener Strap Size(Ga.) Quantityb 30 26 24 Quantityb 30 26 24 1 96 96 96 1 64 64 64 2 192 192 192 2 129 129 129 3 288 288 288 3 193 193 193 4 356 384 384 4 257 257 257 5 480 480 5 322 322 322 6 531 576 6 356 386 386 7 672 7 450 450 8 708 8 515 515 9 9 531 579 10 10 643 11 11 70B 12 12 708 13 13 'Wind loads only. NOTE:Strap shall be galvanized or otherwise coated to prevent corrosion. °Each end of strap. 9.6 23.0622 Design Connection Uplift Strap 2008-06-11 5/20/2022 3:49 AM Nail Page 2 of 2 Sidewall ftS Strap Design Uplift tr D i n Client: Apex Homes,Inc. Job Number: AH1032522-24 165-in.Unit width Description: 165-in.Unit Width,12-in.Sidewall Overhang 135 mph(Exp C/Sidewall) 165-in.Unit Width,12-in.Sidewall Overhang 7/12 Pitch Maximum Spacing at Full Capacity(in.oc) Strap Size(Ga.) 30 26 24 End Zone(in.oc) 25 38 51 Maximum Opening Size(in.) Based on Straps Each Side of Opening Stud City. Strap Size(Ga.) Spac. Straps 30 26 24 Fi am 1 35 60 85 N 16 2 86 136 186 a 3 136 211 288 1 27 52 77 24 2 78 128 178 w 3 128 203 280 1 / 9.7 �P 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 5/14/2022 9:55 AM 2 Story Detailed Page 1 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Building Geometry: Loading Conditions: Ridge Length,B= 64.1 It Wind Speed= 135 mph Gable Width,L= 36.3 ft Exposure Category: C Module Width= 13.8 ft Blocking Height,hb= 18.0 in. Height Above Grade: Sidewall/Eve Height,he= 240.0 in. Stories Above Grade= 2 Roof Slope,a= 7.0/12 pitch Sidewall Eave(z)= 21.5 ft Roof slope,a= 30.3 deg. Roof Peak(z)= 32.7 ft Sidewall Overhang,LOH= 12.0 in. Mean Roof Height(h)= 27.1 ft Endwall Overhang,BcH= 12.0 in. Foundation Type: Raised floor i Seismic Design Parameters: Seismic Use Group: H ASD Adjustment Factor=0.7 Ground Other Roof Importance Category,IE: 1.00 IBC Seismic Design Cat.: C Wall Height,hW(in.) 108 96 n/a Site Class: D IRC Seismic Design Cat.: C Wall Dead Weight(psf) 5 5 n/a Response Factor,R: 6.5 SD,= 0.50 Floor/Level Dead Weight(psf) 10 10 25 Cs= 0.09 Bottom Chord Dead Weight(psf) -- -- 10 Seismic Live Load(psf) 0 0 0 Transverse Diaphragm Parameters: Ground Floor Wall Height= 9.0 ft Horizontal Wind Pressure(MWFRS) Above Ground Floor Wall Height= 8.0 ft Net Wall End Zone 26.6 Vertical Roof Projection= 11.2 ft Interior 21.2 Misc.Framing Height= 1.0 ft/level N Net Roof End Zone 18.2 Blocking Height= 1.5 ft Interior 14.6 Ground Floor Endwall Weight= 1631 Ibf Max.Wall End Zone 15.0 Above Ground Floor Endwall Weight= 1450 Ibf Interior, 12.5 Gable Endwall Weight= 2461 Ibf Max.Roof End Zonel 16.2 Interiorl 13.9 MWFRS End Zone,2a= 7.3 ft Wind Seismic Transverse Lateral Forces Net Weight Net 2nd of 2 Story End(plf) 323 Interior(plf) 258 Diaphragm(plf) -- 946 61 0 Transverse Walls(Ibf/wall) -- 1736 112 Total Force to Transverse Walls(Ibf) 16993 -- 4243 Level OTM(ft-kip) 135.9 33.9 1st of 2 Story End(plf) 253 -- Interior(plf) 201 -- Diaphragm(plf) -- 448 29 Transverse Walls(Ibf/wall) -- 816 53 Total Force to Transverse Walls(Ibf) 30256 -- 8424 j Level OTM(ft-kip) 455.5 122.4 Base of 2 Story End(plf) 173 -- Interior(plf) 138 -- Diaphragm(plf) -- 408 26 Transverse Walls(Ibf/wall) -- 816 53 Total Transverse Force at Base(Ibf) 39332 -- 10265 Total OTM(ft-kip) 494.8 132.7 10.1 _ 1 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 5/14/2022 9:55 AM 2 Story Detailed Page 3 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Diaphragm Parameters: Horizontal Wind Pressure(MWFRS) Ground Floor Wall Height= 9.0 ft Net Wall End 23.7 Above Ground Floor Wall Height= 8.0 ft Interior 15.7 Vertical Roof Projection= 11.2 ft Net Roof End -- Misc.Framing Height= 1.0 ft/level a Interior -- Blocking Height= 1.5 ft A Max.Wall End 15.0 Ground Floor Sidewall Weight= 2884 Ibm �° Interior 12.5 Above Ground Floor Sidewall Weight= 2563.33 Ibm Max.Roof End - Interior MWFRS End Zone,2a= 7.3 ft Wind Seismic Longitudinal Lateral Forces Net Weight Net 2nd of 2 Story(Total) End Max(plf) 207 Min(plf) 107 Interior Max(plf) 246 Min(plf) 137 - Diaphragm(plf) 1796 116 Longitudinal Walls(Ibf/wall) -- 1282 83 Total Force to Longitudinal Walls(Ibf) 6320 4360 Level OTM(ft-kip) 50.6 34.9 Roof Diaphgram Only End Max(plf) 50 -- Min(plf) 0 Interior Max(plf) 88 Min(plf) 33 -- Diaphragm(plf) -- 1011 65 Roof Force to Longitudinal Walls(Ibf) 1566 2362 Ceiling Diaphgram Only End Max(plf) 157 -- Min(plf) 107 Interior Max(plf) 158 Min(plf) 104 -- Diaphragm(plf) -- 785 51 Ceiling Force to Longitudinal Walls(Ibf) 4754 -- 1998 1st of 2 Story End Zone(plf) 225 Interior(plf) 149 Diaphragm(plf) 705 45 Longitudinal Walls(Ibf/wall) 1442 93 Total Force to Longitudinal Walls(Ibf) 12277 -- 6359 Level OTM(ft-kip) 179.7 1 102.8 Base of 2 Story End Zone(pif) 142 -- Interior(plf) 94 Diaphragm(plf) 645 42 Longitudinal Walls(Ibf/wall) 1442 93 Total Longitudinal Force at Base(Ibf) 16040 -- 8052 Total OTM(ft-kip) 195.7 103.7 10.2 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 5/14/2022 9:55 AM 2 Story Detailed Page 5 of 6 Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Walls Wail Wall Along Length,X Rx RxX d Rxd Rxd2 Lateral Loads(Ibf) Bracing 2nd Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 15.6667 0.0 3506 846 2 26.8333 24.1 8331 2066 3 26.8333 64.1 5586 1331 4 5 6 7 - I 8 9 10 E=I 0.0 0 CR%_ -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(lbf) - Bracing 2nd Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic A 5.5 3845 2498 B 40 36.3 2833 1862 C D E F G H J E=I 0.0 0.0 CRY= -- ft Overall J= Location Stiffness Governing Transverse Walls Wall Wall Along Length,X R,r RxX d R,rd R,rd2 Lateral Loads(lbf) Bracing 1st Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 2.66667 0.0 6247 1971 2 26.8333 24.1 14831 3767 3 26.8333 64.1 9950 2686 4 5 6 7 8 9 10 E=I 0.0 0.0 CRx= -- ft Location Stiffness Governing Longitudinal Walls Wall Wall Along Width,Y Ry RxX d Ryd Ryd2 Lateral Loads(Ibf) Bracing 1st Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (k-in.) Wind Seismic A 5.5 7504 3622 B 36.3 5612 2736 C D E F G H I J E= 0.0 0.0 CRY= -- ft Overall J= 10.3 16.2512 Lateral Load Cases Gable Detailed 2 Story 2010-03-30 5/14/2022 9:55 AM 2 Story Detailed Page 6 of 6 -- Lateral Load Analysis (Two-Story Building,Flexible Diaphragm) Location Stiffness Governing Transverse Foundation Wall Wall Along Length,X R,r RxX d R,d R„d' Lateral Loads(Ibf) Bracing 2 Story Line Length (ft) (in.) (k/in.) (k) (ft) (k) (ft-k) Wind Seismic 1 0.0 8123 2340 2 24.1 19279 4661 3 64.1 12936 3264 4 5 6 7 8 9 10 E=I 0.0 0 CRX= -- ft Location Stiffness Governing Longitudinal Foundation Wall Wall Along Width,Y Ry RXX d Ryd Ryd2 Lateral Loads(lbf) Bracing 2 Story Line Length (ft) (in.) (Win.) (k) (ft) (k) (ft-k) Wind Seismic A 5.5 9816 4583 B 36.3 7366 3468 C D E F G H J E= 0.0 0.0 CRY= -- ft Overall J= 10.4 23.0728 Design Transverse Shearwall Systems 2009-06-01 5/14/2022 9:55 AM Diaphragms Page 1 of 2 Transverse Diaphragm Design Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY j Building Geometry: Wind Loading Conditions: Height Above Grade: Total Width,L= 22.2 ft Wind Speed= 135 mph Stories Above Grade= 2.0 Blocking Height,hb= 18.0 in. Exposure Category: C Sidewall Eave(z)= 21.5 it Sidewall/Eve Height,he= 240.0 in. End Zone Length,2a= 6.00 ft Roof Peak(z)= 28.5 ft Roof Slope,a= 7.0/12 pitch Mean Roof Height(h)= 25.0 ft Roof slope,a= 30.3 deg. Sidewall Overhang,LOH= 12.0 in. Endwall Overhang,BoH= 12.0 in. Vertical Roof Projection= 7.0 ft Wall Height= 9.0 ft(max.) Misc.Framing Height= 1.5 ft/level Seismic Design Parameters: Seismic Use Group: fI Ground Other Roof Importance Category,IE: 1.00 Wall Height,hW(in.) 108 96 n/a Site Class: D Wall Dead Weight(psf) 5 5 n/a Seismic Resisting System:A15 Light-frame walls with wood shear panels Floor/Level Dead Weight(psf) 10 10 25 Response Factor,R: 6.5 Seismic Live Load(psf) 0 0 0 _ Overstrength Factor,0,: 3.0 Deflection Amp.Factor,Cd: 4.0 ASD Adjustment Factor=0.7 _ Seismic Design Cat.: C r IRC Seismic Design Cat.: C Effective Seismic Weight at Roof Level= 622 pit Sos=0.50 Effective Seismic Weight at Floor Level= 357 pit Cs=0.092 Additional Endwall Dead Weight= 998 Ibm NET Horizontal Wind Loads(MWFRS) Diaphgram Loads H Wall End Zone 26.6 Zone Wind Seismic Interior 21.2 Roof Diaphgram End(plf) 268 H Roof End Zone 18.2 Interior(pit) 214 40 0 i '- Interior 14.6 Endwall Surcharge(Ibf) -- 64 Wall End Zone 23.7 Above Ground End Zone(pit) 280 -- Interior 15.7 Floor Diaphgram Interior(plf) 222 23 .7 Roof End Zone Endwall Surcharge(Ibf) -- 64 Interior -- Ground Level End Zone(plf) 140 Floor Diaphgram Interior(plf) 111 11 Endwall Surcharge(Ibf) -- 32 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 58 Blocked 4 6 6 12 328 235 65 Blocked 4 4 6 12 438 313 87 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 33 Blocked 3 6 6 6 270 193 52 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 43 Blocked 4 6 6 12 333 238 65 I. 11.1 23.0728 Design Transverse Shearwall Systems 2009-06-01 5/14/2022 9:55 AM 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 58 Blocked 4 6 6 12 348 248 66 Blocked 4 4 6 12 464 331 88 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 32 Blocked 3 6 6 6 270 193 50 Fastener: 1.5"x 15 Ga.Staples -- Type Ratio Boundary Edge Field Wind Seismicl Max.Module Length(ft) Unblocked 3 6 6 12 224 160 41 Blacked 4 6 6 12 333 238 63 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 66 Blocked 4 6 6 12 348 248 88 Blocked 4 4 6 12 464 331 88 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 66 Blocked 3 6 6 6 270 193 66 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 66 Blocked 4 6 6 12 333 238 88 Connection Module Chord Quantity Each Side of Joint (fastener size and position exaggerated Length Force(FI) Fastener: Fastener: for illustration purposes) (ft) (Ibf) 0.131"x 3"Nails 2.5"x 15 Ga Staples Double top plate 40 1955 15 28 45 2474 19 35 50 3055 24 43 60 4399 34 62 70 5987 46 84 80 7820 60 109 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart Rim Joist Splice 40 2032 16 29 45 2572 20 36 50 3175 25 45 • 60 4573 35 64 • • : 70 6224 48 87 R� 80 8129 62 113 4-ft minimum lap.Fasteners at 2"on center in multiple rows 2"(min.)apart 11.2 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12,03'earwa//Design 5/14/2022 8:52 AM 2-A /7 9 Page 1 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Design Parameters: Shear OTM Wind Shear= 38451bf 30.8ft-kip Seismic Shear= 2498 Ibf 20.0 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 64.1 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3' 38.125 58 Window 1 3' 7 11.9375 Items Supported: Sidewall 2 2432' 30.125 41 Window 2 3' 19 8.4375 Roof Only 3 3 Edge 24 0 4 4 Edge 24 1 Top of Openings= 80.0 in.AFF 5 5 2432' 35 10.4375 Dimensioning Method: Left Edge 6 6 2432' 42 5.9375 w 7 7 3' 56 4.9375 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 64.1 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Shear Panel Length= 48.3 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.83 Min.Framing SG: SPF Wind Shear= 80 pit Seismic Shear= 52 pif Anhorage: Uplift Force= -95 plf Chord Force= 764 Ibf Wall Start: 0'-0" Wall End: 64'-0" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 48.3 48.3 Back Panel: None Design Shear(plf) 79.6 51.7 Panel Edge Framing: 1.5-in.edge framing � Y Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" T-11" 6 59'-7" 64'-0" 2 11'-2" 19'-8" 7 3 24'-1" 35'=10" 8 4 38'-4" 42'-5" 9 5 45'-0" 56'-4" 10 Chord Force= 764 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -219 plf Out-of-Plane Shear= 57 plf(MWFRS) 0.6 x Wall DL 24 plf 130 psf(C&C) Perf.SW Uplift -95 plf In-Plane Shear= 80 plf(MWFRS) Bottom of Wall -290 plf Chord Force,P= 764 Ibf 12.1 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-191'Arwall Design(cont.) 5/14/2022 8:52 AM 2-A Wall Line: Bracing 2nd Story;Longitudinal Wall Line 2-A Page 2 of 30 Compression Chord Member Strength: Chord Force,P= 764 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. Fi= 350 1.00 1.60 560 4620 c= 0.8 Fcl= 425 425 3506 Idd= 17.5 Emin= 440000 440000 FcE= 1187 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) -I L f8 F9 4 r u Connector:Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS22 Fasteners:(3B)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (8)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 10 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f',= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown II Cr F, F, _ Strap:(1)Simpson CS22 Connector: Simpson MSTC66B3 Holdown: Simpson HDU2-SDS2.5 Fasteners: (8)0.131"x2.5"Nails Each End Fasteners:(8)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 10 in. End Length= in. Plate Washer Size Chord Studs= 1 City Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 1 i - 12.2 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-19t"rwall Design(cont.) 5/14/2022 8:52 AM 2-A Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-A Page 3 of 30 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 4 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 260 lbf/bay 3"x0.131"Nail 5 per bay FR= 260 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay I F,= 0 Ibf/bay #10x3"Screw 3 per bay -- F2= 173 Ibf/bay 3"0.131"Nail 3 per bay FR= 173 Ibf/bay --- Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay k F,= 0 Ibf/bay #10x3"Screw 3 per bay �-- F2= 260 Ibf/bay 3"x0.131"Nail 3 per bay FR= 260 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 4-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3-in.oc g Panel CSI= 0.33 OK 7/16"x1.5"x16 Ga.Staple 2 rows 5-in.oc Min.Panel Width: 8.0 in. Ra. ; *S + F,= 80 plf ' F2= 290 plf FR= 301 plf r 3 Is 1a IB I� Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 4-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3-in.oc I Panel CSI= 0.33 OK 7/16"x1.5"x16 Ga.Staple 2 rows 5-in.oc Min.Panel Width: 8.0 in. _ .,,•k i ,F F,= 80 plf i F2= -290 plf FR= 301 plf 12.3 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-B Shearwall Design Page 4 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B Design Parameters: Shear OTM Wind Shear= 2833 Ibf 22.7 ft-kip Seismic Shear= 1862 Ibf 14.9 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 40.0 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3' 38.125 58 Window 1 3' 1 10.9375 Items Supported: Sidewall 2 2432' 30.125 41 Window 2 3' 7 9.9375 Roof Only 3 6030 72.375 39 Window 3 Edge 12 10.5 4 4 6030 15 10.3125 Top of Openings= 80.0 in.AFF 5 5 Edge 24 10.5 Dimensioning Method: Left Edge 6 6 3' 27 2.9375 7 7 3' 34 4.9375 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 34.2 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Shear Panel Length= 17.1 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.71 Min.Framing SG: SPF Wind Shear= 165 plf Seismic Shear= 109 plf Anhorage: Uplift Force= -232 plf Chord Force= 1859 Ibf Wall Start:5'-1" Wall End:40'-0" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 17.5 17.1 Back Panel: None Design Shear(plf) 162.1 108.6 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 5'-1" 7'-9" 6 37'-7" 40'-0" 2 12'-10" 15'-10" 7 3 21'-10" 24'-10" 8 4 24'-10" 27'-2" 9 5 30'-5" 34'-4" 10 Chord Force= 1859 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -219 plf Out-of-Plane Shear= 57 plf(MWFRS) 0.6 x Wall DL 24 plf 130 psf(C&C) Perf.SW Uplift -232 plf In-Plane Shear= 165 plf(MWFRS) Bottom of Wall -427 plf Chord Force,P= 1859 Ibf 12.4 — Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12 03. 5/14/2022 8:52 AM 2-B Shearwall Design(cont.) Page 5 of 30 Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-13 Compression Chord Member Strength: Chord Force,P= 1859 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cp C, CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fcl= 425 425 3506 le/d= 17.5 Emin= 440000 440000 FcE= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) .- Z ;jr �i Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners:(38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners: (16)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 18 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f'c= 2500 psi min. End Distance= 1.5 in.min. _ HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Rr a Strap:(1)Simpson CS14-R Connector: Simpson MSTC6663 Holdown: Simpson HDU2-SDS2.5 Fasteners: (16)0.131"x2.5"Nails Each End Fasteners: (19)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 18 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. I 12.5 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-122 03. 5/14/2022 8:52 AM 2-B Shearwall Design(cont.) Page 6 of 30 Wall Line: Bracing 2nd Story,Longitudinal Wall Line 2-B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 4 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay FZ= 260 Ibf/bay 3"x0.131"Nail 5 per bay FR= 260 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay Fz= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay ti F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 260 Ibf/bay 3"x0.131"Nail 3 per bay FR= 260 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 4-in.oc R Panel CS = 0.50 OK 7/16"x1.5'x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 8.0 in. ' s Fz= 427 plf FR= 458 plf �a i4 i6 is Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5'Nail 3-in.oc I Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 4-in.oc Panel CS]= 0.50 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc g Min.Panel Width: 8.0 in. F,= 165 plf • kt '° Fz= -427 plf FR= 458 plf 12.6 _ Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-1 Shearwall Design Page 7 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 t' Description: A17578-NY Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Design Parameters: Shear OTM Wind Shear= 3506 Ibf 28.0 ft-kip Seismic Shear= 846 Ibf 6.8 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C -- Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location Overall Wall Length= 15.7 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3' 38.125 58 Window 1 Items Supported: Endwall 2 2432' 30.125 41 Window 2 Roof Only 3 6030 72.375 39 Window 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 I 10 11 — Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Pert.Wall Length= 15.7 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Shear Panel Length= 15.7 ft Back Panel: None Max.Opening Height= 0.0 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 1.00 Min.Framing SG: SPF Wind Shear= 224 plf Seismic Shear= 54 plf Anhorage: Uplift Force= -224 plf Chord Force= 1790 Ibf Wall Start: 0'-0" Wall End: 15'-B" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 15.7 15.7 Back Panel: None Design Shear(plf) 223.8 54.0 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 15'-8" 6 2 7 3 8 4 9 5 10 Chord Force= 1790 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -57 plf Out-of-Plane Shear= 57 plf(MWFRS) 0.6 x Wall DL 24 plf 130 psf(C&C) Pert.SW Uplift -224 plf In-Plane Shear= 224 pit(MWFRS) Bottom of Wall -257 plf Chord Force,P= 1790 Ibf 12.7 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-1 Shearwall Design(cont.) Page 8 of 30 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Compression Chord Member Strength: Chord Force,P= 1790 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 H depth(d)= 5.5 in. Fi= 350 1.00 1.60 560 4620 c= 0.8 Fri= 425 425 3506 Idd= 17.5 Emin= 440000 440000 F.E= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) r fe .n P9 Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners:(38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(16)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 18 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown R� ^�4, Strap:(1)Simpson CS14-R Connector:Simpson MSTC66B3 Holdown:Simpson HDU2-SDS2.5 Fasteners: (16)0.131"x2.5"Nails Each End Fasteners: (18)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 18 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.8 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-1 Shearwall Design(cont.) Page 9 of 30 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 IbGay #10x3"Screw 3 per bay FZ= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay s 4'' err 4 Stud Spacing= 24 in.oc #8 x 3"Screw 4 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 260 Ibf/bay 3"x0.131"Nail 5 per bay FR= 260 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay Fi= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay