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HomeMy WebLinkAbout43017-Z �o�Oc,�FFt)j�co Town of Southold 9/24/2020 P.O.Box 1179 53095 Main Rd Gy?j0- �ao�jf Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 41464 Date: 9/24/2020 THIS CERTIFIES that the building SINGLE FAMILY DWELLING Location of Property: 1965 Mulberry St, Cutchogue SCTM#: 473889 Sec/Block/Lot: 83.-2-12.1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 8/27/2018 pursuant to which Building Permit No. 43017 dated 9/7/2018 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: single-family dwelling with second floor covered porch and attached two car garage as applied for. (Modular) The certificate is issued to Baumrind, S of the aforesaid,building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL R10-17-0217 7/20/2020 ELECTRICAL CERTIFICATE NO. 43017 9/16/2020 PLUMBERS CERTIFICATION DATED 2/24/2020 1 I nd Mech cal - Nk, ut d Signature �uFFQ K ��o�p cow Town of Southold 9/24/2020 0 P.O.Box 1179 53095 Main Rd Southold,New York 11971 CERTIFICATE OF OCCUPANCY No: 41465 Date: 9/24/2020 THIS CERTIFIES that the building IN GROUND POOL Location of Property: 1965 Mulberry St, Cutchogue SCTM#: 473889 Sec/Block/Lot: 83.-2-12.1 Subdivision: Filed Map No. Lot No. conforms substantially to the Application for Building Permit heretofore filed in this office dated 8/27/2018 pursuant to which Building Permit No. 43017 dated 9/7/2018 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is: accessory in ground swimming pool fenced to code. The certificate is issued to Baumrind, S of the aforesaid building. SUFFOLK COUNTY DEPARTMENT OF HEALTH APPROVAL ELECTRICAL CERTIFICATE NO. 43017 9/16/2020 PLUMBERS CERTIFICATION DATED C707 rature o��uFFo��cp TOWN OF SOUTHOLD BUILDING DEPARTMENT y a ' TOWN CLERK'S OFFICE o . 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#: 43017 Date: 9/7/2018 Permission is hereby granted to: Baumrind, S 182 Amity St#1 B Brooklyn, NY 11201 To: construct single-family dwelling with in-ground swimming pool addition as applied for per SCHD approval. Two COs required. At premises located at: 1965 Mulberry St, Cutchogue SCTM # 473889 Sec/Block/Lot# 83.-2-12.1 Pursuant to application dated 8/27/2018 and approved by the Building Inspector. To expire on 3/8/2020. Fees: SINGLE FAMILY DWELLING -ADDITION OR ALTERATION $2,749.60 CO -NEW DWELLING $50.00 SWIMMING POOLS -IN-GROUND WITH FENCE ENCLOSURE $250.00 CO ->kVIMMING POOL $50.00 Total: $3,099.60 ding Inspector Form No.6 TOWN OF SOUTHOLD BUILDING DEPARTMENT TOWN HALL 765-1802 APPLICATION FOR CERTIFICATE OF OCCUPANCY This application must be filled in by typewriter or ink and submitted to the Building Department with the following: A. For new building or new use: 1. Final survey of property with accurate location of all buildings,property lines, streets,and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal-(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1%lead. 5. Commercial building, industrial building,multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. B. For existing buildings(prior to April 9, 1957) non-conforming uses, or buildings and"pre-existing" land uses: 1. Accurate survey of property showing all property lines,streets, building and unusual natural or topographic features. 2. A properly completed application and consent to inspect signed by the applicant. If a Certificate of Occupancy is denied,the Building Inspector shall state the reasons therefor in writing to the applicant. C. Fees 1. Certificate of Occupancy-New dwelling$50.00,Additions to dwelling$50.00,Alterations to dwelling$50.00, Swimming pool$50.00,Accessory building$50.00,Additions to accessory building$50.00,Businesses$50.00. 2. Certificate of Occupancy on Pre-existing Building- $100.00 3. Copy of Certificate of Occupancy-$.25 4. Updated Certificate of Occupancy- $50.00 5. Temporary Certificate of Occupancy-Residential$15.00,Commercial$15.00 New Construction: Date. g 1 v Old or Pre-existin Buildin check one g g ( ) Location of Property: 1016 /A v 1berrl. S}ree r Cfe-K0W!-e- House No. Street Hamlet Owner or Owners of Property: )Z-et/%n Q2ec--fAo n a,& Al erw-ek r-N 16 Suffolk County Tax Map No 1000, Section Block D 2 Lot (Z. Subdivision Filed Map. Lot: ma et -nn Permit No. Date of Permit. Applicant: �rtclN w q �oP LI-C. Health Dept.Approval: Underwriters Approval: Planning Board Approval: Request for: Temporary Certificate Final Certificate: (check one) Fee Submitted:$ Applica t Signature o��vFFo�,r�oTOWN OF SOUTHOLD BUILDING DEPARTMENT W X TOWN CLERK'S OFFICE 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#: 43017 Date: 9/7/2018 Permission is hereby granted to: Baumrind, S 182 Amity St#1 B Brooklyn, NY 11201 To: construct single-family dwelling with in-ground swimming pool addition as applied for per SCHD approval. Two COs required. At premises located at: 1965 Mulberry St, Cutchogue Nva Poo( OA15 6,koi,nq-e_d SCTM # 473889 -D OLrN o,-cc- t'jD d'e-d< bon�'�S'�tc� d Sec/Block/Lot# 83.-2-12.1 Pursuant to application dated 8/27/2018 and approved by the Building Inspector. To expire on 3/8/2020. Fees: SINGLE FAMILY DWELLING-ADDITION OR ALTERATION $2,749.60 CO -NEW DWELLING $50.00 SWIMMING POOLS -IN-GROUND WITH FENCE ENCLOSURE $250.00 N ING POOL $50.00 Total: $3,099.60 uilding Inspector ®��oF so�Py®� Town Hall Annex ® Telephone(631)765-1802 54375 Main Road Fax(631)765-9502 P.O.Box 1179 Southold,NY 11971-0959 ® �®Q sean.devlin(a)-town.southold.ny.us Caw, BUILDING DEPARTMENT TOWN OF SOUTHOLD CERTIFICATE OF ELECTRICAL COMPLIANCE SITE LOCATION Issued To: Baumrind, S Address: 1965 Mulberry St city,Cutchogue st: NY zip: 11935 Building Permit#: 43017 Section. $3 Block- 2 Lot- 12.1 WAS EXAMINED AND FOUND TO BE IN COMPLIANCE WITH THE NATIONAL ELECTRIC CODE Contractor: DBA: Suffolk Maitenance Service License No: 52739ME SITE DETAILS Office Use Only Residential X Indoor X Basement X Service X Commerical Outdoor X 1st Floor X Pool X New X Renovation 2nd Floor Hot Tub Addition Survey X Attic Garage X INVENTORY Service 1 ph Heat Duplec Recpt Ceiling Fixtures Bath Exhaust Fan Service 3 ph Hot Water GFCI Recpt 5 Wall Fixtures Smoke Detectors Main Panel A/C Condenser 2 Single Recpt Recessed Fixtures CO2 Detectors Sub Panel 40A A/C Blower 2 Range Recpt Ceiling Fan Combo Smoke/CO Transformer UC Lights Dryer Recpt Emergency Fixtures Time Clocks 1 Disconnect Switches 3 4'LED Exit Fixtures Pump 1 Other Equipment: 50A Steam Shower, 40 Circuit Panel- 26 ARC Fault Breakers, Intermatic Pool Panel, Salt Generator, Pool Heater, Pump on 220 GFCI Breaker Notes, Modular Service and Pool Inspector Signature: r ( Date: September 16, 2020 S.Devlin-Cert Electrical Compliance Form.xls pF SOpT'�o� � o Town,Hall Annex Telephone(631)765-1802 54375'Main Road Fax(631)765-9502 P.O.Box 1179 • Southold,NY 11971-0959 BUILDING DEPARTMENT TOWN OF SOUTHOLD MAR 1 6 2020 CERTIFICATION Date- Building Permit No. Owner: 1-t l.Qzkand rn baorn r)n 0 (Please print) ^� Plumber: kw flknian c!? SC-CV ICGZ.C_() -P (Please print) I certify that the solder used in the water supply system conta' s Iess than 2/10 of I% lead. Fro C�,�� f (P mbe Signature) Swornto before me this day of, , 20—It DANIELLE M DEMARCO Notary Public•State of New York NO.01DE6077424 Qualified in Suffolk County 1 My Commission Expires Nov 3,2022 Notary.Public, Cdunty W map souryOlo TOWN OF SOUTHOLD BUILDING DEPT. cou765-1602 INSPECT-ION [%4/FOUNDATION 1ST A& [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: i;oj 91 Yv✓.\ ll't, A✓ d -PM ov n o>/ rk �4 r a s Y �► qA" DATE INSPECTOR Of SOUTh°{o # TOWN OF SOUTHOLD BUILDING DEPT. 765-1802 - INSPECTION- - I ] F UNDATION 1ST [ ] ROUGH PLRG. [ FOUNDATION 2ND [ ] INSULATION [ ] FRAMING /STRAPPING [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING .� - -11 - REMARKS: Obi ©n W ?mull, DATE INSPECTOR OE SOUTyolo # # TOWN OF SOUTHOLD BUILDING DEPT. `ycourm,��' 765-1802 - -1 N-SPEC T [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] F UNDATION 2ND [ ] INSULATION [ FRAMING /STRAPPING y [ ] FINAL [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] CAULKING REMARKS: lrv,/ DATE INSPECTOR Fir % - log; %fS10) L4120 1 -7 5- M s3 TOWN-.OF SOUTHOLD BUILDING DEPT. 765-1802 a_ INSPECTION [ ] FOUNDATION 1ST [ . ] 'ROUGH PLBG. [ ] FOUNDATION 2ND = [ ] :INSULATION/CAULKING [ ] FRAMING/STRAPPING [ ] FINAL [ ] -FIREPLACE &CHIMNEY [ ] FIRE SAFETYzINSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) ELECTRICAL (FINAL) j �l�i [ ] CODE VIOLATION [ ] PRE C/O REMARKS: -0-coun-d Vkj . ab A DATE /7-0 INSPECTOR .�= #�UF SOUIy�# Ll 120 11 q-bS M v L f�"" y TOWN OF SOUTHOLD BUILDING DEFT. 765-1802 I NSPECTION [ ] 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 REMARKS: C; ZoCoo' DATE INSPECTOR L150 o�pF SOU,yO # # TOWN OF SOUTHOLD BUILDING DEPT. — co 765-1802 INSPECTION- ` = [ ]' FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION 2ND [' ]/INSULATION/CAULDKING [ ] FRAMING /STRAPPING [VJ FINAL Wb [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION f ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ` ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O REMARKS: ti LVIV4 eu Loll ! (A t l( 0►1 V/-(((- L bow • I h K �v _ v JA Lk- Ur- DATE ✓� INSPECTOR �O��OF SOUlyOlo /'] ( 1 Vkc # # TOW! N OI11IF SOUTHOLD BUILDI T. 765-1802 INSPECTION [ ] FOUNDATION 1 ST [ ] 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 OO REMARKS: DATE INSPECTOR *qf SO # TOWN-OF SOUTHOLD BUILDING DEPT. Comm, 765-1802 INSP=ECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ .] FOUNDATION 2ND [ ] NSULATIOWCApU [ ] FRAMING /STRAPPING [ ] FINAL 10 [ ] FIREPLACE & CHIMNEY [ ] FIRE SAFETY INSPECTION [ ] FIRE RESISTANT CONSTRUCTION [ ] FIRE RESISTANT PENETRATION [ ] ELECTRICAL (ROUGH) [ ] ELECTRICAL (FINAL) [ ] CODE VIOLATION [ ] PRE C/O REMARKS: 1 iG co& IM r DATE INSPECTOR q/y3 �'w � FL M 0 D E R N GRFENH)lAAC� To Whom it May Concern, This letter is to certify that the closed cell insulation in the basement of 1965 Mulberry Street, Cutchogue, was coated with a DC315 thermal barrier paint to satisfy the fire code. Thank you, NIS ©til- A Iq— . Modern Green Home CHIT�ecT Off` CD O , &7-ATE O'� PO Box 2007 Bridgehampton,NY 11932 (P)631 899 4225(F)631899 4226 Hampton Home Performance (631) 594-7101 Air Leakage Test Report In compliance with ASTM E-779-10 (2019) PO Box 866 -Bridwhampton, NY 11932 Building Address: 1965 MULBERRY STREET CUTCHHOGUE, SUFFOLK NY USA 11935 Performed for: Performed by: Peter Vargo Test date: 2020-02-21 Associated Test file: ASTM2019 2020-02-23 1109 Mulberry St Report Number: Unique Property ID Number: Page 1 of 9 3/21/2020 Summary SINGLE FAMILY • ec FanTestic version: 5.11.70 licensed to: Nu-Tech Energy Solutions Test date: 2020-02-21 By: Peter Vargo Customer: Building Lot Number: Building address: 1965 MULBERRY STREET CUTCHHOGUE,SUFFOLK NY USA 11935 Building and Test Information Test file name: ASTM2019 2020-02-231109 Mulberry St Building volume [cu ft]: 60,790 Envelope Area [sq ft]: 24,316 Floor Area [sq ft]: 6,079 Building Height(from ground to top) [ft]: 4 Results CFM at 50 Pa: 19 Leakage Area (EgLA) [sq in]: 5.0 Leakage Area (EfLA) [sq in]: 118.5 Air Changes per hour ACH50: 1.93 Compliance: PASS NYECCC 2016 <=3.0v, Page 2 of 9 3/21/2020 Assumptions and warnings Building Information SINGLE FAMILY Building Measurements Building Volume [cu ft]: 60,790 Envelope Area (AE) [sq ft]: 24,316 (defined as the area of external walls plus the area of the roof and ground floor.) Net Floor Area (Ar) [sq ft]: 6,079 Building Height(from ground to top) [ft]: 4 Heating/Ventilation System HVAC Systems Present: Pictures � l t Page 3 of 9 3/21/2020 Test Methods All intentional openings were set to the operating condition expected during occupancy. Discussion of R( suRts ]Leakage rate The measured air flow at a test pressure of 50 Pa was 1953.5 CFM which equates to an equivalent leakage area of 215.0 sq in, based on adding up the leakage from all the holes and cracks in the exterior. This leakage also equates to a one inch gap, 17.9 feet long. Your home leaks as if there is one hole this size in the wall. Air leakage in your ducts to the outdoors was not measured in this test but can greatly increase the above loss rate and can also cause air quality problems. Repairing this type of duct leakage should be the first priority. Safety concerns Your home may already be suffering from air quality problems due to pollutant sources. A proper whole house diagnostic routine by a certified tester will go a long way to identifying solutions. Whenever changes are made to house and duct leakage,a thorough evaluation of the"house as a system"will optimize comfort, energy and air quality while ensuring a higher degree of safety and protecting the integrity of the structure of your home. Ventilation The air in your home will be replaced with outdoor air every 31.12 minutes on average. That is about 1.93 air changes each hour. This air change rate will provide annual per person ventilation of f EstimatedAnnua[Ventilation CFM PerPerson] CFM of fresh air each hour which is sufficient. According to the ASHRAE standard 62.2,your home does not require any additional ventilation even when windows and doors are closed. Bringing in air from a clean outdoor location and removing stale indoor air from kitchens, bathrooms and other locations may still be important in order to improve air quality. If air sealing work is undertaken,the air leakage rate must be re- measured to determine ventilation requirements based on the new leakage rate. Combined 'Fest Data (Tested in one direction only) Results Uncertainty Air floww, [CFM at 50] 1953.5 +/-7.2% Air change rate at 50 Pa [/h] 1.93 +/-7.2% Flow per unit floor area at 50 0.321 +/-7.2% [CFM/sq ft] Flow per unit envelope area at 50 0.080 +/-7.2% [CFM/sq ft] Equivalent leakage area at 10 Pa 215.0 +/-10.4% [sq in] LBL Effective leakage area at 4 Pa 118.5 +/-19.2% [sq in] LEED Permeability at 4 Pa [sq in/ 0.4865 +/-19.2% 100 sq ft] Page 4 of 9 3/21/2020 Air Leakage Test Data Appendix® SINGLE FAMILY Depressurize Data Set Test Dataset Date: 2020-02-21 Start time: 15:23:27 Environmental Conditions Wind speed: 4 from the Operator Location: Inside the building Initial Bias Pressure: -3.69 Pa Final Bias Pressure: -3.01 Pa Average Bias Pressure: -3.35 Pa Initial Temperature: indoors:68°F outdoors: 25°F Final Temperature: indoors:68°F outdoors: 25'F Test Analysis Results Uncertainty Height x Temperature difference: 172 ft OF Air leakage coefficient,C: 178 CFM/Pa" +/-33.73 Exponent, n: 0.612 +/-13.9985 Correlation coefficient, r: 0.98083 Air flower: 1953.5 CFM at 50 Pa +/-7.2 Air change rate,ACH: 1.928 air changes per hour at 50 Pa +/-7.2 Flow per unit floor area: 0.3214 CFM per sq ft +/-7.2 Flow per unit envelope area: 0.080 CFM per sq ft +/-7.2 Equivalent leakage area at 10 Pa [sq 214.8 +/-10.4 in] Effective leakage area at 4 Pa [sq in] 118.3 +/-19.2 LEED Permeability at 4 Pa [sq in/100 sq 0.4866 +/-19.2 ft] Measu -59.3 -54.5 -69.9 -46.9 -39.9 -38.7 -33.2 -27.7 -24.5 -19.4 -14.7 -11.7 red pressu re [Pa] Induce -55.9 -51.2 -66.5 -43.6 -36.5 -35.3 -29.9 -24.4 -21.1 -16.1 -11.3 -8.4 d Pressu re [Pa] #1, Fan 167.1 160.8 142.4 131.6 102.9 96.1 78.5 67.1 54.0 36.7 26.6 Range Press B ure [Pa] Flow 2261 2217 2087 2006 1774 1714 1550 1433 1285 1059 901.5 [CFM] #1, Fan 57.7 Range Press Page 5 of 9 3/21/2020 C8 ure [Pa] Flow 604.7 [CFM] Total 2260. 2217. 2086. 2005. 1774. 1714. 1549. 1432. 1285. 1059. 901.5 604.6 Flow 54 31 91 90 29 42 54 58 16 35 25 64 [CFM] Correc 2075. 2035. 1915. 1841. 1628. 1573. 1422. 1315. 1179. 972.5 827.6 555.1 ted 2 6 8 5 9 9 5 2 8 2 2 1 Flow [CFM] Error 0.9% 4.5% - 4.2% 2.8% 1.3% 1.4% 6.2% 4.0% 1.3% 6.9% - N 16.3 13.8 12 induced pressures each taken for 20 of the required 20 seconds. 12 baseline pressures each taken for 10 of required 10 seconds. Average Baseline,AP: -3.35 Pa Static Pressure Averages: Average Baseline [Pa] AP-3.35 initial [Pa] AP01-3.69 AP01--3.69 8P01+0.00 final [Pa] AP02-3.01 AP02--3.01 AP02+0.00 Baseline,initial -3.46 -3.28 -2.88 -3.09 -2.96 -3.29 -3.57 -3.60 -5.98 -3.22 -4.29 -4.66 [Pa] Baseline,final -3.95 -3.04 -2.81 -2.44 -2.37 -2.61 -3.10 -3.22 -2.82 -2.97 -4.02 -2.75 [Pa] Page 6 of 9 3/21/2020 Flow vs Induced Pressure(Depressurize get) 10000 1 i 1 I 1 Depressurize r=0.98083 G�{ 0 1000- 100 000 100 1 10 100 1000 (Log)Pressure(Pa) Building Gauge Pressure (Depressurize Set) 50 i_ I { V I I I -50 �' -150 � I I I •,' I i i I ; I I i i I 1 1 v h i l i i I -2W -250--- -340 -350-1 f � - ,' � ; I llif � l ; i ( �' fl I ! II II � Ij 0 100 200 300 400 500 Time Page 7 of 9 3/21/2020 Fest Equipment The following test equipment was used in the performance of the air leakage tests. Fan Fan serial Fan location Gauge Gauge Gauge Calibration serial #1 Retrotec 1000 DM32 401288 Fain Calibration Certificate Retrotec 10000 Retrotec 1000 Fan last calibrated: (Flow Equation Parameters - Bi) . Published Flow Equation Parameters,Round 61. CFM Range n K K1 K2 K3 K4 MF Open(22) 0.5214 519.6183 -0.07 0.8 -0.115 1 8.6 A 0.503 264.9959 -0.075 1 0 1 12 B 0.5 174.8824 0 0.3 0 1 10 C8 0.5 78.5 -0.02 0.5 0.016 1 10 C6 0.505 61.3 0.054 0.5 0.004 1 10 C4 0.5077 42 0.009 0.5 0.0009 1 10 C2 0.52 22 0.11 0.5 -0.001 1 10 C1 0.541 11.9239 0.13 0.4 -0.0014 1 10 L4 0.48 4.0995 0.003 1 0.0004 1 10 L2 0.502 2.0678 0 0.5 0.0001 1 10 L1 0.4925 1.1614 0.1 0.5 0.0001 1 10 Fan Pressure(FP)is the measured fan pressure when using a self-referenced fan or when Room Pressure(RP)is negative. If using a fan which is not self-referenced, and Room Pressure is positive, Fan Pressure is calculated by subtracting the measured Room Pressure from the Absolute Value of the Fan Pressure. If PrA>0 and fan is not self-referencing: FP= PrB I-PrA If PrA<0 or fan is self-referencing: FP=PrB Page 8 of 9 3/21/2020 Flow calculations are not valid it Fan Pressure is less than either MF or(K2 x I RP ). Flow in CFM using the above coefficients is calculated as follows for standard Ranges: flow= (FP —(IRPI x K1))N+ (K+ (K3 x FP)) Page 9 of 9 3/21/2020 REWRate - Residential Energy Analysis and Rating Software v15.7 e ' York Compliance Certificate Project Title: Reardon Residence Proiected Rating: Based on Plans - Field Confirmation Required. Report Date 2018-08-12 Data Filename 0248-0110-PI_Modern_Green_Home_1965_Mulberry_St_HERS_QAD (1).blg Energy Code 2015 IECC as amended by the 2016 Supplement to the New York State Energy Conservation Construction Code Permit# Location Riverhead, NY Construction Type Single-family detached Permit Date Heating Type Propane Glazing Area Percentage 42% Heating Degree Days 5294 HERS Index 65 Construction Site Owner/Agent Designer/Contractor HERS Rater 1965 Mulberry St Kevin Reardon Modern Green Home Long Island HERS Inc Cutchogue, NY 1935 1965 Mulberry St 2408 Montauk#2 Nicholas Hemby Cutchogue, NY 1935 Bridgehampton NY 11932 Certification#6168385 631.899.4225 631.726.0433 Building Information Conditioned Area (sq ft) 3394 Conditioned Volume (cubic ft) 29982 Insulated Shell Area (sq ft) 8301 The items below will be inspected for energy code certification. Any deviation from these specifications should be brought to the attention of the HERS Rater, as soon as possible to assure that the project will still comply with energy code requirements. Compliance (must pass either UA or Performance Path) Code CompliancePass UA Path Fail Performance Path Pass Duct R-Value Pass Maximum Energy Cost($/yr) 1975 Maximum UA 765 Your Home Energy Cost($/yr) 1873 Your Home UA 684 Better Than Code (Perf) 3.7% Better Than Code (UA) 10.7% Gross Area Cavity Cont. Glazing or Door Assembly or Perimeter R-Value R-Value U-Factor UA Ceilings Roof 1: R-38 LDSF0` 2469 38.0 0.0 74 Above-Grade Walls AG Wall 1: R-21 FG G2*"" 3176 21.0 0.0 202 Joist 1: Uncond bsmt-> ambient 95 21.0 0.0 0 Joist 2: Enclsd crwl-> ambient 88 21.0 0.0 0 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. REM/Rate - Residential Energy Analysis and Rating Software v15.7 New York Compliance Certificate Gross Area Cavity Cont. Glazing or Door Assembly or Perimeter R-Value R-Value U-Factor UA Joist 3: Enclsd crwl -> garage 25 21.0 0.0 0 Joist 4: Cond -> ambient 99 21.0 0.0 0 Window 1: Dbl/LoE/Arg -Vinyl*** 1326 0.290 385 Floors Over Ambient Floor 3: R-30*** 490 30.0 0.0 19 Floors Over Uncond. Basement Floor 1: R-30*** 847 30.0 0.0 34 Floors Over Uncond. Crawl Space Floor 2: R-30*** 1220 30.0 0.0 49 Duct Insulation R-Value Unconditioned Basement, Supply: 172 8.0 Unconditioned Basement, Return: 82 6.0 Infiltration Htg: 3.00 Clg: 3.00 ACH50 Mechanical Equipment Heating: Fuel-fired air distribution, 32.0 kBtuh, 94.0 AFUE. Water Heating: Instant water heater, Prop, 0.95 EF. Cooling: Air conditioner, 24.0 kBtuh, 16.0 SEER. Required signatures vary depending upon state and or local codes, requirements and regulations. Check with your local building department to determine which signatures are required for your application. Builder or Authorized Employee I )N 0 a,,2�w ,',Ln/Al Ae c r I /A certify that the home listed above shall be built to meet or exceed all requirements of the 2015 IECC as amended by the 2016 New York State Energy Conservation Construction Code and all current energy codes specific to the local jurisdiction in which the home is built. A. �G^J 4 i-s r A -- 6 0_f4 JVV A r:-02 A S 2 V /y Name -Title Signature i Date Rater I, Nicholas Hemby of Long Island HERS Inc, certify that the home listed above, as modeled meets or exceeds all requirements of the 2015 IECC as amended by the 2016 New York State Energy Conservation Construction Code and all current energy codes specific to the local jurisdiction in which the home is built. I further attest that I am a certified Home Energy Rater and affiliated with a HERS Provider accredited by RESNET and adhering to the requirements of the Residential Energy Services Network RESNET Standards. V')s.C4-OLA-f Name -Title Signature Date REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. 0 1985-2018 NORESCO, Boulder, Colorado. Page 2 of 2 Analysi's Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Registry ID: Reardon Residence Modern Green Home 0248-0110-P1_Modern_Green_Ho me_1965_Mulberry_St_H ERS_QAD Projected Rating: Based on Plans - Field Confirmation Required® Design Load (kBtu,/hr) Total Area,(sq ft) Heating 47.4 Door 0.0 Cooling 31.9 Ceiling 2469 Skylight 0.0 Annual Load (AWBtu/yr) �I I Duct 508.4 Heating 74.2 Cooling 16.8 Ratios Water Heating 8.5 Window-to-Wall 0.418 Window-to-Floor 0.391 Annuat Consumption,(MMBtu/yr) _ Heating 80.4 Window Area by Orleritation (sq ft Cooling 3.9 North 493.4 Water Heating 9.1 Northeast 0.0 Lights It Appliances 25.8 East 119.4 Photovoltaics -0.0 Southeast 0.0 Total 119.2 South 401.3 �®�� --- --- ---— Southwest 0.0 ;Annual Energy Cost,($%yr) West 311.9 Heating 789 Northwest 0.0 Cooling 81 _ �._� . _..� ___..,._.-_. Water Heating 81 Codes __ __ — Lights Et Appliances 469 IECC 2018 Performance Fails Photovoltaics -0 IECC 2015 Performance Passes Service Charges 178 IECC 2012 Performance Fails Total 1597 IECC 2009 Performance Fails IECC 2006 Performance Fails Tota 1.Area ( p', s :ft �) _ IECC 2004 Performance Fails Conditioned Space 3394 Iowa Code Fails Shell.Area 8301 Michigan Code Fails Above Grade Shell Area 8301 Illinois Code Passes Foundation Wall 1307.0 NY-ECCC 2016 Performance Passes Slab Floor 0 North Carolina Code Fails Floor 2557 North Carolina HERO Fails Rim And Band Joist 307.0 _ Above-Grade Wall 3176.0 Programs .: Window 1326.0 EPA ENERGY STAR 3.0 Fails REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. 4uick Ana Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Registry ID: Reardon Residence Modern Green Home 0248-0110-P1_Modern_Green_Ho me_1965_Mulberry_St_H ERS_QAD Projected Rating: Based on Plans - Field Confirmation Required. Programs EPA ENERGY STAR 3.0 Topics Fails EPA ENERGY STAR 3.1 Fails EPA ENERGY STAR 3.2 WA, OR Fails Tax Credit Fails DOE Zero Energy Ready Home Fails HERS Index (with IAF) 65 IECC 2015 ERI 62 IECC 2018 ERI 62 -777 MIH qr filtratioh. Natural ACH 0.19 ACH50 (Pa) 3.00 CFM50 (Pa) 1499 ELA(sq.in) 82.3 SLA 0.00017 CFM50/sf shell 0.18 VH Ventailition,(continuous) Type Exhaust Only Asls (equiv. cfm) 58 62.2-2010 (cfm) 56 62.2-2013 (cfm) 57 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 2 of 2 Dul Alding Summary Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1_Modern_Green_Ho me_1965_Mulberry_St_H ERS_QAD J.Property/Build_ er Inf6i matiom Building Name Reardon Residence Owner's Name Kevin Reardon Property Address 1965 Mulberry St City, St, Zip Cutchogue, NY 1935 Phone Number Builder's Name Modern Green Home Phone Number 631.899.4225 Email Address info@moderngreenhome.com Plan/Model Name Community/Development Permit Date/Number _OrganizationInformation Organization Name � y Long Island HERS Inc �� v Address P.O. Box 149 City, St, Zip Wate Mill, NY 11976 Phone Number 631.726.0433 Website Rating/RESNET Information Provider ID 1998-146 Sample Set ID 00000000 Registry ID Registry Date Registered Raters Name Nicholas Hemby Raters ID 6168385 Raters Email Last Field Insp 2018-08-12 Rating Type Projected Rating Reason for Rating New Home Rating Number 110 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Pilding Su Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-131—Modern—Green—Ho me_1965_Mulberry_St_H ERS_QAD General Building Jnform'ation Area of Conditioned. Space(sq ft) 3394 Volume of Conditioned. Space 29982 Year Built 2018 Housing Type Single-family detached Level Type(Apartments Only) None Floors on or Above-Grade 3+ Number of Bedrooms 2 Foundation Type More than one type Enclosed Crawl Space Type Unvented Number of Stories Including Conditioned Basement 3 Thermal Boundary Location REM Default ,FoundatiohVi if Information Name Library Entry Location Length(ft) Total Depth Height Uo Value Uo Value Height(ft) Below Above Combo' (wall only) Grade(ft) Grade(ft) FND Wall 1 Uninsulated Enclsd 113.0 4.0 3.0 1.0 0.340 1.506 crwl->amb/grnd FDN Wall 2 Uninsulated Uncond 95.0 9.0 8.0 1.0 0.195 1.506 bsmt->garage/gmd Uo Value Combo combines wall, airfilm, and soil path Foundation Wall.Library List Foundation Wall: Uninsulated Type Solid concrete or stone Thickness(in) 8.0 Studs None Interior Insulation Continuous R-Value 0.0 Frame Cavity R-Value 0.0 Cavity Insulation Grade 3 Ins top 0.0 ft from top of wall Ins Bottom 0.0 ft from bottom of wall Exterior Insulation REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 2 of 14 B01ding Summary Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1—Modern—Green—Ho me_1965_Mu lberry_St_H ERS_QAD - i F®undation Wa'ztt Library-List - d R-Value 0.0 Ins top 0.0 ft from top of wall Ins bottom 0.0 ft below grade Note Frame Floor Information n . , Name Library Entry Location Area(sq ft) Uo Value Floor R-30*** Btwn cond Et uncond 847 0.040 bsmt Floor R-30*** Btwn cond Et enclsd crwl 1220 0.040 Floor 2 R-30*** Btwn cond Et ambient 490 0.040 -_—, ___.. {Ftgp' looe_Librarylist , .Floor: R-30*** Information From Quick Fill Screen Continous Insulation R-Value 0.0 Cavity Insulation R-Value 30.0 Cavity Insulation Thickness (in.) 9.5 Cavity Insulation Grade 2 Joist Size (w x h, in) 1.5 x 9.5 Joist Spacing (in oc) 16.0 Framing Factor- (default) 0.1300 Floor Covering CARPET Note Rim,:::an&Band-Joist'.lnformation ^ Name Location Area(sq ft) Continuous Framed Cavity Ins Joist Insulation Uo Value Ins Cavity Ins Thk(in) Spacing Grade Joist Uncond bsmt-> 95.00 0.0 21.0 5.5 16.0 3 0.063 ambient Joist Enclsd crwI. > 88.00 0.0 21.0 5.5 16.0 3 0.063 ambient Joist Enclsd crwl > 25.00 0.0 21.0 5.5 16.0 3 0.063 garage REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 3 of 14 Bufl.dffig Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1_Modern_Green_Ho me_1965_Mulberry_St_H ERS_QAD Aim and Mild Joists lriformation Name Location Area(sq ft) Continuous Framed Cavity Ins Joist Insulation Uo Value Ins Cavity Ins Thk(in) Spacing Grade Joist Cond > 99.00 0.0 21.0 5.5 16.0 3 0.063 ambient 'Abwe=Grade.Wal[ a Name W_ W Library Entry Location Exterior Color Area(sq ft) Uo Value AG Wall 1 R-21 FG G2*** Cond > ambient Medium 3176.00 0.064 Above=Grade`Wall Library Listry . �..�. v..�b_ Above-Grade Wall: R-21 FG G2*** Information From Quick Fill Screen Wall Construction Type Standard Wood Frame Continuous Insulation (R-Value) 0.0 Frame Cavity Insulation (R-Value) 21.0 Frame Cavity Insulation Thickness (in) 5.5 Frame Cavity Insulation Grade 2 Stud Size (w x d, in) 1.5 x 5.5 Stud Spacing (in o.c.) 16.0 Framing Factor- (default) 0.2300 Gypsum Thickness (in) 0.5 Note nd®w lhformation, Overhang Interior Adjacent «I Name Wall Orient U-Value SHGC Area ' Depth To Top To Btm Winter Summer Winter Summer Assignment (sqft) (ft) (ft) (ft) Shading Shading Shading Shading South- AGWall1 South 0.290 0.280 401.30 0.0 0.0 0.0 0.85 0.70 None None Andersen E West- AGWall1 West 0.290 0.280 311.90 0.0 0.0 0.0 0.85 0.70 None None Andersen E east- AGWall1 East 0.290 0.280 119.45 0.0 0.0 0.0 0.85 0.70 None None Andersen E North- AGWall1 North 0.290 0.280 493.35 0.0 0.0 0.0 0.85 0.70 None None Andersen E REM/Rate- Residential Energy Analysis and Rating Software vi 5.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 4 of 14 Building Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern Green Ho me_1965_Mulberry_St_H ERS_QAD [Roof Inforrnati®n .3 Name Library Ceiling Roof Exterior Radiant Type Uo Value Cement or Roof Tile Entry Area(sq ft) Area(sq ft) Color Barrier Clay Tiles Ventilation Roof R-38 2469.00 2469.00 Medium No Sealed 0.030 No No LDSFO*** Attic I Roof Library List Ceiling: R-38 LDSFO*** Information From Quick Fill Screen Continous Insulation (R-Value) 0.0 Cavity Insulation (R-Value) 38.0 Cavity Insulation Thickness (in) 11.0 Cavity Insulation Grade 1 Gypsum Thickness (in) 0.500 Insulated Framing Size(w x h, in) 1.5 x 11.5 Insulated Framing Spacing (in o.c.) 16.0 Framing Factor- (default) 0.1412 Ceiling Type Sealed Attic Note REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 5 of 14 Buildin Summaryg Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern Green Ho me_1965_Mulberry_St_H ERS_QAD &hanied"I"q iPment Number of Mechanical Systems 3 Heating SetPoint(F) 68.0 Heating Setback Thermostat Present Cooling SetPoint(F) 78.0 Cooling Setup Thermostat Present DHW SetPoint(F) 125.0 Heato.94AFUE'GatTFurn 32k***_. a SystemType Fuel-fired air distribution Fuel Type Propane Rated Output Capacity (kBtuh) 32.0 Seasonal Equipment Efficiency 94.0 AFUE Auxiliary Electric 231 Eae Note Number Of Units 2 Location Uncond bsmnt/enclosed crawl Performance Adjustment 100 Percent Load Served 100 D.HlP/o pemand;-Gas"'0:.95EF** 4 Water Heater Type Instant water heater Fuel Type Propane Energy Factor 0.95 Recovery Efficiency 0.00 Water Tank Size (gallons) 0 Extra Tank Insulation (R-Value) 0.0 Note Number Of Units 1 Location Uncond bsmnt/enclosed crawl Performance Adjustment 100 Percent Load Served 100 [C®ol<'16SEER_A%C 2-ton***_ REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 6 of 14 Building Summary. Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern Green Ho me_1965_Mu lberry_St_H ERS_QAD ��chahical;Equipment -- System Type Air conditioner Fuel Type Electric Rated Output Capacity (kBtuh) 24.0 Seasonal Equipment Efficiency 16.0 SEER Sensible Heat Fraction (SHF) 0.70 Note Number Of Units . 2 Location Uncond bsmnt/enclosed crawl Performance Adjustment 100 Percent Load Served 100 �D� Efficiencies All bath faucets Et showers<=2gpm false All DHW pipes fully insulated >= R-3 false Recirculation type None (standard system) Farthest fixture to DHW heater 80 TOTAL Pipelength for longest DHW run 110 DWHR unit present? false DHW Diagnostics dhwGpd 41.36 peRatio 1.13 dishwasherGpd 3.54 clothesWasherHotWaterGPD 3.29 EDeff 1.02 ewaste 35.14 tmains 57.60 dwhrWhlnletTempAdj 0.00 pumpConsKwh 0.00 pumpConsMmbtu 0.00 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 7 of 14 Building Summary. Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St, 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern_Green_Ho me_1965_Mu lberry_St_H ERS_QAD Name Ducts Conditioned Floor Area(sq ft) 2000.0 #of Returns 3 Heating System 94AFUE Gas Furn 32k*** Cooling System . 16SEER A/C 2 ton*** Supply Duct Surface Area(sq ft) 202.5 Return Duct Surface Area(sq ft) 112.5 Duct Leakage Qualitative Assessment Not Applicable Duct Leakage to Outside Supply+Return 10.00 CFM @ 25 Pascals Supply Only Not Applicable Return Only Not Applicable Total Duct Leakage 100.00 CFM @ 25 Pascals Duct Tightness Test Postconstruction Test Test Exemptions I ECC FALSE RESNET LtO FALSE ENERGY STAR LtO FALSE Type Location Percent Location R-Value Supply Unconditioned basement 50.0 8.0 Conditioned space 50.0 0.0 Return Unconditioned basement 50.0 6.0 Conditioned space 50.0 0.0 Name Ducts Conditioned Floor Area(sq ft) 1394.0 #of Returns 2 Heating System 94AFUE Gas Furn 32k*** Cooling System 16SEER A/C 2 ton*** Supply Duct Surface Area(sq ft) 141.1 Return Duct Surface Area(sq ft) 52.3 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 8 of 14 Building Summary. Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-131 Modern Green Ho me_1965_Mulberry_St_H ERS_QAD Duct Systems;>., y Duct Leakage Qualitative Assessment Not Applicable Duct Leakage to Outside Supply+Return 10.00 CFM @ 25 Pascals Supply Only Not Applicable Return Only Not Applicable Total Duct Leakage 100.00 CFM @ 25 Pascals Duct Tightness Test Postconstruction Test Test Exemptions IECC FALSE RESNET LtO FALSE ENERGY STAR LtO FALSE Type Location Percent Location R-Value Supply Unconditioned basement 50.0 8.0 Conditioned space 50.0 0.0 Return Unconditioned basement 50.0 6.0 Conditioned space 50.0 0.0 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 9 of 14 Building Summary Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern Green Ho me_1965_Mulberry_St_H ERS_QAD 17 Infiltration'Ohd ceM ceM hanical Ventilation - �T Whole Dwelling Infiltration Input Type Blower door Heating Season Infiltration Value 3.00 ACH @ 50 Pascals Cooling Season Infiltration Value 3.00 ACH @ 50 Pascals Shelter Class 4 Code Verification Tested Mechanical Ventilation for IAQ Type Exhaust Only Rate(cfm) 80 Adjusted Sensible Recovery Efficiency(%) 0.00 Adjusted Total Recovery Efficiency(%) 0.00 Hours per Day 17.5 Fan Power(watts) 30.00 ECM Fan Motor false Ventilation Strategy for Cooling Cooling Season Ventilation Natural Ventilation REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. 0 1985-2018 NORESCO, Boulder, Colorado. Page 10 of 14 lli i h Summary y Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St. 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385' Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern_Green_Ho me_1965_Mulberry_St_H ERS_QAD LightsrandAipliances Rating/RESNET audit Ceiling Fan CFM/ Watt 0.00 Refrigerator kWh/yr 691 Refrigerator Location Conditioned Range/Oven Fuel Type Propane Induction Range No Convection Oven No Dishwasher Energy Factor 0.46 Dishwasher kWh/yr 300 Place Setting Capacity 12 Clothes Dryer Fuel Type Propane Location Conditioned Moisture Sensing No CEF 2.32 Clothes Washer Location Conditioned LER (kWh/yr) 704 IMEF 0.331 Capacity(CU.Ft) 2.874 Electricity Rate 0.08 Gas Rate 0.58 Annual Gas Cost 23.00 Qualifying Light Fixtures Interior Lights% 0.0 Exterior Lights% 0.0 Garage Lights% 50.0 Interior LEDs% 100.0 Exterior LEDs% 20.0 Garage LEDs% 0.0 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 11 of 14 i Building ; Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1 Modern_Green_Ho me_1965_Mu lberry_St_H ERS_QAD Mandato " . Re uitemei is . IECC Requirements Verified IECC 04 false Verified IECC 06 false Verified IECC 09 false Verified IECC 12 false Verified IECC 15 true Verified IECC 18 false Verified NY-ECCC 2016 true Verified IECC MI false EPA Requirements Rater certifies that the home complies with the following requirements for: None Rater Design Review Checklist(National) Rater Field Checklist(National) HVAC Design Report HVAC Commissioning Checklist (optional) ENERGY STAR Version 3 Appliances Amount Refrigerators 0 Ceiling Fans 0 Exhaust Fans 0 Dishwashers 0 ENERGY STAR Version 3 Basements Basement Wall Area 50% Below Grad: false Basement Floor Area 0.00 2009 IECC Prescriptive Requirements for ENERGY STAR v3.0 false Slab Insulation Exemption: false Indoor airPlus Verification Checklist false EPA Field App ID REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 12 of 14 BuildingSummary Property Organization HERS Kevin Reardon Long Island HERS Inc Projected Rating 1965 Mulberry St 631.726.0433 2018-08-12 Cutchogue, NY 1935 Nicholas Hemby Rating No:110 RaterID:6168385 Weather:Riverhead, NY Builder Reardon Residence Modern Green Home 0248-0110-P1_Modern_Green Ho me_1965_Mulberry_St_H ERS_QAD ®®E Zero Energy Ready Home rtV� Home Builder ID Number Mandatory Requirements Verified Fenestration false Verified Insulation false Verified Duct Location false Verified Appliance false Verified Lighting false Verified Fan Efficiency false Verified Water Efficiency false Verified EPA Indoor airPLUS false Verified Renewable Energy Ready Solar Electric false Optional Home Builder Commitments for Recognition Certified under the EPA WaterSense for New Homes Program No Certified under the IBHS fortified for Safer Living Program No Followed the DOE Zero Energy Ready Home Quality No Management Guidelines The buyer of this home signed a waiver giving DOE Zero Energy No Ready Home access to utility bill data for one year. j�Active,Solar. System Type None Collector Loop Type None Collector Type None Collector Orientation None Area(sq ft) 0.0 Tilt(degrees) 0.0 Volume(cu ft/gal) 0.0 REM/Rate- Residential Energy Analysis and Rating Software v15.7 This information does not constitute any warranty of energy costs or savings. ©1985-2018 NORESCO, Boulder, Colorado. Page 13 of 14 • • I COMMENTS CUM I FOUNDATION(IST) 1 , CM PLUMBING i, INSULATION STATE ENERGY CODE LRI i "MIA ��.��l�i/11 ,1 .Jr• �.� r �, '. alp liw1fil-Ifill, f. r .AW- 'o MIA 0"MoMaEoll " v UTHOLD BUILDING PERMIT APPLICATION CHECKLIST CvEPARTMENT Do you have or need the following,before applying? TOWN HALL Board of Health SOUTHOLD,NY 11971 4 sets of Building Plans TEL: (631) 765-1802 Planning Board approval FAX: (631) 765-9502 Survey Southoldtownny.gov PERMIT NO._ Check Septic Form N.Y.S.D.E.C. Trustees C.O.Application Flood Permit Examined 20 Single&Separate Truss identification Form Storm-Water Assessment Form J Contact: Approved 20 1� Mail to: U"v Disapproved a/c Phone: Expiration _,20 D lag 23 WE B n In AF�CATION FOR BUILDING PERMIT AUG 2 2010 Date au(,P)S1- 20 920 I INSTRUCTIONS ;I URMTNG DEPT. a. ThisSplicatilqn i lt;i ,11pletely filled in by typewriter or in ink and submitted to the Building Inspector with 4 sets of plans,accurate plot plan to scale.Fee according to schedule. b.Plot plan showing location of lot and of buildings on premises,relationship to adjoining premises or public streets or areas, and waterways. c.The work covered by this application may not be commenced before issuance of Building Permit. d. Upon approval of this application,the Building Inspector will issue a Building Permit to the applicant. Such a permit shall be kept on the premises available for inspection throughout the work. e.No building shall be occupied or used in whole or in part for any purpose what so ever until the Building Inspector issues a Certificate of Occupancy. f. Every building permit shall expire if the work authorized has not commenced within 12 months after the date of issuance or has not been completed within 18 months from such date.If no zoning amendments or other regulations affecting the property have been enacted in the interim, the Building Inspector may authorize,in writing,the extension of the permit for an addition six months.Thereafter,a new permit shall be required. 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,or 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 for necessary inspections. /LIo�G�N G(icENN OMC:�L(�C ( ignature of applicant or name,if a corporation) poZ�,C 2ao"1 , 3fLI��ENAMPT�AJI N`f [ 4,SZ (Mailing address of applicant) State whether applicant is owner, lessee, agent, architect,engineer, general contractor, electrician,plumber or builder C,€nrerLiLlL_ coNTR?acTdR�l 1 Name of owner of premises <EyiN NL&X^NPV_A RAun^-21n► 1D (As on the tax roll or latest deed) If applicant is a corporation, signature of duly authorized officer (Name and title of corporate officer) Builders License No. Plumbers License No. Electricians License No. Other Trade's License No. 1. Location of land on which proposed work will be done: Ia6S /AuLBeV-ay sTn.eOT COT ChiO(1ub House Number Street Hamlet County Tax Map No. 1000 Section S 3 Block 0 2 Lot 1 -2 • � n Filed Map No. Lot 2. State existing use and occupancy of premises and intended use and occupancy of proposed construction: a. Existing use and occupancy L tl,.N b - UN occ-'Flre3) b. Intended use and occupancy 'S (/'J b LE r AM L-y (Les►D`E-N. 3. Nature of work(check which applicable): New Building Addition Alteration Repair Removal Demolition Other Work (Description) 4. Estimated Cost goo, 30° ' Fee (To be paid on filing this application) 5. If dwelling,number of dwelling units 3 Number of dwelling units on each floor If garage, number of cars 2 6. If business, commercial or mixed occupancy, specify nature and extent of each type of use. N/ 7. Dimensions of existing structures, if any: Front N IN. Rear Depth Height Number of Stories Dimensions of same structure with alterations-or additions: Front Rear Depth Height Number of Stories 8. Dimensions of entire new construction: Front 1►g' T% Rear I ►1'= 7 " Depth 2 9 q Height 22' Number of Stories 2 9. Size of lot: Front ZS to, Rear 2 S G' Depth 1-7' 10. Date of Purchase N/A Name of Former Owner. Al/k 11. Zone or use district in which premises are situated AC. 12. Does proposed construction violate any zoning law, ordinance or regulation? YES NO 13. Will lot be re-graded?YES NO ✓ Will excess fill be removed from premises? YES NO lLev►NLeAa-twj 14.Names of Owner of premises Ai-6Y c3 wiv\(L1 NU Address Phone No. Name of Architect Address Phone No W Name of Contractor Mt)DeaPJG(teeN Hot,-E,QLAddress Zyot MrK Hwy Phone No. e3 )'1lo2'7o1 Sft�a���iNntiPsa�;.Ny � ,. 15 a. Is this property within 100 feet of a tidal wetland or a freshwater wetland? *YES NO * IF YES,, SOUTHOL'D TOWN TRUSTEES &D.E.C. PERMITS MAYB�REQUIRED. b. Is this property within 300 feet of a tidal wetland? * YES NO ^/ * IF YES,D.E.C.PERMITS MAY BE REQUIRED. 16. Provide survey, to scale,with accurate foundation plan and distances to property lines. 17. If elevation at any point on property is at 10 feet or below, must provide topographical data on survey. 18. Are there any covenants and restrictions with respect to this property? * YES NO * IF YES,PROVIDE A COPY. STATE OF NEW YORK) SS: COUNTY OF ) ' Pn,,pe2N GG1.G-EN �►prn,G, ��c. AA►oa-z\,J P e/v v AC Lyl►-6b " being duly sworn,deposes and stAVD'U&applicant (Name of individual signing contract)above named,, Notary Public,State of New York No.01 131.1618m5o (S)He is the C o 0—k SLIk(-Toa QuaNfW in Suffolk County (Contractor,Agent,Corporate Officer,etc.) Commission I=Xplr88 April 14, 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 knowledge and belief;and that the work will be performed in the manner set forth in the application filed therewith. S�w�or�n�tpo before me this r Com--day of 20_& n Notary Public Signature of Applicant Scott A. Russell ,��°SU S STORIMMA,11FIER, SUPERVISOR I��1CA\_NA\G)E��C]EN`]F SOUTHOLD TOWN HALL-P.O.Box 1179 53095 Main Road-SOUTHOLD,NEW YORK 11971 ' O Town of Southold CHAPTER 236 - STORMWATER MANAGEMENT WORK SHEET AUG 2 9 2018 ( TO BE COMPLETED BY THE APPLICANT ) DOZES THIS PROJECT INVOLVE ANY OF THE FOLLOWING: -- (CHECK ALL THAT APPLE Yes No ❑ ffA. Clearing, grubbing, grading or stripping of land which affects more j than 5,000 square feet of ground surface. ❑Ej B. Excavation or filling involving more than 200 cubic yards of material within any parcel or any contiguous area. } ❑[I/C. Site preparation on slopes which exceed 10 feet vertical rise to t100 feet of horizontal distance. } ❑[g/D. Site preparation within 100 feet of wetlands, beach, bluff or coastal erosion hazard area. j ❑[D/E. Site preparation within the one-hundred-year floodplain as depicted l on FIRM Map of any watercourse. i ❑ F: Installation of new or resurfaced impervious surfaces of 1,000 square 1 feet or more, unless prior approval of a Stormwater Management Control Plan was received by the Town and the proposal includes in-kind replacement of impervious surfaces. If you answered NO to all of the questions above, STOP! Complete the Applicant section below with your Name, Signature, Contact Information, Date & County Tax Map Number! Chapter 236 does not apply to your project. If you answered YES to one or more of the above, please submit Two copies of a Stormwater Management Control Plan and a completed Check List Form to the Building Department with your Building Permit Application. APPLICANT: (Property Owner,Design Professional,AgContract en ,Other) S.C.T.M. #: 1000 Date District NAME: hV\6riW Pen o.GC hNc 913 0-7— 12.\ 27 48 ip"" Section Block Lot ' FOR BUILDING DEPARTMENT USE ONLY Contact Information (93 1 .7depirone X u,nb r) Reviewed By: �7 — — — — — — — — — — — — — — — — — — Date: Property Address / Location of Construction Work: — — — — — — — — — — — — — — — — — - ❑ Approved for processing Building Permit. tq b N1vi10 a rry Sto mwater Management Control Plan Not Required. �.y�chu.ht,L�JV�� I l a13 Stormwater Management Control Plan is Required v— (Forward to Engineering Department for Review.) FORM * SMCP-TOS MAY 2014 APPLICANT: S.C.T.M. #: 1000 s CHAPTER 236 (Property Owner,Design Professional,Agent, ntrac Other) —t-,— 00 Ir oz_ (Z.L Stormwater Management Control Plan CHECK LIST NAME: paid rew ?CAeka,Cc4N1&- Section Block Lot z S M C P -Plan Requirements: Provide ONE copy of the Building Permit Application. Pk—re 631-9 of-�et�Date: bio . >k The applicant must provide a Complete Explanation and/or Reason for not providing g J^c $ 1 all Information that has been Required by the following Checklist! �I$Oalp iclepi—,Nuniben I. A Site Plan drawn to scale Not Less that 60' to the inch MUST If You answered No or NA to any Item, Please Provide Justification Here! show all of the following items: YES NO NA If you need additional room for explanations, Please Provide additional Paper. a. Location & Description of Property Boundaries b. Total Site Acreage. c. Existing- Natural & Man Made Features within 500 L.F. of the Site Boundary as required by§236-17(C)(2), I PA d. Test Hole Data Indicating Soil Characteristics&Depth to Ground Water. e. Limits of Clearing & Area of Proposed Land Disturbance. f. Existing& Proposed Contours of the Site (minimum 2'Intervals) ICV&4 "'N -P ma)rcd n eoe4aurS g. Location of all existing & proposed structures,roads, BUILDING DFVr. driveways, sidewalks, drainage improvements&utilities. TOWN OF SOUTHOLD h. Spot Grades & Finish Floor Elevations for all existing& proposed structures. DRANS ARE REQUIRED 1. Location of proposed Swimming Pool and discharge ring. iggipitartjos -1560 before j. Location of proposed Soil Stockpile Area(s). V Bae.W-111, GR Prouide Fogineer's certification k. Location of proposed Construction Entrance/Staging Area(s). I. Location of proposed concrete washout area(s). M. Location of all proposed erosion&sediment control measures. 2. Stormwater Management Control Plan must include Calculations showing that the stormwater improvements are sized to capture,store,and Infiltrate EROSION &SEDIMENT CONTROLS on-site the run-off fromall impervious surfaces generated by a two(21 inch Shall include but not be limited to: rainfall/storm event, well mainjained Construction Entrance, 3, Details&Sectional Drawings for Stormwater practices are required for approval. Items requiring details shall include but not be limited to: a, Erosion & Sediment Controls. b. Construction Entrance & Site Access. c. Inlet Drainage Structures (e.g.catch basins,trench drains,etc.) d. Leachil-ig Structures (e. . infiltration basins,swales,etc.) FOR ENGINL:ERIN" DE'ARTIVI' " U 'E ONLY **�`* - � l _Additional Information is Required. Reviewed & I ❑ Stormwater Management Control Plan is Not Complete. Approved By: — — — — — — — — — — — — — — — — — — — — — — — — ® Stormwater Management Control Plan is Complete. Date: Z4 / i SM has been approved by the Engineering Department. FORM * SWCP Check list -TOS MAY 2014 --------------------------------------------- ��o��11FF0�,�coG BUILDING DEPARTMENT-Electrical Inspector y x TOWN OF SOUTHOLD �y • �� Town�Ol Hall Annex-54375 Main Road-PO Box 1179-Southol;d, NY 11971-0959 Telephone (631) 765-1802-FAX(631)765-9502 Temporary Certificate #_JDate lfbJ / Customer Name u��l N� 2018 Address Electrician Name e-mail Phone Phone aCsLt0e-mail License# A' Size�A Phase SZ 3 r Overhead_Under round Remarks CW u4� g #of Meters #of Underground Laterals 1 2 New "H" Frame or Pole H p Was work done on Service? Y/N Fire Reconnect 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 valid for 0 da date abo Authorized by N 0Q do I �0 (Foil( BUILDING DEPARTMENT-Electrical I� TOWN OF SOUTHOLD DD 10 . Town Hall Annex - 54375 Main Road Boo 79 1 2018 4 Southold, New York 11971-0959 Telephone (631) 765=1802 FAX (631) 765-9502 roper.richerNC town.southold.ny.us_�UMDINCDEPT. AWN OF SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED BY: JEFFREYAURIGEMA Date: 10/3012018 Company Name: SUFFOLK MAINTENANCE SERVICE CORP Name: EDWARD MILLER License No.: 52739-MF email- alhslandmech aoI c .. _ Address: 200 HAWKINS AVE. UNIT 289 RONKONK MA W 11779 Phone,No.; 631-471-5600 JOB SITE INFORMATION: (All Information Required) Name: BAUMRIND Address: 1965 MULBERRY ST CUTCHOGUE NY 11935 Cross Street: DIGNANS ST Phone No.: Bldg.Permit#: 43017 email: allislandmech@aol.com Tax Ma2 District: 1000 Section:83 Block:2 Lot: 12.1 BRIEF DECRIPTI OF W ,R (Please Print Clearly) ,NEW SERVICE � � '_ Circle Ail That Apply: { Is job ready for inspection?: YES / NO Final Do you need a Temp Certificate?: diDNO 'Issued On - Temp Information: (Ali information required) Service Size DIP 3 Ph Size:200 A #Meters 1 Old Meter# w Servi Fire Reconnect- Flood Reconnect-Service Reconnected Overhead #Underground Laterals (9 2 H Frame Pole Work done on Service? Y N Additional-information: HOUSE IS A PREFAB AND ALI kI I En PAYMENT DUE WITH APPLICATION �— 82-Request for Inspection Form ads i Y`Jq� pUµp 221 ager C-t In� pwryc {�I cd! f�k BUILM, ,NG DEPARTMENT-Electrica Itr c DD • - ,��' �� - -• � - - TOWN OF SOUTHOLD Town Hall Annex - 54375 Main Road BoN 79 1 2010 ' • Southold, New York,1,1971-0959, Telephone (631) 765-1802 - FAX(631) 765-9502 roger.richertatown.southold.ny.us_B�'DING DEPT. 'IVVVN O#SOUTHOLD APPLICATION FOR ELECTRICAL INSPECTION REQUESTED_BY:,.JEFFREY AURIGEMA Date: 10/30/2018 Company Name: SUFFOLK MAINTENANCE SERVICE CORP Name: EDWARD MILLER' License No.: 5,„o_nnG email' allislandme h aol.com Address: 200 HAWKINS AVE. UNIT 289.R NK N Phone No.; 631-471- 000 ibB SITE, INFORMATION: (All Information Required) Name: BAUMRIND Address:. • 1965 MULBERRY ST CUTCHOG E WY 11935 Cross Street: DIGNANS ST Phone No.: BIdg.Permit#: 43017email: allislandmech@aol.com Tax Map District: 1000 Section:83 Block:2 Lot: 12.1 BRIEF DESCRIPTION OF WORK(Please Print Clearly) NEW SERVICE Circle All That Apply: • -- Is job ready for inspection?: YES 1 NO Final Do you need a Temp Certificate?: YES NO Issued On Temp Information: (All informatiori'required) Service Size ClP h 3,Ph Size: 200 A #Meters 1 Old Meter# w Servic Fire Reconnect'- Flood Reconnect:.Service Reconnected Overhead # Underground Laterals (0 2 H Frame,, Pole Work done on Service? Y N Additional Information: HO�1SE IS A PREF�Q°A1^�� +^nRitir iS INSTa"l'i'Fn PAYMENT DUE WITH APPLICATION 82-Request for Inspection Form.As Y PERMIT# Address: Switches In Outlets GFI's Surface 1 Sconces H H's UC Lts Fans Fridge Q 1400 k4,�, Exhaust Oven �1'yer Smokes DW _ ', Service 7 Carbon M' Generator Combo Cooktop Transfer r AC 50 2-0 AH Mini Special: sU� �� Comments : V4 Y� -1 G' P P e 1 1, )VYlc f FF 1 Southold Town Building Department 45%1 s '�G P.O.Box 1179 Permit#: 43017 .t 53095 Main Rd C* _ .� Southold,New York 11971 Permit Date: 9/7/2018 4,� �oo�Y (631) 765-1802 Expiration Date: 3/8/2020 Parcel ID: 81-2-12.1 BUILDING PERMIT RENEWAL LETTER Dated: 1/3/2020 Applicant: Baumrind, S Location: 1965 Mulberry St, Cutchogue Work Description: SINGLE FAMILY DWELLING construct single-family dwelling with in-ground swimming pool addition as applied for per SCHD approval. Two COs required. A FEE OF$1549.80 IS REQUIRED TO RENEW THIS BUILDING PERMIT. Owner: Baumrind, S A Address: 182 Amity St#1B Brooklyn,NY 11201 The permit listed above has expired. No work is permitted or authorized beyond the expiration date. Please submit the above fee made payable to the Town of Southold. Mail to the Town of Southold Building Department,P.O. Box 1179, Southold,New York 11971 THANK YOU, SOUTHOLD TOWN BUILDING DEPT. i; 61.n TEST HOLE N � SITE PLAN FOR AS SHOWN OON FILED MAP I MODERN GREEN HOME PAGE 1 OF 2 _ LOT 1 a MAP OF MORRELL, L.L.C. ,res? vOACANr2 X o I/ DRAINAGE INSPECTIONS ARE REQUIRED OREGON, L.L.C. f Contact TOS Engineering at 765-1560 before FILE No. 11463 FILED NOVEMBER 14, 2006 � � SITUATE S 46'39'50" E 8 G, •Backfill,OR Provide Engineer's Certification CUTCHOGUE 317'16' that the drainage has been installed to Code. TOWN OF SOUTHOLD 10 n PROP.I`1TILITIM r O J- _ G, o SUFFOLK COUNTY, NEW YORK LL I x• ------- - aoaoo V EROSION &SEDIMENT CONTROLS S.C. TAX No. 1000-83-02-12.1 ---- - n la 3'WATER SERVICE I `V Shall include but not be limited to: SCALE 1"=50' �� �•'� W � _ AUGUST 21, 2017 A well maintained Construction Entrance, NOVEMBER 7, 2017 REVISE NOTES IW V w NOVEMBER 27, 2017 REVISE PER S.C.D.H.S. NOTICE 11/27/2017 '"�-DR1'D�AY Wire Backed Silt Fencing,stabilization& JANUARY 10, 2018 REVISE HOUSE SIZE I � 19r AREA = 80,143 sq. ft. � ✓, Seeding of exposed and/or inactive soils. J;�,u� 0 1.840 ac. 94 p5 I F� :....29.75 i I , -NOTES: TO ARE REFERENCN.A.V.D.p, r :r............q 10' WIDE 1. ELEVATIONSEXISTING ELEVATIONS ARE SHOWN T US:IZX M EJ LOT 1 ''' '' / I '! '� ELECTRIC EASEMENT 2. REFER TO FILED MAP FOR TEST HOLE DATA. Ids' I/� ry — 3. MINIMUM SEPTIC TANK CAPACITIES FOR UP TO 5-6 BEDROOM HOUSE IS 1,500 GALLONS. 1 TANK; S' dia. x 5' LIQUID DEPTH `�R_Y I, 4. MINIMUM LEACHING SYSTEM FOR UP TO 4 BEDROOM HOUSE IS 400 sq ft SIDEWALL AREA. ::�•tDi::450 ,'.' �;, I 1 POOL; 16' DEEP, 6' dla. PROPOSED FUTURE SOX EXPANSION MOL ; 121' •• `O:L _t: "•. :. I 'v• r'a. r , �...� ® PROPOSED 6' DIA.X 16' DEEP LEACHING POOL PROPOSED 1.300 GALLON SEPTIC TANK I LV:�ri':':�•� �•' 5. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD ' GONSTRIlGT1C>rl j OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. 6. MAXIMUM 35Y OF LOT SHALL BE CLEARED. - I x 59-f .S27X I ENTRANCE I , i '3WATER SERVICE TO LOTS 1— '1 1, 2 8 3 X I ••::45' Lil I �;. r ' 62.4X f'� I Q APPROVAL OF STOR ATER MANAGEMENT _ `:''i95'::-' q CONTROL N -T Cod a t 36 o I F so' Date: 2, :r) I �— �', _ Approved by: 0b Z 2= X.SS2 X59.7 — ----------- - O �1 -------- 8 W 5 PLANTING BUFFER Aa o N --------- 61-J wEr�HF:V,-cvrRE�-' - -'•-• -..- •-�vnurr --X --- �XN �� - ------- --- W POLE --- �DLIf1 ✓ -- -- PREPARED NDARD IN ACCORDANCE WITH THE MINIMUM _ STANDARD U AS WrABUSHED N 46'39'50" W 572 61-0 = ----- ---4---------- It-Y{ BY L Qt�(� 0 ADOPTED GRAVEL ROADWAY o J�J - FO S y (_Y ATE LAND 308.95' 1,840.75' O g� , cO.gop�1 N/O/F 20' WIDE RIGHT OF WAY I 40' WIDE RICHT OF WAY COUNTY OF SUFFOLK I t - (DEVELOPMENT RIGHTS) (DIGNANS ROAD VACANT I � - TEST HOLE #2 AS SHOWN ON FILED MAP �� �>•: -� DRAINAGE' SYSTEMatrnraTrnArs (TEST HOLE DUG BY McDONALD GEOSCIENCE ON SEPT#13ER 24, 2003) C) / • ' DRIVEWAY AREA: 3,530 sq. ft. ELEV. 61.0 0. O� N.Y.S. Lic. No. 50467 3,530 sq. N. X 0.17 = 600 cu. ft. 600 cu. ft. / 42.2 = 14 vertical ft. of 8' dia. leaching pool required DARK BROWN LOAM OL UNAUTHORIZED ALTERATION OR ADDITION1 I TO THIS SURVEY IS A VIOLATION OF Nathan Corwin III PROVIDE (2) 8' dia. X 8' high STORM DRAIN POOLS SECTION 7209 OF THE NEW YORK STATE EDUCATION LAW. ROOF AREA: 2,842 sq. it- 2,842 sq. ft. X 0.17 = 484 CU. ft. BROWN CLAYEY SAND SC THE LAND SURVEYOR'S INKED SEAL OR COPIES OF THIS SURVEY MAP NOT BEARING Land Surveyor 484 cu. ft. / 42.2 = 11.5 vertical ft. of 8' dia. leaching pool required EMBOSSED SEAL SHAM NOT BE CONSIDERED PROVIDE (2) 8' dia. X 8' high STORM DRAIN POOLS I TO BE A VAUD TRUE COPY. CERTIFICATIONS INDICATED HEREON SWILL RUN Successor To: Stanley J. Isaksen, Jr. L.S. ' P 8' DIA. X 8' DEEP DRYWELLS FOR ROOF RUN—OFF ARE SHOWN THUS: ONLY TO THE PERSON FOR WHOM THE SURVEY Joseph A. Ingegno LS. ) 4 PALE BROWN FINE IS PREPARED.AND ON HIS BEHALF To THE TITLE COMPANY, IO LISTED HE AGENCY AND Title Surveys - Subdivisions - Site Pons - Construction Layout TO COURSE SAND SW LENDING INSITTUTION LISTED HEREON,AND pit TO 8' DIA. X 8' DEEP DRYWELLS FOR DRIVEWAY RUN—OFF ARE SHOWN THUS: 4oy1 TO THE ASSIGNEES OF THE LENDING INSR— `� TUITION CERTIFICATIONS ARE NOT TRANSFERABLE. PHONE (631)727-2090 Fax (631)727-1727 ELEV. 44.0' 17' THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS AND/OR EASEMENTS OF RECORD, IF 1586 Main Road P.O. Box 16 ELEV. 11.3' 4s.7 TEST HIGHEST EXPECTED JSGSROUND WAT472 3n;�n1 c az-c�4 1 ANY, NOT SHOWN ARE NOT GUARANTEED. Jomesport, New York 11947 Jamesport. New York 11947 1 SITE PLAN FOR STORMIATER MANAGEMENT NOTES MODERN GREEN HOME 1. ANY WORK OR DISTURBANCE, AND STORAGE OF CONSTRUCTION MATERIALS SHALL BE CONFINED TO THE LIMIT OF CLEARING PAGE 2 OF 2 AND/OR GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. ;I DETAILS 2. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, STEEL OR WOOD A CONTINUOUS LINE OF SILT SCREEN (MAXIMUM OPENING OF POST (TYP•) U.S. SIEVE #20) SHALL BE STAKED AT THE LIMIT OF CLEARING ExrTH STRENGTH FILTER FABRIC SURVEY OF PROPERTY AND GROUND DISTURBANCE SHOWN ON THE APPROVED PLANS. REQ'D. WITHOUT WIRE MESH SUPPORT THE SCREEN SHALL BE MAINTAINED, REPAIRED AND REPLACED AS 10' MAX. O.C. SPACING SITUATE OFTEN AS NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL W/ WIRE SUPPORT FENCE PINE NECK DISTURBED AREAS ARE PERMANENTLY VEGETATED. SEDIMENTS 6' MAX. O.C. SPACING TRAPPED BY THE SCREEN SHALL BE REMOVED AWAY FROM THE w/0 WIRE SUPPORT FENCE '.: � :,. .:• TOWN OF SOUTHOLD SCREEN TO AN APPROVED UPLAND LOCATION BEFORE THE �'•' '—' '— SCREEN IS REMOVED. == SUFFOLK COUNTY, NEW YORK 3. PRIOR TO THE COMMENCEMENT OF ANY CONSTRUCTION ACTIVITIES, `��'~ '� .` �' FLOW S.C. TAX No. 1000-70-09-08 A CONTINUOUS ROW OF STAKED STRAW OR HAY BALES SHALL •�� BE STAKED END TO END AT THE BASE OF THE REQUIRED SILT NOT TO SCALE ATTACH! FABRIC SECURELY AUGUST 21, 2017 SCREEN AT THE BASE OF THE REQUIRED SILT SCREEN. THE BALES • '"' ''' SHALL BE MAINTAINED, REPAIRED AND REPLACED AS OFTEN AS IS •• � NECESSARY TO ENSURE PROPER FUNCTION, UNTIL ALL DISTURBED TO UPSTREAM SIDE OF POST NOVEMBER 7, 2017 REVISE NOTESNOVEMBER 27, 2017 REVISE PER S.C.D.H.S. NOTICE 11/27/2017 AREAS ARE PERMANENTLY VEGETATED. THE AVERAGE USEFUL LIFE / / \� \\/\\/\�j i JANUARY 10, 2018 REVISE HOUSE SIZE OF A BALE IS 3-4 MONTHS. SEDIMENTS TRAPPED BY THE BALES N FEN.E D£-T T.i SHALL BE REMOVED AWAY FROM THE BALES TO AN APPROVED UPLAND LOCATION BEFORE THE BALES THEMSELVES ARE REMOVED. Nor TO SCALE so' MIN. 4. STRAW BALES SHALL BE RECESSED TWO TO FOUR INCHES INTO THE GROUND. I KEEP SEDIMENT ON SSITETO 5. SILT SCREEN SHALL BE RECESSED BY TRENCHING SIX INCHES INTO THE GROUND. NOTES: SILT FENCE SHALL BE PLACED PARALLEL TO SLOPE CONTOURS TO 6. LEADERS AND GUTTERS THAT EMPTY INTO DRYWELLS SHALL BE INSTALLED MAXIMIZE PONDING EFFICIENCY. INSPECT AND REPAIR NECESSARY.IFENCE EIST BALES AND/OR ON THE PROPOSED RESIDENCE. EACH STORM EVENTAND SEDIMENT WHEN REMOVED AFENCING SEDIMENT SHALL BE DEPOSITED TO AN AREA THAT WILL NOT ALLOW i 7. ALL PROPOSED SWIMMING POOL DISCHARGES SHALL BE DIRECTED TO DRYWELLS. OFF—SITE TRANSPORT. o B. PROPOSED DRIVEWAYS MUST BE CONSTRUCTED OF PERMEABLE MATERIALS OR IF PAVED, BE EQUIPPED WITH DRAINAGE SUFFICIENT TO PREVENT RUNOFF I V o FROM BEING DISCHARGED ONTO THE ROAD OR OFF—SITE. 36' HIGH POLE (MAX.) 9. ALL AREAS OF SOIL DISTURBANCE RESULTING FROM THIS PROJECT SHALL BE STEEL OR WOOD POST SEEDED WITH AN APPROPRIATE PERENNIAL GRASS AND MULCHED WITH STRAW O rAl — IMMEDIATELY UPON COMPLETION OF THE PROJECT, WITHIN TWO (2) DAYS OF SOW HAY BALES 2"x2" STAKES FINAL GRADING, OR BY THE EXPIRATION DATE OF THE BUILDING PERMIT, (TWO EACH BALE) WHICHEVER IS FIRST. MULCH SHALL BE MAINTAINED UNTIL A SUITABLE FLOW VEGETATIVE COVER IS ESTABLISHED. IF SEEDING IS IMPRACTICAL DUE TO GRADE L TIME OF YEAR,-TEMPORARY MULCH SHALL BE APPLIED AND FINAL SEEDING COMPACTED PERFORMED AS SOON AS WEATHER CONDITIONS FAVOR' GERMINATION �. �. ::.�;� �.� BACKFILL DRAINAGE AND GROWTH. %�\\�/� :'w:?;��\/�\// S40Pf :* INLET ' SSIiLT FENCING °/0R 10. SUITABLE VEGETATIVE COVER IS DEFINED AS A MINIMUM OF 85% AREA �� VEGETATIVE COVER WITH CONTIGUOUS UNVEGETATED AREAS NO LARGER i THAN 1 SQUARE FOOT IN SIZE. \ � L PLAN VIEW 11. ALL CONSTRUCTION ACCESS WAYS SHALL BE RAISED SUFFICIENTLY AT THEIR /\\ 1\\/ 4" x 6' TRENCH f SITE ACCESS LOCATIONS WITH THE EXISTING ROADS, TO PREVENT RUNOFF / / W/ COMPACTED OF WATER, SILTS AND SEDIMENTS FROM BEING DIRECTED OR DISCHARGED ONTO BACKFILL BALES TO BE SET THE ROAD. A NON—LOAM BASE MATERIAL, SUCH AS CRUSHED STONE, GRAVEL. IN 4" TRENCH OR RECYCLED CONCRETE BASE, SHALL BE PLACED ACROSS THE DRIVEWAY OR ELEVATION CONSTRUCTION ACCESS WAY AT THE ACCESS POINT ALONG THE ROAD. TRENCH DETAIL ROAD pDSONG GRADE (NOT TO SCALE) HAYBALE BARRIER ® INLETS (NOT TO SCALE) HAY BALES AND/OR SILT FENCING TO BE USED WHERE.TOPSOIL IS NECESSARY FOR ` COMPACTED 3/4 CONSTRUCTION/4 NE BLEND BASE OF 1. AREA CHOSEN FOR STOCKPILING OPERATIONS OR N.Y.S.D.O.T.APPROVED R.CA REGRADING & VEGETATING DISTURBED AREAS. SHALL BE DRY AND STABLE. FILL TO 18 MIN.ABOVE EXISHNG TEMPORARY STOCKPILE STABILIZATION MEASURES INCLUDE 2. MAXIMUM SLOPE OF STOCKPILE SHALL BE 2:1. GRADE TO ALLOW FOR DRAINAGE VEGETATIVE COVER, MULCH, NONVEGETATIVE COVER, AND 3. UPON COMPLETION OF SOIL STOCKPILING, EACH CROSS SECTION PERIPHERAL SEDIMENT TRAPPING BARRIERS. THE PILE SHALL BE SURROUNDED WITH EITHER SILT TYPICAL STORMWATER UNIT STABILIZATION MEASURE(S) SELECTED SHOULD BE FENCING OR STRAW BALES, THEN STABILIZED WITH (TOPS TO BE TRAFFIC BEARING) APPROPRIATE FOR THE TIME OF YEAR, SITE CONDITIONS, VEGETATION OR COVERED. TEMPORARY CONSTRUCTION ENTRANCE AND REQUIRED PERIOD OF USE. 2 -(NOT TO SCALE) SCAM SLOPE OR LESS CAST IRON INLET FRAME h COVER (FLOCKHART/63518 TYPE 6840) 1 FINISHED GRAD E OR 6•THICK REINFORCED CONC. COVER ( '��Of Ne;v STABILIZE ENTIRE PILE 1•-0• �Q• �` WITH VEGETATION OR COVER e•TRAFFIC BEARING SLAB--\ e� CO�O� �C ly PIPE FROM ROOF GUTTERS CRUSHED 3/4' - 1-1/2' STONE �L 1.1L NP d, 1L NL 1L �L NL ALL AROUND Y. Lic. No. 50467 0! LEACHING RINGS y y mI REINFORCED PRECAST CONC. Nathan• twin III 3'-0• i Ibl 4000 PSI O 28 DAYS 3'-0' 1�1 y 14/ (mfn.) 4• (min.) Land urveyor o� E Successor To: Stanley J. Isaksen, Jr. L.S. Joseph A Ingegno L.S. I — STRAW BALES OR SILT FENCE GROUND WATER Title Surveys — Subdivisions — Site Plans — Construction Layout PHONE (631)727-2090 Fax (631)727-1727 SOIL STOCKPILE OFFICES LOC47E11 AT MAILING ADDRESS (NOT TO SCALE) i 1586 Main Road P.O. Box 16 Jamesport, New York 11947 Jomesport, New York 11947 I — UX TEST HOLE #2 AS SHOWN ON FILED MAPSURVEY FOR FOR 3� 7 MODERN GREEN HOME LOT 1 a ......... �_,..,..,,..,wn,T.. _,,....., . .,.,.,..,.. MAP OF FAc �'�I_-''�^:Ih_, :: � :•. .:,..,.�;:.,:,;,_'_�r:. c'. ,i [ �.�a �_ ,.:.iG � MORRELL, L.L.C. LOT 2 OREGON, L.L.C. 'fr? vACANT Xp �� 5FILE No. 11463 FILED NOVEMBER 14, 2006 s• a J C , _ , 'La .... . .a ,«-. =5% t SITUATE S 46'39'50" E obs 317.16' ;'� CUTCHOGUE I - _, EB 0 L L0� `'T ��--I �,, TOWN OF SOUTHOLD PROP.UTIL.ITIES o �_ I SUFFOLK COUNTY, NEW YORK to to N X - ------- I , I S.C. TAX No. 1000-83-02-12.1 0. I 3•WA JC'141 `� "T__ SCALE 1"=50' a TER SERVICE I(/ IO ° n W I i C�sr, .-.-.�s . .. AUGUST 21, 2017 F -- ..-•,.......m_-..s��.....,_.,..-:-,-.._.�.,,.z.,�,....w.-.=_.,,_,,.�._„ NOVEMBER 7. 2017 REVISE NOTES G/ r, """"'� NOVEMBER 27, 2017 REVISE PER S.C.D.H.S. NOTICE 11/27/2017 w . .°PROP.GRAVEL DRIVEWAY I , I�-1 i9 y; A ° <� . , A , d AREA = 80,143 sq. ft. o I }w� 1.840 ac. ml �' U� _ NOTE' �� 2 J X59.1 I N[mn 6FL.62A �' �, ° -� •—�0' WIDE P�••��•� 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM d Q- , EXISTING ELEVATIONS ARE SHOWN THUS:.=X O �ELECTRI1.,,,F.ASE`M T ?4 ��' ; 2. REFER TO FILED MAP FOR TEST HOLE DATA. F" 3. MINIMUM SEPTIC TANK CAPACITIES FOR UP TO 5-6 BEDROOM HOUSE IS 1,500 GALLONS. \y+ W o �� LOT 1 I n r;f^4a u 2 4 1 TANK; 8' dia. x 5' LIQUID DEPTH O �_ 3 , i "I"•°_+ '' ^7 4. MINIMUM LEACHING SYSTEM FOR UP TO 4 BEDROOM HOUSE IS 400 sq ft SIDEWALL AREA. 75'� N I ri_ a -yI nfs ��� e „ LVu iia �e,'AI:,R 1 POOL; 16' DEEP. 8' dia. b r�.. D °l.� I tF-4 A'"a = f a de 5 Ir i�'i,�tii!?0 i' F' r t� q,,,.r'•• `'E: PROPOSED FUTURE SOX EXPANSION POOL 1r-- ----- ---- 53 moi, Y,I ua1t, �5 3 't(s•° r ' O F , _ r ��•]''; �la,;•'�•J`" ® PROPOSED 8' DIA. X 16' DEEP LEACHING POOL e` •": �------ ---- PROPOSED 1,500 GALLON SEPTIC TANK - L t`i o J• � U1 � 5. THE LOCATION OF WELLS AND CESSPOOLS SHOWN HEREON ARE FROM FIELD & u: ' N TEMPORARY , OBSERVATIONS AND/OR DATA OBTAINED FROM OTHERS. a' , GON5TRUCTION . "�'" 6. MAXIMUM 35Y OF LOT SHALL BE CLEARED. j� �. �" x 59 1 G 2x I I ENTRANCE ' -EXISTING 3' WA R SEIi;19CE TT C-_ S & 3 X Q 1) I 45' O ' .624x 115. 0 I , W � , O I �- F ' 60' ' Q M m� Z og x5a° x59.7 N DAN w 5' PLANTING BUFFER _—_ XLU X61.3 62.7XN ^..�I , GRATE O OVERHEAb-WiRE� - - - - - - -- _ -- -:--t - ------ 3ua+X _—_ ---- w LffY POLE - Z-7 - - -• - - •- _ '-�'�P ✓ -- _ ---ti ------- STANDARDSPREPARED FOR ACCORDANCE SURVEYS AS THEMINIMUM N 46'39'50" W 57.2 — — _ -------- - ------ �j BY THE LIALS.ANTHE NRO R D ATE LAD JL1.0 �^ FOR SUCH USE E NC�l4 ORK STATE LAND GRAVEL ROADWAY 60.3 308.95' O TITLE ASSN '�Y°'f'�-' ---<•- i, 1,840.75' 20' WIDE RICHT OF WAY 40' WIDE RICHT OF WA°Y NCO/r f:� C�. " COUNTY OF SUFFOLK (DIGNAN S ROAD (DEVELOPMENT RIGHTS) ) � E• ., VACANT TEST HOLE #2 AS SHOWN ON FILED MAP J40V 3 0 2017 11 , (TEST HOLE DUG BY McDONALD GEOSCIENCE ON SEPTEMBER 24, 2003) DRAINAGE SYSTEM CALCULATIONS: �� 9 I Y.S. 'c. No. 50467 ELEV. 61.0' 01 r t"rs i '• s ca{.t, ^V i. / DRIVEWAY AREA: 3,530 sq. ft. c pip 00,� E-kL Y. ._ - - I �-�•• �_ r 3,530 s ft. X 0.17 = 600 cu. ft. DARK-BROWN LOAM OL UTHORIZED°ALTE ATION;OR.'ADDMON °F-- ,';;: c 44 r' } t- ■ 600 cu.gff. / 42.2 = 14 vertical ft. of 8' dia. leaching pool required 1 TO T i$-,SUWEY-IS AWIDwnON OFm° t=- N�than `TQ,`�i w�n 'll PROVIDE (2) 8' dia. X 7' high STORM DRAIN POOLS SECnN77209_OF niE-NEW YORK'S FATE mucAnoN'taw: ROOF AREA: 2,640 sq. ft. BROWN CLAYEY SAND SC COPIES OF THIS SURVEY MAP NOT BEARING Land Survey®r 2,640 sq. ft. X 0.17 = 449 cu. ft. THE LAND SURVEYOR'S INKED SEAL OR 316 cu. ft. / 42.2 = 11 vertical ft. of 8' dia. leaching pool required EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. PROVIDE (2) 8' dia. X 6' high STORM DRAIN POOLS / 9' CERTIFICATIONS INDICATED HEREON SHALL RUN Successor To: Stanley J. Isaksen, Jr. L.S. ONLY TO THE PERSON FOR WHOM THE SURVEY Joseph A Ingegno LS. TO-THE PROPOSED 8' DIA. X 6' DEEP DRYWELLS FOR ROOF RUN-OFF ARE SHOWN THUS: �� PALE 3ROWN FINE IS COMPAANY, GOVERNMENTAL AND ON HIS AGENCY AND 4 Y TO COURSE SAND SW LENDING INSTITUTION LISTED HEREON,AND Title Surveys - Subdivisions - Site Plans - Construction Layout �` TOTHE CERTIFICATIONS ARE NOTOF THE NG INSTI- TRANSFERABLE. PHONE (631)727-2090 Fax (631)727-1727 PROPOSED 8' DIA. X 7' DEEP DRYWELLS FOR DRIVEWAY RUN-OFF ARE SHOWN THUS: �- ELEV. 44.0' THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS 17'' AND/OR EASEMENTS OF RECORD, IF 1586 Main Road P.O. Box 16 ELEV. 11.3' HIGHEST EXPECTED GROUND WATER ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 49.1' TEST WELL No. USGS 41010472303301 S 53324.1 SITE PLAN FOR 1 MODERN GREEN HOME PAGE 1 OF 2 LOT 1 D [ C gvz MAP OF D MORRELL, L.L.C. " OREGON, L.L.C. °� I NOV — 9 2018 FILE No. 11463 FILED NOVEMBER 14, 2006 ' SITUATE S 46'39'50" E CUTCHOGUE 317.16' BUMDING D�1Te TOWN OFSOOLD TOWN OF SOUTHOLD I a SUFFOLK COUNTY, NEW YORK N xmj UTILITY Box (D S.C. TAX No. 1000-83-02-12.1 3"WATER I V' Ln sERwcEI c� SCALE 1%9=509 I W AUGUST 21, 2017 NOVEMBER 7, 2017 REVISE NOTES NOVEMBER 27, 2017 REVISE PER S.C.D.H.S. NOTICE 11/27/2017 W JANUARY 10, 2018 REVISE HOUSE SIZE I/ 25.2• OCTOBER 30, 2018 FOUNDATION LOCATION � -z' 11 R C; E--I ' AREA = 80,143 Sq. ft. h 3 � 1.840 ac. ----------i3o.9 =10' WIDE ----------- ' \� W x 753.2------------- 5.7' F 4.s ELECTRIC EASEMENT y � � Z 2 � m z A EL1Ci"t!l .6 LOT > m 0 r 3 1. ELEVATIONS ARE REFERENCED TO N.A.V.D. 1988 DATUM o EXISTING ELEVATIONS ARE SHOWN THUS:1= r r i 4.s• x 59.1 i4 i EXISTING 3' WATER SERVICE TO LOTS 1, 2 & 3 Q N 19.4• ' I 62AX w I f � FFan I 0 �f p H z o x x 50 7 — — — --- I,/V, — w 5' PLANTING BUFFER x 59"9 61.3 I j �„ ( N GRRAATE ovER�TiEAb—WIA � — —.._.--_ _ — ----X------�'-- xX ' ---- w _ _ __ __ _ PREPARED I }�1R�DANCE -THEMINIMUM1�---_—_—_—_ ^, ,� STAN FO Q !PR AAA�fff111D'ADOUSHED PTED �`UTILTIY POLE — I— .— —. — ---- P ✓ —_�_1_-- -_—_—_ --_._.— IF'1'�—I. �� ST LLA: R LAND r-----------_ N 46'39'50" W 577 GRAVEL ROADWAY 60.3 e1.o . — — — °� A'e 308.95 ; 1,840.75' Co � " N/o/F 20' WIDE RIGHT OF WAY 40' WIDE RIGHT OF WAY � it COUNTY OF SUFFOLK ' ; (DIGNAN S ROAD (DEVELOPMENT RIGHTS)TT ) � 47 Y.S. Lic. No. 50467 N7 UNAUTHORIZED OF nNEW YORK ADDITION g7E Nathan Ta Corwin III T°THIS SURVEY IS A VIOLATION OF EDUCATION LAW. COPIES OF THIS SURVEY MAP NOT BEARING Land Surveyor THE LAND SURVEYOR'S INKED SEAL OR EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. CERTIFICATIONS INDICATED HEREON SHALL RUN Successor To: Stanley I J. saksen, Jr. LS. ONLY TO THE PERSON FOR WHOM THE SURVEY Joseph A ngegno L.S. IS PREPARED,AND ON HIS BEHALF TO THE TITLE COMPANY,GOVERNMENTAL AGENCY AND Title Surveys — Subdivisions — Site Plans — Construction Layout LENDING I2PITION LISTED HEREON,AND TO THE ASSIGNEES OF THE LENDING INSn— TUTION. CERTIFICATIONS ARE NOT TRANSFERABLE PHONE (631)727-2090 Fax (631)727-1727 THE EXISTENCE OF RIGHT OF WAYS OFFICES LOCATED AT MAILING ADDRESS AND/OR EASEMENTS OF RECORD, IF 1586 Main Road P.O. Box 16 ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 �301 ` - SURVEY OF LOT 1 MAP OF LOT 2 I MORRELL, L.L.C . 111' HIGH DEER FENCE OREGON, L.L.C. FILE No. 11463 FILED NOVEMBER 14, 2006 ' SITUATE CUTCHOGUE S 46°39'50" E /'7. 16 C.A.T.V., TOWN OF SOUTHOLD o I LECBOX 80X SUFFOLK COUNTY, NEW YORK tD 3 WEL?' I MANHOLE S.C. TAX No. 1000-83-02-12. 1 Ln •.:• ELECTRIC COVER SCALE 1 "=30' N CD U AUGUST 21 , 2017 N NOVEMBER 7, 2017 REVISE NOTES t •' GRAVEL DRIVEWAY ;' .' / NOVEMBER 27, 2017 REVISE PER S.C.D.H.S. NOTICE 11/27/2017 w .' ? •';i JANUARY 10, 2018 REVISE HOUSE SIZE w LOT ' OCTOBER 30, 2018 FOUNDATION LOCATION `V JANUARY 20, 2020 PROPOSED DEER FENCE .• ;: .. ' FEBRUARY 14, 2020 ADD SEPTIC SYSTEM GATE JULY 1, 2020 CORRECT SEPTIC SYSTEM MEASUREMENTS 0 25.4' • z• / �, N AREA = 80,143 sq. ft. = o,imw o 1.840 ac. v• Q to o t/ I / _ SEPTIC SYSTEM TIE MEASUREMENTS ------- 130_9'_ i..•' / 4.5 • =- —•-.—— 10' WIDE HOUSE HOUSE t7` ELECTRIC EASEMENT 153.2' S•7' N .• .• CORNER QA CORNER — —————————————————————————— w _ Li Y o " •rJ�� z'' / µ-j SEPTIC TANK COVER 28 23.5, o 3 Z o :'2.'• J r, LEACHING POOL 40' 44' rk,El 13.s' O g .. :. .'• _ W COVER tZI �YEn 0 M M o� I N i I 3 Z S c3 1 N C11 ---_---- 107.9'-------- 15' B 2nd STORY i 13.9' 4.5' DECK / BASEMENT EGRESS WINDOW WELL io io I / N � A i 19.8' Z U Y U WF ® / LLJ CONC. SLAB ( �+jw O EQUIPMENT C)w (°o Ow 1 / O O (� 3w I UNDERGROUND .-- q p o PROPANE TANK In ARBORVITAE � ) AIR 3 I COVER 0 1��--.- -•- - -w�•�-„v�.•w.v�,.�—.�——,����— CONDfTIONER UNITS / 0 N ^y z I i 8' HIGH DEER FENCE I / d 5' PLANTING BUFFER FOUND BROKEN DRRAAIN Q _,,— •,_ CONC. MON. - - - _ - _ _ - - - - UTil1TY POLE - - OVERHEAD WIRES " POLE - _..—.._ ..—.. -..—. _.._.._.._ - - ✓/ - - - V N 46039950” W GRAVEL ROADWAY , 30F>.95 0 1,840.75' p 'ri C �-3 "i•1 40' WIDE RICHT OF WAY N/0/F X20' WIDE RICHT OF WAY PREPARED IN ACCORDANCE WITH THE MINIMUM I - C- COUNTY OF SUFFOLK STANDARDS FOR TITLE SURVEYS AS ESTABLISHED : 4 C_— COUNTY ROAD) BY THE L.I.AL.S. AND APPROVED AND ADOPTED ` J (DEVELOPMENT RIGHTS) FOR SUCH USE BY THE NEW YORK ytFATE LAND C) C> TITLE ASSOCIATION. ^= I" CJS M CD M % 'I 0,� C= .��. x F' AUG - 7 2020 . _ 1 �/� `•-`�• �.° ,-�� f < R +! �• s 9a t \\`!(,__.+-"i-,•ter. Y& Lic. No. 50467 SUFFOLK CCUNTY OEPARTt41E�iT OF HEALTH SERVICES TLIN O THIS OSURVEY Is A4 VIOLATION ODITION .. �' APPROVAL Or CONSTRUCTED WORKS FOR SECTION 72LA OF THE NEW YORK STATE EDUCATION LAW. Nathan Taft Corwin III A SINGLE FA::fILY RESIDENCE Date�U� O 4Y�o H.S.Ref.No.RSO l� Da t COPIES OF THIS SURVEY MAP NOT BEARING THE LAND SURVEYOR'S INKED SIAL OR Land Surveyor EMBOSSED SEAL SHALL NOT BE CONSIDERED TO BE A VALID TRUE COPY. 'Me smage fspwai am water supply fadbes at W3 10Cation have been CERTIMCATIONS INDICATED HEREON SHALL RUN Inspected andlor cer iced by this Departme or oftr ONLY TO THE PERSON FOR WHOM THE SURVEY be 88ftcl FOR A IMUM (0 �peOM end ue IS PREPARED, AND ON HIS BEHALF TO THE Y ay BEDROOMS. TITLE COMPANY, GOVERNMENTAL AGENCY AND Successor To: Staple J. Isaksen, Jr. L.S. LENDING INSTITUTION LISTED HEREON, AND Joseph A. Ingegno L.S. TO THE ASSIGNEES OF THE LENDING INSTI- " _ TUITION. CERTIFICATIONS ARE NOT TRANSFERABLE. Title Surveys — Subdivisions — Site Plans — Construction Layout Cxaig Knepper, P.E,, Chief PHONE (631)727-2090 Fax (631)727-1727 Office Of Wastewater Management THE EXISTENCE OF RIGHTS OF WAY OFFICES LOCATED AT MAILING ADDRESS AND/OR EASEMENTS OF RECORD, IF 1586 Main Road P.O. Box 16 ANY, NOT SHOWN ARE NOT GUARANTEED. Jamesport, New York 11947 Jamesport, New York 11947 37-156D • � �., ;. •?� �•�n ,,. �a ���, a`"*� = Leh i , ,.F� ��«.,' ,:�°s 'tee'-4�'�vet-"r°�.'<''�•�"""�`�'-�S' � ,,. s'�§,"�." % PFS•TECO PFS Corporation tl/b/aPFSTECO An Employee-Owned Company # Paul B.Walker July 17,2018 Simplex Industries,Inc. 1 Simplex Drive Scranton,Pennsylvania 18504 Re: 17-0617,Reardon Residence at 1965 Mulberry Street Cutchogue,NY in Suffolk County NY DOS No. :M0186-2018-173 Dear Mr.Fiscus, Issued with this letter in response to your application received June 19,2018 for approval of a new Individual Model(as referenced above) is the Factory Manufactured Approval as Authorized under Part 1209 of Title 19 NYCRR,Division of the Code Enforcement and Administration. The approval is indicated by the PFS Corporation Stamp of Approval placed on the set of plans accompanying this letter dated July 17,2018 is valid for 2 years from the date of this letter.This approval is in compliance with the Uniform Fire Prevention and Building Code which incorporates the 2015 International Residential Code as modified by New York State,2017 Uniform Code Supplement and 2014 National Electrical Code. The design limitations for this approval are as follows 1. Occupancy:One Family Detached Dwelling and Construction Type:Wood Frame Unprotected 2. Number of Stories:Two 3. Ground Snow Load:40 psf 4. Seismic Design Category:B 5. Basic Wind Speed and Exposure Category : 135 V-ult mph and C 6. Building Sprinkler System:None 7. Climate Category:4 8. Other:All materials and designs for the foundation,including the basement stairs,handrail,lighting,support columns and connections,steel beams for support of the cantilevered 2nd floor,all materials for the Porch/Balcony(roof part of the modules)and Deck including all access to grade,interior garage wall installation,hose bibbs,kitchen and bath cabinet and fixtures,all appliances,ceiling fans,interior railing,fireplaces and flues,skylight installation,exterior siding,window trim and flashing,lighting,roof completion,roof vent installation,water heater,HVAC system,gas line installation, exhaust fan completion,electrical,plumbing and vent connections,floor insulation,energy compliance completion and all site connections are to be completed on-site by others,to be reviewed,inspected and approved by the local authority having jurisdiction. Prior to shipment from the factory each factory manufactured home,model and/or 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 from NYSDOS. This is a file copy for your records. Should you have any questions,please feel free to call this office at any time. y D. R e nDigitally signed by D Renee Sincerely, Moist DN:cn=D.Renee Moist,o, 1'3 ou=PFS, M O I wJ` /' _mad=renee moist@pfsteco co D.Renee Moist f m,c`=us Staff Plan Reviewer , Date.2018.07.17 16.00:21-04'00' Northeast Regional Office renee.moistp_pfsteco.com Enc: PDF Approved plan set Cc: Donald Thomas,AIA(DOS) 570.784.8396 - 1115 Old Berwick Rd. • Bloomsburg,PA 17815 TE O QWF;0�1_' TESTED WWW.PFSTECO.COM MARKS YOU CAN BUILD ON# New York State Department of State NEWYORK Building Standards Division of Building Standards STATE OF and Codes OPPORTUNITY. and Codes One Commerce Plaza 99 Washington Avenue,Suite 1160 Albany,NY 12231-0001 (518)474-4073 Fax. (518)486-4487 www dos ny.gov Application for Plan Approval of a Factory Manufactured Building (Modular) All fields must be completed in order for this form to be submitted. MANUFACTURER: Simplex Industries, Inc. Manufacturer No- M 0186 Address. 1 Simplex Drive, Scranton, Pa 18504 Phone 570-346-5113 Contact Person, Paul B Walker Email. pwalker@simplexhomes.com QUALITY CONTROL MANUAL LAST APPROVAL DATE: 6-30-18 Prepared By/Contact Person Simplex Industries/Charles Kasko Phone: 570-346-5113 Email CKasko@simplexhomes com INDEPENDENT THIRD PARTY INSPECTION AGENCY: PFS Corporation Address, 1115 Old Berwick Road Phone, 570-784-8396 Contact Person Harold Raup Email, harold raup@pfsteco com FACTORY MANUFACTURED BUILDING IDENTIFICATION Project Name/Client/Customer: Reardon Project County Suffolk Mode1. 17-0617 Occupancy Class Detached Single Family Dwelling Project Address* 1965 Mulberry Street, Cutchogue, NY 11935 Application pertains to: (check one) 0 New Individual Model (unique/custom/manufactured once for a specific site) New Initial Individual Model(planned to be built repeatedly-per these guidelines") Q New System of Models 0 Modification of an Approved Model or System: M (provide prior approval number) 0 Renewal of an Approved Model or System: M (provide prior approval number) *initial model means a specific design of factory manufactured home to include options which do not change the quality control manual and which in the determination of the Division,do not materially affect the structural,plumbing,mechanical or electncal systems. FILING DOCUMENTATION AND FEES Provide 1 set of necessary drawings, specifications, calculations and updated QA Manual (if more than 2 years since last approval)as a hard copy and pdf files on a CD-Rom,thumb-drive,web-transfer or e-mail Please provide a non-refundable filing fee of$50 00.A plan checking fee in accordance with 9 NYCRR 1281 4 is required upon approval,payable to NYSDOS, Division of Building Standards and Codes. Send submission and payment to: NYS Dept of State, Division of BuildingStandards an C~i's� � Commerce Plaza,99 Washington Avenue, Suite 1160,Albany, NY 12231. SIGNATURES: IP� Registered Architect - Professional Engineer" ` 6`: ttf z c[ W Lu Name, David E. Billingsley, PE License No: 086250 :; 086250 Signature: °�O , *`New York State Education Law and Department of State Regulation require architect or professional engineer s e s drawings and specifications submitted to public officials certifying compliance with health and safety regulations and con orman nt es DOS-1280-f-a(Rev 03/17) Page 1 of 1 CODES DIVISION NEW YORK DEPARTMENT OF STATE e DIVISION OF CODE ENFORCEMENT AND ADMINISTRATION _I tl l Third Party Modular Review Submission Development Worksheet DEPARTMENT OF STATE Based upon th 2010 esidential Code of New York State 2016 For Codes Division Use Only Application number assigned by DOS Codes Division M0186-2018-173 Date Received: 6/19/2018 Date Reviewed: 6/26/2018 Date Approval Issued:7/17/2018 DOS Reviewer: TO BE COMPLETED BY THE MANUFACTURER Manufacturer: Simplex Industries, Inc Project Name & Project Number:West Stockbridge Residence 17-0617 Address: 1965 Mulberry Street City/Town/Village:Cutchogue, NY Zip Code: 11935 This worksheet is based upon the Submission Instructions prepared for the Residential Third Party Modular Review. This completed worksheet shall accompany each project submitted as part of the Residential Modular Pilot Program. This worksheet is provided for general guidance in preparing a satisfactory application for approval only. This is not intended to serve as a complete checklist leading to compliance with the Uniform Fire Prevention and Building Code. Note that the worksheets are in a tabular format and are divided into five columns as shown below. A description of each column is given in the second row,below the column header Reference to Code Section Submission Response Drawings Sheet or page Instructions Requirement number where requirement is addressed This column references the This column This column This column is where the This is where the manufacturer or Submission Instructions The contains the identifies a specific manufacturer,design professional, design professional identifies exactly submission instructions shall be relevant code code requirement quality assurance agency identifies where in the submission the followed in the development of section(s)that that must be that the submission requirement has submission requirement has been met the project submission for support the addressed within been addressed,is not applicable to For example,what drawing sheet has approval submission the submission the project,or is a component to be the window schedule? requirement documents addressed with the site constructed portion of the project See note 2, below APPROVED RCNYS Submission Development Worksheet DATE 7/17/18 Page 1 of 14 March 4,2011 PFS CORPORATION Bloomsburg, PA The design professional shall complete the response column by checking the appropriate box. The response three options to check are: ❑Completed ❑ N/A (Meaning that the requirement is not applicable to the project.) ❑ S(Meaning that the requirement is to be completed as part of the site construction) Section A -General Requirements Worksheet Reference to Code Submission Requirement Response Drawing sheet or Instructions Section page number where requirement is addressed A7 N/A A complete calculations manual ItCompleted 1-37 Structural Calcs ❑N/A 1-12 Collector Calcs 0S 1-40 Wind&Seismic A6 N/A Drawings indicate the location of the insignia of .`lcompleted Pg 3 0&3.1❑N/A approval os AS N/A Drawing organization NOCompleted Pg"0 N/A 0 A4a N/A Cover Sheet identifies the design professional's Completed Pg 1 0 o N/A name, address and contact information. o s A4b N/A Cover sheet has an index for the drawings set Completed Pg 1.0 o N/A ❑S A4c N/A Cover sheet indicates the project name and 4Completed Pg 1 0 o N/A address o s A4d N/A Cover sheet identifies the use and occupancy Completed pg 1.0 ❑N/A classification 0S 134a N/A Cover sheet identifies the seismic design Completed pg 1.0 ❑N/A category 0S B4a N/A Cover sheet identifies the ground snow load 4Completed Pg 1 0 o N/A 0S 134a N/A Cover sheet identifies the basic wind speed N6Compleled Pg 1.0 ❑N/A ❑S A3 N/A 3"x6" clear space box provided for DOS Completed All pages of the ❑N/A drawing set approval stamp 12S ompleted Pg 1 06C A2 N/A Manufacturer's information provided vo N/A oS PFS APPROVED RCNYS Submission Development Worksheet 7�1��1g Page 2 of 14 March 4,2011 DATE PFS CORPORATION Bloomsburg, PA A 1 N/A All documents sealed by design professional Completed All sheets and pages ❑N/A ❑S A 1 N/A Third party approval granted v6Completed All sheets and pages ❑N/A ❑S A 1 N/A Submission ready documents in triplicate Completed Hard copy and email ❑N/A ❑s set sent Section B -Required Drawing Details Reference Code Submission Requirement Response Drawing sheet or to Section page number where Instructions requirement is addressed Bla R101 2 Type of Structure W6Cempleted pg 1.0 ❑N/A 13 circle one One Family Two Family Townhouse Number of Stories= 2-Story %-fompleted Pg 1.0 ❑N/A ❑S The attic is defined as an unfinished space. Note that sprinklers are not required in any building having two stories above a basement,whether the basement is below grade or considered a story above grade. Height of Building(ft.)= 24'-03/8" N&ompleted pg 2.0 ❑N/A ❑S B lb Floor Plan(s) 4Completed Pg 3 0&3 1 ❑N/A U R303 Light and ventilation %6Completed pg 1 1 Identify this information on the window schedule,when °N/A ❑s appropriate R303.6 Stairway illumination .Completed pg 4.1&4.2 ❑N/A R303.7 °s R304 Room size NtCompleted Pg 3.0&3.1 One room a min of 120 s f. °N/A ❑S 70 s.f for other rooms 7 foot min horizontal dimension R305.1 Ceiling Height Completed Pg 2.0-2 2&3.0-3.1 & ❑N/A 7.0 Identify the ceiling height on a section or elevation view. 0S Show compliant dimensions when using exceptions. R306 Fixture requirements Nzcompleted Pg 3 0&3.1 ❑N/A Ch.27 os PSS/. APPROVED RCNYS Submission Development Worksheet DATE 7/17/18 Page 3 of 14 March 4,2011 PFS CORPORATION Bloomsburg, PA R302.13 floor protection N/A R307 Fixture spacing v6Com Pleted Pg 3 0&3 1 ❑N/A ❑S Blc Cross Sections .,Zcomptetea pg70 ❑N/A 13 Bld R702 Finishes 4Completed pg70 ❑N/A Blg as R702.3.5 Gypsum .ZCompleted pg 7 0 ❑N/A as R315 Flame spread classification not greater than 200 -ZCompleted Pg 1 1 ❑N/A R302.9 ❑s Blf R703 Exterior Finish ❑Completed ,OrN/A as R806 2 Attic ventilation ❑Completed ./N/A ❑S Ble R807 Attic access ❑Completed V(N/A ❑S Blh R308 Door and Window Schedule ❑Completed R310 Notes. 1 Window pressure and Wind borne debris are 13s R311 separate requirements. 2.Show dimensions complying with emergency escape and rescue requirements 3. 1 exit per dwelling unit,side hinged,&3'x6'-8" R308.4 Safety glazing locations VCompleted Pg 3 0-3 1 ❑N/A a R308.6 Skylights/sloped glazing ❑Completed pg 2.0-2.1,3.1.,10.0 ❑N/A �S R613 Exterior windows and glass doors KCompleted pg 1 1,3 0-3 1 8609 13 N/A ❑s R613 2 Performance of windows 'Completed Pg 1 1 IR609.21 ❑N/A ❑S R613 3 Testing and labeling Completed E3 N/A R609.3 ❑S R613.6 Wind-borne debris ❑Completed pg 1 1 R ./1 N/A 609.6 ❑s R613.7 Anchorage 4Completed Per manuf.Spec pg 609. ❑N/A R1 1 ❑S R613.8 Mullions .ACompleted pg 1.1 o N/A R609.8 ❑S RCNYS Submission Development WorksheetV�_ APPROVED Page 4 of 14 March 4,2011 % DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 133a R309 Garage Separation Completed pg 3.0 R302.5 Identify wall construction Identify opening protectives °N/A °S R311 4 3 Landings 'Completed 3.0-3.1 R311 5.4 311.7.6 °N/A pg °s R311.6 Ramps °Completed R311.8 �N/A °S FFTI-1-51 Stairs .Completed pg 3.0-3.1 ❑N/A R311.7 0S Completed pg 3.0-3.1 R311 5 I 36"clear width _ °N/A R311.7.1 0S R311 5.3.2 Min.Tread depth=9" 4Completed pg 7.0 ❑N/A R311.7.5.2 0S R311.5.3.1 Max.riser height=8 1/4" NfCompleted pg 7.0 R311.7.5.1 °N/A °S R31 I.5 2 Min =6'-8" 'Completed pg 7.0 ❑N/A R311.7.2 °s R314 5 Spirals °Completed (not permitted to the only means of egress from a story) 'N/A R311.7.10.1 °S R311.5.6 Handrails °Completed pg 7,0 °N/A R311.7.8 4S R311 5 6 ] Height • ❑Completed pg 7.0 34"to 38"with 4 or more risers °N/A R311.7.8.1 Is R312 Guards ❑Completed pg 2.0-2.2 °N/A 4S R312 1 Floor surfaces more than 30"above floor below °Completed Nf N/A °S R312 2 Size of openings ❑Completed 'N/A R312.1.3 °S R313 Smoke Alarms 4Completed pg 4 1-42 Show locations on drawings °N/A R314 ❑S R-3-1 3-1 Carbon Monoxide AlarmsCompleted pg 4.1 4 2 8315 Show locations on drawings °N/A ❑S R313 5 Automatic Sprinkler Systems OCompleted (Three story structures) 'N/A R313 °S Provide hydraulic calculations °Completed 'N/A °S RCNYS Submission Development WorksheetV�- DATE APPROVED Page 5 of 14 March 4,2011 7/17/18 PFS CORPORATION Bloomsburg, PA Provide layout of sprinkler heads DCompleted N/A oS Provide complete system diagram oCompleled 4 N/A ❑S Submit equipment specifications []Completed 4N/A ❑S Completed pg 2.0-2.2,3.0-3.1,7.0 R314 Foam Plastic Insulation o N/A nL1 6j 103 S Bla R317 Dwelling Unit Separation °Completed 302 ,fN/A R os R317.] One hour for two-family structure °Completed (''/z hr.with sprinkler system) 4N/A R302.3 0S R317 2 Townhouses ❑Completed E302.2 ,,9oI Ss One-hour separation pe R302 R30'L 'L DCompleted (2 hour common wall exception) 0S os R317 2 2 Parapet construction ❑Completed R302.2.3 .jf osS R317.2.4 Structural independence ❑Completed R302.2.4 N/A os Ch. 13 General mechanical systems °Completed 4fN/A El M1303 Labeling of appliances °Completed 4N/A ❑S M1305 Appliance access ❑Completed -LN/A ❑S M1306 Clearances from combustible construction °Completed 4N/A ❑S Ch 14 Heating& cooling equipment NgCompleted pg 1.0,9.0 ❑N/A ❑S pg 4.1 -42` Ch. 15 Exhaust systems 4Completea ❑N/A ❑S M1502 Clothes dryer exhaust ❑Completed pg 4 1 ❑N/A ,,orS M1503 Range hoods []Completed pg 4.1 4N/A ❑S RCNYS Submission Development WorksheetAPPROVED Page 6 of 14 March 4,2011 V�� _ DATE 7/17/18 PFS CORPORATION Bloomsburg, PA M1505 Overhead exhaust hoods oCompleted N/A oS M1506 Exhaust ducts oCompleted leted pg 1.0&41 4 2 o N/A 'VS M 1507 Mechanical ventilation oCompleted pg 1.0&4 1 4.2 o N/A Js Ch 16 Duct systems ❑Completed pg 1.0,9.0 ❑N/A S M1601 Duct construction oCompleted pg 1.0,9.0 o N/A 0S M1602 Return air oCompleted pg 1.0,9.0 & G2442 °qS Ch. 17 Combustion air oCompleted �G N/A oS M1701 General ❑Completed N/A 13 M1702 All air from inside ❑Completed N/A oS M 1703 All air from outside ❑Completed Nf N/A ❑S Ch.24 Fuel gas oCompleted y9 N/A 13 G2406 Appliance location ❑Completed -Z N/A C3 G2407 Combustion,ventilation and dilution air oCompleted 4 N/A oS G2408 Equipment&appliance installation oCompleted NdN/A ❑S G2413 Pipe sizing oCompleted rG N/A ❑S G24143 0S Piping materials oCompleted G2414 .p os G2420 Gas shutoffvalves oCompleted 4N/A ❑S 136a Plumbing system drawings Completed pg 8 0-8 2 See Chapter 25 through Chapter 32 ruA vs RCNYS Submission Development Worksheet �FS/. APPROVED Page 7 of 14 March 4,2011 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 136b P2904 P2906 Identify plumbing materials ACompleted pg 8 0-8 2 IA P3002 ❑❑I s 136c Drawings of the plumbing system ./Completes P9 8.0-8.2 ❑N/A B6d ❑s Ch 26 General requirements .ZComptetea Pg 8.0-8.2 ❑N/A oS P2603.2 Drilling and notching .Completed pg 8 2 ❑N/A ❑S P2605 Piping support . pg82Completed . o N/A oS P2706 Waste receptors ❑Completed 4N/A ❑S Ch.28 Water heaters ❑Completed -GN/A 13 P2802.2 Temperature Control ❑Completed ./N/A P2803.2 ❑S R306.4 Water supply .Completed pg 8.0-8.2 ❑N/A ❑S P2903 Fixture units,size of water supply piping 4Completed pg 8 0-8 2 o N/A ❑s P2903.7 3/4"min 4Completed pg 8 0-8 2 ❑N/A El P2904 Identify pipe materials 4Completed pg 8 0-8.2 P2906 ❑N/A El R306.3 Sanitary drainage ,,A Completed pg 8 0-8.2 ❑N/A oS P3003 Piping materials VCompleted pg 8 0-8 2 ii N/A P3002 ❑s P3005 Cleanouts ❑Completed -4 N/A P3005.2 ❑S CH.31 Vents 4Completed pg 80-8.2 ❑N/A El P3103.1 Roof extension pg 8 2 .Completed ❑N/A ❑S IAF% APPROVED RCNYS Submission Development Worksheet DATE 717/18 Page 8 of 14 March 4,2011 PFS CORPORATION Bloomsburg, PA P3103.2 Frost closure oCompleted pg. 8.2 ❑N/A `GS P3103.3 Flashing&sealing oCompleted pg. 8.2 ❑N/A 0S P3108 Wet venting %ZCompleted Pg 8.0-8 2 o N/A ❑s P3109 Waste stack vent oCompleted pg 8.2 ❑N/A 'VS P3110 Circuit venting ❑Completed NfN/A ❑S P3111 Combination waste and vent system Completed pg 8.0-8.2 ❑N/A ❑S P3112 Island fixture venting oCompleted ,d N/A os Size of venting system v6Completed Pg 8 0-8 2 P3113 o N/A ❑S P3114 Air admittance valves fCompleted pg 8.0 ❑N/A ❑S P3201 Traps v6Completed Pg 8.0-8 2 ❑N/A nS Ch 10 Fireplaces&stoves oCompleted N/A ❑S R1001 9 Hearth&hearth extension oCompleted R1001 10 0S R1006 Exterior air supply oCompleted 4N/A ❑S R1004 Factory-built fireplaces oCompleted VN/A 0 R1004.2 Hearth extension oCompleted YEN/A 0 R1004.3 Decorative shrouds oCompleted .ON/A ❑S R1004.4 Unvented gas log heaters oCompleted N9 N/A os APPROVED RCNYS Submission Development Worksheet 7/17/18 Page 9 of 14 March 4,2011 DATE PFS CORPORATION Bloomsburg, PA Chimneys&vents ❑Completed (Chapters 10,18&24) �l S ❑s R1005 Factory-built chimneys ❑Completed 4 N/A ❑S R1801 2 Draft requirements ❑Completed N/A ❑S R602 8 Fire Blocking ❑Completed R302.11 . 0 oSs M1801.11 Multiple-appliance venting ❑Completed N/A oS G2425 Chimneys&vents []Completed N/A ❑S G2426 Vents o Completed V N/A oS G2427 Venting of equipment []Completed 11 N/A 13 Electrical Requirements Completed (Chapters 33 through 42) o N/A [IS E3801 2 1 Receptacle placement Completed pg 41-4 2 E3901 o N/A [Is E3802 GFCICompleted pg 4.1-4 2 E3902 o N/A ❑S E3803 Switch locations NfCompleted pg 4 1-4 2 o N/A E3903 os Bbd Electrical equipment/appliance locations 4Completed pg 4 1-4.2 Floor plans ii N/A B7a Service equipment ❑Completed pg 3.0-3.1,4.1-4.2 o N/A 4S B7b Means of grounding qrCompleted o N/A ❑S B7c Load calculations iACompleted pg 4.0 o N/A ❑S B7d Size of conductors Completed pg 4.0 o N/A oS B7e Main disconnect&over current protection oCompleted ,if N/A ❑S RCNYS Submission Development Worksheet VAP APPROVED Page 10 of 14 March 4,2011 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA B7f Locations of equipment q6Completed pg 4.1-42 ❑N/A ❑S B7g Single line diagram V6Completed pg 4.1-4.2 ❑N/A oS 137h Lighting planCompleted pg 4.1-4 2 ❑N/A N1 104.11 Ihigh efficiency reqs I ❑S Energy Code N6Completed Rescheck Report B8 ❑N/A pgs 1-12 ❑s State compliance path used UA TRADE-OFF Forced Hot Air Furnace,78 AFUE min. []Completed NIA Make and model number 4❑S Electric Central Air, 10 SEER min. ❑Completed NIA Make and model number . 13S ❑ Boiler,80 AFUE Min. ❑Completed Make and model number ,9N/A ❑s Air leakage Completed pg 7 0 Identify how joints,penetrations and openings in the ❑N/A ❑s building envelope are sealed. Recessed lights shall be IC rated and installed with no Completed pg 4.0 penetrations,or Type IC or non-IC rated installed inside iiEl❑S s an appropriate air-tight assembly with a 0 5"clearance from combustible materials and 3"clearance from insulation Vapor Retarder -ACompleted pg 7.0 Installed on the warm-in-winter side of all non-vented ii❑I s framed ceilings,walls and floors Materials Identification .ACompleted pg 7.0 Installation shall be per the manufacturer's instructions ❑❑s Materials must be identified so that compliance can be determined. Insulation R values and glazing U factors must be clearly marked on the building plans or specifications APPROVED V�7 _ DATE 7/17/18 PFS CORPORATION Bloomsburg, PA RCNYS Submission Development Worksheet Page 11 of 14 March 4,2011 Duct Insulation ElCompleted Supply ducts in unconditioned attics or outside the ❑N/A Pg 1.0&9.0s building must be insulated to R-8 or R-11. Return ducts in unconditioned attics or outside the building must be insulated to R-4 or R-6. Supply ducts in unconditioned spaces must be insulated to R-8 or R-11. Return ducts in unconditioned spaces must be insulated to R-2. Insulation is not required on ducts in basements within the thermal envelope. Duct Construction []Completed Pg 1.0&9.0 All joints,seams,and donnections must be securely o N/A N 1103.3.3 vrs fastened with welds,gaskets,mastics(adhesives), mastic-plus-embedded-fabric,or tapes Duct tape is not permitted. Ducts shall be supported every 10 feet or in accordance with the manufacturer's instructions Cooling ducts with exterior insulation must be covered with a vapor retarder Air filters are required in the return air system The HVAC system must provide a means for balancing air and water systems. Temperature Controls 4Completed pg 4.1 -4 2 Each dwellingunit has at least one thermostat capable of N/A P ❑S automatically adjusting the space temperature set point of the largest zone. Electric Systems oCompleted Separate electric meters are required for each dwelling of osS unit. Fireplaces oCompleted Fireplaces must be installed with tight fitting,non- . CS os combustible doors. Service Water Heating []Completed Water heaters with vertical pipe risers must have a heat �o/A S trap on both the inlet and outlet unless the water heater has an integral heat trap or is part of a circulating system. N1103.5 Identify on the drawings the insulation R value(s)for circulating hot water pipes and HVAC piping. Ch 9 Roof Exterior Coverings ❑Completed pg 7.0 ❑N/A S R902 Classification 4completed pg 7.0 o N/A ❑S R903 Weather protection vftompleted pg 7.0 ❑N/A oS VAPPROVED RCNYS Submission Development Worksheet Page 12 of 14 March 4,2011 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 95F-01 APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg,PA pg 7.0 R905.1 General requirements completed o N/A °S R905 2 Asphalt ❑Completed ,.,Of NIA oS Structural design Completed o N/A os Identify codes and referenced standards used in design NACompleted pgs 5 0-6 0&ALL on a separate sheet bound with the structural calculations °o s CALLS ATTACHED B4a1 Dead Loads V6completed pgs 5.0-6.0&ALL o N/A CALCS °s ATTACHED B4a2 Live LoadsCompleted pgs 5.0-6.0&ALL CALCS ii NIA os ATTACHED B4a3 Ground Snow Load gCompleted pgs 5 0-6.0&ALL o N/A CALCS °s ATTACHED B4a4 Seismic Design Category and Assumed Soil Site Class Completed pgs 5 0-6.0&ALL o N/A CALCS °s ATTACHED B4a5 R301.2.1 Wind Speed and Exposure Category ./Completed pgs 5.0-6.0&ALL °N/A CALCS JR301.2.1.41 os ATTACHED B4b1 Engineered design Completed pgs 5.0-6 0&ALL R301.2.1 o N/A CALCS os ATTACHED B4b2 Prescriptive design VtCompleted pgs 5 0-6.0 o N/A 13 134c Specifications of materials Completed pgs 5 0-6 0&ALL °N/A CALCS °s ATTACHED B4dl Engineered roof details incorporated NtCompleted pgs 7 0 °N/A °S B4d2 Truss specifications data sheet provided %fComple,ed Truss CERT o N/A ❑s B4d3 Truss(rafter)uplift connections provided 4Completed Pg 7.0 o N/A oS Pg 7.0 B4d4 Ice shield underlayment provided °Completed o N/A S B4d5 Attachment of roof covering and underlayinent provided Completed Pg 7 0 o N/A os B4d6 Braced wall lines identified on plans vbcompleted pgs 5 0-5.2 o N/A 13 R301.2.1.5.1 Special Wind Regions N/A RCNYS Submission Development Worksheet Page 13 of 14 March 4,2011 R301.2.1.2 Protection of openings N/A B4d7 Specifications for shear walls provided Completed pgs 5.0-5 2 o N/A ❑S B4d8 Structural adequacy of shear walls confirmed Completed pgs 5 0-5 2 ❑N/A ❑S B4d9 Location and specifications for holddown devices Completed pgs 5 0,6 0 ❑N/A provided 0S B4d10 Column(post)schedule provided 4completed pg 6 0 ❑N/A El B4d11 Header(beam)schedule provided N6Completed pgs 5.3-5.4 ❑N/A ❑S B4dl2 Continuity of uplift resistance confirmed Completed pgs 5 0-5.1,6 0 ❑N/A ❑S B4dl3 Details of module integration(at ridge,mating line, 4completed pg 7 0 o story-to-story)provided N/A os B4d14Wind-borne debris protection applicable ACompleted Pg 1 1 R301.2.1.5.1 ❑N/A os 1.1 B4d15 Wind-borne debris protection addressed ACom pleted Pg ❑N/A ❑S 134el Location and specifications for holddown devices VbCompleted pg 6.0 provided 13 N/A[]s B4e2 Location,size,and spacing of sillplate anchor bolts NZCompleted pg 6 0 provided 130SS B4e3 Location and spacing of columns provided vZCompleted pg 6 0 ❑N/A ❑S 134fl Uniformly distributed loads identified VbCompleted pg 6 0 ❑N/A ❑S B4f2 Concentrated loads identified 4Completed pg 6 0 ❑N/A ❑S B43 Horizontal loads vectors identified ❑Completed dN/A 13 N1103.6 Whole house ventilation pg 42 N1103.4 Blower door and duct testing pg 1.0 APPROVED DATE 7/17/18 RCNYS Submission Development Worksheet PFS CORPORATION Page 14 of 14 March 4,2011 Bloomsburg, PA Building Analysis Job: Long Island Suffold County - wrightsoft® g y Date: June 12,2018 Entire House By- TM" TMH Geothermal Design Broolugs,SD 57006 Phone 712-253-8419 Email Merharbeck@gmail oom Project • • For. Rich Pandolfi,PGI Corp 236 Asharoken Ave.,North Port,NY 11768 Phone:516-840-9121 Design Conditions Location: Indoor: Heating Cooling Long Island MacArt,NY,US Indoor temperature(°F) 70 75 Elevation: 98 ft Design TD(°F) 54 11 Latitude, 41 ON Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(grAb) 45.2 327 Dry bulb(°F) 16 86 Infiltration: Daily range(°F) - 15 ( L ) Method Simplified Wet bulb(°F) - 72 Construction quality Tight Wind speed(mph) 15.0 7.5 Fireplaces 1 (Tight) Component Btuh/ft2 Btuh %of load Walls 1.8 7449 17.3 Walls Ventilation Glazing 18.2 19759 46.0 Infiltration Doors 1.7 276 0.6 Ceilings 12 3982 93 lo Floors 0.7 3042 7.1 Infiltration 1.1 4430 10.3 Ducts 0 0 ceilings Piping 0 0 Other Humidification 0 0 Glazing Ventilation 4017 9.4 Adjustments 0 Total 42955 100.0 Component Btuh/ft2 Btuh %of load Walls 04 1852 5.1 Walls Ventilation Glazing 198 21459 59.4 Doors 0.8 125 0.3 Internal Gains Ceilings 0.4 1481 4.1 Floors 0.1 459 1.3 Infiltration 01 466 1.3 Ducts 0 0 Ventilation 791 2.2 Ceilings Internal gains 9480 26.2 Glazing Other . Blower 0 0 Totalts 0 36114 100.0 �PO CJ PAU( Sy0A Latent Cooling Load=3577 Btuh Overall U-value=0.070 Btuh/ftz-°F APPROVED Data entries checked 2 z Q��7 - DATE 7/17/18 PFS CORPORATION �aA 69619 Bloomsburg, PA 90FESSt NP 7/2018 2018-An-13 12 02 53 W I'1 I7tSOft` 9 Right-Sute®Universal 201717 0.17 RSU08706 Page 1 I' reenHome_Loinglslarxl_NY ManalJ_ManalDrup Calc=MJ8 FrontDoorfaces S Building Analysis Job: Long Island Suffold County u -F - wrightsoft® g y Date: June 12,2618 Zone 1 -Main TMH Geothermal Design Broolangs,SD 57006 Phone 712-253.8419 Email Verharbeck@gmail oom Project • • For. Rich Pandolfi,PGI Corp 236 Asharoken Ave.,North Port,NY 11768 Phone:516-840-9121 Design Conditions Location: Indoor: Heating Cooling Long Island MacArt,NY,US Indoor temperature(°F) 70 75 Elevation: 98 ft Design TD(°F) 54 11 Latitude: 41 ON Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(grAb) 45.2 32.7 Dry bulb(°F) 16 86 Infiltration: Daily range(°F) - 15 ( L ) Method Simplified Wet bulb(°F) - 72 Construction quality Tight Wind speed(mph) 15.0 7.5 Fireplaces 1 (Semi-tight) Component Btuhfftz Btuh %of load Walls 3.1 5317 21.1 Infiltration Glazing 16.3 11713 46.6 wall Doors 157 276 1.1 Floors Ceilings 1.6 2494 9.9 Floors 1.0 2216 8.8 Ceilings Infiltration 1.4 3145 125 Ducts 0 0 other Piping 0 0 Humidification 0 0 Ventilation 0 0 Glazing Adjustments 0 Total 25160 100.0 Component Btuh/ft2 Btuh %of load Walls 0.8 1322 5.2 Walls Glazing 244 17564 68.6 Internal Gains Doors 72 125 0.5 Ceilings 0.6 928 3.6 Floors 0.2 335 1.3 Ceilings Infiltration 0.1 331 13 other Ducts 0 0 Ventilation 0 0 Internal gains 4990 19.5 Blower 0 0 F NE Adjustments 0 Glazing �O i'V y Total 25595 100.0 �Q,o�.l PAUL s'yO�� Latent Cooling Load=1225 Btuh * <o Overall U-value=0.066 Btuh/ftz--°F � WARNING.window to floor area ratio=35.3%-more than 25% 7/17/18 VED APPROPRO DATE2� PFS CORPORATION ��A 096191 Bloomsburg, PA 9OPESSt A 7/2018 hts®ft� 2018-Jur13120253 r WI'1 9 Right-Sute@Universal 2017 17 0 17 RSUOB706 Page 2 ACCA reenHome_Loiglsland_W manual J_MarualDrup Calc=MJ8 Front Door faces S Building Analysis Job: Long Island SuffoldCounty wri htsoft® g Date: June 12,2018 9 Zone 2- 2nd FI By: TMH TMH Geothermal Design Brookings,SD 57006 Phone 712-253-8419 Email tylerharbeck@gmail com Project • • For: Rich Pandolfi,PGI Corp 236 Asharoken Ave.,North Port,NY 11768 Phone:516-840-9121 Design Conditions Location: Indoor: Heating Cooling Long Island MacArt,NY,US Indoor temperature(°F) 70 75 Elevation: 98 ft Design TD(°F) 54 11 Latitude: 41 ON Relative humidity(%) 50 50 Outdoor: Heating Cooling Moisture difference(gdlb) 452 327 Dry bulb(°F) 16 86 Infiltration: Dally range(°F) - 15 ( L ) Method Simplified Wet bulb(°F) - 72 Construction quality TIht Wind speed(mph) 15.0 7.5 Fireplaces 1 Semi-tight) Component Btuh/ft2 Btuh %of load Walls 3.5 2132 15.5 Walls Infiltration Glazing 24.7 8047 58.4 Floors Doors 0 0 0 Ceilings 1.6 1488 10.8 ceilings Floors 1.9 826 6.0 Infiltration 1.4 1285 9.3 Ducts 0 0 Piping 0 0 r. Humidification 0 0 Ventilation 0 0 Glazing Adjustments 0 Total 1 113779 100.0 Component Btuh/ft? Btuh %of load Walls 0.9 530 28 Walls Doors Glazing 40.90 133210 69.50 Internal Gains Ceilings 0.6 554 2.9 Floors 0.3 125 0.7 Other Infiltration 01 135 0.7 - Ceilings Ducts 0 0 Ventilation 0 0 Internal gains 4490 23.4 Blower 0 0 ' Glazing :3u. " �oF NEINY Adjustments 0 P .t PAUL ,per Total 19155 100.0 Latent Cooling Load=855 Btuh * �� Overall U-value=0.100 Btuh/fF--°F FSj APPROVED m a, WARNING:windowto floor area ratio=33.7%-more than 25%. DATE 7/17/18 ZNc<` O 09619� Q, PIF CBloomsburg, ORPORATION AR�FESSj NP PA 7/2018 �, " 53 wrightsoft0 Right-Sute®Unyersal 2017 17 0 17 RSU08706 2018-JulPage 3 ACCI� 9 reen Home_Loug Island_tdY Mahal J_Manal D n¢� Calc=MJ8 Front Doorfaces S N 2nd Floor 102cfin 32 cfrn 67cfm _ Ke n's Office Na Bath 67 dm 8` G RM 2 \ 1102c6n �849ch 8" V(�1398c 6. 9` I elRFkv 16x10 TTT x8 e 12x10 14" — 2. f \ Y 116 10 %10 10x8 x10 9" 222cf n 2 Open To Below 8' 98cfin 6x8 98cfrn 179ch PAUL S O� CO Zo tiG m � z (P�O 096191 Qr�� v AoFESSI NP 7/2018 APPROVED " _DATE ��17�18 Job#: Long Island Suffold County TMH Geothermal Design Scale: 1 : 148 Performed by TMH for: Page 1 PFS CORPORATION Rich Pandolfi— Right-Suite®Universal 2017 Bloomsburg, PA 236Asharoken Ave Brookings,SD 57006 17 0.17 RSU08706 North Port,NY 11768 Phone:712-253-8419 2018-Jun-1312.04:00 Phone.516-840-9121 tylerharbeck@gmail com ...Island—NY—Manual J_Manual D.rup N Main Level 52 cfin Bath 64 cfrn 105cfm 179can 179cfm g• 117 con 390 / Alex Of �• - a \ 8" Bath12 g "'— ——114 RetR�r 38x8 _- ——16 I 8^ 8 Garage ' I X10 8 18 8 `71r�9 1418 BR#1 I Stairs g^ I Z755clin ❑nmg/Wttllen Laundry Media Bath1 1 9' 8- 8° 69 ctn ®510cfrrIn - 48ch 179 cfin lk 179cin 179cfm OF NEW y PAUL S 0 Gj �O tiG 2 0 ()96191 v R�FESSI NP 7/2018 PFS/ APPROVED DATE ��17�18 Job#: Long Island Suffold County TMH Geothermal Design Scale. 1 : 148 Performed by TMH for: Page PFS CORPORATION Rich Pandolfi Right-Sulte®Unlversal 2017 Bloomsburg, PA 236AsharokenAve Brookings,SD 57006 170.17 RSU08706 North Port,NY 11768 Phone:712-253-8419 2018-Jun-1312.04 01 Phone:516-840-9121 tylerharbeck@gmall conn Island-NY-Manual J_Manual D rup N Sub Floor RetRw IT" Mach Storage I� Of NEW y PAUL S 0 Co Zo tiG m z �9619j v RoFESSI NP7/2018 APPROVED Job#: Long Island Suffold County Scale: 1 : 148 DATE DA 7/17/18 Performed by TMH for: TMH Geothermal Design Page 3 Rich Pandolfi Right-Suite®Universal 2017 PFS CORPORATION 236AsharokenAve. Brookings,SD 57006 17.0.17 RSU08706 Bloomsburg, PA North Port,NY 11768 Phone:712-253-8419 2018-Jun-1312.0402 Phone.516-840-9121 tylerharbeck@gmail com Island NY_Manual J_Manual D rup DS SJob: Long Island Suffold County -�- wrightsoft® uct System Summary Date: June 12,2018 Entire House By: TMH TMH Geothermal Design Broolangs,SD 57006 Phone 712-253-8419 Emad.toerharbeck@gmad oom Project • • For: Rich Pandolfi,PGI Corp 236 Asharoken Ave.,North Port,NY 11768 Phone:516-840-9121 Heating Cooling External static pressure 0.25 In H2O 0.25 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.25 In H2O 0.25 in H2O Supply/return available pressure 0.170/0-080 in H2O 0.170/0080 in H2O Lowest fiction rate 0.044 in/100ft 0.044 in/100ft Actual airflow 1790 cfm 1790 cfm Total effective length(TEL) 564 ft SupplyDetail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cim) (cfm) FR (in) (in) Mat Ln(ft) Ln(ft) Trunk 4 Season C 1982 71 98 0.067 7.0 Ox 0 ShMt 27.0 225.0 Sts 4 Season-A c 1982 71 98 0.067 6.3 8x6 ShMt 28.0 225.0 st5 Alex Office, C 2120 53 105 0 068 7.0 Ox 0 ShMt 14.5 235.0 st4 BR#1 C 2366 114 117 0.049 8.0 Ox 0 ShMt 25.0 3200 st4A Bath h 1136 52 41 0.057 6.0 Ox 0 ShMt 54.5 245.0 st3A Bathl 1 h 1498 69 38 0.048 6.0 Ox 0 ShMt 47.5 3100 st4A Bathl2 h 1386 64 26 0.048 6.0 Ox 0 ShMt 44.5 310.0 st4A Dinng/Kitchen C 3612 160 179 0.062 8.0 Ox 0 ShMt 51.0 225.0 st3 Dinng/KitcherrA C 3612 160 179 0 063 8.0 Ox 0 ShMt 265 245.0 st3 Dinng/Kitchen-B C 3612 160 179 0.067 8.0 Ox 0 ShMt 20.0 235.0 st3 D nngncdd,en-C C 3612 160 179 0.063 8.0 Ox 0 ShMt 43.5 2250 st3 Dinng/Kitchen-D c 3612 160 179 0 052 9.0 Ox 0 ShMt 265 300.0 st4 GYM-A c 4487 59 222 0.055 9.0 Ox 0 ShMt 18.0 290.0 st7 Gst RM 2 c 1348 57 67 0.044 6.0 Ox 0 ShMt 28.0 355.0 st10 Gst RM 2-A c 1348 57 67 0.054 6.0 Ox 0 ShMt 27.5 290.0 st10 Hall Bath h 696 32 25 0.068 5.0 Ox 0 ShMt 15.5 235.0 St10 l Mv2 h 3894 179 167 0.094 8.0 Ox 0 ShMt 20.5 160.0 st2 Ke�rts Office-A c 2065 54 102 0.067 70 Ox 0 ShMt 255 230.0 st8 Kevuis Office-B C 2065 54 102 0.051 70 Ox 0 ShMt 230 310.0 st8 Media Rm c 924 7 46 0.067 5.0 Ox 0 1 ShMt 1 18.5 235.0 st4 OF NE►NY �,`P o�� Pain sy,per PFS/. APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 096191 v� Bold/rtalic values have been manually ovemdden ARCFES S I NP 7/2018 wri htsoft$ 2018-Jun--1r3121)253 ^� 9 Poght SuteC�Unversal 2017 17 0 17 RSU08706 page 1 A reenHome_Longlsland_M'Manual J_ManalDrup Calc=MJ8 Front Doorfaces S Supply Detafl Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk st5 PeakAVF 142 196 0.067 441 8.1 8 x 8 ShtMetl st9 st9 PeakAVF 309 622 0.051 560 13.2 10 x 16 ShtMetl st2 st6 PeakAVF 167 426 0.051 511 115 10 x 12 ShtMetl st9 st10 PeakAVF 146 158 0.044 380 8.1 10 x 6 ShtMetl st2 st7 PeakAVF 59 222 0.055 399 88 8 x 10 ShtMeti st6 st8 PeakAVF 108 204 0.051 462 9.0 0 x 0 ShtMetl st6 st1 PeakAVF 1157 1266 0.048 599 17.5 8 x 38 ShtMetl st3A PeakAVF 52 41 0.057 235 5.1 8 x 4 ShtMeti st3 st3 PeakAVF 691 756 0.057 618 13.9 8 x 22 ShtMetl stl st4 PeakAVF 466 510 0.048 510 12.4 8 x 18 ShtMetl st1 st4A PeakAVF 246 181 0.048 443 95 8 x 10 ShtMetl st4 st2 PeakAVF 633 947 0.044 620 15.9 10 x 22 ShtMetl TableReturn Branch Detail Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Mat Trunk rb2 Ox 0 466 510 180.5 0.044 477 14.0 Ox 0 ShMt rtl rb3 OXCI 691 756 166.5 0.048 541 16.0 Ox 0 ShMt rtl rb4 Ox 0 270 549 128.5 0 062 514 14.0 Ox 0 ShMt rt2 rb5 Ox 0 364 398 127.0 0.063 507 120 Ox 0 ShMt H2- Return Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Matenal Trunk rt1 PeakAVF 1157 1266 0.044 599 17.7 8 x 38 ShtMetl rt2 PeakAVF 633 947 0.062 852 15.3 10 x 16 ShtMetl CF NE WY PAUL sy APPROVED DATE 7/17/18 LU PFS CORPORATION 2� cz Bloomsburg, PA 09619 Qr� v ROPESS1 NP 7/2018 Boldrdalic values have been manually overridden �+ wri htsoft' 2016-Jur13121) 53 9 Rigid-Sute®Unversal 2017 17 0 17 RSU06706 Page e 2 +A reenHome_Louplsland_NY MarwlJ_MarualDrup Calc=MJ6 FrontDoorfaces S FtEScheck Software Version 4.6.4 APPROVED DATE 7/17/18 Compliance Certificate PFS CORPORATION Bloomsburg, PA Project 17-0617 Modern Green-Reardon ���r`®�eIL<<ti�so,� Energy Code: 2015 IECC r` s cc Location: Cutchogue, New York <� �z/ �. w m tit�.,w z Construction Type: Single-family Project Type: New Construction Ned 0(9625 Conditioned Floor Area: 3,394 ft2 A P� Glazing Area 38% O g 07/17/18 Climate Zone: 4 (5572 HDD) Permit Date: Permit Number: Construction Site: Owner/Agent: Designer/Contractor: 1965 Mulberry Street Modern Green Home Paul B Walker Cutchogue, NY 11935 2408 Montauk Hwy#2A Simplex Industries Bridgehampton, NY 11932 1 Simplex Drive Scranton, PA 18504 All 7 �4r^S.jk1"A.l'"lEA. compliance- 9.9%Better Than Code Maximum UA: 1284 Your UA- 1157 Maximum SHGC: 0.40 Your SHGC. 0.20 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 Envelope Assemblies Gross Area Cavity Cont. Perimeter Ceiling 1: Flat Ceiling or Scissor Truss 421 38.0 0.0 0.030 13 Ceiling 2: Flat Ceiling or Scissor Truss 721 38.0 0.0 0.030 22 Ceiling 3: Flat Ceiling or Scissor Truss 1,327 38.0 0.0 0.030 39 Skylight:Velux 3446: Metal Frame, Double Pane with Low-E 11 0.490 6 SHGC: 0.27 Wall 1:Wood Frame, 16"o c. 194 21.0 0.0 0.057 9 Window: W02:Vinyl/Fiberglass Frame, Double Pane with Low-E 36 0.290 10 SHGC: 0.20 Wall 2:Wood Frame, 16"o c. 40 21.0 0.0 0.057 1 Door: D13: Glass 28 0.290 8 SHGC: 0.20 Wall 3:Wood Frame, 16"o.c. 662 21.0 00 0.057 21 Window:W04:Vinyl/Fiberglass Frame, Double Pane with Low-E 18 0.290 5 SHGC: 0.20 Window: W05:Vinyl/Fiberglass Frame, Double Pane with Low-E 54 0.290 16 SHGC: 0.20 Window:W06:Vinyl/Fiberglass Frame, Double Pane with Low-E 18 0.290 5 SHGC: 0.20 Window:W07:Vinyl/Fiberglass Frame, Double Pane with Low-E 72 0.290 21 SHGC: 0.20 Window:W08:Vinyl/Fiberglass Frame, Double Pane with Low-E 72 0.290 21 SHGC:0.20 Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\Paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 1 of1l Reardon\Calcs\ResCheck\17-0617-ResCH ECK.rck Gross Perimeter Window:W09:Vinyl/Fiberglass Frame, Double Pane with Low-E 54 0.290 16 SHGC: 0.20 a5 'NEFpv Wall 4:Wood Frame, 16"o.c. �C,� r 268 21.0 0.0 0.057 12 ` P ILUs 4 ? Door: DO1: Glasse �, 28 0.290 8 SHGC: 0.20 Door: 3-0 F.D.:Solid W 21 0.160 3 Wall 5:Wood Frame, 16"o.c. m °j;; �_ LU 89 21.0 0.0 0.057 , 5 Wall 6:Wood Frame, 16"o.c. 0' �C? 52 21.0 0.0 0.057 1 0 Door: D04: Glass �� 06625a p� $ ��107/17/18 27 0.290 8 SHGC:0.20 Wall 7:Wood Frame, 16"o.c. 780 21.0 0.0 0.057 23 Window:W10:Vinyl/Fiberglass Frame, Double Pane with Low- 54 0.290 16 SHGC: 0.20 Window:W11:Vinyl/Fiberglass Frame, Double Pane with Low-E 54 0.290 16 SHGC: 0.20 Door: D05: Glass 109 0.290 32 SHGC: 0.20 Door: D06: Glass 109 0.290 32 SHGC: 0.20 Door: D07: Glass 28 0.290 8 SHGC: 0.20 Door: D08: Glass 28 0.290 8 SHGC: 0.20 Wall 8:Wood Frame, 16"o.c. 176 21.0 0.0 0.057 9 Window:W12:Vinyl/Fiberglass Frame, Double Pane with Low-E 15 0.290 4 SHGC: 0.20 3 ' Window:W13:Vinyl/Fiberglass Frame, Double Pane with Low-E 8 0.290 2 SHGC: 0.20 Wall 9:Wood Frame, 16"o.c. 349 21.0 0.0 0.057 11 Window:W14:Vinyl/Fiberglass Frame, Double Pane with Low-E 18 0.290 5 SHGC: 0.20 Window:W15:Vinyl/Fiberglass Frame, Double Pane with Low-E 72 0.290 21 SHGC: 0.20 Door: D09: Glass 73 0.290 21 SHGC: 0.20 Wall 10:Wood Frame, 16" o.c. 380 21.0 0.0 0.057 17 Window:W16:Vinyl/Fiberglass Frame, Double Pane with Low-E 90 0.290 26 SHGC: 0.20 Wall 11:Wood Frame, 16"o.c. 349 21.0 0.0 0.057 15 Window:W18:Vinyl/Fiberglass Frame, Double Pane with Low-E 45 0.290 13 SHGC: 0.20 Window:W19:Vinyl/Fiberglass Frame, Double Pane with Low-E 15 0.290 4 SHGC: 0.20 Window:W20:Vinyl/Fiberglass Frame, Double Pane with Low-E 30 0.290 9 SHGC: 0.20 Wall 12:Wood Frame, 16"o.c. 380 21.0 0.0 0.057 8 Door: D10: Glass 73 0.290 21 SHGC: 0.20 97�O APPROVEDDoor: D11: Glass ��i7�i8 73 0.290 21 SHGC: 0.20 DATE Door: D12: Glass PFS CORPORATION 48 0.290 14 SHGC: 0.20 Bloomsburg, PA 48 0.290 14 Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 2 ofll Rea rdon\Calcs\ResCheck\17-0617-ResCH ECK.rck Gross Area Cavity Cont. Perimeter Basement 1:Solid Concrete or Masonry 213 0.0 10.0 0.060 13 Wall height: 9.2' Depth below grade: 8.2' Insulation depth: 8.2' Basement 2: Solid Concrete or Masonry 222 0.0 10.0 0.060 13 Wall height: 9.2' Depth below grade: 8.2' Insulation depth: 8.2' Basement 3: Solid Concrete or Masonry 213 0.0 10.0 0.060 13 Wall height: 9.2' Depth below grade: 8.2' Insulation depth: 8.2' Basement 4:Wood Frame 222 210 10.0 0.028 5 Wall height: 9.2' Depth below grade: 9.2' Insulation depth: 9.2' Door: DBL. 30 (***): Solid 35 0.160 6 Floor 1:All-Wood joist/Truss, Over Unconditioned Space 1,514 30.0 0.0 0.033 50 Floor 2: Unheated Slab-On-Grade 554 10.0 0.767 425 Insulation depth: 2.0' Floor 3:All-Wood joist/Truss, Over Outside Air 479 38.0 0.0 0.026 12 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 2015 IECC requirements in REScheck Version 4.6.4 and to comply with the mandatory requirements listed/inn the REScheck Inspection Checklist. Paul B Walker-Senior Draftsman load/ts9 w� 7-11-18 Name-Title Signature Date f ; I1;'i VI Se! i ul J ALP ef3�'e 0E}6 � r �f 07/17/18 F APPROVED 7/17/18 PORATION Bloomsburg, PA Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 3 of11 Rea rdon\Caics\ResCheck\17-0617-ResCHECK.rck CREScheck Software Version 4.6.4 �J( Inspection Checklist Energy Code: 2015 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 J❑Complies 103.2 documentation demonstrate " 1❑Does Not [PR1]1 ;energy code compliance for the U ;building envelope.Thermal 3❑Not Observable envelope represented on ;❑Not Applicable ;construction documents. I 103.1, ;Construction drawings and �❑Complies 103.2, documentation demonstrate ;❑Does Not 403.7 :energy code compliance for [PR3]1 ;lighting and mechanical systems. l❑Not Observable U ;Systems serving multiple - i ❑Not Applicable ;dwelling units must demonstrate ; ;compliance with the IECC Commercial Provisions. 