FZ= 260 Ibf/bay 3"x0.131"Nail 3 per bay ` FR= 260 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 4-in.oc Shear Strength: 2951 plf 7/1 6"x2.5"xl 5 Ga.Staple 3-in.oc Rr Panel CSI= 0.34 OK 7/16"x1.5"x16 Ga.Staple 2 rows 5-in.oc • Min.Panel Width: 8.0 in. F I' F2= 257 plf FR= 340 plf ° Y 1° 1 1° I°A Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 5-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 4-in.oc Shear Strength: 2951.04 plf 7/1 6"x2.5"xl 5 Ga.Staple 3-in.oc ' 1 Panel CSI= 0.34 OK 7/16"x1.5"x16 Ga.Staple 2 rows 5-in.oc 1 ' I g Min.Panel Width: 8.0 in. 1 1 1 F,= 224 plf _ - •, �� I o Fz= -257 plf FR= 340 plf 12.9 '`I Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-2 Shearwall Design Page 10 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Design Parameters: Shear OTM Wind Shear= 8331 Ibf 66.6 ft-kip Seismic Shear= 2066 Ibf 16.5 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location -- Overall Wall Length= 26.8 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3' 38.125 58 Window 1 2432 1 8.9375 Items Supported: Endwall 2 2432 30.125 41 Window 2 RO 10 4.875 Roof Only 3 6030 72.375 39 Window 3 4 RO 40.25 80 Door 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 22.6 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 3/12 Shear Panel Length= 19.2 ft Back Panel: None Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.82 Min.Framing SG: SPF Wind Shear= 433 plf Seismic Shear= 107 plf Anhorage: Uplift Force= -530 plf Chord Force= 4239 Ibf Wall Start: 4'-3" Wall End:26'-9" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Cumulative Length(ft) 19.2 19.2 Back Panel: None Design Shear(plf) 433.4 107.5 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 4'-3" 10'-4" 6 2 13'-9" 26'-9" 7 3 8 4 9 - 5 10 Chord Force= 4239 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -57 plf Out-of-Plane Shear= 57 plf(MWFRS) 0.6 x Wall DL 24 plf 130 psf(C&C) Pert.SW Uplift -530 plf In-Plane Shear= 433 plf(MWFRS) Bottom of Wall -563 plf Chord Force,P= 4239 Ibf 12.10 J, Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-2 Shearwall Design(cont.) Page 11 of 30 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Compression Chord Member Strength: Chord Force,P= 4239 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 6689 _ depth(d)= 5.5 in. F,= 350 1.00 1.60 560 4620 c= 0.8 F�l= 425 425 3506 Idd= 17.5 Emin= 440000 440000 FEE= 1187 HoldownOptions -- Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) f, R, Connector:Simpson STHD14RJ Holdown: Simpson HDUB-SDS2.5 Strap: (1)Simpson CMST14 Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.875 in. Fasteners:(36)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 33 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown M X - Strap: (1)Simpson CMST14 Connector: NG—Cannot be used Holdown: Simpson HDUB-SDS2.5 Fasteners:(36)0.131"x2.5"Nails Each End Fasteners:— Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width= - in. Chord Studs= 2 Qty Min. End Length= 33 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= City Min. Width Length Thk. 3.00 3.6 0.31 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.11 i Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. t 5/14/2022 8:52 AM 2.2 Shearwall Design(cont.) Page 12 of 30 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 173 Ibf/bay 3"x0.131"Nail 3 per bay -� FR= 173 Ibf/bay "`ram Stud Spacing= 24 in.oc #8 x 3 Screw 4 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 260 Ibf/bay 3"x0.131"Nail 5 per bay FR= 260 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 260 Ibf/bay 3"x0.131"Nail 3 per bay FR= 260 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc Fk Panel CSI= 0.73 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc + Min.Panel Width: 15.4 in. F,= 433 plf j e 3 '~�;^:,• F2= 563 plf 4 a FR= 710 plf l it ,I i4 Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc Panel CSI= 0.73 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 15.4 in. F,= 433 plf F2= -563 plf FR= 710 plf 12.12 J Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-3 Shearwall Design Page 13 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 2nd Story,Transverse Wall Line 2-3 Design Parameters: Shear OTM Wind Shear= 5586 Ibf 44.7 ft-kip Seismic Shear= 1331 Ibf 10.7 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 2nd Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 8.0 ft Rough Opening Location -a Overall Wall Length= 26.8 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 3' 38.125 58 Window 1 3' 5 3.4375 Items Supported: Endwall 2 2432 30.125 41 Window 2 Roof Only 3 6030 72.375 39 Window 3 4 RO 40.25 80 Door 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 --j 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wail Length= 26.8 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6112 Shear Panel Length= 23.7 ft Back Panel: None Max.Opening Height= 4.8 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.91 Min.Framing SG: SPF Wind Shear= 236 plf Seismic Shear= 56 plf Anhorage: Uplift Force= -259 plf Chord Force= 2071 Ibf Wall Start: 0'-0" Wall End:26'-9" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 23.7 23.7 Back Panel: None Design Shear(plf) 236.1 56.3 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 5'-3" 6 2 8'-5" 26'-9" 7 3 8 4 9 5 10 Chord Force= 2071 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End _ 32.5 psf(C&C End) Top-of-Wall -57 plf Out-of-Plane Shear= 57 plf(MWFRS) 0.6 x Wall DL 24 plf 130 psf(C&C) Perf.SW Uplift -259 plf In-Plane Shear= 236 plf(MWFRS) Bottom of Wall -292 plf I Chord Force,P= 2071 Ibf 12.13 I7 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-3 Shearwall Design(cont.) Page 14 of 30 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-3 Compression Chord Member Strength: Chord Force,P= 2071 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.70 811 6689 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fcl= 425 425 3506 le/d= 17.5 Emin= 440000 440000 Fc,= 1187 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) leg Fi fo s' U Connector: Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners: (38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(18)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 City Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 20 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f'c= 2500 psi min. End Distance= 1.5 in.min. ' Holdown stalled Options Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown f t:4 Strap: (1)Simpson CS14-R Connector: Simpson MSTC6683 Holdown: Simpson HDU2-SDS2.5 Fasteners: (18)0.131"x2.5"Nails Each End Fasteners: (21)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 20 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0'.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.14 l Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 2-3 Shearwall Design(cont.) Page 15 of 30 Wall Line: Bracing 2nd Story,Transverse Wall Line 2-3 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay "t S i Stud Spacing- 24 in.oc #8 x 3"Screw 4 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 260 Ibf/bay 3"x0.131"Nail 5 per bay FR= 260 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 173 Ibf/bay 3"x0.131"Nail 3 per bay FR= 173 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay s�1 F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 260 Ibf/bay 3"x0.131"Nail 3 per bay FR= 260 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc Rr Panel CSI= 0.38 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. 1 g' � F,= 236 plf "`•' F2= 292 plf a I I{ FR= 375 plf p I;5 It in Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc I 1 Panel CSI= 0.38 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc I Min.Panel Width: 8.0 in. 11 i F,= 236 plf F2= -292 plf FR= 375 plf 12.15 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-A Shearwall Design Page 16 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Design Parameters: Shear OTM -- Wind Shear= 7504 Ibf 109.8 ft-kip Seismic Shear= 3622 Ibf 58.6 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 64.1 ft Mark Width Height Type Mark (it) (in.) Wind Exposure: Exterior 1 3' 38.125 58 Window 1 A 1 1.75 Items Supported: Sidewall 2 2432 30.125 41 Window 2 Edge 24 0 2nd of 2 Story 3 6030 72.375 39 Window 3 Edge 24 1 4 RO 36 80 Door 4 235 32 11.875 Top of Openings= 80.0 in.AFF 5 A 38.5 80 Door 5 Bump 45 1 Dimensioning Method: Left Edge 6 Bump 228 80 Door 6 7 235 41.25 30 Window 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 40.7 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6112 Shear Panel Length= 37.2 ft Back Panel: None Max.Opening Height= 6.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.90 Min.Framing SG: SPF Wind Shear= 202 pif Seismic Shear= 97 plf Anhorage: Uplift Force= -223 plf Chord Force= 2007 Ibf Wall Start: 4'-4" Wall End: 45-1" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 37.2 37.2 Back Panel: None Design Shear(plf) 201.7 97.4 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 4'-4" 24'-0" 6 2 24'-1" 32'-11" 7 3 36'-5" 45'-1" 8 4 9 5 10 Chord Force= 2007 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -153 plf Out-of-Plane Shear= 65 plf(MWFRS) 0.6 x Wall DL 27 plf 146 psf(C&C) Perf.SW Uplift -223 plf In-Plane Shear= 202 plf(MWFRS) Bottom of Wall -349 plf Chord Force,P= 2007 Ibf 12.16 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-A Shearwall Design(cont.) Page 17 of 30 Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Compression Chord Member Strength: Chord Force,P= 2007 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co C, CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. F,= 350 1.00 1.60 560 4620 C= 0.8 F�l= 425 425 3506 I,/d= 19.6 E,,,;,,= 440000 440000 FCE= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) r, � a Z °I Lf Connector:Simpson STHD14RJ Holdown: Simpson HDU2-SDS2.5 Strap: (1)Simpson CS14-R Fasteners: (38)0.148"x3.25'Nails Threadrod Dia.= 0.625 in. Fasteners: (18)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 1.25 in. End Length= 39.6 in. End Length= 20 in. Chord Studs= 2 Qty Min. Chord Studs= 1 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown �x Strap: (1)Simpson CS14-R Connector: Simpson MSTC66133 Holdown: Simpson HDU2-SDS2.5 Fasteners:(18)0.131N2.5"Nails Each End Fasteners:(20)0.146"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 1.25 in. Strap Width= 3 in. Chord Studs= 2 Qty Min. End Length= 20 in. End Length= in. Plate Washer Size Chord Studs= 1 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.17 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-A Shearwall Design(cont.) Page 18 of 30 Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-A Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 4 per bay - FR= 195 Ibf/bay ,yr Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 292 Ibf/bay 3"x0.131"Nail 5 per bay FR= 292 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 3 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay ti F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 292 Ibf/bay 3"x0.131"Nail 3 per bay FR= 292 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc gy Panel CS I= 0.43 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. F,= 202 plf ' F plf If 2= I� o FR= 403 plf I. ii IY Sheathing-to-Floor Rim Joist Sheathing Type:OSB 0.099"x2"Nail 2 rows 4-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 5-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 5-in.oc Panel CSI= 0.43 OK 7/16"x1.5"x16 Ga.Staple 2 rows 4-in.oc Min.Panel Width: 8.0 in. A F,= 202 plf F2= -349 plf FR= 403 plf 12.18 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:58 AM 1-8; Shearwall Design Page 1 of 3 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Design Parameters: Shear OTM Wind Shear= 5612lbf 82.1 ft-kip Seismic Shear= 2736 Ibf 44.2 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing list Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 64.1 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 17' 38.125 70 Window 1 17' 4 4.9375 Items Supported:Sidewall 2 E' 65.5 92 Door 2 17' 16 4.9375 2nd of 2 Story 3 3 Edge 24 0 4 4 Edge 24 1 Top of Openings= 80.0 in.AFF 5 5 17' 25 11.9375 Dimensioning Method: Left Edge 6 6 17' 31 11.9375 j 7 7 Edge 36 11.5 8 8 E' 40 2.75 9 Edge 48 11.5 10 17' 51 3.9375 11 17' 58 5.9375 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 49.9 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Shear Panel Length= 26.5 ft Back Panel: None Max.Opening Height= 7.7 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.58 Min.Framing SG: SPF Wind Shear= 212 pif Seismic Shear= 103 pif Anhorage: Uplift Force= -367 plf Chord Force= 3305 Ibf Wall Start: 0'-0" Wall End:58'-5" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 6/12 Cumulative Length(ft) 30.9 26.5 Back Panel: None Design Shear(plf) 181.4 103.4 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) I No. Start End No. Start End 1 01-0" 4'-4" 6 45'-8" 48'-11" 2 7'-7" 16'-4" 7 54'-6" 58'-5" 3 19'-7" 24'-0" 8 4 29'-2" 31'-11" 9 5 36'-11" 40'-2" 10 _ Chord Force= 3305 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -153 plf Out-of-Plane Shear= 65 plf(MWFRS) 0.6 x Wall DL 27 plf 146 psf(C&C) Perf.SW Uplift -367 pif In-Plane Shear= 212 plf(MWFRS) Bottom of Wall -494 plf Chord Force,P= 3305 Ibf 12.19 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:58 AM 1-B Shearwall Design(cont.) Page 2 of 3 Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Compression Chord Member Strength: Chord Force,P= 3305 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. F,= 350 1.00 1.60 560 4620 c= 0.8 F�l= 425 425 3506 le/d= 19.6 Emin= 440000 440000 F.E= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) 6 I �l Connector: Simpson STHD14RJ Holdown: USP PHD2-SDS3 Strap: (1)Simpson CMST14 Fasteners:(38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(28)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 26 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown t'} � t Strap: (1)Simpson CMST14 Connector: Simpson MSTC6683 Holdown: USP PHD2-SDS3 Fasteners:(28)0.131"x2.5"Nails Each End Fasteners: (33)0.148"x 3"Nails Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= 3 in. - Chord Studs= 2 Qty Min. End Length= 26 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= 2 Qty Min. Width Length Thk. 3.00 3.0 0.26 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12. 20 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:58 AM 1-B Shearwall Design(cont.) Page 3 of 3 Wall Line: Bracing 1st Story,Longitudinal Wall Line 1-B Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf%bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 4 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay a } F,= 0 Ibf/bay #10x3"Screw 4 per bay - F2= 292 Ibf/bay 3"x0.131"Nail 5 per bay FR= 292 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 3 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay Fz= 292 Ibf/bay 3"x0.131"Nail 3 per bay FR= 292 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc FZ Panel CSI= 0.59 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc Min.Panel Width: 10.7 in. + ' * F,= 212 plf I +' F2= 494 plf FR= 537 plf Ik In 1° I Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 2 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 2 rows 4-in.oc _ lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 5-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 2 rows 3-in.oc Panel CS]= 0.59 OK 7/16"x1.5"x16 Ga.Staple 2 rows 3-in.oc I P. Min.Panel Width: 10.7 in. F2= -494 plf FR= 537 plf I 12.21 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-1 Shearwall Design Page 22 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Design Parameters: Shear OTM Wind Shear= 3257lbf 94.0ft-kip Seismic Shear= 1971 Ibf 28.6 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 1st Story 3257 Ibf = 6247 Ibf - 2989.89 Ibf (2)18"SPF Portal Frames and reduced load Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 It Rough Opening Location Overall Wall Length= 2.7 It Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2432 30.125 41 Window 1 Items Supported: Endwall 2 3068 45.25 80 Door 2 2nd of 2 Story 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 2.7 ft Wall Sheathing: NG-Must use segmented design method Shear Panel Length= 2.7 ft Back Panel: -- Max.Opening Height= 0.0 ft Panel Edge Framing: Perf.Wall Factor= 1.00 Min.Framing SG: Wind Shear= 1221 plf Seismic Shear= 739 plf Anhorage: Uplift Force= -1221 plf Chord Force= 10993 Ibf Wall Start: Wall End: Segmented Method Wind Seismic Wall Sheathing: Double Sided,7/16"Structural Sheathing,0.131"x2"Nail 3/12 Cumulative Length(ft) 2.7 2.7 Back Panel: Same as front panel Design Shear(plf) 1221.4 739.1 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 0'-0" 2'-8" 6 2 7 3 8 4 9 ` 5 10 Chord Force= 10993 IV each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -29 plf Out-of-Plane Shear= 65 plf(MWFRS) 0.6 x Wall DL 27 plf 146 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 1221 plf(MWFRS) Bottom of Wall -2 plf Chord Force,P= 10993 Ibf 12.22 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-1 Shearwall Design(cont.) Page 23 of 30 Wall Line: Bracing 1st Story,Transverse Wall Line 1-1 Compression Chord Member Strength: - Chord Force,P= 10993 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. F�= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. F,= 350 1.00 1.60 560 4620 c= 0.8 FC1= 425 425 3506 l Jd= 19.6 Ervin= 440000 440000 FCE= 938 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) tl Connector: NG—Cannot be used Holdown: NIA Strap: (2)Simpson CMST14 Fasteners:— Threadrod Dia.= N/A in. Fasteners: (46)0.131"x2.5"Nails Each End Strap Width= - in. Chord Studs= 4 Qty Min. Strap Width 6.00 in. End Length=-- in. End Length= 42 in. Chord Studs= Qty Min. Chord Studs= 4 Qty Min. Concrete f'c= psi min. End Distance=-- in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Strap:(2)Simpson CMST14 Connector: NG—Cannot be used Holdown: N/A Fasteners: (46)0.131"x2.5"Nails Each End Fasteners:— Threadrod Dia.= N/A in. Strap Width= 6.00 in. Strap Width=-- in. Chord Studs= 4 Qty Min. End Length= 42 in. End Length= in. Plate Washer Size Chord Studs= 4 Qty Min. Chord Studs= Qty Min. Width Length Thk. 3.00 #VALUE!#VALUE! Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.23 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-1 Shearwall Design(cost.) Page 24 of 30 Wall Line: Bracing list Story,Transverse Wall Line 1-1 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 518"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay Fz= 195 Ibf/bay 3"x0.131"Nail 4 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay Fz= 292 Ibf/bay 3"x0.131"Nail 5 per bay FR= 292 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay Fz= 195 Ibf/bay 3"x0.131"Nail 3 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay �ry F,= 0 Ibf/bay #10x3"Screw 3 per bay Fz= 292 Ibf/bay 3"x0.131"Nail 3 per bay FR= 292 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 5 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 4 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"xl5 Ga.Staple 4 rows 3-in.oc 6y Panel CS]= 0.44 OK 7/16"x1.5"x16 Ga.Staple 5 rows 3-in.oc Min.Panel Width: 8.0 in. F,= 1221 plf ' Fz= 29 plf FR= 1222 plf 1 ;a a l. i 1;" Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 5 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 4 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 3 rows 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 4 rows 3-in.oc I I Panel CSI= 0.42 OK 711 6"xl.5"xl 6 Ga.Staple 5 rows 3-in.oc I Min.Panel Width: 8.0 in. F,= 1221 plf • Ft Fz= -2 plf FR= 1221 plf 12.24 L Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-2 Shearwall Design Page 25 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Design Parameters: Shear OTM Wind Shear= 14831 Ibf 223.3 ft-kip Seismic Shear= 3767 Ibf 54.8 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 1 st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 26.8 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 2432 30.125 41 Window 1 2432 1 8.9375 Items Supported: Endwall 2 3068 45.25 80 Door 2 3068 9 11.875 2nd of 2 Story 3 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 10 11 I Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 ! 