302.1, l Heating and cooling equipment is;, Heating: I Heating: I❑Complies ; 403.7 'sized per ACCA Manual S based Btu/hr Btu/hr 1❑Does Not [PR2]2 on loads calculated per ACCA Cooling: Cooling: tNot Observable Manual J or other methods approved by the code official. Btu/hr ; Btu/hr I❑Not Applicable ; , , Additional Comments/Assumptions: QWN APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\I_Side Work\2017\Simplex\17-0617 Modern Green House- Page 4 ofll Rea rdon\Calcs\ResCheck\17-0617-ResCHECK.rck Section' Plans Verified Field Verified ' # • Foundation Inspection Value Value Complies? Comments/Assumptions & Req.ID 402.1.2 ;Slab edge insulation R-value. R- R- ❑Complies ;See the Envelope Assemblies [FO1]1 Unheated ;❑ Unheated ;❑Does Not table for values. 0 ❑ Heated ❑ Heated ❑Not Observable j❑Not Applicable 402.1.2 ;Slab edge insulation ; ft ft ;❑Complies ;See the Envelope Assemblies IIF03 1 de table for values. � p th/len th.9 ; ; �'❑Does Not 0 ; ; ; ;❑Not Observable I ![:]Not Applicable 402.1.1 ;Conditioned basement wall ; R- ; R- ,❑Complies ;See the Envelope Assemblies [1704]1 insulation R-value.Where interior; :❑Does Not ;table for values insulation is used,verification R- R- U :may need to occur during I❑Not Observable Insulation Inspection. Not ; ;❑Not Applicable ; ;required in warm-humid locations; ; ;in Climate Zone 3. 303.2 ;Conditioned basement wall ❑Complies [F05]1 :insulation installed per ❑Does Not manufacturer's instructions. v ❑Not Observable ❑Not Applicable 402.2.9 ;Conditioned basement wall ; ft ft ;❑Complies ;See the Envelope Assemblies [F06]1 insulation depth of burial or C❑Does Not ;table for values. distance from top of wall. U ; ;❑Not Observable ; ❑Not Applicable 303.2.1 1A protective covering is installed `❑Complies [F011]z yto protect exposed exterior ' ❑Does Not }insulation and extends a v - ;minimum of 6 in. below grade. J❑Not Observable ❑Not Applicable 403.9 ;Snow-and ice-melting system I❑Complies [FO12]2 ;controls installed. p❑Does Not ' il{ ❑Not Observable �❑Not Applicable Additional Comments/Assumptions: - PFi APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 1 I High Impact(Tier 1) -2 1 Medium Impact(Tier 2) 13 1 Low impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 5 of11 Rea rdon\CaIcs\ResCheck\17-0617-ResCHECK.rck Section Plans Verified Field Verified # - Framing/Rough-in inspection Value Value Complies? Comments/Assumptions & Req.lD 402.1.1, ;DoorU-factor. U ! U- ;❑Complies ;See the Envelope Assemblies 402.3.4 !❑Does Not ;table for values. [FRI]1 ; ; ! ' U { !❑Not Observable ! ® ;❑Not Applicable 402.1.1, ;Glazing U-factor(area-weighted ; U- U- ;❑Complies ;See the Envelope Assemblies 402.3.1, average). I 1❑Does Not table for values. 402.3.3, 402.3.6, ; :❑Not Observable 402.5 ; ;❑Not Applicable [FR2]1 303.1.3 ;U-factors of fenestration products ;❑Complies [FR4]1 are determined in accordance t❑Does Not :with the NFRC test procedure or ! ❑Not Observable ;taken from the default table. t ❑Not Applicable 402.1.1, ;Skylight U-factor. 1 U- U- ;❑Complies ;See the Envelope Assemblies 402.3.3, !❑Does Not !table for values. ! 402.3.6, ![-]Not Observable 402.5 ! ! ;❑Not Applicable V 402.4.1.1 ;Air barrier and thermal barrier ' ]Complies [FR23]1 !installed per manufacturer's 10Does Not instructions. ( ❑Not Observable ❑Not Applicable 402.4.3 ;Fenestration that is not site built 1❑Complies [FR20]1 :is listed and labeled as meeting ❑Does Not U :AAMA/WDMA/CSA 101/I.S.2/A440 ❑Not Observable ,or has infiltration rates per NFRC 1400 that do not exceed code ; ❑Not Applicable limits. 402.4.5 J IC-rated recessed lighting fixtures :'❑Complies [FR16]2 sealed at housing/interior finish HDoes Not Viand labeled to indicate 152.0 cfm leakage at 75 Pa. ]❑Not Observable 'J❑Not Applicable 403.2.1 ;Supply and return ducts in attics §❑Complies [FR12]1 !insulated >= R-8 where duct is ! ❑Does Not >= 3 inches in diameter and >= R-6 where< 3 inches. Supply and ❑Not Observable :return ducts in other portions of # IE]Not Applicable :the building insulated >= R-6 for diameter>= 3 inches and R-4.2 :for<3 inches in diameter. 403.3.3.5 :Building cavities are not used as i 3❑Complies [FR15]3 ducts or plenums. : iODoes Not l�J i❑Not Observable ❑Not Applicable 403.4 HVAC piping conveying fluids : R- ! R ;❑Complies [FR17]2 ;above 105°F or chilled fluids ! ! �❑Does Not below 55°F are insulated to>_R- ' !❑Not Observable 13' I ;❑Not Applicable 403.4.1 :Protection of insulation on HVAC ; ❑Complies [FR24]1 I piping. ❑Does Not ❑Not Observable J❑Not Applicable aPPROV D DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Ti Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\pawl\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 6 ofll Rea rdon\Calcs\ResCheck\17-0617-ResCH ECK,rck Section Plans Verified Field Verified # Framing/Rough-In Inspection Value Value Complies?' Comments/Assumptions & Req.ID 403.5.3., Hot water pipes are insulated to R- R- ;❑Complies I [FR18]2 1>_R-3. ;❑Does Not pj ![]Not Observable ❑Not Applicable 403.6 ,' °SAutomatic or gravity dampers are j❑Complies [FR19]2 Installed on all outdoor air ;❑Does Not ;intakes and exhausts. ❑Not Observable ' 10Not Applicable Additional Comments/Assumptions: � APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 1 High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 7 of 11 Rea rdon\Calcs\ResCheck\17-0617-ResCH ECK.rck Section Plans Verified Field Verified # Insulation Inspection Value Value Complies? Comments/Assumptions & Req.ID 303.1 '.;AII installed insulation is labeled i❑Complies [IN13]2 )or the installed R-values I❑Does Not provided.y p - t1t❑Not Observable :S❑Not Applicable 402.1.1, ;Floor insulation R-value. ; R- ; R- ;❑Complies ;See the Envelope Assemblies 402.2.6 ;❑ Wood ❑ Wood ;❑Does Not ;table for values. [IN1]1 ❑ Steel ❑ Steel ;❑Not Observable U ; !❑Not Applicable 1 I I 1 I 1 1 I I 1 I 303.2, ;Floor insulation installed per ❑Complies 402.2.7 :manufacturer's instructions and IE]Does Not ; [IN2]1 j in substantial contact with the ❑Not Observable v ;underside of the subfloor,or floor !framing cavity insulation is in ❑Not Applicable ; contact with the top side of ; ,sheathing, or continuous ! I insulation is installed on the I underside of floor framing and i extends from the bottom to the ! ! :top of all perimeter floor framing I members. ; 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 I table for values. 402.2.6 ;wall insulation on the wall ❑ Mass ❑ Mass !❑Not Observable [IN3]1 ;exterior,the exterior insulation ❑ Steel 1 E] Steel ❑Not Applicable V requirement applies(FR10). ! I I 1 i I I I i 1 I I 1 1 1 I i i 303.2 ;Wall insulation is installed per ;❑Complies [IN4]1 manufacturer's instructions. ;ODoes Not j I i❑Not Observable ! ! ;❑Not Applicable ; Additional Comments/Assumptions: PFS/ APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 1 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 8 of 11 Reardon\Calcs\ResCheck\17-0617-ResCH ECK.rck Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 402.1.1, 1Ceiling 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 UNot Observable [FII]? 6 ; ;❑Not Applicable 303.1.1.1,;Ceiling insulation installed per I ❑Complies 303.2 manufacturer's instructions. jElDoes Not [F12]1 ;Blown insulation marked every 300 ft2. I❑Not Observable 11:lNot Applicable 402.2.3 ;Vented attics with air permeable ❑Complies [FI22]2 insulation include baffle adjacent ❑Does Not *Jto soffit and eave vents that ,extends over insulation. ( ❑Not Observable 1 i ]❑Not Applicable 402.2.4 ;Attic access hatch and door R- R- ;❑Complies ; [FI3]1 :insulation >R-value of the ! !❑Does Not adjacent assembly. ,❑Not Observable ❑Not Applicable 402.4.1.2 Blower door test @ 50 Pa. <=5 1 ACH 50 = ACH 50 = ;❑Complies [FI17]1 ach in Climate Zones 1-2, and : : :❑Does Not <=3 ach in Climate Zones 3-8. :❑Not Observable j UNot Applicable 403.2.3 ;Duct tightness test result of<=4 ; cfm/100 cfm/100 ;❑Complies ; [FI4]1 .cfm/100 ft2 across the system or : ft2 : ft2 !❑Does Not ! <=3 cfm/100 ft2 without air ; UNot Observable ;handler @ 25 Pa. For rough-in ; :tests,verification may need to ❑Not Applicable ;occur during Framing Inspection. ; 403.3.2 Ducts are pressure tested to ; cfm/100 ; cfm/100 :❑Complies [F127]1 !determine air leakage with ftz 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 ij ;the manufacturer's air handler ,enclosure if installed at time of ! �QFSr� APPROVED !test. Postconstruction test:Total ; ; leakage measured with a : ! 7/17/18 ;pressure differential of 0.1 inch : : : : DATE w°g. across the entire system PFS CORPORATIO including the manufacturer's air ; ; : !handler enclosure. : : : : Bloomsburg, PA 403.3.2.1 ;Air handler leakage designated ❑Complies [F124]1 :by manufacturer at<=2%of �❑Does Not ;design air flow. I❑Not Observable ! 4 ;❑Not Applicable 403.1.1 , Programmable thermostats 3❑Complies ; [F[9]2 `:installed for control of primary E]Does Not ! heating and cooling systems and } ;initially set by manufacturer to i❑Not Observable ; code specifications. : ❑Not Applicable 403.12' Heat pump thermostat installed i❑Complies [FI10]2 ':on heat pumps. ❑Does Not ! ❑Not Observable ❑Not Applicable 403.5.1 iCirculating service hot water ❑Complies [FI11]2. ;systems have automatic or ❑Does Not ! accessible manual controls. 1E]Not Observable , 3❑Not Applicable j 1 I High Impact(Tier 1) 2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 9 of 11 Rea rdon\CaIcs\ResCheck\17-0617-ResCHECK.rck Section - Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions .& Req.ID 403:6.1 .IAII mechanical ventilation system ; . UComplies [FI25]2- (fans not part of tested and listed '❑Does Not HVAC equipment meet efficacy v and air flow limits. i ❑Not Observable ❑Not Applicable 403.2 " _°I Hot water boilers supplying heat ❑Complies [FI26]2 .through one-or two-pipe heating 7❑Does Not {systems have outdoor setback , control to lower boiler water ❑Not Observable temperature based on outdoor a❑Not Applicable ; temperature. ' 403.5.1.1 ';Heated water circulation systems 'I❑Complies [FI28]2 ;have a circulation pump.The -j❑Does Not system return pipe is a dedicated ;return pipe or a cold water supply '❑Not Observable I „i pipe. Gravity and thermos- ❑Not Applicable j ;syphon circulation systems are not present. Controls for circulating hot water system PUMPS start the pump with signal ; ;for hot water demand within the ; occupancy. Controls r automatically turn off the pump ;when water is in circulation loop is at set-point temperature and i no demand for hot water exists. 403:5.1.2 Electric heat trace systems I '❑Complies [FI29]z 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 ; ,y desired water temperature in the piping I I 403.5.2 Water distribution systems that ❑Complies [1`130]?. 1have recirculation pumps that �Fl)oes Not ,pump water from a heated water ❑Not Observable supply pipe back to the heated ❑Not Applicable }water source through a cold ;water supply pipe have a ? 1 •,demand recirculation water 1 'Isystem. Pumps have controls ;that manage operation of the pump and limit the temperature 1`. . APPROVE of the water entering the cold ; 0.00 ` 0 Iwater piping to 104°F. " ? 7/17/18 DATE403.5.4 Drain water heat recovery units 7E-IDoes plies [1`[31]2 Stested in accordance with CSA Not PFS CORPORATIOB55.1. Potable water-sidepressure loss of drain water heatjObservable Bloomsburg, PA ;I recovery units < 3 psi for i :j❑Not Applicable individual units connected to one { or two showers. Potable water- j I side pressure loss of drain water z 4 heat recovery units< 2 psi for ; individual units connected to g 1 $three or more showers. 404.1 ;75%of lamps in permanent ❑Complies [FI6]1 fixtures or 75%of permanent j ❑Does Not ;fixtures have high efficacy lamps. ❑Not Observable !,Does not apply to low-voltage I ( lighting. JEJNot Applicable 404.1.1 ,;Fuel gas lighting systems have ❑Complies [1`123]3 Ino continuous pilot light, ❑Does Not (}} ❑Not Observable iE]Not Applicable 11 High Impact(Tier 1) '2 Medium Impact(Tier 2) 3 1 Low Impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\paul\I_Side Work\2017\Simplex\17-0617 Modern Green House- Page 10 of11 Rea rdon\Ca Ics\ResC heck\17-0617-ResCH ECK.rc k Section Plans Verified Field Verified # Final Inspection Provisions Value Value Complies? Comments/Assumptions & Req.ID 401.3 ,:Compliance certificate posted. }❑Complies [FI7]2 PDoes Not ❑Not Observable ❑Not Applicable 303.3 ,Manufacturer manuals for j❑Complies [FI18]3 mechanical and water heating ❑Does Not systems have been provided. ' ❑Not Observable ❑Not Applicable Additional Comments/Assumptions: QFN,1 � APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 11 High Impact(Tier 1) 2 1 Medium Impact(Tier 2) 3 Low Impact(Tier 3) Project Title: 17-0617 Modern Green-Reardon Report date: 07/11/18 Data filename: E:\Paul\!_Side Work\2017\Simplex\17-0617 Modern Green House- Page 11 ofll Reardon\Calcs\ResCheck\17-0617-ResCH ECK.rck Energy .ON/' Efficiency Cedf1 t Insulation . Above-Grade Wall 21.00 Below-Grade Wall 10.00 Floor 30.00 Ceiling/ Roof 38.00 Ductwork(unconditioned spaces): Glass &Door Rating U-Factor SHGC Window 0.29 0.20 Door 0.29 0.20 Skylight 0.49 0.27 CoolingHeating & Heating System: Cooling System: Water Heater: Name: Date: ' Comments APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA Job Truss rmaaTypeQty Plv Simplex 212 190561 'F505801 FLAT 1 2 Universal Forest Products Inc,Grand Rapids,M149525,Mike Patten 8 030 a Apr 8 2017 MiTek Industnes,Inc Tue May 22 06 46 19 2018 Copyright 02018 Universal Forest Products,Inc.All Rights Reserved •R1351 phlaces Vulttissued Mon Jan 15140149 2018 Additional 40 psf dead load , 3-9-0 2-0-0 r 2-9-0 2-0-0 2-9-0 2-0-0 3-9-0 4x5= 3x4= 1x4 II 1x4 II 3x7= 3x4= 1x4 II 4x5= 1 2 3 4 5 6 7 8 9 a 16 15 14 13 12 11 17 10x10= 1x4 II 3x4= 3x4= 1x4 I 4x5= 10 3x4 1l 3x4 11 3-9-0 2-0-0 , 2-9-0 , 2-0-0 2-9-0 2-0-0 - i_ 3-9-0 19-0-0 Plate Offsets X Y 1.0-2-4 0-1-8 [2 0-1-4 0-0-01 [3 0-2-0,0-1-41.[70-2-0.0-1-4],[9.0-2-4.0-1-81,f10 Edge 0-2-81 1`11 0-1-12,0-1-121.r13 0-2-0,0-1-41,f14 0-2-0 0-1-41.[16 0-2-8 Edge LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 308 Plate Grip DOL 1 15 TC 064 Vert(LL) -0 31 13-14 >732 240 MT20 197/144 (Ground Snow=40 0) Lumber DOL 1 15 BC 079 Vert(CT) -0 91 13-14 >248 180 TCDL 100 Rep Stress[nor YES WB 082 Horz(CT) 0 05 10 n/a n/a BCLL 00 Code IBC2015rrP12014 Matnx-R Weight 111 Ib FT=0 BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-6-3 oc purlins, except end verticals[P] BOT CHORD 2x4 SPF 165OF 1 5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x3 SPF Stud`Except W2 2x3 SPF No.2 REACTIONS. (Ib/size) 17=1137/0-2-8 (min 0-1-8),10=1137/0-2-8 (min 0-1-8) Max Upliftl7=216(LC 7),10=-216(LC 7) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-1111/236,1-2=-5053/993,2-3=-5148/1017,3-4=7268/1434,4-5=-726811434,5-6=7268/1434,6-7=726811434,7-8=-5147/1016,8-9=`47/1016,9-10=1108/236 BOT CHORD 16-17=-88/440,15-16=-1017/5148,14-15=-1017/5148;13-14=-143417268,12-13=-1016/5147,11-12=-1016/5147,10-11=-95/478 WEBS 2-16=-6441161,3-15=-374/96,7-12=-4041101,8-11=-6031154,1-16=-924/4707,9-11=-93914759,4-14=4121107,5-13=-398/104,3-14=432/2198,7-13=-434/2199 NOTES. 1)2-ply truss to be connected together with 10d(0131"x3")nails as follows Top chords connected as follows-2x3-1 row at 0-9-0 oc,2x4-1 row at 0-7-0 oc Bottom chords connected as follows 2x4-1 row at 0-9-0 oc Webs connected as follows 2x3-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat II,Exp C,enclosed,MW FRS(envelope)gable end zone and C-C Extencr(2)zone,C-C for members and forces&MW FRS for reactions shown,Lumber D0L=1 60 plate gnp DOL=1.60 4)TCLL ASCE 7-10,Pg=40 0 psf(ground snow),Ps=30 8 psf(roof snow),Category II,Exp C,Partially Exp,Ct=1 1,Lu=50-0-0 5)Roof design snow load has been reduced to account for slope 6)Provide adequate drainage to prevent water ponding 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)•This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17,10 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 Ib uplift at joint 17 and 216 Ib uplift at joint 10 11)This truss is designed in accordance with the 2015 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 E-signed by Kevin Freeman c)IF NEW y P NI. FR PFS/, APPROVED DATE 7/17/18 PFS CORPORATION ,- ;L - Bloomsburg, PA O 0)8663' The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, A,T�FESSt�NP� not necessarily the current state building code The engineering seat is not an approval to use in a specific state The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee 5/22/2018 ® WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc 2801 EASAND APIDSNE RD,NE PHONE(616}364-6161 FAX(616}365-0060 GRAND RAPIDS,MI 49525 Truss shall not be cul or modrfied without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and lilting forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilibes are defined under TPH This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Addibonal temporary bracing to insure stability dunng construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabncation,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enlerpnse LN,Madison,WI 53719 J IsupporllMdek8upp\templateslufp tpe Job Truss Truss Type city Ply Simplex 212 90561 iF505802 FLAT 1 Universal Forest Products Inc,Grand Rapids,MI 49525,Mike Patten 8 030 a Apr 8 2017 Mrrek Industries,Inc Too May 22 06 50 17 2018 Replaces print issued Mon Jan 15 14 09 47 2018 Copyright 02018 Universal Forest Products,Inc.All Rights Reserved 135 mph Vult Additional 40 psf dead load 2-9-4 5-11-7 3-5-11 3-5-11 3-5-11 3-5-11 3-5-11 5-0-3 3x4= 2 5x3 11 3x5= 3x5= 1x4 11 5x8= 25x3 I I 2 5x3 11 3 5x5= 3 5x5= 3x4 11 1 2 3 4 5 6 7 8 9 10 11 12 �1W 8 d W3 W3 W3 B^ W3 W3 23 22 21 20 19 18 17 16 15 14 13 1 5x4 11 2.5x3 11 2 5x3 11 3x5= 3x8= 5x7= 2 5x3 11 3 5x5= 3 5x5= 1x4 11 3x4 11 i 2-94 i 2-5-12 3-5-11 3-5-11 1 3-5-113-5-11 3-5-11 3-5-11 4-3-3 0-9-0 31-1-8 Plate Offsets(X,Y)-[2 0-1-0,0-1-4],[3 0-1-8,0-111],[4 0-2-0,0-1-4],16 0-1-8,0-3-0],[6 0-0-0,0-1-12],[8 0-1-0,0-1-4],[9 0-1-0,0-1.4],[10 0-2-8,0-1131,[11.0-2-0,0-1-8],[15 0-2-0,0-1-81,[16 0-2-8,0-1-4], 17 0-1-0.0-1-41, 18.0-3-8 Ede 19 0-3-12.0-1-81, 20 0-1-8.0-1-41, 21 0-1-0,0.1-41, 22 0-1-0.0-1-4] LOADING(psf) SPACING- 1-4-0 .CSI DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 1 15 TC 052 Vert(LL) -0 57 17-18 >524 240 MT20 197/144 (Roof Snow--40 0) Lumber DOL 1 15 BC 082 Vert(CT) -1 41 17-18 >210 180 TCDL 100 Rep Stress[nor YES WB 082 Horz(CT) 0 08 14 n/a n/a BCLL 00' Code IBC20151TP12014 Matnx-R Weight 294 Ib FT=0 BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 cc purlins, except end verticals[P] BOT CHORD 2x4 SPF 165OF 1 5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except WEBS 2x3 SPF Stud`Except* 6-0-0 cc bracing 21-22,20.21 W1 2x4 SPF Stud,W8 2x6 SPF Stud,W5,W7,W4 2x3 SPF No 2 REACTIONS (Ib/size) 21=2412/0-3-8 (min 0-1-8),14=168710-3-8 (min 0-1-8) Max 1-1=21=25(LC 7) Max Upl021=523(LC 7),14=306(]-C 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-23=-41/46,1-2=-292/698,2-3=92611617,3-0=-43431753,4-5=-9335/1610,5-6=-9335/1610,6-7=-9335/1610,7-8=-12019/2068,8-9=12519/2158,9-10=-10879/1877,10-11=-6872/1188, 11-12=-7621138,12-13=-28136 BOT CHORD 22-23=1 815 0,21-22=-6981314,20-21=1617/948,19-20=-763/4343,18-1 9=-20 80/1 1999,17-18=2166/12519,16-17=-1 881/10879,15-16=1190/6872,14-15=136/762,13-14=-136/762 WEBS 3-21=-1845(388,2-22=1 31199,1-22=-7741332,2-21=952/657,4-20=-1310/287,5-19=4191112,7-18=-8/155,8-17=302/88,9-16=-745/164,4-19=-1023/5091,10-16=-707/4088, 9-17=-29111673,8-18=-511/192,7-19=-2717/586,10-15=1152/238,11-15=-1070/6204,3-20=1116/6086,11-14=1561/315 NOTES- 1)3-ply truss to be connected together with 1 Od(0 131"x3")nails as follows Top chords connected as follows 2x4-1 row at 0-7-0 cc,2x6-2 rows staggered at 0-9-0 cc. Bottom chords connected as follows 2x4-1 row at 0-9-0 cc. Webs connected as follows 2x3-1 row at 0-9-0 cc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind.ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat II,Exp C,enclosed,MWFRS(envelope)gable end zone and C-C Extenor(2)zone,cantilever left and right exposed,end vertical left and right exposed,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 4)TCLL ASCE 7-10,Pf=40 0 psf(flat roof snow),Category II,Exp C,Partially Exp,Ct=1 1 5)Provide adequate drainage to prevent water ponding 6)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 7)•This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 523 Ib uplift at joint 21 and 306 Ib uplift at joint 14 9)This truss is designed in accordance with the 2015 International Building Code section 2306 1 and referenced standard ANSI7rPi 1 E-signed by Kevin Freeman ��pF IVEWY FS . APPROVED �P��w FRF�� •per DATE 7/17/18 PFS CORPORATION ,_ -;L- Bloomsburg, PA �p �"8663'� The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, AR�FES+S`iON�� not necessarily the current state building code.The engineering seal is not an approval to use in a specific state The final determination on whether a truss design is acceptable under the locally adopted budding code rest with the building official or designated appointee 5/2212018 A WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc 2801 EAST APIDSNE RD,NE PHONE(616)-064-6161 FAX(616}365-0060 GRAND RAPIDS,M149525 Truss shall not be cut or modified without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and lifting forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined under TP11 This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCS11-06 from the Wood Truss Council of Amenca and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J lsupportlMdekSuppllemplateslufp 1pe Job Truss Truss Type Qty Ply Simplex 212 90561 F505803 FLAT 1 2 Universal Forest Products Inc,Grand Rapids,MI 49525,Mike Patten 8 030 a Apr 8 2017 MiTek Industries,Inc Tue May 22 06 52 16 2018 Copyright 02018 Universal Forest Products,Inc.All Rights Reserved •R35mpsprintissuedMonJan151413062018 - Vult Adddronal 40 psf dead load 3-9-0 T 2-0-0'2-9-0 2-0-0 2-9-0 2-0-0 3-9-0 --- 1x4 II 35x5= 1x4 II 1x4 II 3x8= 3 5x5= 1x4 II 1 2 3 4 5 6 7 8 9 TI 16 15 14 13 12 11 17 10 6x6= 1x4 11 3 5x5= 3 5x5= 1x4 11 4x6= 8x8= 8x8= 3-9-0 , 2-0-0 2-9-0 2-0-0 1 2-9-0 2-0-0_ L_ 3-9-0 19-0-0 Plate Offsets(X Y)-f3 0-2-8 0-1-41 17 0-2-8 0-1.41 T10 0-1-4 0-0-01 f10 Edge 0.1-81 f11 0-2-8 0-1-81 f13 0-2-8 0-1-41.T14 0-2-8.0-1-41,f16 0-2-8.Edae1.f17.0-1-4,0-0-01, 17 Ed a 0-1-8 LOADING(psf) SPACING. 1-4-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 500 Plate Grip DOL 115 TC 0 82 Vert(LL) -0 50 13-14 >451 240 MT20 197/144 (Ground Snow--65Lumber DOL 115 BC 0.96 Vert(CT) -1.10 13-14 >205 180 TCLL 10 0 0 Rep Stress[nor YES WB 099 Horz(CT) 0 06 10 n/a n/a - BCLL 00' Code IBC2015/TPI2014 Matra-R Weight 111 Ib FT=0 BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals[P] BOT CHORD 2x4 SPF 1650F 1 5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing WEBS 2x3 SPF Stud*Except* W2 2x3 SPF No 2 REACTIONS (Ib/size) 17=1379/0-2-8 (min 0-1-8),10=1379/0-2-8 (min 0-1-8) Max Upliftl7=216(LC 7),10=216(1_C 7) , FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-17=-13511236,1-2 123/993,2-3=-623911017,3-4=-8808/1434,4-5=-8808/1434,5-6=8808/1434,6-7=8808/1434,7-8=6238/1016,8-9=-6238/1016,9-10=-1347/236 1BOT CHORD 16-17=-88/533,15-16=-101716239,14-15=101716239,13-14=-1434/8808,12-13=-101616238,11-12=-1016/6238,10-11=-95/579 WEBS 2-16=789/161,3-15=460/96,7-12=495/101,8-11=-740/154,1-16=-924/5704,9-11=-93915768,4-14=-5061107,5-13=-089/104,3-14=-432/2664,7-13=-434/2666 NOTES- 1)2-ply truss to be connected together with 1 O(0 131"x3")nails as follows Top chords connected as follows 2x3-1 row at 0-9-0 oc,2x4-1 row at 0-7-0 oc Bottom chords connected as follows 2x4-1 row at 0-9-0 oc Webs connected as follows 2x3-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat It,Exp C,enclosed,MWFRS(envelope)gable end zone and C-C Exlenor(2)zone,C-C for members and forces&MW FRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 4)TCLL ASCE 7-10,Pg=65 0 psf(ground snow),Ps=50 0 psf(roof snow),Category II,Exp C,Partially Exp,Ct=1 1,Lu=50-0-0 5)Roof design snow load has been reduced to account for slope 6)Provide adequate drainage to prevent water ponding 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17,10 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 216 Ib uplift at joint 17 and 216 Ib uplift at joint 10 11)This truss is designed in accordance with the 2015 International Building Code section 2306 1 and referenced standard ANSI/TPI 1 E-signed by Kevin Freeman PFS/ APPROVED �� E N P w Y0 Vd• FRF 'A DATE 7/17/18 S� F2i PFS CORPORATION Bloomsburg, PA 1171 t 'W o p 08663'" ��C? The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, A90FE$SIONP� not necessarily the current state building code The engineering seal is not an approval to use in a specific state The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee 5/22/2018 A WARNING -Verify design parameters and READ NOTES PHONE(616y364 6161 Products, ix(616y365-0060 28GRAND RAPIDS,MI 4952501 EAST BELTLINE RD, E Truss shall not be cut or modified vathout approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and li ing forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined under TPI1 This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of budding designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Addibonal permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J tsupport\MitekSuppllemplateslufp tpe Job Truss Truss Type Qty Ply Simplex 212 90561 F505901 FLAT 1 Universal Forest Products Inc,Grand Rapids,MI 49525,Mike Patten 8 030 a Apr 8 2017 MTek Industries,Inc Tue May 22 06 56 112018 Copyright Q2018 Universal Forest Products,Inc.All Rights Reserved •R35mpsprintissuedMonJan151416112018 Vult Additional 40 psf dead load ♦ ♦ • ♦ ♦ ♦ • f 3:1-14-- r- -�- --T - 3-1-14 2-0-0 2-7-14 2-7-14 2-0-0 2-5-14 2-5-14 2-6-12 1x4 II 3 5x5= 3x5= 1x4 11 2 5x4= 2 5x3 I 1x4 I I 3x4= 3x4= 3x5= 4x6= 1 2 3 4 5 6 7 8 9 10 11 1 _= VV6 20 19 18 17 16 15 14 13 x 21 12 3x4 II 3x4= 3x5= 1x4 II 5x5= 2 5x3 II 3x4= 3x5= 1x4 II 4x5= 3-1-14 3-1-14 1 2-0-0 2-7-14 1 2-7-14 2-0-0 1 2-5-14 2-5-14 2-6-12 23-2-0 Plate Offsets(X,Y}-[1 Edge,0-1-8],[2 0-1-12,0-1-41,[4 0-2-0,0-1-0],[5.0-1-0,0-1-4],[9 0-2-0,0-1-4],[10.0-1-12,0-1-4),[12 0-2-8.0-1-8],114 0-1-12,0-1-4],[15 0-2-0,0-1-4],[16 0-1-0,0-14],[17 0-2-4,Edge], 19 0-1-12.0-1-41, 20 0-1-8.0-1-0 LOADING(psf) SPACING- 1-4-0 CSI DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 50 0 Plate Grip DOL 1 15 TC 070 Vert(LL) -0 46 16-17 >591 240 MT20 1971144 (Ground Snow--65 0) Lumber DOL 1 15 BC 053 Vert(CT) -1 02 16-17 >269 180 TCDL 100 Rep Stress Incr YES WB 062 Horz(CT) 0 07 12 n/a n1a BCLL 00' BCDL 100 Code IBC2015/TPI2014 Matnx-R Weight 257 Ib FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end venccals[P] BOT CHORD 2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x3 SPF Stud"Except' W6 2x8 SPF No 2,W5 2x4 SPF No.2,W2 2x3 SPF No 2 REACTIONS. (Iblsize) 21=167010-3-8 (min 0-1-8),12=1670/0-3-8 (min 0-1-8) Max Uplift21=261(LC 7).12=-261(LC 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-21=-1475/253,1-2=-57951944,2-3=-10948/1782,3-4=-1094811782,4-5=-12989/2113,5-6=-11753/1913,6-7=-1175311913,7-8=-11753/1913,8-9=-1175311913.9-10=-8774/1428, 10-11=-32691532,11-12=906/159 BOT CHORD 20-21=144/885,19-20=-94415795,18-19=1782/10948,17-18=-1782/10948,16-17=2123/13030,15-16=-1913/11753,14-15=1428/8774,13-14=-532/3269,12-13=532/3269 WEBS 3-19=-742/147,4-18=-432/93,6-16=0/67,8-15=-573/116,10-13=-048/179,5-17=-278/72,9-14=1384/250,4-17=-04312123,5-16=1324/218,9-15=-50513104,10-14=-934/5735, 2-20=-1355/255,1-20=-82015037,2-19=861/5285 NOTES- 1)3-ply truss to be connected together with 10d(0 131'X3")nails as follows Top chords connected as follows 2x3-1 row at 0-9-0 oc,2x4-1 row at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc Bottom chords connected as follows 2x4-1 row at 0-9-0 oc Webs connected as follows-2x3-1 row at 0-9-0 oc,2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except d noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Wind,ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf;BCDL=6 Opsf,h=30ft,Cat 11,Exp C,enclosed,MWFRS(envelope)gable end zone and C-C Extenor(2)zone,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 4)TCLL ASCE 7-10,Pg=65 0 psf(ground snow),Ps=50 0 psf(roof snow),Category II,Exp C.Partially Exp,Ct=1 1,Lu=50-0-0 5)Roof design snow load has been reduced to account for slope 6)Provide adequate drainage to prevent water ponding 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 261 Ib uplift at joint 21 and 261 Ib uplift at joint 12 10)This truss is designed in accordance with the 2015 International Building Code section 2306 1 and referenced standard ANSIrrPI 1 E-signed by Kevin Freeman OF NEty PFS/ APPROVED _DATE 7/17/18 PFS CORPORATION r Bloomsburg, PA v 'k► X o 0"8663' ��C? The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, S1 not not necessarily the current state building code The engineering seal is not an approval to use in a specific state The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee 5/22/2018 A WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc 2801 EAST RAPIDS, RD,NE PHONE(616}364-6161 FAX(616}365-0060 GRAND RAPIDS,MI 49525 Truss shall not be cut or modified without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and Idling forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined under TPI1 This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construchon I is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J\support\MitekSuppltemplates\ufp tpe Job Truss Truss Type sty Ply Simplex 212 90561 F505902 FLAT 1 Universal Forest Products Inc.Grand Rapids,MI 49525,Mike Patten 8 030 a Apr 8 2017 Mrrek Industries,Inc Tue May 22 07 02 18 2018 Copyright 02018 Universal Forest Products,Inc.All Rights Reserved 'R135 aces mph Vrintultt issued Mon Jan 15 14 34 Se 2018 Additional 40 psf dead load ♦ ♦ • • • 3-1-14 3-1-14 2-0-0 2-7-14 2-7-14 2-0-0 1.4 II 2-7-2 2 7 2 -T 2-6-12 3x5= 2 5x5= 1x4 11 2 5x4= 2 5x3 11 1x4 11 3x4= 2 5x4= 3x5= 5x5 11 1 2 3 4 5 6 7 8 9 10 11 75. 21 20 19 18 17 16 15 14 13 12 3x4 11 3x4= 2 5x5= 1x4 I I 5x6= 2 5x3 11 2 5x4= 3x5= 1x4 11 4x5- 3-1-14 1 3-1-14 2-0-0 2-7-14 2-7-14 2-0-0 2-7-2 2-7-2 1 2-6-12 23-4-8 Plate Offsets(X,Y)-[1•Edge,0-1-4],[2 0-1-12,0-1-0],[4 0-2-0,0-1-0],[5 0-1-0,0-141,19.0-2-0,0-1-0),110.0-2-0.0-1-4],[12 0-0-0,0-2-0],[14 0-2-0,0-141,115 0-2-0,0-1-0],[16 0-1-0,0-1-4],[17 0-2-12,0-3-0], [190-1-12.0-1-01.[20G-1-8.0-1-41 LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 308 Plate Grip DOL 1 15 TC 054 Vert(LL) -0.36 16-17 >779 240 MT20 197/144 (Ground Snow--40.0) Lumber DOL 1 15 BC 057 Vert(CT) -105 16-17 >264 180 TCDL 100 Rep Stress Incr YES WB 051 Horz(CT) 0.06 12 n/a n/a BCLL 00' Code IBC2015/fP12014 Matnx-R Weight 211 Ib FT=0% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2*Except* TOP CHORD Structural wood sheathing directly applied or 5-11-3 oc pudins, except end verttca[P] T2 20 SPF 1650F 1 5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing BOT CHORD 2x4 SPF 210OF 1 8E WEBS 2x3 SPF Stud*Except* W6 2x6 SP DSS,W5 2x4 SPF No 2,W2 2x3 SPF No 2 REACTIONS. (Ib/size) 21=139510-3-8 (min 0-1-8),12=1395/0-3-8 (min 0-1-8) Max UpIA21=-264(LC 7),12=-264(LC 7) FORCES (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-21=1222/255,1-2=4844/956,2-3=-9198/1815,3-4=-9198/1815,4-5=-1099812168,5-6=9989/1971,6-7=-9989/1971,7-8=9989/1971,8-9=9969/1971,9-10=-756711493,10-11=-2793/55 11-12=702/151 BOT CHORD 20-21=-141/709,19-20=-95614844,18-19=1815/9198,17-18=-181519198,16-17=-2178/11030,15-16=197119989,14-15=-1493/7567,13-14=551/2793,12-13=551/2793 WEBS 3-19=-579/142,4-18=-4141105,6-16=0/39,8-15=425/106,10-13=-8551195,5-17=214170.9-14=-1112/246,4-17=-367/1872,5-16=1 0791215,9-15=-496/2515,10-14=-978/4958, 2-20=-11491263,1-20=-836/4241,2-19=-882/4467 NOTES- 1)3-ply truss to be connected together with 1 Od(0131"x3")nails as follows Top chords connected as follows-2x3-1 row at 0-9-0 oc,2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc Bottom chords connected as follows 2x4-1 row at 0-9-0 oc Webs connected as follows 2x3-1 row at 0-9-0 oc,2x4-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wmd ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat II,Exp C,enclosed,MWFRS(envelope)gable end zone and C-C Extenor(2)zone,C-C for members and forces&MWFRS for reactions shown,Lumber DOL=1 60 plate grip DOL=1 60 4)TCLL ASCE 7-10,Pg=40 0 psf(ground snow),Ps=30 8 psf(roof snow),Category II;Exp C,Partially Exp;Ct=1 1,Lu=50-0-0 5)Roof design snow load has been reduced to account for slope 6)Provide adequate drainage to prevent water ponding 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 18)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom Ichord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 264 Ib uplift at joint 21 and 264 Ib uplift at joint 12 10)This truss is designed in accordance with the 2015 International Building Code section 2306 1 and referenced standard ANSIITPI 1 E-signed by Kevin Freeman f o1= NEw y APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA �" V ��► A 0 A0>8665'.w�`` 1 The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, O AA�FESSiO`��� not necessarily the current stale building code The engineering seal is not an approval to use in a specific stale The final determination on whether ,T a truss design is acceptable under the locally adopted budding code rest with the building official or designated appointee 5122/2018 A WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc 2801 EAST BELTLIRAPIDS, M1 RD,NE PHONE(616}364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI 49525 Truss shall not be cut or modified without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and lifting forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined underTP11 This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction 1 is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the budding designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J\support\MitekSupp\templates\ufp tpe Job Truss TmssType Qty Ply Simplex 212 90561 F506001 FLAT 1 1 Universal Forest Products Inc.,Grand Rapids,MI 49525,Mike Patten 8 130 a Dec 12 2017 M7ek industnes,Inc Tue May 22 07 05 17 2018 Replaces print issued Wed Apr 4 09 42 27 2018 Copyright Q2018 Universal Forest Products,Inc.All Rights Reserved 135 mph Vult 2-2-10 2-1-6 2-1-6 2-1-6 2-1-6 1 2-1-6 2-2-10 3x4= 2 5x3= 2 5x3= 1x3 11 1x3 11 2 5x3= 2 5x3= 3x4= 1 2 3 4 5 6 7 8 v - 2 2 2 1 d = 15 14 13 12 11 10 16 2 5x4= 2 5x3= 2 5x3= 2 5x3= 2 5x3= 2 5x4= 9 2x3 II 2x3 II 2-2-10 2-1-6 2-1-6 2-1-6 2-1-6 12-1-6 2-2-10 15-0-0 Plate Offsets(X,Y)-11 D-2-0,0-1-4],[2 0-1-4,0-1-0],[3 0-1.8,0-1-0],[6 0-1-8,0-1-01,[7 0-1-4,D-1-0],[6 0.2-0,0-1-41,[10 0-1-12,0-1-0],[11 0-1-4,0-1-0],[12 0-1-8,0-1-0],[13 0-1-8,0-1-0],[14 0-1-4,0-1-01, 15 0-1-12.0-1-01 LOADING(psf) SPACING- 14-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 231 Plate Grip DOL 1 15 TC 030 Vert(LL) -015 12-13 >999 600 MT20 197/144 (Ground Snow=30 0) Lumber DOL 1 15 BC 072 Vert(CT) -02812-13 >636 600 TCDL 100 Rep Stress Incr YES WB 057 Horz(CT) 004 9 n1a n/a BCLL 00Code IBC2015frP12014 Matra-R Wind(LL) 01912-13 >934 240 Weight 42 Ib FT=0 BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 3-11-15 cc purlins, except end [P] BOT CHORD 2x3 SPF No 2 verticals WEBS 2x3 SPF Stud*Except' BOT CHORD Rigid ceiling directly applied or 5-2-10 cc bracing W3 2x3 SPF No 2 REACTIONS. (Ib/size) 1625/Mechanical,9=42510-3-8 (min 0-1-8) Max Horz 16=27(LC 6) Max UpIdtl6=170(LC 7),9=-170(LC 8) FORCES (lb)-Maximum Compresston/Maximum Tension TOP CHORD 1-16=3921195,1-2=-998/475,2-3=-16771790,3-4=-2020/948,4-5=-2020/948,5-6=2020/948,6-7=-1679/791,7-8=998/475,8-9=-392/195 BOT CHORD 15-16=57/101,14-15=-4491998,13-14=-764/1677,12-13=-92212020,11-12=765/1679,10-1 l=-449/998,9-10=-44/102 WEBS 2-15=-305/173,3-14=-2091126,4-13=-93/73,5-12=92/73,6-11=209/126,7-10=-3051173,1-15=-441/950,2-14=-333/719,3-13=-168/363,6-12=167/361,7-11=-334/722,8-10=-441/949 NOTES. 1)Wind ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat II,Exp C,enclosed,MWFRS(envelope)gable end zone and C-C Extenor(2)zone,cantilever left exposed;end vertical left and right exposed,C-C for members and forces&MW FRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1 60 2)TCLL ASCE 7-10,Pg=30 0 psf(ground snow),Ps=23 1 psf(roof snow),Category II,Exp C,Partially Exp,Ct=1 1,Lu=50-0-0 3)Roof design snow load has been reduced to account for slope 4)Provide adequate drainage to prevent water ponding 5)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6)'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 170 Ib uplift at joint 16 and 170 Ib uplift at joint 9 8)This truss is designed in accordance with the 2015 International Building Code section 2306 1 and referenced standard ANSI7rPi 1 E-signed by Kevin Freeman O� NSW APPROVED � FRFFy0,9 DATE 7/17/18 J '�y PFS CORPORATION r ¢ I Bloomsburg, PA T w x o O 0)8663' ��C? I V The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, R�FESS10 not necessanly the current state building code The engineering seal is not an approval to use in a specific state The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee 5/22/2018 A WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc 2801 EAST BELTLINE RD,NE PHONE(616}364-6161 FAX(616)-365-0060 GRAND RAPIDS,MI49525 Truss shall not be cut or modified without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and lifting forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined under TPI1 This design is based only upon parameters shown,and Is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the enactor Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult SCSI 1-06 from the Wood Truss Council of America and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J\support\MitekSuppllemplates\ufp tpe Job Truss Truss Type cry Ply Simplex 212 90561 F506101 FLAT 1 Universal Forest Products Inc,Grand Rapids,MI 49525,Mike Patten 8 130 a Dec 12 2017 MiTek Industnes,Inc Tue May 22 07 O8 13 2018 'Replaces print issued Tue Jan 23 15 53 10 2018 Copyright(D2018'Universal Forest Products,Inc.All Rights Reserved 135 mph Vult Additional 40 psf dead load ♦ ♦ ♦ i 2-11-8 2-10-8 2-5-12 12-7-14 2-7-14 2-0-0 2-7-14 2-7-14 2-5-12- 012 8 3-11-8 3x5= 45= 3x4= 2.5x4= 2 5x3 I I 1x4 11 5x5= 2 5x3 11 2 5x4= 3x4= 3 5x5= 2 5x3 11 1 2 3 4 5 6 7 8 9 10 11 12 13 �l _ 3 W d , 27 26 25 24 23 22 21 20 19 18 - 17 16 15 14 3x4 11 8x8= 3 5x5= 3x4= 2 5x4= 2 5x3 I I 6x18 MT18HS= 3x4= 3 5x5= 3x5= 2x4 11 2 5x4= 1x4 11 2-11-8 2-10-8 2-5-12 2-7-14 1 2-7-14 2-0-0 2-7-14 1 2-7-14 2-5-12 2-10-8 1 2-11-8 '1-0- 30-3-0 Plate Offsets(X,Y)-[1 0-2-8,0-1-81,13 0-1-12,G-1-4].14 0-2-0,0-1-0],[5 0-1-0,0-1-4],17.0-2-8,0-3-01,[8 0-1-0,0-1-4],19 0-2-0,0-1-0],[10 0-1-12,0-1-4],(110-2-8,0-1-0],[12 0-1-12,0-1.4],[16 0-1-12,0-1-4], 117 0-2-8,0-1-01.118 0-1--120-1-41,[19 0-2-0,0-1-01 200-2-8 Edael,120 0.0-0 0-1-121.f22 0-1-0,0-1-41 123 0-2-0.0-1-01 124 0 1-12,0 141 f25 0-2-8 0-1-01 127 0-1-12.0-1-81 _ LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Vdefl LldPLATES GRIP TCLL 308 Plate Grip DOL 1 15 TC 0.45 Vert(LL) -0 64 21-22 >541 240 MT20 197/144 (Ground Snow=40 0) Lumber DOL 1 15 BC 059 Vert(CT) -189 21-22 >184 180 MT18HS 197/144 TCDL 100 Rep Stress[nor YES WB 099 Horz(CT) 0.11 15 n/a n/a BCLL 00' Code IBC2015rrP12014 Matnx-R Weight 344 Ib FT=0 BCDL 100 - LUMBER- BRACING- TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, except end vertical[P] BOT CHORD 2x4 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing WEBS 2x3 SPF Stud`Except* W1 2x4 SPF Stud,W6.2x3 SPF No 2 REACTIONS. (Ib/size) 27=1748/0-3-8 (min.0-1-8),15=1878/0-3-8 (min 0-1-8) Max Horc27=25(1-C 7) Max UpIM27=332(LC 7),15=-376(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-27=-15261314,1-2=-5880/1169,2-3=-1066312110,3-4=-1 3949/2756,4-5=-1602413163,5-6=-16968/3344,6-7=-1 696813344,'7-8=-1 7005/3356,8-9=-1 597213145,9-10=43871/2728, 10-11=-1053112067,11-12=-5866/1142,12-13=484/99,13-14=-2115 BOT CHORD 26-27=-229/1116,25.26=-114715880,24-25=-2088110663,23-24=-2734/13949,22-23=-3141/16024,21-22=3322/16968,20-21=3123115972,19-20=3123/15972,18-19=-2706/13871, 17-18=2044/10531.16-17=1119/5866,1516=-97/484,14-15=971484 WEBS 3-25=-1157/256,4-24=-8341192,9-18=-8451195,10-17=-1148/256,6-22=2461/3,7-21=-252/76,2-26=-13321293,1-26=-966/4908,2-25=97114932,11-1 6=-1 40613 08,11-17=-95414811, 12-16=-1085/5550,5-23=-5331131,4-23=-422/2151,522=488/979,8-19=-548/136,8-21=-218/1072,9-19=-43212178,3-24=-66713395,10-18=-684/3450,12-15=-1702/369 NOTES- 1)3-ply truss to be connected together with 1 Od(0 131"x3")nails as follows Top chords connected as follows 2x4-1 row at 0-7-0 cc Bottom chords connected as follows 2x4-1 row at 0-9-0 oc Webs connected as follows 2x3-1 row at 0-9-0 cc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat ll,Exp C,enclosed,MW FRS(envelope)gable end zone and C-C Extenor(2)zone,cantilever right exposed;end vertical left and right exposed,C-C for members and fomes&MWFRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1 60 4)TCLL ASCE 7-10,Pg=40 0 psf(ground snow),Ps=30 8 psf(roof snow),Category Il,Exp C,Partially Exp,Ct=1 1,Lu=50-0-0 5)Roof design snow load has been reduced to account for slope 6)Provide adequate drainage to prevent water ponding 7)All plates are MT20 plates unless otherwise indicated 8)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 9)•This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members E-signed by Kevin Freeman 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 332 Ib uplift at joint 27 and 376 Ib uplift at joint 15 11)This truss is designed in accordance with the 2015 International Building Code section 23061 and referenced standard ANSIrrPI 1 GG O F N E w ry y WN APPROVED �\�W FRFF 909� �DATE 7/17/18 2 1k PFS CORPORATION Bloomsburg, PA The professional engineering seal indicates that a licensed professional has reviewed the design under the standards referenced within this document, A90FESS10NP not necessarily the current state building code The engineering seal is not an approval to use in a specific state'The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee 5/22/2018 A WARNING -Verify design parameters and READ NOTES Universal Forest Products,Inc. 2801 EAST APIDSNE RD,NE PHONE(616}364-6161 FAX(616}3650060 GRAND RAPIDS,MI49525 Truss shall not be cut or modified without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and lifting forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined under TPIt This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component Is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction is the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer Forgeneral guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of Amenca and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,W1 53719 J\support\MdekSupp\templates\ufp tpe Job Truss Truss Type Qty Ply Simplex 212 90561 F520801 FLAT 1 2 Universal Forest Products Inc,Grand Rapids,MI 49525,Mike Patten 8 130 a Dec 12 2017 MTek Industries,Inc Tue May 22 07 12 14 2018 'Replaces print issued Tue Apr 24 15 04 14 2018 Copyright Q2018 Universal Forest Products,Inc.All Rights Reserved -135 mphVuh Additional 40 sf dead load 3-4-8 3-2-8 3-3-8 2-0-0 2-9-0 2-0-0 2-9-0 2-0-0 3-3-8 3-2-8 3-4-8 1x4 11 2 5x4= 2 5x4= 2 5x3 11 45= 2 5x4= 3x4= 1x4 11 1x4 J1 3x4= 1x4 11 4x5= 2 5x3 11 2 5x4= 1, 2 3 '4 5 6 7 8 9 10 11 12 13 14 Lo III i - - - - •f1 _ _ 3 WW - 1 d W 26 3 30 29 28 27 2 5x3= 25 24 23 22 21 20 19 18 17 16 15 1 5x4 11 2 5x3 11 2 5x3 11 3 5x5= 1x4 I I 3x4= 3x4= 1x4 3 5x5=2 5x3=2 5x3 I I 2 5x3 11 1.5x4 11 i 3-4-8 1-10-8 ,1-4-0 3-3-8 2-0-0 , 2-9-0 , 2-0-0 , 2-9-0 , 2-0-0 , 3-3-8 ,14-0 i 1-10-8 i__-_ 34-8 31-3-0 Plate Offsets(X,Y)-[2 0-1-0,0.141,[3.0.1-8,0-1-12],[6 0-2-0,0-1-4],[9 0-2-0,0-141,[12 0-1-8,0-1-12],[13 0-1-0,0-14],[16 0-1-0,0-14],[18 0-1-0,0-1-4],120 0-1.8,0-141,[22 0-2-0,0-1-4],[23 0-2-0,0-1-4], 25 0-1-8.G-1-41, 27 0-1-0,(1-1-41, 29 0-1-0,0-1-41 LOADING(psf) SPACING- 1-4-0 CSI DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 308 Plate Grip DOL 1 15 TC 050 Vert(LL) -0 31 22-23 >788 240 MT20 1971144 (Ground Snow=40 0) Lumber DOL 1 15 BC 088 Vert(CT) -0 92 22-23 >268 180 TCDL 100 Rep Stress Incr YES WB 089 Horz(CT) 0.04 17 n/a n/a BCLL 00' Code IBC2015/rP12014 Matrw-R Weight 210 lb FT=0% BCDL 100 LUMBER- BRACING- TOP CHORD 2x4 SPF No 2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except end verticals[P] BOT CHORD 2x4 SP No 1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing WEBS 2x3 SPF Stud"Except' W1 2x4 SPF Stud,W5 2x3 SPF No 2 REACTIONS. (Ib/size) 28=1874/0-2-8 (min 0-1-8),17=1874/0-2-8 (min 0-1-8) Max Upl,ft28=464(LC 7),17=-464(LC 8) FORCES. (lb)-Maximum Compression/Maximum Tension TOP CHORD 1-30=-83/137,1-2=51011089,2-3=-848/632,3-4=-44441843,4-5=4444/843,5-6=4444/843,6-7=-642911219,7-8=6429/1219,8-9=-6429/1219,9-10=44441843,10-11=-44441843, 11-12=44441843,12-13=-848/632,13-14=-51011089,14-15=83/137 BOT CHORD 29-30=391100,28-29=1089/510,27-28=-1089/510,26-27=-632/848,25-26=-832/848,24-25=-843/4444,23-24=84314444,22-23=-1219/6429,21-22=-843/4444,20-21=-843/4444, 19-20=-632/848,18-19=-632/848,17-18=-1089/510,16-17=-10891510,15-16=-39/100 WEBS 5-25=-518/128,6-24=457/125,9-21=457/125,10-20=-518/128,1-29=-1217/561,12-20=-1069/5196,7-23=-3681105,B-22=-368/105,6-23=474/2059,9-22=474/2059,2-29=-4991130, 3-27=-14611343,2-27=-89/468,3-25=-1069/5196,13-16=4991130,12-18=-1461/343,13-18=-89/468,14-16=-12171561 NOTES- 1)2-ply truss to be connected together with 1 Od(0 131"x3")nails as follows Top chords connected as follows 2x4-1 row at 0-7-0 oc Bottom chords connected as follows 2x4-1 row at 0-9-0 oc Webs connected as follows 2x3-1 row at 0-9-0 oc 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated 3)Wind ASCE 7-10,Vult=135mph(3-second gust)Vasd=107mph,TCDL=6 Opsf,BCDL=6 Opsf,h=30ft,Cat ll,Exp C,enclosed,MWFRS(envelope)gable end zone and C-C Extenor(2)zone,cantilever left and right exposed,C-C for members and forces 8 MW FRS for reactions shown,Lumber DOL=1 60 plate gnp DOL=1 60 4)TCLL ASCE 7-10,Pg=40 0 psf(ground snow),Ps=30 8 psf(roof snow),Category ll,Exp C,Partially Exp,Ct=1 1,Lu=50-0-0 5)Roof design snow load has been reduced to account for slope 6)Provide adequate drainage to prevent water ponding 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 8)"This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom E-signed by Kevin Freeman chord and any other members 9)Provide mechanical connection(by others)of truss to bearing plate at joint(s)28,17 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 464 Ib uplift at joint 28 and 464 Ib uplift at joint 17 �G OF N , 11)This truss,s designed,n accordance with the 2015 International Building Cade section 2306 1 and referenced standard ANSIrrPI 1 V O 9 95 S�" APPROVED DATE 7/17/18 r- C J__ lif PFS CORPORATION x o Bloomsburg, PA O �;"8663'"` The professional engineering seal indicates that a licensed professional engineer has designed the truss under the standards referenced within this AROFESS1011 document,not necessarily the current state budding code The engineering seal is not an approval to use in a specific state The final determination on whether a truss design is acceptable under the locally adopted building code rest with the building official or designated appointee 5/22/2018 A WARNING -Verify design parameters and READ NOTES Universal Forest Products,l-3 2801 EAST RAPIDSBELTILI, M 49RD, 5 PHONE(616}364-6161 FAX(616365-0060 GRAND RAPIDS,MI49525 Truss shall not be cul or modified without approval of the truss design engineer This component has only been designed for the loads noted on this drawing Construction and lifting forces have not been considered The builder is responsible for lifting methods and system design Builder responsibilities are defined under TPI1 This design is based only upon parameters shown,and is for an individual building component to be installed and loaded vertically Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer Bracing shown is for lateral support of individual web members only Additional temporary bracing to insure stability during construction ,s the responsibility of the erector Additional permanent bracing of the overall structure is the responsibility of the building designer For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult BCSI 1-06 from the Wood Truss Council of Amenca and Truss Plate Institute Recommendation available from WTCA,6300 Enterprise LN,Madison,WI 53719 J lsupport\MitekSupp\templates\ufp tpe OPEN JOIST Manufacturer or Distributor References filename:11.875in x 16fLo'a VO ( Allegheny Structural Components Drawing by: Kevin Reitz 3778 Oneida Valley RoadJob number: Emlenton, PA Joist id: Simpl"x o16373 Customer: Simplex Homes Building address: Project: 17-0617 Modem Green-Reardon Fked Trim Specification Penmeter malenal Joist Charactenstns(Top•Bottom,Depth,Length,Plies,spacing) Left:0.000",right:0.000" Left:None,right:None 3 X 2 SPF#11#2(3 X 2,11 718"-UFP,16-0-0,1 ply,16.00"o.c.) ��tpf NCO �(ry� W2 a• C7 L4 W1 rnFO 0935$ ct�� S /201 A c1 ?� � ti ?� Depth=11.875" L R 4 Overall length=16-0.0 BEARING ANALYSIS •AD i' --uplift Lct•D LCASES Label Width,Center R ; R:: Critical R Critical LC2 Ds (fis (lb) j Ra i LC-UNB (lb) LC-UNB LC3.D+W L 0-1-8,0-0-12 640 ) 0.40 1 2#1 352.00 4#0 LcLc4:oso«w s:o.o75w R 0-1-8,15-11-4 640 0.40. 3 2#1 352.00 4#0 LC6:D.0755.075W Ei LEGENO.S•snow.D,Dead.W:Wind CHORD CONCENTRATED LOAD ANALYSIS REINFORCEMENTS Label P Pa p, Critical No reinforcement required. (Ib) (lb) P-,, I LC-UNB t, • i PFS/. APPROVED DATE 7/17/18 No concentrated load in analysis. PFS CORPORATION Bloomsburg, PA at* V V. Co V Critical (fis) (Ib) (lb) i V.Pd i LC-UNB 0-7-12 588 1083 1.15 1.0.47. A 2#1 bon( • • • at* b, Ma Ce l _'M _ 1 Critical -W2 BOTTOM AREOP AREA A load,Position(m)from LEtFIFart 000000,end=0192 0 00 nitude Magnitude(psf):D 100 W=1I5 (tis) (Ib.ft) (Ib.ft) Fm;—C.), LC-UNB 7-11-12 2520 3865 1.15 `7_'0.57 1 2#1 From the left end of joist. DEFLECTION • Crttial Calculated Criteria Sheeting:314 OSB Glued and Nailed UNB A Camb A-Camb A Calc CS(Continuous Strongback):NONE LOAD CASE (in) (In) (in) (m) ,, Strapping:NONE Span -R LCL2:w 0 -0.27 86 0.529 LJ360 '0,52 Gypsum Board:NONE Live pan - LCT3:o.sD-W camber 5 NO VIBRATION'VERIFIED Total 2015 ICC(USA)11.4.1107.0 NOTES OPEN JOIST 20000)is in accordance with ICC 2015 and NDS-2015.OPEN JOIST 20000 was evaluated by IAPMO(UES report#501) Job#PER181043 and is quality controlled by a qualified third part agency.Parts are joined together with phenol-resorcinol adhesives.Lumber used for P.E.Robbins,P.E. diagonal and vertical web members is visually graded in-plant as per quality control manual.A sub-floor must be attached to the top 1777 State Rt 167 chord member according to the building code.if specified,strong backs must be of dry lumber and attached to the joists,according to Victoria IL 61485 current practice Required bearing length must be determined for each application based on specifications by the manufacturer and ph#309-240-6424 must never be less than 1.5 inches.OPEN JOIST 20008 must be used under dry conditions.Refer to the specifications by the manufacturer for details of installation. Date: 512312018 Page: 1 of 1 OPEN JOIST Manufacturer or Distributor References filename:11.875in x 7ft.o'a O O Allegheny Structural Components Drawing by: Kevin Reitz OO 3778 Oneida Valley Road Job number: OO� Emlenton, PA Joist id: 11-7/8"x 7'O Customer: Simplex Homes 16373 Building address: Project: 17-0617 Modern Green-Reardon Fixed Trim Spe0cation Perimeter matenal Joist Characlensli s(Top•BDttom,Depth,Length,Plies,Spacing) Left:0.000",right:0.000" Left:None,right:None 3 X 2 SPF#1/#2(3 X 2,11 7/8"-UFP,7-0-0,1 ply,16.00"o.c.) +`6& N °v WW2 t W W1 fill 0935$0 S � /201 Depth=11.875" L R Overall length=7-0-0 BEARING ANALYSIS • •D CASES Uplift LCI D Label Width,Center R R Critical R Critical Lc2:Ds (fis) (Ib ; R; LC-UNB (lb) LC-UNB Lc3•D.w LC4 L 0-1-8,0-0-12 280 I 6.18 i 2#1 154.00 4#0 LS:D+075W R 0-1-8 6-11-4 280 i 6.18,3 2#1 154.00 4#0 Lc6.D+0S5s.0 75W I I LEGEND,S:Snow.D.Dead.W:Wind. •'� • � •a � • • REINFORCEMENTS Label P P. p Critical No reinforcement required. ib Ib I P. LC-UNB y APPROVED l i DATE 7/17/18 No concentrated load inanatysis. PFS CORPORATION IVA MA k,I oil Bloomsburg, PA at* v v, . Co f v 1:1 R1 11110 UWA 0 'i Critical (fis) (Ib) (Ib) I(V.cd • LC-UNB 0-7-12 228 1234 1.15 i0.16 1 2#1 LOADING at* M M. Cn M I Critical -W1 TOP AREA load,Position(in)from LEFT:start=0.0000,end=84.0000,Magnitude(psf):S=40,D=10,W=-45 (fis) (Ib.ft) (Ib.ft) I(M,Co) LC-UNB -W2 BOTTOM AREA load,Position(in)from LEFT:start=0.0000,end=84A000,Magnitude(ps$:D=10 3-5-12 473 2180 1 15 i 0:19_. 2#1 From the left end of joist. DEFLECTION • Critical Calculated Criteria Sheating:314 OSB Glued and Nailed LOAD CASE UNB a Camb a-�h d Cala CS(Continuous Strongback):NONE (in) (in) (In) m) girt' Strapping.NONE Span LCL2:W 0 -0.01 - - 4412 0. 