15 _ Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 22.6 ft Wall Sheathing: NG-Must use segmented design method ` Shear Panel Length= 18.8 ft Back Panel: -- Max.Opening Height= 6.7 ft Panel Edge Framing:- Perf.Wall Factor= 0.83 Min.Framing SG: -- Wind Shear= 789 pit Seismic Shear= 200 plf Anhorage: Uplift Force= -950 plf Chord Force= 8546 Ibf Wall Start: Wall End: Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 2/12 Cumulative Length(ft) 18.8 18.8 Back Panel: None Design Shear(plf) 788.6 200.3 Panel Edge Framing: 3-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) No. Start End No. Start End 1 4'-3" 9'-11" 6 2 13'-9" 26'-10" 7 - 1 3 8 4 9 5 10 Chord Force= 7097 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -29 plf Out-of-Plane Shear= 65 plf(MWFRS) 0.6 x Wall DL 27 plf 146 psf(C&C) Perf.SW Uplift 0 plf In-Plane Shear= 789 plf(MWFRS) Bottom of Wall -2 plf Chord Force,P= 7097 Ibf 12.25 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM ` 1-2 Shearwall Design(cont.) Page 26 of 30 Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Compression Chord Member Strength: Chord Force,P= 7097 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Cc Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 c= 0.8 Fa= 425 425 3506 Idd= 19.6 Emin= 440000 440000 FcE= 938 Holdown Options Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Fi q v� l Connector:NG—Cannot be used Holdown: USP PHD8-SDS3 Strap:(1)Simpson CMST12 Fasteners:— Threadrod Dia.= 0.875 in. Fasteners:(54)0.131"x2.5"Nails Each End Strap Width=-- in. Chord Studs= 3 Qty Min. Strap Width= 3.00 in. End Length=-- in. End Length= 96 in. Chord Studs= Qty Min. Chord Studs= 3 Qty Min. Concrete f'c=-- psi min. End Distance= in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown Pt F� F� --- Strap:(1)Simpson CMST12 Connector: NG—Cannot be used Holdown: USP PHD8-SDS3 Fasteners:(54)0.131"x2.5"Nails Each End Fasteners:— Threadrod Dia.= 0.875 in. Strap Width= 3.00 in. Strap Width= in. Chord Studs= 3 Qty Min. End Length= 96 in. End Length= in. Plate Washer Size Chord Studs= 3 Qty Min. Chord Studs=-- Qty Min. Width Length Thk. 3.00 5.8 0.50 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. -- 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.26 Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-2 Shearwall Design(cont.) Page 27 of 30 Wall Line: Bracing 1st Story,Transverse Wall Line 1-2 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 4 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 292 Ibf/bay 3"x0.131"Nail 5 per bay FR= 292 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 3 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 292 Ibf/bay 3"x0.131"Nail 3 per bay FR= 292 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc Panel CS]= 0.30 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 8.0 in. I p •' F,= 789 plf o F2= 29 plf FR= 789 plf IR R o i �9 1� IR Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 3 rows 4-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 3-in.oc Panel CS]= 0.27 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc F Min.Panel Width: 8.0 in. F,= 789 plf Ft {a F2= -2 plf ti FR= 789 plf l i 12.27 1 � i Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-3 Shearwall Design Page 28 of 30 Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Wall Line: Bracing 1st Story,Transverse Wall Line 1-3 Design Parameters: Shear OTM Wind Shear= 99501bf 149.8ft-kip Seismic Shear= 2686 Ibf 39.0 ft-kip Response Factor,R: 6.5 64'-0"Length,32'-7"O/A Height IBC Seismic Design Cat.: C 135 mph(Exp C),SDC C Bracing 1st Story Overall Wall Geometry: Opening Definitions: Opening Locations: Wall Height= 9.0 ft Rough Opening Location Overall Wall Length= 26.8 ft Mark Width Height Type Mark (ft) (in.) Wind Exposure: Exterior 1 17' 38.125 70 Window 1 FP 3 10 Items Supported: Endwall 2 E'• 65.5 92 Door 2 2nd of 2 Story 3 FP 72 48 Window 3 4 4 Top of Openings= 80.0 in.AFF 5 5 Dimensioning Method: Left Edge 6 6 7 7 8 8 9 10 11 Note:Field fastners spaced at 6"oc for 3/8"and 7/16"panels on studs 24"oc.For 16"oc 12 studs or other panel thicknesses,space fasteners at 12"oc. 13 14 15 Shearwall Sheathing Design: 16 Perforated Method Perf.Wall Length= 26.8 ft Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 3/12 Shear Panel Length= 20.8 ft Back Panel: None Max.Opening Height= 4.0 ft Panel Edge Framing: 1.5-in.edge framing Perf.Wall Factor= 0.93 Min.Framing SG: SPF Wind Shear= 478 plf Seismic Shear= 129 plf Anhorage: Uplift Force= -513 plf Chord Force= 4619 Ibf Wall Start: 0'-0" Wall End: 26'-9" Segmented Method Wind Seismic Wall Sheathing: 7/16"Structural Sheathing,0.131"x2"Nail 4/12 Cumulative Length(ft) 20.8 20.8 Back Panel: None Design Shear(plf) 477.6 128.9 Panel Edge Framing: 1.5-in.edge framing Min.Framing SG: SPF Segment Layout:(w.r.t reference end of wall) I No. Start End No. Start End 1 0'-0" T-10" 6 2 9'-10" 26'-9" 7 3 8 4 9 5 10 Chord Force= 4619 Ibf each end of each segment Shearwall Connection Forces Summary: Shear Forces: Tension/Uplift Forces:(-Upward/+Downward) Out-of-Plane Pressure= 14.3 psf(MWFRS) Wind Zone End 32.5 psf(C&C End) Top-of-Wall -29 pif Out-of-Plane Shear= 65 plf(MWFRS) 0.6 x Wall DL 27 plf 146 psf(C&C) Perf.SW Uplift -513 plf In-Plane Shear= 478 plf(MWFRS) Bottom of Wall -515 plf Chord Force,P= 4619 Ibf 12.28 I Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-3 Shearwall Design(cont.) Page 29 of 30 Wall Line: Bracing 1 st Story,Transverse Wall Line 1-3 Compression Chord Member Strength: Chord Force,P= 4619 Ibf Grade: STUD Tabulated Stress Adjustment Factors Allowable Species: SPF Stress CF Co Cr CP Stress Load width(b)= 1.5 in. Fc= 725 1.00 1.60 0.61 712 5873 depth(d)= 5.5 in. Ft= 350 1.00 1.60 560 4620 C= 0.8 F�l= 425 425 3506 le/d= 19.6 Edgy= 440000 440000 FEE= 938 HoldownOptions Concrete Embedded Strap Holdown Preformed Holdown Strap-Type Holdown(Story-to-Story) Connector: Simpson STHD14RJ Holdown: USP PHD5-SDS3 Strap: (1)Simpson CMST14 Fasteners:(38)0.148"x3.25"Nails Threadrod Dia.= 0.625 in. Fasteners:(39)0.131"x2.5"Nails Each End Strap Width= 3.0 in. Chord Studs= 2 Qty Min. Strap Width= 3.00 in. End Length= 39.6 in. End Length= 36 in. Chord Studs= 3 Qty Min. Chord Studs= 2 Qty Min. Concrete f'.= 2500 psi min. End Distance= 1.5 in.min. HoldownOptions Conventional Strap Holdown Pre-Bent Strap Holdown Preformed Holdown ♦ `.¢I • Strap: (1)Simpson CMST14 Connector: NG—Cannot be used Holdown: USP PHD5-SDS3 Fasteners:(39)0.131"x2.5"Nails Each End Fasteners:— Threadrod Dia.= 0.625 in. Strap Width= 3.00 in. Strap Width= in. Chord Studs= 2 Qty Min. End Length= 36 in. End Length= in. Plate Washer Size Chord Studs= 2 Qty Min. Chord Studs= Qty Min. Width Length Thk. 3.00 3.7 0.32 Notes:1. Inset all straps 1.5"from ends of wall or edges of openings by adding framing members to permit installation of sheathing and Cladding fasteners. 2. Couple thread rods using heavy hex couplers rated for chord force. - 3. Plant installed,strap-type holdowns must be bent around rim joist and secure to bottom of rim joist with not less than 4 fasteners,or the lowest fastener on the strap must be installed within 1"of the bottom of the rim joist. 12.29 I I i Copy of 23.0727 LFRS Shearwall Design Case Specific 2012-12-03. 5/14/2022 8:52 AM 1-3 Shearwall Design(cont.) Page 30 of 30 Wall Line: Bracing 1 st Story,Transverse Wall Line 1-3 Connection Fastener Quantity per (fastener size and position exaggerated (minimum length and Connection or for illustration purposes) Parameters/Loads diameter or staple size) Spacing SW Top Plate-to-Truss or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay (fastened through 5/8"gypsum) F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 4 per bay FR= 195 Ibf/bay "?- Stud Spacing= 24 in.oc #8 x 3"Screw 5 per bay uw F,= 0 Ibf/bay #10x3"Screw 4 per bay F2= 292 Ibf/bay 3"x0.131"Nail 5 per bay FR= 292 Ibf/bay SW Bottom Plate-to-Rim Joist or Blocking Stud Spacing= 16 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay F2= 195 Ibf/bay 3"x0.131"Nail 3 per bay FR= 195 Ibf/bay Stud Spacing= 24 in.oc #8 x 3"Screw 3 per bay F,= 0 Ibf/bay #10x3"Screw 3 per bay -. F2= 292 Ibf/bay 3"x0.131"Nail 3 per bay FR= 292 Ibf/bay Sheathing-to-Roof/Ceiling Rail Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.: 3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc Shear Strength: 2951 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc Y Panel CSI= 0.70 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc Min.Panel Width: 14.3 in. "Y#h bra i;'to • F,= 478 plf F2= 515 plf e a FR= 702 plf 4 e � 1� le Im re Sheathing-to-Floor Rim Joist Sheathing Type: OSB 0.099"x2"Nail 3 rows 3-in.oc (direct uplift carried by continuous sheathing Sheathing Thick.:3/8-in. 0.113"x2.5"Nail 2 rows 3-in.oc lapped across joint) Tensile Strength: 960 plf 0.131"x2.5"Nail 2 rows 3-in.oc • ! Shear Strength: 2951.04 plf 7/16"x2.5"x15 Ga.Staple 3 rows 4-in.oc Panel CSI= 0.70 OK 7/16"x1.5"x16 Ga.Staple 3 rows 3-in.oc 3 fi Min.Panel Width: 14.3 in. F,= 478 plf F2= -515 plf FR= 702 plf i 12.30 �I Shearwall Connections Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Endwall 1 Sidewall A 2nd story shear 3506 Ibs 2nd story shear 3845 Ibs 1 st story shear 5189 Ibs 1 st story shear 7504 Ibs base 7065 Ibs base 9816 Ibs 2nd story to 1 st story 2nd story to 1 st story Force 4347.5 lb Force 5674.5 lb width 15.7 ft width 64.1 ft load 276.9 plf load 88.5 plf nail spacing 4 "oc nail spacing 6 "oc __- Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc 1st story sill to foundation 1st story rim to sill Force 7065 lb Force 9816 lb width 5.7 ft width 64.1 ft load 1239.5 plf load 153.1 plf On site by others nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc Sill to Foundation on-site by others Force 9816 lb width 64.1 it load 153.1 plf Endwall 2 Sidewall B 2nd story shear 8331 Ibs 2nd story shear 2833 Ibs 1 st story shear 14831 Ibs 1 st story shear 5612 Ibs base 19279 Ibs base 7366 Ibs 2nd story to 1 st story 2nd story to 1 st story Force 11581 lb Force 4222.5 lb width 26.8 ft width 40 ft load 432.1 plf load 105.6 plf nail spacing 2 "oc nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 2"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc 1 st story rim to sill 1 st story rim to sill Force 19279 lb Force 7366 lb width 26.8 ft width 64.1 ft load 719.4 plf load 114.9 plf nail spacing 4 "oc nail spacing 6 "oc Use Lapped Sheathing with 0.131"x2.5"nails at 4"oc Use Lapped Sheathing with 0.131"x2.5"nails at 6"oc In addition,use 0.131"x3"toe nails at 3"o.c. Sill to Foundation on-site by others Sill to Foundation on-site by others Force 19279 lb Force 7366 lb width 26.8 ft width 64.1 ft load 719.4 plf load 114.9 plf 13.1 I Shearwall Connections Client: Apex Homes, Inc. Job Number: AH1032522-24 Description: A17578-NY Endwall 3 Corner connection 2nd story shear 5586 Ibs .131 nail= 132lbs 1 st story shear 9950 Ibs wall height 9 ft base 12936 Ibs spacing 6 "oc capacity 2376 Ibs 2nd story to 1 st story Force 7768 lb Corner connection width 26.8 ft .131 nail=132lbs load 289.9 pIf wall height 8 ft nail spacing 4 "oc spacing 6 "oc Use Lapped Sheathing with 0.131 N2.5"nails at 4"oc capacity 2112 Ibs 1st story rim to sill Force 12936 lb width 26.8 ft load 482.7 plf nail spacing 2 "oc Use Lapped Sheathing with 0.131"x2.5"nails at Toc Sill to Foundation on-site by others Force 12936 lb width 26.8 ft load 482.7 pIf F ,I 13.2 r Garage Shear Joist Timber Beam Analysis 5/22/2022 7:24 AM Dim Output Page 1 of 1 i Client: Apex Homes, Inc. - Job Number: AH1032522-24 Description: Garage Header Shear Joist Member Properties: Material Properties: Grade: #2 plies= 2 Tabulated Co C, Cr Allowable Species: SPF A= 33.8 in.2 Fb= 875 1.60 1.00 1.00 1400 psi b= 1.5 in. Ix= 356.0 in." Fv= 135 1.60 -- -- 216 psi d= 11.25 in. Sx= 63.3 in.' F�,= 425 -- 425 psi E= 1400000 1400000 psi Concentrated Loads: Uniform Loads: Case Magnitude Position Case Magnitude Position LL 17901bf 2'-5.75" L Deflection Limit:L/240 L+0.5D Deflection Limit:L/180 Beam Diaqram: 2'-5.75" LL l Load Case 0'-0" 9'-0" DL+LL -1297 -493 LL -1297 -493 W 0 0 Flexural Strength: Shear Strength: Unsupported Length,lu= 16 in. Vu= 1297 Ibs Effective Length Factor= 2.06 Vn= 4860 Ibs Effective Length,le= 32.96 in. Vu/Vn= 0.27 OK Slenderness Ratio,Rb= 12.84 Fb'= 1400 psi Minimum Bearing at Supports: FbE= 8495 psi FbE/Fb.= 6.1 Pu= 1297 Ibs Stability Factor,CL= 0.99 Bearing Width,b= 3 in. Min.Length= 1.0 in. Mu= 38583 in.-Ibs Mn= 87738 in.-Ibs Deflection Limits: Mu/Mn= 0.44 OK LL Deflection:U 1520 OK LL+0.5DL Deflection:U 1520 OK Notes:1. Multiple members must be equally loaded or interconnected to transfer load sufficient) between individual members. P q Y Y - 2. Restraint against lateral moment and rotation must be provided at all support locations. 14.1 Oat APPR VED AS NOTED DATE: P.# B FEE: _____! COMPLY WITH ALL CODES OF NOTIFV BUILCYN,'''_' DEPARTME:NT AT 7G5-1,P-02 EAI!,' TO 4 PIM FOR THIE NEW YORK STATE & T0111N, CODES OCCUPANCY OR FOOL -',VING AS REQUItRED AND CC'JDII':ONS OF 1. R70UIRED USE IS"UNLAWFUL F'Clz- ,'C-R,�-TE _2�11' 2. FO`U'�'i - F'�' - WITHOUT CERTIFICATE 3. !%'SULAT;3'1' 4. A! - TRUSTEES OF OCCUPANCY ALL CONSTEUk.7 ".'LL V7ET THE REQUIRE Pfr' YORK STAlE. N%3'T PLUIV.SER CERTIFICATION DESIGN 02 Co- n"STF.j� ZTGam,o ON LEAD CONTENT BEFORE -PLUMBING CERTIFICATE OF OCCUPANCY 'ALL PLUMBING WAStE:.;"� �Tnr'! _R RUNOFF RETAIN , -. l k &WAT-EIR- LN.IES"NIEED SOLDER USED IN WATER PURSLJA7 'PTE R 236 THING COVERIL . SUPPLY SYSTEM CANNOT r, OF THE TUM4 COUE. EXCEED 2110 OF 1% LEAD. DO NOT W ; PROCEED. I* SPECTICIi oulRED FRAN ,NC !JNTIL SURV EY. ki Blower door OFFOUN[IL-iTION LOCAT011 end ductvrorl'. EN APPROVED. HAS,,BEr_ aired. testing req All exterior fighting installed, replaced or mideManual'31 repaired shall conform D, j and S as per to Chapter 172 VMS L,nera Cods Of the Town Code QN - 17S78 / JN - 72494 / NY Ln L' �- co o o � In TlfF PEW' OF- PERFECTION <:^ � I W w .10 PEZr �utjmL==j ' o0 7172 ROUTE szz o0 Z fflP,9LEgUR0, P,1 1784-9 0 W PfIONE (570� 837-2333 W APPLICABLE CODES :27: NEW Y❑RK CODES III 2020 NEW Y❑RK STATE UNIFORM FIRE PREVENTION AND BUILDING - CODE (WHICH INCORPORATES BY REFERENCE): 2020 RESIDETNAIL CODE OF NYS - 2020 ENERGY C❑NSERVATI❑N C❑NSTRUCTI❑N CODE OF NYS F-1 rEl 2017 NATI❑NAL ELECTRICAL CODE L 1 -- - 0 0 14 w .I - - I LD IA V J LLD LLLLJJ DESIGN CRITERIA Cti o CL SITE ADDRESS: 525 STANLEY RD, MATTITUCK NY 11954 q USE GROUP DETACHED SINGLE FAMILY DWELLING uj CONSTRUCTION TYPE VB - WOOD FRAME UNPROTECTED FOUNDATI❑N BASEMENT - UNCONDITI❑NED ROOF PITCH 7/12 # ❑F STORIES 2 SQ. FT: LLJ ---- -J _ CLIMATE ZONE 4 EXPOSURE C 1ST FLR 1108 SQ.FT, SITE CLASS: D SEISMIC DESIGN C 2ND FLR: 1081 SQ.FT. -J CATEGORY TOTAL: 2189 SQ.FT, _ _ WIND LOAD AS PER ASCE 7-16 1010 OIIN Q > UPLIFT AS PER ASCE 7-16 Fl F-------� F- WIND SPEED 135 (Vult) AS PER ASCE 7-16 I I I I i i W z Z u WIND BORNE DEBRIS YES LJ GROUND SNOW LOAD 25 PSF Q � 0 O FLOOD ZONE REQUIREMENTS ZONE X MAP#:36103CO143H J u (__) N UNBALANCED SNOW 1.5 ALL CASES H FACTOR: m RAFTERS (16' ❑,CJ TOP CHORD LIVE LOAD = 36.9 PSF -- ------ -- .� TOP CHORD DEAD LOAD = 15 PSF O Q BOTTOM CHORD LIVE LOAD = 20 PSF BOTTOM CHORD DEAD LOAD = 10 PSF CCU � _ CEILING JOISTS: SLEEPING AREA - LIVE LOAD = 30 PSF r--------------------------- STORAGE - LIVE LOAD = 20 PSF DEAD I I ----------- -------- ti N LOAD = 10 PSF ❑R ACTUAL WEIGHT I V - REQUIRED C❑MPLIANCE SIGN i --------------------� q FLOORS: N❑N-SLEEPING AREAS - LIVE LOAD = 40 ❑N-SITE BY THE BUILDER o cli PSF SLEEPING AREAS - LIVE LOAD = 30 ___________________________� PSF DEAD LOAD = 10 PSF cr) FIRE PROTECTION SMOKE ALARMS AS PER STATE CODES ENGINEER SYSTEM CARBON MONOXIDE DETECTORS PER STATE CODES DRAWING INDEX ADHESIVE ONLY METHODS OF LRIc TEMPOS, Icc-NIA THIRD PARTY SEAL LOCATION ATTACHMENT ❑F GYP BOARD 305 N ❑AKLAND AVE O� �� REVIEWED FOR CODE COMPLIANCE W FLAME SPREAD IS LESS THAN < 200 PAGE # DESCRIPTION DATE DRAWN REVISION NAPPANEE,IN 46550 SMOKE DEVELOPMENT INDEX: < 450 DOCUMENTATI7N OF ADHESIVE ONLY ATTACHMENT MUST BE Al COVER SHEET 06/01/22 v u Y� zZ Q I I INSULATION SEE RESCHECK FOR INSULATION VALUES sHowN ON MODULAR PLAN DRAWINGS. � ,1 . T� � � � � All SITE PLAN 06/01/22 Q' �A Q VENTILATION: MANUFACTURERS MUST IDENTIFY WHERE ADHESIVE ONLY \CI BATH FANS TO PROVIDE A MINIMUM AIR EXCHANGE OF 50 CFM KITCHEN A1.2 GENERAL NOTES 06/01/22 ATTACHMENT of GYPSUM BOARD IS PROHIBITED AND WILL �cJ1 RANGE EXHAUST FAN TO PR❑VIDE AN AIR EXCHANGE OF 100 CFM A2-A5 ELEVATI❑NS 06/01/22 NOT BE USE(. * q RADON VENT C❑MPLYING WITH IRC APPENDIX F SHALL BE INSTALLED A6-A7 FLOUR PLANS 06/01/22 ADHESIVE ONLY ATTACHMENT GYPSUM BOARD IS PROHIBITED WHERE REQUIRED BY LOCAL AUTHORITY HAVING JURISDICTI❑N. IN THE FOLLIWING LOCATIONS. (U (U AB-A9 ELECTRICAL PLANS 06/01/22 4� (U cu (U NOTE VENTS MUST BE DESIGNED FOR THE ROOM SIZE/EQUIPMENT PER to Z ClJ Cl1 A10 FOUNDATI❑N PLAN 06/01/22 (RESIDENTIAL) 2 (U MANUFACTURERS SPECIFICATI❑NS. 1. DEMISING VALES BETWEEN GARAGE AND HOUSE. Q N CD \ ('') CD CD \ I I All-Al2 BRACED WALL PLANS 06/01/22 F 8 —BUILDER TO INSTALL A FRESH AIR INTAKE FROM THE ❑N-SITE � 4 ,81 ' � �' cU � cU �' A13.1-13.2 CROSS SECTIONS 06/01/22 2. FIRE WALLS, FIRE BARRIERS, FIRE SEPARATION WALLS, q \ \ \ \ \ \ FORCED AIR SYSTEM TO MEET THE REQUIREMENTS OF M1505.4.3(ll, PARTITIONS, -LDOR AND CEILING ASSEMBLIES. AND N1103.61 (REQUIRED AIRFLOWS 75 CFM) A14 SECTI❑NS AND DETAILS 06/01/22 3, WHERE LA4INATED OR COATED GYPSUM BOARD IS TO BE ESSl 07114122 (y) M BLOWER DOOR TESTING, DUCT TIGHTNESS TESTING, ENERGY TESTING A15.1-A15.5 RAFTERS & CONNECTIONS 06/01/22 INSTALLED. AND ENERGY RATING TO BE DONE ❑N-SITE BY THE BUILDER A16 LVL FASTENING DETAIL 06/01/22 4. WHERE SH'ET VAPOR RETARDERS ARE APPLIED TO THE TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, 77 ENERGY TESTING AGENCY: LONG ISLAND HERS A17 FASTENING SCHEDULE 06/01/22 INSIDE OR G'PSUM FACE OF STUD CONSTRUCTION. THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH PFS CORPORATION PO BOX 149 WATERMILL NY (631) 726-0433 A18 WIND❑W AND DO❑R SCHEDULE 06/01/22 Q THE 2018 IRC AND THE 2020 NYS UNIFORM CODE SUPPLEMENT 417 CENTRAL ROAD, BLOOMSBURG, PA 17815 5. WHERE LIMITED IN 'HIGH WIND DESIGN' AS A FACTOR OF W H W W J z > A19 ELECTRICAL DETAILS 06/01/22 THE WALL A°SEMBLIES' WIND RESISTANCE "SPACE RESERVED FOR THE NEW YORK STATE STAMP OF APPROVAL" V J Q r i FORCED AIR HEATING SYSTEM ❑N—SITE BY OTHERS 06/01/22A20 PLUMBING DETAILS o I SITE C❑MPLETI❑N REQUIREMENTS: A21 DWV/SUPPLY PLUMBING 06/01/22 C/) > > > a_ A22A-A22.11 RESCHECK 06/01/22 111 Lij W ALL MATERIALS FOR THE FOUNDATION, INCLUDING SUPPORT COLUMNS AND A23 ELECTRICAL LOAD CALCULATION 06/Ol/22 CONNECTIONS, CONNECTION FOR FIRE PROTECTION SYSTEM (CO DETECTORS/SMOKE DETECTORS ETC,) (IDENTIFIED ON PLAN), ON-SITE TILE, INSULATION AND AIR A24 DFU CALCULATION 06/01/22 ^ SEALING OF CEILING ACCESS PANELS, EXTENSIONS OF VENTS THROUGH THE TRUSS UTILIZATION FORM - 1 PG 06/01/22 ((� ROOF, FIELD INSTALLED HANDRAILS, ON-SITE ROOF CONNECTIONS LISTED ON PAGE A15-A153 OF PERMIT SET, RODENT PROOFING, COMPLETION OF SHINGLES REVISION LIST ON ROOF AFTER ROOF IS RAISED, GUTTERS AND DOWN SPOUTS, RIDGE VENT CALCULATIONS MANUAL - SEE CALCULATIONS INDEX (125 PAGES PAGE # REVISI❑N/MODIFICATION COMPLETION, SIDING, SOFFIT INSTALLATION, INTERCONNECTION OF MODULAR ` Q UNITS TO EACH OTHER AND THE 1ST FLOOR, INTERCONNECTION OF WIRES, LAYS, PAGES IN SET: 39+(125 STRUCTURAL CALCS ) = 164 TOTAL TUBS AND SHOWERS, ALL SUPPLIES AND DRAINS BELOW THE FLOOR JOISTS, GENERAL NOTES INSTALLATION OF ALL GAS LINES, ,ON-SITE APPLIANCES, INSTALLATION OF 1. THE ENCLOSED PLANS AND SPECIFICATIONS ARE THE PROPERTY OF APEX FLOUR INSULATION, AIR LEAKAGE TESTING, INSULATED FLEX DUCT FROM HOMES, INC. THE METHODS ❑F CONSTRUCTION DETAILED WITHIN SHALL BE KEPT �[' W BATHROOM FANS DIRECTLY TO THE EXTERIOR, FURNACE/AIR HANDLER, ACCESS TO GRADE, GARAGE DOORS, WATER HEATER AND INSTALLATION, FIREPLACE, STAIR C❑NFIDENTIAL. ANY UNAUTHORIZED USE OF THESE DRAWINGS WITH❑UT THE 11� RAIL INGS,BEDROOM #1 COMPLETION & ELECTRICAL, KITCHEN SINK, . GLAZED CONSENT OF APEX HOMES, INC, IS PR❑HIBITED. OPENINGS IN BUILDING LOCATED IN WIND BORNE DEBRIS REGIONS SHALL BE 2. APEX HOMES WILL BE C❑NSIDERED AS A 'SUBCONTRACTOR" IN ALL PROTECTED FROM WIND BORNE DEBRIS AS FOLLOWS; BUILDING PROJECTS, SUPPLYING A BUILDING COMPONENT TO A -GENERAL Q SITE SUPPLIED WOOD STRUCTURAL PANELS WITH A MINIMUM OF" 7/16 INCH CONTRACTOR' OR "BUILDER'. THE SPECIFICATI❑NS ENCLOSED ARE FOR w THICKNESS AND A MAXIMUM SPAN OF 8 FEET SHALL BE PROVIDED FOR DESCRIBING AND DETAILING THE PROPER USE ❑F OUR MANUFACTURED BUILDING OPENING PROTECTION IN ONE AND TWO STORY BUILDINGS, PANELS SHALL MODULE AND ITS C❑NSTRUCTION, COMPLETE PROJECT BUILDING DESIGN ( i.e. BE PRE-CUT SO THAT THEY CAN BE ATTACHED TO THE FRAMING SURROUNDING THE ❑PENING CONTAINING THE PRODUCT WITH THE GLAZED SITE, FOUNDATION, DECK, OR PORCHES, ETC. ) SHALL BE BY THE "GENERAL O ❑PENING. PANELS SHALL BE FASTENED TO THE DWELLING IN ACCORDANCE C❑NTRACTOR`, ALL NOTES PERTAINING TO 'IN FIELD", ON SITE OR "BY WITH TABLE R301,21,2, THESE PANELS WILL BE PROVIDED AND INSTALLED BUILDER" SHALL BE THE RESPONSIBILITY OF THE "GENERAL CONTRACTOR'. ® q ON-SITE BY OTHERS 3. THESE PLANS MUST NOT BE SCALED FOR DIMENSIONAL REFERENCE, ALL DIMENSION LINES AND NOTES SUPERSEDE ANY SUCH REFERENCES. Manufacturers NO. M 1168 4. THERMAL TRANSMITTAL VALUES FOR ROOF, WALL AND CEILING LOCATED ❑N REScheck QN - 17578 / JN - 78494 / NY �- CIL/ co o Ln E— w COCOLLAE _ o,..r.