6 0.08 Gypsum Board:NONE Live pan - LCT3:o.eD.w camber 1 1 p NO VIBRQTION'VERIFIED Total 2015 ICC(USA)/1.4 1107.0 H::: • OPEN JOIST 2000®is to accordance with ICC 2015 and NDS-2015.OPEN JOIST 2000@)was evaluated by IAPMO(UES report#501) Job#PER181043 and is quality controlled by a qualified third part agency.Parts are joined together with phenol-resorcinol adhesives.Lumber used for P.E.Robbins,P.E. diagonal and vertical web members is visually graded in-plant as per quality conUDl manual-A sub-floor must be attached to the top 1777 State Rt 167 chord member according to the building code.If specified,strong backs must be of dry lumber and attached to the joists,avcording to Victor a IL 61485 current practice.Required bearing length must be determined for each application based on specifications by the manufacturer and ph#309 240 6424 must never be less than 1.5 inches.OPEN JOIST 2000®must be used under dry conditions.Refer to the specifications by the manufacturer for details of installation. Date: 5/23/2018 Page: 1 of 1 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) Local Authority having jurisdiction logo: TO:Name of Authority having jurisdiction: OWNER OF PROPERTY: Reardon Residence SUBJECT PROPERTY(ADDRESS AND TAX MAP NUMBER): 1965 Mulberry Street Cutchogue, NY 11935 PLEASE TAKE NOTICE THAT THE(CHECK ALL THAT APPLY): 0 New Residential Structure ❑ 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): Q 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) x❑ Floor Framing and Roof Framing(FR) SIGNATURE: DATE: PRINT NAME: CAPACITY(Check One): ❑ Owner ❑ Owner's RepresentativerPFSCORPORATION APPROVED 7/17/18 burg, PA JOB 17-0617 SHEET NO 1 OF 1 CALCULATED BY PBW DATE 5/1/2018 CHECKED BY DATE Whole House Ventilation Suoply Air Worksheet Manual J Table 5A Table SA Infiltration Air Change Values for Three or Four Exposures Default Air Change Values for Two Story Construction Construction Air Changes per Hour—Heating Infiltration I Floor Area of Heated Space(SgFt) Cfm for One _ Fireplace 9 900 Or Less 901 to 1500 1501 to 2000 2001 to 3000 + 3001 or More Tight 0.27 0120 018 0.15 0.13 0 Semi-Tight 053 0.39 ! 0.34 ( 0.28 0.25 13 scrage - 0.79 058 050 ( 041 0.37 20 Sergi-Loose 1.23 0.90 077 0.63 I 0-56 27 ILoose 1.67 1.22 1.04 0.85 0.75 33 ry ;For,one additional fireplace,add 7 C-M1.t to the above flreptaCe values.For two or more adddionel ti replaces,add 10 CFM(fetal)to the aGove. 2015 IRC Table M1507.3.3(1) TABLE M1507.3.3(i) CONTINUOUS VVHOLE44OUSE MECHANICAL VENTILATION SYSTEM AIRFLOW RATE REQUIREMENTS DWELLING UNIT NUMBER OF BEDROOMS FLOORAREA 0-1 2-3 4-5 6-7 >7 (square feet) Airflow in CFM -:1,500 30 45 60 75 90 1,501-3,0D0 45 60 75 90 105 3,001-4,500 60 75 90 105 120 "4,501-6,0D0 75 90 105 120 135 6,001-7,500 90 105 120 135 150 7,500 105 120 135 150 165 For SI::I squzre foot=0 0929 tu'.P cubic foot per minute=0.0004719 mYls 0 N VV Construction: Semi-Tight 1st story area sq.ft. ' 2067;sf- ih1st story ceiling height 9fft j l`tl' t"'i� Lw 2nd story area sq.ft. i 1327;sf =>�`�W ✓ 2nd story ceiling height 8.5'ft 08625a .O Total Building sq.ft. 3394;sf O -S ��� 07/17/18 Building volume cu.ft. i 29882.51 cf Air Change/Hr Value _0.251 ACH (ACH*Volume)/60 min=CFM Provided 124.5+CFM CFM Required per Table M1507.3.3(1) �`_ 75 CFM SUPPLY OK APPROVED V�7 - Whole house ventilation exhaust is provided by a continuous bath fan. See electrical planDATE 7/17/18 for the identified fixture location and size. PFS CORPORATION Bloomsburg, PA -18 David E Billingsley,PE Protect SI-17-0617 Calcs 07-02 page Location 1st Story Mateline Floor Girder Multi-Loaded Multi-Span Beam kap; r or [2015 International Building Code(2015 NDS)] (2) 1.5 IN x 9 25 IN x 7 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0.1 6 7/3/2018 2:04 23 PM Section Adequate By.27 6% Controlling Factor Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 006 IN U1368 Dead Load 0.02 in Total Load 0 09 IN U981 Live Load Deflection Criteria U360 Total Load Deflection Criteria.U240 REACTIONS A B Live Load 1103 Ib 1103 Ib Dead Load 434 Ib 434 Ib Total Load 1537 Ib 1537 Ib Bearing Length 1.21 in 121 in BEAM DATA Center OR Span Length 7 ft Unbraced Length-Top 0 ft A 7� B Unbraced Length-Bottom 7 ft Live Load Duration Factor 1.00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 315 plf #2-Spruce-Pine-Fir Uniform Dead Load 119 plf Base Values Adiusted Beam Self Weight 5 plf Bending Stress Fb= 875 psi Fb'= 963 psi Total Uniform Load 439 plf Cd=1.00 CF=1.10 POINT LOADS-LEFT SPAN Shear Stress' Fv= 135 psi Fv'= 135 psi Load Number Cd=1 00 Live Load Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load Comp -L to Grain Fc-1= 425 psi Fc--L'= 425 psi Location Controlling Moment: 2689 ft-Ib 3 5 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1199 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 WN APPROVE® ad Comparisons with required sections: ReProvided v Section Modulus- 33.53 m3 42 78 in3 DATE 7/17/18 Area(Shear) 13 32 in2 27.75 in2 PFS CORPORATION Moment of Inertia(deflection): 52 08 in4 197 86 in4 Moment 2689 ft-Ib 3431 ft-Ib Bloomsburg, PA Shear. 1199 Ib 2498 lb NOTES 0 6 06625() h01p: g N�� 07/17/18 These calculations are also valid for 1 of 37 the NYS Uniform Code Project.SI-17-0617 Calcs 07-02-18 �?f'd David E Billingsley,PE page Location 2nd Story Shearwall Floor Beam-Worst Case Possible Loading I`R' Multi-Loaded Multi-Span Beam [2015 International Budding Code(2015 NDS)] ' ' (2)15 IN x 11.25 IN x 15 5 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 2 04 23 PM Section Adequate By:243 0% Controlling Factor Deflection CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load -015 IN U1235 , Dead Load 0.02 in Total Load -0 14 IN U1375 Live Load Deflection Criteria U360 Total Load Deflection Criteria.U240 REACTIONS A B Live Load -400 Ib -400 Ib Dead Load 65 Ib 65 Ib Total Load -335 Ib -335 Ib Uplift(1.5 F.S) -356 Ib -356 Ib Bearing Length 003 in 003 in BEAM DATA Center T77 Span Length 155 ft �s.s n Unbraced Length-Top 0 ft Unbraced Length-Bottom 155 ft Live Load Duration Factor 1 00 UNIFORM LOADS Center Notch Depth 000 Uniform Live Load 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 8 plf Base Values Adiusted Total Uniform Load 8 plf Bending Stress Fb= 3100 psi Fb'= 2484 psi POINT LOADS-CENTER SPAN Cd=1 00 C1=0.79 CF=1.01 Load Number One Shear Stress Fv= 290 psi Fv'= 290 psi Live Load -800 Ib Cd=1.00 Dead Load 0 Ib Modulus of Elasticity, E= 2000 ksi E'= 2000 ksi Location 775 ft Comp.-L to Grain Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: -2847 ft-Ib 7 75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -400 Ib 8 0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 FS , APPROVED Comparisons,with required sections: Read Provided Section Modulus 13 75 m3 63.28 in3 DATE 7/17/18 Area(Shear): 2.07 int 33 75 m2 PFS CORPORATION Moment of Inertia(deflection). 103 78 in4 355.96 in4 Moment -2847 ft-Ib 13098 ft-Ib Bloomsburg, PA Shear -400 Ib 6525 lb NOTES 0V E 14 c GILWv ' o 086250 r= �' OF S 07/17/18 These calculations are also valid for 2 of 37 the NYS Uniform Code Project-SI-17-0617 Calcs 07-02-18 "k � '� David E Billingsley,PE page Location:C131-1f'c Multi-Loaded Multi-Span Beam [2015 International Budding Code(2015 NDS)] f � ~ (3)15 IN x 11.875 IN x 12 1 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0.16 7/3/2018 2 04:23 PM Section Adequate By.21 3% Controlling Factor.Moment CAUTIONS .Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.39 IN U369 Dead Load 0 15 in Total Load 0.54 IN U267 Live Load Deflection Criteria U240 Total Load Deflection Criteria.U180 REACTIONS A B Live Load 6195 Ib 6195 Ib Dead Load 2380 Ib 2380 Ib Total Load 8575 Ib 8575 Ib Bearing Length 2.54 in 2.54 in BEAM DATA Center Span Length 12.1 ft Unbraced Length-Top 0 ft A 12.1 ft B Unbraced Length-Bottom 12.1 ft Live Load Duration Factor 1.15 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 959 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 320 pif Base Values Adiusted Beam Self Weight 13 pif Bending Stress. Fb= 3100 psi Fb'= 3570 psi Total Uniform Load 1292 plf Cd=1.15 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress Fv= 290 psi Fv'= 334 psi Load Number One Cd=1.15 Left Live Load 65 plf Modulus of Elasticity, E= 2000 ksi E'= 2000 ksi Left Dead Load 60 pif Comp -L to Grain. Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 65 plf Controllingpif Moment: 25939 ft-Ib Right Dead Load 60 ft Load Start 0 ft 6 05 Ft from left support of span 2(Center Span) Load End 12.1 ft Created by combining all dead loads and live loads on span(s)2 Load Length 12.1 ft Controlling Shear: 72031b At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 APPROVED Comparisons with required sections: Read Provided Section Modulus. 87 2 m3 105 76 in3 DATE 7/17/18 Area(Shear)- 32.4 1n2 53 44 in2 PFS CORPORATION Moment of Inertia(deflection): 423 65 in4 627.96 in4 Moment 25939 ft-Ib 31461 ft-Ib Bloomsburg, PA Shear 72031b 11881 Ib NOTES Truss F505901 1 FT Scab on Overhang CC O n 0�0 0862513 07/17/18 These calculations are also valid for 3 of 37 the NYS Uniform Code Protect:SI-17-0617 Calcs 07-02-18 riff David E Billingsley,PE page -,a Location.CB1-2 i - Multi-Loaded Multi-Span Beam r °r [2015 International Building Code(2015 NDS)] ! (2)0.5 IN Steel Flitch Plate(s)x(3)1 5 IN x 11.5 IN x 12.1 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0 1 6 7/3/2018 2:04 23 PM Section Adequate By:41 7% Controlling Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.12 IN U1257 Dead Load 0.06 in Total Load 0.17 IN U850 Live Load Deflection Criteria U600 Total Load Deflection Criteria:U600 REACTIONS A B Live Load 6982 Ib 6982 Ib Dead Load 3340 Ib 3340 Ib Total Load 10322 Ib 10322 Ib Bearing Length 3.06 in 306 in BEAM DATA Center Span Length 12.1 ft Unbraced Length-Top 0 ft A �z.�n Unbraced Length-Bottom 121 ft Live Load Duration Factor 1.15 MATERIAL PROPERTIES UNIFORM LOADS Center 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Live Load 959 plf Base Values Adiusted Uniform Dead Load 320 plf Bending Stress- Fb= 3100 psi Fb'= 3565 psi Beam Self Weight 52 plf Cd=1 15 CF=1.00 Total Uniform Load 1331 plf Shear Stress: Fv= 290 psi Fv'= 334 psi TRAPEZOIDAL LOADS-CENTER SPAN Cd=1 15 Load Number One Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Left Live Load 195 plf Comp.-L to Grain: Fc-1= 750 psi Fc-1'= 750 psi Left Dead Load 180 plf Right Live Load 195 plf Controlling Moment: 31223 ft-Ib 6.05 Ft from left support of span 2(Center Span) Right Dead Load 180 plf Load Start 0 ft Created by combining all dead loads and live loads on span(s)2 Load End 12 1 ft Controlling Shear: -10322 Ib Load Length 12 1 ft 12 0 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided APPROVE Section Modulus 251 52 in3 418.79 in3 7/17/18 Area(Shear): 46.42 int 218.5 in2 FMCORPORATION1 Moment of Inertia(deflection). 1699.83 in4 2408 05 in4 Moment. 31223 ft-Ib 124416 ft-Ib Bloomsburg, PA Shear. -10322 Ib 48580 Ib Flitch Design Requirements Modular Ratio(E-stl/E-wood) n= 145 Transformed Section Width w-trans= 19 in Allowable Steel Bending Stress Fb-stl= 21600 PSI Lmtd.Bending Stress for Transformed Section Fb-stl-lim= 1490 PSI Ctrl.Bending Stress for Wood Transform Fb-cont= 1490 PSI Plate Width to Thickness Ratio (d/w-plate)= 23 Lmtd.Width to Thickness Ratio for Fv=O 4*Fy AWSL= 6333 Allowable Steel Shear Stress Fv-stl 14400 PSI * c Lmtd Shear Stress for Wood Transform Fv-stl-lim= 993 PSI �_ ;?�•, Ctrl Allowable Shear Stress for Wood Transform Fv-cont= 334 PSI � `{,`!(ti's i?' w UJ Percentage of Load Carried by Steel Plate Steel%= 7632 % 01 -'_ `>• u�i�+ d NOTES Truss F505902 �Q 086250 4, Eft max on-site roof attached. OPS , t�P� 07/17/18 These calculations are also valid for 4 of 37 the NYS Uniform Code Project SI-17-0617 Calcs 07-02-18 \T�Jfj7,tfDavid E Billingsley,PE page Location:C61-3 } Multi-Loaded Multi-Span Beam 2015 International Building Code 2015 NDS)] (3)1 5INx 11 875INx90 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 204.23 PM Section Adequate By 160.4% Controlling Factor.Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.10 IN U1074 Dead Load 0.04 in Total Load 0.14 IN U770 Live Load Deflection Criteria:U240 Total Load Deflection Criteria.U180 REACTIONS A B Live Load 3852 Ib 3852 Ib Dead Load 1518 Ib 1518 Ib Total Load 5370 Ib 5370 Ib Bearing Length 1.59 in 1.59 in BEAM DATA Center Span Length 9 ft Unbraced Length-Top O ft A 9 ft B Unbraced Length-Bottom 9 ft Live Load Duration Factor 1 15 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 791 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 264 plf Base Values Adiusted Beam Self Weight 13 plf Bending Stress Fb= 3100 psi Fb'= 3570 psi. Total Uniform Load 1068 plf Cd=1.15 CF=1.00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 334 psi Load Number One Cd=1 15 Left Live Load 65 plf Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Left Dead Load 60 plf Comp.-L to Grain'. Fc-1= 750 psi Fc-1'= 750 psi Right Live Load 65 plf Controlling Moment: 12083 ft-Ib Right Dead Load 60 plf Load Start 0 ft 4.5 Ft from left support of span 2(Center Span) Load End 9 ft Created by combining all dead loads and live loads on span(s)2 Load Length 9 ft Controlling Shear: 42961b At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 APPROVED Comparisons with required sections: Read Provided �� 7/17/18 Section Modulus: 40.62 in3 105 76 in3 DATE Area(Shear) 19 32 int 53.44 int PFS CORPORATION Moment of Inertia(deflection) 146 78 in4 627.96 in4 Moment 12083 ft-Ib 31461 ft-Ib Bloomsburg, PA Shear: 4296 lb 11881 Ib NOTES Truss F505902 1 FT Scab on Overhang Vin,7yvN cc c� _ E w LU 07/17/18 These calculations are also valid for 5 of 37 the NYS Uniform Code Page Project, David E Billingsley,PE SI-17-0617 Calcs 07-02-18 � , r /Location CB1-4 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] (2)1 5INx11 875INx61 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0 1 6 7/3/2018 2.04 24 PM Section Adequate By.133 7% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.04 IN U2022 Dead Load 0 02 in Total Load 0 05 IN U1385 Live Load Deflection Criteria U240 Total Load Deflection Criteria.U180 REACTIONS A B Live Load 2968 Ib 2968 Ib Dead Load 1366 Ib 1366 Ib Total Load - 4334 Ib 4334 Ib Bearing Length 193 in 1 93 in BEAM DATA Center Span Length 61 ft _ Unbraced Length-Top 0 ft s'�e B Unbraced Length-Bottom 61 ft Live Load Duration Factor 1 00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 778 plf 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 259 plf Base Values Adjusted Beam Self Weight 9 plf Bending,Stress. Fb= 3100 psi Fb'= 3104 psi Total Uniform Load 1046 plf Cd=1 00 CF=1 00 TRAPEZOIDAL LOADS-CENTER SPAN Shear Stress. Fv= 290 psi Fv'= 290 psi Load Number One Cd=1 00 Left Live Load 195 plf Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Left Dead Load 180 plf Comp.L to Grain Fc-L= 750 psi Fc--L'= 750 psi Right Live Load 195 plf ControllingMoment: 6609 ft-Ib Right Dead Load 180 plf Load Start 0 ft 3 05 Ft from left support of span 2(Center Span) Load End 6 1 ft Created by combining all dead loads and live loads on span(s)2 Load Length 6 1 ft Controlling Shear: -2947 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 F.� APPROVED Comparisons with required sections: Read Provided DATE 7/17/18 Section Modulus* 25 55 in3 70 51 m3 Area(Shear) 15 24 in2 35 63 m2 PFS CORPORATION Moment of Inertia(deflection) 54 42 in4 418 64 in4 Bloomsburg, PA Moment 6609 ft-Ib 18238 ft-Ib Shear -2947 lb 6888 lb NOTES Truss F505803 .- t`E �IL(.P j1 tL- ,4i t lLi 07/17/18 These calculations are also valid for 6 of 37 the NYS Uniform Code David E Billingsley,PE page Project:SI-17-0617 Calcs 07-02-18 �s , Location:CB1-6 Multi-Loaded Multi-Span Beamer or [2015 International Building Code(2015 NDS)] _ ', (2)1.5 IN x 11875 IN x 3.1 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.6 7/3/2018 2 04:24 PM Section Adequate By:881.90?o Controlling Factor.Shear CAUTIONS "Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.00 IN UMAX ' Dead Load 0.00 in Total Load 0.00 IN UMAX Live Load Deflection Criteria.U240 Total Load Deflection Criteria.U180 REACTIONS A B Live Load 1373 Ib 1373 Ib Dead Load 473 Ib 473 Ib Total Load 1846 Ib 1846 •lb Bearing Length 082 in 0.82 in BEAM DATA Center Span Length 31 ft Unbraced Length-Top 0 ft 3.1 ft Unbraced Length-Bottom 31 ft Live Load Duration Factor 1.00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 886 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 296 plf Base Values Adjusted Beam Self Weight 9 plf Bending Stress. Fb= 3100 psi Fb'= 3104 psi Total Uniform Load 1191 plf Cd=1 00 CF=1.00 Shear Stress. Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Comp.L to Grain: Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: 1431 ft-Ib 1.55 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -701 Ib At a distance d from right support of span 2(Center Span) Created by combining all'dead loads and live loads on span(s)2 APPROVED Comparisons with required sections: Read Provided 7/17/18 Section Modulus. 5.53 m3 70 51 in3 DATE Area(Shear). 3 63 in2 35 63 int PFS CORPORATION Moment of Inertia(deflection). 5.99 in4 418 64 in4 Moment: 1431 ft-Ib 18238 ft-Ib Bloomsburg, PA Shear- -701 Ib 6888 lb NOTES Truss F505802 �C3ILt_t:1�� O u 11�0� pe6250 ®F S � 07/17/18 These calculations are also valid for 7 of 37 the NYS Uniform Code page Protect.SI-17-0617 Calcs 07-02-18 David E Billingsley,PE Location:CB2-1 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] (3)1.5 IN x 16 0 IN x 26.2 FT(18 4+7 8) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1.6 7/3/2018 2 04 24 PM Section Adequate By. 117 5% Controlling Factor.Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right LOADING DIAGRAM Live Load 0.26 IN U835 -0.36 IN 21J522 Dead Load 0.07 in -0.01 in Total Load 0 33 IN U669 -037 IN 21J510 Live Load Deflection Criteria U240 Total Load Deflection Criteria:U180 REACTIONS A B Live Load 2898 Ib 5876 Ib Dead Load 1034 Ib 2555 Ib Total Load 3932 Ib 8431 Ib Bearing Length• 1.17 in 2.50 in BEAM DATA Center Right Span Length 184 ft 7.8 ft Unbraced Length-Top 0 ft 0 ft 18.4 ft 7.800001Ift Unbraced Length-Bottom 18.4 ft 78 ft Live Load Duration Factor 1 15 Notch Depth 000 UNIFORM LOADS Center Right MATERIAL PROPERTIES Uniform Live Load 315 plf 315 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 119 plf 119 plf Base Values Adiusted Beam Self Weight 18 plf 18 plf Bending Stress Fb= 3100 psi Fb'= 3439 psi Total Uniform Load 452 plf 452 plf Cd=1 15 CF=O 96 Shear Stress- Fv= 290 psi Fv'= 334 psi Cd=1.15 Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Comp.l to Grain- Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 17101 ft-16 8 65 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: -4323 Ib At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 APPROVED Comparisons with required sections: Read Provided v Section Modulus: 59.67 in3 192 in3 DATE 7/17/18 Area(Shear) 19.45 int 72 int Moment of Inertia(deflection) 706 35 in4 1536 in4 PFS CORPORATION Moment. 17101 ft-Ib 55025 ft-ib Bloomsburg, PA Shear: 4323 lb 16008 lb NOTES r�' E.131LL/fy O I `QA 0e62613 4i? a S 07/17/18 These calculations are also valid for 8 of 37 the NYS Uniform Code Protect:SI-17-0617 Calcs 07-02-18 N David E.Billingsley,PE page Location:CB2-2 Case 1 v2 4� a Multi-Loaded Multi-Span Beam = o� [2015 International Building Code(2015 NDS)] ` (3)1.5 IN x 16 0 IN x 32.25 FT(11.6+8 6+12) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0.1.6 7/3/2018 2 04.24 PM Section Adequate By:509.9% Controlling Factor,Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0 03 IN U4571 -0 01 IN U7537 0.03 IN U4253 Dead Load 0 01 in 0.00 in 0.01 in Total Load 0 04 IN U3345 -0 02 IN U6280 0.05 IN U3103 Live Load Deflection Criteria:U240 Total Load Deflection Criteria:U180 REACTIONS A B C D Live Load 1619 Ib 4004 Ib 4103 Ib 1658 Ib Dead Load 666 Ib 1503 Ib 1565 Ib 685 Ib Total Load 2285 Ib 5507 Ib 5668 Ib 2343 Ib Bearing Length 0 68 in 1.63 in 1.68 in 069 in BEAM DATA Left Center Right Span Length 11.63 ft 8.63 ft 12 ft Unbraced Length-Top O ft O ft O ft 116251ftt--f-8625ft — 12ft Unbraced Length-Bottom 11.63 ft 863 ft 12 ft Live Load Duration Factor 1 15 Notch Depth 000 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 315 plf 315 pif 315 pif 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 119 plf 119 pif 119 pif Base Values Adiusted Beam Self Weight 18 pif 18 pif 18 plf Bending Stress Fb= 3100 psi Fb'= 3227 psi Total Uniform Load 452 pif 452 plf 452 plf Cd=1.15 C1=0 94 CF=O 96 Shear Stress Fv= 290 psi Fv'= 334 psi Cd=1 15 Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Comp -L to Grain. Fc-1 = 750 psi Fc--L'= 750 psi Controlling Moment: -6111 ft-Ib Over left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 2625 Ib At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 915 _ SAPPROVEDComparisons with required sections: ReadProvided Section Modulus 22.73 in3 192 in3 DATE 7/17/18 Area(Shear) 118 int 72 int PFS CORPORATION Moment of Inertia(deflection) 89.11 in4 1536 m4 Moment: -6111 ft-Ib 51627 ft-Ib Bloomsburg, PA Shear- 2625 Ib 16008 lb NOTES OV NE['y �p� �C? 410 0e625 4i 07/17/18 These calculations are also valid for 9 of 37 the NYS Uniform Code Project:SI-17-0617 Calcs 07-02-18 - < / David E.Billingsley,PE page i. Location CB2-2 Case 2 v2 c ~- Multi-Loaded Multi-Span Beam [2015 International Budding Code(2015 NDS)] , (3)1.5 IN x 16.0 IN x 31.375 FT(8 6+12+10 8) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.6 7/3/2018 2 04:25 PM Section Adequate By.553.5% Controlling Factor Shear CAUTIONS •Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.01 IN U9349 0.02 IN U6295 0.02 IN U5652 Dead Load 0 00 in 0.00 in 0.01 in Total Load 0.01 IN U8004 0.03 IN U5326 0.03 IN U4483 Live Load Deflection Criteria U240 Total Load Deflection Critena'U180 REACTIONS A B C D Live Load 1283 Ib 3875 Ib 4236 Ib 1509 Ib Dead Load 425 Ib 1542 Ib 1767 Ib 563 lb Total Load 1708 Ib 5417 Ib 6003 Ib 2072 Ib Uplift(1.5 F.S) -21 Ib 0 Ib 0 Ib 0 Ib Bearing Length 0.51 in 161 in 1.78 in 0.61 in BEAM DATA Left Center Right Span Length 8 63 ft 12 ft 10.75 ft Ae.s2s e B 12ft C 10.75 n Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 8 63 ft 12 ft 1075 ft Live Load Duration Factor 1.15 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 315 plf 315 plf 315 plf MATERIAL PROPERTIES Uniform Dead Load 119 plf 119 plf 119 plf 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 18 plf 18 plf 18 plf Base Values Adiusted Total Uniform Load 452 plf 452 plf 452 pif Bending Stress: Fb= 3100 psi Fb'= 3227 psi Cd=1.15 C1=0.94 CF=0.96 Shear Stress: Fv= 290 psi Fv'= 334 psi Cd=1.15 Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Comp -L to Grain: Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: -6485 ft-Ib Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 24501b At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 APPROVED Comparisons with required sections: Read Provided Section Modulus. 24.12 m3 192 in3 DATE 7/17/18 Area(shear) 11 02 inz 721n2 PFS CORPORATION Moment of Inertia(deflection) 65 22 in4 15361n4 Moment -6485 ft-Ib 51627 ft-Ib Bloomsburg, PA Shear 24501b 160081b NOTES °fi ` W J'n �Oa 0862513 07/17/18 These calculations are also valid for 10 of 37 the NYS Uniform Code Protect,SI-17-0617 Calcs 07-02-18 s 7'up, David E Billingsley,PE page Location,C132-3 ` Multi-Loaded Multi-Span Beam or 12015 International Budding Code(2015 NDS)] NE (2)1.5 IN x 11875 IN x 13 0 FT(8+5) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1.6 7/3/2018 204.25 PM Section Adequate By.214 2% Controlling Factor:Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0 03 IN U2877 0.16 IN 2U754 Dead Load 0 00 in 0.04 in Total Load -0.03 IN U2873 0.20 IN 21J614 Live Load Deflection Criteria.U240 Total Load Deflection Criteria.U180 REACTIONS A B Live Load 0 Ib 2067 Ib Dead Load 312 Ib 1351 Ib Total Load 312 Ib 3418 Ib Uplift(1.5 F.S) -284 Ib 0 Ib Bearing Length 0.14 in 1 52 in BEAM DATA Center Right Span Length 8 ft 5 ft A Bft 5ft —j Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 133 ft 1 33 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Right Notch Depth 0.00 Uniform Live Load 0 plf 315 plf MATERIAL PROPERTIES Uniform Dead Load 119 plf 119 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 9 plf 9 plf Base Values Adiusted Total Uniform Load 128 plf 443 plf Bending Stress Fb= 3100 psi Fb'= 3545 psi Cd=1.15 C/=0 99 CF=1.00 Shear Stress Fv= 290 psi Fv'= 334 psi Cd=1 15 Modulus of Elasticity, E= 2000 ksi E'= 2000 ksi Comp.--to Grain: Fc-1 = 750 psi Fc--L'= 750 psi Controlling Moment: -5536 ft-Ib Over right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2,3 Controlling Shear: 1794 Ib At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 Q�7 _ APPROVEDComparisons with required sections: ReadProvided Section Modulus: 18.74 in3 70.51 m3 DATE 7/17/18 Area(Shear): 8 07 m2 35.63 in2 Moment of Inertia(deflection)- 133 24 in4 418 64 m4 PFS CORPORATION Moment -5536 ft-Ib 20830 ft-Ib Bloomsburg, PA Shear 1794 Ib 7921 Ib NOTES t3iLLI % O� W 086250 OF S XA 07/17/18 These calculations are also valid for 11 of 37 the NYS Uniform Code David E Billingsley,PE Project SI-17-0617 Calcs 07-02-18 page Location CB2-4 k e e Multi-Loaded Multi-Span Beam 2015 International Building Code 2015 NDS (2)1 5INx 11.875INx 12.21 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0.1.6 7/3/2018 2:04.25 PM Section Adequate By:154.1% Controlling Factor.Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN L/779 Dead Load 0 08 in Total Load 0 26 IN U554 Live Load Deflection Criteria•U240 Total Load Deflection Criteria.U180 REACTIONS A B Live Load 1923 Ib 1923 Ib Dead Load 781 Ib 781 Ib Total Load 2704 Ib 2704 Ib Bearing Length 1.20 in 120 in BEAM DATA Center Span Length 12.21 ft Unbraced Length-Top 0 ft 12.21 ft Unbraced Length-Bottom 1221 ft Live Load Duration Factor 1.15 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 315 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 119 plf Base Values Adiusted Beam Self Weight 9 plf Bending Stress. Fb= 3100 psi Fb'= 3570 psi Total Uniform Load 443 pif Cd=1 15 CF=1 00 r' Shear Stress Fv= 290 psi Fv'= 334 psi Cd=1.15 Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Comp -L to Grain Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: 8254 ft-Ib 6.11 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 2271 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 9Wig, , APP�tOVEComparisons with required sections: Read Provided Section Modulus. 27 75 in3 70.51 in3 DATE 7/17/18 Area(Shear). 10.22 int 35 63 int PFS CORPORATIOND Moment of Inertia(deflection) 136.03 in4 418.64 in4 Moment* 8254 ft-Ib 20974 ft-Ib Bloomsburg, PA Shear. 2271 Ib 7921 Ib NOTES J c� Baa 086253 07/17/18 These calculations are also valid for 12 of 37 the NYS Uniform Code page Prosect:SI-17-0617 Calcs 07-02-18 David E Billingsley,PE Location:CGI-1 ' Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] (3)1 51Nx 1451Nx235 FT(5+185) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0 1 6 7/3/2018 2:04.25 PM Section Adequate By.0 4% Controlling Factor,Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center Right LOADING DIAGRAM Live Load -0.03 IN U1933 0.53 IN U416 Dead Load -0.02 in 0.29 in Total Load -0 05 IN U1260 0.83 IN U269 Live Load Deflection Criteria-U360 Total Load Deflection Criteria.U240 REACTIONS A B C 1 1 Live Load 7478 Ib 12566 Ib 4566 Ib Dead Load 417 Ib 7512 Ib 2751 Ib Total Load 7895 Ib 20078 Ib 7317 Ib Uplift(1.5 F.S) -4841 Ib 0 Ib 0 Ib Bearing Length 2.34 in 595 in 2.17 in BEAM DATA Center Right Span Length 5 ft 185 ft5 ft — 18.5 ft Unbraced Length-Top 0 ft 0 ft Unbraced Length-Bottom 5 ft 185 ft Live Load Duration Factor 1 15 UNIFORM LOADS Center Richt Notch Depth 000 Uniform Live Load 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 pif 0 plf 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 pif 16 plf Base Values Adjusted Total Uniform Load 16 plf 16 pif Bending Stress Fb= 3100 psi Fb'= 3096 psi POINT LOADS-CENTER SPAN Cd=1 15 C1=0.89 CF=O 98 Load Number One Shear Stress. Fv= 290 psi Fv'= 334 psi Live Load 6732 Ib Cd=1.15 Dead Load 2822 Ib Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Location 0 ft Comp -L to Grain Fc-1= 750 psi Fc--L'= 750 psi RIGHT SPAN Load Number One Controlling Moment: -40509 ft-Ib Live Load 6732 Ib Over left support of span,3(Right Span) Dead Load 2822 Ib Created by combining all dead loads and live loads on span(s)2,3 Location 10.25 ft Controlling Shear: 101481b *Load obtained from Load Tracker.See Summary Report for details. At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 TRAPEZOIDAL LOADS-CENTER SPAN Load Number One Two Comparisons with required sections: Read Provided Left Live Load 315 plf 0 plf Section Modulus. 157 03 in3 157 69 m3 Left Dead Load 119 plf 79 plf Area(Shear) 45 64 m2 65 25 int Right Live Load 315 plf 0 plf Moment of Inertia(deflection) 1020.36 m4 1143.23 in4 Right Dead Load 119 plf 79 pif Moment: -40509 ft-Ib 40677 ft-Ib Load Start O ft O ft Shear. 10148 Ib 14507 Ib , Load End 5 ft 5 ft NOTES Load Length 5 ft 5 ft RIGHT SPAN Load Number One Two r O� i�lF d� Left Live Load 240 plf 0 plf DILLt1yt,�� Left Dead Load 119 plf 79 plf Right Live Load 240 plf 0 plf Right Dead Load 119 plf 79 plf =z 1 Load Start O ft O ft 71 Load End 18.5 ft 18.5 ft _i :t uJ Load Length 18.5 ft 18 5 ft 0e62 © FS - APPROVED o g 1' o 07/17/18 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 13 of 37 the NYS Uniform Code Project-SI-17-0617 Calcs 07-02-18M$r' �° ,{ David E Billingsley,PE page Location:Column-(1)6x6 SYP#2 Column ; or 2015 International Building Code 2015 NDS °r 5.5 IN x 5.5 IN x 9.0 FT #2-Southern Pine-Dry Use StruCalc Version 10 0 1.6 7/3/2018 2 04:25 PM Section Adequate By-2 9% DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only Defl= 0.02 IN=U6695 Live Load Deflection Criteria U120 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 10000 Ib B Dead Load, Vert-DL-Rxn= 3065 Ib Total Load: Vert-TL-Rxn= 13065 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column. TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length. 9 ft Unbraced Length(X-Axis)Lx 9 ft Unbraced Length(Y-Axis)Ly 9 ft Column End Condition-K(e) 1 Axial Load Duration Factor 100 9 f Lateral Load Duration Factor(Wiind/Seismic) 133 COLUMN PROPERTIES #2-Southern Pine Base Values Adwsted Compressive Stress Fc= 525 psi Fc'= 445 psi Cd=1 00 Cp=0.85 Bending Stress(X-X Axis) Fbx= 850 psi Fbx'= 850 psi Cd=1.00 CF=1.00 Bending Stress(Y-Y Axis) Fby= 850 psi Fby'= 850 psi Cd=1.00 CF=1 00 Modulus of Elasticity E= 1200 ksi E'= 1200 ksi A Column Section(X-X Axis): dx= 55 in AXIAL LOADING Column Section(Y-Y Axis) dy= 55 in Live Load. PL= 10000 Ib Area. A= 30.25 int Dead Load. PD= 3000 lb Section Modulus(X-X Axis) SX= 2773 in3 Column Self Weight CSW= 65 Ib Section Modulus(Y-Y Axis), Sy= 2773 in3 Total Axial Load PT= 13065 Ib Slenderness Ratio, Lex/dx= 1964 Ley/dy= 1964 LATERAL LOADING (Dy Face) Uniform Lateral Load. wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case.Axial Total Load Only(L+D) Actual Compressive Stress Fc= 432 psi Allowable Compressive Stress- Fc'= 445 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis) My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis) Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi Allowable Bending Stress(X-X Axis)- Fbx'= 850 psi Bending Stress Lateral Loads Only(Y-Y Axis) Fby= 0 psi �� y Allowable Bending Stress(Y-Y Axis) Fby'= 850 psi �� BIL(.rfy� 0 Combined Stress Factor: CSF= 0.97 C-9 f S< NOTES APPROVE W7/17/18 FMCORPORATION11 cn � 4 -, 0,8625Q) �, Bloomsburg, PA ©F .S '' NP 07/17/18 These calculations are also valid for 14 of 37 the NYS Uniform Code Project:SI-17-0617 Gales 07-02-18 `, David E.Billingsley,PE Page Location Column-(2)2x4 SPF#2 Column [2015 International Building Code(2015 NDS)] (2)15 IN x 3.5 IN x 9.0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0.1 6 7/3/2018 2 04 26 PM Section Adequate By.0.3% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15 3 3 1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only: Defl= 0.1 IN=U1098 Live Load Deflection Criteria: U120 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 1400 Ib B Dead Load. Vert-DL-Rxn= 517 Ib Total Load Vert-TL-Rxn= 1917 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column* TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length 9 ft Unbraced Length(X-Axis)Lx. 9 ft Unbraced Length(Y-Axis)Ly 9 ft Column End Condition-K(e) 1 Axial Load Duration Factor 1.00 sn Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress. Fc= 1150 psi Fc'= 183 psi Cd=1.00 CF 1 15 Cp=0 14 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1313 psi Cd=1 00 CF=1.50 Bending Stress(Y-Y Axis) Fby= 875 psi Fby'= 1313 psi Cd=1 00 CF=1.50 Modulus of Elasticity E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis) dx= 35 in AXIAL LOADING Column Section(Y-Y Axis). dy= 3 in Live Load. PL= 1400 Ib Area A= 105 int Dead Load PD= 500 Ib Section Modulus(X-X Axis). Sx= 613 in3 Column Self Weight: CSW= 17 Ib Section Modulus(Y-Y Axis): Sy= 2.63 in3 Total Axial Load PT= 1917 Ib Slenderness Ratio: Lex/dx= 30 86 Ley/dy= 36 LATERAL LOADING (Dy Face) Uniform Lateral Load- wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 183 psi Allowable Compressive Stress: I'd= 183 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis) My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis)- MY= 0 ft-Ib ov 19 , Bending Stress Lateral Loads Only(X-X Axis) Fbx= 0 psi �� felL JfV� Allowable Bending Stress(X-X Axis), Fbx'= 1313 psi Bending Stress Lateral Loads Only(Y-Y Axis),Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1313 psi Irl, -:1 d w Combined Stress Factor: _ el, Do NOTESFPFS > APPROVED 7/17/18 00625 RPORATION 07/17/18 Bloomsburg, PA These calculations are also valid for 15 of 37 the NYS Uniform Code Project SI-17-0617 Calcs 07-02-18 J David E.Billingsley,PE page Location,Column-(2)2x6 SPF#2 Column [2015 International Budding Code(2015 NDS)] (2)1.5 IN x 5.5 IN x 9 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10.0.1.6 7/3/2018 2 04.26 PM Section Adequate By 61% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3 3 1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only. Defl= 0 03 IN=U4260 Live Load Deflection Criteria: U120 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 2000 Ib B Dead Load Vert-DL-Rxn= 827 Ib Total Load Vert-TL-Rxn= 2827 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column. TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx. 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 Axial Load Duration Factor 1.00 9 f Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress. Fc= 1150 psi Fc'= 183 psi Cd=1 00 CF 1.10 Cp=0.14 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1138 psi Cd=1 00 CF=1.30 Bending Stress(Y-Y Axis)- Fby= 875 psi Fby'= 1138 psi Cd=1.00 CF=1 30 Modulus of Elasticity E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis): dx= 55 in AXIAL LOADING Column Section(Y-Y Axis): dy= 3 in Live Load- PL= 2000 Ib Area* A= 165 in2 Dead Load. PD= 800 Ib Section Modulus(X-X Axis) Sx= 1513 in3 Column Self Weight, CSW= 27 Ib Section Modulus(Y-Y Axis), Sy= 413 in3 Total Axial Load PT= 2827 Ib Slenderness Ratio Lex/dx= 19.64 Ley/dy= 36 LATERAL LOADING (Dy Face) Uniform Lateral Load: wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case.Axial Total Load Only(L+D) Actual Compressive Stress: Fc= 171 psi Allowable Compressive Stress Fc'= 183 psi Eccentricity Moment(X-X Axis) Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis), My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib OV h1F ✓y Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis) Fbx= 0 psi C9° Allowable Bending Stress(X-X Axis) Fbx'= 1138 psi Bending Stress Lateral Loads Only(Y-Y Axis).Fby= 0 psi Allowable Bending Stress(Y-Y Axis): Fby'= 1138 psi n a,F ry e (r Combined Stress Factor: CSF 0.94 NOTES gppROVED 0862�� DATE 7/17/18 A\0; g ��� 07/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 16 of 37 the NYS Uniform Code Project.SI-17-0617 Calcs 07-02-18 r �` rl David E Billingsley,PE page Location.Column-(3)2x4 SPF#2 r Column jj of [2015 International Building Code(2015 NDS)] (3)1.5 IN x 3.5 IN x 9 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10.0 1.6 7/3/2018 2 04 26 PM Section Adequate By.0 4% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3 3 1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only Defl= 007 IN=U1647 Live Load Deflection Criteria: U120 VERTICAL REACTIONS Live Load. Vert-LL-Rxn= 5000 Ib B Dead Load: Vert-DL-Rxn= 826 Ib Total Load: Vert-TL-Rxn= 5826 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length. 9 ft Unbraced Length(X-Axis)Lx* 9 ft Unbraced Length(Y-Axis)Ly 9 ft Column End Condition-K(e), 1 Axial Load Duration Factor 1.00 9n Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress Fc= 1150 psi Fc'= 371 psi Cd=1 00 Cf"-1 15 Cp=0 28 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1509 psi Cd=1.00 CF=1 50 Cr-1 15 Bending Stress(Y-Y Axis)- Fby= 875 psi Fby'= 1509 psi Cd=1.00 CF=1.50 Cr-1.15 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis) dx= 35 in AXIAL LOADING Column Section(Y-Y Axis). dy= 45 in Live Load. PL= 5000 Ib Area* A= 1575 int Dead Load: PD= 800 Ib Section Modulus(X-X Axis) Sx= 919 in3 Column Self Weight. CSW= 26 Ib Section Modulus(Y-Y Axis) Sy= 394 in3 Total Axial Load: PT= 5826 Ib Slenderness Ratio: Lex/dx= 30.86 Ley/dy= 24 LATERAL LOADING (Dy Face) Uniform Lateral Load wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case Axial Total Load Only(L+D) Actual Compressive Stress- Fc= 370 psi Allowable Compressive Stress: Fc'= 371 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis), Mx= 0 ft-Ib jr 1j, Moment Due to Lateral Loads(Y-Y Axis), MY= 0 ft-Ib ��� y� Bending Stress Lateral Loads Only(X-X Axis)*Fbx= 0 psi + �\� tis Allowable Bending Stress(X-X Axis)* Fbx'= 1509 psi - F Bending Stress Lateral Loads Only(Y-Y Axis):Fby= 0 psi �� �a' 1 <?y Allowable Bending Stress(Y-Y Axis) Fby'= 1509 psi I, ,P, a w Combined Stress Factor: CSF= 1 NOTES csj ,gppR01/ED 0 08625 4, DATE 7/17/18 A''t fi S , NPS 07/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 17 of 37 the NYS Uniform Code Project SI-17-0617 Calcs 07-02-18 VZI David E.Billingsley,PE page Location:Column-(3)2x6 SPF#2 Column [2015 International Budding Code(2015 NDS)] (3)1.5 IN x 5.5 IN x 9 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10.0.1 6 7/3/2018 2 04 26 PM Section Adequate By 0 6% CAUTIONS .Laminations to be nailed together per National Design Specifications for Wood Construction Section 15 3 3 1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only Defl= 0 02 IN=U6390 Live Load Deflection Criteria. U120 VERTICAL REACTIONS Live Load Vert-LL-Rxn= 7000 Ib B Dead Load: Vert-DL-Rxn= 2041 Ib Total Load: Vert-TL-Rxn= 9041 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx. 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e)• 1 Axial Load Duration Factor 100 9 ft Lateral Load Duration Factor(Wind/Seismic) 133 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adwsted Compressive Stress Fc= 1150 psi Fc'= 368 psi Cd=1 00 Cf=1.10 Cp=O 29 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1308 psi Cd=1 00 CF=1 30 Ci=1.15 Bending Stress(Y-Y Axis) Fby= 875 psi Fby'= 1308 psi Cd=1 00 CF=1.30 Cr--1 15 Modulus of Elasticity, E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis) dx= 55 in AXIAL LOADING Column Section(Y-Y Axis) dy= 4.5 in Live Load PL= 7000 Ib Area, A= 24.75 int Dead Load- PD= 2000 Ib Section Modulus(X-X Axis): Sx= 2269 in3 Column Self Weight CSW= 41 Ib Section Modulus(Y-Y Axis): Sy= 619 in3 Total Axial Load: PT= 9041 Ib Slenderness Ratio- Lex/dx= 19.64 Ley/dy= 24 LATERAL LOADING (Dy Face) Uniform Lateral Load- wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress- Fc= 365 psi Allowable Compressive Stress Fc'= 368 psi Eccentricity Moment(X-X Axis) Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis), Mx= 0 ft-Ib OV I],t_(v Moment Due to Lateral Loads(Y-Y Axis) MY= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis).Fbx= 0 psi Allowable Bending Stress(X-X Axis): Fbx'= 1308 psi Bending Stress Lateral Loads Only(Y-Y Axis).Fby= 0 psi Allowable Bending Stress(Y-Y Axis) Fby'= 1308 psi R (� Combined Stress Factor: CSF= '0.99 NOTES �/�SAPPROVED � p 086 50 4� DATE 7/17/18 OF'S I NAL 07/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 18 of 37 the NYS Uniform Code Protect:SI-17-0617 Calcs 07-02-18 r. ._ 7 r David E.Billingsley,PE Page ;CTM-- ', �-•'-°,. Location.Column-(4)2x4 SPF#2 i Column .IF= 2015 International Building Code 2015 NDS)] (4)1.5 IN x 3.5 IN x 9.0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0.1.6 7/3/2018 2 04 27 PM Section Adequate By:0.7% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15 3.3.1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only Defl= 0.05 IN=U2196 Live Load Deflection Criteria. U120 VERTICAL REACTIONS Live Load Vert-LL-Rxn= 6600 Ib B Dead Load* Vert-DL-Rxn= 1834 Ib Total Load. Vert-TL-Rxn= 8434 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column. TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column- TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length: 9 ft Unbraced Length(X-Axis)Lx 9 ft Unbraced Length(Y-Axis)Ly 9 ft Column End Condition-K(e) 1 Axial Load Duration Factor 100 9 ft Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress. Fc= 1150 psi Fc'= 405 psi Cd=1.00 Cf=1 15 Cp=0 31 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1509 psi Cd=1 00 CF=1.50 Cr-1.15 Bending Stress(Y-Y Axis) Fby= 875 psi Fby'= 1509 psi Cd=1 00 CF=1.50 Cr=1 15 Modulus of Elasticity. E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis): dx= 35 in AXIAL LOADING Column Section(Y-Y Axis): dy= 6 in Live Load* PL= 6600 Ib Area: A= 21 int Dead Load: PD= 1800 Ib Section Modulus(X-X Axis) Sx= 1225 in3 Column Self Weight. CSW= 34 Ib_ Section Modulus(Y-Y Axis). Sy= 525 in3 Total Axial Load- 'PT= 8434 Ib Slenderness Ratio. Lex/dx= 30.86 Ley/dy= 18 LATERAL LOADING (Dy Face) Uniform Lateral Load wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case-Axial Total Load Only(L+D) Actual Compressive Stress Fc= 402 psi Allowable Compressive Stress: Fc'= 405 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis) My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis). Mx= 0 ft-lb �Ov C Moment Due to Lateral Loads(Y-Y Axis), MY= 0 ft-Ib E li�"ILL.I,y� 0 Bending Stress Lateral Loads Only(X-X Axis) Fbx= 0 psi Allowable Bending Stress(X-X Axis)* Fbx'= 1509 psi Bending Stress Lateral Loads Only(Y-Y Axis) Fby= 0 psi s�r: 'tl Allowable Bending Stress(Y-Y Axis), Fby'= 1509 psi n a �;t• a iii T tw Combined Stress Factor: CSF= 0.99 �. C? f NOTES APPROVED �� -/ 7/17/18 �F . �� 0 7/17/18 8DATE PFS CORPORATION Bloomsburg, PA These calculations are also valid for 19 of 37 the NYS Uniform Code David E.Billingsley,PE Protect:SI-17-0617 Calcs 07-02-18 N17 Page Location:Column-(4)2x6 SPF#2 Column [2015 International Building Code(2015 NDS)] (4)1.5 IN x 5.5 IN x 9 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0 1.6 7/3/2018 2 04 27 PM Section Adequate By.0.3% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15 3 3.1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only Defl= 0 01 IN=U8520 Live Load Deflection Criteria: U120 VERTICAL REACTIONS Live Load- Vert-LL-Rxn= 13000 Ib B Dead Load: Vert-DL-Rxn= 4454 Ib Total Load- Vert-TL-Rxn= 17454 Ib HORIZONTAL REACTIONS - Total Reaction at Top of Column TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column: TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length 9 ft Unbraced Length(X-Axis)Lx- 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e): 1 Axial Load Duration Factor 100 9 K Lateral Load Duration Factor(Wind/Seismic) 1 33 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress Fc= 1150 psi Fc'= 530 psi Cd=1 00 Ch1 10 Cp=0.42 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1308 psi Cd=1 00 CF=1 30 Cr-1.15 Bending Stress(Y-Y Axis) Fby= 875 psi Fby'= 1308 psi Cd=1 00 CF=1.30 Cr-1 15 Modulus of Elasticity E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis). dx= 5.5 in AXIAL,LOADING Column Section(Y-Y Axis): dy= 6 in Live Load PL= 13000 Ib Area- A= 33 int Dead Load: PD= 4400 Ib Section Modulus(X-X Axis): Sx= 3025 in3 Column Self Weight: CSW= 54 Ib Section Modulus(Y-Y Axis). Sy= 825 m3 Total Axial Load PT= 17454 Ib Slenderness Ratio: Lex/dx= 19.64 Ley/dy= 18 LATERAL LOADING (Dy Face) Uniform Lateral Load wL-Lat= 10 pif Column Calculations(Controlling Case Only): Controlling Load Case.Axial Total Load Only(L+D) Actual Compressive Stress- Fc= 529 psi Allowable Compressive Stress, Fc'= 530 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis). My-ey= 0 ft-Ib , Moment Due to Lateral Loads(X-X Axis), Mx= 0 ft-lb Ov Moment Due to Lateral Loads(Y-Y Axis)* My= 0 ft-Iby t;ILUN 0 Bending Stress Lateral Loads Only(X-X Axis):Fbx= 0 psi C�! Allowable Bending Stress(X-X Axis) Fbx'= 1308 psi Bending Stress Lateral Loads Only(Y-Y Axis) Fby= 0 psi Allowable BendingStress Y-Y Axis Fby'- 1308 psi W ( ) Y - p n ] (}:f=irr w Lu Combined Stress Factor: CSF= 1 NOTES APPROVED �v�C�O 086250 DATE 7/17/18, a 8 07/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 20 of 37 the NYS Uniform Code 7rDavid E.Billingsley,PE page Project-SI-17-0617 Calcs 07-02-18 ;F Location:Column-(5)2x4 SPF#2 Column 2015 International Building Code 2015 NDS)] [ ( (5)15 IN x 3.5 IN x 9 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0.1.6 7/3/2018 204:27 PM Section Adequate By:1.7% CAUTIONS *Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3.3 1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only. Defl= 0 04 IN=U2745 Live Load Deflection Criteria U120 VERTICAL REACTIONS Live Load: Vert-LL-Rxn= 8000 Ib B Dead Load: Vert-DL-Rxn= 2443 Ib Total Load* Vert-TL-Rxn= 10443 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column. TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column. TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length. 9 ft Unbraced Length(X-Axis)Lx 9 ft Unbraced Length(Y-Axis)Ly: 9 it Column End Condition-K(e)* 1 Axial Load Duration Factor 1 00 9ft Lateral Load Duration Factor(Wind/Seismic) 1.33 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress. Fc= 1150 psi Fc'= 405 psi Cd=1.00 Cfi1.15 Cp=0 31 Bending Stress(X-X Axis) Fbx= 875 psi Fbx'= 1509 psi Cd=1 00 CF=1 50 Cr--1 15 Bending Stress(Y-Y Axis) Fby= 875 psi Fby'= 1509 psi Cd=1.00 CF=1.50 Cr-1.15 Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis) dx= 3.5 in AXIAL LOADING Column Section(Y-Y Axis)* dy= 75 in Live Load: PL= 8000 Ib Area. A= 2625 in2 Dead Load PD= 2400 Ib Section Modulus(X-X Axis). Sx= 1531 in3 Column Self Weight: CSW= 43 Ib Section Modulus(Y-Y Axis): Sy= 6.56 in3 Total Axial Load- PT= 10443 Ib Slenderness Ratio. Lex/dx= 3086 Ley/dy= 144 LATERAL LOADING (Dy Face) Uniform Lateral Load. wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case:Axial Total Load Only(L+D) Actual Compressive Stress. Fc= 398 psi Allowable Compressive Stress Fc'= 405 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis) My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis) Mx= 0 ft-Ib Moment Due to Lateral Loads(Y-Y Axis): My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis) Fbx= 0 psi Allowable Bending Stress(X-X Axis)' Fbx'= 1509 psi ,��' PILL/iy� 0,A Bending Stress Lateral Loads Only(Y-Y Axis)*Fby= 0 psi Allowable Combined Bending ed St ess Factor: Y Axis): CSF= 1509 psi 0.98 r f�1� Cc Uj NOTES pFs� APPROVED `" DATE 7/17/18 aA 086250 PFS CORPORATION S ��0�� 07/17/18 Bloomsburg, PA These calculations are also valid for 21 of 37 the NYS Uniform Code Protect.SI-17-0617 Calcs 07-02-18 David E.Billingsley,PE page Location Column-(5)2x6 SPF#2 Column Ifs or [2015 International Building Code(2015 NDS)] (5)15 IN x 5.5 IN x 9 0 FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0 1 6 7/3/2018 204.27 PM Section Adequate By.0.9% CAUTIONS Laminations to be nailed together per National Design Specifications for Wood Construction Section 15.3 3 1 DEFLECTIONS LOADING DIAGRAM Deflection due to lateral loads only. Defl= 0.01 IN=UMAX Live Load Deflection Criteria U120 VERTICAL REACTIONS Live Load. Vert-LL-Rxn= 19000 Ib B Dead Load. Vert-DL-Rxn= 6568 Ib Total Load, Vert-TL-Rxn= 25568 Ib HORIZONTAL REACTIONS Total Reaction at Top of Column: TL-Rxn-Top= 45 Ib Total Reaction at Bottom of Column TL-Rxn-Bottom= 45 Ib COLUMN DATA Total Column Length 9 ft Unbraced Length(X-Axis)Lx: 9 ft Unbraced Length(Y-Axis)Ly: 9 ft Column End Condition-K(e) 1 Axial Load Duration Factor 1.00 stt Lateral Load Duration Factor(Wind/Seismic) 133 COLUMN PROPERTIES #2-Spruce-Pine-Fir Base Values Adiusted Compressive Stress- Fc= 1150 psi Fc'= 626 psi Cd=1 00 Cf"-1 10 Cp=0.49 Bending Stress(X-X Axis)* Fbx= 875 psi Fbx'= 1308 psi Cd=1.00 CF=1.30 Cr=1 15 Bending Stress(Y-Y Axis) Fby= 875 psi Fby'= 1308 psi Cd=1 00 CF=1.30 Cr--1.15 -" Modulus of Elasticity E= 1400 ksi E'= 1400 ksi A Column Section(X-X Axis): dx= 5.5 in AXIAL LOADING Column Section(Y-Y Axis): dy= 7.5 in Live Load* PL= 19000 Ib Area. A= 4125 in2 Dead Load: PD= 6500 Ib Section Modulus(X-X Axis) Sx= 3781 in3 Column Self Weight CSW= 68 Ib Section Modulus(Y-Y Axis) Sy= 1031 in3 Total Axial Load: PT= 25568 Ib Slenderness Ratio. Lex/dx= 1964 Ley/dy= 144 LATERAL LOADING (Dy Face) Uniform Lateral Load wL-Lat= 10 plf Column Calculations(Controlling Case Only): Controlling Load Case-Axial Total Load Only(L+D) Actual Compressive Stress- Fc= 620 psi Allowable Compressive Stress- Fc'= 626 psi Eccentricity Moment(X-X Axis): Mx-ex= 0 ft-Ib Eccentricity Moment(Y-Y Axis): My-ey= 0 ft-Ib Moment Due to Lateral Loads(X-X Axis): Mx= 0 ft-Ib OV NEVV Moment Due to Lateral Loads(Y-Y Axis) My= 0 ft-Ib Bending Stress Lateral Loads Only(X-X Axis)-Fbx= 0 psi Gj` Allowable Bending Stress(X-X Axis). Fbx'= 1308 psi Bending Stress Lateral Loads Only(Y-Y Axis)-Fby= 0 psis'&, t _ Allowable Bending Stress(Y-Y Axis). Fby'= 1308 psi �y 11 Irl• ' '��i w Combined Stress Factor: CSF= 0.99 fi ,=t=,'E,✓'i NOTES VSO`. CB6253 APPROVED �,� of S 1_0 07/17/18 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 22 of 37 the NYS Uniform Code Project.SI-17-0617 Calcs 07-02-18 David E.Billingsley,PE page Location,FBI-1 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] (2)1 5INx9.25INx 125 FT 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0.1.6 7/3/2018 2:04:28 PM Section Adequate By:114.4% Controlling Factor:Deflection CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0.19 IN U772 Dead Load 0.08 in Total Load 0 28 IN U541 Live Load Deflection Criteria U360 Total Load Deflection Criteria U240 REACTIONS A B Live Load 875 Ib 875 Ib Dead Load 375 Ib 375 Ib Total Load 1250 Ib 1250 Ib Bearing Length 0.56 in 0 56 in BEAM DATA Center Span Length 125 ft Unbraced Length-Top 0 ft 12.5 ft Unbraced Length-Bottom 12.5 ft Live Load Duration Factor 1.00 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 140 plf 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 53 plf Base Values Adwsted Beam Self Weight 7 plf Bending Stress Fb= 3100 psi Fb'= 3203 psi Total Uniform Load 200 plf Cd=1 00 CF=1.03 Shear Stress: Fv= 290 psi Fv'= 290 psi Cd=1.00 Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Comp -L to Grain Fc- L= 750 psi Fc-1'= 750 psi Controlling Moment: 3905 ft-Ib 6 25 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 1100 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 14 63 in3 42.78 in3 Area(Shear) 5.69 in2 27.75 in2 Moment of Inertia(deflection) 92 27 in4 197 86 m4 Moment. 3905 ft-Ib 11417 ft-Ib Shear: 1100 Ib 5365 lb NOTES ,PFS APPROVED c_ DATE 7/17/18 T W PFS CORPORATION , Bloomsburg, PA n S NPS 07/17/18 These calculations are also valid for 23 of 37 the NYS Uniform Code Project'SI-17-0617 Calcs 07-02-18 - David E.Billingsley,PE page Location FB1-2 m L, Multi-Loaded Multi-Span Beam 2015 International Building Code 2015 NDS)] (3)151Nx9.251Nx69FT #2-Spruce-Pine-Fir-Dry Use StruCalc Version 10 0.1 6 7/3/2018 2.04 28 PM Section Adequate By 105 5% Controlling Factor:Moment CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Center LOADING DIAGRAM Live Load 0 03 IN U2802 Dead Load 0 02 in Total Load 0.05 IN U1628 Live Load Deflection Criteria,U360 Total Load Deflection Criteria.U240 REACTIONS A B Live Load 537 Ib 614 Ib Dead Load 473 Ib 506 Ib Total Load 1010 lb 1120 Ib Bearing Length 0.53 in 0.59 in BEAM DATA Center Span Length 6.9 ft Unbraced Length-Top 0 ft A 6.9 n B Unbraced Length-Bottom 6.9 ft Live Load Duration Factor 1 00 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 40 plf #2-Spruce-Pine-Fir Uniform Dead Load 15 plf Base Values Adiusted Beam Self Weight 8 plf Bending Stress- Fb= 875 psi Fb'= 1107 psi Total Uniform Load 63 plf Cd=1 00 CF=1.10 Cr=1 15 POINT LOADS-CENTER SPAN Shear Stress, Fv= 135 psi Fv'= 135 psi Load Number _ One Cd=1 00 Live Load 875 Ib Modulus of Elasticity: E= 1400 ksi E'= 1400 ksi Dead Load 375 Ib Comp.-L to Grain: Fc- I = 425 psi Fc-1'= 425 psi Location 3.75 ft Controlling Moment: 2881 ft-Ib *Load obtained from Load Tracker See Summary Report for details 3.73 Ft from left support of span 2(Center Span) TRAPEZOIDAL LOADS-CENTER SPAN Created by combining all dead loads and live loads on span(s)2 Load Number One Controlling Shear: -1023 Ib Left Live Load 0 plf At a distance d from right support of span 2(Center Span) Left Dead Load 65 plf Created by combining all dead loads and live loads on span(s)2 Right Live Load 0 pif Right Dead Load 65 plf Comparisons with required sections: Read Provided Load Start 0 ft Section Modulus- 31.23 in3 64.17 m3 Load End 6 9 ft Area(Shear): 11.36 m2 41.63 int Load Length 6 9 ft Moment of Inertia(deflection)* 43.76 m4 296.79 m4 Moment 2881 ft-Ib 5919 ft-Ib Shear- -1023 lb 37461b NOTES OV EIV 1Q- "',131LUA 0� V�N. APPROVED DATE 7/17/18Cr PFS CORPORATION ir... - QJ Bloomsburg, PA .p 086253 Gi 07/17/18 These calculations are also valid for 24 of 37 the NYS Uniform Code Protect SI-17-0617 Calcs 07-02-18 �� ;Yt David E Billingsley,PE page Location*FG1-1 Multi-Loaded Multi-Span Beam 2015 International Building Code 2015 NDS (3)15 IN x 9 25 IN x 24 0 FT(7.5+6 5+10) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0 16 7/3/2018 2 04:28 PM Section Adequate By.13 7% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 011 IN U810 -005 IN U1577 009 IN L/1278 Dead Load 0.04 in 0 00 in 0 02 in 2 Total Load 015 IN U593 -0.05 IN U1538 012 IN U1028 Live Load Deflection Criteria U360 Total Load Deflection Criteria,U240 REACTIONS A B C D Live Load 8626 Ib 10285 lb 5472 Ib 1434 Ib Dead Load 4826 Ib 5361 Ib 2326 Ib 501 Ib Total Load 13452 Ib 15646 Ib 7798 Ib 1935 Ib Bearing Length 3.99 in 464 in 2.31 in 057 in BEAM DATA Left Center Right Span Length 75 ft 65 ft 10 ft Unbraced Length-Top O ft O ft O ft 7.5ft — 65ft ion Unbraced Length-Bottom 1 33 ft 1 33 ft 1 33 ft Live Load Duration Factor 1.15 Notch Depth 000 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 315 plf 315 plf 315 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 119 plf 119 plf 119 plf Base Values Adiusted Beam Self Weight 10 plf 10 plf 10 plf Bending Stress Fb= 3100 psi Fb'= 3683 psi Total Uniform Load 444 plf 444 plf 444 plf Cd=1 15 CF=1.03 POINT LOADS-LEFT SPAN Shear Stress Fv= 290 psi Fv'= 334 psi Load Number One* Two Cd=1 15 Live Load 4069 Ib 6102 Ib Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Dead Load 1834 Ib 3828 Ib Comp 1 to Grain. Fc- L= 750 psi Fc-1'= 750 psi Location 4 5 ft 0 ft Controlling Moment: 11350 ft-Ib *Load obtained from Load Tracker.See Summary Report for details 4 5 Ft from left support of span 1 (Left Span) TRAPEZOIDAL LOADS-LEFT SPAN Created by combining all dead loads and live loads on span(s)1,3 Load Number One Two Three Four Controlling Shear: -8141 Ib Left Live Load 315 plf 315 plf 0 plf 0 plf At a distance d from the right support of span 1 (Left Span) Left Dead Load 119 plf 119 plf 79 plf 130 plf Created by combining all dead loads and live loads on span(s)1,2 Right Live Load 315 plf 315 plf 0 plf 0 plf Right Dead Load 119 plf 119 plf 79 plf 130 plf Comparisons with required sections: Read Provided Load Start 4 5 ft 4 5 ft 4 5 ft 4 5 ft Section Modulus: 36.98 m3 64.17 in3 Load End 7 5 ft 7 5 ft 7 5 ft 7.5 ft Area(Shear). 36 62 m2 41 63 m2 Load Length 3 ft 3 ft 3 ft 3 ft Moment of Inertia(deflection) 131 9 in4 296 79 in4 CENTER SPAN Moment 11350 ft-Ib 19695 ft-Ib Load Number One Two Three Four Shear: -8141 Ib 92551b Left Live Load 315 plf 315 plf 0 plf 0 plf Left Dead Load 119 plf 119 plf 79 plf 130 plf NOTES Right Live Load 315 plf 315 plf 0 plf 0 plf Right Dead Load 119 plf 119 plf 79 plf 130 pif On ( Y Load Start O ft O ft O ft O ft 01LL),3/ O Load End 6.5 ft 6 5 ft 6 5 ft 6.5 ft 1,0 cs 1 Load Length 6 5 ft 6 5 ft 6 5 ft 6 5 ft `i�do• 08625� OF S ��� 07/17/18 APPROVED F 7/17/18 PORATION These calculations are also valid for 25 of 37 Bloomsburg, PA the NYS Uniform Code Project SI-17-0617 Calcs 07-02-18 ; de' David E.Billingsley,PE page Location.FG2-1 -Case 1 Multi-Loaded Multi-Span Beam [2015 International Budding Code(2015 NDS)] (4)1 5INx 140 IN x 34 75 FT(5+24+5 8) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 2.04 28 PM Section Adequate By.185 5% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load -0.04 IN 2U3286 0.07 IN U4356 -0.01 IN U8133 Dead Load -0 08 in 0.12 in -0.01 in Total Load -011 IN 2U1064 0 19 IN U1540 -001 IN U4730 Live Load Deflection Criteria U360 Total Load Deflection Criteria U240 REACTIONS A B C Live Load 6002 Ib 6674 Ib 1724 Ib z Dead Load 3904 Ib 4917 Ib -87 Ib Total Load 9906 Ib 11591 Ib 1637 Ib Uplift(1.5 F.S) 0 Ib 0 Ib -1187 Ib Bearing Length 220 in 2.58 in 036 in BEAM DATA Left Center Right Span Length 5 ft 24 ft 575 ft s tc za e B 5.76 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 5 ft 24 ft 5.75 ft Live Load Duration Factor 1 00 UNIFORM LOADS Left Center Right Notch Depth 000 Uniform Live Load 0 pif 0 plf 0 pif MATERIAL PROPERTIES Uniform Dead Load 0 pif 0 pif 0 pif 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 pif 21 pif 21 pif Base Values Adiusted Total Uniform Load 21 plf 21 pif 21 plf Bending Stress- Fb= 3100 psi Fb'= 2910 psi POINT LOADS-CENTER SPAN Cd=1.00 C/=0 96 CF=0.98 Load Number One' Two Shear Stress Fv= 290 psi Fv'= 290 psi Live Load 5876 Ib 2898 Ib Cd=1 00 Dead Load 2555 Ib 1034 Ib Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Location 0 ft 21 2 ft Comp.-L to Grain Fc-1= 750 psi Fc-1'= 750 psi *Load obtained from Load Tracker.See Summary Report for details Controlling Moment: -13992 ft-Ib TRAPEZOIDAL LOADS-LEFT SPAN Over right support of span 2(Center Span) Load Number One Q�7 _ APPROVECreated by combining all dead loads and live loads on span(s)1,2,3 Left Live Load 0 plf Controlling Shear: -5689 Ib Left Dead Load 65 pif DATE 7/17/18 At a distance d from right support of span 2(Center Span) Right Live Load 0 pif Created by combining all dead loads and live loads on span(s)1,2,3 Right Dead Load 65 plf PFS CORPORATION Load Start 0 ft Bloomsburg, PA Comparisons with required sections: Reg'd Provided Load End 5 ft Section Modulus- 57 69 in3 196 in3 Load Length 5 ft Area(Shear) 29 42 m2 84 in2 CENTER SPAN Moment of Inertia(deflection) 309.48 m4 1372 m4 Load Number One Two Moment -13992 ft-Ib 47535 ft-Ib Left Live Load 0 pif 315 pif Shear. -5689 Ib 16240 Ib Left Dead Load 65 plf 119 pif NOTES Right Live Load 0 plf 315 pif Right Dead Load 65 pif 119 plf Load Start 0 ft 21.2 ft O� \IE Load End 24 ft 24 ft r� Y Load Length 24 ft 2 8 ft ` t31LLIrl�n RIGHT SPAN -' Load Number One Two Three Four a Left Live Load 0 pif 315 pif 0 pif 315 pif Left Dead Load 65 pif 119 pif 79 pif 119 plf Right Live Load 0 plf 315 pif 0 pif 315 plf Right Dead Load 65 pif 119 plf 79 plf 119 pif Load Start O ft O ft O ft O ft �`C a 08625'3 �� Load End 5.75 ft 5 75 ft 5 75 ft 5 75 ft ©F S t' �P 07/17/18 Load Length 5.75 ft 5 75 ft 5 75 ft 5.75 ft These calculations are also valid for 26 of 37 the NYS Uniform Code David E.Billingsley,PE Page Project SI-17-0617 Calcs 07-02-18 � / Location:FG2-1 -Case 2-7'-6"Cantilever Multi-Loaded Multi-Span Beam ; rr tl or [2015 International Building Code(2015 NDS)] er�= (4)1.5 IN x 14 0 IN x 37 25 FT(24+5.8+7.5) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0.1.6 7/3/2018 2 04:29 PM Section Adequate By.35.0% Controlling Factor-Deflection - APPROVE CAUTIONS V� *Laminations are to be fully connected to provide uniform transfer of loads to all members 7/17/18 DEFLECTIONS Left Center Right LOADING DIAGRAM PFS CORPORATION Live Load 0.11 IN U2718 -003 IN U2350 0.34 IN 2U532 Dead Load 0 16 in -0 02 in 0 22 in Bloomsburg, PA Total Load 027 IN U1086 -0.05 IN U1408 056 IN 2U324 Live Load Deflection Criteria,U360 Total Load Deflection Criteria:U240 REACTIONS A B C Live Load 6073 Ib 6674 Ib 9828 Ib W z Dead Load 3456 Ib 2847 Ib 5022 Ib �u¢ Total Load 9529 Ib 9521 Ib 14850 Ib Uplift(1.5 F.S) 0 Ib -1552 Ib 0 Ib Bearing Length 2.12 in 2.12 in 3.30 in BEAM DATA Left Center Right Span Length 24 ft 575 ft 7.5 ft zaft _#7_1. 75ft75k—� Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom O ft 575 ft 75 ft Live Load Duration Factor 1 15 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 0 plf 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 pif 0 plf 0 pif 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 pif 21 pif 21 plf Base Values Adwsted Total Uniform Load 21 pif 21 pif 21 pif Bending Stress: Fb= 3100 psi Fb'= 3455 psi POINT LOADS-LEFT SPAN Cd=1.15 C1=0.99 CF=0.98 Load Number One Two Shear Stress, Fv= 290 psi Fv'= 334 psi Live Load 5876 Ib 2898 Ib Cd=1 15 Dead Load 2555 Ib 1034 Ib Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 0 ft 21.2 ft Comp.-L to Grain: Fc- I = 750 psi Fc-1'= 750 psi *Load obtained from Load Tracker.See Summary Report for details Controlling Moment: -29053 ft-Ib TRAPEZOIDAL LOADS-LEFT SPAN Over left support of span 3(Right Span) Load Number One Two Created by combining all dead loads and live loads on span(s)1,3 Left Live Load 0 pif 315 plf Controlling Shear: 6585 Ib Left Dead Load 65 plf 119 plf At a distance d from left support of span 3(Right Span) Right Live Load 0 plf 315 plf Created by combining all dead loads and live loads on span(s)1,2,3 Right Dead Load 65 plf 119 pif Load Start 0 ft 21 2 ft Comparisons with required sections: Read Provided Load End 24 ft 24 ft Section Modulus* 100 92 m3 196 in3 Load Length 24 ft 2.8 ft Area(Shear) 29 62 m2 84 in2 CENTER SPAN Moment of Inertia(deflection)- 1016 45 in4 1372 in4 Load Number One Two Three Four Moment -29053 ft-Ib 56428 ft-Ib Left Live Load 0 plf 315 plf 0 pif 315 plf Shear: 6585 Ib 18676 Ib Left Dead Load 65 plf 119 plf 79 plf 119 plf NOTES Right Live Load 0 pif 315 pif 0 pif 315 pif Right Dead Load 65 plf 119 plf 79 pif 119 plf Load Start O ft O ft O ft O ft 0 N Epl/ Load End 5 75 ft 5.75 ft 5 75 ft 575 ft OIL UA, j"p Load Length 5.75 ft 5 75 ft 5 75 ft 5.75 ft RIGHT SPAN Load Number One Two Three Four r` Left Live Load 0 pif 315 pif 0 plf 315 plf RMI w) Left Dead Load 65 plf 119 pif 79 pif 119 pif Right Live Load 0 plf 315 pif 0 plf 315 plf Right Dead Load 65 pif 119 plf 79 plf 119 plf Load Start O ft O ft O ft O ft 06625 f' t. Load End 7 5 ft 7.5 ft 7.5 ft 7.5 ft 4F g �P 07/17/18 Load Length 7 5 ft 7 5 ft 7 5 ft 7 5 ft These calculations are also valid for 27 of 37 the NYS Uniform Code Project.SI-17-0617 Calcs 07-02-18 David E.Billingsley,PE page Location FG2-2-Case 1 Multi-Loaded Multi-Span Beam _ _ o� 2015 International Building Code 2015 NDS �"�• (4)15 IN x 14.0 IN x 15 0 FT(5+6+4) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1 6 7/3/2018 2.04.29 PM Section Adequate By,1465.1% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load -0.01 IN 2U19208 0 00 IN UMAX 0.00 IN UMAX Dead Load 0.01 in 0 00 in 0.00 in Total Load 0.01 IN 2U16596 0 00 IN UMAX 000 IN UMAX Live Load Deflection Criteria U360 Total Load Deflection Criteria U240 REACTIONS A B C Live Load 2870 Ib 2034 Ib 567 Ib Dead Load 2509 Ib 1010 Ib 311 Ib Total Load 5379 Ib 3044 Ib 878 Ib Uplift(1.5 F.S) 0 Ib 0 Ib -5 Ib Bearing Length 1.20 in 0.68 in 0.20 in BEAM DATA Left Center Right Span Length 5 ft 6 ft O ft 511 s ft B arty Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 5 ft 6 ft 4 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Right Notch Depth 000 Uniform Live Load 0 pif 0 pif 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 plf 21 plf 21 pif Base Values Adiiusted Total Uniform Load 21 plf 21 plf 21 plf Bending Stress. Fb= 3100 psi Fb'= 3017 psi POINT LOADS-CENTER SPAN Cd=1 00 C1=0.99 CF=O 98 Load Number One Shear Stress. Fv= 290 psi Fv'= 290 psi Live Load 2067 Ib Cd=1 00 Dead Load 1351 Ib Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location 0 ft Comp -L to Grain Fc-1= 750 psi Fc--L'= 750 psi *Load obtained from Load Tracker.See Summary Report for details. Controlling Moment: -1498 ft-Ib TRAPEZOIDAL LOADS-LEFT SPAN Over right support of span 2(Center Span) Load Number One Created by combining all dead loads and live loads on span(s)1,2,3 Left Live Load 0 pif V-5�7 _ APPROVED Controlling Shear: -1038 Ib Left Dead Load 65 pif At a distance d from right support of span 2(Center Span) Right Live Load 0 pif DATE 7/17/18 Created by combining all dead loads and live loads on span(s)1,2,3 Right Dead Load 65 pif Load Start 0 ft PFS CORPORATION Comparisons with required sections: Read Provided Load End 5 ft Bloomsburg, PA Section Modulus 5.96 in3 1961n3 Load Length 5 ft Area(Shear). 5.37 in2 841n2 CENTER SPAN Moment of Inertia(deflection): 25.71 in4 13721n4 Load Number One Two Moment- -1498 ft-Ib 49275 ft-Ib Left Live Load 0 plf 315 plf Shear -1038 Ib 162401b Left Dead Load 65 plf 119 plf NOTES Right Live Load 0 plf 315 plf Right Dead Load 65 plf 119 plf Load Start 0 ft 0 ft ov NEV" Load End 6 ft 6 ft Load Length 6 ft 6 ft 131Lt lye C),p RIGHT SPAN Load Number One Two O a; Left Live Load 0 plf 315 plf "_ �'"c ;q � Left Dead Load 65 plf 119 pif iJJ Right Live Load 0 plf 315 plf Right Dead Load 65 plf 119 plf �9&25U Load Start 0 ft 0 ft o �� Load End 4 ft 4 ft �� •S 1` 07/17/18 Load Length 4 ft 4 ft These calculations are also valid for 28 of 37 the NYS Uniform Code page Protect.SI-17-0617 Calcs 07-02-18 David E Billingsley,PE Location:FG2-2-Case 2-7'-6"Cantilever ' Multi-Loaded Multi-Span Beam ` 2015 International Building Code(2015 NDS)] `;_.___f W �- of (4)1.5 IN x 14 0 IN x 27.5 FT(14.2+5 8+7 5) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1 6 7/3/2018 2 04 29 PM Section Adequate By 30.9% Controlling Factor-Deflection CAUTIONS Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Richt LOADING DIAGRAM Live Load 014 IN U1196 -003 IN U1989 0.36 IN 2U504 Dead Load 0.09 in -0 02 in 0 22 in Total Load 0.23 IN U741 -0 05 IN U1281 0.57 IN 21J314 Live Load Deflection Criteria-U360 Total Load Deflection Criteria-U240 REACTIONS A B C Live Load 3868 Ib 9264 Ib 9931 Ib Dead Load 2441 Ib 3557 Ib 5085 Ib Total Load 6309 Ib 12821 Ib 15016 Ib Uplift(1.5 F.S) 0 Ib -1332 Ib 0 Ib Bearing Length 140 in 285 in 334 in BEAM DATA Left Center Right AL Span Length 1425 ft 575 ft 75 ft 14 25 ft 6.75 ftr�7.5 ft Unbraced Length-Top o ft O ft O ft �r Unbraced Length-Bottom 1425 ft 575 ft O ft Live Load Duration Factor 1 15 UNIFORM LOADS Left Center Richt Notch Depth 000 Uniform Live Load 0 pif 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 pif 0 pif 0 pif 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 pif 21 plf 21 plf Base Values Adiusted Total Uniform Load 21 plf 21 pif 21 plf Bending Stress Fb= 3100 psi Fb'= 3466 psi TRAPEZOIDAL LOADS-LEFT SPAN Cd=1.15 C1=0 99 CF=O 98 Load Number One Two Three Four Shear Stress- Fv= 290 psi Fv'= 334 psi Left Live Load 0 plf 315 pif 0 pif 315 plf Cd=1 15 Left Dead Load 65 plf 119 pif 79 plf 119 plf Modulus of Elasticity, E= 2000 ksi E'= 2000 ksi Right Live Load 0 plf 315 plf 0 plf 315 pif Comp.-L to Grain- Fc- = 750 psi Fc--L'= 750 psi Right Dead Load 65 plf 119 plf 79 pif 119 pif Load Start O ft O ft O ft O ft Controlling Moment: -29053 ft-Ib Load End 14 25 ft 1425 ft 14 25 ft 14 25 ft Over right support of span 2(Center Span) Load Length 14 25 ft 1425 ft 1425 ft 1425 ft Created by combining all dead loads and live loads on span(s)1,3 CENTER SPAN Controlling Shear: -7465 Ib Load Number One Two Three Four At a distance d from the right support of span 1 (Left Span) Left Live Load 0 pif 315 plf 0 pif 315 pif Created by combining all dead loads and live loads on span(s)1,2 Left Dead Load 65 plf 119 plf 79 plf 119'plf Comparisons with required sections: Read Provided Right Live Load 0 plf 315 pif 0 plf 315 plf Section Modulus, 100.58 in3 196 in3 Right Dead Load 65 plf 119 pif 79 plf 119 plf Area(Shear) 33 58 int 84 in2 Load Start O ft O ft O ft O ft Load End 5 75 ft 5 75 ft 5 75 ft 5.75 ft Moment of Inertia(deflection) 1048 34 m4 1372 in4 Load Length 5.75 ft 5.75 ft 5.75 ft 575 ft Moment: -29053 ft-Ib 56613 ft-Ib RIGHT SPAN Shear: -7465 Ib 18676 Ib Load Number One Two Three Four NOTES Left Live Load 0 plf 315 pif 0 plf 315 plf Left Dead Load 65 plf 119 plf 79 pif 119 pif N Right Live Load 0 pif 315 pif 0 plf 315 plf (�G r Right Dead Load 65 pif 119 pif 79 pif 119 plf C31LL/IV� 0 �O Load Start O ft O ft O ft O ft Load End 7 5 ft 7.5 ft 7 5 ft 7 5 ft Load Length 7 5 ft 7.5 ft 7 5 ft 7 5 ft C� 44' �CQ 086250 4,`'V FPFSCORPORATION APPROVED S t`-�� 07/17/18 7/17/18 Bloomsburg, PA These calculations are also valid for 29 of 37 the NYS Uniform Code Protect SI-17-0617 Calcs 07-02-18 ��� David E Billingsley,PE page Location FG2-3-Case 1 - Multi-Loaded Multi-Span Beam 2015 International Building Code 2015 NDS)] - (3)151Nx1401Nx1483FT(5+4.5+53) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 2 04 29 PM Section Adequate By 882 2% Controlling Factor Shear CAUTIONSQ��_ APPROVED *Laminations are to be fully connected to provide uniform transfer of loads to all members 7/17/18 DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0 02 IN 2U6028 0.00 IN UMAX 0 00 IN UMAX PFS CORPORATION Dead Load 0 02 in 0.00 in 0 00 in Bloomsburg, PA Total Load 0 04 IN 2U3298 0.00 IN UMAX 000 IN UMAX Live Load Deflection Criteria:U360 Total Load Deflection Criteria.U240 REACTIONS A B C Live Load 3741 Ib 1668 Ib 694 Ib Dead Load 2799 Ib 819 Ib 523 Ib Total Load 6540 Ib 2487 Ib 1217 Ib Bearing Length 194 in 074 in 0.36 in BEAM DATA Left Center Right Span Length 5 ft 45 It 5.33 ft AL Unbraced Length-Top O ft O ft O ft �s n A B 5 33 ft C Unbraced Length-Bottom 5 ft 45 ft 533 ft - Live Load Duration Factor 1 00 Notch Depth 0.00 UNIFORM LOADS Left Center Right MATERIAL PROPERTIES Uniform Live Load 0 plf 0 pif 0 plf 2 0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf 0 plf 0 plf Base Values Adiusted Beam Self Weight 16 plf 16 plf 16 pif Bending Stress* Fb= 3100 psi Fb'= 3003 psi Total Uniform Load 16 plf 16 plf 16 plf Cd=1 00 C/=0.99 CF=O 98 POINT LOADS-CENTER SPAN Shear Stress: Fv= 290 psi Fv'= 290 psi Load Number One Cd=1 00 Live Load 2067 Ib Modulus of Elasticity, E= 2000 ksi E'= 2000 ksi Dead Load 1351 Ib Comp.-L to Grain* Fc-1= 750 psi Fc--L'= 750 psi Location 0 ft Controlling Moment: -3335 ft-Ib *Load obtained from Load Tracker.See Summary Report for details. Over right support of span 1 (Left Span) TRAPEZOIDAL LOADS-LEFT SPAN Created by combining all dead loads and live loads on span(s)1,2,3 Load Number One Two Controlling Shear: 1240 Ib Left Live Load 0 pif 135 plf At a distance d from left support of span 2(Center Span) Left Dead Load 65 pif 51 plf Created by combining all dead loads and live loads on span(s)1,2 Right Live Load 0 pif 135 pif Right Dead Load 65 plf 51 pif Comparisons with required sections: Read Provided Load Start 0 ft 0 ft Section Modulus 13 33 in3 147 in3 Load End 5 ft 5 ft Area(Shear) 6 41 in2 63 int Load Length 5 ft 5 ft Moment of Inertia(deflection) 74 89 in4 1029 m4 CENTER SPAN Moment. -3335 ft-Ib 36784 ft-Ib Load Number One Two Three Four Shear 1240 Ib 12180 Ib Left Live Load 0 pif 135 pif 135 pif 0 pif NOTES Left Dead Load 65 pif 51 plf 51 plf 34 pif Right Live Load 0 pif 135 plf 135 pif 0 plf Right Dead Load 65 plf 51 pif 51 plf 34 plf �� ; Load Start O ft O ft O ft O ft ¢- Load End 45ft 4.5 ft 45ft 45ft SIL�1A,I 0 Load Length 4 5 ft 4.5 ft 4 5 ft 4 5 ft St RIGHT SPAN Load Number One Two Three Four vr` 'f Left Live Load 0 If 135 If 135 If 0 If Li, ._,I Lu P P P P �� ji Left Dead Load 65 plf 51 plf 51 plf 34 plf Z �rL Right Live Load 0 plf 135 plf 135 plf 0 pif Right Dead Load 65 plf 51 plf 51 plf 34 plf Load Start O ft O ft O ft O ft S�aF S ��� 07/17/18 Load End 5 33 ft 5 33 ft 5.33 ft 5 33 ft Load Length 5 33 ft 5.33 ft 5 33 ft 5 33 ft These calculations are also valid for 30 of 37 the NYS Uniform Code Project SI-17-0617 Calcs 07-02-18 '\TJFxrFl David E.Billingsley,PE page � Location*FG2-3-Case 2-T-6"Cantilever / Multi-Loaded Multi-Span Beam0S. of 2015 International Building Code(2015 NDS)] " (3)15 IN x 14.0 IN x 27 5 FT(14 2+5 8+7 5) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 2.04 29 PM Section Adequate By:109 0% Controlling Factor.Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0 08 IN U2093 -0 02 IN U3481 0.21 IN 2U876 Dead Load 0.06 in -0 01 in 0.15 in Total Load 014 IN U1182 -0 03 IN U2054 0.36 IN 21J502 Live Load Deflection Criteria:U360 Total Load Deflection Criteria U240 REACTIONS A B C Live Load 1658 Ib 3970 Ib 4256 Ib Dead Load 1313 Ib 1913 Ib 2735 Ib Total Load 2971 Ib 5883 Ib 6991 Ib Uplift(1.5 F.S) 0 Ib -312 Ib 0 Ib Bearing Length 088 in 1.74 in 207 in BEAM DATA Left Center Right Span Length 1425 ft 575 ft 75 ft 14 25 n —B 5.75 f< 71511 Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 1425 ft 575 ft 75 ft Live Load Duration Factor 1 00 UNIFORM LOADS Left Center Right Notch Depth 0.00 Uniform Live Load 0 plf 0 plf 0 pif MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 0 plf 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 16 plf 16 plf 16 plf Base Values Adwsted Total Uniform Load 16 plf 16 plf 16 pif Bending Stress, Fb= 3100 psi Fb'= 2977 psi TRAPEZOIDAL LOADS-LEFT SPAN Cd=1.00 C/=0 98 CF=0.98 Load Number One Two Three Four Shear Stress Fv= 290 psi Fv'= 290 psi Left Live Load 0 pif 135 plf 135 plf 0 plf Cd=1.00 Left Dead Load 65 pif 51 plf 51 plf 34 plf Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Right Live Load 0 plf 135 plf 135 plf 0 plf Comp -L to Grain Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 65 plf 51 plf 51 plf 34 pif Controlling Moment: -13690 ft-Ib Load Start O ft O ft O ft O ft Over left support of span 3(Right Span) Load End 14.25 ft 1425 ft 1425 ft 1425 ft Created by combining all dead loads and live loads on spanLoad Length 14 25 ft 1425 ft 1425 ft 14 25 ft s)3 CENTER SPAN Controlling Shear: -3510 Ib Load Number One Two Three Four At a distance d from the right support of span 1 (Left Span) Left Live Load 0 e 135 plf 0 Three pif 135 Four Created by combining all dead loads and live loads on span(s)1,2 plf Left Dead Load 65 pif 51 plf 34 plf 51 plf Comparisons with required sections: Read Provided Right Live Load 0 pif 135 pif 0 plf 135 plf Section Modulus 55 19 in3 147 in3 Right Dead Load 65 plf 51 pif 34 plf 51 plf Area(Shear). 18 16 in2 63 in2 Load Start O ft O ft O ft O ft Moment of Inertia(deflection) 492 4 in4 1029 in4 Load End 5 75 ft 5 75 ft 5 75 ft 5 75 ft Moment. -13690 ft-Ib 36466 ft-Ib Load Length 5 75 ft 5.75 ft 5 75 ft 5 75 ft Shear -3510 Ib 12180 lb RIGHT SPAN Load Number One Two Three Four NOTES Left Live Load 0 plf 135 plf 0 pif 135 pif Left Dead Load 65 pif 51 pif 34 plf 51 plf Right Live Load 0 plf 135 pif 0 plf 135 plf Qtr Right Dead Load 65 plf 51 pif 34 plf 51 plf BILL.) Load Start O ft O ft O ft O ft Load End 7 5 ft 7 5 ft 7 5 ft 7 5 ft Load Length 7 5 ft 7 5 ft 7 5 ft 7.5 ft Cc APPROVED DATE 7/17/18 o`• 086250 .E �10F NP'' 07/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 31 of 37 the NYS Uniform Code Protect:SI-17-0617 Calcs 07-02-18 David E.Billingsley,PE page Location FG2-4-Case 1 r Multi-Loaded Multi-Span Beam _ or ,,_. .•. [2015 International Building Code(2015 NDS)] (4) 1.5 IN x 14.0 IN x 22 25 FT(5+4.5+12 8) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 2 04.30 PM Section Adequate By 144.4% Controlling Factor Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0 06 IN 21J2172 -001 IN U5231 008 IN U1911 Dead Load 0 03 in -0 01 in 0 05 in Total Load 009 IN 2U1382 -0.02 IN U3412 0.13 IN U1180 Live Load Deflection Criteria U360 Total Load Deflection Criteria U240 REACTIONS A B C Live Load 5956 Ib 8404 Ib 3314 Ib Dead Load 2522 Ib 4706 Ib 2100 Ib Total Load 8478 Ib 13110 Ib 5414 Ib Uplift(1.5 F.S) -421 Ib 0 Ib 0 Ib Bearing Length 1.88 in 291 in 1 20 in BEAM DATA Left Center Right Span Length 5 ft 4.5 ft 1275 ft -5ft4.5 ft —B 1275ft C Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 5 ft 45 ft 12 75 ft Live Load Duration Factor 1 00 UNIFORM LOADS Left Center Riaht Notch Depth 000 Uniform Live Load 0 plf 0 pif 0 pif MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 0 pif 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 plf 21 plf 21 plf Base Values Adwsted Total Uniform Load 21 plf 21 plf 21 pif Bending Stress. Fb= 3100 psi Fb'= 2986 psi POINT LOADS-CENTER SPAN Cd=1.00 C1=0.98 CF=O 98 Load Number One Shear Stress. Fv= 290 psi Fv'= 290 psi Live Load 20671b Cd=1.00 Dead Load 1351 Ib Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Location Oft Comp -L to Grain Fc-1= 750 psi Fc-1'= 750 psi *Load obtained from Load Tracker See Summary Report for details Controlling Moment: -15864 ft-Ib TRAPEZOIDAL LOADS-LEFT SPAN Over left support of span 3(Right Span) Load Number One Two Created by combining all dead loads and live loads on span(s)2,3 Left Live Load 0 pif 315 plf Controlling Shear: 66441b Left Dead Load 65 plf 119 pif At a distance d from left support of span 3(Right Span) Right Live Load 0 pif 315 pif Created by combining all dead loads and live loads on span(s)2,3 Right Dead Load 65 plf 119 pif Load Start Oft 0 ft Comparisons with required sections: Read Provided Load End 5 ft 5 ft Section Modulus 6374 in3 1961n3 Load Length 5 ft 5 ft Area(Shear) 34.37 int 84 m2 CENTER SPAN Moment of Inertia(deflection): 27905 in4 13721n4 Load Number One Two Three Four Moment -15864 ft-Ib 48779 ft-Ib Left Live Load 0 plf 315 plf 315 pif 0 pif Shear 6644 Ib 16240 Ib Left Dead Load 65 pif 119 plf 119 plf 79 plf NOTES Right Live Load 0 plf 315 plf 315 plf 0 pif Right Dead Load 65 pif 119 plf 119 pif 79 plf Load Start O ft O ft O ft O ft POF �� Load End 45ft 45ft 45ft 4.5ft � t�I L L!N � Load Length 4 5 ft 4 5 ft 4 5 ft 4 5 ft frj� �i )o RIGHT SPAN Load Number One Two Three Four Cf` •�`t`�" Left Live Load 0 If 315 If 315 If 0 If CE: P P P P Left Dead Load 65 plf 119 plf 119 plf 79 plf LURight Live Load 0 plf 315 plf 315 plf 0 plf 2 °=-r-i:e a��-✓ Right Dead Load 65 pif 119 pif 119 plf 79 pif 0p 0862513 Load Start O ft O ft O ft O ft ti Load End 12 75 ft 12 75 ft 12 75 ft 1275 ft 10 S NP 07/17/18 Load Length 12 75 ft ft 12 75 ft APPROVED DATE 7/17/18 These calculations are also valid for 32 of 37 PFS CORPORATION the NYS Uniform Code Bloomsburg, PA Project.SI-17-0617 Calcs 07-02-18David E Billingsley,PE page Location:FG2-4-Case 2-T-6"Cantilever `� m Multi-Loaded Multi-Span Beam [2015 International Budding Code(2015 NDS)] ` '! (4)1.5INx 140INx 18.75 FT(5.5+5.8+7 5) 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0.1.6 7/3/2018 204.30 PM Section Adequate By 54 9% Controlling Factor Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0.01 IN U7522 -0 02 IN U3504 0 30 IN 21J596 Dead Load 0.00 in -0.01 in 0.18 in Total Load 0.01 IN U4941 -0.03 IN U2311 0.48 IN 21J372 Live Load Deflection Criteria-U360 Total Load Deflection Criteria:U240 REACTIONS A B C Live Load 2344 Ib 4431 Ib 10174 Ib Dead Load 1345 Ib -167 Ib 6378 Ib Total Load 3689 Ib 4264 Ib 16552 Ib Uplift(1.5 F.S) 0 Ib -4859 Ib 0 Ib Bearing Length 0.82 in 0.95 in 368 in BEAM DATA Left Center Right Span Length 5.5 ft 575 ft 7.5 ft 5.5 ft - 5.75 ft 7.5 n - Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 5.5 ft 5.75 ft 75 ft Live Load Duration Factor 100 UNIFORM LOADS Left Center Right Notch Depth 000 Uniform Live Load 0 pif 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 0 pif 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 pif 21 pif 21 plf Base Values Adjusted Total Uniform Load 21 plf 21 plf 21 plf Bending Stress. Fb= 3100 psi Fb'= 3010 psi TRAPEZOIDAL LOADS-LEFT SPAN Cd=1.00 C/=0 99 CF=O 98 Load Number One Two Three Four Shear Stress Fv= 290 psi Fv'= 290 psi Left Live Load 0 pif 315 pif 315 pif 0 plf Cd=1.00 Left Dead Load 65 plf 119 pif 119 plf 79 pif Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Right Live Load 0 plf 315 plf 315 plf 0 plf Comp.1-to Grain Fc-1= 750 psi Fc-1'= 750 psi Right Dead Load 65 plf 119 plf 119 plf 79 plf Load Start O ft O ft O ft O ft Controlling Moment: -29053 ft-Ib Load End 5 5 ft 5 5 ft 5 5 ft 5 5 ft Over left support of span 3(Right Span) Load Length 5.5 ft 5 5 ft 5 5 ft 5 5 ft Created by combining all dead loads and live loads on span(s)2,3 CENTER SPAN Controlling Shear: -7617 Ib Load Number One Two Three Four At a distance d from right support of span 2(Center Span) Left Live Load 0 plf 315 plf 0 plf 315 plf Created by combining all dead loads and live loads on span(s)2,3 Left Dead Load 65 plf 119 plf 79 plf 119 plf Comparisons with required sections: Read Provided Right Live Load 0 pif 315 plf 0 pif 315 plf Section Modulus: 115 84 in3 1961n3 Right Dead Load 65 plf 119 pif 79 pif 119 pif Load Start O ft O ft O ft O ft Area(Shear)- 39 4 in2 841n2 Load End 5 75 ft 5 75 ft 5 75 ft 575 ft Moment of Inertia(deflection)- 885.58 m4 1372 in4 Load Length 5.75 ft 5.75 ft 5 75 ft 5.75 ft Moment. -29053 ft-lb 49160 ft-Ib RIGHT SPAN Shear -7617 Ib 16240 Ib Load Number One Two Three Four NOTES Left Live Load 0 plf 315 pif 0 plf 315 pif Left Dead Load 65 plf 119 plf 79 plf 119 pif fl� iU� i Right Live Load 0 pif 315 plf 0 plf 315 plf t31LLtty��� Right Dead Load 65 plf 119 plf 79 plf 119 pif Load Start O ft O ft O ft O ft ^•? ��, Load End 7.5 ft 7.5 ft 7 5 ft 7.5 ft ;4 LA. Load Length 7.5 ft 7.5 ft 7.5 ft 7.5 ft CP �j 07/17/18Q� APPROVED ' DATE 7/17/18 PFS CORPORATION Bloomsburg, PA These calculations are also valid for 33 of 37 the NYS Uniform Code Project SI-17-0617 Calcs 07-02-18 David E Billingsley,PE page Location:FG2-5-Case 1 v2 Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] (4)1.5 IN x 14 0 IN x 28.5 FT(5+5+18 5) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1.6 7/3/2018 2 04:30 PM Section Adequate By:61.6% Controlling Factor.Shear CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0 16 IN 21J762 -0 03 IN U2353 0 24 IN U934 Dead Load 0.08 in -0 01 in 0 16 in Total Load 0.23 IN 21J516 -0.04 IN U1512 0 40 IN U555 Live Load Deflection Criteria-U360 Total Load Deflection Criteria-U240 REACTIONS A B C Live Load 5857 Ib 9325 Ib 1878 Ib Dead Load -729 Ib 5241 Ib 1754 Ib 2 Total Load 6586 Ib 14566 Ib 3632 Ib p Uplift(1.5 F.S) -2541 Ib 0 Ib 0 Ib A Bearing Length 146 in 3.24 in 081 in BEAM DATA Left Center Right Span Length 5 ft 5 ft 185 ft f--5ft 5 ft Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 1.33 ft 1 33 ft 1 33 ft Live Load Duration Factor 1.00 UNIFORM LOADS Left Center Bight Notch Depth 000 Uniform Live Load 0 plf 0 plf 0 plf MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 plf 0 plf 2.0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 pif 21 pif 21 pif Base Values Adiiusted Total Uniform Load 21 plf 21 pif 21 plf Bending Stress Fb= 3100 psi Fb'= 3036 psi POINT LOADS-LEFT SPAN Cd=1.00 C1=1 00 CF=0.98 Load Number One Shear Stress: Fv= 290 psi Fv'= 290 psi Live Load 1619 Ib Cd=1 00 Dead Load 666 Ib Modulus of Elasticity. E= 2000 ksi E'= 2000 ksi Location 0 ft Comp.-L to Grain, Fc-1= 750 psi Fc-1'= 750 psi RIGHT SPAN Load Number One Two Controlling Moment: -25148 ft-Ib * Live Load 4004 Ib 4103 ib Over right support of span 2(Center Span) Dead Load 1503 Ib 1565 Ib Created by combining all dead loads and live loads on span(s)2,3 Location 1 63 ft 10 26 ft Controlling Shear: 10047 Ib *Load obtained from Load Tracker See Summary Report for details At a distance d from left support of span 3(Right Span) Created by combining all dead loads and live loads on span(s)2,3 TRAPEZOIDAL LOADS-LEFT SPAN Load Number One Comparisons with required sections: Read Provided Left Live Load 315 pif Section Modulus: 99 4 in3 196 in3 Left Dead Load 119 pif Area(Shear) 51 97 in2 84 int Right Live Load 315 pif Moment of Inertia(deflection)- 648.4 in4 1372 in4 Right Dead Load 119 pif Moment: -25148 ft-Ib 49589 ft-Ib Load Start 0 ft Shear: 10047 Ib 16240 Ib Load End 5 ft Load Length 5 ft NOTES CENTER SPAN Load Number One 0� Ne�vLeft Live Load 0 plf ^AY, Y Left Dead Load 119 plf �F ;Lj 1t11(� 0 Right Live Load 0 plf C-� Right Dead Load 119 plf w Load Start 0 ft [L Load End 5 ft W �» ��.,�> • 9�, to Load Length 5 ft �� -�• -�' RIGHT SPAN Load Number One 0862-5� ��� Left Live Load 0 pif F APPROVED 07/17/18 Left Dead Load 119 plf 7/17/18 Right Live Load 0 plf Right Dead Load 119 plf PORATION Load Start 0 ft Load End 18 5 ft Bloomsburg, PA These calculations are also valid for 34 ad Length 18 5 ft the NYS Uniform Code Protect SI-17-0617 Calcs 07-02-18 3"7A if/79't; David E Billingsley,PE page Location:FG2-5-Case 2-7'-6"Cantilever v2 Multi-Loaded Multi-Span Beam i or [2015 International Building Code(2015 NDS)] (4)15 IN x 14.0 IN x 31.75 FT(18 5+5 8+7.5) 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10.0 1.6 7/3/2018 2 04:30 PM Section Adequate By*30.2% Controlling Factor Deflection CAUTIONS *Laminations are to be fully connected to provide uniform transfer of loads to all members DEFLECTIONS Left Center Right LOADING DIAGRAM Live Load 0 03 IN U6713 -0 02 IN U2863 0 38 IN 21J468 Dead Load 0.08 in -0.01 in 0.16 in Total Load 0.11 IN U2015 -0 03 IN U1987 0.54 IN 21J334 Live Load Deflection Criteria-U360 Total Load Deflection Criteria.U240 REACTIONS A B C Live Load 129 Ib 3623 Ib 10297 Ib Dead Load 1068 Ib 2235 Ib 3472 Ib Total Load 1197 Ib 5858 Ib 13769 Ib Uplift(1.5 F.S) 0 Ib -2564 Ib 0 Ib Bearing Length 027 in 1.30 in 3.06 in BEAM DATA Left Center Richt AL Span Length 185 ft 575 ft 75 ft �s5ft 575ft L��sft—� Unbraced Length-Top O ft O ft O ft Unbraced Length-Bottom 133 ft 1.33 ft 1.33 ft Live Load Duration Factor 1 00 UNIFORM LOADS Left Center Right Notch Depth 000 Uniform Live Load 0 pif 0 plf 0 pif MATERIAL PROPERTIES Uniform Dead Load 0 plf 0 pif 0 pif 2 0 Rigidlam LVL-Roseburg Forest Products Beam Self Weight 21 plf 21 plf 21 pif Base Values Adwsted Total Uniform Load 21 pif 21 plf 21 plf Bending Stress Fb= 3100 psi Fb'= 3036 psi POINT LOADS-CENTER SPAN Cd=1.00 C1=1.00 CF=O 98 Load Number One Shear Stress- Fv= 290 psi Fv'= 290 psi Live Load 4236 Ib Cd=1 00 Dead Load 1767 Ib Modulus of Elasticity E= 2000 ksi E'= 2000 ksi Location 2 5 ft Comp 1 to Grain. Fc- = 750 psi Fc-1'= 750 psi RIGHT SPAN Load Number One Controlling Moment: -28337 ft-Ib Live Load 1509 Ib Over right support of span 2(Center Span) Dead Load 563 Ib Created by combining all dead loads and live loads on span(s)1,2,3 Location 7 5 ft Controlling Shear: -7761 Ib *Load obtained from Load Tracker.See Summary Report for details At a distance d from right support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)1,2,3 TRAPEZOIDAL LOADS-LEFT SPAN Load Number One Comparisons with required sections: Read Provided Left Live Load 0 pif Section Modulus. 112 m3 196 in3 Left Dead Load 119 plf Area(Shear) 40 14 int 84 m2 Right Live Load 0 plf Moment of Inertia(deflection)- 1053.45 in4 1372 in4 Right Dead Load 119 plf Moment* -28337 ft-Ib 49589 ft-Ib Load Start 0 ft Shear: -7761 Ib 16240 Ib Load End 18 5 ft NOTES Load Length 18.5 ft CENTER SPAN Load Number One ()� ���� Left Live Load 315 pif � k �' Left Dead Load 119 plf t31Ll./ry d Right Live Load 315 plf -V * � :.�, � Right Dead Load 119 plf _' _ Load Start 0 ft Cr Load End 5 75 ft �° 'Rnitl W Load Length 5.75 ft RIGHT SPAN Load Number One Oa 0862V3 �� Left Live Load 315 plfAPPROVED . OF S + 07/17/18 Left Dead Load 119 plf DATE 717/18 Right Live Load 315 plf Right Dead Load 119 pif PFS CORPORATION Load Start 0 ft Bloomsburg, PA Load End 7 5 ft These calculations are also valid for 35 ad Length 7.5 ft the NYS Uniform Code i Project.SI-17-0617 Calcs 07-02-18 - c � David E Billingsley,PE page 4_ Location Module E-Top Plate Wind Beam r 4- Multi-Loaded Multi-Span Beam [2015 International Building Code(2015 NDS)] ` °r.,.°_`., ztn' (2)15 IN x 5.5 IN x 15.5 FT i 2.0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1.6 7/3/2018 2 04:31 PM Section Adequate By:5.5% Controlling Factor Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 140 IN U132 Dead Load 0.06 in Total Load 1.47 IN U127 Live Load Deflection Criteria U120 Total Load Deflection Criteria:U120 REACTIONS A B Live Load 698 Ib 698 Ib Dead Load 32 Ib 32 Ib Total Load 730 Ib 730 Ib Bearing Length 0.32 in 0 32 in BEAM DATA Cen er Span Length 15.5 ft Unbraced Length-Top 0 ft A 15.5ft B Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.60 Notch Depth 0.00 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 90 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress. Fb= 3100 psi Fb'= 5468 psi Total Uniform Load 94 plf Cd=1.60 CF=1.10 Shear Stress, Fv= 290 psi Fv'= 464 psi Cd=1.60 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp 1 to Grain: Fc-1= 750 psi Fc-1'= 750 psi Controlling Moment: 2827 ft-Ib 7 75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 700 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus: 6 2 in3 15 13 m3 Area(Shear)* 2.26 in2 16 5 in2 Moment of Inertia(deflection) 39.43 in4 41 59 in4 Moment- 2827 ft-Ib 6892 ft-Ib Shear: 700 lb 5104 Ib NOTES FMCORPORATION11 APPROVETI7/17/18LI�o 00625� Bloomsburg, PA ��'Ofi S , Nay 07/17/18 These calculations are also valid for 36 of 37 the NYS Uniform Code Project:SI-17-0617 Calcs 07-02-187_77- 1; David E.Billingsley,PE page Location.Module L-Bottom Plate Wind Beam Multi-Loaded Multi-S an Beam V-,�:.r �o - [2015 International Budding Code(2015 NDS)] u. (2)1.5 IN x 5.5 IN x 15 5 FT 2 0 Rigidlam LVL-Roseburg Forest Products StruCalc Version 10 0 1 6 7/3/2018 2:04.31 PM Section Adequate By:5.5% Controlling,Factor:Deflection DEFLECTIONS Center LOADING DIAGRAM Live Load 1 40 IN U132 Dead Load 0.06 in Total Load 1.47 IN U127 Live Load Deflection Criteria.U120 Total Load Deflection Criteria.U120 REACTIONS A B Live Load 698 Ib 698 Ib Dead Load 32 Ib 32 lb Total Load 730 Ib 730 Ib Bearing Length 0.32 in 0.32 in BEAM DATA Center Span Length 155 ft Unbraced Length-Top 0 ft 15.5 ft B Unbraced Length-Bottom 15.5 ft Live Load Duration Factor 1.60 Notch Depth 000 UNIFORM LOADS Center MATERIAL PROPERTIES Uniform Live Load 90 plf 2.0 Rigidlam LVL-Roseburg Forest Products Uniform Dead Load 0 plf Base Values Adiusted Beam Self Weight 4 plf Bending Stress- Fb= 3100 psi Fb'= 5468 psi Total Uniform Load 94 plf Cd=1.60 CF=1.10 Shear Stress: Fv= 290 psi Fv'= 464 psi Cd=1 60 Modulus of Elasticity: E= 2000 ksi E'= 2000 ksi Comp.-L to Grain: Fc-1= 750 psi Fc--L'= 750 psi Controlling Moment: 2827 ft-Ib 7.75 Ft from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Controlling Shear: 700 Ib At a distance d from left support of span 2(Center Span) Created by combining all dead loads and live loads on span(s)2 Comparisons with required sections: Read Provided Section Modulus. 6 2 in3 15 13 in3 Area(Shear) 2 26 in2 16 5 int Moment of Inertia(deflection) 39 43 in4 41.59 m4 Moment, 2827 ft-Ib 6892 ft-Ib Shear: 700 Ib 5104 Ib NOTES 0� }- ��. e���tL -/, C 0 APPROVED ,,. ,; cc 7/17/18 ,=!-g�� w DATE `� ILI tt� 'i a z G PFS CORPORATION A% Bloomsburg, PA Q ti p C8625d IZ4 07/17/18 S These calculations are also valid for 37 of 37 the NYS Uniform Code JOB SI-17-0617 Collector SHEET NO 1 OF 6 David E. Billingsley, PE CALCULATED BY DB DATE 6/19/2018 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria Listed connections to foundation/piling system must be reviewed by the foundation/piling design engineer. Foundation/piling engineer must verify the listed connections are appropriate with acutal foundation/piling system Foundation/piling engineer may specify alternate connections that meet the required loads. Warning: It is a violation of the NYS Education Law Article 145 for any person unless he is acting under the direction of a licensed Professional Engineer, to alter this item in any way. Location: of N NY q<,9 E QILl1�yCs O� 135mph Exp C or less � .� �;�'��r� � tali it~ L( w Building Description: v I � Residential Two Story aA O 08625a 0���ti Modular Wood Frame Construction Codes: 06/19/18 NYS Uniform Code 2015 NDS ASCE 7-10 Building Importance Category: II Seismic Criteria Seismic Design Category(SDC) B Short period design spectral response acceleration (SDS) 0.32 Seismic Importance Factor �`1.00 1 Ultimate Wind Speed Vult= 135.0 mph PFS/ APPROVED DATE 7/17/18 PFS CORPORATION Exposure= C Bloomsburg, PA ! -- I • 1 Load Case Factor= I 0.6 i Snow Load Ground Snow Load= 40 psf Snow Importance Factor ( 1.00 L—_ - JOB SI-17-0617 Collector SHEET NO 2 OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Design Criteria Cont. Floor Diaphragm Aspect Ratio Length of side(1-1)(house width) = 38.42 ft. 2nd Story Dimensions Length of side (1-2)(house length)_ 43 ft. Max Mean Roof Height= 25 ft. Exposed Foundation Height= 2 ft. Roof Framing Span (Horizontal Projection) = 15.75 ft. Roof Framing Spacing = 16 in. o.c. or 24 in o.c. Roof Overhang Length= 0 ft. Roof Slope= 0.25 �121 Roof Diaphragm Aspect Ratio Length of side (1-1)(width) _ 38 42 eft. Length of side (1-2)(length) = 43--'ft. Roof/Ceiling Assembly Dead Load = 15 psf 0V NEIV s9ILUry0. Roof Framing Type= Truss C0'� cc w 08625fl APPROVED O s 0 DATE 7/17/18----,- ----- ---__ _� PFS CORPORATION 06/19/18 Bloomsburg, PA JOB SI-17-0617 Collector SHEET NO 3 OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Desiqn Criteria Cont. 1 st Story Loadbearing Wall Height= 9 ft. 2nd Story Loadbearing Wall Height= 9 ft Wall Stud Specifications= 2x6 SPF#3 Wall Stud Spacing= 16 in. o c. ,`Q• �61LLl/y� 0 f C. O CT cin �¢ W ,! w I--------' 0086251D� S � I � 06/19/18 _ r APPROVED7/17/18PORATIONburg, PA JOB SI-17-0617 Collector SHEET NO 13 OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Shear Connections -MWFRS Roof Pitch = 0.25:12 ! Roof Height= 2 —:ft Roof Span= 15.75 ;ft. 3 Sec Gust Wind Speed = f 135 mph Wind Exposure= } C r Max Wall Height= h 9 ft End Zone Length = 7.20 !ft Building Length= F 43 ;ft Floor/Ceiling Depth= 22 ft Horizontal Design Wind Pressures Wall Pressure Perp to Ridge= 22.81 psf See Page 4A&4B for pressure calcs Roof Pressure Perp to Ridge= 21 55 psf Wall Pressure Parallel to Ridge= 22.81 psf Roof Pressure Parallel to Ridge= X21.14 !psf lov Nevv Y �7• �- �ILf,liy�, C- APPROVED ;'r`r w LUDATE 7/17/18, PFS CORPORATION �o� 0862513 Bloomsburg, PA O 06/19/18 Perpendicular to Ridge Roof Diaphragm Load = (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp. x Wall Height/2) _ Roof Diaphragm Load = X146 1 plf Floor Diaphragm Load = [Wall Hor. Press. Perp. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = 256 plf Parallel to Ridge _ Roof Diaphragm Load _ (Roof Hor. Press. Par. x Roof Height/2) + (Wall Hor. Press. Par x Wall Height/2) Roof Diaphragm Load = 124 plf Floor Diaphragm Load _ [Wall Hor. Press. Par. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 6. F25pif JOB SI-17-0617 Collector SHEET NO 4A OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = f 0 25'12 C Roof Height= 2 ` ft Roof Span 3 Sec Gust Wind Speed, V= i 135 !mph Wind Exposure= 1 C Max Wall Height= L7.20 9 !ft - End Zone Length �ft Building Length, L- 43 Ift Floor/Ceiling Depth i 2.2 ft Mean Roof Height, h = 25 ;ft i Building Width, B= ! 38.421 ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC KZ= 0.94 Per Table 27.3-1 from 7-10 and per table 6-3 from 7-05 (For 7-05 use highest value from case 1 and case 2 ) KZt Kd= 0.85 ; Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05 qZ= 22.37 i psf p=gGCP-q,(GCp,) n U.y G = 0.85 for rigid structures 6� n8625) Perpendicular to the Ridge CF .S 1A v CPWW= r 0.8Y� Windward Wall Exterior Pressure Coefficient CPQ,_ -0.4 Leeward Wall Exterior Pressure Coefficient 06/19/18 CPw, 0.92 F-0:18 i Windward Roof Exterior Pressure Coefficient CPig- I -0.92 i C -0.18 ; Leeward Roof Exterior Pressure Coefficient - Parallel to the Ridge CPWW= 0.8 1 Windward Wall Exterior Pressure Coefficient CP,W= I -0.4 Leeward Wall Exterior Pressure Coefficient CP,R= ; -0.90 ; -0.18 ; Windward Roof Exterior Pressure Coefficient l CP,r_ -0.90 i -0.1,8 Leeward Roof Exterior Pressure Coefficient GCP,_ �0^18J �0 98 F APPROVED7/17/18 PORATION Bloomsburg, PA JOB SI-17-0617 Collector SHEET NO 4B OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = l -0.25:12 _ Roof Height= r 2 !ft Roof Span= 15.75 L--_� 3 Sec Gust Wind Speed, V= 135 ;mph Wind Exposure Max Wall Height= 9 ;ft End Zone Length =L7.20 'ft Building Length, L= - 43 . �ft n� I �, Floor/Ceiling Depth = 2.2 _ft Mean Roof Height, h - ; 25 'ft > Building Width, �� � B= 1;38.42-'ft Load Case Factor, LC= j 0.6 f7 ;psf G = 0.85 .« I'f u 22.3 • qZ= _ p � for rigid structures in �Q 4, p=gGCp-q,(GCp,) .0 0'8625 MWFRS-Wind Perpendicular to Ridge Walls 06/19/18 Windward P= ( 22.37 psf x 085 x 0.8 )- 22.37 psf x 0.18 ) = 11.2 psf P= ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x -0.18 ) = 19.2 psf Leeward P= ( 22.37 psf x 0.85 x -0.4 )- 22.37 psf x 0.18 ) _ -11.6 psf P= ( 22.37 psf x 0.85 x -0.4 )- 22.37 psf x -0.18 ) _ -3 6 psf Roof Windward P= ( 22 37 psf x 085 x -0.92 )- 22.37 psf x 0.18 ) _ -21.6 psf P= ( 22.37 psf x 0.85 x -0.922 )- 22 37 psf x -0.18 ) _ -13.5 psf Leeward P= ( 22 37 psf x 0.85 x -0.92 )- 22.37 psf x 0.18 ) _ -21.6 psf P= ( 22.37 psf x 085 x -0.92 )- 22.37 psf x ,-0.18 ) _ -13.5 psf Overhang Pressure p=gGCpwindwardroof+gGCpwmdwardwall P= ( 22.37 psf x 085 x 0.80 )-( 22.37 psf x 0.85 x -0.92 ) = 32.7 psf Q��7 - APPROVED DATE 7/17/18 _ PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 Collector SHEET NO 4C OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = 0.25:12 Roof Height �M2 Ift Roof Span= 15.75 ;ft. 3 Sec Gust Wind Speed,V= l 135 ,mph Wind Exposure Max Wall Height= ' 9 ft End Zone Length =j 7.20 ft Building Length, L= ! 43 ft O� Floor/Ceiling Depth= i 2.2 ift Mean Roof Height, h = 25 ft Building Width, B= 4 38.42 ift Load Case Factor, LC= i 0.6 { , � _ I_^_ E _t n E ? C qZ= -22,37 I psf G = i 0.85 ! for rigid structures 0 '' �� p=gGCp-q,(GCp,) 4�(0A 0062513 MWFRS-Wind Parallel to Ridge (OF'.5��" NP Walls Windward 06/19/18 P= ( 22.37 psf x 085 x 0.8 )- 22.37 psf x 0.18 ) = 11.2 psf P= ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x -0.18 ) = 19.2 psf Leeward P= ( 22 37 psf x 0.85 x -0.4 )- 22.37 psf x 0.18 ) _ -11.6 psf P= ( 22.37 psf x 085 x -0.4 )- 22.37 psf x -0.18 ) _ -3.6 psf Roof Windward P= ( 22.37 psf x 0.85 x -0.90 )- 22.37 psf x 0.18 ) _ -21.1 psf P= ( 22.37 psf x 0.85 x -0.90 )- 22.37 psf x -018 ) _ -13.1 psf Leeward P= ( 22 37 psf x 0.85 x -0.90 )- 22.37 psf x 0.18 ) _ -21 1 psf P= ( 22.37 psf x 0.85 x -0.90 )- 22.37 psf x -0.18 ) _ -13.1 psf Overhang Pressure p=gGCpwindwardroof+gGCpwmdwardwall P= ( 22.37 psf x 0.85 x 0.80 )-( 22.37 psf x 0.85 x -0.90 ) = 32.3 psf Q��7 - APPR0 ED 7/17/18 PORATION Bloomsburg, PA i APPROVED .JOB SI-17-0617 Collector �DATE 7/17/18 SHEET NO 4D OF 6 PFS CORPORATION CALCULATED BY DB DATE 6/19/2018 Bloomsburg, PA CHECKED BY DATE Shear Connections-C&C Roof Pitch= 0.25:12 j Roof Height= —'-2-_ ;ft Roof Span 3 Sec Gust Wind Speed, V= 135 mph Wind Exposure= C Max Wall Height= 9 ft _1 w_ End Zone Length =j 7.20 ft Building Length, L= !!43 Ift Floor/Ceiling Depth = ��2.2- ft Mean Roof Height, h= ; 25 :ft Building Width, B= ! 38.42 'ft qz= 0 00256KzKztKdV21LC Load Case.Factor, LC KZ= 0.94 Per Table 30 3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) _ Kd= L0,85j Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. r s; >, w f w I 4n qZ .22.37�psf .4 P=gGCp-q,(GCp,) 06/19/18 G = 0.85,11 for rigid structures Walls _ Per Figure 30.6-17-10 and per Figure 6-17 7-05 Cp4+ I -0.90 ` Zone 4 Positive = i Cp¢_ -0.99 Zone 4 Negative Cps+_ 0.90 j Zone 5 Positive Cp,_ 25 Zone 5 Negative RoofPer Figure 30.4-2A,B&C 7-10 and per Figure 6-11 B,C&D 7-05 Cpl+= 0_.27 7 Zone 1 Positive Cploh+= 0.27 ? Zone 1 OH Positive Cpj__ -0.97 i Zone 1 Negative Cp1oh__ -1.67 9 Zone 1 OH Negative Cpl-1_ 0.27 ' Zone 2 Positive Cpzoh+_ 0.27 ? Zone 2 OH Positive Cpl__ -1.58 Zone 2 Negative Cp2oh__ 671 Zone 2 OH Negative Cp3+_ 0.27 i Zone 3 Positive Cp3oh+_ �. 0.27 ` Zone 3 OH Positive Cp3- one g- -2.25 i Z 3 Negative Cp Soh_= I -2.16 Zone 3 OH Negative — L GCp;= 0.18 F�--0.18 APPROVED JOB SI-17-0617 Collector DATE ��17�18 SHEET NO 4E OF 6 CALCULATED BY DB DATE 6/19/2018 PFS CORPORATION Bloomsburg, PA CHECKED BY DATE Shear Connections-C&C r______ Roof Pitch = 0.25:12 Roof Height- 2 ft Roof Span= 15.75 Ift --0.26:1 _m = -__-- -- 3 Sec Gust Wind Speed, V= F�135 'mph Wind Exposure= ��C j Max Wall Height= F �9 ;ft 0� End Zone Length = 7 20 Ift Building Length, L= �43 ft 01LLl� rQ Floor/Ceiling Depth= 1 2.2 ;ft Mean Roof Height, h = j 25 ;ft ` C" �� Building Width, B= =.38.42 ift ,- U a,a. ren Load Case Factor, LC= 0.6y qZ= 22:37 !psf G = -068-5-] for rigid structures 0 � `o o 08625CJ p=gGCP-q,(GCp,) of .s I Walls 06/19/18 Zone 4 P= ( 22.37 psf x 0.85 x 0.90 )- 22.37 psf x 0.18 ) = 13.0 psf P= ( 22.37 psf x 0.85 x 0.90 )- 22.37 psf x -0.18 ) = 21.1 psf P= ( 22.37 psf x 0.85 x -0.99 )- 22.37 psf x 0.18 ) _ -22.8 psf P= ( 22,37 psf x 0.85 x -0.99 )- 22.37 psf x -0.18 ) _ -14.7 psf Zone 5 P= ( 2237 psf x 0.85 x 0.90 )- 22.37 psf x 0.18 ) = 13.0 psf P=( 22.37 psf x 0.85 x 0.90 )- 22.37 psf x -0.18 ) = 21.1 psf P= ( 22.37 psf x 0.85 x -1.25 )- 22,37 psf x 0.18 ) _ -27.8 psf P= ( 22.37 psf x 0.85 x -125 )- 22.37 psf x -0.18 ) _ -19.8 psf Roof Zone 1 P= ( 22,37 psf x 085 x 0.27 )- 22.37 psf x 0.18 ) = 1 1 psf P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x -0.18 ) = 9.1 psf P= ( 22.37 psf x 0.85 x -097 )- 22.37 psf x 0.18 ) _ -22.4 psf P= ( 22.37 psf x 0.85 x -0.97 )- 22.37 psf x -018 ) _ -14.4 psf Zone 2 P= ( 22.37 psf x 0.85 x 0.27 )- 22,37 psf x 0.18 ) = 1.1 psf P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x -0.18 ) = 9.1 psf P= ( 22.37 psf x 0.85 x -1.58 )- 22.37 psf x 0.18 ) _ -34.0 psf P= ( 22,37 psf x 0.85 x -1 58 )- 22,37 psf x -0.18 ) _ -25.9 psf Zone 3 P= ( 22.37 psf x 0.85 x 0.27 )- 22,37 psf x 018 ) = 1.1 psf P= ( 22,37 psf x 085 x 0.27 )- 22.37 psf x -0.18 ) = 91 psf P= ( 22.37 psf x 0.85 x -2.25 )- 22.37 psf x 018 ) _ -469 psf p= ( 22.37 psf x 0.85 x -225 )-- 22.37 psf x -0.18 ) _ -38.8 psf JOB SI-17-0617 Collector SHEET NO 4F OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Shear Connections-C&C Roof Pitch= 1�0.25�12 I Roof Height= �_ 2 �ft Roof Span= ; 15.75 ift. 3 Sec Gust Wind Speed, V: 1, 135 1 mph -- Wind r----- Exposure= C Max Wall Height= 9 ft I End Zone Length = 7 20 ft Building Length, L= 43 �ft Floor/Ceiling Depth= 24:2 ?ft Mean Roof Height, h = 25 !ft Building Width, B= 38.42 Ift Load Case Factor, LC= X0_6 qZ= 1 22.37 psf G = 0.85 t for rigid structures p=gGCP-q,(GCP,) .r pV NEW Y C' P r��/� 31' t� APPROVED % ? f"; w DATE 7/17/18Qj PFS CORPORATION oes250 w� Bloomsburg, PA nQ 06/19/18 Roof OH Zone 1 OH P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x 0.18 ) = 1.1 psf P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x -0.18 ) = 9.1 psf P=( 22.37 psf x 0.85 x -167 )- 22.37 psf x 0.18 ) _ -35.7 psf P= ( 22.37 psf x 0.85 x -1.67 )- 22.37 psf x -0.18 ) _ -27.7 psf Zone 2 OH P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x 0.18 ) = 1.1 psf P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x -0.18 ) = 9.1 psf P= ( 22.37 psf x 0.85 x -167 )- 2237 psf x 0.18 ) _ -357 psf P= ( 22.37 psf x 0.85 x -1.67 )- 22.37 psf x -0.18 ) _ -27.7 psf Zone 3 OH P= ( 22.37 psf x 0.85 x 0.27 )- 22.37 psf x 0.18 ) = 1.1 psf P= ( 22.37 psf x 085 x 0.27 )- 22.37 psf x -0.18 ) = 9.1 psf P= ( 22.37 psf x 0.85 x -2.16 )- 22.37 psf x 0.18 ) _ -450 psf p= ( 22.37 psf x 0.85 x -2.16 )- 22.37 psf x -0.18 ) _ -37.0 psf JOB SI-17-0617 Collector SHEET NO 5 OF 6 CALCULATED BY DB DATE 6/19/2018 CHECKED BY DATE Shear Connections -Wind (cont'd) Reference Sheet 13 for wroof&wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel to Ridge wroof - 146 Of wroof - 124 j plf wfloor= 256 i plf wfloor= ` 256 i plf L= 43 ft B= 38.42 !ft. Vroof=wroof x L= 6266 j Ib Vroof=wroof x B = 4756;Ib Vfloor=wfloor x L= 10987 Ib Vfloor=wfloor X B= .8333 j Ib f Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/B= 82 1 plf vroof=Vroof/2/L= 55 plf vfloor1 =Vroof+Vfloor1 /2/B= .225 plf vfloor1 =Vroof+Vfloor/2/L= 152 i plf vfloor2 =Vroof+[2 x(Vfloor/2/B)]=f 368 ;plf vfloor2=Vroof+[2 x(Vfloor/2/L)] = 249 i pif Line B Collector Load= (Vroof.perp)/2 Collector Load = ( 6268 Ib f )/2 Collector Load = 3134 'Ib Use (2)2x6 SPF#2 top plate no splices. (2) CS16 across mateline. Line 1 Collector Load = (Vroof.par)/2 Collector Load =( P 4756 ;Ib _ i )/2 Collector Load = { 2378 Ib Use(2)2x6 SPF#2 top plate no splices. (8) 0 131 NY nails each side .f read y splice `R�\�O vb CC n { {t�•':z�i w m `> Uj PF% APPROVED 1 0 �0@fi2b��P�4`' DATE 7/17/18 s PFS CORPORATION Bloomsburg, PA , 06/19/18 F APPROVED JOB SI-17-0617 Collector 7/17/18 SHEET NO 6 OF 6 PORATION CALCULATED BY DB DATE 6/19/2018 Bloomsburg, PA CHECKED BY DATE Shear Connections-Seismic(cont'd) Total Shear Capacity Requirements-Seismic Seismic Design Category= r B Weights: Factors: Wroof= 28083;lb R= 6.5 ;Table 12 14-1 Wswall= 10320 Ib Fa= 1.4 ;Section 12 14 8 1 Wewall= i 9220 'Ib F= j 1.1 'Section 12.14 8 1 Wgable= 2305 1 Ib SDS= I 0.32 'Secction 11.4.1 Wfloor= 1141298 i Ib 1 = 1.00 ,Seismic Importance Factor Wtotal_ L91226;Ib 01LL/itj, Q� Seismic Base Shear,V. Section 12 14 8 1 C� { u V= F x SDs x Wtotal x I = 4940 ? Ib R Q n' 086254 O S Vertical Distribution, Fx* Section 12.14 8 2 FX = wX x V 06/19/18 Wtotal Fx roof= 1521 11b Floor Diaphragm Load= 14940 Ib Fx.floor1 = ! 3069 11b Fx floor2= 4940 1Ib II� - I ' I Diaphragm Unit Shear Capacity Requirements B=F38 421 ft L=' 43 �ft. L_----- Perpendicular to Ridge Wind Parallel to Ridge vroof=Fx.roof/2/B=f 208��pIf vroof=Fx roof/2/L=�1plf 1st floor down from roof vfloor1 =Fx floor1 /2/B= 40 1 pIf vfloor1 =Fx floor1 /2/L=1 36 pIf vfloor2=Fx floor2/2/B=� 64 !pIf vfloor2=Fx.floor2/2/L=� 57 ;pIf fit JOB SI-17-0617 SHEET NO 1 OF 33 David E. Billingsley, PE CALCULATED BY DB DATE 7/2/2018 217 East Main Street•Middleburg,PA 17842 CHECKED BY DATE Phone(570)837-0577•FAX(570)837-0585 Design Criteria Listed connections to foundation/piling system must be reviewed by the foundation/piling design engineer. Foundation/piling engineer must verify the listed connections are appropriate with acutal foundation/piling system. Foundation/piling engineer may specify alternate connections that meet the required loads. Warning: It is a violation of the NYS Education Law Article 145 for any person unless he is acting under the direction of a licensed Professional Engineer, to alter this Item in any way. Location: NY OV N y 135mph Exp C or less Building Description: C7 n (1 t L:1 Residential Two Story � Qe25o Modular Wood Frame Construction 07/17/18 Codes: NYS Uniform Code 2015 NDS ASCE 7-10 Building Importance Category: II Seismic Criteria Seismic Design Category(SDC) B Short period design spectral response acceleration (SDs) 0.32 Seismic Importance Factor II 1.00 i L__- Ultimate Wind Speed Vult= 135.0 mph - SFS/. APPROVED Exposure= C DATE 7/17/18 PFS CORPORATION I Bloomsburg, PA Load Case Factor= 0.6 i Snow Load Ground Snow Load= 40 psf Snow Importance Factor 1 00 j JOB SI-17-0617 SHEET NO 2 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE S Design Criteria Cont. OV NE4i Cr Floor Diaphragm Aspect Ratio y = ✓ y Length of side(L1)(house width) = 29.75 ft �fi 08 50 fit � Length of side (L2)(house length)= 118.5 ft. ��oF S �N07/17/18 Max Mean Roof Height= 25 ft. Exposed Foundation Height= 2 ft. Roof Framing Span (Horizontal Projection) = 15.75 ft. Roof Framing Spacing= 16 in. o c. Roof Overhang Length= 0 ft. Roof Slope= 0.25 ;:121 Roof Diaphragm Aspect Ratio Length of side (L1)(width)_ 29.75 eft. Length of side (L2)(length)= i 118.5 'ft. Roof/Ceiling Assembly Dead Load= 15 psf Roof Framing Type= Truss - FAPPROVED 7/17/18 PORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 3 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Design Criteria Cont. 1 st Story Loadbearing Wall Height= 9 ft. 2nd Story Loadbearing Wall Height= 9 ft Wall Stud Specifications= 2x6 SPF#3 Wall Stud Spacing= 16 in. o.c. Shearwall Segment Aspect Ratio 1 st Story Shearwall Height= --9— 2nd Story Shearwall Height= i 9 ft. i OSB- PLY GYP 1st Story Minimum Shearwall Length = H/3.5= (� 2.57 ift. H/1.5 = 6.00 ;ft. 2nd Story Minimum Shearwall Length = H/35= 1 2.57 ift H/ 1 5 = + 6.00 ift. _ I 1st Story Wall Length Available for Full Height Sheathing Bline 4 14.33 ft. Bline 7 7.00 ft. 1st Story Maximum Unrestrained Opening Height Hline 4 72 in. Hline 7 84 in. 'COV NES}' cc C7 ,> • Cr ti 086254 ��C? APPROVE® OF s 07/17/18 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 4 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Uplift Connections Building Width = i 29.75 ft. Roof Framing Spacing= 16 in. o.c. Roof/Ceiling Assembly Dead Load = F 15 j psf Roof Span = , 15.75 ;ft. Amount of load to be subtracted per Story= = {[(Unit Width/2)x Floor/Roof Dead Load]+Wall Dead Load}x 0.6 = {I[(15.751 ft / 2) x 10 psf] + 60 plq x 0.6 83.ii Of O bi E I'V OIL C.) �`� g I 3 Sec Gust Wind Speed= 135 f mph V t Ott y;;,JiL W S\ F s1 �dr`�� 07/17/18 Vertical Design Wind Pressures See pages 13A thru 13C for pressure calcs. Windward Uplift Pressure= 22.23 psf Leeward Uplift Pressure= ; 22.23 psf Overhang Wind Uplift Pressure= 33.42 j'psf Roof to 2nd Story Wall Connection Load - X175 plf I--- ---- 2nd Story Wall to 1 st Story Wall Connection Load 175 plf I_ 83 i plf= f 92 1 plf SFS/ APPROVED — DATE 7/17/18 PFS CORPORATION Bloomsburg, PA 1 st Story Wall to Foundation Connection Load = _92— j plf L-.'8'3 plf= --9�- plf JOB SI-17-0617 SHEET NO 5 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Uplift Connections (con 'd) 1 st Story Wall Stud to Floor Band Connection Connector: ;7/16" OSB/PLY overlap floor rim joist min_. 3" Fastener: 0.113in x tin nails Must Use Nails in Higher than Seismic Zone C Lateral Value= I 83 lbs per fastener Use 2 rows of fasteners along bottom edge of panel -stagger spacing between rows Req'd Uplift Required Load Spacing •� f i line-4 0 y pif P 6 ;in. O.C. line_7 0 plf 6 i!in. D.C. OV 1\1 Y r 3tilUN 0 * ?k%5 SAF Crime Q6625� Gc, �A'O S , N� 07/17/18 SFS/ APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 6 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Uplift Connections (cont'd) Design 1 st Story Module to Sill Plate Connection Assume Typical 1 st Story Module to Sill Plate Connection made with Connector:,7/16"OSB/PLY overlap sill plate 1.5" Fastener: 0.113in x 2in nails Must Use Nails in Higher than Seismic Zone C Lateral Value= X83 ,lbs per fastener Use 1 row of fasteners along bottom edge of panel Floor Band to Sill Plate Connection Req'd Uplift Req'd Load Spacing line_4 0 Of 3 on. o.c. line—7 0 1 plf 3 -11in o.c. n i� W w 019625 07/17/18 APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA APPROVED JOB SI-17-0617 DATE 7�17�18 SHEET NO 7 OF 33 CALCULATED BY DB DATE 7/2/2018 PFS CORPORATION CHECKED BY DATE Bloomsburg, PA Single Shear Staple Capacity w/min. 1"penetration "Other Dowel-Type Fasteners" D = j 0.0,63-Jin Diameter is = 0.438 in Side member thickness Fyb = 1 E+05,psi Dowel bending yield strength tm = 1 in Main member penetration Rd = f 2.2 Reduction Term-See Table 11 3.1 B Ss = SPF Side member species Re = 1 1= Fem/Fes Ms = SPF Main member species Rt = f� 2,286 i= Im/Is SG = 16 Staple Gage Im = ( 1 On main member dowel bearing length CD = 1.6 Load Duration Factor Is = {) 0.438 i in side member dowel bearing length Fem= 3350 psi main member dowel bearing strength Fes = 3350 psi side member dowel bearing strength Staple Capacity: Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= l_38 lbs Im ZIm= D x x m l Fem X CD - i- 153_5 Ib — I' Rd Is Zls= D x Is X Fes X CD = 67.2 Ib Rd II ZII= k1 x D x Is x Fes x CD = I_ 51 6 Ib Rd 0t NEW� '\nJT fi I I Im Zmm= kz x D X Im x Fem x CD - 54.2 ;Ib �` yV�. �� 1 Cc fn Ills Zms= k3 x D X Is x Fem X CD f 28.8 Ib p662513 (2+Re)x Rd - t-— -- or- , �P� 07/17/18 IV Zlv= DZ x 2 x Fem x Fywz) _ 19.1Ib Rd 3 x(1 + Re)b Minimum Shear,Zmin= F-19.1 _ Ib Notes: Kt = [Re+ (2Re2X(1+Rt+Rt2))+(Rtz x Res)]�vz)_[Re x(1+R0] = C 0.8 _1 (1+Re) 2 w2) 1.1 _ K2 = -1 + (2 X(1+Re))+ 2F b x (1+2Re)x D 317em x Im2 Ks = -1 + (2 x(1+Re))+ 2F b x(2+Re)x D2 (112) = C_ 1.3 Re 3Fem x Isz APPROVED JOB SI-17-0617 DATE 7/17/18 SHEET NO 8 OF 33 PFS CORPORATION CALCULATED BY DB DATE 7/2/2018 Bloomsburg, PA CHECKED BY DATE Single Shear Staple Capacity w/Metal Side Member w/min. 1"penetration "Other Dowel-Type Fasteners" D = F0.663 j in Diameter is = 0 036 in Side member thickness Fyb = 1E+05 psi Dowel bending yield strength tm = 1 in Main member penetration Rd = i 22 Reduction Term-See Table 11.3.1 B Ss = 20GA Steel Side member species Re = 10.054 �= Fem/Fes Ms = SPF Main member species Rt = 27.78 = Im/Is SG = 16 Staple Gage Im = 1 ,in main member dowel bearing length CD = 1.6 Load Duration Factor Is = 0.036 i in side member dowel bearing length Fem= 3350 psi main member dowel bearing strength Fes = 61850 psi side member dowel bearing strength Staple Capacity- Table 11.3.1A Yield Limit Equations: Zstaple=2 Legs x Zmin Mode Shear Zstaple= C52.5 lbs Im Zlm= D x Im X Fem X CD = 153.5 Ib Rd Is Zis= D X Is X Fes X CD - - 102.0 11b Rd �0;: NEW II Zii= kt x D x Is x Fes x CD - 62.8-- Rd 2 8-Rd �Mr' 4�Z CL E w �ii W film Z111m= kzxDXlmxFem x CD = 66.7 -1Ib (I+2R,)x Rd � + ✓ C� CdA 086254 Com, _ -- 31 8 -�I ,0 'S NPv 07/17/18 ills Z,,,s= k3 x D X Is X Fem X CD b I_ ---- _ " (2+Re)x Rd IV Ziv= D X 2 x Fem x Fyb (1/2) 26.3 1 Ib Rd 3 x(1 +Re) Minimum Shear,Zmin= 26 3 i Ib Notes' Kt = [Re+ (2Re2x(1+Rt+Rt2))+ (Rtz X Res)]'vz)_[Re X(1+R0] = I 0.6 (1+Re) Kz = -1 + (2 x(1+R.))