•.n...u��r��e.a.....a lw w.-TRMw.rMu=sswwEla� _ COLLAR P4 STOPPER END PROPOSED rzs} 6'IE..rr.Rte. I� PLUC ELEC. �� re6 070 PANEL RISER R COVER `: }• e..<,...�.�e. ^^'w"wr..c.�..r•v+.no�•suni>�r m.o-,.w.. t/�� p a,.m,��-v.n�.,..�Aea.wo...ns+.C.•M.�. \ V r M n.m..rad.MM "w..�.a�. ..M.�.��..,...p...w. .e n CKING� AAM 9REAKER by 'rA.rr.en wavrswnar..enn.,..�whw.•..w.a.mwu+..+.rer c.m+m REMOTE PLC CONTROL PANEL 1 EX ER OR RA" W/HP80 COMPRESSOR �r '..M•Na.aa. F� wr�P � � q� a SEVER PIPE) JxYC1MV n,..e.m .,.,..,.......are.,o,..m,..a,e•n...... CRADEW I —_ Per •n..n..a .waq wmvq..o m,r w�nw rn•oevnWavw (TYPICAL) SPRMxLER BOX — r.•ew.�or.ao•M�sa.,s.aTYnne PVC PIPE 03034 COVTRa PANEL Lw 1 °ipip1T El p 3B SDR �1 Aw UP 1MRE PLAITCWM AT a r> rA m°° meM: �w+ o..0..o rso.BEND UBPCXI BURIAL ELEV.1'OZ . . a .w,.4.�..,,�_ Q _J WTosEPnc E nnTROL PANEL 8c AIRPUMP ELEVATION , rA.rr.WRMrs a I PROM DWEWNG TANK G /IrP80 c MPREssaR T��..a•®a'a...awr.�n.n+a......ve•,.o.,...,ern.P.,.,.,a.. 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I J PUBLIC WATER DEM P/N ¢SERPT10M pi ' Mxn osawuE.a nea= �ve.awo v'rt`EN v d N HA-I90C.56 TANK,AN500 245 NITROGEN E ION 1 xvw, A IRJJ11 TANK,pN500 245 RETREATMENT 1 V B 100118 CIRIPLING,4'SCH 35 PVC S%S 1 uwn.,ruwrewNsrMr vrc uew�swa.w.uev.au,v r,a vr_ °"04fe5"'ar,u. O C.L.EL. 2400,9 FG CONNECTING PANFI 24%I9 2 CI x ua mu Mmmn 160028 A9 SIVE.CARTRIBGL 1 C2 240031 SCREV,1'RIO SCLF TAP PPH IINC 2 •,u e•MuaTa svaueEavwr [�, 53.1' 0 760066 FASTENER,3/e-16%3 3/4'AT H',CS '°w" D"'^* a•tea r DI 2WO13 NUT,3/8'-16 SS 3 (r_^, (r_�, L � STANLEY D2 200006 WAS�,f K.3/e-16 SS . ' w.sw..a...xr..o�nme,.cva+.ao,o.Movo.a,,•W,rrwe,,..a ^v ll+ ^' Ill V �y l lJ C.L.EL. B3 20J034 WAS,II SS 3/8'LOCKWAS/TER 1 E "'t10 ASSEMBLY,RE-CIRCULATION 2'5 WMP E E 1 UTILITY PUBLIC WATER IN STREET) 2.33' ROAD F AP601-P AP600 ATU V/PLATFORM COMPLETE " yam , o Ms.N • \ G EC50-30-LI00-PL EC50-30-L-100-PLC 1 POLE H 100023 PIPE,4'PVC SCH35 6' EDGE OF PAVEME T t 190623 FI-E,4'PVC sa.ls J 180111 TEE,STRAIGHT 4-SCH35 I K 100023 PIPE,4'PVC SCH35 (1)10'LONG 87'11'00"E _ I 110.00' PIPE UTILITY AN500 243 NITROGEN REDACTION SYSTEM COR.EL -- - END POLE q DWELLING ON 54.9' TEST HOLE I > COR.EL. PUBLIC WATER PROSED \ £L.54.0"��i 3 52.8' 435.0' SANITARY SYSTEM DESIGN f::DWELLING ON OVERHEAD /r PUBLIC WATER ELECTRIC LLl �L \ o PaDI•osEo o WATERSEmaC' 0 5 BEDROOM RESIDENCE = 550 GPD a 0 o o Z Z N In A/I SYSTEM: z W = oVACANT HYDROACTION AN500 = 550 GPD w o NYDROACIgN \` I � � W ? O O LL ANS()() a LEACHING: Z � U U TEST HOLE DATA D [1] 8' DIA X 16' DEEP LEACHING POOL ULEI o' ^ �— Z q McDONA1 8121GEOS £NCE M [1] 8' DIA X 16' DEEP EXPANSION POOL (n z r2 n n/ z H J Lo Ir/rs/zr L u 1 �, EXCAVATE TO FINE SAND SP 0° — 20' BELOW , LL _ m FIECTRICAEL54.0— WNNECTIG PROPOSED 2 STORY u 1 O SURFACE. w X SC BROWN CLAYEY SAND CONNECTER! FR. HOUSE & GARAGE L� NCONOA 5 BEDROOMS SP 4'BROWN FINE TO MEDIUM SANG 1 c4 -THERE ARE NO DOMESTIC WELLS WITHIN 150' OF = o m 3 r E F.F.=57.0' PROPERTY W 0- a /f- O Q I-L- e PAOF�A� -THERE IS NO SURFACE WATER WITHIN 300' OF \L Ln � D SC BROWN CLAYEY SAND WITH GRAVEL IM-P AMB coNTa«s PROPERTY Z/5 2 � SM BR014NSILTY SAND LOT 12 LOT 14 //�[�� SGOUROS Ln N �I 34 525 STANLEY ROAD SP PALE BROWN FINE SAND 1 40' 1 ,� MATTITUCK, NY L(7 NOTE: NO WATER ENCOUNTERED 1 SCTM#1000-106-08-15 Cl1 HEC AREA FOR HEALTH Q sig S53325.�/4/19 a DEPARTMENT APPROVAL STAMP o z V LOT 13 1 Q :T 7: Y Q I I 1 COR.EL. 1 of NEWY DRAWN BY:JF I JP 54 5' I _ LEL. co MARCH 23,2022 (URi oj � (U Fzj \ (U \ c\U CU (LI N88'47'00"W 66.03' N85'39'00"W 44,02' ND OStb'C F ' SCALE AS NOTED CD \ O CD \ O M � �, CU Cu N/0/F KLEINSCHMIDT LOT 13 SHEET NO: .0'j-' (U M �,D DWELLING WITH "MAP OF SUNSET KNOLLS" SITE PLAN SCALE: 1' 10' PUBLIC WATER FILED JANUARY 5 1968 FILE NO. 5023 Y F—I H J J J Q Z Q O J LL_ CL IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OW W QF A LICENSED � � PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O F202 THE BEST OF MY KNOWLEDGE, BELIEF ANDOFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE EN REVIEWED AND ARE IN COMPLIANCE WITH THE0 RESIDENTIAL CODE OF NYS REVIEWED EIA� IFORSEAL CODE COMPLIANCE ENGINEER: ERIC TOMPOS, ICC-NTA I 305 N OAKLAND AVE NAPPANEE,IN 46550 0 �i w C�♦ � 194 � � ob� DFS CORPORATION 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA I QN - 17578 / JN - 78494 / NY L' Ln co GENERAL NOTES 2020 RESIDENTIAL CODE OF NY NOTES ELECTRICAL NOTES 1. WIND❑W EGRESS REQUIREMENTS MEET x 2017 NEC NOTES I Q 1. GASKET ❑R WEATHERSTRIPPING AND 2020 RESIDENTIAL CODE OF NY STATE, 1. ALL LIGHT BOXES MUST BE RATED TO SUPPORT 50# FOR N❑N-PADDLE FANS H INSULATION, EQUIVALENT T❑ THE SECTI❑N 8310,1 AND 70# FOR PADI;LE FAN BOXES, Z INSULATION ❑N THE SURROUNDING � � � SURFACES, IS TO BE INSTALLED UPON 2. VISUAL INSPECTION ❑F THE 2. TAMPER RESIST4NT ( T.R. ) RECEPTACLES REQUIRED THRU-❑UT THE ENTIRE COMPLETION OF THE SET-UP OF THE INSULATI❑N INSTALLATION WILL BE HOME, UNLESS NOT-D OTHERWISE ON THE PLAN DOCUMENTED BY THE APEX QC 3. ALL BALCONIES DECKS AND PORCHES ACCESSIBLE FROM INSIDE THE DWELLING 8 w HOME AT CEILING ACCESS PANELS AND DEPARTMENT, UNIT ARE REQUIRED TO HAVE FINE WATERPROOF ( W.P. ) T,R. GFI RECEPTACLE / ❑R PULL DOWN STAIRS [IN SITE BY 3. BUILDER TO INSTALL A FRESH AIR WITHIN THE PERIMETER OF THE BALCONY, DECK OR PORCH ( _) OTHERS, INTAKE FROM THE ON-SITE FORCED AIR 2, DRYER VENT DUCT SHALL TERMINATE 4, 1 & 2 FAMILY DWELLINGS ARE REQUIRED TO BE PR❑VIDED WITH ONE W,P, T,R, 8 SYSTEM TO MEET THE REQUIREMENTS GFI RECEPTACLE ACCESSIBLE WHILE STANDING AT GRADE LEVEL LOCATED A MAX, O o ❑N AN OUTSIDE WALL OF A BUILDING OF M1505.4.30) -:I- NOT LESS THAN 3'-0" IN ANY ❑F 6'-6" ABOVE GLADE AT THE FRONT AND REAR ❑F EACH DWELLING UNIT, � 00 . DIRECTION FROM ANY OPENING INT❑ 4, HOT WATER PIPE INSULATI❑N SHALL BE 5. THE GROUNDING CIRCUIT CONDUCTOR FOR THE CONTROLLED LIGHTING CIRCUIT INSTALLED IN ACCORDANCE W/ SECT, THE BUILDING AND MUST BE EQUIPPED SHALL BE PR❑VIDED AT THE LOCATION WHERE SWITCHES CONTROLLING LIGHTING LD r WITH A BACKDRAFT DAMPER. N1103 4,2 [IF THE 2020 RESIDENTIAL LOADS THAT ARE SUPPLIED BY A GROUNDED GENERAL PURPOSE BRANCH CIRCUIT 3. TUB / SHOWER CONTROL VALVES TO CODE ❑F NY STATE FOR OTHER THAN THE F❑LL❑WING1 5, EXTERI❑R WALL FIRE RATING AND HAVE A HIGH STOP LIMIT SET TO A, WHERE CONDUCTORS ENTER THE BOX ENCL❑SING THE SWITCH THROUGH A REQUIRED FIRE SEPARATION DISTANCES LIMIT WATER TEMPERATURE TO A RACEWAY, PR❑VIDED THAT THE RACEWAY IS LARGE ENOUGH FOR ALL a MEET THE REQUIREMENTS PER THE 2020 w U MAXIMUM OF 120" F (49*8, RESIDENTIAL CODE OF NY STATE TABLE CONDUCTORS, INCLUDING A GROUNDED CONDUCTOR. Ln 4 THE BASEMENT AND / OR ATTIC DOOR 302.1(1) & (2) B. WHERE THE BOX ENCLOSING THE SWITCH IS ACCESSIBLE FOR THE Q q cd MUST HAVE WEATHERSTRIPPING AND A 6BUILDER T❑ PROVIDE AND INSTALL INSTALLATION [IF AN ADDITI❑NAL OR REPLACEMENT CABLE WITH❑UT REMOVING cu SWEEP PR❑VIDED AND INSTALLED , FINISH MATERIALS \ ❑N-SITE BY OTHERS, HIGH-EFFICACY LAMPS IN 90% OF C. WHERE SNAP SWITCHES WITH INTEGRAL ENCLOSURES COMPLY WITH 300.15 (E) PERMANENTLY INSTALLED LIGHTING Q i- 5. ADD BLOCKING IN WALLS ON ALL ENDS FIXTURES ❑N-SITE PER SECTION D, WHERE A SWITCH DOES NOT SERVE A HABITABLE ROOM OR BATHROOM -� OF CABINET RUNS FOR BASE, WALL, E, WHERE MULTIPLE SWITCH L❑CATI❑NS CONTROL THE SAME LIGHTING LOAD SUCH Q > TALL AND VANITY CABINETS TO PULL N1104,1, o 7. ALL WIND❑WS WITH OPENINGS WHICH THAT THE ENTIRE FLOOR AREA OF THE ROOM OR SPACE IS VISIBLE FROM THE SIDE ❑F CABINETS TIGHT T❑ THE z OPEN 4 INCHES OR GREATER ARE 72 SINGLE OR COMBINED SWITCH LOCATIONS D WALL, INCHES ABOVE THE FINISHED GRADE 0 F, WHERE LIGHTING IN THE AREA IS CONTROLLED BY AUTOMATIC MEANS W o o a SURFACE BELOW AND THE LOWEST G, WHERE A SWITCH CONTROLS A RECEPTACLE LOADS -1 u PART OF THE CLEAR OPENING IS LESS 6. ALL 15 AND 20 AMPERE 125 AND 250 VOLT RECEPTACLES INSTALLED IN A Q H Ln THAN 24 INCHES ABOVE THE FINISHED WET LOCATION STILL MUST HAVE AN ENCLOSURE AND COVERS THAT ARE FLOOR, WILL REQUIRE WIND❑W GUARDS WEATHERPROOF WHETHER AN ATTACHMENT PLUG CAP IS INSERTED OR NOT. ALL CLIQ PER 2020 RESIDENTIAL CODE OF NY ENCLOSURES AND COVERS INSTALLED IN WET LOCATI❑NS MUST BE LISTED AS oj STATE SECTI❑NS 8312,2, THE WIND❑W "EXTRA DUTY / Lo o GUARDS WILL BE PROVIDED AND 7. A LUMINARIES WEIGHING MORE THAN 50 LBS, SHALL BE SUPPORTED CL INSTALLED ON-SITE BY OTHERS, INDEPENDENTLY OF THE OUTLET BOX, UNLESS IT IS LISTED AND MARKED FOR THE o Ln MAXIMUM WEIGHT TO BE SUPPORTED, ni 8, ALL 120 VOLT, SINGLE-PHASE, 15 AND 20 AMPERE BRANCH CIRCUITS SUPPLYING OUTLETS OR DEVICES INSTALLED IN DWELLING UNIT KITCHENS, w FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, PARLORS, LIBRARIES, DENS BEDROOMS, SUN ROOMS RECREATION ROOMS CLOSETS, HALLWAYS, LAUNDRY AREA, u � q Q ' I OR SIMILAR ROOMS OR AREAS SHALL BE PROTECTED BY A LISTED COMBINATION-TYPE ARC-FAULT CIRCUIT INTERRUPTER INSTALLED TO PROVIDE PROTECTION OF THE ENTIRE BRANCH CIRCUIT. cu c�j cu 9. ALL BATHROOM RECEPTACLES, LAUNDRY RECEPTACLES, EXTERI❑R RECEPTACLES w � `� �' cu AND ALL RECEPTACLES SERVING KITCHEN C❑UNTERT❑PS, THE DISHWASHER o OJ cu o o u CIRCUIT OR RECEPTACLES THAT ARE WITH IN 6'-0" ❑F THE OUTSIDE EDGE OF cv OJ THE KITCHEN SINK INCLUDING RECEPTACLES UNDER THE SINK OR IN CABINETS ARE REQUIRED TO BE GFI PROTECTED, H H J _1 Q J z z LL- ED> CL 0- z I c > > > W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ' ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE q N 2020 RESIDENTIAL CODE OF NYS L IHIKL HAR1Y SEAL LULATIUN ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC—NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q �� \G J . TO � o 2 0 � FO PFS CORPORATION 84181 - 417 CENTRAL ROAD SUITE 2 FES,7 BLCOMSBURG,PA J 07114/22 I QN - 17578 / JN - 78494 / NY Ln CL/ co 0 � NY CERTIFICATI❑N FOR M❑DULARS YES X NO z THE FOLLOWING ELEMENTS OF CERTIFICATION (� <1 F---I � Q REQUIRED BY THE MANUFACTURER TO EXCLUDE EACH HOME ARE AS FOLLOWS+ I f- 1) DESIGNATED ONLY FOR ERECTION ❑N A SITE-BUILT PERMANENT FOUNDATION Z)NOT DESIGNED TO BE MOVED ONCE INSTALLED. Q (ZJ < 3)DESIGNED AND MANUFACTURED TO COMPLY WITH NATIONALLY RECOGNIZED MODEL BUILDING CODE OR EQUIVALENT TO BUILDING CODES FOR ON-SITE H❑USING, zW OR WITH MINIMUM PROPERTY STANDARDS ADAPTED BY THE SECRETARY PURSUANT TO TITLE II OF THE NATI❑NAL HOUSING ACT, AND El 4)TO THE MANUFACTURER'S KNOWLEDGE IS NOT INTENDED TO BE USED OTHER THAN 8 LLQ ON A SITE-BUILT PERMANENT FOUNDATION, U wz z U ED N 8 o L� o 12 7�-- 0 12 12 I (� q LL_ o 9 9 FIN CEILING u a Lo EGRESS �EGRESS CLI I Cu------- co ::� �,D cu FIN FLOOR __1z Z u o w LLJ U u N FINISHED CEIL NG FIN CEILING >� O L� ti H i Ln 12 m 5 f ----ACL/ LL � LF) w FMcu D Inco o c� N CL qo CU --- -- Ln 0 u Im h1l FINISHED FLOG _ _ FIN FLOUR 57.0 > C/) pq r::).D W � z FIN GRADE < :Ew :T: Y v q PORCH ROEJE, SLAB, HEADER, N cu cu FINISHED GRADE 53.0 � � � RAILING, POSTS, AND ACCESS w m cu c\ � c� o I j R o m I I TO GRADE IN—SITE BY OTHERS q � � � � xx❑MIT SIDING THR❑UGHOUTxx �' - - J J W W Q Q z � W Ed � Q W ^� H � Cl- > > IT IS A VIOLATION [IF ARTICLE 145 O � F THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED � � PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN W W Q ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATI➢N, AND A SPECIFIC DESCRIPTIIIN OF THE ALTERATION. 4 TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V y BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE w 2020 RESIDENTIAL CODE OF NYS �J HI.,tU NAR I Y SEAL LUCATIDN ENGINEER: REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA I 305 N OAKLAND AVE NAPPANEE,IN 46550 �+ �P \G 3 7' b * �w .010 � qo NOTE: ACTUAL H❑USE MAY VARY FROM ELEVATI❑N _ ►� � � y 'FS CORPORATION F084 181 ' 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA sl 07/14122 I� A 2 QN - 17578 / JN - 72494 / NY Ln 00 e Ln � � W El -j U W 8 0 o co w LL- C") v FIN CEILING � qV ® Lo ® Q of EGRESS �D o i Eo EGRESS n D cu I FIN FLOOR r J CLI Z z —- - - - -— —�13.6875 <E O Ld U U N FIN CEILING 12 FIN CEILING Q F _ V m F— LL 5 Q LL- cu CD O Ln FIN FLOOR FIN FLOOR pq Il u o � xxNMIT SIDING THRNUGHUUTx no Ho � Q INISHED GRADE ClJ (1J (U (U (U o M M p o0-1 I I q \ \ CU (\U \ � (UM M C'7 �D z > H W W J _ �C W CZ Q LL (L z W i I a > > L` > W W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL DF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. D r ` TO THE BEST OF MY KNOWLEDGE, BELIEF AND Q V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE w 2020 RESIDENTIAL CODE OF NYS �J IHIKU PARTY SEAL LULATIU.N ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA � 305 N OAKLAND AVE NAPPANEE,IN 46550 O N Q �Q �NO� ® q 0 NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATI❑N PES CORPORATION F� 0 4181 417 CENTRAL ROAD SUITE 2 C�+ BLOOMSBURG,PA ��++FES` 10 07114122 QN - 17578 / JN - 78494 / NY Ln co Lnn J I � z W 0 El J W � U � 0 0 o 12 00 I 7F E:1 l V rU 12 V ) 4.125 LL- FINISHED LFINISHED CEILING a (__) (1.J CU 0 1200 12 < ~ _ Q N D 12 ICE SHIELD FINISHED FLOOR— 71 - - - W 13 cu Li � U p � FINISHED CEILING N FINISHED CEILING Z E- <1 i —1 >- m LD W CU o u O Ln O �D N � co U Ln DDCDLED00 � U Ll � r � � Q J �1 FINISHED FLOOR ❑ ❑ � ® FINISHED FLOOR ME] Q NZFINISHED GRADE ELEl rl 1:10- FINISHED GRADE 013 [3 mclull q cv cu � (Aj ()jcu (u CD (y) o CD C\j I I NOTE: (U CClj M M `D GARAGE DOORS SUPPLIED & 2:m ' INSTALLED BY OTHERS w W W z Q O J CY Q > xx❑MIT SIDING THR❑UGHEUTxx Cr LL- 0- > > > w w Ld Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED CLI CL PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O O TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE Q y 2020 RESIDENTIAL CODE OF NYS �J HHIhU PAKIY SEAL LULATION ENGINEER: Q 2EVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA � 305 N OAKLAND AVE NAPPANEE,IN 46550 �t Q pC1E, Tp�O�0 W �� NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATI❑N F� SFS CORPORATION 84181 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA FIss 10 07/14122 i A 4 QN - 17578 / JN - 72494 / NY Ln �- co El a o � Ln Q (U W II z � W a e W D � e 12 M -]78 lj L C4 I - - - ~ � O FINISHED CEILING U al 0c) Q I � N Q 0 > 12 z Z >— �— �7 FINISHED FLOUR 3F 1z W � U U N FINISHED CEILING (� O z �/ q Ln LI_ Q m f— El c Q O Q LL- cu C4 ALL Lo 0 O Ln Cu O � � FINISHED FLOOR (� a r--),� Pa Q I FINISHED GRADE q xx❑MIT SIDING THR❑UGH❑UTxx c`v cU �' cv cu w IU cd aj cv Mo (� M o CD cu M M J J Q Q Z Z H W L� I > > LL > L,J L lj L Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED CLQ PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION, O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS w H1nL rAKIY SLAL LULAIIGN + ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q br� o� J . TO�0 0 N �� NOTE: ACTUAL HOUSE MAY VARY FROM ELEVATI❑N F�' SFS CORPORATION �4181 417 CENTRAL ROAD SUITE 2 FFJJ��` BLOOMSBURG,PA 07114122 QN - 17578 / JN - 72494 / NY Lo L' z co----------------------, Q o � x IMPORTANT NOTE : ANDERSEN 400 WIND❑W SCHEDULE ❑ ALL FLOOR COVERINGS TO BE PROVIDED BY BUILDER, Intl THEREFORE IT IS THE BUILDERS RESPONSIBILITY TO VI ( WINDOW LAPEL ROUGH OPENING �— (� L1- i IDENTIFY ANY REQUIREMENTS TO APEX HOMES FOR 1 Q 38 1/8' x 56 7/8' rNEW YORKCODES --------------- __________, LRAISING DOORS_CABINETS_ETC. PRIOR TO CONSTRUCTION <I,, 17 38 1/8' x 68 7/8' V J 12020 NEW YORK STATE UNIFORM FIRE PREVENTION AND I �/ BUILDING CODE (WHICH INCORPORATES BY REFERENCE)' TW1846 22 1/8' x 56 7/8' 2020 RESIDENTIAL CODE OF NYS <j: n 12020 ENERGY CONSERVATION CONSTRUCTION CODE OF NYSI SP TW2432 30 1/8' x 40 7/8' \ V L017 NATIONALELECTRICAL CODE --------J © 7w3036 38 1/8' x 44 7/8'A] I I \ SP CN235 41 1/4' x 41 3/8' z ALL EXT. LOAD BEARING HDR'S WITH SPAN OF 3'-11' OR LESS WILL BE Ill. --- (3) 2x6 SPF #2 ALL OTHERS WILL BE SPECIFIED. ALL REQUIRED JACK h{ 2x10 o Q CTC3 72 3/8' x 72 1/2' STUDS SHOWN ARE 2x6 SPF #2. P6030 64'-1" ALL M/W HDR'S: WITH SPAN OF 5'-0' OR LESS WILL BE (4) 2x6 SPF #2 ALL OTHERS WILL BE SPECIFIED. 40'-0„ E:1 CIL/ Li- 27'-4' L27'-4' 11'-10" 10" a 0 \ r---------------------� 3'-0" 5'-10" 3'-0' R-13- J INSULATION INSTALLED IN UNDERSIDE OF STAIRS. qti! 2x10 2x10 2'-11" 2'-11" -- ------------------ ® R-13 INSULATION INSTALLED IN BASEMENT STAIR WALLS o FLAT ROOF WITH A STANDARD CASED OPENINGEGRESS O a ' FLUSH CEILING BEAM @ KITCHEN/FOYER O CD CID GLAZED OPENINGS IN BUILDINGS LOCATED IN WIND BORNE DEBRIS REGIONS IF GARAGE S P SP ( ^ SHALL BE PROTECTED FROM WIND BORNE DEBRIS AS FOLLOWS 10'-7 112' 24'-0" TW1846 _ _ ____ TW1946 V J SITE SUPPLIED WOOD STRUCTURAL PANELS WITH A MINIMUM OF 7/16 INCH � II THICKNESS AND A MAXIMUM SPAN OF 8 FEET SHALL BE PROVIDED FOR V OPENING PROTECTION IN ONE AND TWO STORY BUILDINGS. PANELS SHALL DATA PLATE, ST�TE\/ S� El BE PRE-CUT SO THAT THEY CAN BE ATTACHED TO THE FRAMING & PFS LABE /LOC'N. CN23 HDR: (3) 2x10 SPF #2 FWG6068 1711 OMIT 3'-10' SECT SURROUNDING THE OPENING CONTAINING THE PRODUCT WITH THE GLAZED (3) 2x6 CLG & WALL GYP (3) 2x6 OPENING. PANELS SHALL BE FASTENED TO THE DWELLING IN ACCORDANCE I SPF #2 SPF#2 WITH TABLE R301.2.1.2. THESE PANELS WILL BE PROVIDED AND INSTALLED r ^� 7'-4" 10'-4" 1' 1° ON-SITE BY OTHERS 2x10 o L,-`J I aP� ii i i jj W3042 W1842 W3624 x o , I 2 I II I m O � �G � 1 SBI (36 1 I DWS BD18 B18 PLUMB FOR 2' WASHER L------------ - 4� IJy to o SP L --- -3D ( ICEMAKER DRAIN PAN IST FLR OF A 2-STORY / L� L---- ---J � FIREPLACE CHIMNEY WALLS TO BE PROVIDED BY I 1/2" (� ~ O v l FLUSH CEILING BEAM TW2432 �\ / l ti ROUGH PLUMBING ONLY �--- APEX HOMES AND FINISHED ON-SITE BY OTHERS. ('') � V Q CL 21-9" @ FAMILY ROOM Sc ROUGH JJJ CD 3` RS4VCTM- F-1' 3' RADON VENT FIREPLACE PROVIDED UnrSITE BY OTHERS 1'-Il 1/2' 0 (j f� �_--) y PLUMBING 1 14'-I" 24'-D" ONLY D 18BBSCP,M2 3' /4' & PLEASE HDTE q d WIRE AND 2-3/4' $'uPP. rSUFFICIENT EXTERIOR AIR SUPPLY AS PER R1006 2' FUTURE VENT u KITCHEN OFILn SITE BY OTHERS q V VENT ONLY FROM 2nd STORY FIRE BLOCKING,AS PER R602.e BY APEX ly C8' ROUND) �— •DRAFT REDUIREH£NTS AS PER R1801.2 ONSITE ED w n f 6 PANEL CU BATH#3 w 31 ( l Ex*OMIT SINK, FAUCET, BY OTHERS a I J LJ AND COUNTERTOP. .ON-SITE HEARTH AND HEARTH EXTENSION AS PER r J F 23'-O" �N N R10UE 10WBETFY OTHERS a_ INSHEO DHSITE By OTHERS Z w Z ■TIGHT FITTING DOORS NON-COMBUSTIBLE DOORS � O I I O �\ 3� PROVIDED ONSITE BY OTHERS, ED J w m FAMILY ROOM z q o L w o 306.99 SQ.FT. o ( I > _ En n o MUD ROOM \ 24.56 LIGHT REQ'D. (� z z Z a ¢ n 51568LIGHT T PROV'D. �r u �a IY w� ,D 2'-3" 27.08 VENT PROV'D. CS STAIRS I I I C I CO Go (U nI }W D ON-SITE BY DN. 3C68 �D W U O x z o� OTHERS I I I I �M PAN. o ---------- o CD ION = 5'-1" cu 10 1/2" 3,-0°2" 2'-8" al 4'-0" I 14=9" -------I I N 1'-7 i/2" N Ln tr G, U (Y) (3) 2x4_SPF #2 ('') M nn ~ (4) 2x6 (3) 2x6 ,D l� `� H _ m ru �—- - - SPF #2 OMIT 310'CLG & WALLSECT D GYP SPF #2 r n 7'-3" 5'-0" 3 7 -1 1/2' L� Q ---- -------------- y � � D w -f-.------ ---------- --------- A c2) 1 v2 xs v2' M.L. 1'-6" -- 9 0 � `' �;.� LANDING I--- �i �i I I OMIT 3'-10' SECT (3) 2x6 - TREY I () (U I CL I CLG & WALL GYP SPF 92 CLG I I m - N cu FLAT _ T r L---� I I PEN 3 - - q ~ Lo ON-SITE COLUMN: I I TL=75 KIP al 1 C11 ---- ---------------------------------- I I I I RAILING I I N ONSITE 1 w GARAGE I DINING ROOM I `0 OTHERS STUDY z W o w 1/2' DRYWALL I W/ TREY CEILING I �! i 11.64 LIGHT145.50 REQ'D. � � Q` 5/8' TYPE 'X' CEILING GYP ( + 5.82 VENT REQ'D. cu \ z a I 152.99 SQ.FT. I QI I 25.74 LIGHT PROV'D, Q z o a m I 12.24 LIGHT REQ'D. I x 14.28 VENT PROV'D. (� 0� �w 6.12 VENT REQ'D. ? 03 Q Y Y wo I ]4.28 VENT PROV'D.25.74 LIGHT PROV'D. I \ (U N r w O I I OPEN TO ABOVE () Q J> o I FOYER OPEN a o � s QS < to -o S I �_ " 2 -0" STAIR GEOMETRY: FL/�M I (b � L 1' MIN. 9' TREAD DEPTH \ N" d' --------- e 7R Y MAX 8 1/4' RISER I j6,HEIGHT MIN 6'-B' m , CU RI � OJ cu 1v rd w J CL 1 �O HEADROOM PROVIDED 15'-1 1/2" ^y cu 0J U (ON'ANnSIATE BY OTHERS) CD (� � (Lf q \ \ \ \ \ \ a 17 17 5205 OU 7� SAFETY GLAZED 17 EGRESS 0-j (`) (y) W/TRANSOM R.O. 65 1/4'x93 7/8" �o 17 17 1" 6'-0" 6'-0" J 3'-6" 9'-5" 18'-10 1/2" 28'-10" 36'-0" W W w z 6'-0" 18'-0" 24'-0' 121-10 1/2 -0" 15'-1 1/2" Q DORMER CL DORMER -- � W 0- � H Ll- � I I PORCH ROOF, PORCH SLAB, HEADER, RAILING, POSTS, AND ACCESS TO GRADE ON-SITE BY 40'-0" W >W LL] Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED OTHERS Cl� PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 0 TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIDNAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE N 2020 RESIDENTIAL CODE OF NYS I HIkL) I'Ak I Y SEAL LOL A I ION ~ 2EVIEWED FOR CODE COMPLIANCE ENGINEER: �1 Q ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q QCIO o�O (P i 84181 '�� CORPORATION FESS10-,A 41717 CENTRALNTRAL ROAD SUITE 2a7J BLOOMSBURG,PA 07114122 N❑TESI 5, 9'-0" 1ST FLOOR CEILING HEICHT (8'-0" GARAGE CEILING HEIGHT) 10, EXT BEAM @ FAMILY ROOM TO BE (2) 1 1/2"x 6. 7/12 STORAGE RAFTER ROOF SYSTEM @ 16" ❑,C, 9 1/4" M.L. IN CEILING & 2ND STORY FLOOR, 2. HEAT SYSTEM ❑N-SITE BY OTHERS 7, 12/12 RAFTER ROOF SYSTEMS � 16" ❑,C W/ SHED 11, CEILING BEAM @ KITCHEN/DINING ROOM TO BE 3, ANDERSEN 400 SERIES WINDOWS B. CLG BEAM @ GARAGE TO BE (4) 1 1/2"x9 1/4" M.L. (2 PER UNIT) (4) 1 1/2"x9 1/4 M L (2 PER UNIT) 4. 1ST FLOOR SQUARE FOOTAGE = 1108 SQ/FT(HOUSE) 568 SQ/FT(GARAGF) 9. CLG BEAM @ FAMILY R❑OM/STLDY TO BE (4) 1 1/2"x9 1/4" M.L, IN CEILING & 2ND STORY FLOOR, (2 PER UNIT) QN — I7578 / JN - 78494 / NY Ln z co Ln ALL EXT. LOAD BEARING HDR'S� WITH SPAN OF 5'-4' OR LESS WILL BE ( ` 4 (3) 2x6 SPF 442 ALL OTHERS WILL BE SPECIFIED. ALL REQUIRED JACK STUDS SHOWN ARE 2x6 SPF 42. ALL M/W HDR'S- WITH SPAN OF 9'-11' OR LESS WILL BE (4) 2x6 SPF #2 J �I f ALL OTHERS WILL BE SPECIFIED. <1 ` V F—i LE- co Ou LL- PROPOSED SECOND FLOOR DRAWINGS ARE TO BE USED cU AS A GUIDE ONLY. BEAM SIZE IS BASED ON SUGGESTED PLAN SHOWN, APEX HOMES WILL NOT ASSUME ANY " U LIABILITY [IRRESPONSIBLE FOR ALTERED CONSTRUCTI❑N I 2x10 OF SECOND FLOOR LAYOUT, 0 o 24'-0" FLAT ROOF WITH A 13'-0 1/2" 19'-8" 33'-Il' 40'_0" z SHED DORMER FLUSH tCEILING BEAM W II sP sP ❑HALL I a �- TW2432 TW2432 EGRESS O LD o I21 3,-0"� 6' V 1 -6' I DKD24 IVDI 21 RDUMBING D ONLY 1 ¢ ,,,, ----� ( Iv T 2x32 F-1 /4' FIBEROCK /� z ———— R1 V l F 1 3/4' SURROUND r^ , l EU SAFETY 4'-3 1/2" _ TO CEILING___ /ROUGH CC) D I �1 lJ GLAZED __ CURB----- PLUMBING>� • --- 8 1/2" r~," ^ ' - � SHOWER DOOR 51'S LY W 1 u J O OUGH EGRESS O I .M BaNDirEas h DPANN LAUNDRY i / 1PLLUMBING �D /�r 1 \_ ONLY CLI 6" " BEDROOM #223'-0" ' VENT --a\ BATH#2 T FLOG 3' RADON VENT BATH#1 144.12 SQ,FT, t\ --,w 11.53 LIGHT REQ'D. o c n x 5.76 VENT REQ'D. O -0" I� 20.62 LIGHT PROV'D. 3 o ROUGH PLUMB ONLY - M 11.46 VENT PROV'D. cu —I F - -I----- co Z ca = CO I I I LIN. :D I ❑H > i�J I Q v I VBD36 I VBD36 I I � �- BEDROOM #1 FRAME OUT �- I I I 3'-8' r - 2 2/8 COLLAR TIES � 382,21 SQ.FT. ABOVE 1—I DN.1 I of ❑ PULL DOWN STAIRS svlB i----------HALL_----------- o ❑ LL] U U N 30.58 LIGHT REQ'D. ON-SITE STAIRS I I I I I R.O.=26 V2'x 54 1/r nREn i I 15.29 VENT REQ'D. IN THIS AREA I 4'-3 3/4" I 15'-6 1/4' 3'-7" 36.08 LIGHT PROV'D. I I I I 2010 VENT PROV'D. L ------------- - -- OMIT 3'-10' SECT SP 2x4 H H D � f — Ln (2) 2x4 CLG & WALL GYP SPF #2 cu 4'-10 1/2" 5'-3" d ) <L O Q IN o LANDING al \" Ln CLO ------------ — - -- ----- CLO CLO CU y CU (A LL_ H H ❑ ❑ �I (4) 2x6 (a) 2x6CL I H H C5 p �) SPF #2 SPF #2 a RAILING 1 r ONSITE BY ~ n3�'-�3 OTHERS BEDROOM #4 BEDROOM #3SLOPED_CEILING L[NE - (0 124.97 SQ.FT, U154.71 SQ.FT,N❑ DOORS BEYOND THIS POINT CLO I o 10.00 LIGHT REQ'D. ()5.00 VENT REQ'D. 12.38 LIGHT REQ'D. o (� (� m 3'-9' 7'-6" CLO 3'-9° 3'-3<u I 20.62 LIGHT PROV'D. o_ 6.19 VENT REQ'D. (-) Nz Z Y I I 11.46 VENT PRUV'D. OPEN TO BELOW 20,62 LIGHT PROV'D, I coQ (� Y 0 I 11,46 VENT PROV'D, 0-1 co m DOUBLE PLY DOUBLE PLY IRDER TRUSS IRDER TRUSS EACH SIDE OF EACH SIDE OF DORMER DORMER SHELF ()J CU (U 1-1 Cu � � 0d (-u o M C ) _o CD I I q ClJ (UOO \ ,D _ _ (UM C� SP `D SP OO SP � O O L-- -- TW3036 `. ----- TW3036_ J O --- --------------- 2'-4 1/2'z'-4 1/2" 2'-4 1/2"2'-4 1/2' ————— 1" 3'-6' 9'-5" 18'-1�DORMER cSPa 28'-10"P6030 z 3'-7 1/2" 4'-9' 7'-3" 4'-9" 3'-7 1/2" 12'-10 1/2" 6'-0" 6'-0" 15'-1 1/2" U j Q j � 12'-0" W H cy I I 27'-1 1/2' a > > L>Ll CL � IT IS A VIOLATION OW W <1 ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED CLx CLQ PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V y BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS w IHIRU PARTY SEAL LOLATION ENGINEER: Q 2EVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 465500 Q o Fw o�O N nFS CORPORATION �0 84 lg1 �V 417 CENTRAL ROAD SUITE 2 FESS�O� BLOOMSBURG,PA 07114122 NOTES: 1. ANDERSEN 400 SERIES WIND❑WS 6, SHED DORMER BEAM @ BEDROOM #1 T❑ BE (2) 1 1/2"x20" M,L. 2. 2ND FLOOR SQUARE FOOTAGE = 1081 SQ/FT 7. 3 8'-0" 2ND FLOOR CEILING HEIGHT 8, 4. 7/12 STORAGE RAFTER ROOF SYSTEM @ 16" ❑,C, 9, 5, CLG BEAM @ HALL TO BE (4) 1 1/2"x9 1/4" M,L (2 PER UNIT) 10, QN - 17578 / JN - 72494 / NY In z co I— C w PANEL BOX CRT BRK VOLT WIRE TYPE TYPE WIRE VOLT BRK CRT REFRIGERATOR 1 20A 120 12-2 AFC[ AFCI 12-2 120 20A 2 SMALL APPLIANCE �� W RANGE 3 20A 120 12-2 AFCI AFCI 12-2 120 20A 4 SMALL APPLIANCE Z �J 5 AFCI 14-2 120 15A 6 GENERAL LIGHTING W J RANGE 40A 240 8-3 r------------�1 W 7 AFCI 14-2 120 15A 8 GENERAL LIGHTING RECESSED LIGHTS SHALL BE IC DISH WASHER 9 20A 120 12-2 AFCI AFCI 14-2 120 15A 10 GENERAL LIGHTING RATED AND INSTALLED WITH 11 AFCI 12-2 120 20A 12 BATH GFI NO PENETRATIONS, OR TYPE OVEN 40A 240 8-3 � � IC OR NON-IC RATED 13 AFCI 12-2 120 20A 14 SMALL APPLIANCE ' INSTALLED INSIDE AN ' r----------------------- WASHER 15 20A 120 12-2 AFCI AFCI 14-2 120 15A 16 GENERAL LIGHTING APPROPRIATE AIR TIGHT W ASSEMBLY WITH A 0.5' IST FLUOR BATH/FAN EXHAUST VENT TO RUN UP AND THRU � - 17 AFCI 14-2 120 15A 18 GENERAL LIGHTING CLEARANCE FROM COMBUSTIBLE CEILING W/ 4' DUCT ANI TERMINATE AT EXTERIOR CEILING I �— _ DRYER 30A 240 10-3 19 AFCI 14-2 120 15A 20 GENERAL LIGHTING � MATERIALS AND 3" CLEARANCE ' � PERIMETER BANDS TO BE FINISHED UN-SITE BY OTHERS � � u GARAGE LIGHTING 21 15A 120 14-2 AFCI AFCI 14-2 120 15A 22 GENERAL LIGHTING FROM INSULATION (� L-------------P L-----------------------J GARAGE GFI 23 20A 120 12-2 AFCI AFCI 12-2 120 20A 24 BATH GFI EXTERIDR GFI 25 204 120 12-2 AFCI '.r AFCI 14-2 120 15A 26 GENERAL LIGHTING EXTERIOR GFI 27 20A 120 12-2 AFC[ AFCI 14-2 120 15A 28 GENERAL LIGHTING EXTERIOR GFI 29 20A 120 12-2 AFCI AFCI 14-2 120 15A 30 GFNERAL LIGHTING 31 AFCI 14-2 120 15A 32 GENERAL LIGHTING /^ n� WP FIXTURET 33 34 / �/ 27 GFI ❑ - 35 36 XL LD 37 38 • _ I ------ L C -1 w F CT �-- D GFI CT I- C I I - V J 39 40 l�J I o?I GFI i( I (GF GFI GFI v} -,_L 8 41 42 �� I CT 1 t - 12 GFI 4 II I I 11 2 6 I • 7 WIRE AND 8'0 VENT FOR •• I I I I a U ----- 29 WPON-S TE OD CL TERMNATEDNTOHEX ITERIOR GFI I I DN-STE BY OTHERS XL - J I ------------ U1 Q V CLI c c I I � II I I XL _J GFI I I I I I I \ 1 I I I I I I /z I 21 GFI GEI I I o LOMiT ---- I I I I I �L I— I I 11/13 C FIXTURE 11 ---- I I � \�\ ------ / LL-------- ---- ----------------- -" ---- ---- ---- J I ca------------- c D > I— I-1 T �- L i i To 2 ._ S4 — —I z _ Q C MTD L I I I I I I Wu GFI 10 I I i l I u N I I LJ Flo -------�L L— O Q H q Ln ELEC DROPS [-- El (Y) I I - - - - - W/ 22' COILS I I 3' - --- - - "----J I C/ � LL- I ----- L-----� I DTE E O s Nr s3 L i Q O Q r-- � DE I y (U W L- ONG 11 Lo N � I I L____JI — II q Lo — -------- c cu JBOX IN FLR I 2QI I I L oMlr FOR BSMT SD I I I I I FIXTURE I I I I I I W I I I I I I I I I I I I I I I I I I II I I I I > v R q lT- L ------- - M I I ELEC DROPS Q I (tom--------© L L-T- , vI , W/ 8' COILS J CLG MTD �I GFI I I 14 I I� I I I ELECTRIC IN I - ------------- PANEL IN L- ------- ------f , BASEMENT J I F W cdN cCuu I 23 I 6 GFI �3 ------ CD ( ) M CD o I I S4 - F- MAIN SEWER cu q GFI GFI ( L--------- J 0'i 0i CU � XL XL On-T OMIT XL 25 FIXTURE FIXTURE J WP GFI I I H Q W Q LL_ > � 1Z CL > > I > W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED Eli Eli PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN t—————— ————-- ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS SIGNATURE, I - MAIN WATER SUPPLY I THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTII7N OF THE ALTERATION. ———————__———J O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE CvrJ 'y PEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS w THIRD PARIY SLAL LUL:ATIUN ENGINEER: 1- REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 J . Tp� �� o oQ cn �� o O � qo OFS CORPORATION 417 CENTRAL R 084181 BLOOMSBURG,PABAD SUITE 2 FESSl��' 07/14/22 N❑TLS: 1 ALL LIVING SPACES ARE ARC-FAULT PR❑TECTED C❑MBINATI❑N TYPE 2. SEE 2017 NEC N❑TE 3. 4. QN - 17578 / JN - 78494 / NY Ln L' �- z co Q o Ln r-, PANEL B❑X I I— CRT BRK VOLT WIRE TYPE TYPE WIRE VOLT BRK CRT C u U REFRIGERATOR 1 20A 120 12-2 AFCI AFCI 12-2 120 20A 2 SMALL APPLIANCE l U W RANGE 3 20A 120 12-2 AFCI AFCI 12-2 120 20A 4 SMALL APPLIANCE RANGE S 40A 240 8-3 AFCI 14-2 120 15A 6 GENERAL LIGHTING � L_W -J 7 AFCI 14-2 120 15A 8 GENERAL LIGHTING r�� W DISH WASHER 9 20A 120 12-2 AFCI AFCI 14-2 120 15A 10 GENERAL LIGHTING RECESSED LIGHTS SHALL BE IC I \ 11 AFCI 12-2 120 20A 12 BATH GEE RATED AND INSTALLED WITH —J OVEN 40A 240 8-3 N❑ PENETRATIONS, OR TYPE 13 AFCI 12-2 120 20A 14 SMALL APPLIANCE IC OR NON-IC RATED WASHER 15 20A 120 12-2 AFCI AFCI 14-2 120 15A 16 GENERAL LIGHTING INSTALLED INSIDE AN APPROPRIATE AIR TIGHT r ____________ 17 AFCI 14-2 120 15A 18 GENERAL LIGHTING ASSEMBLY WITH A 0.5' STORAGE IF ATTIC IS USED FOR u El (U DRYER 30A 240 10-3 IfSTORAGE OR TO CONTAIN NOTE: END FLR BATH/FAN EXHAUST 19 AFCI 14-2 120 15A 20 GENERAL LIGHTING CLEARANCE FROM COMBUSTIBLE 1EQUIPMENT A LIGHTING OUTLETS WENT (4') TO RUN UP INTO CEILIN51 I u r ^� (� GARAGE LIGHTING 21 15A 120 14-2 AFCI AFCI 14-2 120 15A 22 GENERAL LIGHTING MATERIALS AND 3' CLEARANCE ' ITS REQUIRED AS PER NEC f SAND TE2MINATE. FLEX DUCT TO BE V J GARAGE GFI 23 20A 120 12-2 AFCI AFCI 12-2 120 20A 24 BATH GEI FROM INSULATION 21070A 3 RAN OUI ROOF ON SITE BY OTHERS EXTERIOR GEI 25 20A 120 12-2 AFCI AFCI 14-2 120 15A 26 GENERAL LIGHTING NOTE; DRYER VENT DUCT (4') TO a 0 of EXTERIOR GEI 27 20A 120 12-, AFCI AFCI 14-2 120 15A 28 GENERAL LIGHTING DROP INTO FLOOR AND RAN T❑ (1/ EXTERIOR GFI 29 20A 120 12-2 AFCI AFCI 14-2 120 15A 30 GENERAL LIGHTING EXTERIOR PERIMETERS TERMINATE. L� Z FLEX DUCT TO BE RAN OUT � 31 AFCI 14-2 120 15A 32 GENERAL LIGHTING EXTERIOR WALL (ON-SITE BY II I 33 34 OTHER) I` 35 36 \ 37 38 Li 39 40 CT FI 41 42 I I I I w/COVER �-v�C&VR� -L-- - 17/19 I I ��4-J 10 q GFI I I , . �_------� El � I- W U I------ C c ---- --- __ ©- I Lo -- --- c • 15 I GFI • I I r OMIT L I ol F 11 c I ~ CLI GFI I IFI%TU ® Cb I J.B I FILING BOX AND BLOCK FO ADON PUMP I —�C J I r II U II FOR PADDLE FAN I I IT, I I IUI I n r_ ____-- 6 FIXTURE I I I FJ `� I ---- ---- II I24 I III r ` G I "� 22 I I Q t%w ALL ELECTRICAL IN BEDROOM #1 IS _ ❑N-SITE BY OTHERS AND IS TO BE F-1 4- ............ N•____________ W _________ -- INSPECTED AND APPROVED BY I I I I L L------- L L S° W U U N OMIT I _ D/C — 2D --J ❑MIT ------- —� Z q LOCAL BUILDING INSPECTOR I I I I FIXTURE � To ATnc Q 28;1 fl%TUBE � FIXTURE _ _ In L_J-I ---- I O <1 F I _ m 11— f— 0 I M F(FJ] V C4 IL I TO BSMT Q I y U-) W LL_ I I ————r o — TD LST F L SA _ nc oc LnI ��-------- — S3S _ I I N CL J——————————— C AC/Oc 7 I I I I 32 I I I ------ _____________ ----- I ---� I I BOX AND BLOCK ( L I BOX AND BLOCK I 30 FOR PADDLE FAN FIXMIT ruRe EOR PADDLE FAN I Q Q I f I � I I --—————————— U ———— (U oj � cd ClJ C�jcu cd cu o cu o cu (\U I I (u (U t---------------------- _----------- ---------------------------J H H J _J Q z > L1 CL_ 0- H I I (Y > > W CL. W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED (Y PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V y BEEN REVIEWED AND ARE IN COMDLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS w H1nU f AKI r JLAL LuLA11L v ENGINEER: h Q REVIEWED FOR CODE COMPLIANCE ERIC TEMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q Qo of N F, �, 4 J . Tp0 PFS CORPORATION 4181 417 CENTRAL ROAD SUITE 2 BLOOMSBURG,PA FES` 10 07114122 N❑TES: 1 ALL LIVING SPACES ARE ARC-FAULT PROTECTED C❑MBINATI❑N TYPE 2, SEE 2017 NEC N❑TE 3. 4. HOLD-DOWN FORCES: Q x _ 17578 / J I _ 72494 / n IY Ln I� �v I� In 1. 764 LBF- SIMPSON STHD14RJ 2. 1859 LBF- SIMPSON STHD14RJ � 6. 2007 LBF - SIMPSON STHD14RJ co 7. 2771 LBF - SIMPSON STHD14RJ I,_ 8. 3305 LBF - SIMPSON STHD14RJ E:1 z Ln 9. 5164 LBF - SIMPSON STHD14RJ 10. 5290 LBF - SIMPSON STHD14RJ Q 11. 3500 LBF - SIMPSON STHD14RJ _J 12. 13028 LBF - SIMPSON HDU14 13. 13338 LBF - SIMPSON HDU14 14. 3980LRF - SIMPSON STHD14RJ 15. 11336 LBF - SIMPSON HDU14 H� z 16. 7097 LBF - SIMPSON HDUll 17. 6690 LBF - SIMPSON HDUll 64'-1" 2'-0" ~ 27'-4" 11'-10" 10" Q Q z 21'-4" 3'-0" 5'-10" 3'-0" I E❑ P❑INT LOADS ARE TOTAL, N❑ PER El HALF P❑INT LOADS ARE FROM 1ST 200 PLF STORY CEILING AND ABOVE AND DO / ---- ----- O NOT CONSIDER PLF LOADS. P❑INTi 6'-8 1/2" LOADS ARE TO BE CONSIDERED IN ADDITI❑N TO PLF LEADS BY 1 1/2' ,� ------- i o 00 W11it FOUNDATION ENGINEER 1478 PLF i i� m \� c� E� a] �7 ----------------------------f ----- @ ----------- /� i--i �\ I i l o l LD G=6.8 KIP G=6.8 KIP ® V J ----------------------------- -� U=o.6 KIP L_-J U=0.6 KIP = I -------------- ct1 0 Li �i 4'-7 9/16" O CL I I Il'-10" 344 PLF I co CL 4'-7 I 41 2 1/2" 1 1 L__ 0 C/) W U y 1183 PLF 15/16" I�j W q Ln 1 ---- --- ------------------{ ----� -------� I I q cu II I \ `u `° - - - - - - - - II I o 0 (4) 2x10 SYP #1 FLOOR GIRDER co ^ I I I I c I 10'-0" O.C. MAX. FLOOR LOAD ONLY I I I I 'D co Q -4" ❑,C. MAX, TOTAL LOAD ONLY u 1 (� I > o I I I 1 25'-1 1/2" 1478 T,L, (PLF) 15'-5" 688 T.L. PLF) r --_j �j = 1 1 t Yo' 1 3'-7" 3'-6 1/2" 5'-4" 5'-l0" 5'-10" 7'-8 1/2" 7'-8 1/2" 1 I W U i I I 1 I i z D N � 00i i i F_ -I F_ -1 r--� -- 1 F----1 i-__-1 I I M Q � y q in 1 I I I I I I I I I I cel 0 CD i I I 1 L__J L_.J I J �11� JLG= J L-_ CL� V1/16" t1P I I I G=6.1 KIP 6" G-2.5 KIP KIP G=7.6 KIPG=7.5 KIP I it 1/2" U=2.2 KIP1�1 U=0.5 KIP I 1 I 1 I 1 KIP cONC. FOOTER U=1.1 KIP I I W G=13.2 KIP --� 6=13.2 KIP I I „2 W/ STEEL COLUMN Cu (/ U=4,7 KIP - - - I- e -1 - - - -U=4J KIP I I �� I 17'-I1 1/2' I 2 N I I I I IJI Ln CD I �_ UNEXCAVATED ( 1 I I CU co 226 PLF I q CD I I I I I c'7 M a� q Ln I I I Ln �o I 1 1 iu u-1C4 o I t I I I Q I I I I I I I I I I �O I I 1 i oll 11 l/2" 8" MINIMUM CONCRETE WALLS CCU (U cU iI -- ------------------- , I---------------------------� 4 I _ _ ® 1 o M � o -- -----1 in la L I q - ----------- --------J �o ----- � -0 -- -- -------- 8 --- ---------- � (11 � M M `D I i 1478 PLF ---_ -- 1 1/2" 5'-10 1/16" I A' 1I 11 --- --- Cul - - 5'-3 9/16" 1183 PLF UNEXCAVATED 9'-3 15/16" ~ ~ J Q 7'-6 7/16" 1 1/2" 1112' �j LJ wz _ H �1 > 77 :1/:2' 1 1/2" I I W Cl- Z I I L --------------- ------------- ----- > CL 24'-0" 12'-11 1/2' 12'-0' 15'-1 1/2' a- I j > W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED Cl� oo� PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATIDN, AND A SPECIFIC DESCRIPTION OF THE ALTERATION, IsO TO THE BEST OF MY KNOWLEDGE, BELIEF AND v PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE Q C` 2020 RESIDENTIAL CODE OF NYS H1KU rAkiY JLAL LL�AIILIN ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550O c) h F N FOUNDATI❑N DRAWINGS ARE TO 3E USED AS A GUIDE ONLY, APEX HOMES WILE NOT ACCEPT ANY LIABILITY 0 OR RESPONSIBILITY FOR INCORRECT EOUNDATI❑NS, 3FS CORPORATION FO �84 �g1 -�� 117CENTRAL ROAD SUITE 2 FESS 1 07114122 NOTES: 6. MAX ANCHOR BOLT SPACING: 6'-0" ❑ C, (4'-0" ❑,C. MAX IN AREAS WHERE WIND VEL❑CITY 1. ❑MIT IS @ OR EX-_EEDS 100 MPH) 2, PERIMETER RAIL ATTACHED TO SILL WITH 16d NAILS AT 6" D.C. 7. WINDOWS OR VENTS (INSTALLED BY OTHERS) ARE REQUIRED TO PR❑VIDE 1/150 ❑F- FLOOR 3 PIER FOOTINGS BASED UPON 2000 PSE ALLOWABLE SOIL BEARING PRESSURE AREA AS FREE VENTILATI❑N AND SHALL BE LOCATED AS CLOSE TO CORNERS AS POSSIBLE 4 CONCRETE COMPRESSIVE STRENGTH: 2500 PSI 5. M OR S TYPE MORTAR TO BE USED I A 10 QN - 17578 / JN - 78494 / NY HOLD-DOWN FORCES: 1. 764 LBF- SIMPSON STHD14RJ (*) IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL WITH 0.131"X3" O I__ 7/16" STRUCTURAL SHEATHING FASTENED WITH 0.131"x2.5" NAILS AT EDGE SPACING LISTED: 2. 1859 LBF- SIMPSON STHD14RJ NAILS SPACED 6" O.C. FOR ENTIRE HEIGHT OF WALL 0 Ln 1. 6" O.C. 6. 2007 LBF - SIMPSON STHD14RJ z. 4" o.c. 72771 LBF - SIMPSON STHD14RJ IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL WITH 0.131"X3" `---A. 3. 3" O.C. 8. 3305 LBF - SIMPSON STHD14RJ (#) ti Q 4. 2" O.C. (DOUBLE STUDS AND STAGGER FASTENERS AT ADJOINING PANEL EDGES) NAILS SPACED 2" O.C. FOR ENTIRE HEIGHT OF WALL 5. 3" O.C. EDGE SPACING, 12" O.C. FIELD SPACING (0.148"x2.5" NAILS) 9. 5164 LBF - SIMPSON STHD14RJ 12" O.C. FIELD SPACING TYP. 10. 5290 LBF - SIMPSON STHD14RJ ( ) IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL WITH (2) ROS Cu 11. 3500 LBF - SIMPSON STHD14RJ 12. 13028 LBF - SIMPSON HDU14 OF 0.131"X3" NAILS SPACED 3" O.C. FOR ENTIRE HEIGHT OF WALL H 13. 13338 LBF - SIMPSON HDU14 1 14. 3980LBF - SIMPSON STHD14RJ 15. 11336 LBF - SIMPSON HDU14 0 16. 7097 LBF - SIMPSON HDU11 17. 6690 LBF - SIMPSON HDU11 a �- 1-1 i-2 64'-1' 24'-0 1/2" 40'-1' 19'-7 3/4' 8'-10 7/8" 8'-7 7/8' E:lO o D co w �I ^1�n ATTACH BUMPDUT STUDS T❑ a 0 1 O6 MAIN STUDS w/1!8x3' TOE O ^ - SCREWS @ 6' O,C. F02 U ENTIRE HEIGHT OF WALL II I I II I_ 71 _J L=___� - � i � W U O 10 6 1 6 Ln SYP STUDS10=10:1 Q V ( cU AP _v a 15 PORTAL , � FRAME ND I in > q :w 16 E:l >- I— CLI z —CLIz z cu I I I 3 N rd STRAP MODULESz U q TOGETHER ACROSS Lo D Q CEILING FOR 5333 LBF z o Ln cy CZ (� �- LL_ rd %,Dc0 I 16 OJ V Q Q LL N n J W F ---------------- Ln I (i (� E'- v SYP STUDS �--� I I �� 12 LAP SHEATHING Lo N s 10 I (U 13 - SYP STUDS L 11 -_J o qIn II I ( �o I I II 4cu I I II I I II I I v � z Q I I x I I Q (4 y ti I I I I I q I I I ' = L-- -----------I —' (U (l1 W \ Ri \ 0-1 15O E� m \ M CD CD \ 1 I O SYP STUDS O O 2 O 1180 ® r I (1J CU C 7 ( ) �D PA FPER RAMEL '-8 15/16" 0 1-B 3'-11 15/16" 11 ® 2 3'-3 1/4' 3'-3 1/4" I H H J 4'-4 15/16" 8'-9 7/8" 4'-4 15/16' I I rzj w w z H H W CL. CL H I I SWSON SIRORG-TE LSLA24W w � Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED FENTC%D AT BI IM HEADER /(s)10d PALS INTO HEADER CL/ I� PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN dl(v)1od NNLS INTO STUO-INSTALL ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS SIGNATURE, ON OPP'ISIIE 517E OF MALL FRIM SIR THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O LEADER 9441 BE FASTENED TO THE KING POST N/(6)161 (d)2.12 HOR TO THE BEST OF MY KNOWLEDGE, BELIEF AND V 1ST STORY RIM TO SILL SLIDING CONNECTIONS: 9N�""s PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE USE 0.131"X2.5" NAILS AND LAPPED SHEATHING, OR 0.131"X3" TOE NAILS AT SPACING LISTED: BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE y FAs1EN TOP PLATE TO HEADER 2020 RESIDENTIAL CODE OF NYS 1—A = 6" O.C. (154 PLF) x H TWO ROw5t6e3 NqSAT 1—B = 6" O.C. (154 PLF) FASTEN SHEATHNG TO HEADER NIH W 6 Bd CONMON NAILS IN Y ORD PATTERN I H1nU t AK Y SLAL LUl A 111J v ENGINEER: 1-1 = (1240 PLF O.S.B.0) Q (� REVIEWED FOR CODE COMPLIANCE �I As 9orN nor O.C.IN.A D SILLS) ERIC TOMPOS, ICC-NTA 1-2 = USE LAPPED SHEATHING WITH 0.131"X2.5" NAILS AT 4" O.C. AND 0.131"3" TOENAILS AT 3" O.C. (720 PLF) (srucs,TiocKR�,AND Sus) 1-3 = 2" O.C. (483 PLF) 305 N OAKLAND AVE IF PnJI SPLICE Is NEEDED IT 9WceCUR m _ NAPPANEE,IN 46550 r "IN 1f 6 NI^-HOOTT BLOCKING IS O "` 'SILL TO FOUNDATION ON SITE BY OTHERS FOR SAME FORCE AS RIM TO SILL* REQUIRED. FASTEN 51EATHING TO BLOCKING rIF IN NOH Bd COY"NAILS•r O.C.FASTEN BLOCKING TOCETVER IHIH 16d 9N9TR5•SOC. 7/16 OSB SHEATHING J O,^r� q APAP PORTAL FRAME DETAIL -41/s PFS CORPORATION 841 POR'n F AT GARAGE 417 CENTRAL ROAD SUITE 2 FESS14��' BLOOMSBURG,PA OJ 07114122 QN - 17578 / JN - 72494 / NY Lo co E 2 Ln I— w I,- <L ,-Q CU ATTACH UNBLOCKED ROOF DIAPHRAGM WITH 0.131"X2.5" NAILS SPACED 6" O.C. H 2ND TO 1ST STORY SLIDING CONNECTIONS" BOUNDARY, 6" O,C, EDGE, 12" O.C. FIELD Z USE 0.131"X2.5" NAILS AND LAPPED SHEATHING, OR 0.131"X3" TOE NAIL FLOOR/CEILING RIMS AT SPACING LISTED: ATTACH UNBLOCKED FLOOR DIAPHRAGM WITH 0.131"X2.5" NAILS SPACED 6" O.C. a 2-A = 6" O.C. BOUNDARY, 6" O,C, EDGE, 12" O.C. FIELD �- 2-13 = 6" O.C. 2-1 2-1 = 4" O.C. - 2-2 = 2" O.C. 2-3 = 4" O.C. I a 64'-1' 0 of 7'-11 15/16" 8'-6 3/8" 11'-9 7/16" 4'-1 3/8" 11'-4 7/8" 4'-5 15/16" li v O O L � J --------- I C �. t ---------- • --- i o J � cU O • --- \ \ <E k- F — 7----- 0 1 I� I I I— • w = 1 <1 � � � W U U N I I I I _J in I I -i I L---------------J = o O Q -J q Ln JE _ t0 ~ STRAP MODULES CLJ m LL_ TOGETHER ACROSS a 4 o Q o CEILING FOR 4166 LBF (SIMPSON N LL_ � CMSTCI6) N (Z J 3 00 f� co ----- ------------- -- - I ------ ------------- -- - () pq Q q Q I I q cu (u �' cu F� \1 CU (Ij( cu Oq o \ o \ CD \ CLJ I I -4-------- 2 2 2 --- `-' CU M m �D 22 --------------------------- ---------- '-8 15/16" '-11 13/16 -11 13/16'2'-4 7/ 6' 3'-11 15/16" 2'-4 15/1 J J JQq :F: LL] LLJ -i L z Q 40'-0" I j Ce � Q L` > Q_ z I I �+ � � �CL > > > 0- IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OW W QF A LICENSED CY � PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ' ALTERED BY ' FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATIDN, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. 