+ 2F x(1+2Re)x Dz (Vz) _ 0.5� I 3Fem X Im' K3 = -1 + (2 x Re))+ 2F b x(2+Re )x Dz Z (1/2) _ v11_8 ^� e 3Fem X Isz JOB SI-17-0617 SHEET NO 9 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE 16GA Strap Capacity Thickness of Strap= 0.0598 in Strength of Steel= 36 ksi Strength Reduction Factor= 0.6 Width of Steel Strap= 1.5 in Thickness of fastener= 0.1310 in Capacity of Strap=Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap=1 8 ;Ib 0.131"x2.5" Nail Capacity Shear Z= 83 Ib NDS Table 11 P Load Duration Factor= 1.6 for wind Adjusted Fastener Capacity= 132.8 i Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= r--14'�nails each end of each strap 0VNEv p ti� cc W 0862543 g 07/17/18 APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 10 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE 20GA Strap Capacity Thickness of Strap= 0.0359 in Strength of Steel = 36 ksi Strength Reduction Factor= 1 0.6 Width of Steel Strap= 1.25 in Thickness of fastener= 0 1310 in Capacity of Strap=Thicknes x(Width of Strap-Width of fastener)x Strength of Steel x Strength Reduction Factor= Capacity of Strap=F867.7 s Ib 0 131"x2.5" Nail Capacity Shear Z= 81 lb NDS Table 11 P Load Duration Factor= 1.6 for wind Adjusted Fastener Capacity= 129.6 ;Ib Required Quantity of Fasteners to achieve max capacity of strap= QTY= F 7 nails each end of each strap 0< 0- O�r Cc 4;,. _�cffrl11 w 4A, U Q8625d ¢, 07/17/18 i SFS/ APPROVED DATE 7/17/18 PFS CORPORATIOIeI Bloomsburg, PA JOB SI-17-0617 SHEET NO 11 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Uplift Connection's (con 'd) Check Tensile Strength of Studs to Transfer Uplift Loads r-------__---_- --- SPF#3 L_2x6 — ---- --- ---- Nominal Tensile Stress Ft= 50 psi ANSI/AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI/AF&PA NDS Table 2.3.2 Size Factor CF= 1.3 ANSI/AF&PA NDS Table 4A Allowable Tensile Stress F;= Ft CD CF= 520 psi ANSI/AF&PA NDS Table 4 3.1 Net Area of Stud A= ! 8.25 j int Allowable,Tensile Load Pt= Ft A= %4290-�lb E>- _`234 j Ib �`OK fpF: NEi?v)- r � GILLI& a W APPROVED �0862-5130862-513DATE 7/17/18 O � r.� 07/17/18 PSCORPORATIONF Bloomsburg, PA Vow APPROVED JOB SI-17-0617 DATE 7/17/18 SHEET NO 12 OF 33 PFS CORPORATION CALCULATED BY DB DATE 7/2/2018 Bloomsburg, PA CHECKED BY DATE Sliding Connections Capacities OV NES}' Design 1st Story Module to Sill Plate ConnectionCa ��9 `S, L Ley a'i ,ePnSl, �Aicc s a Assume Typical Connection made withLu 0.131 x3 toenails. CdA 0625© G`ti Specific Gravity of Member 'O S � 07/17/18 G = x_0.42 s Thickness of Member is= { 1.50 :in. Nominal Lateral Capacity of Nails in Single Shear Z= t�82 Ib ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 f ANSI /AF&PA NDS Table 2 3 2 Toe-Nail Factor Ct„ = j 0 83 ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails in Single Shear Z' = Z CD Cts = F109 jlb ANSI/AF&PA NDS Table 10.3.1 0.131"x 3"toenails 2"o.c. nails 109 ;lb x 12 in/ft/ 2 in o.c = 1 653 ;plf 3"D.C. nails = ( 109 Ib x 12 in/ft/ 3 in o.c = j 435 ?plf 4"o.c. nails = { 109 11b x 12 in/ft/ 4 in o.c = 326 plf I i 5"o.c. nails = 109 ;Ib x 12 in/ft/ 5 in o.c = 261 plf 6"D.C. nails = L_ 119__-]Ib x 12 in/ft/ 6 in o.c = 217 f plf ;0.131"x 3" Nails Z-_ Z CD jL131 ?Ib -- 2 rows of 0.131"x3" nails at 4"o.c. = 131 Ib x 12 in/ft/ 4 in o.c x 2 = 787 plf 2 rows of 0.131"x3" nails at 5"o c. = 131 ;Ib x 12 in/ft/ 5 in o.c x 2 = 629 pif 2 rows of 0.131"x3"nails at 6"o.c. = 131 jib x 12 in/ft/ 6 in o c x 2 = 524 pif 2 rows of 0.131"x3" nails at 7"D.C. = 131 I Ib x 12 in/ft/ 7 in ox x 2 = 449 i Of 2 rows of 0.131"x3" nails at 8"o.c. = 131 i Ib x 12 in/ft/ 8 in o c x 2 = 393 pif 3 rows of 0.131"x3" nails at 4"o.c. = 131 t Ib x 12 in/ft/ 4 in o.c x 3 = 1180 r plf 3 rows of 0.131"x3" nails at 5"o c. = 131 Ib x 12 in/ft/ 5 in o.c x 3 = 944 f plf 3 rows of 0.131"x3"nails at 6"o.c. = 131 i Ib x 12 in/ft/ 6 in o.c x 3 = 787 j plf 3 rows of 0.131"x3" nails at 7"o.C. = 131 ?Ib x 12 in/ft/ 7 in o.c x 3 = +• 674 pif 3 rows of 0.131"x3" nails at 8"o c. = 131 Ib x 12 in/ft/ 8 in o.c x 3 = 590 plf f JOB SI-17-0617 SHEET NO 13 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch= L 0.2512 JI Roof Height= ��2^_]ft Roof Span= L 1,5 75 aft. 3 Sec Gust Wind Speed = i 135 mph Wind Exposure= C Max Wall Height= 9 jft Wind Importance Factor= End Zone Length = 9.48 tft Building Length= 118.5 ift Floor/Ceiling Depth= 2,2 ft Horizontal Design Wind Pressures Enter 16psf as minimum value or if value is less than zero Wall Pressure Perp to Ridge= ( 19.46 psf See Page 13A& 13B for pressure calcs. Roof Pressure Perp to Ridge= i 22.23 psf Wall Pressure Parallel to Ridge= i 19.46 psf Roof Pressure Parallel to Ridge= i 21.14 psf -Cc) �t3�Ll�,yG 4 CO F . APPROVED "fir~MFS{R cc w DATE 7/17/18 , PFS CORPORATION � ,, °6625p to ' Bloomsburg, PA OF- �' �� 07/17/18 Perpendicular to Ridge Roof Diaphragm Load = (Roof Hor. Press. Perp. x Roof Height) + (Wall Hor. Press. Perp.x Wall Height/2) Roof Diaphragm Load = 132 + plf Floor Diaphragm Load _ [Wall Hor Press. Perp.x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load = 218 ! plf Parallel to Ridge Roof Diaphragm Load (Roof Hor. Press. Par. x Roof Height/2) + (Wall Hor. Press. Par. x Wall Height/2) r-- Roof Diaphragm Load = ! 109 ; plf Floor Diaphragm Load = [Wall Hor. Press. Par. x(Wall Height+Floor/Ceiling Depth)] Floor Diaphragm Load 218 plf JOB SI-17-0617 SHEET NO 13A OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch = 0.25:12 Roof Height= ,T 2 ift Roof Span= Ll5.75 ,ft. 3 Sec Gust Wind Speed, V:= ( 135 ?mph Wind Exposure Max Wall Height= F 9 ift Wind Imp. Factor, I = �- End Zone Length = 9.48 ft Building Length, L= 118.5 {ft Floor/Ceiling Depth = 2.2 Ift Mean Roof Height, h = 25 Ift Building Width, B= 129 75 ;ft qz= 0.00256KzKztKdV21LC Load Case Factor, LC= 0_6 KZ= 0.94 Per Table 27.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2. ) KZt= I—] Kd= Ci.65 Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. �}F NE(r BILL/& � qZ L22.37j psf r � p=gGCP-q(GCP) n :`r:�� (� Uj 066254 G0.65 for rigid structures ASU S � 07/17/18 Perpendicular to the Ridge CPWW- 0.8 j Windward Wall Exterior Pressure Coefficient CPQ,_ -0.2 Leeward Wall Exterior Pressure Coefficient CPWr= I -0.96 1 -0.18 Windward Roof Exterior Pressure Coefficient Cp1r- -0 96 -0.18 Leeward Roof Exterior Pressure Coefficient Parallel to the Ridge -� CPv�,= 1 0.8 �' Windward Wall Exterior Pressure Coefficient CPl,= -0.2 Leeward Wall Exterior Pressure Coefficient CP,,,= I -0.90 ; -0.18 ', Windward Roof Exterior Pressure Coefficient CPi� -0.18 Leeward Roof Exterior Pressure Coefficient - L-0.90 GCP, F0 18 ' -0.18 F APPROVED 7/17/18 PORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 13B OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch 1--6-id-:-1-2-1 Roof Height= 1T_2 ift Roof Span= 4 15...... .ft. 3 Sec Gust Wind Speed, V= r135 mph Wind Exposure= C Max Wall Height= F-9 ;ft Wind Imp Factor, I = _ End Zone Length = 9.48 ft Building Length, L= I185 ft Floor/Ceiling Depth= 2.2 'ft Mean Roof Height, h = 1 25 ft Building Width, B= 29.75 0.) Load Case Factor, LC= 0 6 A01 �^ " In CL ,- ,i ter qZ= F22.37`I psf G = 0.85 )I' w J for rigid strc�,l es .,, �� w C? p= gGCp-q,(GCp,) �� 08625CJ MWFRS-Wind Perpendicular to Ridge nOF�S � N�' 07/1 /18 Walls Windward P= ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x 0.18 ) = 11 2 psf P= ( 22.37 psf x 085 x 0.8 )- 22.37 psf x -0.18 ) = 19.2 psf Leeward P= ( 22.37 psf x 0.85 x -0.2 )- 22.37 psf x 0.18 ) _ -7.8 psf P= ( 22.37 psf x 0.85 x -0.2 )- 22.37 psf x -018 ) = 0.2 psf Roof Windward P= ( 22.37 psf x 0.85 x -0.96 )- 22.37 psf x 0.18 ) _ -222 psf P= ( 22.37 psf x 0.85 x -0.958 )- 22.37 psf x -0.18 ) _ -14.2 psf Leeward P= ( 22.37 psf x 0.85 x -0.96 )- 22.37 psf x 0.18 ) _ -22.2 psf P= ( 22.37 psf x 0.85 x -0.96 )- 22.37 psf x -018 ) _ -14.2 psf Overhang Pressure p=gGCpwmdwardroof+gGCpwmdwardwall P= ( 22.37 psf x 0.85 x 0.80 )-( 22.37 psf x 0.85 x -096 ) = 33.4 psf PF% APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 13C OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections-MWFRS Roof Pitch= 0.25_12 _ Roof Height= _.2 Ift Roof Span = 15.75�ft 3 Sec Gust Wind Speed,V= 135 1 mph Wind Exposure= C 1 Wind Exposure Adjustment Factor= Max Wall Height= i 9 .ft Wind Imp. Factor, I = End Zone Length =; ,9.48 ';ft Building Length, L= 118.5 ft 01, f�E{ry Floor/Ceiling Depth=y 2.2 ft Mean Roof Height, h= 25 `ft f3iLllfy yO Building Width, B= 29.75 ft Load Case Factor, LC= L 0 6 f A 22.37 'psf G = ( 0 85 I `f '4I i w qZ= _{p s for rigid struct eB \, �L i p =gGCp-q,(GCp,) '4A 088254 �. MWFRS-Wind Parallel to Ridge n'O .S ��P� 0 17/18 Walls Windward r P= ( 22,37 psf x 085 x 0 8 )- 22,37 psf x 0.18 ) = 11.2 psf P= ( 22.37 psf x 0.85 x 0.8 )- 22.37 psf x -0.18 ) = 19.2 psf Leeward P= ( 22.37 psf x 0.85 x -0.2 )- 22.37 psf x 0.18 ) _ -7.8 psf P= ( 22 37 psf x 0.85 x -0 2 )- 22.37 psf x -0.18 ) = 0.2 psf Roof Windward P= ( 22 37 psf x 0.85 x -0.90 )- 22.37 psf x 018 ) _ -21.1 psf P= ( 22.37 psf x 0.85 x -0.90 )- 22.37 psf x -0.18 ) _ -13.1 psf Leeward P= ( 22.37 psf x 0.85 x -0.90 )- 22.37 psf x 0.18 ) _ -21.1 psf P= ( 22,37 psf x 085 x -0 90 )- 22.37 psf x -0.18 ) _ -13.1 psf Overhang Pressure p=gGCpwindwardroof+gGCpwmdwardwall P= ( 22,37 psf x 0.85 x 0.80 )-( 22 37 psf x 0.85 x -0.90 ) = 32.3 psf V� APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA APPROVED JOB SI-17-0617 DATE ��17�18 SHEET NO 13D OF 33 PFS CORPORATION CALCULATED BY DB DATE 7/2/2018 Bloomsburg, PA CHECKED BY DATE Shear Connections-C&C Roof Pitch = ;_ 0.25:12 Roof Height= F-2-'-,ft Roof Span= { 15.75 ift 3 Sec Gust Wind Speed, V= i 135 'I mph Wind Exposure= C Max Wall Height= r� 9 ift Wind Imp. Factor, I = !- -- End Zone Length = 9.48 "ft Building Length, L= F118.5 i ft Floor/Ceiling Depth= 2.2�ft Mean Roof Height, h = 25 ift Building Width, B= i 29.75 ift qz= 0.00256KzKztKdV21LC Load Case Factor, LC = 0.6 KZ= 0.94 Per Table 30.3-1 from 7-10 and per table 6-3 from 7-05. (For 7-05 use highest value from case 1 and case 2 ) KZt= -1 - ��'!- I ------i 0 G \��13lLLf/�Cs a � Kd= 0.85 , Per Table 26.6-1 from 7-10 and per table 6-4 from 7-05. �4 L-_ _ r w{ice: 3 cc Lu -- -i qZ= 22.37 psf v Cn 0 06 p=gGCp-q,(GCp,) C ~S ,_N?j' 07/1 118 F- G = 0.85 f for rigid structures Walls _ Per Figure 30 6-1 7-10 and per Figure 6-17 7-05 Cp4+= i-0.90 ; Zone 4 Positive Cp4_= M -0.99 I Zone 4 Negative CpS+_ 0.90 I Zone 5 Positive Cps-= I -1.25 Zone 5 Negative Roof Per Figure 30.4-2A,B&C 7-10 and per Figure 6-11 B,C&D 7-05 C - ( 0.44 Zone 1 Positive C - X0.44 Zone 1 OH Positive Cpl.- I � ptoh+- I Cpl__ -0.87 Zone 1 Negative Cpl oh-_ -0.87,1 Zone 1 OH Negative Cpz+= 10.44 Zone 2 Positive Cp2oh+= 0.44 Zone 2 OH Positive Cpl__ ' 1.54 ( Zone 2 Negative Cp2oh__ -2.20 ; Zone 2 OH Negative Cp3+= I 0.44 Zone 3 Positive Cp3on+_ 0.44 Zone 3 OH Positive C133-_ X2.41 J Zone 3 Negative Cp3oh__ f -3.31 { Zone 3 OH Negative GCp,= t 0.80.ii APPROVED JOB SI-17-0617 W ��1��1g SHEET NO 13E OF 33 DATE CALCULATED BY DB DATE 7/2/2018 PFS CORPORATION CHECKED BY DATE Bloomsburg, PA Shear Connections -C&C Roof Pitch = 1 0.25:12 I Roof Height= 2 jft Roof Span = 15.75 Eft, 3 Sec Gust Wind Speed,V=vL_135 ,mph _ -J Wind Exposure= C Max Wall Height= F 9 ft i Wind Imp. Factor, I = �-"-- ---- End Zone Length =X9.48 ft Building Length, L= 118.5 ft ,01 0 Floor/Ceiling Depth= 2.2` ft Mean Roof Height, h = ; 25 . �,����, ��s Building Width, B= L29,75 ft Load Case Factor, LC= �, vefl I u q,= 22.37 i psf G = C 0.85 for rigid' str�k -rs �o0B6254 p =gGCP-q,(GCp,) �F S �R� 07/1718 Walls Zone 4 P= ( 22.37 psf x 0.85 x 0.90 )- 22.37 psf x 018 ) = 13.0 , psf P= ( 22,37 psf x 0.85 x 0.90 )- 22.37 psf x -0.18 ) = 21.1 psf P= ( 22,37 psf x 0.85 x -0.99 )- 22.37 psf x 0.18 ) _ -22.8 psf P= ( 22.37 psf x 085 x -0.99 )- 22.37 psf x -0.18 ) _ -14.7 psf Zone 5 P= ( 2237 psf x 0.85 x 0.90 )- 2237 psf x 0.18 ) = 13.0 psf P= ( 22.37 psf x 0.85 x 0.90 )- 22.37 psf x -0.18 ) = 21.1 psf P= ( 22,37 psf x 0.85 x -1 25 )- 22.37 psf x 0.18 ) _ -27.8 psf P= ( 22.37 psf x 0.85 x -1.25 )- 22.37 psf x -0.18 ) _ -19.8 psf Roof Zone 1 P= ( 2237 psf x 0.85 x 0.44 )- 22.37 psf x 0.18 ) = 4.3 psf P= ( 22.37 psf x 0.85 x 0.44 )- 22.37 psf x -0.18 ) = 12.3 psf P= ( 22.37 psf x 085 x -0.87 )- 2237 psf x 0.18 ) _ -20.5 psf P= ( 22.37 psf x 0.85 x -0.87 )- 22,37 psf x -0.18 ) _ -12.5 psf Zone 2 P= ( 22.37 psf x 0.85 x 0.44 )- 22.37 psf x 0.18 ) = 4.3 psf P= ( 22.37 psf x 0.85 x 0.44 )- 22,37 psf x -018 ) = 12.3 psf P= ( 22.37 psf x 0.85 x -1.54 )- 2237 psf x 0.18 ) = -33.3 psf P= ( 2237 psf x 0.85 x -1.54 )- 22,37 psf x -0.18 ) _ -252 psf Zone 3 P= ( 22.37 psf x 0.85 x 0.44 )- 22.37 psf x 0.18 ) 4.3 psf P= ( 22.37 psf x 0.85 x 044 )- 22.37 psf x -018 ) = 12.3 psf P= ( 22,37 psf x 0.85 x -2.41 )- 22.37 psf x 0.18 ) _ -49.8 psf p= ( 22.37 psf x 0.85 x -2.41 )- 22.37 psf x -0.18 ) _ -41.7 psf JOB SI-17-0617 SHEET NO 13F OF 33 ` CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections-C&C Roof Pitch = 0.25:12 Roof Height= 2 ft Roof Span= i 15.75 ft. 3 Sec Gust Wind Speed, V= 135 i mph Wind Exposure Max Wall Height= 1 9 - jft Wind Imp. Factor, I = M9 End Zone Length = 9.48 f ft Budding Length, L= 118.5 °ft Floor/Ceding Depth = 2.2 Ift Mean Roof Height, h = ; 25 Ift Building Width, B= 29.75 ft Load Case Factor, LC= 1 0.6 qZ= i 22.37 psf G = 0685 ! for rigid structures p=gGCP-q,(GCp,) F - APPROVED `st:>a'J DATE 7/17/18 a PFS CORPORATIONe`r, Oe625' �' Bloomsburg, PA 't7 �`�� 07/17/18 Roof OH Zone 1 OH P= ( 22.37 psf x 085 x 0.44 )- 22 37 psf x 018 ) = 4.3 psf P= ( 22 37 psf x 0.85 x 0.44 )- 22.37 psf x -018 ) = 12.3 psf P= ( 22.37 psf x 0.85 x -0.87 )- 22,37 psf x 0.18 ) _ -20.5 psf p= ( 2237 psf x 0.85 x -087 )- 2237 psf x -018 ) _ -12.5 psf Zone 2 OH P= ( 22,37 psf x 0.85 x 0.44 )- 22.37 psf x 0.18 ) = 43, psf P= ( 22,37 psf x 085 x 0.44 )- 22,37 psf x -0.18 ) = 12.3 psf P= ( 22,37 psf x 0.85 x -2.20 )- 22,37 psf x 0.18 ) _ -45.9 psf P= ( 22.37 psf x 085 x -2.20 )- 22,37 psf x -018 ) _ -37.8 psf Zone 3 OH P= ( 22.37 psf x 0.85 x 044 )- 22.37 psf x 0.18 ) = 4.3 psf P= ( 22,37 psf x 085 x 0.44 )- 2237 psf x -0.18 ) = 123 psf P= ( 2237 psf x 0.85 x -3.31 )- 2237 psf x 0.18 ) _ -670 psf p= ( 2237 psf x 0.85 x -331 )- 22.37 psf x -0.18 ) _ -59.0 psf JOB SI-17-0617 SHEET NO 14 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections-Wind (cont'd) Reference Sheet 13 for wroof& wfloor calculations Total Shear Capacity Requirements Wind Perpendicular to Ridge Wind Parallel toRidge wroof = �- 132_7 plf wroof = I o4 109 'plf wfloor= 218 plf wfloor= { 2,18 Of I__._ L= 118.5 ft. B=1 29.75 ft Vroof=wroof x L= 15646 f Ib wroof=wroof x B= 3234 .�Ib Vfloor=wfloor X L= 25826'Ib Vfloor=wfloor X B=; 6484 i Ib Shear Tranfer Connection Capacity Requirements vroof=Vroof/2/B= 263 plf vroof=Vroof/2/L= 14 plf vfloorl =Vroof+Vfloorl /2/B= 697 'plf vfloorl =Vroof+Vfloor/2/L= 41 plf vfloor2=Vroof+[2 x(Vfloor/2/B)]= 420 plf vfloor2=Vroof+[2 x(Vfloor/2/L)] _ 68 p plf I s CK: s�6A 086250 C1 S ��� 07/17/18 APPROVED _ DATE 7/17/18 PFS CORPORATION — Bloomsburg, PA APPROVED JOB SI-17-0617 DATE 7/17/18 SHEET NO. 15 OF 33 PFS CORPORATION CALCULATED BY DB DATE 7/2/2018 Bloomsburg, PA CHECKED BY DATE Shear Connections-Seismic(cont'd) Total Shear Capacity Requirements-Seismic Seismic Design Category= T B Weights: Factors Wroof= 59931 Ib R= 6.5 , !Table 12.14-1 Wswall= 28440 Ib Fa= i 14 Section 12.14.8.1 Wewall= 7140 Ib F= 1'1 Section 12 14.8.1 Wgable= '( 1785 i Ib SDS= I 032 i Secction 114 1 Wfloor= 88134 lb 1 = _1_00, 'Seismic Importance Factor i WtotaI Ib 0 Seismic Base Shear,V- Section 12.14 8 1 r u6y'.`tai cc C7 f gi 111 w V= F X SDs X WOW X 1 10042 Ib .-Zr R �(0Q®625) 7/17/18 Vertical Distribution, Fx Section 12.14 8 2 FX = w,t x V Wtotal Fx.roof= 3246 jib Floor Diaphragm Load= L 10042 Ib Fx floor1 = 6215 i Ib Fx floor2= 10042 j Ib i L--- Diaphragm Unit Shear Capacity Requirements B I ft L= 118.5 'ft Perpendicular to Ridge Wind Parallel to Ridge vroof=Fx roof/2/B= —55 �i plf vroof=Fx.roof/2/L=� 14 i pif 1 st floor down from roof vfloor1 =Fx.floor1 /2/B= 104 pif vfloor1 =Fx.floor1 /2/L= 26 plf vfloor2=Fx.floor2/2/B= 169 plf vfloor2=Fx floor2/2/L= 42 i pif 1 ' JOB SI-17-0617 SHEET NO 16 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections(cont'd) Reference Sheet 14& 15 for Vroof calculations Shearwall Unit Shear Capacity Requirements Shear Perpendicular to Ridge 1 st Story Shear Wall Wall Length Available for Full Height Sheathing r- ------ -- Bline_41 14.33 rft. %line_4= f 48 i Bline_7i 7.00.lft. %line_7= ! 24 Shearwall Unit Shear Capacity Vwall line_4= (Vroof+Vfloor)/2 Bline_4 --- Vwall line 4= t 0 �— r---- _ l 5017 + 1 3487 I Ib 14 33 I ft. I I 0 0 I Ib-- -- --� /(2 x --- -- ) Vwall line 4= 1 297 pif ;Wind Controls Vwall line-7= (Vroof+Vfloor)/2 Bline 7 Vwall line_7= 0_ -V-1 4093 Ib + i 0 Ib /(2x i 7 00 ?ft.) Vwall line_?_ 292 plf Wind Controls cr LU Colo 086250 G= ' '0 -S � 07/17/18 -- `----__._ APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 17 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shear Connections (cont'd) f{ t 1 ���°�� a►� �b�s �FSJ/, APPROVED DATE! 7/17/18 t,• v'g. , w PFS CORPORATION Z --t Bloomsburg; PA CI S 07/17/18 Shear Capacity of 1 st Story Perforated Shearwall Assembly Percent Full Height Sheathing Wind Perpendicular to Ridge %line 4, ,_.48___._r__-_--_._._._n-- —, i %line 7 24 <25%, must use Segmented Shearwall Design Maximum Unrestrained Opening Height 1 st Story Wall Height- �,ft. Wind Perpendicular to Ridge Hline_4, 72 ",in. Hline_7L_84 in. Perforated Shearwall Capacity Adjustment Factor Wind Perpendicular to Ridge Fline_4- 60 6 Fline_7 N/A - ! JOB SI-17-0617 SHEET NO 18 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shearwall Design Note: Gable wall studs at roof level must be same, size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. Shear Capacity of Segmented Shearwall Assembly Framing Species Specific Gravity G'= L-.0 42 ' 1 st Story Wall-line_4 SEGMENTED 7/16"OSB w/0.131"x2.5"nails @ 4"o.c. panel edge& 12"o.c.field nailing (exterior) Tabulated Value= 349 plf vs= 1 40 (Tab.Value) _ ( 488 plf Vs= 0 plf Shear Capacity of Shearwall Assembly Vs = 488 i plf + r 0-I plf 488 plf > s-297 r plf 10K;, �_------_� 1 st Story Wall-line_7 SEGMENTED 7/16"OSB w/0.113"x2" nails @ 4"D.C. panel edge& 12"o.c. field nailing (exterior) Tabulated Value= 248 plf vs= 1.40 (Tab.Value) _ 347 ;Of 0 plf Shear Capacity of Shearwall Assembly Vs = F- 347 plf- + 0 V i plf = 347 i plf > ; 292 plf OKj �. E31 LO 0 r a ��fii W `Q 0$8253 � 07/17/18 F APPROVED 7/17/18 r-- PORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 19 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Diaphragm Chords Check Tensile Strength of Top Plate to Transfer Chord Force- Tensile strength controls vs. compressive --- — ---- -- --- 2x6 SPF#3 ; Sample Calculation Nominal Tensile Stress Ft= 250 psi ANSI/AF&PA NDS Table 4A/4F Load Duration Factor CD= 1.6 ANSI/AF&PA NDS Table 2.3.2 Size Factor CF= 1.5 ANSI/AF&PA NDS Table 4A/4F Allowable Tensile Stress Ft= F,CD CF psi ANSI/AF&PA NDS Table 4.3.1 Net Area of Stud A= 8.25 ;in Allowable Tensile Load Double 2x4-With Splices P; = Ft A= 13150 ;Ib Double 2x4-No Splices 6300"--'Ib Double 2x6-With Splices Pt = F;A= 4290 !Ib Double 2x6-No Splices i 8580 !Ib Double 2x10-With Splices Pt= Ft A= 5550 i.Ib Double 2x10-No Splices 1'11001Ib Z= 131.2 ;Ib 0.131"x 3.0" Nails Minimum splice lap where splices are allowed = 4 ft t j -1 i 1 st Floor ___ Endwalls T= 42 52)b Double 2x6 Top Plate-No Splices • - f E,I31 L f � O L F- 0 6253 - 0D&253 4 07/17/18 APPROVED DATE 7/17/18 F_ PFS CORPORATION— Bloomsburg, PA k i JOB SI-17-0617 SHEET NO 20 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Shearwall Design (conVd) Shear Capacity of Perforated Shearwall Assembly v=vs x Perforated Shearwall Capacity Adjustment Factor 2nd Story Walls 2nd Story Wall Height- 9 ft. G.._. ...._..s-__..-.._...__.-�.,___,_.._... .-._...... m.._.-_......__ ._.. .i...._... .—......__........Ha_µ_._—v,_v_ L------- i f 5 1 st Story Wall 1 st Story Wall Height- ft. Shear Perpendicular to Ridge — �.�_________ vline_4. 488 plf x 0.66 323 plf, > '297 plf OI< iIMust Use Segmented Shearwall Design,vline_7 _347 i_ NGI Note: Perforated Capacity limited to 490pif for Seismic and 686pif for wind O� 131LLIN000 cc 0 �j^ i1 w 086250 OF � � 07/17/18 APPROVED DATE F7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 21 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Reference Page 22 for Stud Capacity Example Calculation. Overturning Connections Check Capacity of Dead Loads to Resist Overturning Loads Length of side(1-1)(house width)= 129.75 .ft. Length of side(L2)(house length) _ 118..5 Ift. Dead Load Resistance to Overturning-line-4&line-7- Dead ine7Dead Load = 65 plf Dead Load (Length to Overturning @ Pivot Point/2) =j 966-ii lbs 0 60 = 1, 580 Return Wall Dead Load = k —A �"0.60 = 0 _._- (( _I , s Required Holddown Capacity T=v x h Segemented T=v x h/.Co Perforated 1 st Story Module to Foundation-line_4 SEGMENTED ? Wind Controls T= 297 plf x 2671 Ib + Ib ; 0 lbs DL= i 2671 Ib Connector:;Simpson Strong-Tie STHD14RJ Fastener Iw/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 lb 1 st Story Module to Foundation-line_7 i _SEGMENTED a Wind'Controls T=T 292 i Of x f 9.0 `ft. / 1. = 1-26311 Ib -+ Ib E 0' lbs DL; 2631 .alb �___ I . I_ -- _ I , 1 _ _ , _ _ _ . . Connector.jSimpson Strong-Tie STHD14RJ Fastener_:;w/ 1/2 in min concrete cover and (30) 16d sinkers, locate 1.5in from corner Allowable Load 5345 Ib U j) APPROVED i Qx S � 07/17/18 DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 22 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY D G O� NEVV C9 u� Overturning Connections(cont'd) � ''r( 4r1 w Check Tensile Strength of Studs to Transfer Overturning Loads-Sample`C'alc�latlo U8825a fie, 0 , g ��� 07/17/18 (1)_ 2x6 ---- --- SPF#3 - -- - --- Nominal Tensile Stress Ft= ff- 250 i psi ANSI/AF&PA NDS Table 4A Load Duration Factor CD= 1.6 ANSI/AF&PA NDS Table 2.3.2 Size Factor CF= j 1.0 ANSI/AF&PA NDS Table 4B Allowable Tensile Stress F; = Ft CD CF- i 400 ;psi ANSI/AF&PA NDS Table 4.3.1 Net Area of Studs A= F 8.25 J€in SFS/ APPROVED Allowable Tensile Load P� = Ft A= 33 0M 0 ;lb DATE 7/17/18 -- PFS CORPORATION Built up Column Fastening Requirement Bloomsburg, PA Assume Typical Connection made with 0.131"x 3.0" Nails Specific Gravity of Member Stud Height= ( 9 !ft _ L - -- � G = 0.42, Thickness of Member is= 1.50 in. Lateral Capacity Z= ( 82 lbs ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI /AF&PA NDS Table 2.3 2 Allowable Lateral Capacity Z' = Z CD = L131 i Ib ANSI/AF&PA NDS Table 10.3.1 Required Spacing for two rows staggered = (Capacity x #of rows) / (Stud Cap. / Stud Height) x (ft to in conversion) ($ 131 ,Ib x f2--') / (L 3300 / 9 tft ) x (F 21 in / ---� L �_ - jib L8 ;in o.c. JOB SI-17-0617 SHEET NO 23 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Sliding Connections _ Roof Pitch= 0.12 Wall Height= 9 ;ft Roof member spacing= E 16 in o.c 3 Sec Gust Wind Speed = 135 -imph Wind Exposure Load from wind on Wall Wall Horizontal Pressure= 119.46 f psf See page 13 Wind Load = Wall Press x(Wall Height/2) Wind Load = E87.57'plf Load required to be transferred to sidewall diaphragm chord Load to in sidewall dia hra m chord = i r^-- p _g 1623 j Ib See pages 14& 15 Length of Unit= L118^5-;ft Load along sidewall in diaphragm chord =sidewall diaphragm chord load/length of unit Load along sidewall in diaphragm chord= Of Req. Roof to Wall Load = Max(wind load,diaphragm chord load)x roof mem spacing= Req Roof to Wall Load = f 116 8 Ib CIC 4 fij� 0862513 ! o S , cA 07/17/18 - i I rAPPROVED 7/17/18 PORATIONburg, PAy JOB SI-17-0617 SHEET NO 24 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE No Alternate Connection fl 08 63 2 " 07/17/18 ' r APPR®VED 7/17/18 PORATION burg, PA JOB SI-17-0617 SHEET NO 25 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Slidinq Connections (cont'd) p r N ''try r�01L!/ ,y +a Design 1st Story Module to Sill Plate Connection ��� �V, `5} Assume Typical Connection made with 5: , ,i ! w !0.131"x 3"toenails. 86 50 Specific Gravity of Member S N� 07/17/18 „ T----- G= 0.42 J Thickness of Member is= ! 1.50 in. Nominal Lateral Capacity of Nails in Single Shear Z= D2I Ib ANSI/AF&PA NDS Table 11 N Load Duration Factor CD= 1.6 ANSI/AF&PA NDS Table 2.3.2 Toe-Nail Factor Cts = F0.83- ANSI /AF&PA NDS 11.5.4 Allowable Lateral Capacity of Nails In Single Shear Z' = Z CD Ctn = 109 ;Ib ANSI /AF&PA NDS Table 10.3.1 a 1 st Story to Sill Plate Connection-line-4&line-7 v=Vfloor2= 420 j plf Ref Sheet I`14 & 15 r-- - Connection: 0_,131"x 3"toenails. '@ ; 3�"o.c. ' I , I _ APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA JOB SI-17-0617 SHEET NO 26 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Sliding Connections Cont'd 1 y F IL.L//y Lu Uj i Q`a C)q 06625 tt` �� 07/17/18 Design Alternate 1 st Story to Sill Plate Connection 1 st Story to Sill Plate Connection-line-4&line__7 v=Vfloor2 =� 420 :pif Connector:'Simpson Strong=Tie LTP4 - Fastener (l 2) 0._131 in x 1 1/2in nails Allowable Load = 575 Ib Req'd Sliding Req'd Load Spacing 420 "plf '16, ;in. _ t APPROVED — - DATE 7/17/1 i w PFS CORPORATION Bloomsburg, PA r - 7 APPROVED JOB SI-17-0617 DATE 7/17/18 SHEET NO 27 OF 33 PFS CORPORATION CALCULATED BY DB DATE 7I2/2018 PFS CORPORATION Bloomsburg, PA CHECKED BY DATE Anchor Bolt Spacing OK Sliding Connections (cont'd) _ Sill Plate to Foundation Connection-line-4 Connection: 1/2 "dia.Anchor Bolts @ 30 "o.c. Design Sill Plate to Foundation Connection Assume 1/2 ,i"dia.Anchor Bolts Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 055 Thickness of Sill Plate is= ( 1.50--lin. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E Z„= 680 Ib 0 Nt w Load Duration Factor HILL/% 0 ANSI/AF&PA NDS Table 2.3.2 CD= 1-6-- , ' Ilowable Lateral Capacity for Bolt in Single Shear Parallel to the Grain �__ ANSI/AF&PA NDS Table 1031 Z' - Zu C 88 . . I Ib - D110 = w LIU U®625 4,a _______ v Vfloor2= 420 plf Ref. Sheet i_14& 15 ! • n'�F,.S �" N�' 07/17/18 -------• Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 420 !plf x 30 "o.c. = 1050 Ib CSI = Load at anchor bolt/Z' CSI Shear=> CSI = 1050 Ib / 1088 11b 0.97 y Check Compression Perpendicular to the Grain 1/8in thick min. washer required i Uniform Uplift Load=Max of uplift load at_foundation from roof and uplift load from perforated shearwall if applicable 0 -k If See a e4 and F 0 See page 18Uniform Uplift Load =Maxof - lf Uniform Uplift Load= 0 --.-jplf Concentrated Uplift Load= Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = _ 0 Of x 30 "o.c. Concentrated Uplift Load = 0 ;Ib Allowable Compression Stress Perpendicular to the Grain F,�L _ 565 psi ANSI/AF&PA NDS Table 4B -- - Tryi 2 "square washerw/; 1/2 "Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Tr/4) (0.5+ 1/16)-2) _ 3 3/4,;int Allowable Compression Load Perpendicular to the Grain Pc-L = Fel AWasher= 565 ;psi x 3.751 i inz = 11{ 21201b CSI Uplift=> CSI = Load at anchor bolt/Pepera = 0 Ib / ( 2120 Ib = 0.00 Total CSI =CSI shear+CSI uplift= 0.97 + 0.00 = 0.97 OKI APPROVED JOB SI-17-0617 DATE 7/17/18 SHEET NO 27A OF 33 PFS CORPORATION CALCULATED BY DB DATE 7/2/2018 Bloomsburg, PA CHECKED BY DATE Anchor Bolt Spacing OK Slidinq Connections (cont'd) Sill Plate to Foundation Connection-line 7 Connection: i 1/2 i"dia.Anchor Bolts @ 12 "O.C. Design Sill Plate to Foundation Connection Assume L 1/2 �" dia.Anchor Bolts. Anchor Bolts shall be provided within 12"of the ends of each sill plate section, but no closer than 4"from the ends. Minimum 2 bolts per sill section. Specific Gravity of Sill Plate G = 0.55 Thickness of Sill Plate is= 1.50 in. Nominal Lateral Capacity for Bolt in Single Shear Parallel to the Grain ANSI/AF&PA NDS Table 11 E Z„= 680 Ib �V - Load Duration Factor 31LL1lVQ 0 ANSI/AF&PA NDS Table 2.3.2 CD= 1.6 lovable Lateral Capacity for Bolt in Single Shear Parallel to the Grain w ANSI/AF&PA NDS Table 10.3 1 Z = Z„ CD= 1088 Ib CA 08625 . S_.. O S SPL 07/17/18 Vfloor2 = 420 Of Ref. Sheet , 14& 15 Load at anchor bolt= Vfloor2 x Anchor Bolt Spacing Load at anchor bolt= 420 plf x 12 "o.c. = 420 Ib CSI = Load at anchor bolt_/_Z'_ CSI Shear=> CSI = 420 Ib / 1088 ;Ib = 0.39 - - Check Compression Perpendicular to the Grain 1/8in thick min. washer required Uniform Uplift Load=Max of uplift load at foundation from roof and uplift load from perforated shearwall if applicable. Uniform Uplift Load = Max of 0_ i plf See page 4 and f -� plf See page 8 r-- Uniform - -}— Uplift Load= L_ 0 f plf Concentrated Uplift Load= Uniform Uplift Load x Anchor Bolt Spacing Concentrated Uplift Load = 0 plf x 12 "o.c. Concentrated Uplift Load= 0 Ib Allowable Compression Stress Perpendicular to the Grain Fcj- _ ,--565 ;psi ANSI/AF&PA NDS Table 4B Try; 2 "square washer w/, 1/2 ""Anchor Bolt(Assume 1/16"oversized hole) Area of Washer Awasher= 2 2 -((Ti/4) (0.5+ 1/16)^2) = I_3 3/4 ',in 2 Allowable Compression Load Perpendicular to the Grain Pc-L = Fel Awasher= 565 psi x j_3.751 y in = 2120 ;Ib CSI Uplift=> CSI = Load at anchor bolt/P,perp = 0 Ib / 2120 11b = 000 Total CSI = CSI shear+CSI uplift= 0.39 + 0.00 = 039 (OK� JOB SI-17-0617 SHEET NO 28 OF 33 r CALCULATED BY DB DATE 7/2/2018' CHECKED BY DATE Design Summary Location Connection Wall Force Spacing Reference 7/16"OSB/PLY overlap floor rim joist min.3" 1 st Story Wall Stud to Floor 0.1131n x 21n nails Sheet 5 H Band Connection line-4 0 plf 6 In o.c CUse 2 rows of fasteners along bottom edge of panel line-7 0 plf 6 in o.c. C C � O V 7/16"OSB/PLY overlap sill w plate 1 5" .Q M Floor Band to Sill 0 1131n x 21n nails Sheet 6 Plate Connection Use 1 row of fasteners along line-4 0 plf 3 in o c. bottom edge of panel line_? 0 plf 3 In o c Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. IN t� A,,, cc C) I f {;`Y W {T1 :lL: V'; MJ r�{1�'i til A SOF• 07/17/18 F.s . APPROVED DATE 7/17/18 PFS CORPORATION Bloomsburg, PA � � � � JOB GI-17'0617 ` SHEET NO 28 OF 33 CALCULATED BY OB ovTs 7/2/2018 CHECKED BY oArs � Location Force Exterior Panel Interior Panel Reference 07/17/18 M field nailing(exterior) Segmented 292 plf 4"o c panel edge&12"o c field Sheet 18 Segmented nailing(exterior) APPROVED DATE 7/17/18 PIFS CORPORATION Bloomsburg, PA Note: 8d nails=0.131"x 2.5". 10d-nails 0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device maybe substituted for any connection device listed Staples and Toe-Nails may not be used in Seismic Zones worse than C. Gable wall studs at roof level must be same,size, species and grade as wall below. They must also be sheathed and fastened the same as wall below. � ` JOB SI-17-0617 SHEET NO 30 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Design Summary(con'd) Note. Corner Studs&Built up Column Studs to be fastened together w/2 rows staggered of 0.131"x3" Nails at 8 in o.c. Location Force Connection Fasteners Required Reference f ov N � S s. ' 07/17/18 c 0 a� c c 0 U C 1 st Story Module to C Foundation-line-4 Simpson Strong-Tie 1/2 in min concrete cover and L 2671 Ib (30)16d sinkers, locate 1 51n Sheet 21 STHD14RJ from corner d 0 1st Story Module to Foundation-line-7 Simpson Strong-Tie 1/2 in min concrete cover and 2631 Ib STHD14RJ (30)16d sinkers, locate 1 5in Sheet 21 from corner S . APPROVED DATE 7/17/18 FS CORPORATION Bloomsburg, PA Note: 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB SI-17-0617 SHEET NO 31 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Design Summary(con'd) An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. All fasteners into sill plate must be corrosion resistant. Location Force Connection Fasteners Required Reference N C O V d C O O� APPROVE {, ,,--x- w DATE PFS CORPORATIOF 1 010. 09625 Bloomsburg, PA dF S 07/17/18 0 131"x 3"toenails. 1 st Story to Sill Plate 420 plf @ 3 in OC N/A 25 Connection-line—4&line—7 Note: 8d nails=0.131"x 2.5'; 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25" unless otherwise noted JOB SI-17-0617 SHEET NO 32 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Design Summary(con'd) APPRO DATE o 7/17/18 PFG IZAT-16N 11 �. Bloomsburg;-PA71 � &2_��� 0,C S V 07/17/18 Location Force Connection Fasteners Required Reference 420 plf sliding 2"square washer w/1/2"Anchor 30 in OC Sill Plate Foundation and Bolt(Assume 1/16"oversized hole) @27 W Connection-line-4 0 0 plf uplift 1/81n thick min.washer required v 420 plf sliding 2"square washer w/1/2"Anchor d Sill Plate to Foundation@ 12 in OC Bolt(Assume 1/16"oversized hole) 27A C Connection-line-7 O 0 plf uplift Min thick min washer required U C O V C O LL 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.139"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. JOB SI-17-0617 SHEET NO 33 OF 33 CALCULATED BY DB DATE 7/2/2018 CHECKED BY DATE Design Summary(con'd) Location Force Member Sizes Splice Conn. If Req. Reference 1st Floor Double 2x6 Top Plate-No Splices W 4252 Ib Sheet 19 Endwalls O t M ( � t CL Ag FS APPROVED ',' i DATE 7/17/18 �� f PFS CORPORATION Bloomsburg, PA o Minimum Lumber Grade and Species is SPF#3 Unless Noted Otherwise Minimum Splice Length is 4 ft 8d nails=0.131"x 2.5", 10d nails=0.148"x 3"& 16d nails=0.131"x 3.25"unless otherwise noted An equal or better connection device may be substituted for any connection device listed. Staples and Toe-Nails may not be used in Seismic Zones worse than C. � 1 R" E Al Fm qZ DO 01 N 10 1965 MULBERRY STREET CUTCHOGUE, NY 11935 CONTRACTOR: STRUCTURAL CONSULTANT MODERN GREEN HOME 2408 MONTAUK HIGHWAY BRIDGEHAMPTON NY 11932 (631) 899 4225 SURVEYOR: PRE FABRICATION: Architect's Notes No. Issue Date 01 PERMIT D CK/POOL PLAN 06.1 38'-5" :Aat�c- c)rNL WOOD DECK5' 6" 5 POOL T-6" 2'-6" 2' 3' 1560SF — Lights Scuppe s — 30' 5/4"x4" DECK BOARD (TYP) 1 " o POOL 10" P.C. SONOTUBE SET @ 36" MIN. ° ��Z,ED A RC ' ;� DEPTH ON UNDISTURBED SOIL (TYP) A g"t " 15x30 �� �\�PY O r Jets } — 2 P.T. 2x8 FLUSH GIRDER RATED FOR 1 GROUND CONTACT (TYP) L A 3 03713 �O FOF NES T— J P.T. 2X6 BLOCKING @ MIDSPAN (TYP) 30' / — — 2x8 P.T. D.J. @ 16" O.C. (TYP) zz'-s 112" Qr �., �,, w,-, ,, `;, PROVIDE EXTERIOR RATED JOIST Deck Framing / POOI HANGERS @ ALL FLUSH CONNECTIONS �f -J� cc 4 — (TYP) POOL PLAN 2 SCALE: 3/16" = 1'-011 .�. .� .j. .� Plan FASTEN P.T. 2x10 FLUSH DECK — . . .. . . . .. . .... . . .. LEDGER(S) (RATED FOR GROUND — — CONTACT) TO FOUNDATION WALL W/ i (2) ROWS OF 5/8" DIAM. ANCHOR BOLTS STAGGERED @ 16" O.C. AND SHIM AWAY Al 05 _ I FROM WALL W/ "DECK2WALL" SPACERS _ (TYP) (www.deck2wallspacer.com) — Scale: AS NOTED D03 21'-8" I � I 17'-101 2" Date: 9/6/2018 � ` o e - - ) POOL Drawn By: OZA/ SABBETH ARCHITECTURE D04 � �r W11 W10 I c _ _ _ _ � _ ►� _ _ _ OZA / SABBETf ............ 1' ARCH ITECTUR E ` 2408 MONTAUK HIGHWAY#2A BRIDGEHAMPTON NY 11932 t 1 _ RAMIN PLAN SECTION AA DECK F G 1 SCALE: 3/16" = 1'-0" 3 SCALE: 3/16" = 1'-0" These plans are copyrighted and are subject to copyright protection as an "architectural work"under Sec. 102 of the Copyright Act,17 U.S.O.as amended ,ten Vol December 1990 and known as Architectural Works Copyright Protection Act of199 nn�. The protection includes but is not limited to the overall form as well as the arrangement and composition of spaces and elements of design.Under such protection,unauthorized use of these plans,work or home represented,can legal) �,{ (y` ^ 1 ✓ I result in the cessation of construction or buildings being seized and/or monetary compensation to OZA!SABBETH ARCHITECTURE. 9/6/2018 2:48 PM CONCRETE NOTES 9. WELDING ' OF REINFORCING BARS, ONLY WHEN PERMITTED BY THE 3 MINIMUM ALLOWABLE STRESS AND STIFFNESS CHARACTERISTICS OF MEMBERS ft ft ` `1 ° ft ft - STRUCTURAL ENGINEER, SHALL CONFORM TO THE AMERICAN WELDING DESIGNATED AS LSL MATERIAL SHALL BE AS FOLLOWS: p A ® " 0 1. CONCRETE STRENGTHS.AND TYPES SHALL BE USED IN THE AREAS AS SPECIFIED SOCIETY STANDARD D1.4-79; BARS SHALL CONFORM TO ASTM A706. BELOW,UNLESS OTHERWISE NOTED ELECTRODES FOR SHOP AND FIELD WELDING OF REINFORCEMENT BARS HALL 1.3E LSL 1.5E LSL1.55 LSL CONFORM TO ASTM A233, CLASS E90XX. SCHEDULED OR DETAILED FB= 1700 PSI 2250 PSI 2325 PSI REINFORCEMENT SHALL NOT BE TACK WELD FOR ANY REASON. FC(PARALLEL TO GRAIN)= 1400 PSI 1950 PSI 2050 PSI 158 COUNTY RD 39 STE 10 USAGE 28 DAY MAX SOUTHAMPTON NY 11968 STRENGTH AGG ]FC PERPENDICULAR TO GRAIN)= 680 PSI 775 PSI 800 PSI TEL(631)680 3590 (psi) SIZE 10. DEFORMED BAR ANCHORS SHALL CONFORM TO STANDARD SPECIFICATION FV= 400 PSI 400 PSI 310 PSI FOR DEFORMED STEEL WIRE FOR CONCRETE REINFORCEMENT ASTM A496 WITH E= 1,300,000 PSI 1,500,000 PSI 1,550,000 PSI / \ a. SLAB ON GRADE 4000 S.C. 1" A MINIMUM YIELD STRENGTH OF 70,000 PSI. STANDARD ASTM A615 GRADE 60 REINFORCING BARS MAY NOT BE SUBSTITUTED FOR DEFORMED BAR ANCHORS 4 MEMBERS MAY NOT BE BORED OR NOTCHED WITHOUT WRITTEN PERMISSION b. FOUNDATION AND BASEMENT WALLS 4000 S.C. 1" c.PIERS 4000 S.C. 1" UNLESS PERMITTED BY THE STRUCTURAL ENGINEER. FROM THE ENGINEER. e. RETAINING WALLS 4000 S.C. 1" 11. PROVIDE WELD SMOOTH WIRE FABRIC MINIMUM 6x6-W2.1 x 2.1 IN ALL TOPPING SLABS UNLESS OTHERWISE NOTED. STRUCTURAL STEEL 2. CONCRETE NOTED IN THESE GENERAL NOTES, ON THE DRAWINGS OR IN THE SPECIFICATIONS AS SC OF STONE CONCRETE SHALL HAVE NATURAL SAND FINE 12. PROVIDE#4 AT 12„CENTERS MINIMUM, EACH WAY TOP, IN ALL HOUSEKEEPING � AGGREGATE, NORMAL WEIGHT COARSE AGGREGATES CONFORMING N ASTM PADS SUPPORTING MECHANICAL EQUIPMENT WHETHER SHOWN ON THESE 1. STRUCTURAL STEEL MATERIALS AND WOLK.nIANSHIP SHALL BE IN DRAWINGS OR NOT UNLESS OTHERWISE NOTED. ACCORDANCE WITH THE LATEST AISC " ALLOWABLE STRENGTH C33 AND TYPE I PORTLAND CEMENT CONFORMING TO ASTM C150. DESIGN(ASD) SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS". CONCRETE NOTED IN THESE GENERAL NOTES, ON THE DRAWINGS OR IN THE FRAMING NOTES: 2. MATERIALS: SPECIFICATIONS AS LW OR LIGHT WEIGHT SHALL HAVE EXPANDING CLAY OR SHALE COARSE AGGREGATE CONFORMING TO ASTM C330,NATURAL SAND AND 1. PROVIDE ALL BLOCKING AND SUPPORTS AS REQUIRED FOR FRAMING OF NEW WIDE FLANGE SHAPES: ASTM A992 GRADE 50 TYPE 1 PORTLAND CEMENT CONFORMING TO ASTM C150. LW CONCRETE SHALL AREAS. INSTALL AND REMOVE (AFTER COMPLETION) ALL TEMPORARY AMERICAN STANDARD SHAPES,ANGLES NOT WEIGH LESS THAN 95 NOR MORE THAN 116PCF. SUPPORTS, HEADERS AND DUST SCREENS TO ADEQUATELY SUSTAIN ALL PLATES AND BARS: ASTM A36 j LOADS. STRUCTURAL STEEL TUBING, z 3. ALL CONCRETE SHALL 13E A MINIMUM 4000 PSI @ 28 DAY TEST. RECTANGULAR AND SQUARE ASTM A500. GRADE B(FY=46KSI) 2. ALL WOOD FRAMING NOTED AS 2x MATERIAL TO BE DOUGLAS FIR GRADE 2 OR BOLTS ASTM 325 a- 4. CONCRETE MIXES SHALL BE PROPORTIONED TO RESULT IN CONCRETE SLUMP BETTER. ANCHOR RODS ASTM F1554,GRADE 36 cn U N AT THE POINT OF DISCHARGE AS FOLLOWS WELDING ELECTRODE ASTM E70.'x:X,LOW HYDROGEN 3. WOOD SILLS TO BE 1 (2 x 6) A.C.Q. LUMBER WITH 1/2" DIA. ANCHOR BOLTS 12" SHEAR CONNECTORS 3.14"0 ASTM A-108 a.RAMPS AND SLOPING SURFACES -3"MAXIMUM LONG MINIMUM AT34'-0" O.C.AND 1'-0"AWAY FROM CORNERS. b. FOUNDATION CONCRETE -3"TO 6" 3. ALL BEAMS AND GIRDERS SHALL BE PROVIDED `vVITH FLEXIBLE SHEAR o c.ALL OTHER CONCRETE -3"TO 5" 4. PROVIDE DOUBLE HEADERS, AND TRIMMERS, AND FRAMING AT ALL STAIR CONNECTIONS EQUAL IN VALUE TO THE LOADS SHOWN ON THE AISC SAFE OPENINGS, FLOOR OPENINGS, BATHTUBS, AND ALL POSTS AND PARTITIONS LOAD TABLES PLUS THE PERCENTAGE LISTED BELOW, UNLESS OTHERWISE 5. MIXING, TRANSPORTING AND PLACING OF CONCRETE SHALL CONFORM TO ACI I RUNNING PARALLEL TO FLOOR FRAMING. PROVIDE BLOCKING UNDER ALL NOTED. 301. PARTITION WALLS RUNNING PERPENDICULAR TO JOISTS. a.ALL BEAMS WITHOUT STUD SHEAR CONNECTORS=+35% LIJ 6. THERE SHALL BE NO HORIZONTAL CONSTRUCTION JOINTS IN CONCRETE 5. BRIDGING TO BE EITHER SOLID OR 1 x 3 OR 18 GA CROSS BRIDGING & NOT TO b.ALL GIRDERS WITHOUT STUD SHEAR =+35% c.ALL BEAMS WITH STUD SHEAR CONNNN CONNECTORSECTORS =+65% POURS. ALL CONSTRUCTION JOINTS SHALL BE MADE IN THE CENTER OF SPANS EXCEED A MAXIMUM 8'-0" O.C. d.ALL GIRDERS WITH STUD SHEAR CONNECTORS' =+65% WITH VERTICAL BULKHEADS. THE LOCATIONS OF THE CONSTRUCTION JOINTS SHALL BE APPROVED BY THE STRUCTURAL ENGINEER. ADDITIONAL 6. ALL NON-BEARING INTERIOR HEADERS TO BE 2 (2 x 6) UNLESS OTHERWISE THESE REQUIREMENTS SHALL BE ADJUSTED AS NECESSARY FOR MEMBERS REINFORCING AT CONSTRUCTION JOINTS SHALL BE SPECIFIED BY THE NOTED. THAT SUPPORT OTHER BEAMS. THIS PROVISIiON MAY BE REDUCED ONLY STRUCTURAL ENGINEER, SEE TYPICAL DETAIL. DRAWING SHOWING LOCATIONS WHERE SPECIFICALLY PERMITTED BY THE STRUCTURAL ENGINEER. OF CONSTRUCTION JOINTS SHALL BE SUBMITTED BY THE GENERAL 7. ALL INTERIOR HEADERS SHALL BE(2)2" x 8"UNLESS OTHERWISE NOTED. � CONNECTIONS SHALL BE DESIGNED TO DEVELOP A MINIMUM END REACTION CONTRACTOR TO THE STRUCTURAL ENGINEER FOR REVIEW AND VERIFICATION. 8. ALL STRUCTURAL WOOD SHALL BE KEPT 2" CLEAR FROM CHIMNEYS. OF 6.0 KIPS.USE A MINIMUM OF 2 BOLTS FOR ALL BOL ED CONNECTIONS. Pro�NohthH 7. ALL CONCRETE SHALL CONTAIN A CONCRETE MIX USING A MINIMUM OF 5.0 9. JOIST HANGER TECO CONNECTIONS REQUIRED AT ALL FLUSH STRUCTURAL 4. THE USE OF THE CUTTING TORCH IN THE FIELD WILL NOT BE PERMITTED. SACKS OF CEMENT PER CUBIC YARD. NO FLY ASH SHALL BE USED IN ANY I LOAD CARRYING CONDITIONS, ETC. TO BE BY AN APPROVED MANUFACTURER 5. ENDS OF BEAMS AND WEBS SHALL BE REINFORCED WHERE CUTS OR COPES CONCRETE. ALL EXPOSED CONCRETE TO BE AIR ENTRAINED AIR CONTENT I FOR FLUSH STRUCTURAL FRAMING. WHEN IN CONTACT WI'TH A.C.Q. USE NEW REDUCE STRENGTH BELOW REQUIRED VALUES. SHOULD BE 6 PERCENT'WITH A TOLERANCE OF+/- 1.5 PERCENT. DOUBLE DIP GALVANIZED FRAMING HARDWARE.. 6. WHERE MILLED STIFFENERS ARE REQUIRED, THERE SHALL BE NO WELD 8. GENERAL CONTRACTOR SHALL VERIFY DIMENSIONS AND LOCATIONS OF ALL 10. FRAMING CONNECTIONS FROM EXTERIOR WALL TO ROOF ARE TO BE TIED WITH PLACED AT THE MILLED SURFACES (EXCEPT FOR TACK WELDS OR WHERE SLOTS, PIPE SLEEVES, ANCHOR BOLTS, ETC. AS REQUIRED FOR MECHANICAL FRAME CONNECTIONS. SHOWN OTHERWISE). NO WELD SHALL BE PLACED IN CLIPPED CORNERS OF TRADES BEFORE CONCRETE IS POURED; THESE ITEMS ARE TO BE INSTALLED BY STIFFENERS. GENERAL CONTRACTOR. SLOT AND SLEEVE DRAWINGS SHALL BE SUBMITTED 11. ALL BEAMS MUST HAVE SOLID BEARING TO FOUNDATION, (REFER TO Lj_j BY THE GENERAL CONTRACTOR TO THE STRUCTURAL ENGINEER FOR REVIEW CONSTRUCTION DETAILS). 7. ALL WELDING SHALL BE SUBJECT TO INSPECTION AND SHALL BE IN U AND VERIFICATION. ACCORDANCE WITH THE LATEST MANUALS OF THE AMERICAN WELDING 12. ALL HEADERS EXCEEDING 5'-0" SHALL HAVE A DOUBLE JACK STUD WITH A SOCIETY. NO WELD SHALL START UNLESS AN INSPECTOR ENGAGED BY THE L �-- � 9. NO CONCRETE IS TO BE POURED UNTIL ALL HOLES AND OPENINGS SHOWN ON DOUBT.E KING STUD AND A DOUBLE SILL PLATE. OWNER IS PRESENT (IN THE SHOP AND IN TIM' IFIELD). SHOP DRAWINGS PLANS AND SHOP DRAWINGS ARE REVIEWED AND VERIFIED. APPROVED BY THE STRUCTURAL ENGINEER WITH HEIS STAMP OF APPROVAL OR 13. 'ACQ' DESIGNATION REFERS TO CURRENT ARSENIC-FREE TREATED WOOD AS NOTED SHALL BE PROVIDED TO THE INSPECTION AGENCY. ALL WELDING IS 77� 10. FILL ALL PLUMBING SLOTS WITH CONCRETE OF THE SAME STRENGTH AND TO STANDARDS AND SHALL TAKE THE PLACE OF'CCA'. TO BE DONE BY WELDERS LICENSED IN ACCORDANCE WITH ALL � C THE SAME DEPTH AS THE FLOOR SLAB AFTER PIPING IS INSTALLED UNLESS ► ,- � M REQUIREMENTS OF THE NEW YORK STATE BUI,_,L':':a CODE, AND THE RULES � I ' OTHERWISE SHOWN. 14. FIREBLOCKING SHALL BE PROVIDED IN CONCEALED SPACES OF STUD WALLS AND REGULATIONS OF THE BOARD OF STANDARDS.kND APPEALS. J SLI AND PARTITIONS, INCLUDING FURRED SPACES, AT THE CEILING AND FLOOR 11. PIPES OR CONDUITS PLACED IN SLABS SHALL NOT HAVE AN OUTSIDE LEVELS AND AT H-FOOT INTERVALS BOTH VERTICAL AND HORIZONTAL. g WHERE STEEL MEMBERS ARE REQUIRED TO BE SPLICED AND/OR WHERE NOTED DIAMETER LARGER THAN 1/3 THE SLAB THICKNESS AND SHALL NOT BE SPACED M.C. ON DRAWINGS, THE CONNECTION SHALL BE MADE TO DEVELOP THE FULL CLOSER THAN THEIR DIAMETERS ON CENTER. ALUMINUM CONDUITS SHALL DIMENSIONED WOOD FRAMING NOTES: STRENGTH OF THE SECTION. SUCH CONNECTIONS SHALL NOT INTERFERE WITH NOT BE PLACED IN CONCRETE. ANY ARCHITECTURAL OR MECHANICAL CLEARANCES. Q) 12. NO ALUMINUM SHALL 13E CAST IN CONCRETE. 1 THE STRUCTURAL WOOD STRESS GRADE STAMPED LUMBER SHALL BE GRADED U AS FOLLOWS: 9. SUBMIT SHOP DRAWINGS, ERECTION PLANS, WORK PROCEDURES, AND Q 13. SHOP DRAWINGS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL. QUALIFICATIONS TO THE STRUCTURAL ENGINEER FOR APPROVAL. �-LI WORK SHALL NOT BEGIN UNTIL CONTRACTOR RECEIVES APPROVED SHOP I JOISTS,RAFTERS AND STUDS: T> DRAWINGS. DOUGLAS FIR-LARCH OR DOUGLAS FIR-LARCH(NORTH),NO. 2. 10. FULL PENETRATION GROOVE WELDS ARE TO BE TULT'. ASONICALLY TESTED. FB (BASE)=850 PSI FV(BASE)= 180 PSI 11. ALL CONNECTIONS USING HIGH STRENGTH BOL'T'S SHALL BE TESTED BY 14. ALL CONCRETE MATERIALS AND WORKMANSHIP SHALL CONFORM TO REQUIREMENTS OF THE NEW YORK STATE BUILDING CODE, INCLUDING E(BASE)= 1,600,000 PSI OWNERS TESTING LAB. SUBMISSION OF CONCRETE TEST MIXES. 12. H.S. BOLTS OR WELD' SHALL BE USED IN THE IOLLOWING LOCATIONS: BE POURED UNTIL PLACEMENT OF REINFORCEMENT IS I 2 THE DESIGN OF THE DIMENSIONAL LUMBER MEMBERS AND THEIR CONNECTIONS CANTILEVERED MEMBERS (EACH SIDE), MEMBERS NOTED M.C., AT MEMBERS 15. NO CONCRETE IS TO IS BASED ON THE LUMBER HAVING A MOISTURE CONTENT AT THE TIME OF SUPPORTING MACHINERY OR OTHER MECHANICAL 1JQUIPMENT, AT ALL CHECKED AND APPROVED BY THE STRUCTURAL ENGINEER OF RECORD. j INSTALLATION OF 19%OR LESS. HANGER,POST, STRUT AND COLUMN CONNECTIONS,AI'MEMBERS FRAMING TO COLUMNS AND WITHIN 3'-0"OF COLUMNS. 3 JOISTS OR RAFTERS ARE TO BE INSTALLED WITH"CROWN"UP(I.E.POSITIVE REINFORCING STEEL CAMBER)AND WITHIN 1/2 INCH OF STRAIGHT,END-TO-END ALIGNMENT. 13. WHERE A307 BOLTS ARE USED, THREADS SHALI, BE DISTORTED AFTER (n INSTALLATION TO PREVENT NUTS FROM BACKING OFF. 4 SEVERELY DISTORTED TWISTED BOWED CUPPED CHECKED ETC. LUMBER z 1. ALL REINFORCING STEEL SHALL BE GRADE 60 AND SHALL CONFORM TO ASTM j SHALL NOT BE USED. ( , , , , ) 14. ALL STEEL IS TO BE ERECTED WITH NATURAL CAMBER UNLESS OTHERWISE Q O SPECIFICATION OF DEFORMED AND PLAIN BILLET STEEL BARS FOR CONCRETE t REINFORCEMENT, ASTM A615, STANDARD SPECIFICATION FOR EPDXY-COATED NOTED; KEEP ENDS OF ALL CANTILEVERS UP AS N01'E!?ON DRAWINGS. STEEL REINFORCING BARS, ASTM A775, STANDARD SPECIFICATION FOR 5 NOTCHES IN THE TOP OR BOTTOM OF DIMENSIONED LUMBER JOISTS OR RAFTERS Z FABRICATION AND JOBSITE HANDLING OF EPDXY-COATED STEEL REINFORCING SHALL NOT EXCEED ONE-SIXTH THE MEMBER DEPTH AND SHALL NOT BE 15. STRUCTURAL MEMBERS TO BE PAINTED WITH THE FOLLOWING BARS, ASTM D3963, STANDARD SPECIFICATION FOR EPDXY-COATED STEEL LOCATED IN THE MIDDLE THIRD OF THE SPAN. END NOTCHES SHALL NOT PRIMER; "10-99 TNEMEC PRIMER" MODIFIED ALK�'D RUST INHIBITIVE WIRE AND WELDED WIRE REINFORCEMENT, ASTM A884. DETAILING OF EXCEED ONE-FOURTH THE MEMBER DEPTH. BORED HOLES SHALL NOT BE PRIMER, TNEMEC CO., INC. OR APPROVED EQUAL. (DRY FILM THICKNESS 2.9 TO REINFORCEMENT, ASTM A615. DETAILING OF REINFORCING STEEL SHALL WITHIN TWO INCHES OF THE TOP AND BOTTOM OF THE MEMBER AND THEIR 3.5 MILS) DIAMETER SHALL NOT EXCEED ONE-THIRD THE MEMBER DEPTH,UNLESS uj CONFORM TO THE AMERICAN CONCRETE INSTITUTE DETAILING MANUAL. LL. OTHERWISE NOTED ON PLANS. 2. WELDED WIRE FABRIC SHALL CONFORM TO ASTM SPECIFICATION A185 (70,000 O PSI MINIMUM) AND SHALL BE SUPPLIED IN FLAT SHEETS. ALL WELDING WIRE uj FABRIC SHALL BE LAPPED TWO (2) FULL MESH PANELS ATE ENDS AND SIDES LAMINATED VENEER LUMBER, LAMINATED Z 0. AND TIED SECURELY,UNLESS OTHERWISE NOTED. STRUCTURAL LUMBER AND PARALLEL STRAND U) 3. REINFORCING AND WELDED WIRE MESH FOR SLAB ON GRADE SHALL BE ; LUMBER NOTES: SUPPORTED BY PRECAST CONCRETE CUBES OR BRICK OR CHAIRS DESIGNED �I FOR EARTH BEARING AT A MAXIMUM OF 4'-0" ON CENTER IN EACH 1 LAMINATED VENEER LUMBER(LVL) SHALL BE"MICRO-LAM"AS MANUFACTURED DIRECTION. DEPTH OF SUPPORT SHALL PROVIDE FOR 3/4" TOP COVER TO BY WEYERHAEUSER,"G-P LAM"AS MANUFACTURED BY THE GEORGIA PACIFIC Lu REINFORCING UNLESS OTHERWISE NOTED. I CORPORATION OR"GANG-LAM"AS MANUFACTURED BY THE LOUISIANA PACIFIC CORPORATION.PARALLEL STRAND LUMBER(PSL) SHALL BE"PARALLAM"AS 4. PROVIDE STANDARD BAR CHAIRS AND SPACERS AT 5'-0" CENTERS MANUFACTURED BY WEYERHAEUSER. LAMINATED STRUCTURAL w w MAXIMUM,FOR ALL SLABS ABOVE GRADE. LUMBER(LSL) SHALL BE"TIMBERSTRAND"AS MANUFACTURED BY CD WEYERHAEUSER. 5. DETAILING OF CONCRETE REINFORCEMENT AND ACCESSORIES SHALL BE IN ACCORDANCE WITH ACI PUBLICATION 315,LATEST EDITION. ! 2 MINIMUM ALLOWABLE STRESS AND STIFFNESS CHARACTERISTICS OF LVL AND PSL MATERIAL SHALL BE AS FOLLOWS: 6. SPLICE TOP BARS AT MID-SPAN ONLY AND BOTTOM BARS AT SUPPORT ONLY UNLESS OTHERWISE NOTED. ALL REINFORCING SHALL LAP 36 BAR DIAMETERS LVL PSL MINIMUM AT SPLICES UNLESS OTHERWISE NOTED. FB= 2600 PSI 2900 PSI FC(PARALLEL TO GRAIN)= 2510 PSI 2900 PSI 7. REINFORCING STEEL COVERAGE SHALL BE AS FOLLOWS (SEE SECTION 7.7, FC PERPENDICULAR TO GRAIN) 750 PSI 750 PSI ACI318,FOR CONDITIONS NOT NOTED)UNLESS NOTED OTHERWISE IN PLANS. FV= 285 PSI 290 PSI �OF NFw 08/07/2018 E= 1,900,000 PSI 2,000,000 PSI 144 'I ��P J� � ' A.FORMED WALL 2"BACKFILL SIDE. 3/4"FRONT SIDE oQ ,p B. FOOTING 3" MEMBER SIZES SHOWN ON PLAN(WIDTH X DEPTH) SPECIFIED AS LVL MAY BE * 2 o C.SLABS ON GRADE 3/4"TOP,3"BOTTOM CONSTRUCTED OF MULTIPLE LVL PLIES OR PSL OF THE SPECIFIED DEPTH, D. STRUCTURAL SLABS 3/4" FASTENED TOGETHER BY NAILING OR BOLTING AS REQUIRED. MEMBER SIZES rn ��"' �'._ Lit, � 1 FOLLOWED ONLY BY PSL MUST BE INSTALLED AS A SOLID MEMBER,NOT '7 8. PROVIDE ADDITIONAL REINFORCING AT ALL CONCRETE WALL OPENINGS, SEE BUILT-UP. ��A 097252 Cr,- DETAILS. RUFesSION��. y�r i ftft ftft 0 158 COUNTY RD 39 STE 10 SOUTHAMPTON NY 11968 TEL(631)680 3590 I 118'-7" 40'-72' 31'-02" 4'-34" 19'-11" 12'-102" 16"x16"CONCRETE PIER W/ 16"x16"CONCRETE PIER W/ X-1" 26'-102" F (4)-#6 VERTICAL DOWELS F F F:� (4)-#6 VERTICAL DOWELS [56.5'] AND#3 STIRRUPS AT 12"o.c. AND#3 STIRRUPS AT 12"o.c. — PROVIDE 10" HOOKS ON I I I I ENDS OF#6 BA S 2 I c-ti o 1 F-5.0 I F-5.0 S4 J[51.5'] J S4 _ [51.5'] TOP OF SHELF �' 0- Lo Lo "' I I I EL. =61.3' TOP OF WALLtk I 0-1ti u LL Li ii TOP OF WALL = ' N (51.5'] — 5`' EL. 61.85 vi vi vi vi vi X57 _El.. w �J bN Izz VF-3. � ui N � Q , X3.0, 1 - - - - - - — Q 4 U It Q ��N [51.5] m F-3.0 _�"� Q BEAM AS x x 0 I [51.5'j W PER MAN F. TOP OF SHELF I) _ w [51.5'] L�Q g� 5cn DN �--� r- a 7 I _ vz ' .�� I I EL. -61.3' I- J 4 - N 2 �` u-LLJ o r SLAB ON r o ih Lj QVWF-3.0 I m F-3A a, Q Q I `' SLAB ON I I GRADE I I S4 00 �n N � m � [51.5'] iv Q�� � F-3.0 GRADE L [-3.0] 61.556.5 Q z 5� FLOOR AMING w v) [55.5] 52.9'] N Q 2 AS PER MANUF. �- Q z I TOP OF W ALL Iv FLOOR FRAMING I [51.5 �. TOP OF WALL I AS PER MANUF. r`N m `r m w L ii J Q EL. =61.8 ' la x TOP OF WALL ,r FLOOR FRAMING FLOOR FRAMING EL. =61.85 b VF _ Q Z m I I AS PER MANUF. x AS PER MANUF. —� AS PER MANUF. I EL. =61.85' � � F-6x4 w C= � FLOOR AMING ' QQ o� Q [51.5M FtkI [51.0 SLAB N F-3.0 w 2 g� c�� �� IPNoHh0 m = ,m w No th �- Z 0 E [51 1 SIM. I I � I f'n —� I o � Q 52.9' } �bN ``� Q[ j .1 I I S4 F-3cr- .0 F-3 0 I I I 8 0 Q m w BEAM S L LJ[56.5'1 [56.5'] 156.5'1 J W J ( � Ca Lu � ? PER MANUF. I � Iv — Qz � Q :I x I - - - - - - - - - - - - - - 5_ [51.5'] I ti w jr � -� 3 co ZY) S4 ui S4 — . LJ — I —�— — [51.5']— —I• vi vi vi cn vi —L- — -- [56.5'] [56.5] TOP L. OF WALL 1 TOP OF WAL L TOP OF-WALL �- 22'-6" < s4 EL. =61.85' EL. =GZ' C:�) 7'-10" 15'-10" 6'-10" 15'-10" 15'-10" 11'-11" j J Lj–j LLJ c v � m tf� W ►�� �3 A O O � FRAMING FOUNDATION AND 1 ST FLOOR I-RAMING PLAN Q W � SCALE: 3/16" = 1'-0" U NOTES: 1. SLAB ON GRADE INDICATES 4"THICK CONCRETE SLAB W/WWF 4X4 2.1x2.1 REINFORCEMENT I IJL y I 1 X S4 SEE TYPICAL STEEL z PT LOAD -- PT LOAD BEAM TO STEEL POST i GRAVITY 8,269 LBS PT LOAD GRAVITY 20,010 LBS CONNECTION DETAIL z J WIND 4000 LBS UPLIFT GRAVITY 23,545 LBS WIND 6500 LBS UPLIFT WIND 6500 LBS UPLIFT O a. 20.5 K 1 B-2 W24x117 33.8 K 17.5 K PT LOAD � GRAVITY 20,010 LBS WIND 6500 LBS UPLIFT 4'-:22 191-11 , 12-102 11-4111 2 i 0 U. ' 2ND FLOOR BEAM PLAN I SCALE: 1/4"= 1'-0" pF NFA 08/07/2018 DI( q a w S-2 ca 097252 ROFFS S 1 ONS i a ftft ftft VAPOR RETARDED FIRST POUR SECOND POUR 24" EDGE LAP . OMIT SEE PLAN FOR AT EXTERIOR SLABS REINFORCEMENT I • SEE PLAN FOR I 158 COUNTY RD 39 STE 10 PROVIDE CONT. CHAIR AT V-0"O.C. MAX SLAB THICKNESS 1/4"PREMOLDED SOUTHAMPTON NY 11968 TO MAINTAIN REINFORCEMENT AT STOP REINFORCEMENT AT TEL(631)680 3590 ELEVATION SHOWN U TONGUE 0'-6' -6" EACH SIDE AND GROOVE JOINT 0 56 BAR 0 x x�°" x=� x x-- -=�A ; _xk -;�� X--•_-x. 4 N��-x; �;x� 158 COUNTY RD 39 STE 10 - SOUTHAMPTON NY 11968 TEL(631)680 3590 P.T. SILL PLATE, CONNECT TO FOUNDATION W/4"Ox12" LONG ANCHOR BOLTS AT 4" DROP IN SLAB TO ALIGN 3'-0"o.c• WITH GARAGE DOOR CONNECT P.T. PLATE TO = � CONNECT P.T. PLATE TO SHELF FOR FOUNDATION SHELF W/ FOUNDATION SHELF W/ SLAB ON GRADE, SEE PLAN SLAB ON GRADE, SEE PLAN FOR REINFORCEMENT CONNECTION J"Ox9"LONG ANCHOR BOLTS 2"'M"LONG ANCHOR BOLTS OF FUTURE FOR REINFORCEMENT ZAT 3'-0"o.c. AT 3'-0"o.c. APRON O 0 • x x x x X- x x x x x #5 DOWEL AT 12"o.c. HORIZ. #5 DOWEL AT 16" o.c. U #5 DOWEL AT 16"o.c. w w 0 0 • #5 AT 16"o.c. BOTH WAYS z #5 AT 16"o.c.VERT. 0 (2)-#5 CONT.TOP AND BOTTOM (2)-#5 CONT.TOP AND BOTTOM U z0 w 2x4 KEY 2x4 KEY 0 w 0 '-2"SHELF a CONT.#5 HORIZONTAL CONT.#5 HORIZONTAL o x x x x x lo • -x x x x x 0 (2)- TOP AND BOTTOM (2)-TOP AND BOTTOM z0 co ® "' w #5 AT16"o.c. BOTH WAYS 0 #5 AT 16"o.c. BOTH WAYS � o z w • • 2x4 KEY • • 2x4 KEY N o • • CD • Lo 0 SLAB ON GRADE, SEE SLAB ON GRADE,SEE (3)-#5 CONT (3)-#5 CONT PLAN FOR REINF. PLAN FOR REINF. o o o `o • (3)-#5 CONT. BOTTOM OF FOOTING (3)-#5 CONT. BOTTOM OF FOOTING • • o • Li a 0'-10" f 0Y-6" � 0'- " 0'-8" 0-6" 1'-8" BOTTOM OF FOOTING 0'-6" 0'-8" 0'-6" BOTTOM OF FOOTING 0'-6" 0'-8" 0'-6" EL. = SEE PLAN EL. = SEE PLAN V-8" w 1 SECTION 2 SECTION 3 SECTION 4 SECTION S4 SCALE: " - 1'-0" S4 SCALE:1. - 1'-0" 4 - I 4 - Pro jec t NoHh f • CONT.#5 HORIZONTAL (2)-TOP AND BOTTOM I 1 W 7U BACKFILL TO BE INSTALLED Ic' IN LIFTS EVENLY ON BOTH SIDES OF WALL TYP. LLJ z w W w O nom. o Q:)w Z z #5 AT 16 o.c. BOTH WAYS o TJ �— • • 2x4 KEY L 9 o (3)-#5 CONT U o • I BOTTOM OF FOOTING 0'-6"' 0'-8" 0'-6" EL. = SEE PLAN 1'-8" 5 I SECT ON S4 SCALE: 3/4"= V-0" I z O L) W NE19 Y 08/07/2018 ,44. DIL_,j�o 0 * QP �0 acs 097252 i ROp'c-S S 1 ONh E W YORK Simplex Industries 17 - 0617 - Name: 1 Simplex Drive Model Number or Nam • : . Scranton, PA 18504 - DETACHED SINGLE FAMILY DWELLINGOccupancyBU LDER ADDRESS SITE ADDRESS p BuildingArea: SQ FT. "T-tomes Construction Type- WOOD FRAME, VB 2,067 SF 1st STORY 1965 MULBERRY STREET www.simplexhomes.com N 945 SF 2nd STORY 2408 M 0 N TA U K H WY # 2A APPROVED AS t'OTED www.facebook.com/simlexhomes No. of Stories Above Grade:2 STORIES 776 SF BRIDGEHAMPTON GARAGE ,2 CUTCHOGUE, NY 1 1955 DATE:_�B.P:' Ofz p , o FEE: BY: o u- w F- F- o Mean Roof Height: SEE ELEVATIONS FT. SUFFOLK COUNTY NY 119 ._'. NOTIFY BUILDING DEPARTMENT AT ''- o U o ~ to Lot Line- SEE SITE P LA NF T, 765-1802 8 AM TO 4 PM FOR THE 0 0 ~ o z 0 WL- coW = g J Min. Distance FOLLOWING'INSPECTIONS: w C F = _ ~ 0 RIGID BOARD FOAM UN-VENTED ROOF cn ~ Z METHOD OF VENT AT I O N 1. FOUNDATION - TWO'REQUIRED Q m 0 -_ w m Q z z o Exterior Wall Rating: N/A HR. ASSEMBLY PER SECTION R806.5 FOR POURED CONCRETE ' w o = z w � o 0 Ground Snow Load (pg). 40 PSF 2. ROUGH I FRAMING & PLUMBING _z o J0Uo `�' L,3. INSULATION � � � o ~ z o = � x � Wm Roof Snow Load (Pf)- 30 . 8 PSF EQUIPMENT INSTALLATION INFORMATION ALL APPLIANCES TO BE SUPPLIED AND INSTALLED BY OTHERS 4. FINAL - CONSTRUCTION MUST � zQ �. p � � Ww � Uj BE COMPLETE FOR C.O. o U' w z J a_ o `- W w o o ON SITE ALL CONSTRUCTION SHALL MEET THE F-o o < 0 3 o o z ,,� w o_ Minimum Roof Live Load- 30 . 8 PSF REQUIREMENTS OF THE CODES OF NEW � <r w z 0 BUILDER INFORMATION: YORK STATE. NOT RESPONSIBLE FOR w = 0 0 c� o Roof Dead Load: 2 0 PSF 1. IT IS THE BUILDER'S RESPONSIBILITY TO INFORM SIMPLEX HEAT N G SYSTEM N O R M AT I O N DESIGN OR CONSTRUCTION ERRORS. o Z o o w v w w z z . 