7/16" STRUCTURAL SHEATHING FASTENED WITH 0.131"X2.5" NAILS AT EDGE HOLD-DOWN FORCES: TO THE BEST OF MY KNOWLEDGE, BELIEF AND ~ V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE SPACING LISTED: BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE w 1. 764 LBF - SIMPSON CS20 2020 RESIDENTIAL CODE OF NYS 1. 6" O.C. 2. 1859 LBF - SIMPSON CS14 w 2. 4" O.C. 3. 1790 LBF - SIMPSON CS14 [HIRE) PARTY SLAL LOCAIIUN ENGINEER REVIEWED FOR CODE COMPLIANCE 3. 3" O.C. 4. 4239 LBF - SIMPSON CMSTCI6 ERIC TOMPOS, ICC-NTA 5. 2071 LBF - SIMPSON CS14 305 N OAKLAND AVE g, NAPPANEE,IN 46550 Q c0 12" O.C. FIELD SPACING TYP. O -� I k64 (*) IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL ��G J . 7'p� w WITH 0.131"X3" NAILS SPACED 6" O.C. FOR ENTIRE HEIGHT OF A Q � �WALL N � Ob� yw (#) "W% IN LIEU OF HOLD-DOWN, FASTEN SIDEWALL TO ENDWALL WITH 0.131"X3" NAILS SPACED 2" O.C. FOR ENTIRE HEIGHT OF v, WALL 2 v t\ q 'FS CORPORATION 417 CENTRAL X8418 SBURG,PAOAD SUITE 2 RLO❑ FESS!�� 07114122 QN - 17578 / JN - 78494 / NY ry co a PLUMBING VENT THRU RUDE Q 3' MIN. 30 YR.FIBERGLASS SHINGLE VENT STACK NOTE: VENT THRU ROOF I5.ROOF FELT PAPER �L \ v CONNECTION TO BE (T CONTINUOUS RIDGE VENT Tn6•OSB ROOF SurG, COMPLETED IN FIELD ��(END PLUGS AND CONNECTERS INCLUDED) Z v[rn ALUMINI,w•N•GIPS BY BLDR/CONTRACTOR Z MAINTAIN Y AIRFLOW [NSILATIDN BAFFLE �RI EAVES OF RN_ 2x4 S,'F #2 SVRFACEO ASHI ROLLEROOFI TO E%TEND TO J O WATER TIG R-38 FIBERGLASS WATER TIGHT A POINT E MIN INSIDE THE INTERfOR INSULATION V[TH VAPOR —L LINE(ICE S.11,0) BARO NOTE: RIER I NO REDUCERS ALLOWED 12 s/w clM ROOF PE V/1 7 2-2x6 TOP PLATES STRIP ENTIRE ROOF PERIMETER) l ON STACK WITHIN 12' _L E%tERIOR WALLS) ✓< OF UNDERSIDE OF ROOF R-38 FIBERGLASS 3-SPF#2 2x6 HDR 2x6 SUE-FASCIA I Q" STACK TO EXTEND INSULATION WITH rv'WOD FFIILLER PLUMNUM FASCIA r u 12' MIN, BELOW ROOF UNIT TO UNIT CONNECTION: VAPOR BARRIER \ PERFDRATED VINYL SOFFIT ' LINE AND BE WATER 1/2' BOLTS WITH IR-21NSU AIT" ASS O a TIGHT THRU ROOF WASHERS AT 96' D.C. VA BARRIER WATER RESISTANT (TYPICAL ALL EAVE OVERHANGS) INSULATION VIiM BARRIER ]/16.OSB O INSTALLED IN FIELD OR SHEATHING (1/ 1/2' LAGS AT 84' OC 2.6 SPF#2 AT INSTALLED IN FIELD I6•oc �y-� II %T.SImNG w w A VINYL 2x0 SP M2 V Jl 0 LD U DBL. 2x4 1. SEE A11-A17 FOR OTHER FASTENING AND TOP PLATE MATERIALS 2x4 STUD r n v 2. ALL FLOORS ARE TO BE CONSTRUCTED AS 16 D.0 AT V J o u PER 8502 ~ Ga C~ Ln 3. ALL WALLS ARE TO BE CONSTRUCTED AS 2x62x6 Q q CLJ PER R602 ai 4. FIRE BLOCKING AS PER 302.11 2x4 BOTTOM PLATE 5/8' T&G OSB SUB-FLOOR \ Z x � �I- 1 2 ]0 GISTS AT 16' D.C. CL 1ST STORY TO 2ND STORY; ----- <1 D 166 NAILS @ 6' O.C. FIBERGLASS -< I INSt1LATION WITH 1— UNIT TO UNIT CONNECTIDN: VAPOR BARRIER DBL. 2x4 1/2' BOLTS WITH FACING WARM SICE 2x10 PERIMETERS J z z TOP PLATE—/ WASHERS AT 96' O,C, BY APEX HOMES / \ / \ INSTALLED IN FIELD OR —}\ -/}- > o 1/2' LAGS AT 84' OC 2.6 JOISTS AT 16' O.C. INSTALLED IN FIELD Li U �__) N 5/6' GYPSUM BD. Lo of (2) 2x6 TOP PLATE h> m 2x4 STUD <E O SPF #2 AT 16' O.C. F 1 W O V) 2x4 BOTTOM PLATE N Ln BY APEX M, O CLI BY OTHERS 10' CONCRETE MASONRY UNITS UNIT TO UNIT CONNECTIDN: OR POURED CONCRETE WALLS 8' 1/2' BOLTS WITH POURED, COURSE> WASHERS AT 48' O.C. PERIMETERS TO SILL PLATE INSTALLED IN FIELD OR 166 NAILS @ 6' O.C. 1/2' LAGS AT 42' OC 2x6 STUDS INSTALLED IN FIELD 2x6 BOTTOM PLATE EXT SHEATHING in6' D.S.B. U Q Q I I PARGING COVERED BASEMENT FOUNDATION WALL 3/4' TBG OSB SUB-FLOOR Q WITH BITUMINOUS Q! COAT BELOW ON-SITE BY BLDR. SEE FOUNDATION DETAILS ty GRAD[. 1/2' EXPANSION BASEMENT STAIRS ARE DESIGNED 2x10 JOISTS AT 16' D.C. JOINT BASED ON 12 COURSE BASEMENT WALL Q 4' PERFORATED DRAIN a op WITH FLOOR POURED ONTO FTGS AROUND FOOTING MIN. a• POURED AS SHOWN. IT SHALL BE THE RESPONSIBILITY 3 1/2' DIA. PIPE COLUMN PERIMETER °p n o CONCRETE SLAB � w cu IN 4' 2B o o OF THE BUILDER TO INFORM APEX HOMES FOR BASEMENT FOUNDATIONS 2x8 PRESSURE TREATED � (�T SOj TONE BED g �oo�a°po or IF THIS APPLICATION IS DEVIATED FROM. SILL PLATE CU tS�pB b MINIMUM 6 MIL. POLY VAPOR—°"d'"fid° F12.5 INSULATED BARRIER avER a• 2s STONE BEn p,�sp BASEMENT WALLS \ Y� o C'") \o o I I c 8'xx FIBERGLASS MIN. 20'x 10' CONTINUOUS (U (U CONCRETE FOOTING - POURED CONCRETE FLOOR —SOLID BLOCK q \ \9 /! \ \ \ (TOP COURSE> ALL FOOTINGS SHALL BEAR CONCRETE FTG. PADS ON SOUND, UNDISTURBED, VIRGIN SEE INDIVIDUAL FOUNDATION EARTH AND SHALL BE INSTALLED PLANS FOR SIZE AND LOCATIONS �FF SOIL IS 20000 PSI � 12' MIN. FROM EACH CORNER AND 4' � W W J z 1/2' DIA. 15' EMBEDMENT ANCHOR BOLTS "`i -i --J Q 8'0' O.C. MAX. THEREAF TER. (MIN. OF H H TWO PER SILL PLATE) U J cj� c Q W CL CL Z I I CL L.L / / LL W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED (� PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V y BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS w IHIkD PARTY SLAL LUCAIIUN : ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Ivo � '0' k .DFS CORPORATION FO X84 417 CENTRAL ROAD SUITE 2 FEaa ` BLOOMSBURG,PA ss��07114122 I QN - 17578 / JN — 72494 / NY Ln co El � Ln wI-- J i � Q ci �� CONTINUOUS RIDGE VENT h-1 (END PLUGS AND CONNECTORS INCLUDED) Z R-38 FIBERGLASS INSULATION W/VAPOR BARRIER O � � D p D o SHEATHING INSTALLED BEHIND KNEEWALL ON-SITE BY 11 R-21 FIBERGLASS OTHERS FOR AIR BARRIER coW INSULRTIONLD (1 I BEDROOM #1 w/VAPOR BAFRIER �J v LL_ — � � uO >7: Ln 5/8" TYPE "X" GYP - ✓� q V q BLOCK UNDER KNEEWALL ON-SITE CU R-30 FIBERGLASS- BY OTHERS INSULATION w/VAPOR BARRIER Z n 1/2' GYP 1/2' GYP Q D > GARAGE z z Wye o � U N GARAGE SLAB n/ O O Q PERIMETERS TO SILL PLATE+ M y LO 7 16d NAILS @ 6' O.C. w Ln N Q_ Ln � cu Qu NZ Q I i q cu cv ( (u cu oj cU � cu CD m C7 0 0 C I I q ( CU CUM cu u CU M J J Q Q z z w Q > i z I > > CL.LLI W w Ed Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED cl� PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. D r - TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE y 2020 RESIDENTIAL CODE OF NYS w 4, y H1RU HAr2 i Y SLAL ,LURA I lJN ENGINEER: �Q VIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA � 305 N OAKLAND AVE NAPPANEE,IN 465501 A'c N �� SII OI_Z� Q � � o SFS CORPORATION SFO 0841 X�81 ,417 CENTRAL �k BLOOMSBURG,PAOAD SUITE 2 FESJ`0 7114122 13 , QN - 17578 / JN - 78494 / NY Ln >- LAP ROOF"ATHNG ON co FASTEN ROOF 5HTG TO TRU55 TOP TO TPL 55 F REQUIRED PER CHORD AND OVERHAM:BLOCK 5ECTIC445 1032 LAP r0 v Ul/0113x2"NAILS ACHIEVE A MINT-TUM 3"OL_ I n 9EE SECTION 1072 FOR REOUIRED OTY. NAIL SPACING ,,, Iu�i CF 44IL5 INTO OVERHANG BLOOD AND TF4186 ( \ MINIMUM 3'O.C.NAIL SPACING MN'sA RAIL I 2.BLOCKING•UAL 0224'102 BEILT3/4' I , SEE CALC9 MANUAL SEOTION 103x f)OLT IJJ FOR SPACING LIMITArIO{5 f-� 20 (2)0131"x3"GALVANIL-D NAILS THRU 5UB-FA5GIA b BLOCK z I-08x3"WOOD SCREA THRU 1-09x4•WOOD SCREWS THRU RAIL TO RAIL TO OVERHANG BLOOC P TO EACH NTERSECTNG STUD OR Fr-RPIETER SEE CALC5 MANUAL SECTION 1072 U5E 3•SCRLWS FOR A Ix RAIL El FOR R£O'D OTY 24' SEE CALLS MANUAL SECTION 1022 ' ^ FOR RLQ'D QTY PER OVCR�ANG BLOCK SPACING V I 14 (4)16 GA STAPLES TYFICAL SAVE OVERHANG C❑NNECTI❑_N DETAIL 8 Z � Q 15 40 OR EQUAL)EACH STRAP A 1 c 2-•9x3'WOOD SCREW5 THRU RAIL T UP T I ]b OVERHANG MOCK 1S• l 12 1 1/2'x6'26 Ga GAS€ 25 20 OR BETTER GALV,STEEL STRAP 39 r 1 17 AT 48'G C u 13 (4)16 GA STAPLES MIN 2x4 RAIL a (R2 EDUAU EACH STRAP _ O � � 9 2,BLOGKMG 0 R".16',OR 24"OG 00 DETAIL "P„ EXTERI❑R WALL TO FLOOR C❑NNECTI❑N V.-14 b li(2)0131•x3"GALVlNUFD NAILtt TYPICAL GABLE END OVERHANG THRU 5UB-FASCIA TO BLOCK 16. 6 24'OPTIO SOOD SCPF S THRJ RAIL TO 14TOE NAIL l6dNAILS 2-09x3'U2JOD SGISW5 P TERSEGTING STUD OR PERIMETER AT 16'UC RAIL TO OVERHANG BLOCK (FIELD INSTALLED> 16' EAvE 19 FALSE OVERHANG CONNECTION DETAIL DETAIL 'E" (� O (4)16 GA STAPLES NOTES. STANDARD OVERHANG DETAIL U �-- (ER EOUAU EACH STRAP i.BCREWB MAY NOT CE INSTALLED El NTO END-GRAN 2-OVERHANG BLOCK SPACNG ~ Ln SHOULD NOT BE LE55 THAN WALL STUDS �1 1 1/2'x6'26 GA 13 19 ry^1 Ix�l� r�JVJ` OR BETTER caw.STEEL STRAP 2ND FLUOR TO IST FLOOR C❑NNECTI❑N 2 cu AT l6' D.C. 14 CLC.CENTER HEAN (5)16 G4 STAPLES (PERIMETER CIE HOUSE AND ONE HALF)CEILING FLUOR GIRDER) (OR EUl1AU EACH STRAP 25 20 39 1' MIN,AIR SPACE P R❑❑F TO MARRIAGE (MA 2) 9 WALL C❑NNECTI❑N O a wx REFERENCES: EWA E30-98 APA ENGINEERED WOOD C❑NSTRUCTI❑N GUIDE TABLE #24 AIR 17 6 12 - EE ED FLOW E A z 16' B 24' GENERAL NOTES WIND TESTED TO ASTM D 7158 (LABELED) OVER #15 FELT. 40 14 Iz 13 <: 0 _ 1. N/A 21. APPROVED METAL JOIST HANGERS OR LEDGER. =11 I 32 W U CL 19 22. N/A `V �- 3. R-30 INSULATION WITH VAPOR BARRIER TOWARDS CONDITIONED SPACE, 23. 2x4 SPF #2 AT 16' O.C. _ -III z 24. N/A Q Ln INSTALLED BY FACTORY OR IN FIELD BY OTHERS DETAIL "D �I-III-I c/ 25. MINUMUM 1' AIR SPACE FOR VENTILATION IS REQUIRED BETWEEN ti m 4, 3' DIA, PIPE COLUMNS (IN FIELD) TRUSSES / RAFTERS EXT. WALL STD. TRUS; II- I III-I I� 5, 3/8' x 4' LAG BOLTS (4 EACH COLUMN) SUPPLIED AND INSTALLED INII cl!� ♦- LL_ 26. N/A FIELD. n RIDGE 27. N/A NENr = � o o II <1 O 6. 1/2' BOLTS WITH WASHERS AT 48' O.C, INSTALLED IN FIELD OR 1/2' 111-111-1I 1- I = Ln LAGS AT 42' OC INSTALLED IN FIELD Ri C� 28. N/A -III-�- 1tl 1=1 11=1 11=1 11=1 I I-L-- 29. N/A -III-I I�-_ '' Lo 8, 2x10 SPF #2 FLOOR JOISTS AT 16' O.C. 30. N/A I�1 iI 9. DOUBLE PERIMETER JOISTS TO MATCH THE SIZE O 31, N/AF THE FLOOR JOISTS, 32. BASEMENT FOUNDATION WALL ON SITE BY OTHERS DETAIL 'J" q Ln WITH SPLICES STAGGERED AT 48' MINIMUM. 33. N/A TYPICAL FULL HEIGHT BASEMENT WALL Q1 10. (4) PIECE CENTER FLOOR GIRDER (2 PER UNIT TYPICAL) WITH SPLICES 34, N/A G AIR FLOWSTAGGERED AND LOCATED AT 8'-0' INCREMENTS 2a 35. N/A 11. 3/4' PLYWOOD OR OSB, 16' O.C. EXP.-1. vENrED1W 12. 1/2' GYPSUM INTERIOR FINISH 36. N/A SOFFIT D 13. R-21 INSULATION WITH VAPOR BARRIER TOWARDS CONDITIONED SPACE. 37. N/A. !� 14. EXTERIOR SHEATHING 1 (A) OSB N.A. RATED SHEATHING 38.39. 111/2 ' x 16' 26 GA ( OR BETTER ) STEEL STRAPS PLACED AT 48' O.C. TYPICAL VFNTILATI❑N DETAIL > Q Q 15. EXTERIOR SIDING : (A) DOUBLE 4 (OR 5) VINYL SIDING OR SIMILAR O � Z I I 16, R-38/ INSULATION w/VAPOR BARRIER FOR CONNECTION OF SHIP LOOSE OVERHANGS ONLY. Y 21 Q 40. THE EXTERIOR WALL ENVELOPE SHALL BE PROVIDED WITH A WEATHER 17, 1/2' OR 5/8' x 1 1/2' WOOD COMPRESSII]N STRIP OVER INTERIOR RESISTANT BARRIER PER CODE. 41 5 WALLS. 41. ON-SITE FIRE BLOCKING IN ACCORDANCE WITH SECTION R602.8 18. N/A 19. 2x6 SPF442 AT 16' DBL JOISTS -O (ZJ (LI 0j (U (LI 20. ASPHALT (WIND CLASS. H) SHINGLES COMPLY WITH ASTM D 3462 AND DPL.HISToJ HANGER n' ^^ l U '' C � � \ \ l U FLR JOISTS d.•e•.'• `~ CD C \ M Q C) \ I I epi q (v \ (u cu \ =111=111=1I 0i (u `,101ST HANGER ,• III- I-I I i- (u M M 10 -1�1-1�1-ISI-11111II11 DETAIL "G° _j TYPICAL FLOOR FRAMING TYPICAL FLOOR GIRDER BEARING W W Ij 0- 0- z � I I En� H L > > W CL W LJ �, Q IT IS A VIOLATIIIN OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ck� CKI PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ' ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION, O O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS H1kU PAK'IY SLAL LULAIIUN I ENGINEER: v REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q IN �P \G J . Tp�A �0 084181 - PFS CORPORATION 417 CENTRAL R FO �k 6LDOMSBURG,PAOAD SUITE 2S\�7J 07114/22 UN - 17578 / JN - 72494 / NY Ln 'n co E � Ln � � w 0 0 � � J � o � u i u �° I m 0 0 a cu L FLIP TO RAIL & TOP CHORD TO RAIL Ll (3) 0.131"x3' NAILS FLIP TO TOP CHORD SIMPS❑N CS22 W/(1) 0.131"x2,5" NAILS EACH END qLn CLI FLIP TO RAIL & TOP CHORD TO RAIL (3) 0,131"x3" NAILS Q � RAIL TO RAIL (3) 0.131"x3" NAILS �kg Q Z FLIP TO TOP CHORD SAF # CLI Z > SIMPSON CS22 W/(1) 0.131"x2.5" NAILS EACH END Q > z o Li U oo= 2x4 SPF #2 @ 16" ❑.C. Z U q 6'-3 1/2" (8) 0.131"x3" NAILS <: � m E— L� 12 of Q u 7 C5 Ln o ni SAA N a- @J I 0i 0iit C i (2) #10x4" TOE SCREWS W SIMPSON CS22 STRAP @ ALL x ACROSS MATE LINE w/( ) KNEE WALL uNZ/ q z I I I a' 0.131"x2.5" NAILS EACH END LOCATI❑NS Q 3/4'0 4'-0" 4'-0" q BOLT 2x8 SPF #2 @ 16" D.C. W (SLI (U CD m CD CD C)J cu 8" 13'-0 7/8" 13'-8 7/8" `" q cU c\tl M c 27'-6" � (21) 16ga STAPLES 4 ROWS / 5 COLUMNS H H 1.5" APART BOTH SIDES 41 J J z W/ 80% ADHESIVE COVERAGE H W W _ WLL (L z I I I H _ co > > W W W W O� TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE Q w 202D RESIDENTIAL CODE OF NYS AK ii r'An i Y JLHL LUI,A I lUN ENGINEER: h :EVIEWED FOR CODE COMPLIANCE ERIC TEMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Is'- 17-4 o `IF 08 O 4IFS CORPORTION 417 CENTRAL ROAD SUITE 2rEJJ l0�� BLEOMSBURG,PA 07/14/22 1 U I QN - 17578 / JN - 78494 / NY Ln co El <: z El � cv -1 e �, e � (�j R-1 0 0 0 � � I 00 w �I LD ILL- /–FLIP TO RAIL & TOP CHORD TO RAIL Q4 q (� (3) 0.131'x3' NAILS FLIP TO TOP CHORD W q Ln SIMPSON CS22 W/(l) 0.131"x2,5" NAILS EACH END q V CU ai FLIP TO RAIL & TOP CHORD TO RAIL (3) 0.131'x3' NAILS Q �– RAIL TO RAIL z (3) 0.131"x3" NAILS �– FLIP TO TOP CHORD l z v SIMPS❑N CS22 W/C1) 0,131"x2.5" NAILS EACH END ATTACH RIDGE BOARD 14'-2 1/4' - W z 1'-4' 1'-4" 1'-4- 1'-4' 1'-4' l'-4" 1' 4' P-3 1/4' 10" 1 A w/C4) #8x3" TOE SCREWS ll�� If1n I •�M I�,�' I��P �I KP �I 0.' z u l Ln Q 5 -1 F- H � fLL - CD Ln 2x4 SPF #2 @ 1 ❑.C. ATTACH VALLEY PLATE TO EACH w of Q (� INTERSECING MAIN TRUSS w/(3) Ln N #8x3' TUE SCREWS, ATTACH — — VALLEY PLATE TO MAIN RAFTERS Ln w/(3) #8x3° TOE SCREWS CDc' @6 12 o +8 S° oc 7 @ 164 u Z Z Y Z I 1 1 OUq (2) 410x4" �+6 12 n TOE SCREWS Sp — v@ ALL # 7 0i (1 J OJ of cu SIMPSON CS22 STRAP x KNEE WALL — — \ \o o I I I N LOCATIONS 16. M \ C) CD ACROSS MATE LINE w/(7) (U o m0.131'x2.5' NAILS EACH END 3/4'0 Ou (U CU M M BOLT 2x8 SPF #2 @ 16" D.C. I J J Q 13'-8 7/8' 12'-0" J Q 27'-1 1/2' W Z I I I (21) 16ga STAPLES co D- 4 ROWS / 5 COLUMNS W W W 1.5' APART BOTH SIDES Clo� ly- W/ 807 ADHESIVE COVERAGE O� TO THE BEST OF MY KNOWLEDGE, BELIEF AND (� V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE y 2020 RESIDENTIAL CODE ❑F NYS �J HIKU HAKjY SLAL LU(:AIIUN + ENGINEER Q 2EVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550o F •, O QQz sFo8 418 SFS CORPORATION c��++ 417 CENTRAL ROAD SUITE 2 FEssl 07/14/22 BLOOMSBURG,PA LL QN - 17578 / JN - 72494 / NY in co 0 0 � � Ln � wf-- Li CU � � a 0 0 D o 0 FLIP TO RAIL & TOP CHORD TO RAIL 11 (5) 0131"x3° NAILS N E FLIP TO TOP CHORD SIMPSON CS22 W/(5) 0.131"x2.5" NAILS EACH END (� FLIP TO RAIL & TOP CHORD TO RAIL 0 ~ W U J (3) 0,131"x3" NAILS W q Ln CLI 3.5 3)l 0.131'x3'O RAILcdcd S F � (1) 1 1/2"x20" M.L. ❑N FLIP TO TOP CHORD z EACH SIDE SIMPS❑N CS22 W/(5) 0.131"x2.5" NAILS EACH END Q 2x8 SPF #2 @ 16" O.C. � z 15'-3 7/16" CL/ z �-/ (3) 0.131"x3" NAILS Q )- :E w/80% ADHESIVE W U CL N � 12 O Q J M H- �- D - 12 M _ LL- LL- In L Q O LL- J CSU Q v) W Li iu �- Ln +61 j (�j (2) #10x4" /6-- Q TOE SCREWS Oc a :E: : z I I I @ ALL KNEE WALL q CATIONS 17'- 17'-4 1/2" 11'-4 1/2" 6'-0" " cu (U cu \ (U (U M M o o I I I CD m 2x10 SPF #2 @ 16" ❑.C. q M co 11'-9 7/8" ll'-9 7/8' ul J 23'-8" J Q _ zLLJ Li z (15) 16ga STAPLES 1j z I I I 3 ROWS / 5 COLUMNS 3" APART BOTH SIDES > > W/ 80% ADHESIVE COVERAGE W W LJ O� TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V y BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE �C 2020 RESIDENTIAL CODE OF NYS IHD tJ PARTY JLAL LUI.AIIU� ENGINEER; REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q) OFS ION An,84181 417 CENTRAL TROAD SUITE 2 FESSl�\�' BLOOMSBURG,PA 07114122 I (Y QN - 17578 / JN - 78494 / NY in co El >' Lo f— w <1 cv z o a e � 0 LL- a o 0 FLIP TO RAIL & TOP CHnRD TO RAIL FLIP TO RAIL AND TOP (3) 0,131"x3" NAILS CHORD TO RAIL w/(5) ATTACH TOP/BOTTOM OF 0.131"x3" TOE OR END NAIL// 8'- RAIL TO RAIL 0 (j KNEEWALL w/(2) #8x4" SCREWS STRAP ACROSS RIDGE w/(1) (3) 0,131"x3" NAILS SIMPSON CS22 AND (2) 0.131°x2.5" NAILS EACH ENDFLIP T❑ TOP CHORD SIMPSON CS22 W/(5) 0.1'1"x2.5" NAILS EACH END 8 7/8" 0 C W (__) RAFTER TO WALL AND C� 7'-4 9/16' RIDGE BOARD w/(3) >7 W W q �C 1'-4" 1'-4" 1'-4" l'-3 1/4' 6" 0.131"x3" TOE NAILS Q Q V CL1 @ 16 � 0io SPF #2 2x1 +s� �A I2 a 9 Q f- E:l H- (3) 0.131"x3" NAILS ATTACH EACH CUT TRUSS TO Q Z ED _ w/80% ADHESIVE (2) 2x8 SPF #2 DORMER LTJ , U O CL HEADERS w/(3) 0.131"x3" TOE - N :E NAILS. ATTACH EACH END TO DOUBLE PLY GIRDER TRUSS O Q -J w/LUS28-2 HANGER F-- H 0 r Q O � ' ( jf— Q m LnW CU I q OJ cu Ivcu cu cv cd Cu C ) o CDCD I I I q \ (U \ C\U 0i Ri OJ\ M M 4'-9" 4'-11 1/2" � H H J ATTACH STUDS TO BOTTOM J J z PLATEw/(3) ENDGRAIN NAILS. BOTTOM W W JH PLATE TO TRUSS BOTTOM CHORD _J D-/ D-/ Q LL- w/(3) 0.131"x3" FACE NAILS PER BAY. W n a Z I I I LL- LJ W W O� TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE y 2020 RESIDENTIAL CODE OF NYS w H1KU rAKiY SEAL LOuAIILJN ENGINEER: :EVIEWED FOP CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550O Qz 001 IS SFO 84181 -�+ N �C 'FS CORPORATION 417 CENTRAL ROAD SUITE 2FESS�� BLOOMSBURG,PA 07114122 I QN - 17578 / JN - 72494 / NY co U o � Lo cv z 0 0 J � o U 10" 11'-9' (3) 0.131"x3" TOE NAILS 10" O n� o 00 Cll El of LD ATTACH TO MAIN HOUSE WALLS w/(3) 0,131"x3" TOE NAILS. ATTACH TO BUMP❑UT WALL RIM RAIL w/(3) 0.131"x3" TOE NAILS. 6. (3) 0,131"x3" TOE NAILS p U W U Ln 12 41 41 �k SpF 5,25 6'-3 13/16" Q q v ClJ (3) 0,131'x3' TOE NAILS @ 16„ z Q � 7 1/16' -� o f- Q � z o o � W u N Z U � q O Q —1 Ln " H In CU Q � Ln N O q cu ATTACH TO MAIN HOUSE WALLS w/(3) co 0.131"x3" TOE NAILS. ATTACH TO BUMP❑UT 5 WALL RIM RAIL w/(3) 0.131'x3" TOE NAILS• C>] u v z 11 1 (3) 0.131'x3" THE NAILS Q z Y 12 12 2k6 q SpF �7 3,5� SPF #c' cu (3) 0,131'x3' TOE NAILS @ 16< (3) 0,131'x3' TOE NAILS W � � 0-j cu CU 6 C M \ ('') o o I I I CD (y) Cv CU 2X6 SPF #2 @ 16' 0.C. 2x6 SPF #2 P 16" ❑,C. q 0i (U 2'-ll 112- 7 1/16" 10" 111-91Li LLJ _j 10" J J Q z W 0- z 1 1 1 H _ W W L LJ O� TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V y BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS y � w IH1KU h'AKiY SIAL LOCA RUN � ENGINEER: :EVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 j�QQO OFS CORPORATION 4 O � �o s 417 CENTRAL ROAD SUITE 2FESS 10\�07�14/22 BLUOMSBURG,PA i I QN - 17578 / JN - 72494 / NY Ln 0 1—I co LLI Q _J I [�:::l Q Cu LD MIN MIN TOP LOADED BEAMS E•EQUAL AL SPACES SIDE LOADED BEAMS EQUAL EQUAL SPACES E EIE21 MIN a 4 1—+2' MIN ___1 F— W m 1i 7 El Y,• Y• Y,' t•-5?g• 7 � I 2-PLY BEAM 3-PLY BEAM 4-PLY BEAM 71 2-PLY BEAM 3-PLY BEAM 4-PLY BEAM al I I ( 1 <_ LL_0 0 • • • • • • • ' • ' ' • I 0.131'x3' OR 0.131'x3' OR 112' BOLTSI 0.131'x3' NAILS 0.131'x3' NAILS APPROVED 0.162'x3.5' NAILS 0.162'x3.5' n/ O O SCREWS NAILS L C / \ 00 � II FASTENING REQUIREMENTS FOR MULTIPLE PLY LVL MEMBERS: FASTENING REQUIREMENTS FOR MULTIPLE PLY LVE MEMBERS CLI � v 2- AND 3-PLY MEMBERS: NOTES: (2) 1.5" MEMBER BEAMS: (� 12" OR LESS x 1,5" MEMBER BEAMS: -FOR 1.75" THICK MEMBERS, USE 0,131"x3,5" NAILS IN -USE (3) ROWS OF 0.131"x3" NAILS @ 12" D.C. (575 PLF MAX, UNIFORM LOAD) USE (3) ROWS ❑F 0.131x3NAILS @ 6 ❑,C, Cl 150 PLF MAX, UNIFORM LOAD) o q USE (2) ROWS [IF 0,131"x3" NAILS @ 8" 11C, PLACE OF 0,131"x3" NAILS. - 0.131'x3' " � (2) 1,75" MEMBER BEAMS: W U 14", 16" OR 18" x 1.5" MEMBER BEAMS: -THE FOLL❑WING SCREWS ARE APPROVED FOR USE IN O USE (3) ROWS OF 0.131"x3" NAILS @ 8" O.C. CONNECTING MULTIPLE PLIES [IF LVLT -USE C3) ROWS OF 0162"x3,5" NAILS @ 12" O.C. 0845 PLF MAX, UNIFORM LEAD) W W qLn 20",22" OR 24" x L5" MEMBER BEAMS: -SIMPS❑N SDW WOOD SCREWS -USE (3) ROWS OF 0,162"x3,5" NAILS @ 6" D.C. (1,690 PLF MAX, UNIFORM LOAD) q v >' cu USE (4) ROWS OF 0131"x3" NAILS @ 8" O.C. -SIMPS❑N SDS WOOD SCREWS (3) 1,5" MEMBER BEAMS: -USP WS WOOD SCREWS -USE (3) ROWS OF 0,131"x3" NAILS @ 12" D.C. (431 PLF MAX, UNIFORM LOAD) z 4-PLY MEMBERS: -FASTENMASTER TRUSSL❑K WOOD SCREWS -USE (3) ROWS OF 0.131"x3" NAILS @ 6" ❑.C. (863 PLF MAX. UNIFORM LOAD) 16" OR LESS x 1.5" MEMBER BEAMS: -IF THE FASTENER P❑INT PENETRATES A MINIMUM OF (3) 1,75" MEMBER BEAMS: Q USE (2) ROWS [IF APPROVED SCREWS @ 24" ❑.C. 75% OF THE 4TH PLY OF THE BEAM, THEY MAY BE -USE (3) ROWS [IF 0,162"x3,5" NAILS @ 12" O.C. (635 PLF MAX, UNIFORM LEAD) > � 16" TO 24" x 1,5" MEMBER BEAMS: APPLIED FROM ONE SIDE [IF THE BEAM; OTHERWISE, -USE (3) ROWS ❑F 0162"x3,5" NAILS @ 6" O.C. C1,270 PLF MAX, UNIFORM LOAD) I— z USE (3) ROWS [IF APPROVED SCREWS @ 24" O,C, THE FASTENERS MUST BE APPLIED FROM BOTH SIDES (4) 1.5" OR 1.75" MEMBER BEAMS: c z z AND STAGGERED, -USE (2) ROWS ❑F 1/2" BOLTS @ 12" O.C. (580 PLF MAX, UNIF❑RM LOAD) Qw = -LOAD MUST BE APPLIED EVENLY T❑ ALL 4 PLIES; -USE (3) ROWS ❑F 1/2" BOLTS @ 12" ❑,C, (870 PLF MAX, UNIFORM LEAD) W o n- U N OTHERWISE, USE CONNECTIONS FOR SIDE LOADED z MEMBERS, NOTES: o Q H q -FASTENING SPACING IS FOR EACH ROW, STAGGER -VALUES APPLY TO COMMON A307 BOLTS. DOLT HOLES MUST BE THE SAME o DIAMETER AS THE THE BOLTS, WASHERS MUST BE USED UNDER THE BOLT m f- LL_ SPACING BETWEEN ROWS ❑F FASTENERS, � o HEADS AND NUTS, Q LL_ U-) � z ' -THE SPECIFIED NAILING APPLIES TO BOTH SIDES OF A 3-PLY BEAM, cu m 2 L/) -7" WIDE BEAMS MAY NOT BE LOADED FROM ONE SIDE ONLY. THEY MUST BELo LOADED FROM BOTH SIDES AND/OR TOP LOADED, q 0.131'x3' NAILS (1.5' MEMBERS) —LOAD DURATION FACTORS MAY BE APPLIED TO THE LOADS LISTED ABOVE, Ln 0.131'x3.5' NAILS (1.75' MEMBERS) (� 6' Qu BUILT UP q COLUMN FASTENING cu (v (v cv (�j cu CD CSU o CD cu cu I I (U (U � \ � I'0 J _1 Q Q z z w z I I nH _ L W W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN 02 INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION, 0 TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS lz HIND HAK 0 JLAL LIJLA I IUH ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 OF N` F� 4181 PFS CORPORATION CENTRAL ROA Fcc+o`O-`, 417 CENTRAL ROAD SUITE 2 CJJ �1^ BLOOMSBURG,PA 07114122 �i A 16 QN - 17578 / JN - 72494 / NY W o � FASTENING SCHEDULE FASTENING SCHEDULE W r- BUILDING ELEMENT DESCRIPTION FASTENER QUANTITY, SIZE AND TYPE FASTENER SPACING BUILDING ELEMENT DESCRIPTION FASTENER QUANTITY, SIZE AND TYPE FASTENER SPACING ( /� <l:FLUOR CEILING / ROOF V J ~ FLOOR JOIST TO SILL OR GIRDER, TOE NAIL (3) 8d COMMON OR EQUAL TRUSS TO CEILING BEAM, DIRECT NAIL (3) 16d COMMON OR EQUAL J I W FLOOR JOIST TO RIM JOIST (WITH LEDGER) (5) 0.131'x3' LEDGER TD CEILING BEAM 16d COMMON OR EQUAL (1) EACH SIDE OF TRUSS OR CEILING JOIST FLOOR JOIST TO RIM JOIST (FASTENERS ONLY) (8) 0.131'x3' CEILING JOIST TO CEILING BEAM, DIRECT NAIL (3) 16d COMMON OR EQUAL tel_ l lJ // 2x2 LEDGER TO INNER BAND JOIST l� (3) 16d COMMON OR EQUAL GYPSUM BOARD T❑ FRAMING 'EACH JOIST CAVITY FOAMSEAL 3/4 W x 1' H FOAM BEAD C AVERAGE l J N.Y. - 2x3 OR 2x2 LVL T❑ INNER BAND JOIST 16d COMMON OR EQUAL 2 3/4' ON CENTER DIRECT JOIST ENERFOAM 3/8' W x 3/8' H FOAM BEAD ( AVERAGE ) Z OUTER TO INNER BAND JOIST 16d COMMON OR EQUAL 16' OC, DIRECT NAIL STAGGERED TRUSS TO EXTERIOR WALL, TOE NAIL (3) 16d COMMON OR EQUAL (2) 8d COMMON OR EQUAL OR ROOF RAFTERS TO RIDGE, VALLEY OR HIP RAFTERS: TOE NAIL (4) 16d COMMON OR EQUAL E::] LD 1'x6' SUBFLOUR OR LESS TO EACH JOIST, FACE NAIL (2) STAPLES, 1 3/4' FACE NAIL (3) 16d COMMON OR EQUAL 2' SUBFLOOR TO JOIST OR GIRDER, BLIND AND FACE NAIL (2) 16d COMMON OR EQUAL RAFTER TIES TO RAFTERS, FACE NAIL (3) 8d COMMON OR EQUAL El 8d COMMON OR 6d ANNULAR OR 6' ON CENTER DIRECT EDGES AND 7/16' OSB SHEATHING TO TRUSS 8d COMMON OR EQUAL 6' ON CENTER AT EDGES AND 19/32' OR 23/32' OSB STURD-I-FLOOR / PLYWOOD SPIRAL THREAD OR EQUAL 12' ON CENTER INTERMEDIATE 12' ❑N CENTER INTERMEDIATE W/ STRUCTURAL ADHESIVE W/ 80% ADHESIVE COVERAGEI I 15/32" PLYWOOD SHEATHING TO TRUSS 8d COMMON OR EQUAL 6' ON CENTER AT EDGES AND I � � 6d COMMON OR ANNULAR OR 6' ON CENTER DIRECT EDGES AND 12' ON CENTER INTERMEDIATE 1/4' LUAN SPIRAL THREAD OR EQUAL 12' ON CENTER INTERMEDIATE ( � 15# FELT TO SHEATHING 3/8' LONG, 1' MINIMUM CROWN RANDOM V WIRE STAPLE OR EQUAL WALLS - INTERIOR AND EXTERIOR El cD V J SOLE PLATE TO JOIST OR BLOCKING, FACE NAIL 16d COMMON OR EQUAL 16' ON CENTER 1 1/4' LONG, 1' MINIMUM CROWN Q o 235# SHINGLES TO SHEATHING WIRE STAPLE OR EQUAL (4) PER SHINGLE BOTTOM PLATE TO RIM JOIST, UNDER 110 MPH (3) 0.131'x3' PER BAY �{ BOTTOM PLATE TO RIM JOIST, 111-140 MPH (5) 0.131'x3' PER BAY MISCELLANEOUS co v ~ WONDER BOARD TILE BACKER 1 1/2' GALV. ROOFING NAILS OR EQUAL 8' TO 16' ON CENTER FRAMING GA / UL DESIGNII SEE PAGE #41, 42 OR 43 OF SUBMISSION � CORNER AND INTERSECTING WALL STUDS 16d COMMON OR EQUAL 16' OC. DIRECT NAIL FIRE RATED ASSEMBLIES L539, FC5406, RC2601, WP8105, SET FOR DETAILED DESCRIPTION El > \ TOP OR SOLE PLATE TO STUD, END NAIL (2) 16d COMMON OR EQUAL 0340, U341, U344 M WP3510 V - LD TOP OR SOLE PLATE TO STUD, END NAIL, STUDS @ 16' ON CENTEF UNDER 110 MPH - (3) 0.131'x3' NOTES: ( 111-140 MPH - (5) 0.131'x3' v / 1. ANY FASTENINGS NOT SHOWN MUST 3E IN ACCORDANCE W/ IRC / IBC CODE OR CURRENT CODE PER STATE TOP OR SOLE PLATE TO STUD, END NAIL, STUDS @ 24' ON CENTER UNDER 110 MPH - (5) 0.131'x3' 2, DUO FAST 607 SMOOTH SHANK, FLAT HEAD, (.131) 3 1/4' LENGTH. (16d) 111-140 MPH - (7) 0,131'x3' 3. DUO FAST 08 CL RING SHANK, FLAT HEAD, (,113) 2 3/8' LENGTH. STUD TO SOLE PLATE, TOE NAIL (3) 8d OR (2) 16d COMMON OR EQUAL 4, DUO FAST 142 CL SCREW SHANK, FLAT HEAD, (.105) 2 1/2' LENGTH ti Q Q lOd COMMON OR EQUAL 24' ON CENTER 5. GLUE TO BE 80% COVERAGE, � U -. DOUBLE STUDS, FACE NAIL 6. DUO FAST 7632 CR II, STAPLE, CROWN-7/16'; WIDTH062; THICKNESS-,OSSjAUGE-16; LENGTH-1' 0.131'x3" 16' ON CENTER 7. DUO FAST 7636 CR II,STAPLE, CRO,/N-7/16'j WIDTH-.062;THICKNESS-.055; GAUGE-16; LENGTH-1 1/8' Ln DOUBLE TO- PLATES, FACE NAIL lOd COMMON OR EQUAL 24' ON CENTER 8. DUO FAST 7648 CR II,STAPLE, CRO'dN-7/16'; WIDTH-.062;THICKNESS-.055; GAUGE-16; LENGTH-1 1/2' (� Q 9. DUO FAST 1740 CR II, STAPLE, CRO'dN-I'; WIDTH-.062;THICKNESS-.055; GAUGE-16; LENGTH-1 1/4' co oj DOUBLE TOP PLATES, FACE NAIL, UNDER 110 MPH 0,131'x3' 8' ON CENTER 10.DUO FAST 1548 CXR, STAPLE, CRO'dN-7/16'; WIDTH-.074;THICKNESS-.067; GUAGE-151 LENGTH-1 1/2' <: Q DOUBLE TOP PLATES, FACE NAIL, 111-140 MPH 0.131'x3' 5' ON CENTER 11. DUO FAST 3312 CL, STAPLE, CRO'dN-1/2'; WIDTH-.050; THICKNESS-.019; LENGTH-3/8' (U SOLE PLATE TO JOIST OR BLOCKING AT BRACED WALL PANELS (3) 16d COMMON OR EQUAL 16' ON CENTER .WALL FASTENING PER TABLE UNLESS REQUIRED OTHERWISE PER SHEARWALLA AT N \ DOUBLE TOP PLATES, MINIMUM 48 INCH OFFSET OF END JOISTS, (8) 16d COMMON OR EQUAL FACE NAIL IN LAPPED AREA BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE, TOE NAI (3) 8d COMMON OR EQUAL ~ RIM JOIST TO TOP PLATE, TOE NAIL 8d COMMON OR EQUAL 6' ON CENTER -� TOP PLATES, LAPS AT CORNERS AND INTERSECTIONS, FACE NAIL (2) lOd COMMON OR EQUAL BUILT-UP HEADER WITH 1/2' SPACER 16d COMMON OR EQUAL 16' ON CENTER ALONG EACH EDGE ED ED > BUILT-UP HEADER, LVL WITH 1/2' SPACER 16d COMMON OR EQUAL 16' ON CENTER ALONG EACH EDGE HEADER TO STUD, TOE NAIL (4) 8d COMMON OR EQUAL OR <2) 8d COMMON DIRECT PER MEMBER EJ z CONTINUED HEADER, TWO PIECES 16d COMMON OR EQUAL 16' ON CENTER ALONG EACH EDGE W U Q CONSTRUCTION ADHESIVE, 3/8' BEAD APPLIED DIRECT u N GYPSUM BOARD TO FRAMING ENERFOAM, 3/8' W x 3/8' H FOAM BEAD ( AVERAGE ) -J o z �- q to 12 GAUGE 16' W x 1' H FOAM BEAD ( AVERAGE ) Q F i J Ln 12 GAUGE 1 1/4' 16' ON CENTER AT ENDS, EDGES LARGE HEAD CORROSIVE RESISTANT CEILING JOISTS TO PLATE, TOE NAIL (3) 8d COMMON OR EQUAL ~ z 4 CONTINUOUS HEADER TO STUD, TOE NAIL (4) 8d COMMON OR EQUAL V CEILING JOIST, LAPS OVER PARTITIONS, FACE NAIL (3) lOd COMMON OR EQUALQ CEILING JOIST TO PARALLEL RAFTERS, FACE NAIL (3) lOd COMMON DR EQUAL LOj LL_ n RAFTER TO PLATE, TOE NAIL (2) 16d COMMON OR EQUAL Ln 1' BRACE TO EACH STUD AND PLATE, FACE NAIL (2) Bd COMMON OR EQUAL OR N (2) STAPLES, 1 3/4' Ln 1'x6' SHCATHING TO EACH BEARING, FACE NAIL (2) 8d COMMON OR EQUAL OR a (2) STAPLES, 1 3/4' 1'x8' SHEATHING TO EACH BEARING, FACE NAIL (2) 8d COMMON OR EQUAL OR (3) STAPLES, 1 3/4' WIDER THAN 1'x8' SHEATHING TO EACH BEARING, FACE NAIL C3) 8d COMMON OR EQUAL ❑R <4) STAPLES, 1 3/4- BUILT-UP CORNER STUDS lOd COMMON OR EQUAL 24' ON CENTER NAIL EACH LAYER 32' ON CENTER STAGGERED PC) zz Q I I BUILT-UP GIRDERS AND BEAMS, 2 INCH LUMBER LAYERS 10d COMMON OR EQUAL AT TOP AND BOTTOM WITH TWO NAILS AT ENDS AND AT EACH SPLICE 2' PLANKS (2) 16d COMMON OR EQUAL AT EACH BEARING Q 1/8' THERMOPLY TO FRAMING 1.106' STRUCTURAL BRACE 1 1/4' LEG, 7/16' CROWN 3' ON CENTER AT ALL EDGES AND WITH BUTTED JOINT 16 GAUGE STAPLE OR EQUAL 6' ON CENTER INTERMEDIATE FRAMING CIJ cu 7/16' OSB SHEATHING TO FRAMING 6d COMMON ❑R EQUAL (Oj U 6' ON CENTER DIRECT EDGES AND (U CU (U (1I 12' ON CENTER INTERMEDIATE W \ cu \ 15/32' PLYWOOD SHEATHING TO FRAMING 6d COMMON OR EQUAL 6' ON CENTER DIRECT EDGES AND � M ('7 O O (\j I 12' ON CENTER INTERMEDIATE 5/8' T1-11 8d GALVAN]ZED ❑R EQUAL 6' ON CENTER DIRECT EDGES AND Sl Cu ('LJM C'") 12' ON CENTER INTERMEDIATE 3/4' POLYSTYRENE INSULATION SHEATHING 1 1/4' LONG 16 GAUGE STAPLE 6' ON CENTER DIRECT EDGES AND OR EQUAL 12' ON CENTER INTERMEDIATE z z J 1/2' FOIL FACED POLYISOCYANURATE 1 1/4' LONG, V MINIMUM CROWN 8' ON CENTER DIRECT EDGES AND J J Q J Q WIRE STAPLE OR EQUAL 12' ON CENTER INTERMEDIATE W H W W J z > WINDOW TO EXTERIOR WALL 1 3/4' ROOFING NAILS 16' ON CENTER DIRECT NAIL W CE. CL z I I INSULATION TO STUDS FRICTION FIT ( STAPLED IN MA. ) 8' ON CENTER ( MA. ) - VINYL SIDING 3/8' HEAD, 1 1/2' LONG SIDING NAIL 16' ON CENTER DIRECT NAIL W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATIIIN, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O O rr -- TD THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 1.4 2020 RESIDENTIAL CODE OF NYS w H1kD rAKiY SIAL LllL_AIIUN : ~ TEVIEWED FOR CODE COMPLIANCE ENGINEER: Q ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q � iF 1VF� Co J . Tp�o�O W �� RES 417 CORPORATION 084181 - 417 Ap„Fecc,o``e CENTRAL ROAD SUITE 2 `�7J BLOOMSBURG,PA 07114122 QN - 17578 / JN - 72494 / NY W Ln co El ANDERSEN 400 SERIES WIND ❑ W SCHEDULE "U" VALUES z � Q U KEY TYPE CODE ROUGH OPENING LIGHT VENT SQ. FT. "R" AIR SHGC V/ GRILLES Q (� 3. DOUBLE HUNG TW3046 38 1/8"x56 7/8" 10.31 5.73 14,85 3.4 .12 .28 ,29 >7: E:l 17 DOUBLE HUNG TW3056 38 1/8"x68 7/8" 12,89 7.14 17,99 3,4 12 .28 .29 ❑ e sP DOUBLE HUNG TW1846 22 1/8" x 56 7/8" 458 3.02 8.74 3.4 12 .28 .29 0 m sP DOUBLE HUNG TW2432 30 1/8" x 40 7/8" 5,09 2.94 8,40 3,4 12 28 .29 1 ❑ SP DOUBLE HUNG TW3036 38 1/8" x 44 7/8" 7,73 4.32 11.72 3,4 .12 .28 .29 El 3 SP o CASEMENT CN235 41 1/4" x 41 3/8" 8,00 7,02 11,55 3,4 .12 .28 .29 � P PICTURE I CTC3/P6030 172 3/8" x 72 112'11265 0.00 1 36.25 1 3,4 1 .12 1 .28 1 29 co cu 3 D ❑ ❑ R SCHEDULE ❑ R❑UGH OPENING MANU, "L" "V" "R" "S.F," MR "U" DESCRIPTION v q KEY OPENING TYPE 38 1/2" x 82 1/2' THERMA-TRU 0 19,4 7.14 22.06 :0 .14 ❑ � U q A 3068 36" INSUL. CORE 6 PANEL qLn CLJ C 3068 36" STEEL FRAME 6 PANEL \ INSUL. - FIRE RATED 90 MIN. 37 1/4" x 81 3/8" PLAST-PRO 0 19.2 5.26 21,05 ,12 .19 Z Q 36" INSUL. CORE 65 1/2" x 82 1/2" THERMA-TRU 3.4 19,4 5,00 37.53 .10 .20 -� E 3068 S205 W/ (2) 12" SIDELIGHTS Q > H 2068 INTERIOR PASSAGE 26 1/4" x 82 1/2" CRAFTMASTER N/A N/A N/A N/A VA N/A Q � � o o � I 2668 INTERIOR PASSAGE 32 1/4" x 82 1/2" CRAFTMASTER N/A N/A N/A N/A fQ/A N/A J U U N N 2668 INTERIOR POCKET 61" x 84 1/2' CRAFTMASTER N/A N/A N/A N/A VA N/A � � � H � � In SP 2868 INTERIOR PASSAGE 34 1/4" x 82 1/2' CLI � m <E LL_ Ln =:) w ,� Q 6068 6'-0" SLIDING PATI❑ 72' x 80' ANDERSEN 23.78 14,72 3.33 39.34 .03 .30 FULL GLASS Ln 20 � N � Ln al EXTERI❑R WINDOWS AND SLIDING DOORS SHALL BE TESTED BY AN APPROVED INDEPENDENT LABORATORY, AND BEAR A LABEL IDENTIFYING MANUFACTURER, PERF❑MANCE CHARACTERISTICS AND APPROVED INSPECTION AGENCY TO INDICATE COMPLIANCE WITH AAMA/WDMA/CSA 101/I,S,2/A440, >�' EXTERI❑R HINGED DOORS SHALL BE TESTED AND LABELED AS CONFORMING TO AAMA/WDMA/CSA 101/L,S.2/A440 OR COMPLY WITH SECTION R609,5 WINDOW AND GLASS DOOR ASSEMBLIES SHALL BE ANCHORED IN ACCORDANCE WITH THE PUBLISHED MANUFACTURER'S RECOMMENDATI❑NS TO ACHIEVE THE DESIGN PRESSURE AS SPECIFIED, SUBSTITUTE ANCHORING SYSTEMS USED FOR SUBSTRATES NOT SPECIFIED BY THE FENESTRATION MANUFACTURER SHALL PROVED EQUAL OR � ctI GREATER ANCHORING PERFORMANCE AS DEMONSTRATED BY ACCEPTED ENGINEERING PRACTICE, CW c�I o o C) (� C�j cu (U MULLI❑NS SHALL BE TESTED BY AN APPROVED TESTING LABORATORY IN ACCORDANCE WITH AAMA 450 OR BE ENGINEERED CU (\j M M �D IN ACCORDANCE WITH ACCEPTED ENGINEERING PRACTICE, MULLI❑NS TESTED AS STAND-ALONE OR QUALIFIED ENGINEERING SHALL USE PERFORMANCE CRITERIA CITED IN SECTION 8609,8,2 AND R609,8,3, J J Q Fij z w w J z WINDOWS AND DOORS TO BE INSTALLED AND FLASHED AS PER 8609 l z LL /off LL > W Q Li CL_ IT IS A VIOLATION [IF ARTICLE 145 OF THE NEW YORK STATE EDUCATION W N LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED (Y PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION, O TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS iHlkD NAR i Y SLAL LULA I IU,N ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 �2 �O w �� ® ZLN qo PFS CORPORATION F0 �84181 '� � 417 C P NTRALROAD SUITE 2 X70FES+J10NP�' 07114122 QN - 17578 / JN - 78494 / NY L' Ln co oMAIN PANEL SUB-PANEL � ,� Ln 1. ALL ELECTRICAL CONDUCTORS AND EQUIPMENT SHALL BE LISTED OR LABELED BY A NATIONALLY RECOGNIZED TESTING LABORATORY AND IN COMBINATION WITH LISTING AND 200 AMP EQUIPMENT 125 AMP LABELING, CONDUCTORS AND EQUIPMENT SHALL BE SUITABLE FOR BOTH LOCATION AND USE. GROUNDING EQUIPMENT MAIN BUS BAR ISOLATED a� 2. IN-PLANT WIRING IS INSPECTED BY AN ACCREDITED INSPECTION AGENCY FOR COMPLIANCE WITH THE N,E.C, (EACH STATE VARIES IN YEAR) GROUNDING NEUTRAL J Q 3. GARAGES ARE NOT INCLUDED IN THE ELECTRICAL LOAD CALCULATIONS. BusBAR MAIN BusBAa BONDED 4. ELECTRICAL SERVICE TO BE GROUNDED IN FIELD BY BUILDER AFTER CIRCUITS HAVE BEEN COMPLETED IN COMPLIANCE WITH LOCAL REQUIREMENTS. NEUTRAL 5, BUILDER TO SUPPLY AND INSTALL ALL MATERIAL NOT PROVIDED BY MANUFACTURER FOR COMPLETE ELECTRICAL HOOK-UP. BUSBAR n I L1J 6. THE MAIN SERVICE DISCONNECT SHALL BE INSTALLED AT A READILY ACCESSIBLE L❑CATION NEAREST TO THE POINT OF ENTRANCE OF THE SERVICE CONNECTORS AS PER N.E.C. 7. PANEL BOXES LOCATED IN BASEMENTS SHALL BE FIELD INSTALLED AND MOUNTED ON EXTERIOR WALLS BY BUILDER. I- I 8. 1 0 3 WIRE, 240V, 200A SERVICE - SERVICE PANEL w/ MAIN DISCONNECT UNLESS SPECIFIED OTHERWISE. 9. CIRCUIT BREAKERS ARE 10,000 A/C. CONDUCTORS TO BE 10. WIRING IS NM-B CABLE w/ GROUND. ENCLOSED IN CONDUIT 11. NM CABLE PASSING THRU FRAMING MEMBERS WITHIN 1 1/4' OF THE EDGES SHALL BE PROTECTED WITH 1/16' THICK STEEL BUSHINGS, CABLE PASSING THRU NOTCHES ARE 5 Q PROTECTED WITH 1/16' THICK STEEL PLATES. TYPICAL WIRING TECHNIQUE u 12. NM CABLE SHALL BE SECURED IN PLACE AT INTERVALS NOT EXCEEDING 54' AND WITHIN 12' OE BOXES OR FITTINGS. RHODE ISLAND AND MASSACHUSETTS SHALL BE SUPPORTED FOR SUB-PANEL FEEDERS 0 q WITH INSULATED WIRE STAPLES 13. SWITCHES AND RECEPTACLES OVER COUNTERTOPS ARE 48' A.F.F., OTHER RECEPTACLES ARE 18' A.F.F. UNLESS SPECIFIED OTHERWISE. 14. BATH RECEPTACLES, EXTERIOR RECEPTACLES AND ALL RECEPTACLES SERVING KITCHEN COUNTERTOPS TO BE GFI PROTECTED. - 15. RECEPTACLES SHALL NOT BE LOCATED OVER ANY PART OF ELECTRICAL BASEBOARD ELEMENTS, 1 16. THE MINIMUM CLEARANCE BETWEEN LUMINARIES INSTALLED IN CLOTHES CLOSETS AND THE NEAREST P❑INT OF STORAGE SPACE SHALL BE 12' FOR SURFACE MOUNTED u INCANDESCENT OR LED WITH A CLOSED LIGHT SOURCE, 6' FOR SURFACE MOUNTED FLUORESCENT OR RECESSED INCANDESCENT OR LED INSTALLED ON THE WALL ABOVE TEL DOOR OR M Lf CEILING, 0o 17, EXTERI❑R LIGHT BOXES ARE PRE-WIRED, LIGHTS SHALL BE WATERPROOF AND ARE SHIPPED LOSE FOR ON SITE INSTALLATION BY BUILDER. 0 a I 18, RECESSED LIGHTS TO BE THERM❑STATICALLY C❑NTR❑LLED. - O L_1 19. BATH FANS, RANGE HOODS, AND DRYER VENT SHALL BE EXHAUSTED TO THE EXTERIOR. m 20. ADDITI❑NAL ON SITE BASEMENT SMOKE DETECTORS MUST BE INSTALLED PER STATE C❑DE. / \ w �I 21. SMOKE DETECTORS SHALL BE DIRECTLY CONNECTED TO A GENERAL LIGHTING CIRCUIT w/ NO INTERVENING WALL SWITCH AND WIRED IN SERIES. DELAWARE - SMOKE DETECTORS /METAL BOX `GROUNDING SCREW v SHALL NOT BE PLACED ON BRANCH CIRCUITS PROTECTED BY ARC FAULT CIRCUIT INTERRUPTERS. ALL SMOKE ALARMS SHALL BE SUPPLIED BY BRANCH CIRCUITS DEDICATEDTO THE SMOKE ALARM EQUIPMENT AND THE CONNECTION OF THE SMOKE ALARM TO THE BRANCH CIRCUIT TO THE POWER SERVICE SHALL BE MECHANICALLY PROTECTED BY UTILIZING LOCK-ON L DEVICES. r n 22. ALL SMOKE DETECTORS ARE MOUNTED PER MANUFACTURERS INSTRUCTIONS AND ARE AC/DC PROTECTED (UNLESS SPECIFIED OTHERWISE) �/ J 23. ELECTRIC BASEBOARD HEATERS CONFORM TO THE REQUIREMENTS OF AND ARE INSTALLED IN ACCORDANCE WITH THE TEMPERATURE PERFORMANCE REQUIREMENTS OF U.L. L1_ STANDARDS FOR SAFETY NO. 1042 ON ELECTRICAL BASEBOARD HEATING. 0 I1 q 24. IN BASEMENT MODELS WITH❑UT UPSTAIRS UTILITY AREAS, APPLIANCES SUCH AS WATER HEATERS, WASHERS, AND DRYERS ARE LOCATED IN BASEMENT AND WIRED ON SITE BY 0 ti O BUILDER. WU Q- 25. NO MORE THAN 40 BREAKERS ( OTHER THAN THOSE PROVIDED FOR IN THE MAINS ) OF A LIGHTING AND APPLIANCE BRANCH CIRCUIT PANEL BOARD SHALL BE INSTALLED IN ANY ONE CUTOUT BOX. A SUB-PANEL WILL BE PROVIDED IF MAIN PANEL IS FILLED (SEE PANEL BOARD DIAGRAM FOR SUB-PANEL NOTES). ~ Ln 26. ELECTRICAL WIRING AND BOXES IN FIRE RATED ASSEMBLIES TO BE PROPERLY FIRE STOPPED AND RATED PER THEIR APPLICATION BY A NATIONALLY RECOGNIZED TESTING o8q V q LABORATORY AND INSTALLED PER GOVERNING CODES. 0j ti 27. EXTERIOR RECEPTACLES TO BE TAMPER RESISTANT AND WATER RESISTANT IN STATES BUILT TO 2017 NEC. ® 0j 28, LIGHTING FIXTURES AND SMOKE DETECTORS SHALL NOT BE LOCATED 'DOWNSTREAM" ON A CIRCUIT FROM A GROUND FAULT CIRCUIT INTERRUPTER DEVICE, GROUNDING SCREW-' ® O 0 \ 29. 125 AMP SUB PANEL TO BE USED WHEN REQUIRED CIRCUITS AND THEIR CORRESPONDING BREAKERS EXCEED THE MAXIMUM ALLOWED BREAKER SPACES IN THE MAIN PANEL BOARD. SUB PANEL CIRCUITS TO BE GENERAL LIGHTING ONLY, 8 Z 30. ALL RECEPTACLE SPACING IN HABITABLE ROOMS SHALL BE SPACED SO THAT NO POINT ALONG THE WALL LINE SHALL HAVE A RECEPTACLE MORE THAN 6'-0' AWAY AND A Q RECEPTACLE ON EVERY WALL 2'-0' ❑R LARGER. 0 _J 31. ALL RECEPTACLE SPACING ALONG KITCHEN COUNTERS OVER 12' TO BE SPACED S❑ THAT NO POINT ALONG THE WALL LINE SHALL HAVE A RECEPTACLE MORE THAN 2'-0' AWAY. METAL BOX 0 32. SMOKE DETECTORS SHALL BE INSTALLED IN ALL SLEEPING ROOMS, OUTSIDE EACH SEPARATE SLEEPING AREA IN THE IMMEDIATE VICINITY ❑F THE BEDROOMS AND ON EACH STORY Q > > OF THE DWELLING ( SEE INDIVIDUAL ELECTRICAL PLANS FOR LOCATI❑NS ), 1- 33. ONE SMOKE DETECTOR REQUIRED PER 1,200 SQ. FT. OF FLOOR SPACE IN RHODE ISLAND AND MASSACHUSETTS. 34, CARBON MONOXIDE DETECTORS TO BE INSTALLED PER STATE / LOCAL BUILDING CODE. TYPICAL GROUNDING METHODS OF 35. ALL BEDROOMS OUTLETS ARE TO HAVE ARC FAULT CIRCUIT INTERRUPTERS. NON-CURRENT CARRYING METAL BOXES � W 8 36. ALL LIVING SPACES ARE TO HAVE ARC FAULT CIRCUIT INTERRUPTERS IN STATES BUILT TO 2017 NEC OR OTHERWISE REQUIRED PER STATE CODE. 37. RECEPTACLES TO BE TAMPER RESISTANT IN STATES BUILT TO 2017 NEC u 38. PORCHES, DECKS AND BALCONIES THAT ARE ACCESSIBLE FROM INSIDE OF THE DWELLING UNIT AND HAVE A USABLE AREA OF 20 S.F. OR GREATER SHALL HAVE AT LEAST ONE D RECEPTACLE WITHIN THE PERIMETER OF THE BALCONY, DECK OR PORCH, LOCATED NOT MORE THAN 6'-6' ABOVE THE SURFACE 39. ALL PORCHES, DECKS AND BALCONIES THAT ARE ACCESSIBLE FROM INSIDE OF THE DWELLING UNIT SHALL HAVE AT LEAST ONE RECEPTACLE WITHIN THE PERIMETER OF THE BALCONY, DECK OR PORCH, LOCATED NOT MORE THAN 6'-6' ABOVE THE SURFACE IN STATES BUILT To 2017 NEC z WHT WHT 40, A LUMINAIRE WEIGHING MORE THAN 50 LBS, SHALL BE SUPPORTED INDEPENDENTLY ❑F THE OUTLET BOX, UNLESS IT IS LISTED AND MARKED FOR THE MAXIMUM WEIGHT TO BE � V SUPPORTED. <EQ Li 41. AT LEAST ONE RECEPTACLE, IN ADDITION TO ANY PROVIDED FOR SPECIFIC EQUIPMENT, SHALL BE INSTALLED IN AN ATTACHED GARAGE AREA PROVIDED WITH ELECTRICAL POWER. aBLKBLK I^ ALL GARAGE RECEPTACLES INSTALLED T❑ BE GROUND FAULT INTERRUPTER PROTECTED. 