40 /30 40 30 PSF INDUSTRIES, INC. OF ANY LOCAL CODE ISSUES OR SITE RELATED w 0 w z o o Q o � o Floor Live Load. REQUIREMENTS THAT MAY AFFECT THE STRUCTURAL INTEGRITY OF z m THE MODULES TO BE ERECTED ON THE SITE. HVAC UNITS SUPPLIED AND INSTALLED ON - SITE BY GC , 00afz0J � 0 � � U_=) Floor Dead Load: 10 PSF 2. ITS THE BUILDER'S RESPONSIBILITY FOR PROVIDING/COORDINATING Z o j f- z m o Z ~ �+ DUCT WORK TO BE INSTALLED BY SIMPLEX IN FACTORY. COMPLY WITH ALL CODES OF Zoo = Oo co [r_Stair Load: 4 o PSF THE APPLICATION OF THE TRUSS IDENTIFICATION SIGNAGE PER INTER - MODULE CONNECTIONS , INSTALLATION O F NEW YORK STATE,& TOWN CODES � � v w Q z o5 j J it `" o w (SECTION 1265 OF THE 'TITLE 19 OF THE OFFICIAL COMPILATION OF AS REQUIRED AND CONDITIONS OF o 0 0 0� ~ w w o Q x a� Q Balcony Load PSF CODES, RULES AND REGULATIONS OF THE STATE OFNEWYORK MANIFOLDS , COMPRESSION FITTINGS , ETC . ARE ON - SITE wo - o � w < cif SOUT}iOLO TOWN ZBA N Q a� >- Fes'-- w >- w �Nctf 135 ® ❑ BY OTHERS - = oW � z _ _ o � aQ = Q = Wind Speed: MPH Volt V c-A 00 1, ITEMS NOTED WITH A SINGLE ASTERISK 00 SHALL BE PROVIDED BY SIMPLEX, SOUTHOLDTOWNPLANNIIN'GBOARD ~ Of 0 Q cn cn z 0 � z �- z M z co SHIPPED LOOSE, AND INSTALLED DURING THE SET BY SET CREW AT THE JOB SOUTHOLDTOINNTRUSTEES bi Wind Exposure. SITE, PER LOCAL CODES. � � � � � � R mmmmmm � Seismic Design Category. `� � � 2. ITEMS NOTED WITH A DOUBLE ASTERISK C ) SHALL BE PROVIDED BY SIMPLEX, WARNING: IT IS A VIOLATION OF THE NYS EDUCATION LAW ARTICLE N.Y.s.�c g SHIPPED LOOSE, AND INSTALLED BY THE BUILDER AT THE JOB SITE, PER LOCAL Q Electrical Service Panel Size: 200 AMPS CODES, 145 FOR ANY PERSON, UNLESS HE IS ACTING UNDER THE ON -S TE BY GC 00003, ITEMS NOTED WITH A TRIPLE ASTERISK 0000 SHALL BE PR❑VIDED AND DIRECTION OF A LICENSED PROFESSIONAL ENGINEER TO ALTER Permissible Gas Type. INSTALLED BY THE BUILDER AT THE JOB SITE, PER LOCAL CODES, >_ OCCUPANCY OR Design Codes. (XXX>)4BYITEMS THE NOTED WITH AT FOUR THE JSTERISK OB SITE,0--K)PER ❑SHALL BE CAL C❑ES,R❑VIDED AND INSTALLED THIS ITEM IN ANY WAY z USE IS UNLAWFUL NEW YORK 5, IT IS THE BUILDER RESPONSIBILITY TO ENSURE ALL WORK TO BE DONE ON-SITE Roof Drains Req'd MAIN ROOFS O WITHOUT CERTIFICATE .� NYS UNIFORM CODE (WHICH INCORPORATES BY REFERENCE) : BY THE BUILDER, AND/ OR HIS AGENTS, IS TO BE DONE IN A WORKMAN LIKE ENGINEER OF RECORD Roof Area = 4018 Sq. Ft. W F � (` w NYS 2 017 UNIFORM CODE D E SUPPLEMENT, PUBLICATION B LI CATI 0 N DATE JULY MANNER IN ACCORDANCE WITH ALL APPLICABLE _ , ,CUPANCY CD • Drain Leader - 3 in. � L'-] z z Sheet List Ta b I e FOR MODULAR PORTION Rain Fall Rate = 3 in./hr o � = Z vs (2017 UCS) WHICH REPLACES THE 2016 UNIFORM CODE STAMP: 1-Drain Handled Area = 1,096Sq. Ft.. n J o o o Z Drains Req'd 4 Total SUPPLEMENT (201 6 UCS) Sheet Number Sheet Title DAVID E. BILLINGSLEY PE Total Provided = 12 o rwcauiRis� � o � I o � � O REFERENCE THE INTERNATIONAL CODE COUNCIL PUBLICATIONS (THE 1 .0 COVER PAGE Ref. Table 1106.3 of the 2015 Plumbing CODE ��•.�, �c;�,�s��ECTior+sA�E z 217 E. MAIN ST. for Handled Area t,on.a� 'r~ +�'�r..,t z w 2015 IRC., 2015 IBC 2015 IPC, 2015 IMC, 2015 IFGC 2015 IFC, N Q � - Rainfall Rate Per FIGURE 1106.1 o a- = O 0 1 . 1 GENERAL NOTES T E S L E D G E N D- SCHEDULES e���,i,,c n F�ravids Engineer's Ct��tif:catiott M I DDLEBU RG PA 17842 (12) Roof Drains Provided by Modular Manufacturer that the cirainaa�hes been installed tQ Code. Q � � _ W 2015 IPIVIC, AND 2015 IEBC) , WITH SPECIFIC CODE PRINTINGS, 1 ,2 SITE PLAN o APPENDICES AND REFERENCED STANDARDS AS IDENTIFIED IN THE --- 570-837-0577 2.0 BUILDING ELEVATIONS W 2017 UCS -- ----- 2. 1 BUILDING ELEVATIONS PLUMBER CERTIFICATION CD NYS ENERGY' CODE(WHICH INCORPORATES BY REFERENCE) : TRUSS MANUFACTURER ON LEAD CONTENT BEFORE • 2016 SUPPLEMENT TO THE NEW YORK STATE ENERGY CONSERVATION 2.2 BUILDING ELEVATIONS CERTIFICATE OF OCCUPANCY CONSTRUCTION CODE, PUBLICATION DATE AUGUST 2016, REVISED 3.0 1 st. FLOOR PLAN SOLDER USED INVIA TER UNIVERSAL FOREST SUPPLY SYSTEM CANNOT w AUGUST 201 6(201 6 ECS) . ALL REFERENCES WITHIN THE 2016 ECS 3. 1 2nd. FLOOR PLAN _ EXCEED 2110 OFI%LEAD. 00 oo 00 TO THE 2016 UCS, SHALL BE DEEMED TO BE AMENDED TO BE A 4.0 ELECTRICAL NOTES PRODUCTS T 1 w 0 2801 EAST BELTLINE RD. N � o N Q C) REFERENCE TO THE 2017 UCS 4. 1 1st. FI . ELECTRICAL PLAN 1 , 1 1 1 0 • REFERENCE THE 2015 INTERNATIONAL ENERGY CONSERVATION CODE 4.2 2nd . FI . ELECTRICAL PLAN NE ELFCTIRICAL � r (2015 IF-CC) , AS PUBLISHED BY THE INTERNATIONAL CODE COUNCIL, _ GRAND RAPIDS, MI 49525 tiasQ�c-c�o� REouiA�o WITH SPECIFIC CODE PRINTING, APPENDICES, AND REFERENCED 5.0 1st. FI BRACED WALLS NOTES PHONE: (616) 364-6161 STANDARDS AS IDENTIFIED IN THE 2016 ECS. 5. 1 2nd. FI . BRACED WALLS - NOTES FAX: 616 • AHRAE 90. 1 -2013; PRINTING AS IDENTIFIED IN THE 2016 ECS 5.2 BRACE WALL CONNECTION DETAILS ) 365-0060 T'MTCFIt/Clr f"I'S. . K • OTHER REFERENCED STANDARDS MENTIONED IN 19 NYCRR PART 1240 5.3 1st. FI . STRUCTURAL N Ln • 2014 NE.0 5.4 2nd . FI . STRUCTURAL TRUCTURALAexterior z oThermal Climate Zone: 4 ON - SITE BLOWER DOOR &,. : ., DUCT TEST NG _ = z6.0 SUG. FOUNDATION PLANinstalled, replaced or �- repaired shall conform o � z 2f: Y Degree Days: 5572 7.0 cRoss SECTION DAVE MASCHKE to Chapter 172 Q m Lv Q o Minimum Furnace Output: N/A BTU 8.0 1st. FI . PLUMBING PLAN f INTEGRITY HOME ENERGY, ASSESSMENT of the Town Code � =,j `� z hermal Transmittance Values: 8. 1 2nd . FI . PLUMBING PLAN � ry Ln 0 w LLJ 68 NORTH PACQUATUCK AVENUE DO !.,. , , r�OCEEDWITH w � o 00 8.2 PLUMBING S C H E M ATI C F�r�,t> :' UNTIL SURVEY � O O Floor : 30 EAST MORICHES, NY 11940 OFR_)lJv ATIOn LOCATION o o N m 9 .0 HVAC LAYOUTS -,'APPROVED. D m o L_ Wall : 21 10.0 ROOF PLAN REGISTERED ARCHITECT PE STAMP Roof : 38 1-8 MANUAL J Fin. FI. Height above Grade: < 6 ' Blower door 1-12 R e s C H E C K and ductworl, ;. Located in floor zone: NO 1 - 10 TRUSS DETAILS - ATTACHED THIRD PARTY AGENCY'S STAMP grequired. testin Foundation Type: BASEMENT/CRAWL 1 NYS TRUSS CERT. - ATTACHED PFS Corporation Sprinkler Req d: NO 1 WHOLE- HOUSE VENT - ATTACHED Approval Limited to Factory-Built Portion Only nest'provide Manuals ADDITIONAL . PE IAL CONDITIONS AND/OR LIMITATIONS T and S a5 per O �� C C S /O TATIONS AND/ORI EMS 1 -37 STRUCTURAL CALCS - ATTACHED State: New York - 1 � 1 - 12 COLLECTOR CALCS - ATTACHED Signature: -A x:� Energy Code SUBJECT TO LOCAL INSPECTION: - - Title: Staff Plan Reviewer G�' 1.11ABING, 07/17/18 "`----= 1 40 WIND 8c SEISMIC CALCS ATTACHED Date: 07/17/2018 �, Ir' i uns IrJG WA. %' 144 TOTAL PAGES IN THE SET SaA BERoNE�nCF N,G 1. PLUMBING INTER-UNIT CONNECTIONS AND BASEMENT AREA 13. HAND/GUARD RAILS AT STAIRS SHIPPED LOOSE & INSTALLED Eng. No: 17-0617 2. INTERIOR MODULE TO MODULE OPENING FINISHES ON-SITE BY OTHERS Eng. Date: 10-24-17 3. ATTACHMENT OF CEILING DRYWALL AT CEILING ACCESSES 14. FIREPLACE & FLUE SUPPLIED & INSTALLED ON-SITE BY OTHERS SERIAL No: 4. FINISHING OF ROOFING 15. ALL WASTE LINE BELOW FLOOR, CONNECTIONS BETWEEN 5. APPLICATION OF SHIP LOOSE EXTERIOR FINISHES (SIDING FLOORS & CONNECTION OF VENTS BETWEEN FLOORS � " DRAWING BY: PBW EXTERIOR LIGHTING, SOFFIT AND FASCIA THROUGH ROOF ON-SITE BY OTHERS L NcLCSE POOL TO COD" CHECKED BY: 6. HEATING SYSTEM 16. FOUNDATION & ANCHORING OF MODULES ON-SITE BY OTHERS ��B�OREMPLETION'WATEFr DRAWING No. 7. SHIP LOOSE: FLOOR COVERINGS 17. ROOF VENT TO BE INSTALLED ON-SITE 8. FOUNDATION / SITE WORK 18. ALL EXHAUST FANS VENT TO EXT. 9. INSTALLATION OF FLOOR INSULATION 19. INSTALLATION OF THE ON-SITE STEEL FLITCH PLATES (2) PFS CORPORATION 1 . 0 10. GAS LINES LOCATIONS (SEE STRUCTURAL PAGE 5.3) 1 1 15 Old Berwick Road 11. ACCESS FROM FIN, FLOOR TO GRADE ON-SITE BY OTHERS 20. INSTALLATION OF WIND-BORNE DEBRIS PROTECTION. Bloomsburg, PA 17815 SCALE: 12. ENERGY COMPLETION INSPECTION CHECKLIST TEL: 570-784-8396 N/A r Simplex Industries CALL OUT SIZE R.O. (W x H) SERIES MANUF. DESCRIPTION LIGHTSq. Ft. VENTSq. Ft. MATERIAL MAX FLOOR AREA SUPPLIED DP RATE REQUIRED DP RATE ** U/R VALUE ***AIR INFILTRATE 1 Simplex Drive D01 3'-1"x 9'-01/2" E Andersen INSWINGE 14.81 25.17 VINYL/GLASS 185.13 45 SEE CHART 0.29 0.2 3 ' Scranton, PA 18504 WINDOWS ,._ + " Wind Speed-= 140:` Y�tif mph Project#: 17-0617 Code"= 2015 IRC W1nd Speed ebstre:; tt�: rods 66d:atcouncil.bm'1 ,;; ";; I I I I I - - . . e ;. ,.,.. .: , " 3' 1"x 9� 01/2" 4.. . ,_ 4 4 4 4 _ :. ,. ,�. "�;;. ,.,;:,..:":."" - 0 x 9-01/2 E Andersen OUTSWI NGE 15.38 25 5 VINYL/GLASS 192.25 50 SEE CHART 0.29 0.2 Mean Roof HT 25 ""> W or D tag-> WtI2 W04 W05" ; . W06 W07 W08° W09 W10 W11 W12 :W13 W14 :°'""W15 " W16 W18 W19 W20 3 , „ „ _._-...._..............__._ 50 SEE CHART 0 29 0 2 15 ,7,5 . 8 2 . 5 54 ::...... D05 12 1 x 9 01/2 E Andersen SLIDING 63 53.69 VINYL/GLASS 1342.25 Roof Pitch 0,25": " /12 36 18 5425 18 72.25 72 25 54 2 54 _ _ EE CHART 0 29 0 2 w homes com N D06 12 1 x 9 01/2 E Andersen SLIDING 63 53.69 VINYL/GLASS 1342.25 50 S w es ' w.sim lex Exposure C 2p 10 50 10 50 50 50 50 50 10 0 10 50 50 20 10 0 D07 3'-1"x 9'-01/2" E Andersen OUTSWINGE 15.8 26.5 VINYL/GLASS 197.5 50 SEE CHART 0.29 0.2 www.facebook.com/sim lexhomes 50 20 '100 20 100 100 100 100 100 20 10 20 100 100 50 20 10 Hldhest"DP rating listed-> 36.45 26 28 20 22 20 20 23 20 20 28 0 22 23 20 26 22 0 D08 3'-1"x 9'-01/2" E Andersen OUTSWINGE 15.8 26.5 VINYL/GLASS 197.5 50 SEE CHART 0.29 0.2 p SQ FOOTAGE 23 26 19 22 19 19 22 19 19 26 22 22 22 19 23 22 28 D09 9'-11/2"x 8'-01/2" E Andersen SLIDING 41.7 23.69 VINYL/GLASS 592.25 50 SEE CHART 0.29 0.2 m o z ,� LL w - _. __ 50 i 50 50 50 10 10 10 500; 30 10 i 10 _ o EFFECTED W'INDAREA 30 10 50 10 - _5d .. _ _. _. ._..� _-_- _._.u.� _ _., _ _-__. _._._ ._--- D10 9 11/2 x 8-01/2 E Andersen SLIDING 41.7 23.69 VINYL/GLASS 592.25 50 SEE CHART 0.29 0.2 Li o c� v I= EFFECTED W'[ND_AREALJ _- __. .___._.._...._1 ....._- $ `i '.,_____._._-_....:$-E._____z _2 '.�_ .-_ _ _� _._.._..--_..� 4 _ 4 5 7.5; 8` 22 4qr 25f _ 5': 0 9'-11/2"x 8'-01/2" _ Y L'' - - - -- D11 E Andersen SLIDING 41.7 23.69 VINYL/GLASS 592.25 50 SEE CHART 0.29 0.2 �" m � o z o LL -� 1 __. BASIC WIND ?PEE© 0.53; 0.80; 0.09 0.80; 0.45; 0.45: 0.09 0.08' 0.0810.50 0.75: 0.80; 0.44 0:80 0.83 0.50; Q00 ..,,. w w ,...,.,,,�.-w ,.,,_.,., ...._,.. .. a ,..,.. ... T- �- - Andersen SLIDING 27.36 22.69 VINYL GLASS 567.25 w z = _. .. -. .. D12 6' 0 BASIC WIND�rPE ED -3` 0 -1 -1` -1 1. -1 2: 221 4 -1 --1 3; ti.2 n z w f= w cn = >- E - o 50 SEE CHART 0.29 �.._,- ,.. p.._...,..�,.4._E �, � _,,,_,..... . � ,R.,,_ � �, -.,.r., -..�.� �_,., m,,,_.,�.. �, _ .,. . _� , w,. _�__., _., �„-." , � � � ._., 1 D13 3-05 8x9-01 2 E Andersen FIXED 16.19 VINYL L' z Usin Risk Cate o Il ASCE 710 -1.6 -1.6 -0.085 0: -0,445; -0.445; -0.085 -0.08 -0.08 T1 16.5 0 -0.44 - -0.82 -- 0 D / / /GLASS 202.28 45 SEE CHART 0.29 0.2 Q °� Q w z �' m ? - o0 24.40 26.403 "19.92. 22.00; -19.56 19.56: ...._ _..22.92 19.92 __....___,19.921 _ 27.00, 1650 _ 22.00 22.56; K9.20 - 23.5tI _ _ -d ..._.----_0"00 3-0 F.D. 3'-11/4"x 6'-91/4" PLASTRO SWING 20 METAL 500 SO SEE CHART 0.16 0.03 w I-Xooo w _ ___ _,___--_--.__ 1.351 1.35 1.35, 1.35 1.351 1.35 1:35 1.35: 1.35 z O = m o -' z oLl Ex Factor 1.35 1.35' 1.35 1.35 1.35 1.35; 1"35' 1"35 1.351 , F- w o P: 1 29.70 26.40 26.40 30"94 26.89 - 26.89 ` " 36.45 22.28 29.70 30.46 25,92 31"73 29.70 0.00 W02 6'-0"x 6'-0" E Andersen CASEMENT 27.84 33.42 VINYL GLASS 348 60 SEE CHART 0.29 0.2 o o o 6 _ � w I� � m I DP Rating> 32.94 35.64 26.89 / O I- m o N U-- � - Cn W04 3;-0"x 6'-0" E Andersen FIXED 14.09 VINYL/GLASS 176.13 65 SEE CHART 0.29 0.2 O H- Lu zo Q = wo o z w o 0 DOORS W05 9'-01/2"x 6'-0" E Andersen CASEMENT/FIXED 41.73 33.42 VINYL/GLASS 417.75 60 SEE CHART 0.29 0.2 - oz Q z o _ m O_ _ Of of W06 3 _ _ FIXED Wind Speed-> 144 "` tLultmph Project#: 17-0617 Code= 201 !RC Wind SpeedWebsite. .htt `I/v�inds`i ed.atcounc .or ;< I - - " � � - /2'6x 6'!0" E Andersen CASEMENT FIXED 55.64 33.4 VINYL/GLASS 18353 = z o o § CD J o 4 4 4 - 65 SEE CHART 0.29 0.2 ~ z o ; 0 77 W07 12 1 , 0 „ „ zz zw �l wzm wz - - - 5 65 .; .::: SEE CHART 0 29 0.2 z w Mean Roof HT 25 < W or D to > D13 D01 " #303 D04 ,. 1305 Dt D07 D08 D09 ;:D10 Di 1 :::;;; D12 "` D12 W08 12 01/2 x 6 0 E Andersen CASEMENT/FIXED 55.64 33.4 VINYL/GLASS 835 65 SEE CHART 0.29 0.2 m o o m z U O n- - Er D ---- - - - - 09 109.25 27.8$ 2?:88 73.38 " 73:38 73"38 ;.::: 48 : A n „ „ I- _ CD w _ z Q Q o o Root Pitch {?_25 /12 27,59 27..89 >:;:;:27:89 ,.. 27.125 ! 25 W09 9 01/2 x 6 0 E Andersen CASEMENT/FIXED 41.73 33.42 VINYL/GLASS 835.5 65 SEE CHART 0.29 0.2 w a- z w m o LL w = <� W10 6-0 x 9-0 E Andersen CASEMENT/FIXED 40.26 33.24 VINYL/GLASS 831 65 SEE CHART 0.29 0.2 cn O � W w = z o Q Exposure - ;.C;';> 20 20 20 20 > 4 20 20 50 50 50 20 20 , �, o O z Ln N w cn �_ F- v „ , „ Of � � - Q 34.14 50 50 50 50 100 100 50 50 100 100 100 50 50 W11 6-0 x 9-0 E Andersen CASEMENT/FIXED 40.26 33.24 VINYL/GLASS 831 65 SEE CHART 0.29 0.2 0) mo z of § � � w LL 7)LL o Highest DP rating listed 26 26 22 26 0 0 22 22 23 23 20 22 26 „ „ I- z m o SQ FOOTAGE: „v:,.- -' 23 23 20 23 19 19 20 20 22 22 19 20 23 W12 2-6 x 6-0 E Andersen CASEMENT 11.31 13.95 VINYL/GLASS 141.38 65 SEE CHART 0.29 0.2 z o o m o U' o �' --- --- ( Clear All __ W13 2'-6"x 3'-0" E Andersen CASMENT 5.19 6.83 VINYL/GLASS 64.88 60 SEE CHART 0.29 0.2 Q � z m LJ W Q - � 5 J - EFFECTED V1T1ND AREA 301 30 30 - _.,.301100 „ 100; 30} „__. ,.__ 50 _ 50¢ 50 30 „ O = z o J P o J c� --- ----- 1 1 W14 3;-0 x 6-0 E Andersen FIXED 14.09 VINYL GLASS 176.13 65 SEE CHART 0.29 0.2 0 o I'- ~o w w o o Q w J g z Y EFFECTED WIND AREA 7.591 7.89 7.89 7.125; 109.25 109,251 7.88; 7.88; 23.38; 23.38; 23"38 ..w.. 28 281 _.. _W ,--,. .,._,y_. . - �.......................k _... .-......_.�W �-., --wnw _._.,.. ..... .r.._.._....:-.w.........t......w. _..........-_. . � 0- m m BASIC}NINA;S_pEEp 0.251 0.26; 0.26 0.24; 1"09 1.09 0.26` 0:26 4,471 0.47 0"47 0.93: 0 93' W15 12'-0"x 6'-0" E Andersen FIXED 55.64 VINYL/GLASS 695.5 65 SEE CHART 0:29 0.2 cn z m o m m w IQ- w - z I. _ Qmw > � � � w >- I- w m -- SIC _-IND SPEED - -� -- ` __.-.__.-_. .._..-3, .� -_._.-- ._ .- -..___-`2w.....--�__,--31 -..- 19' 19' -X2 __2 -_-___ `�-'-,,,--_----------_-____µ $ __,. __ ` � W16 14-117/8 x 6-0 E Andersen FIXED 69.55 VINYL/GLASS 869.38 65 SEE CHART 0.29 1- w m z Q cn cn z o z h- _ z cn BA.-_-.-_ -.---------.___-,�_----____- -----,._-.-................ ._-.-.._..._.._._-_ _..-_.... i.____----------_-_-_.. _._,.,,, 3 676T 0 2 -----._.__,-- ---__- ._--..__._... 1 Llsin Risk Category II 8 A5CE 7-10 -0.759' -0.789 0.5261 -0"7125 20.7575# 20.75756 -0:5253333 x0.5253333 -0.4676r -0,4 -0.4676 -1 86667} 2,-- W18 8'-113 4"x 5'-0" E Andersen CASEMENT FIXED 34.11 27.66 VINYL GLASS _-__ -_g.__._.__._-__..-.___-,- . ____ _ _- s §- / / / 691.5 60 SEE CHART 0.29 0.2 _-....... . ... ..... .... . .. . . ..�_ ,-_-,_,_-.- -___-_____.-_, __.__...._-. 25.24' 2521 21.471 25.29; 20.76' 20.761 21.473 21.471 22.531 22.53' 19.53 20.13; 23.203 1..,...M ......,.}.-__,,,T.,,. .,_.�.,...w.� ___-_.,............� s...�.....,..,_.,-.f. .�,,..,..._._._....:,.. ...�,.�_...w..-.,..,.�_ .� .. �.� .�� ,.,,......_ 3 _.b...� �.w .3 � wig 3-0 x 5-0 E Andersen CASEMENT 11.54 14.02 VINYL/GLASS 144.25 60 SEE CHART 0:29 0.2 > ....... ........... .. - ., . .. �... - ....,......, Exp"Factor 1.35 1"35; _35: 1.35 1.351 1.35, 1.351 1.35; 1.35; 1.35 1.35 1.35 1.35. 1.35, m m m m m m o _._."- _........-.,__................ 34.08 3k03 28.99 34.14 28.02 28.02 28.99 28.99 30.42 30.42 26.37 27.18 31.32 W20 6'-0"x 5'-0" E Andersen CASEMENT 11.4 27.72 VINYL/GLASS 142.5 60 SEE CHART 0.29 0.2 0- 0- IOP Rating-> a_ 3446 2'-101/2"x 3'-101/2" VELUX FIXED 11.49 VINYL/GLASS 143.63 50 SEE CHART 0.49 0.1 Q Room Room Req'd Req'd Prov'd Prov'd Name Area Light Vent Light Vent a LIMITING HARDWARE NOT REQ ' D , BECAUSE ALL WINDOWS ARE ABOVE Liv/ Din Kit Room 772.42 61.8 30.9 237.28 174.18 >> Alex's Office 76.71 6.1 3.1 40.26 33.2 2 4 A. F. F. M B droom-'1 209.96 16.8 8.4 83.52 93.48 ® WINDOWS �c DOORS SHALL BE ANCHORED PER IRC R609 . 7 8c `i � W e MANUFACTURES SPEC w z z -J Guest Rm-2 162.06 13.0 6.5 34.11 27.66 ' Kevin's Office 113.75 9.1 4.6 69.34 51.41 n �' o 0 �' 0 o • TESTING �c LABELING OF WINDOWS HAS BEEN COMPLETED IN I- - ( o GYM 92.04 7.4 3.7 41.7 23.69 COMPLIANCE w IRC R609 . 3 PRIOR TO INSTALLATION . � ' I o w 4 Season Rm 164.94 13.2 6.6 96.3 70.31 OUzo � W NDOW 8c DOOR MULLION TESTING SHALL BE COMPLETED PER Q = Cn oLU Media Rm. 119.6 9.6 4.8 180 Artifical 100 CFM ® o > - R609 . 8 w o \ Media Rml. Artifical light Calc: 10'-11 1/2" x 10'-11 1/2" = 120 sq. ft. -- 120 X 1.5 2015 IRC CHART PER TABLE R301.2.1.2 = 180 A light fixture with a wattage capacity of 180 or more is required. Artifical FASTENER FASTENER SPACING TYPE PANEL SPAN < PANEL SP 6' < PANEL SPAf vrent calc: 180 / 2 = 90 cfm req'd. < OR = a' <OR = 6' < OR = 8' 0 NO. 8 WOOD SCREW BASED W ANCHOR W/ 2-inch 16 10 8 EMBEDMENT LENGTH 1x3 FRAME BOARD. :. INSIDE DIMENSION TO BE LARGER THAN NO, 10 WOOD SCREW OUTSIDE DIMENSION OF THE WINDOW FRAME, BASED ANCHOR W/ 2-inch 16 12 g \ / AND FASTENED TO SOLID FRAMING MEMBER EMBEDMENT LENGTH 00 00 0 t\ WHERE ASTERISKS ARE SHOWN: BEHIND SIDING. oO 1/4-inch LAO SCREW I I I I I W BASED ANCHOR W/ 2-inch 16 16 16 N � CD I O CV Q I�. - - - - - = EMBEDMENT LENGTH I I I 0 W I I I 1 ITEMS NOTED WITH A SINGLE ASTERISK (*) a. THIS TABLE IS BASED ON 180 mph ULTIMATE DESIGN WIND SPEEDS, Vult& N \ SHALL BE PROVIDED BY SIMPLEX, - - - - - - 033-FOOT MEANROOFHELLED SHIPPED LO 0 S E, b. FASTENERS SHALL BE INSTALLED AT OPPOSING ENDS OF THE WOOD STRUCNRAL PANEL. FASTENERS SHALL BE LOCATED NOT LESS 1HNV 1 inch FROM AND I N STA LLE_D DURING THE SET BY SET CREW AT ,>8° OSB MIN. c. ANCHORS ESHALL PENETRATE THROUGH THE EXTERIOR WALL COVERING WITH co L6 4 I"i C i o THE JOB SITE, PER LOCAL CODES. I AN EMBEDMENT LENGTH OF NOT LESS THAN 2 inches INTO BUILDING FRAME r- z FASTENERS SHALL BE LOCATED NOT LESS THAN 2Y inches FROM EDGE OF CONCRETE BLOCK or CONCRETE. 2. ITEMS NOTED WITH A D 0 U B L E ASTERISK (**) - - - _I d. PANELS ATTACHED E MASONRY or MASONRYHORS G AN UL SHALL IT ATTACHED I CAPACRY OFUSING nNOT RE3S THANSTANT A10500 POUNDS � ULTIMATE WfTHDRAWAL SHALL BE PROVIDED BY SIMPLEX, SHIPPED LOOSE, AND INSTALLED BY THE BUILDER AT THE JOB SITE, - - - -I n L N PER LOCAL CODES. FOUNDATION DESIGN : CK °' � :� w 3. ITEMS NOTED WITH A TRIPLE ASTERISK (***) = z THE MEASUREMENTS ON THE FOUNDATION PLAN ARE SUBJECT TO CHANGE - o � z w � - SHALL BE PROVIDED AND INSTALLED BY THE REFER TO THE CONFIRMING ORDER AND PRINT. Q m Lj L Q o BUILDER AT THE JOB SITE, PER LOCAL CODES. Ill< J � �- THE FOUNDATION DESIGN IS BASED ON ASSUMED SOIL BEARING CAPACITY AND IS oo z o � 4. ITEMS NOTED WITH FOUR ASTERISK (****) ONLY SUGGESTED AND SHALL NOT BE USED FOR EXECUTION. THE FOUNDATION Ln w w SHALL BE PROVIDED AND INSTALLED BY THE SET I� c° � o 00 cD DESIGN SHALLED BE BASED ON SITE SPECIFIC SOIL CONDITIONS AT THE LOCATION a� v 0 0 0 CREW AT THE' JOB SITE, PER LOCAL CODES. O w N z SITE. THE FOUNDATION SHALL BE DESIGNED BY A LICENSED ENGINEER OR ; m Qcj 5. ELEVATIONS AS SHOWIN HERE MAY VARY . ARCHITECT IF REQUIRED BY REGULATIONS OF THE PARTICIPATING STATE IN WHICH 0 m o il­ AND/OR BE TYPICAL OF CONSTRUCTION ONLY, IN THE BUILDING IS INTENDED TO BE LOCATED. REGISTERED ARCHITECT PE STAMP ALL CASES REFER TO HOUSE ORDER AND FLOOR V1/ALL AND CEILING FINISHES �R302 . 9 ) : PLANS) FOR ACTUAL QUANTITY AND LOCATION OF DOORS) AND WINDOWS, AND ACTUAL WIDTH 'AND -v,1 i LENGTH OF HOME. WALL AND CEILING FINISHES SHALL HAVE A FLAME SPREAD INDEX OF NOT , GREATER THAN 200. 6. IT IS THE BUILDER RESPONSIBILITY TO ENSURE WALL AND CEILING FINISHES SHALL HAVE A SMOKE-DEVELOPED INDEX OF NOT ALL WORK TO BE DONE ON-SITE BY THE BUILDER, GREATER THAN 450. AND/ OR HIS AGENTS, IS TO BE DONE IN A WORKMAN LIKE MANNER IN ACCORDANCE WITH ALL APPLICABLE BUILDING CODES AND REGULATIONS. 07/17/18 STANDARD ELECTRICAL SYMBOLS : DOS USE ONLY Eng. No: 17-0617 DATA PANEL LOCATION SINGLE POLE SWITCH tD DIMMER SWITCH �' THERMOSTAT (WIRE ONLY) :" APPROVED Eng. Date: 10-24-17 STATE LABEL LOCATION S THREE WAY SWITCH RECESS LIGHT FIXTURE ® WHOLE HOUSE FAN DATE 7 RAT SERIAL No: � PI^s coRPORArzoN WIRE, BOX & SWITCH FOR CEILING FAN $4 FOUR WAY SWITCH -0- CEILING LIGHT FIXTURE GFI GROUND FAULT INTERRUPT R WING BY: pgW Bloomsburg, PA � DUPLEX I�ECEPTACLE CHECKED BY: FAN LIGHT WP WEATHER PROOF D A No. DUPLEX RECEPTACLE SPLIT SWITCHED sD SMOKE DETECTOR AC/DC PANEL BOX LOCATION 1 . 1 � RANGE / DRYER BASEBOARD ELEC. HEATING ELEMENT ® SMOKE/CARBON H HEAT DETECTOR �^ " HOTWATER BASEBOARD AC/DC MONOXIDE DETECTOR O ® ATTIC ACCESS 22 1/2 x 30 SCALE: SCALE Simplex Industries 1 Simplex Drive Scranton, PA 18504 .•d mes www.simplexhomes.com - '4 www.facebook.com/simplexhomes z O W w ~ O 0 QWLULI g (n O Y0 � 2 J 0 00 w W Z = F5 0' (n w Z W HW (n = Qmry � W (nmQ Z_ O LJ H W � : DDa - r ~p z 0 Ocn w � � Zp � 00L� I=- NXw � m t L0WF- ' LL- V) Z ~ W OW W X � (/D O J O Q 0 3: O O Z LLJ W O O ,W I w � � � LliZZ WSW OF- � O O � W = � � - � 000 � OL`- z Z -1 -Ili zO �W z Z w U p Q z w _ _ _ W - EL W O � Q OLrO O ZUm (� W = U � FO = O _W UW (nV) � Q (n J W 2ILL _j Z L7 U (7z =) 0- F�- Zmwm: Z (n z � p W p (n L+.l � zZw O � ZO_ w Q � Z02a FUJI- �W -IF C0 LLIOWOJJ 1O � WJ � OY W W >- QI- W �- HW ~ � ~ � = OWU) ZODQQ = � Q � = F- JO � Q (n (n z0MEzCl) 0 �- W m m m m m m p I Q -04 (/) N W W Z Z U Q W Z Li 2 ? ' O (n LL U U z O O ry wQ OY o~ O �. 0 Z Cn O U O CL "'d -- L' LLU _ U) O Q Q O LLJ Q W LSI 00 00 00 t` - 00 I I I f o r,F -- Z N r-- O N Q I' cfl dl-. N O � —I M� 4 W FIRE PLACE FLUES SUPPLIED C'V AND INSTALLED ON-SITE BY Z OTHERS.PER ALL LOCAL/STATE BUILDING CODES FIXED SKY LITE(••) a PLUMBING VENT •o I Z N LJLLJ � Cn N � LLJ EGIESS EGRESS EGRESS EGRESS +--l-SECOND FLOOR O � CEILING LINE _-PORCH POST BY SIMPLIX WRAPPED ON-SITE BY OTHERS(•••) � Z �... }- = Z W18 W� RAILING(..•) 0 z W z W19 2 W Ljj W ZD C Za_ co 0 W _ SECOND FLOOR SUPPORT BEAM(•*•) C ~ D 00 W FIN. FLOOR LINE "' o" W O FLOOR LINE PLUMBING VENT O M U W 0 CD Z 0 N m QJ o f LZ ph- T FIRST FLOOREGRESS EGRESS EGRESS EGRESS CEILING LINE M REGISTERED ARCHITECT PE STAMP 0 I N ALL EXTERIOR FINISHED ARE � TO BE SUPPLIED AND W 10 W l l e INSTALLED ON-SITE BY OTHERS DOS DO8 Oh . 77 D06 D07 RETAINING SITE BY RETAINING SITE BY FIRST FLOOR FIN. OTHERS THIS AREA ( ) O I OTHERS THIS AREA FLOOR LINE - L+1 --- ------ FLOOR LINE ' o GRADE ; V 62 SOUTH ELEVATIONw7 SUPPoRT POST(•••) SUPPORT POST(•••) ACCESS TO GRADE PROVIDED ON-SITE BY OTHERS 07/17/18 DOS USE ONLY Eng. No: 17-0617 . APPROVED Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 2 . 0 SCALE: 3/16" = 1 '-0" P Simplex Industries 1 Simplex Drive Scranton, PA 18504 mes www.simplexhomes.com N www.facebook.com/simplexhomes FIRE PLACE FLUES SUPPLIED O W LLJ F_ 0 O z AND INSTALLED ON-SITE BY OTHERS. PER ALL W O 0 U F- LOCAL/STATE BUILDING CODES (n � Cf I- O Y Z) L� 2 0 FIXED SKY LITE (**) - (n I-- z 0 LL- V) PLUMBING VENT zw I- Un W = W W < M Of ry w Cn < Z QWz � � mz 0 JO � F=- w � � 000W � � � oZ0 0 -� ZW00W � wQH- mow J Z ry SECOND FLOOR -'---- LL � U o � m 0 LLJ x Ln CEILING LINE O � oo � Q � 0QZWw � = Q z w L� 2 0 = of L'JQ3: � wz 0 ~pmQ � � 0 _ - � UUI— U WO ~ ZOW (if l-- Z = Dll D12 D12 � OzOWzp � Z FW- CwjOW � � � zQ (QnQZLLJO 00 wed zWLJ 0Ww = O � U CID I=-- ZO = O W UwUn (n ~ Q O (nW J - W = Z00 (nUrYZ0f - � t): - Qf— � 0 0m = � N � zm Off ~ SECOND FLOOR ; Cr FIN. FLOOR LINE � ? v� w < - �� ? � � Ow z0OLL_ o O (nQz -- Q X02 UJPLij 0 0 _ 0Lw0WOLLJ LLJ F- Ow -J :3 (nZ � 0 � wW LLI _5 < LLJ Z N ( ) I _5 (r, QUnU) Z0 � Z1- Z � Z (n RAILING *** = 0OWUnZ � - Lo V) FIRST FLOOR N z PORCH POST BY SIMPLEX LLJ CEILING LINE WRAPPED ON-SITE BY OTHERS (***) W13 O RAILING (***) m m m m m m r-) r r h m r w W Q C) WI2 I o� ALL EXTERIOR FINISHED ARE TO BE SUPPLIED AND D13 INSTALLED ON-SITE BY OTHERS O FIRST FLOOR FIN. D04 FLOOR LINE N w -- —--—-- I CD W Z Z GRADE Z L J = W �j 0 � O W U U O F-a WEST ELEVATION w Q o Y O ACCESS TO GRADE PROVIDED ry > I O nm erre av n•rUUDQ 0= c1f 0 U Z U Lij n- _ (n O W Q 0 � � O I�I WII J W 0000 00W z .. FIRE PLACE FLUES SUPPLIED N r-, O� QD i� N o ._I AND INSTALLED ON-SITE BY OTHERS. PER ALL I I I � - — LOCAL/STATE BUILDING CODES � � � FIXED SKY LITE (**) W PLUMBING VENT 4 M N O z SECOND FLOOR w Ln Q r� LijIO Cn N CEILING LINE o LLJ z44::�_ ALL EXTERIOR FINISHED ARE U j TO BE SUPPLIED AND Z O= = Z W Z Z 16 INSTALLED ON-SITE BY OTHERS O0 W � q-_ W Lil W Z 0 � m � CSD zO � Oill Ln U (r :2 2 SECOND FLOOR PLUMBING VENT (0 = op FIN% . FLOOR LINE = p - O w O N z cL ~ w _J CG W \ _ :Dth F-- \ o U - m 01 O REGISTERED ARCHIJECT PE STAMP N FIRST FLOOR N CEILING LINEC) UJI °t # I FIRST FLOOR FIN. FLOOR LINE 07/17/18 I GRADE DOS USE ONLY Eng. No: 17-0617 EAST ELEVATION ACCESS TO GRADE PROVIDED Eng. Date: q5APPROVED 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW B;oomsburg, PA CHECKED BY: DRAWING No. 2 . 1 SCALE: 1/4") Simplex Industries 1 Simplex Drive Scranton, PA 18504 A TM FM V www.simplexhomes.com N www.facebook.com/simplexhomes z 0 Li- LI-I 0 `` o QWw g a� cr- I— o LL_ J 0OwI zoW (n Q ' o � z = �Q � � w LdQmwL � z-Qwz : � C: QI— o LLJ :20 (nwQ � - ZJ � zp � 0o o � � WL � m !� (n z ~ n O w X (n W W W O O OI- p0 � o � OOZwwa- O � � � Wz 0 Q_ :< H � (If 0 ~ zLL_ Z � z -� JOF — a- O �wZp � Z � UOLJ- LrD Iz �� � �W 0Lv �Wz 0WmW2U ~ w LLJ � Q 2zo0 � [L _ 0!�20 Z () Q � �Zm 00 -) 0z DIM 0 D - M = z z00LL- Z 0 � � � LQz Q :D LJ � z _' wQO_ w z02 UJF- W J {-• C) Of 0 W O W w O O Q X J Q Y (nQ0:� 0 � CLCL FLIJ :w) WQ WOf LLI F— F- 20W (nZ � � O � QQ2 � Q � 2 Q (n (n Zo2zF- ? (n W ' 0 CO C1D CI Co CCCl m 0 CL CL CL CL CL CL Q Aa CN Li 4 I W CD Z Z Z w �' L� = _ O (n ::D LL U U z C/-) J O0 OOf o Ld j O I 0 .. •. . Z � U Z O O > LL w �� 1= Q = (� O Q O j w Z L,J o Chi O C) 2 W 0000 00ter\ I I I �- - - °° I I W z N r, O 1 Or-- I— — N Q I, co 4 17 N O 2 M2 W f� cD In ci M N O z FIRE PLACE FLUES SUPPUED AND INSTALLED ON-SITE BY OTHERS.PER ALL LOCAL/STATE BUILDING CODES FIXED SKY LITE(••) LC) rn PLUMBING VENT - LwIJ I� Cn N M C'4 - N y O SECOND FLOOR O W Y z CEILING LINE PORCH P BY SIMPLEX O 2 m � O Z 0 WRAPPED ON-SITE BYY � LLJ W -DOTHERS(••') RAILING(+••) �� W14 W15 CD 000 Ln w O Z O w LLJ ( C) OD U U w O::�F N z O SECOND FLOOR PLUMBING VENT SHADING Ul10E(•••) PLUMBING VENT 0 m 3: Lij FIN. FLOOR LINE U m p 1— REGISTERED ARCHITECT PE STAMP I FIRST FLOOR EGRESS EGRESS EGRESS EGRESS EGRESS EGRESS EGEESS EGRESS EGRESS EGRESS CEILING LINE « WOa wos W06 Wog wos wog ,� woz �:.. , CIO ANA irk ' ytI?! I I LL=j L�j I I L___j I I RETAINING SITE BY ALL EXTERIOR FINISHED ARE RETAINING SITE BY ' OTHERS THIS AREA (***) 4 FIRST FLOOR FI OTHERS THIS AREA *** TO BE SUPPLIED AND FLOOR LINE FLOOR LINE INSTALLED ON-BYTE BY OTHERS iv m I GRADE NORTH ELEVATION 07/17/18 ACCESS TO GRADE PROVIDED ON-SITE BY OTHERS(***) DOS USE ONLY Eng. No: 17-0617 q5F�_ APPROVED Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: Bloomsburg, PA PBW CHECKED BY: DRAWING No. 2 . 2 SCALE: 3/16" = 1 '-0" Simplex Industries 1 Simplex Drive Scranton, PA 18504 mes www.simplexhomes.com - www.facebook.com/simplexhomes z � Li w I- F- 0 L� O Qww (n 0� [if F- O LL_ = J o OOWF- � 0Wz = IQ- ZWF V)W � = W �- li � z � XO � wz � V) M :2 - LL. 0 Cy W WI F- W :2 0O W n 0 of 0 J Q w 0 J F- - Z � Op � 00 pFW Z =- NwLLJ F- w (/7 X TU) 0 Ld 0LL. 0 WOO ~ JO 0- o � 0 0 :j W w d S Q Z W W = CL 0 = X Qf � � � � WZ O � W ~ F- 0 W = � � � cC) U � � L­ a. � ZO � � z ZJJW � O - I� � w Z o Mow 1- UOQzw5 LLJ � � O W OIQi � 0 � � Z W m 2 U X00 = 0 W Uw (n � F Q V) -I W 2 Z 0 U V) OU �O 2 � (( ~ w w �L ~O z00Ln 0 � Z ::> (n < Z a w � zz O � J � Ow < � U � LLIQ - � � 77'-11 1/2" 40'-7 1/2" 0 0 0 LL_ I- X X o U Q X J Q 0 < Q Z) 02 U — F-- LLJ - O � w0 OJJ HO � LE.IJE � Y V) ZIYD wCL LJ Z LJ [if 13'-9" 1" 7'-9" 1" 15'-9" 1" 6'-9" 1" 15'-9" 1" 15'-9" 1" 11'-10" 2" 15'-3" 1" 15'-3" Q d W } F- W } W I- 20wC'.) V) 13'-9" A-MODULE 'B'-MODULE 'C'-MODULE D-MODULE 'E'-MODULE F-MODULE G-MODULE H-MODULE I-MODULE F- J tY Q V) V) Z 0 :�E z Z :�H Z 3'-10 1/2" 3'-10 1/2" 8 7/16" 7'-6 9/16" 5'-10" 4'-8 7/16" 7'-10 1/2" 7'-10 1/2" 7'-10 1/2" 7'-10 1/2" 2'-1" 13'-2" 24 9/16 W 6" 6'-1" 6'-3" 4" 4" 7'-5 3'-10 /2" 6 1/2" 10'-1 1/2" 4 1/2" 6 1 "6'-2 1/2" 3 1/2" 6^ 5'-3 7/8" 3'_0^ 1.4 1/ " 7'-8 3/8" 4 1/2" 6'-10" 14'-9" 6" 0 m m m m m on IY 6 1/2" m W D 3 Q I in 11 1 � N P.R. CLO. 0, ON-SITE z inY OTHERS [W7 t° ( ) r----- I-DATA 2 9 n ----------------------------------- QaNQn (***) x I vryx wns11ER A oI-PFS(E-MOD) Q EGRESGRSS D 11 1 - (D GG //l f 2-6 2-6 I-PFS -MOD) 0 IIIIIilII'iIi <Od \^N N �z =J V Lli C)nTEPGLASS-------------------- 0.— t5 x ' ^ 3 /2 3_6wU LLJ U Q OWK CLOSET 3'AO 1/2 0 3/8- 6'-0 1/2" o z W LL 1 in U = Z ON-SITE m ALEX'S OFFICE REP1.Sx108 LU O O Om )"(v3r) J PANTR > 4OBY OTHERS K BATH HATCHED WALLS TO BE SHIPPED ¢ ON LOOSE AND INSTALLED AFTER I " " U HOUSE GARAGE , C) ----------------- ) F ---- ------ REPI.Sx10WO _PFS l I-PFS(I MOD)BEDROOM #1 KITCHEN > Q IV— ----------- --- LIVING ROOM DINING ROOM w. OPEN to ABOVE C? O LAUNDRYMEDIA ROOM U w n ALL WALLS TO ® °° N A CLOSET BE FULL HT TO STORAGE o UNDER COUNTER-PFS(A MOD) UNDERSIDE OF P) I-PFS(B MOD) 11-4 1/2"V LUNITS 2nd.Fl.FLOOR INB30 B12 RYER m /8"GYP HOUSE SIDE \ AND GARAGE SIDE I-PFS MOD) FOR FIRE ABATH o s SEPARATION ----------------------------------ODwN -I 26 4 1/2 -1 1/2 ***) U Y"(U3F)OTHERS( SITE OZ , i cli ALL FIREPLACE LT ° N BENCH COMPONENTS \ *** I CLO. TEMP GLASS CLOSET 3'-0" 3'-6" g ( )1(2-8 ARE SUPPLIED `� GRESS GRESS DBL 2-8 POCKET DOOR AND INSTALLED 2-6 I (129 1/2^w.x 84h.R.O.) ON-SITE BY O N \ o z N o0 00 GO v _ OTHERS 00 `— W0. 3'-6" 3 1/2 6" o v I I I I O I LLJ (- Dt3 � 4 1/2" 4'-6 7/84 1/2" 3' DOI N t\ O E=' I ENTRY I I I� I I N D TEMP GLASS TEMP GL EGRESS EGRESS EG1tESS EGRESS EGRESS EGRESS W04 W S �y ( W 7 W 8 EGRESS W EGRESS 6" 6'_1" 6'-3" 4" 4" 7' 5" 6" 15'-3 6'-9" tt'-3 7/8 6 1/8" 4 1/8" 7'-8 3/8" 4 1/2" 6'-10" 14'-9" 6" I_� (6 6 4 r7 N O 13'-9" 3'-10 1/2" 3'-10 1/2" 1'-11 1/2" 6'-8 3/4" 7'-0 3/4" 4'-5 1/2" 7'-10 1/2" 7'-10 1/2" 7'-10 1/2" 7'-10 1/2" 6'-10 1/4" 4'-11 3/4" 2'-3 1/2' 1" 7'-9" 1" 15'-9" 1" 6'-9" 1" 15'-9" 1" 15'-9" 1" 11'-10 2" 15'-3" 1" 15'-3" 21'-8" 66'-2" 30'-9" W LC) Q r-) W i7 CV O 118'-7" L1 I Z44.- Ocj:fz z oC):� W Yz w O wm � 0 ►� — � � =D CD za � 0 0Q U Lv = LLJ w cfl ::Da0 (D U w O0 CD C) z O N M GENERAL NOTES: o5 Of m Q U 0] 0 9'-0" CEILING HEIGHT REGISTERED ARCHITECT PE STAMP WINDOWS HEADER HEIGHT @ 9'-0" UNLESS NOTED OTHERWISE ANDERSON E-SERIES SERIES WINDOWS & DOORS g 19 !M# kA ' 07/17/18 DOS USE ONLY Eng. No: 17-0617 aP�RovE® Eng. Date: 10-24-17 F " DATE 7/:17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 3 . 0 SCALE: 3/16" = 1 '-0" Simplex Industries 1 Simplex Drive Scranton, PA 18504 Zmm rm 2 mes www.simplexhomes.com - www.facebook.com/simplexhomes z p IL_ w t-- t_- 0 LL.. O QWLw g � � � 0 YOL_ = I o OOLd � OwZ = IQ - CC F- � (n QmOfryF--- w V) WW QLD ZD � OLLj o� —J1- w � O CD VJQLJOZ 0X � -�1 � = wm 000 LSI__ L.Lj o F- W � XU) 0 LLI D O I' U W O O J O OU W ~ W O Q Z � w = d _ oQ3: :2W Z OF- QF- LY O 38'-5" W � �0 LL_ r� (DU � OU_ 34'-11" OfZ0zLj- -' U W WZ0_ OwZ 15'-9" 1" 6'-9" 1" 15'-9" WOW 0D � Z ZQV) QZWO J MODULE K MODULE L MODULE W 0 Z w w O w Q O of U F�- Cm UF- wU Z = OW (n0wF- Q3'-6" 12'-3" 0nWW= 00 0 z0: W 6'-2 1/2" 6'-0 1/2" 9'-1 1/4" 6'-7 3/4" 0 � Z M O = COZ D W Of = ZCf) -0" '-43 r 4" 2'-3" 4 1/2" 12'-3 1/2" 6" � () LY W Q z 0 ? O LLJ 4" 44" t� 00O WW OUQX � QUY 20 -IF EGRESS EGRESS �E,1'9LEGRESS EGRESS W O J J F- O (Y W -� LLJ W 18 ,, = Oo � QQ = � QV = ZOMZF- Z : ZE 0 kLINEN �� 251'8 M") Ld KEVIN'S OFFICE m m m m m m0 HAi� GUEST ROOM 2 //�pp 241 R(wR) o BATF Q ON-S �BY OTHER DRAIN M — — — — — — e — — FE111-PFS(L MOD) — — — — — — — — — — — — — —\ M-105 INSULATION M-105 INSULATION BREATHER(2-WAY)ROOF I 2-6 1 2 a I 1 VENT(INSTBREATHER ALLED n(Typ.)F VENT INSTALLED (Typ•) R�� > I LINE OF MOD.BELOW rSKYLIGHT N i7 \ o LINE OF MOD.BELOW I I (� N W I I 3446-L - - - - - - - - - D I O — — — — — — — — — — — — — - - - U l__ — — — — — — — - - - - - - � i I /o\ W Z z LJ RATIION Dl l I I F. i v MARATHOk I MARATHON I ERNAL ROOF O F L-- -J , � �� 1-PFS(K MOD) / INTERNAL OOP INTERNAL ROOF I MARATHON O � I I_ U (, Z O °. x io / DRAIN W/ LUG,TYP. INTERNAL ROOF 0- J O O 1--- O 1-- DTN W/PLUG,TYP. I I I O 1�PFS(I MOD) H 24 R 1„p) c�I i I DRAIN W/PLUG,TYP. DRAIN W/PLUG,TY . i� I WQ � I O � aO i r ( \ / W' O i I GYM v , A \ / I I v Z � ¢ `* SOFFIT D DOWN TO / 3 Q W W I� N 3 7'-0"FO HVAC IN \ O 0 a CLOSET Y / o I �O� I F- Q = O W O i 2-6 \ / I \ `1 24 " ) *C'4 I I � 6 \ / N DRAIN 4 M-105 INSULATION M-105 INSULATION ALL FIREPLACEBREATHER(2-WAY)ROOF I BREATHER(2- ROOF VENT INSTALLED (T" VENT INSTALLED (Typ.) COMPONENTS ARE wag M �\\ N SUPPLIED AND � DINSTALLED ON-SITE\ BY OTHERS II II II O 24¢crR> °° O/ \ 1 RATHON / \ MARATIO MARATHON MARATHON IN N INTERNAL fZOOF INTERNAL ROOF INTERNAL ROOF DRAIN V/PLUG,TYP. / \ I I 00 00 00 o IN W/ LUG,TYP. DRAIN W1 PLUG,TYP. DRAIN W/PLUG,TY 00 .— _ _ I— / \ b I .� - - - - - - - - - - N I� O N Q �F 4 SEASON ROOM I I I O t` I LINE OF MOD.BELOW (\ � I" N O LINE OF MOD.BELOW 241 R.( ) 4 1/2" a-- / \ 11'-5" 3'-6" 105 INSULATION 2'-�" / \ M-105 INSULATION OR ER(2-WAY)R OF o BREATHER(2-WAY)ROOF I VENT STALLED (Ty n i " — —VENT INSTALLED (TYD•)— — o O W14 W15 - - - - - - - � I� (D Un 4 I� N z 20Y(rw) 201 R(R�> 201-*1 T w� I �i in 7'wrimr �,®r io DRAINII y Ln Q M 6" 14'-11" 4" L� 4" 6'-5" 14'-9" 5 1/2" 5 1/2" ry 1" C/) O ?- Z � }- = Z Or� Z Z D C)f W Y Z LLJ W O wm � r� � F— ::D O Z 0- 00 O = Ln W w O : � Ljj CD � � U � o � z O w F- InN m Q F- U M 0 I- REGISTERED ARCHITECT PE STAMP GENERAL NOTES: 8'-6" CEILING HEIGHT of N fi +f �, . WINDOWS HEADER HEIGHT @ 8'-6" UNLESS NOTED OTHERWISE SOILQ1V,^ ANDERSON E-SERIES SERIES WINDOWS & DOORS . ,4 07/17/18 DOS USE ONLY Eng. No: 17-0617 APPIROVED Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, RA CHECKED BY: DRAWING No. 3 . 1 SCALE: 3/16" = 11-01) Simplex Industries ELECTRICAL SYMBOL LEGEND GENERAL NOTES f A; 00 AMP MAIN PANEL I 1 simplex Drive 2 SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOL DESCRIPTION SYMBOLDESCRIPTION SYMBOL DESCRIPTION I ��- �� ':��,� �. �. Scranton, PA 18504 KEYPAD ® FLUSH FLOOR DUPLEX CONV OUTLET F¢0} RECESSED FIBER OPTIC WALL FIXTURE OS CENTRAL VACUUM VACUSWEEP STEREO VOLUME CONTROL CIRCUIT SCHEDULE 13)THREEW11V 1 YY - HOMERUN SWITCH- (D)DIMMERSL POWER FOR OPERABLE SKYLIGHT FIBER OPTIC CABLE Q CARBON MONOXIDE ALARM WAP WIRELESS ACCESS POINT I M1w,t _ YYY 1.UNLESS NOTED OTHERWISE ON DRAWINGS,OR UNLESS DIRECTED OTHERWISE B '`` ® HOMERUN SWITCH W/OCCUPANCY SENSORSH ROLL-UP SHADE OUTLET IN POCKET FO FIBER OPTIC ILLUMINATOR O THERMOSTAT CPT CHORDLESS PHONE TRANSCEIVER m Q ARCHITECT,OR DUE TO UNFORESEEN CONDITIONS AT THE TIME OF INSTALLATION, W W D.. W W � W W ALL ELECTRICAL OUTLET DEVICES AND CONTROLS SHALL BE INSTALLED AT THE 1 1 1 V S 1 (°)THREEW"�v By SWITCH CH OUTLET W/HALF CONTROLLEDER LINE VOLTAGE TRACK a FIXTURES D SMOKEDETECTOR-(W)WALLMOUNTED ELOCAL AN EQUIP.LOCATION CIR. DESCRIPTION N 2 p Q m p 'N'n^ DESCRIPTION CIR. HEIGHTS SHOWN.SINGLE POLE SWITCH t(D)DIMM7EFPRooF v/COMBINATION CARBON MONOXIDE WWW.SImplexhomeS.COm N (DS)DOOR:.WITCH SPECIAL PURPOSE RECEPTACLE RECESSED STRIP FIXTURE :0 0 DETECTOR&SMOKE ALARM MULTIPLE FUNCTION OUTLET c D C-CABLE 2.THE PLATES OF ALL WALL SWITCHES,KEYPADS,VACUUM INLETS,AND CONVENIENCE OUTLET (RI RECESSED CEILING FIXTURE STRIP FIXTURE �0 DOOR CHIME CALL BUTTON p� D-DATA/COMPUTER CONVENIENCE OUTLETS ON GYPSUM BOARD,WOOD PAINTED WHITE,OR CORIAN www.f(icebook.com/simplexhomes M P-TELEPHONE 40 39 SHALL BE SATIN WHITE AS MANUFACTURED BY LUTRON"ARCHITECTURAL"LINE OR �PM PLUG MOLD KR} RECESSED STEP FIXTURE RECESSED WALL GRAZER LIGHT FIXTURE © DOOR CHIME E-ELECTRICAL OUTLET FOR DEVICE Y �-�( AN APPROVED EQUAL. � O Z >� 4-POLE CONVENIENCE OUTLET ® CEILING MOUNT FIXTURE IXI DECK MOUNTED FIXTURE I� PHOTO SENSOR WALL MOUNTED FIXTURE 38 0 X VX OLL_ W f_ F_ 3.THE PLATES OF ALL DEVICES LISTED ABOVE ON SURFACES OTHER THAN GYPSUM L` O Q W W ~ CEILING FAN 37 BOARD,WOOD PAINTED WHITE,OR CORIAN SHALL BE SATIN BLACK AS �- OO Z I; N MANUFACTURED BY LUTRON"ARCHITECTURAL"LINE OR AN APPROVED EQUAL, 0 O O W F13TOUCH PANEL DISPLAY ® IPOD DOCK MOTION SENSOR CEILING MOUNT SPEAKER W Z = H O PENDANT FIXTURE ® ELECTRICAL MOTOR 36 35 Z W Cn w = W } _W Lo Cn 0 FI GROUND FAULT INTERRUPTOUT_ET p.F wALLMouNTSPEAKER-(RIBECE53ED 4.ALL OUTLETS AND SWITCHES SHOWN IMMEDIATELY ADJACENT TO ONE ANOTHER Q m � I--- W 0 m Q _Z z O (SUBI SUS-WOOFER \ OFl WATERPROOF OUTLET I--O WALL MOUNTED FIXTURE EXHAUST FAN-CEILING MOUNTED wP � APPLIANCE OUTLET IRI RECESSED FLOOR FIXTURE O CENTRAL VACUUM INLET IDI FLOOR MOUNT SPEAKER 34 EXT LIGHTING (AFCI) 14-2 15 1 1 20 12-2 MICROWAVE (AFCI) 33 CL SHALL BE COVERED WITH A SINGLE PLATE. x 0 W Z 0 W ZD - D-- O 0 t-1 1-1 J f_" F- W � � J O � � W � �0 5."A.F.F."NOTATION IS MEASUREMENT FROM FINISHED FLOOR TO CENTERLINE OF ~O z 0 � of 0 co W Q H O Z J LAMP. � Z � O Z = xafWm F- V W LU � - 0 O0 0 ~ > 32 GAS RANGE (AFCI) 14-2 15 1 1 20 12-2 GARAGE (GFCI) 31 N 6.SINGLE POLE SWITCH TO FANS ON DRAWINGS REPRESENTS SWITCHING TO WO V) W Z J D 00 W U W O 0 CONTROL FAN SPEED AND DIMMING OF LIGHT FIXTURE AS SUPPLIED BY I- J 0 Q O O Z 00 2014 NEC ELECTRICAL NOTES: 30 BASMENT(AFCI) (***) 14-2 15 1 1 15 14-2 GARAGE (AFCI) (***) 29 z CL MANUFACTURER OR AN APPROVED EQUAL. I- � < w z of of 1. RECEPTACLES SHALL BE ARRANGED SO THAT AT NO POINT ALONG THE WALL SHALL 19. SMOKE DETECTORS MOUNTED ON CEILING OR WALL PER CODES & LISTING, NFPA 7.ALL SWITCHES,OUTLETS,SMOKE DETECTORS OR ANY OTHER ELECTRICAL a_ = z 0 O § O U I- 0 GYM AFCI DEVICES NOT INDICATED ON PLAN BUT REQUIRED BY THE GOVERNING CODE SHALL O ~ - LL_ F- Z z J J THE DISTANCE TO A RECEPTACLE BE MORE THAN 6'-0' EXCEPT AT KITCHEN 72, AND ACTIVATED.RSMOOKEBDETECTORSN SHALL BEOTHAT IF INSTALLEDONE PERI MANUIFACTUDALL RERS WILL BE 28 (AFCI) 14-2 15 1 1 15 14-2 SMOKE DET/ HALL (AFCI) 27 FROM EDGE OF Co SD BE IN CONTRACTOR'S BID AND ARCHITECT NOTIFIED OF LOCATIONS BEFORE 0- 0 o Z 0 � z � 0 0 N COUNTERTOPS WHERE RECEPTACLES SHALL BE PLACED NO MORE THAN 4' APART. INSTALLATION. 0 Z Q (n Q Z I'-1 0 INSTALLATION INSTRUCTIONS. WALL OR 2. AT LEAST ONE RECEPTACLE SHALL BE INSTALLED IN HALLWAYS OF 10'-0" OR 26 FIREPLACES (AFCI) 14-2 15 1 1 15 14-2 HALL BATH, (AFCI) 25 DOOR JAMB w 0 0 Z V) m O LLJ W w = 00 � U 20. CARBON MONOXIDE DETECTOR MOUNTED ON CEILING OR WALL PER CODES & 8.ANY ELECTRICAL DEVICES NOT SPECIFIED ON THE DRAWINGS THAT ARE I- Z OU 0 J W W 2 V) z U Q MORE IN LENGTH. NECESSARY FOR THE FIXTURES TO WORK PROPERLY MUST BE BROUGHT TO THE (n O Ln W J � F- � - -J Q O WHEN MORE THAN ONE CARBON MONOXIDE DETECTOR IS REQUIRED, THEY 8" CL ATTENTION OF THE ARCHITECT AND BE INCLUDED IN THE CONTRACTOR'S BID. U 0 of j F- LU W 0 Li- LISTING. , ( MUST BE INTERCONNECTED SO THAT IF ONE IS ACTIVATED ALL OTHERS WILL BE 24 KEVIN'S OFFICE (AFCI) 14-2 15 1 1 15 14-2 A& B BATH, (AFCI) 23 a FBI �, z Z m c o z 3. ANY WALL 2 IN LENGTH OR GREATER REQUIRES A RECEPTACLE HABITABLE SPACE ACTIVATED. CARBON MONOXIDE DETECTORS SHALL BE INSTALLED PER z_ O o W 0 N _ Z _ _ _ 9.ALL EXTERIOR CONVIENCE OUTLETS SHALL BE MOUNTED FLUSH IN WALL, W w Z O O � � Q Z ONLY). MANUFACTURERS INSTALLATION INSTRUCTIONS. CL -- - -- -- U � w Q z J 0 w LAUNDRY/ENTRY/HALF PAINTED TO MATCH SIDING,AND MANUFACTURED BY ARLINGTON INDUSTRIES Q O W 0 CD 22 ALEX'S OFFICE (AFCI) 14-2 15 1 1 15 14-2 21 � 0 = x x U J F- W ~ Q 4. ALL COUNTERTOP RECEPTACLES AND SWITCHES TO MEASURE 44" TO BOTTOM OF 21. PROGRAMMABLE THERMOSTATS REQUIRED FOR THE PRIMARY HEATING AND COOLING BATH LIGHTS (AFCI) MODEL"LOW PROFILE IN BOX FOR NEW CONSTRUCTION"OR APPROVED EQUAL.ALL 0 0 0 W I-- w w O U Q x J Q Y EXTERIOR OUTLETS ARE TO BE MOUNTED AT 7 11/16"AFF UNLESS OTHERWISE W O O J J F- O W J Z BOX FROM FINISHED FLOOR. SYSTEMS 4 SEASONS ROOM NOTED. Q a- WW >_ W ° W �- W 9 H � � 20 14-2 15 1 1 15 14-2 LIVING ROOM (AFCI) 19 a � � © � ❑� T" = 0wcnz � � 0D ¢ Q = � ¢ N = 5. WALL SWITCHES TO MEASURE 48" AND RECEPTACLES TO MEASURE 14" TO BOTTOM 22, ADDITIONAL CIRCUITS MAY BE ADDED OR DELETED ON SITE AS FLOOR PLAN OR RECEPS & LTS (AFCI) - - I- J ct D Q M W Z 0 � z �- z � z U, OF BOX FROM FINISHED FLOOR. SALES CONTRACT DICTATE PROVIDED THAT ANY MODIFICATIONS ARE APPROVED BY CL B ALL SMOKE DETECTORS SHALL BE FLUSH MOUNT UNITS AS D EQUAL AND BY MEDIA RECEPS & LTS BOSCH"FCP-500"SERIES-MODEL NO.FCP-500 OR AN APPROVED EQUAL AND p THE LOCAL CODE INSPECTOR. 18 AFCI 14-2 15 1 1 15 14-2 KIT/DIN LIGHTS (AFCI) 1 7 INSTALLED BY THE SECURITY ALARM CONSULTANT IN ORDER TO CONNECT TO 6. ALL RECEPTACLES TO BE GROUNDED TYPE. ( ) W 23. CIRCUITS FOR LAUNDRY, FURNACE AND WATER HEATER INSTALLED IN PANEL BY CENTRAL SECURITY BATTERY BACKUP CM M Co rn M M p CM m Co m m m � 7. ALL 125 VOLT, 15 OR ;!0 AMP RECEPTACLES ARE REQUIRED TO BE LISTED GUEST BR RECEPS & m m m m a MANUFACTURER. 16 14-2 15 1 1 20 12-2 LAUNDRY (GFI) (AFCI) 15 11.ALL CARBON MONOXIDE DETECTORS SHALL BE FLUSH MOUNT UNITS AS DW.. TAMPER RESISTANT LTS (AFCI) b � MANUFACTURED BY BOSCH"FCP-500"SERIES-MODEL NO.FCP-500-C OR AN Q 24. RECESSED LIGHTING FIXTURES WHEN INSTALLED IN THE BUILDING ENVELOPE MUST BR 1 RECEPS & LTS DINING AREA RECEPS M APPROVED EQUAL AND INSTALLED BY THE,SECURITY ALARM CONSULTANT AND 8. A COMBINATION TYPE ARC-FAULT BREAKER IS REQUIRED FOR ALL BRANCH BE TYPE IC RATED, WITH NO PENETRATIONS BETWEEN INSIDE FIXTURE AND THE 14 14-2 15 1 1 20 12-2 13 INSTALLED BY THE SECURITY ALARM CONSULTANT IN ORDER TO CONNECT TO CIRCUITS THAT SUPPLY 120V, SINGLE PHASE, 15 AND 20 AMP OUTLETS INSTALLED CEILING CAVITY, AND GASKETED OR SEALED TO PREVENT LEAKAGE; OR, TYPE IC OR (AFCI) (AFCI) IN KITCHENS, LAUNDRY ROOMS, FAMILY ROOMS, DINING ROOMS, LIVING ROOMS, CENTRAL SECURITY BATTERY BACKUP NON-IC RATED INSTALLED INSIDE A SEALED BOX. v PARLORS, LIBRARIES, DENS, BEDROOMS, SUNROOMS, RECREATION ROOMS, CLOSETS, 12 KITCHEN (GFI) (AFCI) 12-2 20 1 1 20 12-2 BATHS (GFI) 11 12.ALL FLUSH FLOOR DUPLEX CONVENIENCE OUTLETS SHALL BE THOMAS&BETTS HALLWAYS, AND SIMILAR ROOMS OR AREAS, INCLUDING THE SMOKE ALARMS, DW, 25. STEEL PROTECTORS SHALL BE USED TO PROTECT CABLES LESS THAN 1.25" FROM AND LAUNDRY AREAS. THE NEAREST EDGE IN ALL FRAMING MEMBERS. -- - =-= - - -- -- BASEBOARD E9761SS WITH STAINLESS STEEL COVERS,�AS MANUFACTURED BY'CARLON,OR AN APPROVED EQUAL.REMOVE CARPET FLANGE. 9. A GFCI BREAKER OR LISTED TAMPER RESISTANT TYPE GFCI RECEPTACLE IS 26. NON-METALLIC SHEATHED CABLE SHALL BE TYPE NM-B W/GROUND OR MC IN 10 KITCHEN (GFI) (AFCI) 12-2 20 1 1 20 12-2 EXT. RECEPTS (GFI) g REQUIRED, BUT NOT LIMITED TO ALL CIRCUITS SERVING ALL COUNTERTOP OUTLETS EXPOSED LOCATIONS PER 2014 NEC SECTION 334.15. 13.FOR ALL EXTERIOR FIXTURES MOUNTED IN STAIR RISERS, E HELI NCE FROM 10. A GFCI BREAKER OR LISTED TAMPER RESISTANT TYPE GFCI RECEPTACLE IS 8 REFRIGERATOR (AFCI) 12-2 20 1 1 20 12-2 WASHER (GFI)AFCI) 7 CL � FINISHED FLOOR TO CENTERLINE OF LAMP SHALL BE HALF THE HEIIGHT OF THE N W 27. CONDUCTORS, ELECTRICAL EQUIPMENT AND LIGHT FIXTURES (LUMINARIES) SHALL BE RISER. L�.J Z REQUIRED, BUT NOT LIMITED TO, ALL CIRCUITS SERVING ALL BATHROOM U Q LJ Z LABELED OR LISTED BY A NATIONALLY RECOGNIZED TESTING LABORATORY. THE 14.CONTRACTOR TO COORDINATE AESTHETICS/LOCATIONS OF ALL MOTORIZED z L J = = RECEPTACLES. DISHWASHER (GFI) (AFCI) SHADE TRANSFORMERS WITH ARCHITECT.CONTRACTOR TO INCLUDE IN BID ALL � L� _ EQUIPMENT SHALL BE SUITABLE FOR LOCATION AND USE IN COMPLIANCE WITH ITS 6 HOOD (AFCI) 12-2 20 1 1 20 12-2 5 NOT TO SCALE O (/) L� U U z 11. GFCI PROTECTION IS REQUIRED WHEN OUTLETS ARE WITHIN 6 FEET OF THE LABEL AND LISTING. (LOCKABLE BREAKER) NECESSARY MATERIALS AND LABOR ASSOCIATED WITH POWERING MOTORIZED a- O O P-- 0 OUTSIDE EDGE OF A KITCHEN, LAUNDRY, UTILITY, OR WET BAR SINK, DISHWASHER, 28° 200 AMP PANEL BOX FACTORY INSTALLED. A SERVICE DISCONNECT SHALL BE 4 SHADES TO MANUFACTURER'S RECOMMENDATION. W Q � I EL BATHTUBS OR SHOWERS. WATER HEATER 3 O O � v ►---I PROVIDED ON SITE BY OTHERS AT A READILY ACCESSIBLE LOCATION NEAREST THE 12. A LISTED TAMPER RESISTANT TYPE EXTERIOR WEATHER-RESISTANT/WEATHER-PROOF POINT OF ENTRANCE AT THE SERVICE CONDUCTORS PER NEC230.7(A)(1). 2 (SPACE ONLY) 1 -2 25 2 2 3O 10-3 DRYER T BRAUN OR APPROVED EQUAL FOR CENTRAL VACUUM;PROVIDE HOSE AND a_ ¢ CD w ►-� TOOL SET @ALL LOCATIONS SHOWN. z 1 O n > O GFCI OUTLET IS 29. AN ENERGY EFFICIENCY CERTIFICATE SHALL BE POSTED ON A WALL BY THE REQUIRED TO BE LOCATED AT BOTH THE FRONT AND REAR OF ALL DWELLING FURNACE LOCATION, UTILITY ROOM, OR AN APPROVED LOCATION. IF LOCATED IN B ALL PLUG MOLDS SHALL BE MODEL N0.24R312TRS15WH AS MANUFACTURED Q UNITS. OUTLETS MUST AT GRADE LEVEL. A RECEPTACLE IS ALSO REQUIRED WHEN BY WI REMOLD OR AN APPROVED EQUAL. L> ¢ Q V J THE PANEL BOX, THE CERTIFICATE SHALL NOT COVER THE CIRCUIT DIRECTORY. PORCH /DECK/BALCONIE-S ARE 20 SQ. FT OR BETTER AND MAY BE USED TO COMPLY WITH THE 2014 NEC 210.52E WHEN AT GRADE LEVEL AND 30. WHIRLPOOL TUBS ARE REQUIRED TO BE ON AN INDIVIDUAL CIRCUIT. IF GFI N011`d001 �I�1d3�8 NIdW � WITHIN 24" REACH PROTECTION IS PROVIDED FOR THE WHIRLPOOL TUB UNDER THE TUB OR AT THE ROTATE PANEL WHEN SITE INSTALLED 13. SMOKE DETECTORS ARE REQUIRED AT THE FOLLOWING LOCATIONS: TUB A ACCESS PANEL SHALL BE READILY ACCESSIBLE z 13.1. IN EACH BEDROOM 31. A WALL SWITCH TO CONTROL LIGHTING OUTLETS FOR INTERIOR STAIRWAYS SHALL 13.2. OUTSIDE EACH SEPARATE BEDROOM AND IN THE IMMEDIATE VICINITY OF THE BE PROVIDED AT EACH FLOOR LEVEL WHERE STAIRWAYS HAVE SIX OR MORE BEDROOM RISERS. 13.3. EACH ADDITIONAL STORY OF THE DWELLING 'UNIT INCLUDING BASEMENTS, BUT I ( f NOT INCLUDING CRAWL SPACES AND UNOCCUPIED ATTICS 32. LAMP HOLDERS INSTALLED IN WET OR DAMP LOCATIONS SHALL BE OF THE WATER -- - _....,_... ..._ __ - _ _ _�._--_L. __.. __� PROOF TYPE. Electrical Load Calculation Form: 14. CARBON MONOXIDE DETI=CTORS ARE REQUIRED AT THE FOLLOWING LOCATIONS: -��- 14.1. OUTSIDE EACH SEPARATE BEDROOM AND IN THE IMMEDIATE VICINITY OF THE 33. WHEN MORE THAN TWO NM CABLES CONTAINING TWO OR MORE CURRENT CARRYING i 00 BEDROOM CONDUCTORS ARE INSTALLED WITHOUT MAINTAINING SPACING BE THE CABLESI 14.2. IN A BEDROOM WHERE A THAT HAS A FUEL BURNING APPLIANCE IN THE (OR PLACED IN THE SAME OPENING) SHALL BE FIRE- OR DRAFT-STOPPED USING CN 5/22/2018 Performed B#pbw Mfg: Simplex industries ROOM OR ADJOINING BATH WITHIN THE BEDROOM T N I N Q U 14.3. DWELLING UNITS I�' WHICH FUEL-FIRED APP_IANCES ARE INSTALLED AND IN THERMAL INSULATION, CAULK OR SEALING FOAM, THE ALLOWABLE AMPACITY OF EACH CONDUCTOR SHALL BE ADJUSTED IN ACCORDANCE WITH TABLE E3605.3 ...,..............w W .._.. ........_... ...... ..... -. _ .........._....- .._ .... _.._-.. _ _.......,..... .........., -....... _.. . .. .-.._.....,_- _ ._W, I I I I I I 0 W DWELLING UNITS THAT HAVE ATTACHED GARAGES _ !Project: 17-0617 _- - Model: 2-Story .......e.. I� c0 N O 34. A MINIMUM OF 50 PERCENT OF PERMANENTLY INSTALLED LIGHT FIXTURES SHALL ��I 15. SMOKE DETECTORS SHALL NOT BE INSTALLED WITHIN 36" OF BATHROOM DOOR CONTAIN ONLY HIGH' EFFICACY LAMPS OR SHALL BE CONTROLLED WITH A 'Air Conditioning UNLESS IT PREVENTS THE INSTALLATION OF THE DETECTOR ALTOGETHER. OCCUPANCY/VACANCY SENSOR OR AUTOMATED LIGHTING CONTROL SYSTEM. __.._ ........... ........_...._..,,_..,..-I__. v_...._.....". .y_. ..._ - ._ _ ......._._ ..-,_.._d._,. , 16. PHOTOELECTRIC SMOKE DETECTORS SHALL NOT BE INSTALLED WITHIN 6 FEET HORIZONTALLY OF A COOKING APPLIANCE. 35. 75% OF PERMANENTLY INSTALLED LIGHTING FIXTURES SHALL HAVE HIGH EFFICACY ;Central ,Electric Space Heating ( x ,65) * 0 " LAMPS. � ..�._ ..._.... _... �._ � . 17. IONIZATION SMOKE ALARMS SHALL NOT BE INSTALLED LESS THAN 20 FEET 36. A RECEPTACLE OUTLET INSTALLED TO COMPLY WITH A REQUIREMENT FOR AN L@SS Than Four Separately Controlled HORIZONTALLY H A COOKING APPLIANCE UNLESS THE ALARM HAS A SILENCING INDIVIDUAL BRANCH CIRCUIT SHALL CONTAIN A SINGLE RECEPTACLE, OR A p y __._ _ DEVICE, THEN THE MIN. DISTANCE IS DECREASED TO 10 FT. MULTIPLE RECEPTACLE IF, AND THEN ONLY TO THE EXTENT THAT, THE SUPPLIED ;Electric Space Heating Units EQUIPMENT INCLUDES MULTIPLE SUPPLY CORD CONNECTIONS. p .. ( F65) 4 RE TO BE DIRECTLY CONNECTED TO I LLJ rn N 18. SMOKE AND CARBON MONOXIDE DETECTORS A _ A LIGHTING CIRCUIT WITH NO INTERVENING WALL SWITCH. COMBINATION SMOKE 'Four or More'Separately Controlled w 0 > DETECTOR AND CARBON MONOXIDE DETECTORS MAY BE USED. Y �� !Electric Space Heating Units ( x ;40) * 0 TF o z w Y - � ._. z * Use the larger of the air-conditioning or the -- <LiJ m � � < diversified demand of the heating load. CD z � I � = � � Q Ln U W = Other Loads: _ �_ w o CO CD i Watts or - Circuit Wine I o LJ N z - 0 o holt-Amps Ampacity Size J °� <a � General Lighting -----.�__� .____..._... _ g g , 13692 -'15_ -� 14-2 U m 0 (- Small Appliances ( 3 x= '1500 i) 4500 20 12-2 _ REGISTERED ARCHITECT PE STAMP Range GAS) � � 450 15 � 14=2 Dishwasher 750 20 12-2 O5.N� .� Mall Oven s 0 NIA NIA r/ 0 Utility Room Recept 2400 20 �12-2 � �� :. IWasher I-�� 1 500 20 12-2 _ Dryer(ELEC) _ -- 5,000 30 '10-3 - ��Nk, b A Furnace w'- '936 '15 14-2 Water Heater(IELEC)_ ! 4500 25 10-2 , _ .. _ Of I M is rowave I [ i 1,580 20 12-2 , Whirlpool 0 _ N/A -_ .I 0 NCA N/A 07/17/18 `Garbage Disposal 1 I Subtotal-j 35308 First 10 KW of other loads @ 100% = 10000 DOS USE ONLY Eng. No: 17-0617 Remainder_of,other loads a@ 40% ( 25308 x X40)_ = 10123 - --- APPROVED Eng. Date: 10-24-17 t Heat or A/C from Above: 0 * DATE 7/17118 SERIAL No: PFS CORPORATION DRAWING BY: pgW Bloomsburg, PA Total Calculated Load,.,, 20123 CHECKED BY: Required Se ce .�. i ,-.. I DRAWING No. j q d rvi Size: 20123 =240 83.85 Amps I g - installed Panel Size - 200 Amps /� . 0 i `� Program Update: 9/8115 SCALE: N/A ttttttttttttt� Simplex Industries 1 Simplex Drive Scranton, PA 18504 t � mes www.simplexhomes.com N www.facebook.com/simplexhomes z 0Il w �0_ F_ O L` O QWw (n (r (r 1-O \Y 0 LL. _ � I- Z0L'- Vl J O OO � F- � wz7 Zwl-(/jW V) = w � L� � Z � amx � F- w UnmQ XO < wZD w � ME 00 �� ICL =- wwC� � � 0 - w � � oZ02 � 0 -IZ (� 00w H � wQl- - w -I Z O 0 0 0 N W w � m LL. 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I 1 N 2"FROMt6RNER ^�� R 1 \ — - \ CLOSET \\ / ! 1 1 \ I I I- 1 \ I \\ o y\` W L(7 Cn Q 17 iL - \ PANEL B < L--- '� ! ---- \\ 3 Ll l 0 w 1 \ 9 I l I t �' I 1 DROP-'6BSMT. #11 / 127 ------------------------------, 27 �` I /�I \I,_ -----1--------------------- ------ --- _ ��i''/ /� ' #34 j — � a- 1 ! s� ssD)�- ♦ I I I L-- ''l l }p _---- - 34 __-_- 34 34 __--_ 34 (/) \ / AC/Dc R 2\1 R _ 2Y�/ O _ Z / / I Y O LL Z Z \ TO SMOKES ENTRY / w Y Z \\ ON THE 2nd.Fl. I j/ I /// -_-- n n n #13 / 0' W W m < 0 J U I / Q Z �-- \ � O LOCATED IN THE _--------_ _ ,/j #9 / = Z O Q -- ___ \\ \ \ BASEMENT(:•) - / / IY _------` / RANGE HOOD TO /' . DRYER VENT DROPPED TO coSQ J -------------------------------------------------�--- % VENTTHRUROOF , CRAWL SPACE BYSIDIPLEX. 00 W -------------------- TOGFION__ � � � U W' O d0.. 0 \--------------------------------- __ \\ ---! ON-SITE BY � VENTED TO EXTERIOR (� _-_--- --------- \\\\ THF2nd.F1. ---- OTHERS(��,/' ON-SITE BY OTHERS 0 '— Q N Z_ ------- \ � J m � J \ ' 0 0 I_ U m 0 H- REGISTERED ARCHITECT PE STAMP I 07/17/18 DOS USE ONLY Eng. No: 17-0617 95F�_ APPROVED Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: Bloomsburg, PA PBW CHECKED BY: DRAWING No. 4 . 1 SCALE: 3/16" = 1 '-0" s Simplex Industries 1 Simplex Drive Scranton, PA 18504 mes www.simplexhomes.com N www.facebook.com/simplexhomes z oma- LLJ O L` O QWw (n 0 Y =) I- = OOLi � 0WZ = � LJ F-(n W � W < Z -z O LLJ :2 QW� f- :2E (r -� � p �� � WW� L D - oLLI C) � z0 � 7QWO o ~ W - J 0 � = Wm00O WL� [n O � J 0 0 W O O of W WQ � � � Q � L' = C� U_ I- O � ZO - Z OF- W O_ z � ZJJL� f- z l-LLJ LLI LAJ a_ D W0 � o � z zQ0Qzwo Who- zWW - OLL_ ¢ O OAU (nm � � W = U � AD = O w LLJ I- Q O Cf) 0_ J - W = ZC) U 0Z =) a- D v) - 1] � = Z( n =ZW 0O � J (n SHZa. 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I/ r 271 /oc 27 / ° is �a I I .i I .�i O � U - - - - - - - - - - - - - - - - - - -4 - - - - TI 271/ I7 I- - - -F - - - - - - - - - - J Z � Q C� � F"'I �I I I\ \\ 11 I I I — — — — — — — O > � LL W —1 ]J 1 50 / I °O (n O o Q = O 0 i 24y--hR>' \ I #28 28 IRE, BOX & o i / w \ I TCH OR 27 I \ V i / I I - I TO SMOKE DET.ONIst.Fl. / GYMS`,_- I Q I I i T 27 i1 271 28 1 / .. wp I \O1 24 R 20 20 1 \ I I 11 l 1 \-------- / I \ / \ / / I LLJ 1 1 I#201I 2 /20 \I \1 1 / "c/DCI 1 19 I I I 00 00 00 �_ W W O I\®i � 24 c j I I I I I I / I \ I I I I C 1 Q I i I I I I I� c0 't h� N O 20 165.5417 SgFt�1 Y / \ � I I I i - - - - - - - - - - - - - - 11 �; ,.,/ 27 /, \\ I � - I� Cfl L6 4 P7 CV O - - rC-/�k5 - - - - - - - - - - - - - - - - - - - - - - - - - z \ 4 S ON ROOMI\ / � / '� �� 24h'.)/1 1CN \ \ __-_�\ ♦''- \1 l 1\ / COIL WIRE TO \ j \�20SWITCH ON 1st. \ I I / \ I CN — — — — — `- ------------- \ s LL) w �,.� _�/ TO FI �- 20Y t;) 20�i..) - - z 1, PLACE O I � �- O_ 1st.Fl. Z } Z 1 I Q Z W `� Z WLLJ ::DQ m w � Q O \� TO GPI ON � O Z O Q `�---�lst.FI. r1l :2 _ Lr) LLJ U W w co 0 � CD O 0-) U � 0 N OfZ m D D ry I- U m 0 F REGISTERED ARCHITECT PE STAMP 07/17/18 DOS USE ONLY Eng. No: 17-0617 Eng. Date: . APPROVED Eng. DATE 7/17/18 SERIAL No: RFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 4 . 2 SCALE: 3/16" = 11-01f UPLIFT CONNECTIONS EXT WALL: Simplex Industries 7/16"0S8/Pl_.Y overlap floor 1 Simplex Drive rim joist min.3" Scranton, PA 18504 1st"Story Wall Stud to FlvorLf 0,113in x 2in nails Band Connection - - line_4 0 plf 6 in o.c. Use 2 rows offasteners along'bottom edge of panel www.simplexhomes.com N line-7 0 pff 6 in o.c. www.facebook.com/simplexhomes 7/16"OSB/PLY overlap sill 0 w w o z w iatx I,5" Q w w O U_ O C7 U LL- 00z0wcn Q I- (n w (n (n (n Floor Band to " _a' I- � � z = Sill Plate 0"1131nX2in naffs _1111.._._......... ....._...__.__._.._.,, ..__.........,._..,,....__ 1.11.1......._..._............ Q m of o- P w V) w Q �` z 0 Connection XON = zo w � � 0 0 Use 1 rawoffasteners line 0 pif 3 in o.c- J 0 w w � _j 0 W O w atong bottorn edge of panel M O w Q I_ - w J � � z0 = � O Z: (ifw line_7 0pif 3inox. � zoOooz Q �_ Lo I— � m � a- L, X � Ln z LL SHEAR WALL SPECS: O Q z o _ Of 0 w O J O Q 0 O Q Z w 7/16"OSB w/0,131"x2.5"nails _ Xp � � O U w = z li c- _ LU 1st"StotyWall-"lined Oaz0 - z o3z - J0o� 297 plf, A o.c.panel edge&12 o.c. .field.nailing(e3derior) a- 0 LLQ 0 z F- O O 5egnen#ed ❑p =STIIDI4RJ � Z O z W cr U w W z a- V) Z zQ (nQzw0 win w 0LL_ Q OAU !� zC0] N w = UD C4 ,�j 7/16"OSB w/0,113"x2"nails FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS ~ z O (n O --� w W = V) Z U Q 1St Story Wall-fine 7 TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE O !Y z 0 J L ~ z J LL_ OR 292 plf 4"�3.c_panel edge&12"O.C. WITH 1/2 THRU DOLTS O 48"O.C. WITH 1/2'THRU BOLTS O 48"O.C. WTH 1/2 THRU BOLTS O 48"O.C. WITH 1/2'THRU BOLTS O 4B"O.C. WffH 1/2'THRU BOLTS O 48'O.C. WITH 1/2'THRU BOLTS O 48"O.C. W fH 1/2"THRU BOLTS O 48"0 C. WITH 1/2 THRU BOLTS O 48"O.C. - I- LLI D OR 3/8"x8"LAGS O 32"O.C. OR 3/8"x8'LAGS O 32"O.C. OR 3/8'x8"LAGS O 32"O.C. OR 3/8"x8"LAGS O 32"O.C. OR 3/8"x8"LAGS O 32"O.C. OR 3/8'x8'LAGS O 32'O.C. OR 3/8'x8"LAGS O 32"0 C. OR 3/8"x8"LAGS O 32"O.C. 7 eilted field nailing(eadedor) 1 c� z � � � � c~nz � W � zcn 118'-6 z00LL_ z0 DO (n < Z § a- U � wQz � � Lj OVERTURNING CONNECTIONS: 4 5 6 a 0 = J w o w O 1stStMNbduleto x 0' 0 0 w _J 33'-11" 50'-5" 30'-7 1/2" 0 0 O O J J O0 O < W J Q Y t=oundatlon-dine 4 Simpson Strong-Tie 1t2 in min concrete cover .::.::..........:.... ,. 2671 lb and{30}16d sinkers,locate 9'-10 1/2" 2s'-10 7/1 s" ,: � oa o_ >- � � ~o w Q Q w � Q � � STFlD14RJ I- _jWD < MM zo � z � z � zin 1.5in from comer = w cn z _ _ • e e I oLli 0 1st Story"lVbdule to ! I � M n n n n n n 's O Foundation-hne 1/2 in min concrete cover �■�■ ■ ■.I.■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■ ■�■�■�■�■�■�■�■�■�■�■�■�■�■�■�■ ■�■�■�■ ■�■ ■ ■ \_ �■�■�■ ■.■.■.■�■�■�■�■�■�■�■�■�■�■�■ 2631 lb Simpson Strong Tie and(30)16d sinkers,locate 13'-9" 2'-i t 7/8" -5 7/8" ■ 3'-4 7/16" 3'-9" �, 0 Q STN D 14 RJ ;-----, � I ----------------------------------- < from comer ■ 1 Q I I , SLIDING CONNECTIONS: ® ------------------------ - t i I UP EXTERIOR WALL ■ 0.131"x 3"toenails" 0 we I I 4'-0" SHEATHING ACROSS ■ 1 st Story to Sill Plate Connection-line_4&line_7 420 plf 3 in DC fV1A i ■ 3 I 1 ,n N w TOP PLATE SPLICE LIMITATIONS: I I NOTE: NOTE: z� I L z z ----------------------- I _ C� GYPSUM FASTENERS MUST BE J�"LONGER THAN WALL SHEATHING TO BE FASTENED w/0.113'x2' , �a I N TYPICAL LENGTH WHEN INSTALLING OVER OSB ON NAILS O 3"O.C.(EDGE)k 6"O.C.(FIELD) i ii5"' I Z t_L_I I--- = tJJ Minimum splice lap where splices are allowed i i INTERIOR WALLS.TYPICAL ALL LOCATIONS. UNLESS NOTED OTHERWISE. I I ! O 0 O - - ------------ ; oa o �- �L L-y y r1 C �t ^ W ---- , , I 4 w 1st Floor Double L)(V'T(� 1� -No 'pa i o 3 IAP NOTE: SHEATHING FROM FLOOR BAND TO SILL ' I i • w a J I O O Splices -zN LSO 3 O.C. - - dos 4252 lb - „arawan.y .. .,a.-a,,.,,._,. ...,.,..,.,,...:m,...,,+,...,,,.,,,,,,,,,,,,,«..,,.,:.,....,.,._,.....a..,,,<,.+.i»,.>,,.w,ea..,-n-,�..»».+..