1a 2 SWITCH 14 2 LIGHT ClJ W LL 42, ALL ELECTRICAL SWITCH LOCATI❑NS, THAT ARE ENCLOSED IN A FRAMING CAVITY, SHALL BE SUPPLIED WITH A GROUNDED BRANCH CIRCUIT CONDUCTOR (NEUTRAL). ALL SWITCH Cti Ln (/I LOCATIONS SHALL HAVE THE BRANCH CIRCUIT (NEUTRAL) AT THE SWITCH IN STATES BUILT TO 2017 NEC POWER INTO SINGLE POLE SWITCH TO LIGHT 43. FOYERS NOTE PART OF A HALLWAY 10'-0' OR GREATER IN LENGTH THAT ARE 60 SQ. FT. OR LARGER SHALL HAVE A RECEPTACLE ❑N EACH WALL SPACE 3'-0' OR MORE AND THAT (REQUIRED IN 2017 NEC) N ARE UNBROKEN BY DD❑RWAYS, FLUOR TO CEILING WIND❑WS AND SIMILAR OPENINGS IN STATES BUILT TO 2017 NEC C) In 44. THE GROUNDING ELECTRODE SYSTEM SHALL BE SITE-INSTALLED AND CONFORM TO E3507 & E3508 Z WHT WHT O CU w RED D:BLK BLK �1 ELECTRICAL PLAN KEY a I4-2 14-3 LIGHT SWITCH VY DUPLEX RECEPT OUTLET Q OUTLET BOX w/ INT. LIGHT FIXTURE Ru RECESSED INCANDESCENT LIGHT us IN CEULTN00 POWER INTO LIGHT TO SINGLE POLE SWITCH ,K OUTLET BOX w/ EXT. LIGHT FIXTURE Fax RAMN PUNA w SWITCHED RECEPT OUTLET ' F (REQUIRED IN 2017 NEC) � ® SURFACE MTD FLUORESCENT LIGHT OGFI WATERPROOF G.F.I. O SPOTLIGHT FIXTURE R TELEPHONE JACK FOR BSMT SO U Z� Q I I 0 CT RECEPT OUTLET 2 48' A.F.F. ©vP RECESSED 'CAN LIGHT' WATERPROOF GFI SP757- z WHT WHT WHT WHT tn1,, LFI V AFF TELEPHONE JACK -WALL PHONE TO^Trlc ua0 117 DISHWASHER RECEPT OUTLET CRT GIF DOOR BELL T- wBLK OUTLET y1y 240 VOLT RECEPT OUTLET CATEGORY 5-INTERNET/PHONE JACK BOX AND BLOCKING FOR 3 60' STRIP RECEPT ON SITE PADDLE FAN o BLK RED RED BLK r� yy wx GAS RECEPT OUTLET TELEVISION CABLE OUTLET PULL IL 14-2 14-3 ]4-3 14-2 Q 48' STRIP RECEPT OUTLET WIRE 3-WAY 4-WAY 3-WAY LIGHT .(w-GAS LINES ON SITE BY BUILDER Co CO DETECTOR I`% SWITCH SWITCH SWITCH ,-I PANEL aox PE POWER INTO 3-WAY SWITCH TO 4-WAY SWITCH TO 3-WAY SWITCH TO LIGHT (U (U CU (1J CU (U S SINGLE POLE SNITCH so PHOTO ELECTRIC SMOKE DETECTOR (�EMERGENCY SHIT CFF(BOILER TYPJ � Cu \ � � � Sa THREE-WAY SWITCH F -12'-0' X 2'-0' FLUORESCENT LIGHT sD CLG MTD SMOKE DETECTOR (REQUIRED IN 2017 ONLY) W OR 2'-0' X 4'-0' FLUORESCENT M M $4 FOUR-WAY SWITCH LIGHT OPTIONAL �j USED FOR CAPES(SHOWN OFF TO SIDE OF THE DRAWINGS) ` ' \ / Q O \ `Cg, COMBO. CO & SMOKE DETECTOR p (Y) (lf DS DIMMER SWITCH )z-z (U � (U Q EYEBALL LIGHT v CENTRAL VAC OUTLET ��20A BArxaooNaRcuTT EL 679 FAN/LIGHT COMBINATION OPT. WALL WALL \ \ GFI 125A: (U © RECESSED 'CAN LIGHT' O THERMOSTAT ■ DISCONNECT 200A SERVICE r-H (U ( (� 696 FAN/LIGHT COMBINATION OR T2-2 ,� METER AND BASE r� E150 FAN/LIGHT COMBINATION OPT. ® RECESSED LIGHT CD JUNCTION BOX ��uav LIGHTING AND RECEPTACLES r BY BUILDER OQ SOFFIT LIGHT O OUTLET BOX - OMIT FIXTURE )2_2 F RANGE HOOD EXHAUST FAN ■-20 A USED IF THERE IS ELECTRIC HEAT TYPICAL ON SITE HOOK-UP DETAIL GARBAGE DISPOSAL OO BULLET LIGHT O CIRCUIT NUMBER 220v J I H �11 .J,, __j Q QJ > w a- z I I n� H LL > > CL LL] LLJ LLJ Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTIDN OF THE ALTERATION, O TO THE BEST OF MY KNOWLEDGE, BELIEF AND v PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE Q 4 y 2020 RESIDENTIAL CODE OF NYS HirU FAklY SEAL LULA1IUN ENGINEER: Q REVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 Q NES � "��o Tp�o�0 w �� SFS CORPORATION FO X84181 417 CENTRAL ROAD SUITE 2 FEc.S��\�' BLOOMSBURG,PA O 07114122 QN - 17578 / JN - 78494 / NY Ln 1 1/2' VENT W SEE NOTE 7 �112' TEE 2'm- TO /4 O r� 3/4.0 FLEXIBLE 'In DWV COUPLING 1 1/2' SAN TEE GARBAGE DWS (OPT) 1 1/2' SAN TEE DISPOSAL 1- OWV PIPE 3/2'¢ � ] ]/2' VENT �- I r _ I m J w 1 I/2' P TRAP 2'm �CONT. ASHER BOX �-2" P TRAP WASTE 2' SAND PIPE INSTALL CLEAN BUT 4'" P 18' MIN. 30' MAX. FLR AS SHOWN FLR FLR tel_ FIELD CONNECTION BETWEEN FLR INSTALL CLEAN OUT 1. N/A AS SHUUN TRAP 20 MODULES OR BSMT FIXTURES LAV, SUPPLY <: \ l W 2. ALL PLUMBING NET PROVIDED BY APEX HOMES TO BE SUPPLIED AND FIELD INSTALLED BY F� OTHERS, LAV. DRAIN & VENT KIT. SINK SUPPLY WT&vlN R: KIT. SINK DRAIN & VENT FLR 3. N/A VACUUM RELIEF NEEDED WHEN TANK EACH FIXTURE SHALL BE W/ OPT. D.W. SUPPLY W/ OPT. D.W. & GAR. DISP. Z Q 4. BATH TUBS AND SHOWERS ARE LISTED BY AN APPROVED AGENCY. IS ON FIRST & SECOND FLOOR INDIVIDUALLY VENTED 5. HEIGHT OF WATERPROOFING IN TUB AND SHOWER SPACE IS 6'-0' A.F.F. MINIMUM. EACH FIXTURE SHALL BE 6. INTERCONNECTION OF VENTS TO BE COMPLETED IN FACTORY WHERE PRACTICAL. 1soLArmN VALVES DWELLING ISOLATION NnrvmuALLr VENTED VALVE SHALL BE ACCESSIBLE TO EACH WASHER DRAIN & VENT a �1 Ln 7. PLASTIC PIPE TO BE SUPPORTED EVERY 48' HORIZONTALLY AND VERTICALLY. TEMPERATURE & PRESSURE 6" MIN. L-1 RELIEF VALVE EACH FIXTURE SHALL BE EJ 8. OPEN VENT PIPES EXTEND THROUGH THE ROOF 6' MINIMUM, OR 6' ABOVE ANTICIPATED 3' MIN. VENT PENETRATION THROUGH ROOF INDIVIDUALLY VENTED SNOW ACCUMULATION, WHICHEVER IS GREATER. WATER FLOW MADE WATERTIGHT, SITE INSTALLEINO mx[o RerE E�anx 9. HORIZONTAL VENT PIPES FORMING BRANCH VENTS SHALL BE AT LEAST 6' ABOVE THE HOT WATER OUTLET PRACTICAL IN FACTORY TYPES OF SILL ANCHORS; 61 FLOOD LEVEL RIM OF THE HIGHEST FIXTURE SERVED. 12' MIN TO BRANCH PIP"BEG1'N'NI'NG a ar cwrco ro me.aoe 3' VENT MIN, v J 10. DWV MATERIAL TO BE PVC OF REDUCTION AT REDUABOVE ROOF 11. JOINTS AND CONNECTIONS IN THE DWV SYSTEM MUST BE GAS AND WATER TIGHT FOR THE ALT Iv2' VENT TO VENT WASHER Box CDLD WATER INLET TERMINAL FOR SINK & WASHER3' COUPLING INTENDED USE AND SHALL COMPLY WITH THE STATE / LOCAL BUILDING CODE. 1 1/23"x3'xl 1/2' TEE 12. ALL DRAIN LINES TO BE SLOPED 1/4' PER FOOT TO MAIN. PRESSURE RELIEF VALVE LOCATION r 1 13. JOINTS BETWEEN DIFFERENT MATERIALS SHALL BE MADE WITH A MECHANICAL JOINT HOSE BIBBS APPROVED FOR THE APPLICATION. EXTENDED TB AN OPEN DRAIN > W/ VACUUM V 14. HORIZONTAL TO VERTICAL CONNECTIONS TO BE MADE WITH A LONG TURN TEE. BREAK 15. HORICD ZONTAL TO HORIZONTAL AND VERTICAL TO HORIZONTAL DRAIN CHANGES IN DIRECTION 3' MAIN STACK VENT (l SHALL BE MADE BY THE APPROPRIATE USE OF SANITARY TEES, WYES, SWEEPS, BENDS OR A 2' FUTURE 2' VENT PROVIDED COMBINATION ALLOWED PER CODE. -VENT DPT, BACKOTO BACK M OPT. BACK TO BAC FOR FUTURE BSMT 3'-6' MAX FIXTURE USING WATER N USING WATER CLO. FLANGE I_ 16. THE MAXIMUM DISTANCE FROM THE FIXTURE OUTLET TO THE TRAP WEIR SHALL NOT COMMON VENT 1/z m LAUNDRY, STUBBED 4,x3, EXCEED 24' VERTICALLY AND 30' HORIZONTALLY, WASHER 3'-6' MAX COMMON VENTING THRU FLR, TAGGED 17. MAXIMUM DISTANCE OF A FIXTURE TRAP TO VENT ; 1 1/2'=6'-0', 2'=8'-0', 3'=12'-0' 5'-O'MAxI J a CAPPED J M II 18. HOSE BIBBS WITH A HOSE CONNECTION SHALL BE PROTECTED BY A VACUUM BREAKER. 1 3'-6' MAX. FLR l J J a 19. MAXIMUM FLOW RATES TO BE: SINKS AND LAVS.=2.2 GPM AT 60 PSI, SHOWERS=2.5 GPM AT KI i. SINK FLR \�c 3 COMBO WYE & 1/8' BEND \ 80 PSI, WATER CLOSET=1.6 GALLONS PER FLUSHING CYCLE 2' TUB/SHOWER \ (Br BUILDER) LD r, WATER CLB. LJ 20. SUPPLY LINES ARE TYPE 'L' COPPER OR CROSS-LINKED POLYETHYLENE (PEX). HOT WATER HEATER P N � 21. COPPER PIPE SHALL BE SUPPORTED EVERY 6'-0' HORIZONTALLY, 10'-0' VERTICALLY AND ( METAL FOR FUEL BURNING EATER > FLR _ FLR C/) AT EACH STORY HEIGHT. 1 1/2' DRAIN FROM DRAIN PAN STUB THRU TB BELDW FIRST FLBBR ( PROVIDED IN FACTORY > -FLOOR WASHER SUPPLY MAIN VENT, W.C. DRAIN AND VENT 22. ALL JOINTS IN COPPER P[PE TO BE SOLDERED WITH AN APPROVED FLUX, SOLDERED O4 3 m 12' ABOVE WHEN TANK IS ON FIRST C SECOND FLOOR CO. AT IST FLR ONE 3'm STACK PER LIVING UNIT MIN MECHANICALLY JOINED PER CODE REQUIREMENTS. 2' DRAIN & BELOW . LONG BEND SLOPE 1/4'/FT 23, PLASTIC PIPE SHALL NOT PENETRATE FIRE RATED ASSEMBLIES, METAL PIPE IS TO BE WATER HEATER DETAIL SIZE ACCORDING USED. SEE NOTE 32 TO FIXTURE LOAD TO HOUSE D2AIN �l 1/2'x3" INCREASE 24. JOINTS AROUND PLUMBING FIXTURES SHALL BE MADE WATERPROOF AT FLOORS, WALLS TYPICAL D W V SCHEMATIC AND COUNTERTOPS. NO FUEL BURNING WATER HEATERS IN OR OFF SLEEPING, BATH OR TOILET ROOMS. 45' EL V V O CL PROVIDE DOOR OR PANEL LARGE ENOUGH TO REPLACE WATER HEATER DO NOT PLACE ACCESS -1 1/2•m a U y 25. ONE FROST-FREE HOSE BIBB/SILL COCK TO BE SUPPLIED AND INSTALLED BY OTHERS IN THRU BEDROOM CLOSET. SPACE FOR WATER HEATER SHALL BE PROVIDED IN FACTORY FIELD. SEE NOTE 18 ABOVE INSTALLATION SHALL BE PROTECTED FROM FREEZING. r ^ Ln 26. VACUUM BREAKERS TO BE LOCATED A MINIMUM OF 4' ABOVE FINISHED FLOOR WHEN 1 1/2' SAN TEE FACTORY INSTALLED FIXTURES (I.E. CLOTHES WASHER). 1`2903 WATER SUPFLY SYSTEM DESIGN CRITERIA WATER SUPPLY AND WATER -WASTE /f- Q V 27. N/A P2603.2 DRILLING AND NOTCHING; WOOD-FRAMED STRUCTURAL MEMBERS SHALL NOT BE DISTRIBUTION SYST=MS SHALL BE SELECTED SUCH THAT UNDER CONDITIONS OF \I_ 28. WALL CONSTRUCTION FOR SHOWER RECEPTORS SHALL BE IN COMPLIANCE WITH ALL STATE DRILLED, NOTCHED, OR ALTERED IN ANY MANNER EXCEPT AS PROVIDED IN SECTIONS PEAK DEMAND, THE CAPACITIES AT THE POINT ❑F OUTLET DISHARGE SHALL NOT 11/20 kI AND LOCAL APPLICABLE CODES, R502.8, R602.5, R602.6, R802.7, AND R802.7.1. 29, ANY STRUCTURAL MEMBERS SUBJECT TO DRILLING, CUTTING OR NOTCHING SHALL BE IN BE LESS THAN STATED IN THIS SECTION. FLR INSTALL CLEANOUT ACCORDANCE WITH ALL STATE AND LOCAL APPLICABLE CODES. 1`2605 PIPING SUPPORT: PIPING SHALL BE SUPPORTED IN ACCORDANCE WITH THE AS SHOWN 30. PIPING SHALL BE FIRE STOPPED AS REQUIRED BY ALL STATE AND LOCAL APPLICABLE FOLLOWIN51 P2903,2 MAXIMUM F-OW AND WATER CONSUMPTION; CODES WITH MATERIAL EQUIVALENT TO CONSTRUCTION IN WHICH IT PENETRATES AND BE THE MAXIMUM WATER CONSUMPTION FLOW RATES AND QUANTITIES FOR PLUMBING KIT. SINK DRAIN & VENT SUITABLE TO THE PIPE MATERIAL 1. PIPING SHALL BE SUPPORTED TO ENSURE ALIGNMENT AND PREVENT SAGGING, AND EACH FIXTURE SHALL BE 31. FIRE STOPPING SHALL BE PROVIDED BEFORE IT IS COVERED DR CONCEALED. ALLOW MOVEMENT ASSOCIATED WITH THE EXPANSION AND CONTRACTION OF THE PIPING FIXTURES AND FIXTURE FITTINGS SHALL BE IN ACCORDANCE WITH TABLE 2903,2 INDIVIDUALLY VENTED J 32, WATER HEATERS SHALL BE INSTALLED ON-SITE PER ALL STATE AND LOCAL CODES, 33. ALL PLUMBING SHALL BE TESTED IN THE FACTORY AS DESCRIBED IN THE APEX HOMES SYSTEM. TABLE P2903.2 Q QUALITY ASSURANCE MANUAL. NO PLUMBING SHALL BE COVERED BEFORE TESTED. 2. PIPING IN THE GROUND SHALL BE LAID ON A FIRM BED FOR ITS ENTIRE LENGTH, MAXIMUM FLOW AND CONSUMPTION FOR PLUMBING FIXTURES AND FIXTURE FITTINGS(a). F- / 34. FIELD INSTALLED PIPING BETWEEN [ST AND 2ND FLOORS, AND ALL WORK DONE ON SITE EXCEPT WHERE SUPPORT IS OTHERWISE PROVIDED SHALL BE APPROVED BY THE LOCAL BUILDING OFFICIAL AND FIELD TESTED PER ALL STATE Z z AND LOCAL APPLICABLE BUILDING CODES. PLUMBING FIXTURE OR FIXTURE FITTING MAX. FLOW RATE OR QUANTITY 35, FACTORY INSTALLED FIXTURE DRAINS AND ALL OPEN PIPE SHALL BE PROTECTED OR 3, HANGERS AND ANCHORS SHALL BE OF SUFFICIENT STRENGTH TO MAINTAIN THEIR W CAPPED AND LABELED FOR TRANSPORT. PROPORTIONAL SHARE OF THE WEIGHT OF PIPE AND CONTENTS AND OF SUFFICIENT WIDTH 0 36, INACCESSIBLE TRAPS SHALL NOT HAVE UNIONS, CLEAN-OUTS DR SLIP JOINTS, TO PREVENT DISTORTION TO THE PIPE. HANGERS AND STRAPPING SHALL BE OF LAVATORY FAUCET 1.5 GPM AT 60 PSI LEI O ACCESSIBLE TRAPS ONLY SHALL BE REMOVABLE WITH UNION IN TRAP SEAL OR HAVE APPROVED MATERIAL THAT WILL NOT PROMOTE GALVANIC ACTION. RIGID SUPPORT SWAY U N CLEAN-OUT OPENING THE SAME SIZE AS THE TRAP. BRACING SHALL BE PROVIDED AT CHANGES IN DIRECTION GREATER THAN 45 DEGREES SHOWER HEAD(a) 2.0 GPM AT 80 PSI `V 37. WATER CLOSETS SHALL HAVE FLUSHING DEVICES AND FIXTURES AS REQUIRED PER ALL (0.79 RAD) FOR PIPE SIZES 4 INCHES AND LARGER. STATE AND LOCAL APPLICABLE BUILDING CODES. SINK FAUCET 2.2 GPM AT 60 PSI O z Q Ln 38, THE POTABLE WATER SYSTEM SHALL BE FIELD DISINFECTED AS PER ALL STATE AND 4. PIPING SHALL BE SUPPORTED AT DISTANCES NOT TO EXCEED THOSE INDICATED IN Q H LOCAL APPLICABLE BUILDING CODES. TABLE P2605.1 OR MSS SP-69 �- 0 39, CONCEALED PIPING IN UNHEATED AREAS, INCLUDING OUTSIDE WALLS, SHALL BE WATER CLOSET 1.28 GALLONS PER FLUSHING CYCLE PROTECTED AGAINST FREEZING. PIPING SHALL BE KEPT OUT OF UNHEATED AREAS WHENEVER P2706.1 WASTE RECEPTORS EVERY WASTE RECEPTOR SHALL BE OF AN APPROVED TYPE. POSSIBLE. PLUMBING FIXTURES OR OTHER RECEPTORS RECEIVING THE DISCHARGE OF INDIRECT <E Q LL 40. HOSE SPRAYER (IF SUPPLIED) FOR TUB/SHOWER SHALL HAVE A DIVERTER THAT WASTE PIPES SHALL BE SHAPED AND HAVE A CAPACITY TO PREVENT SPLASHING OR (A) CONSUMPTION TOLERENCES SHALL BE DETERMINED FROM REFERENCED STANDARDS PROVIDES A VACUUM BREAKER (I.E. BATH SPOUT DIVERTER) OR SHALL BE PROVIDED WITH A FLOODING AND SHALL BE READILY ACCESSIBLE FOR INSPECTION AND CLEANING. WASTE (B) THE FLUSH VOLUME FOR A DUAL-FLUSH WATER CLOSET IS DEFINED AS THE N LL VACUUM BREAKER. RECEPTORS AND STANDPIPES SHALL BE TRAPPED AND VENTED AND SHALL CONNECT TO COMPOSITE, AVERAGE FLUSH VOLUME OF TWO REDUCED FLUSHES AND ONE FULL FLUSH oj m 41. IST FLOOR FIXTURES SHALL CONNECT INTO HORIZONTAL BUILDING DRAIN MORE THAN R PIPE THE BUILDING DRAINAGE SYSTEM. A REMOVABLE STRAINER OR BASKET SHALL COVER THE R306,3 SEWAGE DISPOSAL; ALL PLUMBING FIXTURES SHALL BE CONNECTED TO A STACK.DIAMETERS DOWNSTREAM OF A STACK BASE AND WILL NOT CONNECT INTO A 2ND FLOOR DRAIN WASTE OUTLET OF WASTE RECEPTORS. WASTE RECEPTORS SHALL BE INSTALLED IN SANITARY SEWER OR TO AN APPROVED PRIVATE SEWAGE DISPOSAL SYSTEM ti N 42. ONE PIECE FIBERGLASS TUB/SHOWER UNITS OR ONSITE TILED WALLS TO BE FACTORY VENTILATED SPACES. WASTE RECEPTORS SHALL NOT BE INSTALLED IN BATHROOMS OR IN INSTALLED OVER A MOISTURE RESISTANT GYPSUM 6'-0' MINIMUM HIGH. ANY INACCESSIBLE OR UNVENTILATED SPACE SUCH AS A CLOSET. READY ACCESS HALL P3005.2 CLEANOUTSi PLUMBING CLEANOUT$ TO CONFORM TO THIS SECTION. q Ln 43. BASEMENT HOBE PROVIDED TO WASTE RECEPTORS. ME MODELS SHALL BE PROVIDED WITH A 2' VENT STUBBED BELOW THE IST ou FLOOR, CAPPED AND LABELED BY APEX HOMES. 44. BATHTUBS INCLUDING GARDEN OR HOT TUBS OR WHIRLPOOLS SHALL HAVE A 1 1/2' P2803.2 TEMPERATURE CONTROL: WHERE A COMBINATIDNAL WATER HEATER-SPACE HEATING CHAPTER 31 VENTS VENT SYSTEMS TO COMPLY WITH THIS SECTION, SECTION MINIMUM OVERFLOW PROVIDED. SYSTEM REQUIRED WATER FOR SPAC HEATING AT TEMPERATURES EXCEEDING 140% A GOVERNS THE SELECTION AND INSTALLATION OF PIPING, TUBING, AND FITTINGS 45. HEAT TRAPS SHALL BE INCLUDED FOR DOMESTIC WATER HEATING SYSTEMS. MASTER THERMOSTATIC MIXING VALVE COMPLYING WITH ASSE 1017 SHALL BE INSTALLED FOR VENT SYSTEMS 46. EACH LENGTH OF PIPE AND FITTING, TRAP, FIXTURE, MATERIAL AND DEVICE IN A TO TEMPER THE WATER TO A TEMPERATURES OF 140'F DR LESS FOR DOMESTIC USES. PLUMBING SYSTEM TO BEAR THE IDENTIFICATION OF THE MANUFACTURER. P3103.2 FROST CLOSURE: EVERY VENT EXTENSION THROUGH A ROOF OR WALL W 8306.4 WATER SUPPLY FIXTURES: ALL PLUMBING FIXTURES SHALL BE CONNECTED TO SHALL BE A MINIMUM OF 3 INCHES IN DIAMETER. ANY INCREASE IN THE SIZE 1. PVC PLASTIC PIPE - SCHEDULE 40 OR 80, ASTM D 1785 AN APPROVED WATER SUPPLY. KITCHEN SINKS, LAVATORIES, BATHTUBS, SHOWERS, 2. PVC PLASTIC PIPE FITTINGS - SCHEDULE 40, ASTM D 2466 BIDETS, LAUNDRY TUBS AND WASHING MACHINE OUTLETS SHALL BE PROVIDED WITH HOT OF THE VENT SHALL BE MADE INSIDE THE STRUCTURE A MINIMUM OF 1 FOOT ( ) 0 Uo pq Q Q I 3. PVC SOLVENT CEMENT - ASTM D 2564 AND COLD WATER. BELOW THE ROOF, :E: Y z Y 4. ABS PIPE - SCHEDULE 40 OR 80, ASTM D 1527 5. ABS SOLVENT CEMENT - ASTM D 2235 P3112 ISLAND FIXTURE VENTING: KITCHEN SINK WITH DISHWASHER WASTE CONNECTION TO P31033 FLASHING AND SEALING THE JUNCTURE OF EACH VENT PIPE WITH THE Ix 6. SOLDER - ASTM B 828 BE VENTED IN ACCORDANCE WITH THIS SECTION ROOF LINE SHALL 3E MADE WATER TIGHT BY AN APPROVED FLASHING. VENT q 7. RELIEF VALVE - ANSI Z 21.22 EXTENSIONS IN WALLS AND SOFFITS SHALL BE MADE WEATHER TIGHT BY 9. CROSS-LINKED POLYETHYLENE (PEX) PLASTIC TUBING - ASTM F 877 P3113 SIZE OF VENTING SYSTEM; VENT SIZING TO COMPLY WITH THIS SECTION CAULKING. 8. COPPER DRAINAGE TUBING - ASTM B 306 10. GEL COATED GLASS - FIBER REINFORCED POLYESTER RESIN SHOWER, SHOWER P3114 AIR ADMITTANCE VALVES; AIR ADMITTANCE VALVES INSTALLED AS PER CU CU (1J (U (LJ THIS SECTION. P3109 WET VENTIN;; N/A FOR THIS HOUSE. \ (U Cu (U M CU 11. PLASTIC TUBS - ANSI Z124.1 12. STAINLESS STEEL FIXTURES - ASME A112.19.3M P3201 FIXTURE TRAPS FIXTURE TRAPS SHALL COMPY WITH THIS SECTION. TRAPS SHALL P3109 WASTE VENT: WASTE LINE VENTING TO CONFORM WITH THIS SECTION CD (y) C7 O O I BE OF A STANDARD DESIGN, SMOOTH UNIFORM INTERNAL WATERWAYS, BE SELF CLEANING, CU (U 13. VITREOUS CHINA FIXTURES - ASME A112.19.2M \ \ \ AND NOT HAVE INTERIOR PARTITIONS EXCEPT WHERE INTEGRAL WITH THE FIXTURE. Q \ \ \ 14. FORMED METAL PORCELAIN FIXTURES - ASME A112.19.4M 1`3110 CIRCUIT VENTING A MAXIMUM OF EIGHT FIXTURES CONNECTED TO A � (1.J � (Y) M � 15. ENAMELED CAST IRON FIXTURES - ASME A112.19,1M HORIZONTAL BRANCH DRAIN SHALL BE PERMITTED TO BE CIRCUIT VENTED 16. MATERIALS, FIXTURES AND EQUIPMENT SHALL BE IN COMPLAINCE WITH ALL STATE AND P3111 COMBINATION WASTE AND VENT SYSTEMS N/A FOR THIS HOUSE, J J Q Q W L,J W J z > f) C5 J D-/ 0/_ Q L� LJ n Z I I n > > W W W Q IT IS A VIOLATION OF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED C1 oo� PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT, IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. O TO THE BEST OF MY KNOWLEDGE, BELIEF AND PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE V BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE 2020 RESIDENTIAL CODE OF NYS w IN M I HIKL1 rAn I Y JLAL LU,A I LIN ; ENGINEER: �1 Q 2EVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 0 Q OF Fw J . To ONS obi � qo F� )FS CORPORATION 4181 ' SB RG,PAOAD SUITE 2 B117 CENTRAL LO❑ FESSl4'�' 07/14/22 QN - 17578 / JN - 72494 / NY Ln co r — — — — — — — — — 1. PIPING SUPPORT: DWV 4'-0' ❑.C. VER, / 3'-0' D.C. H❑R. 1 ALL DWV & SUPPLY LINES 2, TEMPERATURE LIMITING DEVICE TO BE INSTALLED ❑N ALL LAVATORIES, 0 Ln BELOW THE FLOOR SHOWN ARE TUBS AND SHOWERS. 3. EACH FIXTURE SUPPLY RISER FITTED WITH SHUTOFF VALVE W -4 I TO BE SIZED BY THE ON-SITE 4. WATER LINE SIZED BASED ON 30 PSI AND 80' MAX DEVELOPED LENGTH CONTRACTOR & APPROVED BY 5. USE REMOVABLE TRAPS UNDER ALL SINKS TO SERVE AS CLEANOUTS THE LOCAL BUILDING I 6. ALL SUPPLY AND DRAIN LINES BELOW THE FLOOR ARE SUPPLIED AND INSPECTOR. tNSTALLED ON SITE BY OTHERS Q CLI L _ _ _ _ _ _ _ _ _ _j 8. WATER HEATER PROVIDED AND INSTALLED DN-SITE BY OTHERS, WATER H HEATER DISCHARGE SHALL BE IN A NON-HAZARDOUS L❑CATION Z DWV PLUMBING LAYOUT —I 3' RADON VENT 3' VENT O THROUGH THROUGH r l INDICATES DRAIN /\ RODF ROOF / — — — — INDICATES VENT / \ INDICATES DWV PLUMBING ON-SITE BY OTHERS \ IQ / I \ I Li o SHOWER /_3/4' WC \ / D co I7 3/4 \ / / \ 3/4 1/2' u \ D ' LD V SHOWER LAV / /i/2' I / l� WC NII / V / m I1/2' 1/2' / / 3/4' \ LAV I LAV I / I / LAV / \ X3/4' ti � L� w I �'' / I°u al 1/2' / / SUPPLIES �3/4' \!\ U / TO IST FIR 3/4' \ �" q Ln N � Lo J I I WC 3/4' q / { cu WASHER YLAV WASHER / 3/4' \ \ N a I Ir v2.v2' / TUB 1/2' / WC /2' n WC TUB/SHOWER I I/2' / / �— 2' VENT T❑ 2ND FLR 2 �. ` 3/4' / 1/2' / Q \ \ N LAV \�3/4SINK/DISHWASHER LAV rNl 3/4' \\ I 1/2' �I 1/2' / 1 [] NI I 1/2'�I / W U 3/4' YI/ U N :E: I I � LAV, COLD WATER SUPPLY \�� O Q H q Ln til – HOT WATER SUPPLY 3/4' CYC we 3/4' / ICE MAKER < Q LL KITCHEN /` 3/4' M \ SINK 1• / I i & D/W / CU q / N // SUPPLIES q / / J TO 2ND FLR ai WF7 / H Z / // I C/)N i o / \ JLL I U (� v z Q I I / w � LJ <1 :E: :E: " y �Nz ¢ W / aw q QIw w � cu cv cU cu cv 3 3 o M ( ) o o h I I OJ cU 3. \ \ T❑ o Q (U (U \ �D MAIN M SEWER H H J J J J Q Q z > w i 0- H I I Cl— > > > CL. w � Q IT IS A VIOLATION Ow LdF ARTICLE 145 OF THE NEW YORK STATE EDUCATION LAW FOR ANY PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED (Y PROFESSIONAL ENGINEER, TO ALTER THE DRAWINGS IN ANY WAY TO CHANGE THE STRUCTURAL DESIGN OR INTENT. IF A DRAWING BEARING THE SEAL OF AN ENGINEER IS ALTERED, THE ALTERING ENGINEER SHALL AFFIX HIS SEAL TO THE DRAWING WITH A NOTATION ALTERED BY FOLLOWED BY HIS SIGNATURE, THE DATE OF SUCH ALTERATION, AND A SPECIFIC DESCRIPTION OF THE ALTERATION. Is Z TO THE BEST OF MY KNOWLEDGE, BELIEF AND V PROFESSIONAL JUDGEMENT, THESE DOCUMENTS HAVE BEEN REVIEWED AND ARE IN COMPLIANCE WITH THE w y 2020 RESIDENTIAL CODE OF NYS HIND r'ANiY SEAL LULAiluN ENGINEER: Q <EVIEWED FOR CODE COMPLIANCE ERIC TOMPOS, ICC-NTA 305 N OAKLAND AVE NAPPANEE,IN 46550 0 Q �P \G J . Tp�A ob 3FS CORPORATION 04181117 CENTRAL BLOO SBURG,PAOAD SUITE 2 FE`S`Sl �07114122