- v=i`=�o at N PLATE AROUND ENTIRE PERIMETER. FASTEN I �-i �; � I � O O � \ SHEATHING w/0.113"x2'NAI i p r tO o rn \ z Q 0 5 m o o I f UNLESS NOTED OTHERWISE. j \ n 1 ■ 'Endwalls t �q o w�n v I o� o� o I FASTEN FLOOR BAND TO SILL PLATE w/0.131"x3" ; l i o M I I z 0- j U ;� w TOE NAILS O 3"O.C.UNLESS NOTED OTHERWISE, I O I , O /� M i t0 iG I ■ �- Q0 = V/ o <_ I I Q 3 ■ o o N W FASTEN A ON3W LL LINE TOE 6 FLS O BApOCTO SILL PLATE I i oo i BUILT UP COLUMN CONNECTIONS: I o i �N i � N Nw �w ..._....g '-' ■ m o mN o m o I I i '---------------------------------- O D Connection made with �_ �_ 0.131" x 3.0" Nails I I I I o Required Spacing for two rows staggered = 8 in o.c. - � I I o o ❑a. SIMPSON STHDI4RJ I ( L I (5,0000 � 00 � U V1V00 Q 14'-10 1/2" 20'-0" 3'-5" 4'-10 3/4" 3'-9 3/4" 4'-3 1/2" 30'-7" 1 1 1 1 O � 1--- N � O N Q M 118'-6" � W 1 1 1 1 1 1 0 d N O U Ln �t � N 6 z V J N I5 r� Cn N � � � �� W Y z Li w O wm � Q � � CD z °- w = C o ao CD O O' U w 0 O - _z 0 N N m w O D U M D F- REGISTERED ARCHIL ECT PE STAMP ;CODE 120151RC I 1 .._.......n__._ 1#STORIES '2 i( Line 7 Single Story) - _111_ - ----------- - 3SEISMIC DESIGN CATEGORY B i �- -__ _-------_ ----__.__-__ !WIND SPEED(3 SEC GUST) 135 WIND EXPOSURE ;C 1 ll. -------__----_��___.__,_�.__ HEAVE Td RIDGE HEIGHT 2 FT "- > _._..........___.._._.._..,_,.... W...... WALL PIEIGHT I#VERTICAL BRACED"ALL LINES See Charts Below-- # elow _... _,,,_.�._,. w.�. #HORIZONTAL"BRACED WALL"LINES ':See Charts Below ROOFtC_EILING_DEAD Lt7AD-PSF ,15 PSF.________.._.._, ,_` _ _ _ -_ _ j `Oy2 " GYP ON"US-OF WALLS _YES -___ ___ I CS=WSP I WSP SHALL BE CONSTRUCTED PER TABLE BELOW 07/17/18 MINIMUM WOOD ULTIMATE DESIGN WIND SPEED Vult MINIMUM NAIL MINIMUM NOMINAL MAXIMUM WALL PANEL NAILING SPACING STRUCTURAL PANEL THICKNESS STUD SPACING (MPH) SIZE' PENETRATION PANEL SPAN EDGES FIELD WIND EXPOSURE CATEGORY (INCHES) RATING (INCHES) (INCHES) (INCHES O.C.) (INCHES D.C.) B C D DOS USE ONLY Eng. No: 17-0617 6d Common 1.5 24/0 3/8 16 6 12 140 115 110 Eng. Date: (2.0"x0.113" 16 3 6 '140 140 "140 10-24-17 8d Common 16 6 12 170 140 135 1.75 24/9 6 7/16 24 6 12 140 115 110 APPROVED SERIAL No: .DATE 7/17/18 DRAWING BY: PBW EXTERIOR BRACED WALL BRACED WALL TABULATED MIN WIND EXPOSURE RIDGE TO EAVE WALL HEIGHT """ """ „"WALL�LINE "" a ADDTL 800#- INTERIORgGYPSUM - GYPSUM ,MIRACED WALL WALL MEETS PFS CORPORATION . 11 . 1 — "1111.. 1111----.--- ".,. �_. w�, ... .. ... ....................... ........ ...... ._ 1111.. . __,._.......:_..;�.��. �.-. � 1111.---w......... .. 1-1111-1,-,.11111- .... . „ 1111... ....[",..-...............,..,......._.. - 1111 ,VIIp L UNE -SPACING a METHOD BRACED WALL TOTAL FACTOR HEIGHT FACTOR _ FACTOR QTY`FACTOR HOLD DOWN BOARD FINISH _ BOARD LENGTH REQ'D REQUIREMENT Bloomsburg, PA CHECKED BY: '}- Table R602.10.3(1) Table 8602.10.3(2) Table R602.10.3(2) Table R602.10.3(2) Table R602.10.3(2) DEVICE (OR EQUIVALENT) FASTENING DRAWING No. 4. Engineered 5 50.42 WSP 24.69 1.30 0.85 0.95 1.45 1.0 1.0 1.0 37.6 YES 6 50.42 WSP 24.69 1.30 0.85 "0,+35 1.45, 1-0 1.0 1.0 37-6 YES 5 . 0 7 Engineered C 29.35 CS WSP 12,90 1.30 0.85 0-95 1_"0 1.0 To 1.0 13.5 YES D 29.75 CS WSP 1 12.90 1 1.30 1 0.85 0,95 1 1°0 1 1.0 1.0 1 1.0 13.5 YES SCALE: 3/16" Simplex Industries 1 Simplex Drive Scranton, PA 18504 TM rM V mes www.simplexhomes.com N www.facebook.com/simplexhomes nFASTEN 2ND STORY FLOOR GIRDER TO 1ST FASTEN 2ND STORY FLOOR GIRDER TO 1ST ( ,) ) o W W � � O YSTORY w/ 0.131"x3" TOE NAILS ® 6" O.C. STORY w/ 0.131"x3" TOE NAILS ® 6" O.C. Y CD * (ONE SIDE OF MATELINE) 36,-$„ (ONE SIDE OF MATELINE) W O Q W W 2 QLj Of = W � azo m � ry F- w U) 13'-10 1/4" 22'-9 3/4" Q W z � - O z - o 3'-2 3/8" ■6'-4 1/4" 4'-7 1/8" 2'-1 5/8" � 0a- wow � � oo 10 M ZO � o 0L'j < L10 � J ■ (1) SIMPSON LSTA18 ■ (1) SIMPSON LSTA18 = L1J W m STRAP FROM STUDS TO STRAP FROM STUCS TO O 0 O O p p I- W x M DBL LVL FLOOR JOIST M DBL LVL FLOOR JOIST O W Z -I D 0LL U W W 0 O 0 - (800#) ■ (800#) o DOUBLE LVL FLOOR JOIST , DOUBLE LVL FLOOR JOIST W = 0!: ODU � OLf BELOW WALL N ; BELOW WALL O z 0 _Z Lit 1 U W W z W L Z ■ i n- O W0 0 z Z Q (n Q Z w0 I wHo ZwW 0LL_ Q OAU I = 0 0 - U) m V U W = U =) U N FE:[NA -L SHEATHING TO BE FASTENED w/ 0.113"x2" I ~ O U Ln a J Cf) o, W = ZQLS ® 3" O.C. (EDGE) & 6" O.C. (FIELD) I U Z Of I.- ~ WLi- � WO LESS NOTED OTHERWISE. Z O Q �Ld z Q Z � o O Z z C"iM EDON-SITE I � w \ BY OTHERS(** I D 0 0 LL_1 0 0 < x _j I w0 0 HOLLJJ � M ENGINEERED COLLECTOR: I - r - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � Q � � } � � W � I�- L�J ~ � M � N (2) 2x6 SPF #2 TOP PLATE = Owcnz � � o � aQ = � a � = FH- _j Of n (n (8) 0.131"x3" NAILS EACH I SIDE OF EACH SPLICE - °r (ENTIRE LENGTH OF WALL) I I I 0 i - (\41 I w I m m m m m m � n n � r r n �I r_OGATE-FLGOR-TFUSS OVER 1ST LOCATE FLOOR TRUSS OVER IST STORY -II I STORY WALL. FIASTEN FLOOR LOCATE FLOOR TRUSS OVER 1ST STORY Q N WALL. FASTEN FLOOR TRUSS TO 1ST STORY - - I TRUSS TO 15ff STORY w - - - - - - w/ 0.131_'x3" TOE NAILS ® 6" O.C. - 1 -7OE- I.S�-6=(�C- WALL. FLOOR TRUSS TO 1ST STORY 1 Elf - - I "�-3" T--�E--N,:ItS�fr9e- L U/ck \ / FASTEN FLOOR BEAM TO 1ST �I I /�\ I STORY CEILING BEAM w/ 1,131"x3" TOE NAILS ® 6" O.C. N M' I I I Cn \ / N W I O W Z Z I DOUBLE LVL FLOOR JOIST IN LINE \ / I I r� WITH END OF WALL SEGMENT _ ■ \ / o I / \ 0 W O O F__ O 1 L = \ / I I � j I O Y 0 N. \ / I O O z p U C U / I (1) SIMPSON MTS18 STRAP \ / L�l ■ -� FROM WALL STUD TO DOUBLE - I O < > LVL FLOOR JOIST (800#) - - CD � � O \ / Q Q r LU O DOUBLE OOR JOIST IN LINE \ / i _ M 24 WITH END OF WALL SEGMENT LVL FLN W N / \ L ■ ' ` I I I ■ - I I N / \ 00 00 00 � Q / \ I - - - - -- - - - - -- - - - - - - - - - - - - - / ENGINEERED COLLECTOR: \ ■ (2) 2x6 SPF #2 TOP PLATE - NO SPLICES j®j I �®� - - - - - - - - - - - - - - I I I I O � ~ - - - - - - - (ENTIRE LENGTH OF WALL) N Q - I I I 0 DOUBLE LVL LVL FLOOR JOIST BELOW WALL. LAP EXTERIOR WALL DOUBLE LVL FLOOR JOIST BELOW WALL. FASTEN DOUBLE LVL FLOOR JOIST TO 1ST SHEATHING ACROSSMATELINE FASTEN DOUBLE LVL FLOOR JOIST TO IST I STORY w/ 0.131"x3" TOE NAILS ® 6" O.C. STORY w/ 0.131"x3" TOE NAILS ® 6" O.C. I ED - - - - - - - - - - - - - - - - -� - - - - - - - - - - --I (` (6 L6 4 � N O (1) SIMPSON TA18 411 SIMPSON LSTA18 z M STRAP FROM UDS TO (2) SIMPSON CS16 (2) SIMPSON CS16 STRAP-,-.FR, STUDS TTO - DBL LVL OOR JOIST ACROSS MATELINE ACROSS MATELINE DBL LLO ■ (800#) ON TOP PLATES ON TOP PLATES (800#) Z I gO...=._. 1=.=.=. ._._._. ._■_ 17 . 11_._ 174 . _. ._._._. ._._._._. 0 N 3'-3 5 ' 5'-1 ' w Q rN W � LTJ NOS H- U) `- _ 3:: FASTENMATELINE FLOOR RIMS FASTEN MATELINE FLOOR RIMS O Z Z Z TOGETHER ON-SITE ACROSS MATELINE TOGETHER ON-SITE ACROSS MATELINE WITH 1/2" THRU BOLTS ® 48" O.C. WITH 1/2" THRU BOLTS ® 48" O.C. C Lil Z OR 3/8"x8" LAGS 32" O.C. OR 3/8"x8" LAGS ® 32" O.C. Q m W I Q O W J =D C� F- ~ O z � � oQ w = w � U 00 � rnU wMi CD O � � Z_ N V) m � W I LZ U m 0 REGISTERED ARCHITECT PE STAMP CARE -12015 IRC ' #STORIES 12 :NE„� iSEISMIC DESIGN CATEGORY iB _ ....-_ __--- WIND SPEED(3 SEC.GUST) 1 135 O' WIND EXPOSURE ;C_.__ .._.-_-.- ;,. -AVE TORIDGE HEIGHT t,tb�ii Liu 'WALL HEtGHT���� .�` #VERTICAL BRACED WALT.LINES ESee Charts Be ow # #HORODNTAL BRACED!MALL,LINES ;See Charts Below I JN RQOFICEILING DEAD LOAD-P S F GYP ON J1S C)F WALLS ;YES ___... ..._... . . ..................... ... ............. ...._... .,..._. .,.......�_.._._._._..__ -..__._ _ _. CS WSP J WSP SHALL BE CONSTRUCTED PER TABLE BELOW -.._,_......... .........._.. _ . . _---........ __,_.,______ __ _ _ _ _.. _ _ �. _ _-- ___� 07!17!18 `�--- MINIMUM WOOD ULTIMATE DESIGN WIND SPEED Vult MINIMUM NAIL MINIMUM NOMINAL MAXIMUM WALL PANEL NAILING SPACING - STRUCTURAL PANEL THICKNESS STUD SPACING (MPH) PENETRATION PANELSPAN EDGES FIELD WIND EXPOSURE CATEGORY DOS USE ONLY Eng. No: 17-0617 812E (INCHES) RATING (INCHES) (INCHES} (INCHES O.C.) (INCHES O.C.) B C D APPROVED Eng. Date: 6d Common 1.5 2410 318 16 6 12 '140 115 110 .' ` » 10-24-17 (2.0"x0.113" 16 3 6 140 140 140 DATE 7/17/18 SERIAL No: 8d Common 16 6 12 170 140 135 PFS 2.5"x0.131"} 1 75 24116 7116 24 6 12 140 115 110 CORPORATION Bloomsburg, PA DRAWING BY: PgW EXTERIOR BRACED WALL BRACED WALL TABULATED MIN WIND EXPOSURE RIDGE TO EAVE WALL HEIGHT WALL LINE ADDTL 800# INTERIOR GYPSUM GYPSUM MIN BRACED WALL WALL MEETS CHECKED BY: _........- �..... .. u.. ._..�-----._.....---- ....... .......u. ..,._.._.... -......._................._....._......__..__,-.. ..................................._......- _..._...._...._..........__..._.._ -------- _... ._......, .......:.,_.. ._.................._...----..._..-..-.._ � � ...w........_.__WW,_. ..._. ._.. ------...._._:. __..._�.._...u................. _...._-,.............._.._....:...... .�._..,_y..-.w.._..- ........__ ...._..*w.._..,._..._._.._..__...._..._......._..._._... ,..w. WALL LINE SPACING METHOD BRACED WALL TOTAL FACTOR HEIGHT FACTOR FACTOR QTY FACTOR HOLD DOWN BOARD FINISH BOARD LENGTH REQ D REQUIREMENT _. _..._....__..._.... ....... ...._._....._.__....----._....___ _.____._....,.._._..,.......r _.__._...,.,_.. _.... .._.__,. - _- - _....__.. _ _ ...__......,..w._...._.._...___ ..__......_ ..._ _ . DRAWING No. Table R602.10.3(1) Table R602"10.3(2) Table 8602.10.3(2) Table R602.10.3(2) Table R602.10.3(2) DEVICE (OR EQUIVALENT) FASTENING _._.,. _... _.. 1 13.85 CS-WSP 3,47 1.30 0.70 0.925 1.3 1.0 1.0 1.0 3.80 YES 2 22.81 WSP 6.21 1.30 0.70 0.925 1.3 1.0 1.0 1.0 6.80 YES 3 22.81 WSP 6.21 1.30 0.70 0.925 113 1.0 1.0 1.0 6.80 YES A 43.00 CS-WSP 9.60 1.30 0.70 0.925 1.0 1,0 1.0 1.0 8.08 YES B 43.00 CS WSP 9.60 1.30 0.70 0.925 1.0 1.0 1.0 1.0 8.08 YES SCALE: 1/4" = 1 '-0" Simplex Industries 1 Simplex Drive Scranton, PA 18504 rm U�' • mes www.simplexhomes.com N www.facebook.com/simplexhomes z OL'- L d F O SIMPSON S _ QWLUL.I (n � � f-- O Y � I1 = o OOwH fY � wZ =� H Vj W (j W (n z Z W = > LL CORNER INSTALLATION wog = zCY w � C)LZ) J ~ H W W - W w � z0 = CL' 0JQLLJOLZ _L :2 F W I- � wm x FULL HEIGHT BLOCKING L'i O O[ifO O 0 p F=- mm w ~ � 016'D.C. ALONG O � LLJZJ � OWU Lv00 (3) FULL LENGTH 2 x STUDS E FULL HEIGHT BLOCKING CONTINUOUS BRACED WALL PANEL H 0 O � 0 � O O Z w W = CONTINUOUS RIM ALONG LENGTH OF BRACED WALL PANEL O Ln 0.131"x3"TOE NAILS OR END JOIST W Z O F- CL H- L O NG EXT SHEATHING N ED 0.WALL AAOEL 0- 0 g p o Z _j LL- BRACED dj BRACED WALL PANEL W Z O O H- Z J J >> I 2zoz �iQU wWzwwx � 1� M I - BLOCKING BETWEEN 0.131'x3"TOE NAILS TOE NAIL 3) 0.131"x3" W O CL 0 W Z O LL- QO Q 0 O TRUSS/RAFTERS ( Z w M W = U ®6"O.C.ALONG NAILS AT EACH BLOCKING = O - (n Uj U U NOT REQUIRED BRACED WALL PANEL MEMBER F- Z U (/=j 0 J Lv W = Z 0 U Q (n � OOf : Cr � H-W� � � O H- Z co O Z CD O Q u W 0 0 L - it O cn Q Cn Z STHD14RJ NAILING: CL � Z 0 a JE � Ow IREUPLIFT BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL Q x W Q - 30- 16d SINKER SIZE AND SPACING PER RUSSEDESIGN TOP PLATE LW/(3) 0.1310'x3" p 0 O H- w W O U Q x Q U Q AND IRC TABLE 802.11 TOE NAILS PER kIST W O O J J � O W J Y CnQa—Ld >- Fw- w � � W Cn �- pr Z = 0w (nZ � � 0 =) NQS = TRUSS/RAFTER TO BRACED WALL ATTACHMENT I— Q cn cn z 0 :2 z i- z :�E z V) TRTD SILL PLATE (SEISMIC DESIGN CAT. A, B, & C ONLY (4) 0.131"x3" FACE NAILS (4) 0.131"x3" FACE NAILS (4) 0.131"x3" FACE NAILS Lij 0 - --------------- 016' O.C.ALONG BRACED 016'O.C.ALONG BRACED AT EACH BLOCKING MEMBER > q "' WALL PANEL WALL PANEL m m m m m m O 4 nx r n n a d n fy_ u MIN. REBAR LENGTH a ; 'x3" FACE E (3) 0.131 Q d NAILS EACH SIDE UPLIFT HOLD DOWN REQUIRED CONTINUOUS RIM 2X EMBEDMENT C'N 7 SIZE AND SPACING PER TRUSS DESIGN OR BAND JOIST ( ) 0.131"x3"TOE NAILS3 0.131"x3°TOE NAILS iJot, Ln AND IRC TABLE 802.11 ® 6"O.C. FROM \\--ADDITIONAL FRAMING FROM JOIST TO SILL PLATE FULL HEIGHT BLOCKING LENGTH + 12" x RIM JOIST TO SILL PLATE MEMBER DIRECTLY BELOW ® 16" O.C. ALONG a ° BRACED WALL PANEL C3 (3) 0.131"x3"TOE NAILS FOUNDATION ONLY REQUIRED BRACED WALL PANEL FOUNDATION ONLY REQUIRED E FROM RAFTER TO BLOCHNG FOR SEISMIC DESIGN FOR SEISMIC DESIGN Lf�„ EACH SIDE CATEGORIES Do, D1 k D2 CATEGORIES Do, D1 k D2 N N CONTINUOUS RIM OR SCLID BLOCKING BETWEEN RAFFERS REQUIRED N W 2015 INTERNATIONAL RESIDENTIAL CODE FIGURE R602.108(1) I CD K BRACED WALL CONNECTION WHEN PERPENDICULAR TO FLOOR/CEILING FRAMING U Q w (f)I ATTACH BLOCKING TO TOP a O C) O Zj J FASTEN CEILING JOIST TC O PLATES W/0.131"x3"TOETOP PLATE W/(3) 0.131'x3" 0 w Q Q I CL NAILS® 6"O.C. ALONG LENGTH TOE NAILS PER JOIST OF BRACED WALL PANEL 0 Z r 0 z n > CD II w/-MEMBER H LIJ ADDITIONAL FRAMING O MEMBER DIRECTLY ABOVE FULL HEIGHT BLOCKING 11 (� O IMPSO STH D 14RJ TRUSS/RAFTER TO BRACED WALL ATTACHMENT " BRACED WALL PANEL ® ts" D.C. ALONG Q Q = � O SN (SEISMIC DESIGN CAT. A, B. & C) CONTINUOUS RIM BRACED WALL PANEL O m W 0.131'x3 TOE NAILS OR END JOIST 06'O.C.ALONG BRACED WALL PANEL O EDGE INSTALLATION 0 0.131'x3"TOE NAILS TOE NAIL (3) 0.131'0" U E UPLIFT HOLD DOWN REQUIRED BRACD.C.WALONPANEL NG NAILSMEMBAT EACH BLOCKING L_L J SIZE AND SPACING PER TRUSS DESIGN N AND IRC TABLE 802.11 (2) FULL LENGTH 2x STUDS � 0 (3) 0.131"x3'TOE NAILS FROM RAFTER TO BLOCKING EACH SIDE BRACED WALL PANEL BRACED WALL PANEL BRACED WALL PANEL O !!! CONTINUOUS RIM OR SOLID X000 T SHEATHING - N O BLOCKING BETWEEN RAFTERS C>D � <- REQUIRED CN CD I O N Q STH D14RJ NAILING: I (4) 0.131'x3'FACE NAILS fl- �p N O J (4) 0.131"x3" FACE NAILS (4) 0.131"x3"FACE NAILS r- � ATTACH BLOCKING TO TOP 016'O.C.ALONG BRACED 016"O.C.ALONG BRACED AT EACH BLOCKING MEMBER 30- 1 6 d SINKER PLATES W/ 0.131-x3'TOE FASTEN CEILING JOIST TC WALL PANEL WALL PANEL NAILS® 6" O.C. ALONG LENGTH TOP PLATE W/(3) 0.131'x3" OF BRACED WALL PANEL TOE NAILS PER JOIST (3) 0.131'x3"FACE � � � � � Nz W NAILS EACH SIDE 0.131"x3"TOE NAILS CONTINUOUS RIM U TRUSS/RAFTER TO BRACED WALL ATTACHMENT OR BAND JOIST 0.131"x3"TOE NAILS (3) 0.131"x3"TOE NAILS Q ® 6"O.C. FROM ® 6'O.C. FROM DDITIONAL FRAMING FROM JOIST TO SILL PLATE FULL HEIGHT BLOCKING - TRTD SILL PLATE (SEISMIC DESIGN CAT. Do, D1 & D2) RIM JOIST TO SILL PLATE RIM JOIST TO SILL PLATE MEMBER DIRECTLY BELOW ® 16"O.C.ALONG FOUNDATION ONLY REQUIRED BRACED WALL PANEL FOUNDATION ONLY REQUIRED BRACED WALL PANEL N rn FOR SEISMIC DESIGN FOR SEISMIC DESIGN LLJ~ LC)Q T� W -------------------- --------------- CATEGORIES Do, Di & D2 CATEGORIES Do, D1 k D2 W I� N 0-)""r (i r O a . ° d e i ° 2015 INTERNATIONAL RESIDENTIAL CODE FIGURE R602.10.8(2) O Z Z Z n ; a ° BRACED WALL CONNECTION WHEN PARALLEL TO FLOOR/CEILING FRAMING 1-1-1Y Z I I m Ltl O MIN. REBAR LENGTH a °DLA Q o z WJE 2X EMBEDMENT MIN. 8" CONCRETEfi� w Q0 co LENGTH + 12" STEM WALL O w � CN Z 1- m CwC/) � LJ-- U CT] p F REGISTERED ARCHITECT PE STAMP 07/17/18 DOS USE ONLY Eng. No: 17-0617 APPROVED Eng. Date: 10-24-17 A DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA ' CHECKED BY: DRAWING No. 5 . 2 SCALE: N/A F—FASTEN ALL HEADERS TO KING STUDS w/ (4) 0.131"x3" NAILS EACH END (TOENAILED Simplex Industries ENDGRAIN) 1 Simplex Drive URAL MEMBERS INDICATED ON THIS PLAN ARE ASSUMED TO HAVE FULL BEARINGSCrantOn, PA 18504 SPECIFIED SUPPORT COLUMN UNLESS NOTED OTHERWISE —STRUCTURAL BEAMS SHALL NOT BE NOTCHED OR DRILLED In rM —REQUIREMENTS FOR STRAPS FASTENED TO EDGE OR END OF LVL MEMBERS: —(2) ROWS OF NAILS w/ 1/2" MIN. SPACING BETWEEN ROWS - .�: . x; mes —SPACING REQUIREME=NTS: 8d COMMON NAILS "x2.5"� 10d COMMON NAILS (0.148"x3"� www.simplexhomes.com ^� S( MIN. SPACING PER ROW: 3" O.C. MIN. SPACING PER ROW: 4" O.C. WWW.facebook.com/simplexhomes MIN. END DISTANCE: 2" MIN. END DISTANCE: 3" z 4 PLY BEAM FASTEN: o Ji w o 4 ROWS OF 0.2220"x(3" SDWS or SDW SCREWS AT 16" O.C. PER ROW STAGGERED. w O Q W w 2 ROWS PER SIDE OF BEAM. (4) TOTAL ROWS Y D 2 J p 00UJ � � wZ = H H � (n V) 3PLY BEAM FASTEN: Qm�vi� w V) WQLL — zo 2 ROWS OF 0.220"x4.5" SDWS or SDW SCREWS AT 12" O.C. PER ROW STAGGERED. M m er- _z — O NOTE:AN-SITE STEEL BEAM TO E X O a- = Z O W O 0 DESIGNED FOR LOADS INDICATE AT _w_I � F- W W � — W NOTE: — I— (n Q W O Z THESE LOCATIONS/ 0- z 0 = O J z W SOLID BLOCKING REQUIRED IN CEILING UNDER ALL 4PLY AND 3PLY 2nd. STORY FLOOR _ _ _ _ _ _ _ _ _ _ v) oz Ch UJ o 0 o Z o c� w W � °—(�° BEAM AT ALL SUPPORT COLUMN LOCATIONS. II� ro L1- � z ~ a" O li w X N nn unm uu111 uJ o � � OQ � � o0ZwOp III o wF- 0- oTry 0 W = O � C) UI— � LL- IIII 1111111 1111111 III O F- Z O Z � Z _I J LL O Z_LL- ~ � z PROVIDE ON-SITE SUPPORT FOR 23,545#GRAVITY PROVIDE ON-SITE SUPPORT FOR 20,010#GRAVITY z � U (,� O a" C PROVIDE ON-SITE SUPPORT FOR 13,769N I LOAD AND 6,5001!UPLIFT LOAD. PROVIDE ON-SITE LOAD AND 6,SOOb UPLIFT LOAD.PROVIDE ON-SITE �11 PROVIDE ON-SITE SUPPORT FOR 14,850p O L LJ U, Z Z Q 0 Q Z W O GRAVITY LOAD AND 4,000UPLIFT LOAD. CONNECTION FROM 2ND STORY FLR GIRDER FG2-4 CONNECTION FROM 2ND STORY FLR GIRDER FG2-2 GRAVITY LOAD AND 4,0001'1 UPLIFT LOAD. (4)2x6 SPF#2 W F— LLJ W O LL_ Q O [' U PROVIDE ON-SITE CONNECTION FROM 1111 TO ON-SITE SUPPORT FOR 4,500$UPLIFT AND 1111111 1111111 TO ON-SITE SUPPORT FOR 4,500(]UPLIFT AND 111 PROVIDE ON-SITE CONNECTION FROM 2ND STUDS z m LJ_1 = U 2ND STORY FLR GIRDER FG2-5 TO FROM 2ND STORY FLR GIRDER FG2-3 TO ON-SITE FROM 2ND STORY FLR GIRDER FG2-3 TO ON-SITE STORY FLR GIRDER FG2-1 TO ON-SITE CLG BEAM CBI-6' z O = (� (n U W (n Q ON-SITE STEEL BEAM FOR 4,000 STEEL BEAM FOR 2,000y�UPLIFT STEEL BEAM FOR 2,000 UPLIFT STEEL BEAM FOR 4,000 UPLIFT. (2) 1.5"x11.875"LVL O �_ J W W = z 0 Q UPLIFT, -- -- - = = O — U � Z � � H � ~ W LLL � w0 IIII 1111111 38'-5' 1111111 III O � � ( F- zm O7) (4)SIMPSON MTS18 STRAPS FROM 2ND 0-SITE BEAM Z a_ LJ L X Z Z O O W c� tea" D � = z (n STORY FLR GIRDER TO 1ST STORY CLC ( I II () w 15'-9'MODULE: i5'-9'MODULE: 1 SIMPSON T L(1)2 STRAP FROM U Q — GIRDER,(4)SIMPSON LSTAIB STRAPS q # - CLG BEAM TO(1)2x6 SPF�2 Q D J � 0 U FROM CLG GIRDER 0 4 2x SPF 2 ()SIMPSON MTS18 STRAPS FROM 2ND (4)2x6 SPF ILL-HEIGHT STUDS TO (4)2zfi SPF 2FULL-HEIGHT STUDS TO STUDS AND STUDS TO FLOOR r--------------------------------- � O = X X U J (, Q E}� 1111 STORY FLR GIRDER TO 1ST STORY CLG 1111111 1111111 (�ERSIDE OF 2ND STORY FLOOR. III UNDERSIDE OF 2ND STORY FLOOR. i I Q O LL O J J Q O W J STUDSTUDS.TO XLOOR. PERIMETER. 4 SIMPSON LSTA18 STRAPS 2 SIMPSON MTS18 STRAPS FROM 2ND STORY (2)SIMPSON MTS18 STRAPS FROM 2ND STORY il(V�,I-si I Ll'1 L1J Y CLG BEAM CC81-4: FROM CLG GIRDER TO(4)2x6 SPF#2 FLR GIRDER TO STUDS AND(3)SIMPSON FLR GIRDER TO STUDS AND(3)SIMPSON i GI i r. Z Of 0 �,� W � Q W � z (2) 1.5"x11.875'LVL STUDS AND STUDS TO FLOOR. LSTA18 STRAPS FROM STUDS TO FLOOR LSTA18 STRAPS FROM STUDS TO FLOOR - -____� I Y N Q 0- W >- 1'- W >_ LDJ � F- F-- 1 111111 // (((////// = OW (nZ � � OD < (f) QLn = 11111 ,� III III 1111 CLG BEAM CB1-2:(3) 1.5'x11.875"LVL w/ I I i I— J 1� D Q V) (n z 0 :2 z z � z (n ------'�-----'���------- (1)SIMPSON LSTA18 STRAP FROM — 6'-9'MODULE: 6'-9'MODULE: (2) 5"x11 5"A36 STEEL FLITCH PLATES (1)SIMPSON MTS18 STRAP FROM 2ND ' _ (1)SIMPSON MT STRAP FROM 2ND (BEAM DEFLECTS17"1 i CLG BEAM TO(3)2z6 SPF{�2 0 0 1 WC STUDS AND STUDS TO FLOOR STORY FLR GIRDER TO 1ST STORY CLG s 1 STORY FLR GIRDER TO IST STORY CLG o PERIMETER. (2)SIMPSON LSTA18 STRAPS I PERIMETER.(2)SIMPSON LSTA18 STRAPS o O i �' FROM CLG PERIMETER TO(3)2x6 SPF#2 _I i •i_� 1 FROM CLC PERIMETER TO(3)2x6 SPF#2 1 ?�, 2� ?� O STUDS AND STUDS TO FLOOR. "'e 2 SIMPSON LSTA18 STRAP FROM CLC BEAM TO 11111 111111 IIIIIIII STUDS AND STUDS TO FLOOR. IIII o W I o c ((4)2,1 SPF 12 STUDS AND STUDS TO FLOOR i n r n E� n nry (3)2x4 SPF#2 STUDS(15'-9'MODULE) o a o I m m m m Cb m 1 1 II =N (2)2x4 SPF#2 STUDS(6'-9"MODULE) 8 N II (2)SIMPSON LSTA18 STRAPS FROM 2ND STORY a� I Q z z FLR GIRDER TO 1ST STORY CLG PERIMETER,CLC o o (2)2x4 SPF#2 STUDS(6'-9'MODULE) PERIMETER TO STUDS,AND STUDS TO FLOOR IIIII s 1 11 (3)2x4 SPF(•'2 STUDS FULL-HEIGHT TO � IIII z zo (ONE SIDE OF MATELINE) o 1 m z�z„ z UNDERSIDE OF 2ND STORY FLOOR(15'-9'MODULE) o (2)SIMPSON LSTA18 STRAPS FROM 2ND STORY FLR 3 I 1 o ------------------------ •�<z •,� I GIRDER TO 1ST STORY CLG PERIMETER,CLC •I -z I � STRAP CGI-1 TO F82-5 u? c 1 (ONE SPERIMDE OF MATELIN TO STUDS. D STUDS TO FLOOR .x 0WALL STUDS W/ LSTA18•32"O.C. o 4~ �* 3 o NEED TO BE PAC EO OUT 1 I 1 / IIIII LL III III _ (ON-SITE BY OTHERS a a o I V^N 1111 w/�z')LAYER OF OSB TO ------------------------ (...)) �'x' vo_ �'f' • fix MATCH FLOOR BEAM WIDTH. • I �2 K K Y hN h N � � I 1 i Illllo�w � III �LL 4� 11111 � S I I j O I I Y Z CnLTJ j n o o 0 0 (2)2x4 SPF#2 STUDS(6'-9"MODULE) I I I O U \ I 4 (3)2x4 SPF#2 STUDS FULL-HEIGHT TO o i i I L_L-I z 1 11111 I 1 UNDERSIDE OF 2ND STORY FLOOR(15'-9'MODULE) 1111 I I I U Q z I (2) ERTOSIMPSON T STORY STRAPS FROM 2ND STORY FLR i i � I � LTJ �c> ( ) I I GIRDER TO 1ST STORY ALG PERIMETER,CLG II I ILI 1 z L_L_1 I— = V L o I PERIMETER TO STUDS,AND STUDS TO FLOOR I O 1 LL _ (-� ` 2 (3)2x4 SPF 12 STUDS 15'-9"MODULE I ONE SIDE OF MATELINE l I 1 O O O U O ® 1 11111 2 (2)2x4 SPF 2 STUDS FROM 2 MODULE) 111I111i F-~ v (2)SIMPSON 2 lSSIRE STRAPS FROM 2ND STORY 1111 l I O (1)SIMPSON LSTA18 STRAP FROM FLR EIRDER RMETEROTOST STORY STUDS,ANDGSTUDS TO PERIMETER, � § I O O CLG BEAM TO(3)2x6 SPF#2 (ONE SIDE OF MATELINE) �y STUDS AND STUDS TO FLOOR O U z Q z'CJ U 11 I 15'-9" 111 .1 11 O z Q C L L- W M"'I CLG BEAM CB1-4. O (2) 1.5"x5.5"LVL IST STORY TOP PLATE.(1)SIMPSON HCA10 ANGLE (2 � � � Q = V) O (2) 1.5'x11.875"LVL FROM 1ST STORY TOP PLATE TO 2ND STORY MATEWALL FLOOR RIM EACH END) �-•� (2)SIMPSON MTS1 B�9'TRAPS 2ND 15-9"MODULE: W (2)SIMPSON MTS18 STRAPS FROM 2ND 15'-9'MODULE' ( �/ STORY FLR GIRDER TO 1ST STORY CLG STORY FLR GIRDER TO IST STORY CLG 1 (4)2x6 SPF#2 FULL-HEIGHT STUDS TO UNDERSIDE � O /�/ GIRDER.(3)SIMPSON LSTA18 STRAPS 1 PERIMETER.(3)SIMPSON LSTA18 STRAPS 1111111 1111111 OF 2ND STORY FLOOR.(2)SIMPSON MTS18 STRAPS I 111 (2)SIMPSON LSTA18 STRAPS FROM (2)SIMPSON LSTA18 STRAPS LLJ Q F.L� FROM CLG GIRDER TO(7)2x6 SPF(f2 FROM CLG GIRDER TO(4)2x6 SPF#2 FROM 2ND STORY FLR GIRDER TO STUDS AND STUDS AND STUDS TO FLOOR. tI STUDS AND STUDS TO FLOOR. 1 (3)SIMPSON LSTA18 STRAPS FROM STUDS TO FLOOR CLC BEAM TO(3)2zfi SPF y�2 CLG BEAM TO I 2x6 SPF# STUDS AND STUDS TO FLOOR STUDS AND STUDS TO FLOOR C _ _ _ 5N-SITE BEAM _ _ _ _ -- -ITri - CLG BEAM CB1-1:(3) 1.5'z 11.875'LVL CLG BEAM C81-3:(3) 1.5'x11.875'LVL (IIII 1111111 111111) IIII (BEAM DEFLECTS Ox (2)SIMPSON MTS1B STRAPS FROM 2ND 6'-. MODU (1)SIMPSON MOD I v STORY FLR GIRDER TO 1ST STORY CLG (1)SIMPSON M1S18 FROM 2ND (1) YFLR MTS18 STRAP FROM 2ND GIRDER.(5)SIMPSON LSTA18 STRAPS FROM STORY FLR GIRDER TO 1ST STORY CLG STORY FLR GIRDER TO 1ST STORY CLG CLG GIRDER TO(7)2x6 SPF#2 STUDS. PERIMETER. (2)SIMPSON LSTA18 STRAPS PERIMETER.(2)SIMPSON LSTA18 STRAPS (4)2x6 SPF#2 FULL-HEIGHT STUDS TO FROM CLG PERIMETER TO(3)2x6 SPF(J2 FROM CLG PERIMETER TO(3)24 SPF#2 UNDERSIDE OF 2ND STORY FLOOR. 11111 STUDS AND STUDS TO FLOOR. 1111111 1111111 STUDS AND STUDS TO FLOOR. 1111 (2)SIMPSON IITS11 STRAPS FROM 2ND STORY IIIII II IIII IIIIII Illi FLR GIRDER TO STUDS AND(3) N FLOOR LSTA18 STRAPS FROM STUDS TO FLOOR 00 00 GO 00 I I W —I N l— O i O N L-1— I I I I I N O I� 6 Ln 4 r') N O Z N L �In W CN D:f 0-) ~ O o � z z = z oI w � z ON-SITE FLITCH PLATE FASTENING REQUIREMENTS QLLJ m Q o CEILING BEAM CB1 -2: CD o Q (3) 1 .5"x11 .875" LVL W w/ (2) .5x11 .5" A36 STEEL FLITCH PLATES 0 DO D LLJ =D CD USE (2) ROWS OF 1 /2 BOLTS @ 24" O.C. PER ROW, STAGGERED 0 " o CNmw _j < � U m 0 1— REGISTERED ARCHITECT PE STAMP 2 .1 —0 1 (3) 1.5"x11.875" LVL w/ MIN. IN. (2) ROWS OF (2) ROWS OF ; (2) 0.5"x11.5" STEEL FLITCH PLATES. (3) 1/2" BOLTS @ 1'-0" 1'-0" (3) 1/2" BOLTS @ PIECE SUPPORT LOCATION SUPPORT LOCATION z11:1f EACHSANDWIC O D STEEL EEl1NEEN MUSTALWAYS PIECES - ------- _ _______ W 1/2" BOLTS SUPPORT LOCATION 11 11 SUPPORT LOCATION 07/17/18 ALLOWABLE AREA FOR ALLOWABLE AREA FOR BOLTS AT SUPPORT BOLTS AT SUPPORT 13'-1" DOS USE ONLY Eng. No: 17-0617 APPROVED Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 5 . 3 SCALE: 3/16" = 1 '-0" Simplex Industries -EXTERIOR OPENINGS: -(2) 1 .5"x11 .875" LVL CEILING PERIMETER UNLESS NOTED OTHERWISE 1 Simplex Drive -(1) 2x6 SPF #2 STUD EACH END Scranton, PA 18504 -MATEWALL OPENINGS: -(2) 1.5"x1 1 .875" LVL CEILING PERIMETER (EACH SIDE OF MATELINE) UNLESS NOTED rM OTHERWISE -(1) 2x4 SPF #2 STUD EACH END (EACH SIDE OF MATELINE) mes -FASTEN ALL HEADERS TO KING STUDS w/ (4) 0.131"x3" NAILS EACH END (TOENAILED www.simplexhomes.com N OR IN ENDGRAIN) -STRUCTURAL MEMBERS INDICATED ON THIS PLAN ARE ASSUMED TO HAVE FULL BEARING www.facebook.com/simplexhomes ON THE SPECIFIED SUPPORT COLUMN UNLESS NOTED OTHERWISE -STRUCTURAL BEAMS SHALL NOT BE NOTCHED OR DRILLED -REQUIREMENTS FOR STRAPS FASTENED TO EDGE OR END OF LVL MEMBERS: oLL I- z w � o L` O CD 0 -(2) ROWS OF NAILS w/ 1/2" MIN. SPACING BETWEEN ROWS ~ -SPACING REQUIREMENTS: bi o o ~ z_ o W = g 8d COMMON NAILS (0.131 %2.5a 10d COMMON NAILS (0.148"x3") W W z = ~ MIN. SPACING PER ROW: 3" O.C. MIN. SPACING PER ROW: 4" 0.C. Ir ~ . �U)wCn w'If � z Qmo' � I- w (=nmQwz - p MIN. END DISTANCE: 2" MIN. END DISTANCE: 3" QWz � Of - O � QO Iz- wOw � � oOL` b � 0 Z O = Ir O J Z � 1 0 W of z 0 O� O O p Cn W H jj F) P- a- C/) Ld D OL` U WOO }}. f- p - < 0 X00 :2 LLJ wU F- = QZLiJ W = � � _ c � WQ � ofwz O0 QI- � WO 0 Z LL_O O � � Z J J W � a- o � Z0 � z zQOQZWo (4) 2x6 SPF #2 STUDS OR 6x6 SYP #2 POST. w1= � zwW OLL_< OAU zn O TO COLUMN AND COLUMN TO FLOOR Z U = O J W W (n 0 U Q (2) SIMPSON LSTA18 STRAPS FROM CLG BEAM 2 0 O - (n LJ (A U W U O w Z In ri. cnUO � � N � I - W � � � � OZO � O_ (A - 2Qm = z (n ZOW oo � � � 0 (nQz (1) 2x6 SPF #2 JACK STUD & 46. (1) 2x6 SPF #2 KING STUD H(+P) ; U W Q z J W M O Lj N ; 00 � �1=- ww OOQXJQUY > KEVIN'S OFFICE ; H MZo o � � I- o �Cy wJw Of = 0Woz � � owQQ = � a - a- w >- I- w -- 0 x ° GUEST ROOM 2 ~ � 0Qcncn z0 � z1— z � z (n 41"IR(wP) v 1 14.16 6 7 S q Ft BATH Ld N 1 ON-BYTE _ m m m m m m 0 BY OTHERS(** n- a 1 Q 173.5191 SgFt _ _ - - _ - - - - - - - 1 LINEN - - - - - - - - - - - - - - - - - - - I I I _ I R(WP) (1) 2x6 SPF #2 JACK STUD & =,(NNE_j (1) 2x6 SPF #2 KING STUD 111111 (1) SIMPSON LSTA18 STRAP FROM CLG BEAM TO 1 o AND STUDS 1102E FLOOR - - I ®/ I ®/ (EACH SIDE (�F MATELINE) Cn LLJ - - _ _ - Amo N - - - - - - - - - -I - - - - - - - - - - - - - - - - - - - - - - - - - � I N CD - - - - - -- - - - - - - - - - - - - v- o I I i N o o J � I I I 1 i�\ U Q z F- W I `z N i a IIS II I -j F I (2) SIMPSON LSTA18 STRAPS FROM z W J a ° m L--- -J W ; CLG BEAM TO (3) 2x6 SPF #2 I I U Cn LL- C-) Z f O J 0 I `\ STUDS AND STUDS TO FLOOR// .__I [1-1 IU- O w a0 (wP) I M m O I I I W Q I 0 W O I �, N�Z N. 95.4687 SgFt J� H H ; / III , o o F--1 => U Z F�--I NNo GYM I 0 _ a_ j C W o _J Q C, z a I � J 0- CM) R P) (1) 2x6 SPF #2 JACK STUD & (i) SIMPSON LSTA18 STRAP \ / I I I (1) 2x6 SPF #2 KING STUD FROM CLG BEAM TO (2) 2x4 SPF #2 STUDS \ / AND STUDS TO FLOOR I (EACH SIDE OF MATELINE) I m m� IIN I lJ J / \ I 2x6 SPF #2 STUDS OR 00 �- 1 6x6 SYP #2 POST. TR(WP) , \ Q 1 I I I W (2)I SIMPSON LSTA18 STRAPS N I- O I I I O r FRQM CLG BEAM TO COLUMN J ..o I I N Q AND COLUMN TO FLOOR (0N z I I I I N m a N O 165.5417 SgFtZD 11 III z I J a c0 tC) 4 vi N o o w o o � o �^ - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - I III � o I I I I w-� �-� I I I I / ` III i"' - .-- ~ — — — — — 4 SEASON ROOM JW JUj \� a- (1) 2x6 SPF #2 JACK STUD & I II O m o II II (1) SIMPSON LSTA18 STRAP FROM (2) SIMPSON LSTA18 II NI (2) 2x6 SPF #2 KING STUDS. x o0 `o x ro CLG BEAM TO (2) 2x6 SPF #2 STRAPS FROM CLG BEAM CN PACK OUT w/ (2) LAYERS OF CID `?z n z STUDS AND STUDS TO FLOOR TO (3) 2x6 SPF #2 STUDS I ILi Q 1/2" SHEATHING (EACH SIDE OF MATELINE) AND STUDS TO FLOOR I W C/) N v� II II - - - - - - - - - 0 (1) SIMPSON L A18 STRAP FROM LO va 15--g" Z = Z CLG BEA 0 (2) 2x6 SPF #2 O M O 111 (2) 1.5"x5.5" LVL 2ND STORY BOTTOM PLATE. (1) SIMPSON HGA10 ANGLE 0 (z Z Z (4) 2x6 SPF #2 STUDS OR e s STUD AND STUDS TO FL gR v FROM BOTTOM PLATE TO MATEWALL FLOOR RIM (EACH END) H � � W Y 6x6 SYP #2 POST. EACH SIDE OF MATE ) W W Z (2) SIMPSON LSTA18 STRAPS R(wa) R (WP) (wR) J J Q m W 0 FROM CLG BEAM TO COLUMN 0 W J 0 � AND COLUMN TO FLOOR II II III 01- =) z IiU OD 0 2 W � Q C) 00 U NO OPENING W ALLOWED IN FLOOR AT THIS LOCATION O U Ld N F:;7 z -1 m Q J U M 0 F- REGISTERED ARCHITECT PE STAMP (yFZ,&v k��Ll.a OOO ° " rw lc 0 07/17/18 DOS USE ONLY Eng. No: 17-0617 Eng. Date: 10-24-17 APPROVED DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 5 . 4 SCALE: NOTES: 7. Simplex Industries 1. ALL EXPOSED LUMBER TO BE OF NATURALLY DURABLE WOOD OR WOOD THAT IS PRESERVATIVE-TREATED IN ACCORDANCE WITH AWPA U1. PRESERVATIVES SHALL BE LISTED IN SECTION 4 OF AWPA U1. 1 Simplex Drive 2. ALL LUMBER THAT IS IN CONTACT WITH CONCRETE OR THE GROUND MUST BE APPROVED PRESSURE-PRESERVATIVE-TREATED WOOD SUITABLE FOR GROUND CONTACT USE. 3. ALL SUPPORT COLUMNS SHALL BE APPROVED WOOD OF NATURAL DECAY RESISTANCE OR APPROVED PRESSURE-PRESERVATIVE-TREATED WOOD. Scranton, PA 18504 4. ALL FIELD CUT ENDS, NOTCHES, DRILLED HOLES OF PRESERVATIVE-TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. TM ro 5. ALL NAILS USED IN THE CONSTRUCTION OF PORCHES AND DECKS SHALL BE THREADED AND MEET THE REQUIREMENTS OF ASTM F 1667. THREADED NAILS AS STATED IN THIS DOCUMENT INCLUDE HELICAL (SPIRAL) AND ANNULAR (RINK `' 4'`` SHANK) NAILS. WOOD SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B18.6.1. BOLTS AND LAG SCREWS SHALL MEET THE REQUIREMENTS OF ANSI/ASME B18.2.1. comes 6. FLASHING SHALL 13E CORROSION-RESISTANT METAL OF A MINIMUM NOMINAL THICKNESS OF 0.019 INCHES OR AN APPROVED NON-METALLIC MATERIAL. www.simplexhomes.com N 6.1. ALUMINUM SHOULD NOT BE USED IN DIRECT CONTACT WITH LUMBER'TREATED WITH PRESERVATIVES THAT CONTAIN COPPER SUCH AS ACQ, COPPER AZOLE, OR ACZA. www.facebook.com/simplexhomes 7. ALL SCREWS, BOLTS, NAILS, NUTS AND WASHERS FOR USE WITH PRESERVATIVE TREATED WOOD SHALL BE HOT-DIPPED ZINC-COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE, OR COPPER. FASTENERS SHALL BE HOT DIPPED GALVANIZED AND SHALL MEET THE REQUIREMENTS OF ASTM A 153, CLASS D FOR FASTENERS 3/8" DIAMETER AND SMALLER, OR CLASS C FOR FASTENERS WITH DIAMETERS OVER 3/8". z 8. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC-COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. � 0 LL' � F- o wo Cl) ww g 9. ALL HARDWARE (,01ST HANGERS, CAST-IN-PLACE POST ANCHORS, ETC.) THAT IS EXPOSED TO WEATHER OR IN CONTACT WTIH GROUND, CONCRETE OR PRESSURE TREATED LUMBER SHALL BE GALVANIZED OR SHALL BE STAINLESS STEEL. (" � � t- o Y L` = J HARDWARE TO BE HOT DIPPED GALVANIZED PRIOR TO FABRICATION SHALL MEET ASTM A 653, G-185 COATING. HARDWARE TO BE HOT DIPPED GALVANIZED AFTER FABRICATION SHALL MEET ASTM A123. O O W ~ z Lj w Z Q 10. FASTENERS AND CONNECTORS EXPOSED TO SALT WATER OR LOCATED WITHIN 300 FEET OF A SALT WATER SHORELINE SHALL BE STAINLESS STEEL GRADE 304 OR 316. � w (r M z Z zwl-=viw (n = w >- E Zo 11. ALL OTHER COATED OR NON-FERROUS FASTENERS OR HARDWARE SHALL BE AS APPROVED BY THE AUTHORITY HAVING JURISDICTION. LU 0 Q m = 1-- w (n m Q LD z - o 12. HOT-DIPPED ZINC-COATED GALVANIZED STEEL CONNECTORS ARE REQUIRED AT ANY CONNECTIONS INTO CONCRETE -' z_ o = x o ? z Lj Lj o 13. FASTENERS AND CONNECTORS INSTALLED IN TREATED LUMBER OTHER THAN MATERIAL WITH A CHEMICAL RETENTION GREATER THAN AWPA OR UC4A SHALL BE STAINLESS STEEL GRADE 304 OR 316. o � 0 ~o oz o X Of Uj m o F- a- w x M O - W z J O w U w O 0 F- p - < 0 � OOZwIUW = Qzw LLm '8'f � wQ � Wz Oo � Q ~� 0 _ U U O a_ m: F- � Z _IJLLF- O � � z a � W O Of OW Z p Z z Q O Q Z w O L: a_ w OLI_ < OXO Z Cn m V W = U Z F- zZ0 = O W UbiV) � F-- Q (n J w = Z0 � OYZ � J � � F- w � DU0 0ZOZ W � O ~ Zn] � = Z (n ZpOL� p (n (n < Z YZp OCCJE ¢ Ow 000LL LL � XX OUJP- �LD - SCD U Q 0w0 OJ _j F- OWLLJ _j Y •r NZIY0 W W W D Q W W' Z Q a. W >- F- w >- F- W F- � V) = OwCnZ : � o "i = � Q � = F- J11 QD < M n ZDmiZF- Z � Z (n W 0 m m m m m m O � n n � n r Of W d Q 118'-7" 77'-11 1/2" 40'-7 1/2" 43'-10 1/2" 34'-1" 10'-3" 30'-4 1/2" ON-SITE SUPPORT COLUMN.FOOTER 12'-2 1/2" 28'-5" AND COLUMN TO BE CALCULATED BY ON-SITE SUPPORT COLUMN.FOOTER OTHER PER LOADING ON STRUCTURAL 1,250 PLF 1,250 PLF AND COLUMN TO BE CALCULATED BY PLANS(+•+) OTHER PER To ON STRUCTURAL POINT LOAD: POINT LOAD: (n PLANS(•••) CRAWL SPACE VENTILATION r--------------cgAv_ITY_1aa�- ------- cRnvlrr:i.sas$--------------------------------------- cV W S.Q.FT. .150= 7.05 SQ.FT.REQ. I ____________ CD 7.05 SQ.FT./.67:0.FT.PER VENT= tt I '� DOOR AREA ° d I z = W US[11 TOTAL VENTS I 10 (L- U U ZO -� °I I --------------- ---------------------------------------- � I I I I I I 1 13'-9 1/2" 7'-10" 15'-10" 6'-10" 15'-10" 15'-10" i I 11'-11" I 1 15'-4" 15'-4 1/2" I W Q Q� O ry Y 1,500 PLF 1,500 PLF 200 PLF cRAvITY: Q4#PLF 200 PLF 1,720 PLF I I I I I 1 I O POINT LOAD: POINT LOAD: POINT LOAD: 8"x16"ALUM.VENT-TYP. POINT LOAD: POINT LOAD: I I O (Y r-- --- ----------------------GaAYmL4314N- -- -GBnYIY L1fl05! ---------------SRaYlx95471 - ------------- -- ------------------------------ --TY: 1032 ----------cRAVRY_: 10,322 -------J i O U U LOAD BEARING WALL T� GRAVI I Z I ! u� ..O d d °' d :d ° d' ° O a. Q v_ S2 LL W ° • i I / °V r = Cn I I ^ � O ----------------- - --__-� _----- -------------------_-- - ---__---� +----------------------- I I Q r- \ I POINT LOAD: N I POINT LOAD: o a L POINT COAD: o a ---JI I I I I N 1y SIMPSON HUC210-3/ I I I I I GRAVITY:4,334#-1 \ WS210-3 HANGER GRAVITY:6,974# o GRAVITY: 11,392 o I I r- - [CONCRETE FOOTIN;SZED AND REINFORCED r- - I I I I � r I I I N M FLR BEAM FBI-2: I I I (3)2x10 SPF#2 I POINT LOAD: I I AS REQUIRED BY L�'[AL SOIL CONDITIONS I I I I I O I I I AND BUILDING COUIB Q•••)-TYP. i I I �� - GRAVITY:5,667# I I 1 I I MECHANICAL/ I I - IIt I 1 I - I I �, CD I ACCESS TO CRAWL SPACE L� STORAGE I I N N qqqqg C) `o a I I d l I I I DINT LOAD: III r I o a CMU PIER SET ON CONC,PAD I I GRAVITY: 8,547# `jr 1 I I `H I REQUIRED BY LOCAL CONDITIONS I I GARA E SLAB I ` !, I ;, ( I o x i r---� r---� AND BUILDING CODES(•")-TYP. I I I I I- 1 I I MO yLn FASTEN FLOOR BAND TO I I I I I I O I I N I I 1 r 1 r SILL PLATE w/0.131'x3" I I N I TOE NAILS 0 3"0 C. I I I I I I ° I MECHANICAL N II I I L-__J L___J I I I I 0, I I I I N i /STORAGE N I I I i i i i l i N O O OPOINT LOAD: 1 I N NOTE: POINT LOAD: I I d WALLS SHOWN ARE TO BE I III GRAVITY:5,667# ° \ GRAVITY:zz,4aD# I I I I I I I I d SUPPLIED AND INSTALLED i I I I I I I I CRAWL SPACE I I I I i I\ o ® ON-SITE BY OTHERS(•••) m I I I I I I I I 00 00 00 � ' OPEN SPACE L_ _J NATE: _ _ ; I I L� GIRDER SPLICES MUST BE L -J I I LILLY COLUMN w/RUST INHIBITIVE PAINT `n m I I o a LOCATED OVER SUPPORTS O a I I I I I I I I I W I d SET ON GONG.PAD AS REQUIRED BY N I III I I I L TYPICAL All LOCATIONS. L I I I I I CN � � I O THIS AREA OF THE FOUNDATION of 5 d, o^ 'v o d N I.r� N Q I I LOCAL CONDITIONS,BUILDING CODES AND WILL BE CONDITIONED ON-SNE POINT LOAD: o I m I ^ I I I I PER LOAD CONDITIONS(••")-TYP. BY OTHERS.ALL MATERIALS ARE �? GRAVITY: 11,200# r--- r--- I I POINT LOAD: I I I I i I I I I I I I 0 I I o TO BE SUPPLIED ON-SITE AND N J I GRAVITY:5,667# I III I]I I ( I � QD �- I� Cif Q I iv I INSTALLED PER ALL•LOCAL/STATE \ vo z6 i i i '11{it'll-["1j11 i I I I I BUILDING CODES o I I I I ..0 I __ o o POIN LOAD: 1 ' I I - L I -J L I C-- I------ GRAVITY. 4334 - I - d N o a o a. I P I I I I '-----Q------------- v 1 I I 10 r� - --------------------------------------------------------J I I I WINDOW WELL THIS ).,500 PLF i AREA ON-SRE BY o III III FLR BEAM FBI-2: I r- - r- - I ° d' ° 1 (� CO Ln - (3)2x10 SPF#2 I I ACCESS TO CRAWL SPACE I I I I I .d 'd ° .. _ d d Z OTHERS I I I I I MASONRY FOUNDATION WALL SIZED I I L --------------- -?OMT ^ POINT LOAD: 1 II I SIMPSON HUC210-3/ POINT LOAD: AND REINFORCED AS REQUIRED BY I J .--• ----- I d r--, I I I I I F------------------------------------------------------------ GRAVITY:4,334# ° I I (GRAVITY:21,576# n WS210-3 HANGER I I GRAVITY:5,667# L_ _J LOCAL CONDITIONS AND BUILDING �- -J I VVL 00 tv v_ CODES ( )-1YPICAL L� L I rLL (POINT LOAD I I POINT LOAD: " J POINT LOAD: " O a LOAD: m o GRAVITY:9,789# - p POINT LOAD: POINT L cRA Z 17,332 III III I I d I I ---- ---- ----------------------------------I L--� `- ----�------------- --- --- -----------"I GRAVITY• 11.919#---------------- O --- ------ ----�----------- -----GRAVITY:5.370# ---GRAVITY:5.3708 L----------------------------------------------------------- ------ �--=--- r.- -< co----- #-------- ro n 1- --- --------� ° d 44 --�-- °. 70 dPLF ° d Q. ° . d d d °q ° d 4 w I 1,4 d L------------------- -------- -------------------------�_- SIMPSON e -�-- ----------- -'L1-------------------------------- ---------------------- ------------------ -------------------- ------------------ N ----- ------------------ STHDI4RJ M POINT LOAD: PCINT LOAD: POINT LOAD: -- LI-I W ------- 5----------------------- - J ON-SITE RETAINING WALL(•••) (5,000#) GRAVITY: 19,300# GRAVITY:8,575# GRAVITY:8,575# 22'-2 1/2" 43'-11 1/2" ON-SfTE RETAINING WALL(••") I- O START 37'-5 1/2" 61'-10 1/8" 74'-2 7/8" 78'-1 7/8" o � z z 21'-8 66'-2" 30'-9" tC W Y Z W O W m U IQ- F- =) 1T-10" 70'-0" =) z � � O= 0 Q W = w Li c0 0 00 CD O U W ':t z ~ m Q J (n J U U m F- REGISTERED ARCHITECT PE STAMP �V FOUNDATION SHALL BE DESIGNED BY A DESIGN PROFESSIONAL WITH y# U; KNOWLEDGE OF LOCAL SOILS CONDITIONS. THIS PLAN IS MEANT ONLY TO COMMUNICATE THE DIMENSIONAL AND LOADING INFORMATION TO 's FOUNDATION NOTES: THE DESIGN PROFESSIONAL SO THE FOUNDATION DESIGN IS 1. ALL CONSTRUCTION & MATERIAL BELOW THE BOTTOM OF THE FLOOR JOISTS IS THE RESPONSIBILITY OF THE COORDINATED WITH THE REQUIREMENTS OF THE MODULAR BUILDING, BUILDER/ CONTRACTOR AND IS TO BE DONE IN ACCORDANCE W/ STATE AND LOCAL CODES. DETAILS ARE 07/17/18 SUGGESTIVE ONLY. 2. INSULATION IN FLOORS OR ON FOUNDATION WALLS, AS REQUIRED FOR ENERGY COMPLIANCE IS THE RESPONSIBILITY OF THE ON-SITE CONTRACTOR AND IS TO BE COMPLETED IN ACCORDANCE WITH ALL APPLICABLE CODES. 3. GARAGE OR CARPORT FLOORS MUST SLOPE AWAY FROM RESIDENCE AND TO DRAIN OR MAIN VEHICLE ENTRANCE. DOS USE ONLY Eng. No: 17_0617 4. ANCHOR BOLTS SHALL BE PLACED SO AS TO NOT INTERFERE WITH FLOOR JOISTS 5. ALL OPENINGS AND CONCRETE JOINTS TO BE COMPLETELY CAULKED. Eng. Date: 10-24-17 APPROVED 6. ALL EXHAUST SYSTEMS TO TERMINATE TO EXTERIOR OF STRUCTURE WITH BACK DRAFT BAFFLE. 7. FOUNDATION WINDOWS OR VENTS (INSTALLED BY BUILDER) ARE REQUIRED TO PROVIDE 1/150 OF FLOOR AREA AS DATE 7/17/'18 SERIAL No: FREE VENTILATION AND SHALL BE LOCATED WITHIN 3' OF THE CORNER. IF A CLASS I VAPOR BARRIER IS PFS CORPORATION DRAWING BY: PBW INSTALLED, VENTILATION AREA MAY BE REDUCED TO 1/1500 OF THE FLOOR AREA. Bloomsburg, PA CHECKED BY: 8. BOILER AREA, IF EQUIPPED, SHALL HAVE THE CEILING AND WALLS COVERED WITH 5/8" FIRE CODE GYP. DRAWING NO. 9. ALL EXPOSED LUMBER TO BE PRESSURE TREATED. 12. 1/2" ANCHOR BOLTS 6'-0" O.C. MAXIMUM r 13. AN ANCHOR BOLT IS REQUIRED WITHIN 3.5" MINIMUM FROM EACH END OF EACH SILL PLATE SECTION. 6 . O 14. MINIMUM (2) ANCHOR BOLTS REQUIRED PER SILL SECTION. SCALE: 3/16" = 1 '-0" Simplex Industries 1 Simplex Drive EPDM ROOFING 15'-9" - MODULE 6'-9" - MODULE 15-9" - MODULE Scranton, PA 18504 • FULLY ADHERED EPDM OVER TAPERED RIGID INSULI TION TAPERED FOAM I N S U LAT I 0 N (Y�"PER Ft.SLOPE)(installed in factory where possible--all remaining areas are to be installed on-site by others)-OVER " DECKING FIRE PLA( FLUES SUPP-STE ED . ROOF TRUES @ 16"OC.D DECKING-OVER YY� ■ ■ ■ �^ J AND S THORN ERALL y www.sim lexhomes.com 't IACAL/STA BUILDING CODES r1 N INSULATION BREAK FIXED SKY U Ec••) www.facebook.com/simplexhomes LL_ LLIZ O DRYWALL O O Q W W " ZIP WALL SHEATHING (40/20) ABOVE PORCH AREA 1- Y li R-38 KRAFT 2x6 SPF (STUD) GRADE or FACE INSULATION Q O O � O W z = BETTER DBL. TOP PLATE _ -" x 1Y2" O.S.B. COMPRESSION STRIP Z W (n W = W >_ W Cn Z to 0 2x3 SPF (STUD) GRADE or BETTER DBL. TOP PLATE Q m � F- Cn (/1 Ld Q WATER PROOFING PROVIDED BY SIMPLEX. z • FULLY ADHERED EPDM OVER TAPERED RIGID INSULATION Q z � Z — O 2x6 SPF (STUD) GRADE or BETTER STUDS ® 16" O.C. W — 0 LL O DECKING,RAILINGS AND EXTERIOR FINISHES ARE ON-SITE BY OTHERS(•••) X 0 LtJ � w 2x6 SPF (STUD) GRADE or BETTER STUDS 0 16" O.C. (Ya"PER Ft.SLOPE)(installed in factory where possible--all Li.) = O � O PRE—FAB TRUSS R-38 KRAFT—BACK r" ZIP WALL SHEATHING (32/16) " remaining areas are to be installed on-site by others)-OVER J H- 1— W Li,1 J 0 � X W O I —Yt" DRYWALL Y2" ZIP WALL SHEATHING (32/16) • 5/8"PLYWOOD DECKING-OVER NOTE: 11 z O = (' O Z Llj 0 Li-I 11 .875" TALL I N S U LATI 0 N. COMPLETELY 2x6 SPF (STUD) GRADE or BETTER STUDS 0 16" O.C. �" T&G OSB (48/24) 1 2x4 SPF (STUD) GRADE or BETTER BOTTOM PLATE • ROOF TRUSSES @ 16"OC. RIGID BOARD FOAM UNVENTED mi ~O F- (n W Q F_ O Z J 2x6 SPF (STUD) GRADE or BETTER BOTTOM PLATE 14" OPEN JOIST @ 16" O.C. & I 2x6 SPF (STUD) GRADE or ROOF ASSEMBLY PER SECTION C) O Z = X � W m 5 " INSULATION 2x6 SPF (STUD) GRADE or LL(n W Z O W W W O O FILLING CAVITY R-21 PERIMETER 12" O.C. (1 (n X (n 00 7 . 0 BETTER STUDS 0 16" O.C. R806.5 O F O O p H V) /$ DRYWALL W SINGLE 2x6 SILL PLATE BETTER BOTTOM PLATE O —I O Q � O 0 z O W } W F- 00 WQ Off_ Q � �O Occ s, � ZOWof z � Z —I —ULF— �" DRYWALL Z (nQz WO N W' zC) ZQ Z W UZ0 V) ofZ R-38 KRAFT ;'� W O W _ ~ O � = FACE INSULATION % Y4" x 1Yz" O.S.B. COMPRESSION STRIP W f-- W O W O LQi Q O U w 4b"GYPSUM FOR = � 0 — V) () u..11 = O E] O x Y2" DRYWALL 2x3 SPF (STUD) GRADE or BETTER DBL. TOP PLATE DWELLING SEPARATION H- z v = O W W (n N R-21 KRAFT 11 1 (i'MIN.REWD) O (n J — W = Z O O FACED INSULATION 2x6 SPF (STUD) GRADE or BETTER STUDS 0 16" O.C. (n O (Y z J Of F- ry L.L.= J < O F--- --=� E--- -- GARAGE AREA O Z M o ~ o � 2x6 SPF (STUD) GRADE or BETTER STUDS 0 16" O.C. 0 z 4, °° I dIV l Xz" DRYWALL o Z_O 0 W W p _O Q 0 00 2x4 SPF (STUD) GRADE or BETTER BOTTOM PLATE l 1) U � W Q Z J Q ME O_ W "' TEMP FRAMING Q W CD Y4" T(48/24) N JEDSHIPPING 0 Lu O O LLI J O CL W —I � Y LLJ LE 1 11 H 0 24'O.C.FOR TEMP FRAMING O 24"O.C.FOR SHIPPING < O = X X U J F-- Q Uj V) Tz" 00 (nZD-• O 8- a- W 7) < LU NO FLOOR INSULATION THIS AREA =O W V) Z O Q Q = Q N = H- .J fY Q (n (n Z O Z I— z Z (n 2x10 FLOOR JOIST 0 16" O.C. MMLU26 HANGERS(typ.) �9 Y" ZIP WALL SHEATHING (32/16) & 12" O.C. R-21 INSULATED WALL(•••) o 2x6 SPF (STUD) GRADE or BETTER STUDS 0 16" O.C. R-30 FIBERGLASS INSULATION (KRAFT BACKED) (***) m CRAWL SPACE ° o 2x6 SPF (STUD) GRADE or BETTER BOTTOM PLATE DBL. 2x10 PERIMETER ;' _ THIS AREA o 2x8 P.T. SILL PLATE m m m m m m 0 BY BUILDER (***) a- m n- n_ m m W FULL BASEMENT d e Q THIS AREA o 0 INSULATION R-10(•••) 4 -J 13'-9" - MODULE 7'-9" - MODULE 15'-9" - MODULE 6'-9" - MODULE 15-9" - MODULE 15'-9" - MODULE 11'-10" - MODULE 15-4" - MODULE 15'-3" - MODULE N W J I c� MAIN SECTION DETAIL LU z w ULj Lj z 0- J O p O L�JQ �cr)• FULLY ADHERED EPDM OVER TAPERED RIGID INSULATION • FULLY ADHERED EPDM OVER TAPERED RIGID INSULATION 1 OY � O • FULLY ADHERED EPDM OVER TAPERED RIGID INSULATION � O � NOTE: (Y4"PER Ft.SLOPE)(installed in factory where possible--all (Y4"PER Ft.SLOPE)(installed in factory where possible--all RIGID BOARD FOAM UNVENTED re PER Ft.SLOPE)(installed in factory where possible-all O Q "� CJ remaining areas are to be installed on-site by others)-OVER NOTE: remaining areas are to be installed on-site b others OVER NOTE: C, Z �/1 g Y )- remaining areas are to be installed on-site by others)-OVER � (n ROOF ASSEMBLY PER SECTION . 5/8"PLYWOOD DECKING-OVER RIGID BOARD FOAM LINVENTED . 5/8"PLYWOOD DECKING-OVER RIGID BOARD FOAM UNVENTED . 5/8"PLYWOOD DECKING-OVER z (l Q O_ Li W ~ R806.5 • ROOF TRUSSES @ 16"OC. ROOF ASSEMBLY PER SECTION • ROOF TRUSSES @ 16"OC. ROOF ASSEMBLY PER SECTION ROOF TRUSSES @ 16"OC. OCL (n O J R806.5 R806.5 LAP ROOF SHEATHING FROM BLOCK ONTO F— Q = O MAIN ROOF MINIMUM 1k.FASTEN UPPED j O INSULATION SHEATHING TO BLOCK AND TRUSS w/ BREAK MINIMUM(3)0.113"zY NAILS DBL 2x4 NAILER FOR DRIP EDGE z OVERHANG BEYOND DBL 2x4 NAILER FOR DRIP EDGE (2)-A34 HANGER ON END TRUSSES 2210 BLOCK INSTALLED LUS210-2 or WS210-3 HANGER VERTICALLY RIPPED TO FR O NAIL ON OVERHANG INSTALLED IN 9¢" DRYWALL NAIL ON OVERHANG INSTALLED IN %" DRYWALL OF #8x3" NAILS RED 16"(O.C. 3) ROWS 5-6" (2)-A34 HANGER ON END TRUSSES �" DRYWALL 6-9" R-38 KRAFT FACTORY. FASTERN w/ (3) ROWS LUS210-2 or LUS210-3 HANGER R-38 KRAFT 1 -0" R-38 KRAFT STAGGERED U FIN. UNDER CANTIL FACE INSULATION FIN. UNDER CANTILEVE OF 0.131"x3" NAILS 0 16" O.C. FACE INSULATION FIN. UNDER CANTILEVER Y'4" x 3" O.S.B. COMPRESSION STRIP ON-SITE BY 0TH ON-SITE BY OTHERS ON-SITE BY OTHERS FACE INSULATION STAGGERED 2x6 SPF (STUD) GRADE or 3 - #Bx3" SCREWS FROM H2.5T SIMPSON STRAP Ea. TRUSS LSTA18 N BETTER DBL. TOP PLATE EDGE RAIL TO EACH BLOCK. 2x6 SPF (STUD) GRADE or STRAP Ea. TRUSS BETTER DBL. TOP PLATE " DRYWALL TO WALL STUD Y2" DRYWALL Y2" DRYWALL EQUALLY SPACE SCREWS R-21 KRAFT R-21 KRAFT Y2" DRYWALL LSTA18 SIMPSON FACED INSULATION FACED INSULATION -' `•- ° - 2x6 SPF STUD STRAP Eo. TRUSS R-21 KRAFT o' 2x6 SPF (STUD) o o• Y" ZIP WALL SHEATHING (32/16) `•o DBL. 2x10 PERIMETER (STUD) or BETTER STUDS @ 16" O.C. TO WALL STUD FACED INSULATION GRADE or BETTER ° 2x6 SPF (STUD) GRADE or BETTER STU 0 16" 0. . Op pp 2x10 FLOOR JOIST @ 16" O.C. & 12" O.C. 00 .-- STUDS @ 16" O.C. � 0 2x6 SPF (STUD) GRADE or BETTER BO M PLATE Y2" ZIP WALL SHEATHING (32/16) Z5¢ �, 2x6 SPF (STUD) GRADE or BETTER BOTTOM PLATE Y2" ZIP WALL SHEATHING (32/16) I 1 1 `— I I W 2x6 SPF STUD GRADE or BETTER STUDS 0 16" O.C. w "� ON-SITE RETAINING w FIBERGLASS INSULATION (KRAFT BACKED) (***) N C O I O r-- R-30 Q O (STUD) ON-SITE RETAINING ° z WALL ( ) 2x6 SPF (STUD) GRADE or BETTER BOTTOM PLATE *** WALL - d d- � � O � 2x10 FLOOR JOIS 16" O.C. & 12" U R- FIBERGLASS INSU I N (KRAFT BACKED) **) ° DBL, x8P.T. SILL DBL. 2x10 PERIMETER _ 9 ° PLAT BY BUILDER DBL. 2x8 P.T. SILL i= 9 9 c (***) P BY BUILDER in K ° m m Z z t\ c0 LI7 N Z (** ) ° e e a SINGLE STORY SECTION DETAIL - 3 N w � Cn N � wr0 warn • FULLY ADHERED EPDM OVER-TAPERED RIGID INSULATION � � ° (Y4"PER Ft.SLOPE)(installed in factory where possible--all IZ remaining areas are to be installed on-site by others)-OVER NOTE: U) O • 5/8"PLYWOOD DECKING-OVER RIGID BOARD FOAM LINVENTED • ROOF TRUSSES @ 16"OC. ROOF ASSEMBLY PER SECTION R806.5 O Z Z INSULATION O w Z BREAK SKYLITE&CURB(••) � W Lj LLJ I O DBL 2x6 w/A'FILLER SINGLE STORY SECTION DETAIL - 1 SINGLE STORY SECTION DETAIL - 2 NA LER FOR DRIP EDGE W m O Z LTJ = %" DRYWALL W CO C) 00 CD R-38 KRAFT c U O O O C7 FACE INSULATION :O `— W -4- E Z_ � m � J Q RAILING SIMPLEX(TO SHIP U m F-- LOOSE RAILING& • FULLY ADHERED EPDM OVER TAPERED RIGID INSULATION • FULLY ADHERED EPDM OVER TAPERED RIGID INSULATICN INSTALL BLOCKING NOTE: (Ya"PER Ft.SLOPE)(installed in factory where possible--all (Y4"PER Ft.SLOPE)(installed in factory where possible--all remaining areas are to be installed on-site by others)-OVER RED ARCHITECT PE STAMP RIGID BOARD FOAM UNVENTED remaining areas are to be installed on-site by others)-OVER NOTE: • 5/8"PLYWOOD DECKING-OVER - ROOF ASSEMBLY PER SECTION • 5/8"PLYWOOD DECKING-OVER RIGID BOARD FOAM UNVENTED . ROOF TRUSSES @ 16"OC. • ROOF TRUSSES @ 16"OC. ROOF ASSEMBLY PER SECTION 11 5/16" R806.5 R806.5 RUN . INSULATION BREAK DBL 2x4 NAILER FOR DRIP EDGE �. ® PER PROVIDED LOADING BREAK BREAK STEEL BEAM TO BE SIZED ' l j DBL 2x NAILER FOR DRIP EDGE INSULATION INSULATION 5 1/2" 4'-6 1/2" vwi ON-SITE BY OTHERS(SEE SHEET 5.3 FOR REQUIRED LOADS — OPEN AREA ao ® ) ,p,. - r.v .,,•p;' " DRYWALL 5/" DRYWALL NAIL ON OVERHANG INSTALLED IN 1'-0" F R-38 KRAFT T 5-6" ® R-38 KRAFT FACTORY. EASTERN w/ (3) ROWS FIN. UNDER CANTILEVER FACE INSULATION FIN. UNDER CANTILEVE 5'-0 " ® 14'-0" 1 1si.z'• .." a L!3 FACE INSULATION OF 0.131"x3" NAILS @ 16" O.C. ON-SITE BY OTHERS H2.5T SIMPSON STRAP Ea. TRUSS H2.5T SIMPSON STRAP Ea. TRUSS ON-SITE BY OTHERS FIN. UNDER CANTILEVER ® FIN. UNDER CANTILEVER , " ' STAGGERED ON-SITE BY OTHERS oo I ON-SITE BY OTHERS LSTA18 SIMPSON w w `O, o%M v STRAP Ea. TRUSS o w ,O O ® STARS ARE SUPPLIED AND TO WALL STUD o O K W = 2x10 BLOCKING BETWEEN STUDS INSTALLED ON-SITE BY OTHERS. +3 0- 00 p_W FASTENED TO STUD w/(3)0.131'x3"GARAGE AREA ® ONLY. TO PROVIDE BLACKING - as� a_-1 0 O TOE NAILS or END NAILED a 3'-11 1/2" ® .o z (2)SDS 3-SCREWS ® itN 3 C4 O in _ Ea.STUD O(2)SDS O7/17/18 ' a"�N INTO BLOCKING TEMP FRAMING O 24'O.C. Wz @J 3'SCREW PER BAY cv FOR SHIPPING TO BE _ REMOVED AFTER MODULE R rzo No �rn w SET ON-SITE RETAINING i z WALL (***) ® d DOS USE ONLY Eng. No: 17-0617 d 0.131'x3' e NSO A„°"R-'°("') Eng. Date: 10-24-17 ° TOENAILS 0 3'O.C. INSULATION R-10APPROVED f 9 ° DBL 2x6 P.T. SILL SLAB ON GRADE BY OTHERS ON-SITE(•••) m PLATE BY BUILDER ® DATE x/17/18 SERIAL No: BAs ENT sT T s D RAW I N G BY: ° ® O SSITEB PFS CORPORATION PBW ® Bloomsburg, PA CHECKED BY: ® DRAWING No. ° ® a _ SINGLE STORY SECTION DETAIL - 4 _ SINGLE STORY SECTION DETAIL - 5 _ TWO STORY SECTION DETAIL - 1 SCALE: 3/16" = 1 '-0" Simplex Industries 1 Simplex Drive Scranton, PA 18504 rM mes www.simplexhomes.com - www.facebook.com/simplexhomes z 0 LL_ W ,- 0 L` 0 QW W (/) Irflo� F- O L_ J OOWF- Zpw (n Q 0 Z = F- Q m (n W W W Q L` N Z 0 Qwz � m � � Z O ro JO0CL � W O LLJ 0W 0 � �XZOZLLJ wo� �wWO = � QOw� 0 V) LJF- -00 ZWm Np0 � LL. (n a- O W Xn O - D O LL_ OJ W O O OUW 01- FF_ 0 n W W 2"LAV VENT,WC WET VENT Or- F- � � W Z L- 0 O 0 WATER LINES ON 1ST.LEVEL ' 2"DRAIN DOWN W < Of � [if 0 0 Q ~ � OW ARE STUBBED THRU THE FLOOR vj RUN lyi'LAV DRAIN ARM THRU WALLAS SHOWN WO Z OLL_ � z Z J J O ONLY.ALL LINE TO BE TIEDI Z WW W Z a- 0 Z TOGETHER ON-SITE BY OTHERS 8 *** d 0 � 0 z ~ O O W z ( ) 2"LAV VENT,WC WET VENT Q 0 of W 2"DRAIN DOWNP.R. � KLO• 3"PVC ROOF DRAIN LEADER RUN Iy2"LAV DRAIN ARM THRU WALL AS SHOWN W Z d Z (Dm N 0 LL W p U U ON-SITE OTHERS (WRAP /PIPE INSULATION) ~ Z O (Z!7 O LJ Lil LLJ= N Z 0 Q 1'-5 1/2 1'-6 1/2" �°i M i O W' Dci� N W Li A L O r------------------..-------------- (n IVvI i U' Z � d � D � z � OOZ (n - ---' I I ZO0L- AZO O � OOV) QZ , I U W Q z 0 � J E M O W _ Q P= cp - I I � 0 F- X X U J F- W < U Q WC ® 3"DROP FROM 2nd.FL P w/PIPE INSULATIOV W O O J J F- O � w J � 0 3"PVC ROOF DRAIN LEADER i C) 0 W W 0 0 Q Y K CLOSET I I 3., (nZOf0 >_ dW LLJ OX � W � - _ - - Z /y HOT&COLD FEEDS TO 2nd.FI. Q F- W F- I I 3"PVC ROOF DRAIN LEADER � = O W Cr) Z � � O � Q Q = N Q � S 3'-0" I • (WRAP w/PIPE INSULATION I F- J Q (n (n Z D Z F- Z Z (n i ON-SITE 1 ALEX'S OFFICE PANTRY BY OTHERS(***) 3"PVC ROOF DRAIN LEADER K BATH (WRAP w/PIPE INSULATION) 3"PVC ROOF DRAIN LEADER 0 LU (WRAP w/PIPE INSULATION) 0 I GARAGE ; m m m m m m ----------------- --- al C r a rz n J1 V Q BEDROOM Tr 1 3"PVC ROOF DRAIN L TION LIVING ROOM DINING ROOM TT - ------------------------ 210.4375 SgFt (WRAP w/PIPE INSULATION) I � ON- OPEN to ABOVE BYO*THFRS ' M 2 sxwR VENT MEDIA ROOM ALL WALLS TO I • ( ) LAUNDRY I I ; ®•. IY2"Ant ADMITTANCE VALUE-,,-, STORAGE ' A CLOSET BE FULL HT TO 1Y2"DRAIN DOWN UNDERSIDE OF I I 3 I 2nd.Fl.FLOOR ; DRYER WASHER I r FRAME I I A BATH r 2"PVC ROOF < molaWl ;_ 1 ON-SITE \-2"FUTURE VE DRAIN LEADER x� N w io ® Y OTHERS(***) I TIED TO SHWR I (WRAP w/PIPE U I 0 +I 1 hI [=ROOF DRAIN LEADERSTACKjjjjINSULATION) o w/Pn'E INSULATION) Lj z Z �1 —� LOSET Z W F- Li = = v 1 (f) ::DO L` O U o RUN TO CEILING j j ly"SINK VENT �"WASHER VE (� J O 1 ~ F- 3"PVC ROOF DRAIN LEADER Q Y \ ACCESS AS SHOWN I I 2"DRAIN D (WRAP w/PIPE INSULATION) w Q J I n" `-2"LAV VENT,WC WET VENT I I lyz"DRAIN DOWN > F--1 RUN Iy"DRAIN ARM O � U 2"DRAIN DOWN I I THRU WALL AS SHOWN z U z V) v 1 RUN lyz'LAV DRAIN ARM THRU WALL AS SHOWN I I ENTRY O Q = L- w 0. > O W O ( _J z M 00 Go 00 n 00 I 1 I OI Nr- O i i N QQ r__ c.0 ,I- N O Z CN LLJ W N O � Z41zz� Cn O >- O Z Z z C:) [If W Z Q-_ w w w ::DO wm � CD Q � CD Z � � = Of � _ $ $ wLLJ w0 CD� O = W z 0LIJ N 0 Nm � w -- ----------------------------- O O Of J - F r-----i i I U 3"V.T.R. I m a REGISTERED ARCHITECT PE STAMP f g I� I I FIELD CONNECTION - _ �l.l. 3"V.T.R. \ I I "' Qat i � V.o aq, za ' a ti a "�a anti V.T.R. --------- ------ ------ - , maa � a ----------- ------------ 210.4375 SgFt IyZ'PVC i O ( cx II a U > > 0 07/17/18 Ian DOS USE ONLY Eng. No: 17-0617 11 2"PVC I i ----------------------------- 1 IT] Q10-24-17 5 8 APPROVED Eng. Date: II DATE 7/17/18 SERIAL No: RFS CORPORATION DRAWING BY: PgW Bloomsburg, PA CHECKED BY: II DRAWING No. 8 . 0 SCALE: 3/16" = 1 '-0" Simplex Industries 1 Simplex Drive Scranton, PA 18504 $ : TM rM o me www.simplexhomes.com - Iy2'TUB VENT www.facebook.com/simplexhomes lyz"DRAIN � 1y2' KEVIN'S OFFICE W o w W o z M a to O 2"LAVVENT,WC GUEST ROOM 2 L` O Q W w g I i af )24y".,", WET VENT VC AIHI 1 V-) Q' U) O Y LL- WET RUN IY L2"DRAIN AVA N-SIT # i W O O � 1- <L CURB DRAIN DRAIN ARM THRU ERS 1 Q p� (A LLJ (n m Q Z WALL AS SHOWN Z_ - O — — — — — — — — — — — — — — — _ X Q W z � O 2"PVC /I — — — — — — — — — — — — — — W O W H W LJ 0 O 0 W \ LINEN FYV PLEX HOT WATER LINES T Z O O W W O J Y2"PLEX COLD WATER LINES I � O U I I � zo � OZO Ol—U) m a 1 _ _ Cn 2"PVC- N U I I Z W Li- 0 0 0 F w (n O w x I®" I /®� o ~ O0 - o 3: 002 WOW _ - - - - - - - - - � I- of - - - � � Q � � WZ D � n" QI— � O w _ � o - - - - — � � W = ZO — � F— � C� U - - - - - I FIELD CONNECTION O W p w W Z Qf W \ FOR WATER LINES / I I 0 LL. LLJ U Z Z � =) �FIELD OW_ 0 Z F- C) W24ac�) � WFCZwWOV- Q = OUOCONNECTION / I I I = p Q — (/) m (/ U LI i(n U GYM ` / � 3 Lna- W = ZOO FIELD CONNECCION \ / ( U O z � § (n Z W L� O O 0ZpIZi W � O (n — iiOf = ZN 2"PVC \ / Z a_ W Z O � D O Q (/) Z ft� I 1�1 24a ) I I pww OUQx _IQY 2"PVC 3"PVC ROOF DRAIN LEADER z � Q O � a- L LJ F O ? W W of— Z T'PVC ROOF DRAIN LEADER (WRAP w/PIPE INSULATION) ( ( Q OZ 0 � z Z Z � (WRAP w/PIPE INSULATION x I CURB DRAIN W / \ O n r r r f n I W Q I I I _ _ _ — — — — - - - - - - - - — �e 4 SEASON ROOM / \ poi I Ion 24Y P-) y / I I I - -�- - - - - - - - - N w I O 2"PVC w 20Y c+R) a Mr) 20Y cm) w LL a O 0 O U O wQ � � O � Cl- O CURB DRAIN Q LL- LLJ O 0 a 3:: W z m 00 00 Go 00 I I I o � � N O N Q I I I I I 1 0 r C-0 d' � N O ly"PVC t� co Lri Ki C i o Z z ' N a 3"V.T.R ON-BYTE Al CN 8 W N -- OTHERS('* I 1— 103 — M-105 INSULATION O >— BREATHER(2—WA ROOF M-105 INSULATION (/') BREATHER(2—WAY)ROOF (\N71, I ,J — I I VENT INSTALLED (TYP.) VE47 INSTALLED (TYP.) ZO � z z = Z \\(///// 3"PVC ROOF DRAIN ER (WRAP N) LINE OF MOD.BELOW r------I PDQ SULAITO UNE OF MOD.BELOW `j Ing w W w Y O LEADE OOPDRA I I 3"V.T.R. I W m � Q 1--- LEADFH WR( AP wjr I L — CD Q- - - - - - - - - - - - - - — — — - - - - - - - - - - - - - - - - o = 3"V.T.R. M THON 1 1 I 1 MARATHOI I MARATHON I MARATHON Ln U V I L i 1 RNAL ROOF I_-- _ , I 1 `\ // INTERNAL OOF INTERNAL ROOF INTERNAL ROOF � 0 D AIN W/PLUG,TYP. i s DRAIN W/ LUG,TYP. DRAIN W/PLUG,TYP. DRAIN W/PLUG, w (, O O 0 C' i . 0 `— W N Z M Q J 3"V.T.R. Z O W' H m 0 LEAD ROOFDRA REGISI FRED ARCHITECT PE STAMP LEADER(LAAO N 3"PVC ROOP D / I I I PIPE INSULATION) LEADER(WRAP w/ I PIPE INSULATION) \ / I / •0 eS , M-105 INSULATION M-105 INSULATION BREATHER(2—WAY)ROOF I BREATHER(2—WAY)ROOF VENT INSTALLED (Typ.) VENT INSTALLED (TYPO 3"PVCROOFDRAIN / \ I •4 "'.r"•b•••y , LEADER(WRAP FIFE INSULATION) I / \ ]IILI MRATHON 3" C ROOF DRAIN MARATHO MARATHON MARATHON (> ANAL ROOF ® ER OF DROWRAP w/ \ INTERNAL�tOOF INTERNAL ROOF I INTERNAL ROOF DRAIN W/PLUG,TYP. IPE INSULAT'IO \ DRAIN W/PLUG,TYP, DRAIN W/PLUG,TYP. DRAIN W/PLUG, — — — — — — — — — — — — — — — — — I — 1 - - - - - - — — — - - - - - - - - - - - 07/17/18 EF MOD.BELOW / \ I UNE OF M00.BELOW / \ 105 INSULATION I M-105 INSULATION BR ER(2—WAY)R F BREATHER(2—WAY)ROOF I VENT STALLED (Ty.) — VENT INSTALLED (Typ.)— DOS USE ONLY Eng. No: 17-0617 aPP,RovEn Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 8 . 1 SCALE: 3/16" = 1 '-0" 1-777 Simplex Industries ' 1 Simplex Drive f Scranton, PA 18504 1Dm rm N lu mes www.simplexhomes.com N www.facebook.com/simplexhomes D W�/ NOTES: o I� w ►- o /2" o / TO DW (++.) V Ul �. a O Y L J JPS' 1 . ALL WASTE AND VENT LINES ARE ABS OR PVC PIPE & SUPPLY LINES ARE COPPER, PEX, OR o w ~ _z = /2» /2„ ' /2„ /2>, /2,> CPUC. Q m � CQ w w J) m Q w z ? p STOP VALVE >> >> " w O 2 Z w M 0 0 2 PITCH ON HORIZONTAL WASTE LINES IS 1/8" PER FOOT FOR 3 DIA. PIPE, 1/8" PER FOOT FOR J ►- i-CL 0w w Of 0I w LARGER THAN 3 DIA., 1 /4" PER FOOT FOR LESS THAN 3 DIA. PIPE. � zoH- op of Nw � � Fn TYPICAL TUB TYPICAL WASHER TYPICAL KITCHEN SINK w/ TYPICAL LAV/ KITCHEN 3. WASTE LINES: INSTALL WYE W/ CLEANOUT PRIOR TO EXITING WALL FOR CONNECTION TO o J o a_ o o m w o 0 SUPPLY SUPPLY DW SUPPLY SINK SUPPLY DISPOSAL SYSTEM. � '_ o Q ry z o _ o = o_ �, 4. PVC-DWV PIPE SUPPORTS: AT BRANCHES, CHANGES IN DIRECTION AND AT THE BASE, EACH o = Z 0 D z J o �I FLOOR AND MID STORY (VERTICAL) MAXIMUM EVERY 3'-0" AT THE END OF BRANCHES AND a- z z 0 0f P- U o a- z D - CSO m5 � 1z CHANGE OF DIRECTION OR ELEVATION. 4" MINIMUM MAIN WASTE TO SEPTIC. = o o z o m zo G_ w = o w o HZU = pww wcn � � UQ 5• PLASTIC PIPE SHALL NOT PENETRATE FIRE RATED ASSEMBLIES INCLUDING FLOOR/CEILING. PIPING "-' o o Qf = N of z m o SHALL BE FIRESTOPPED WHERE REQUIRED WITH MATERIAL EQUIVALENT TO CONSTRUCTION WHICH zoo 0 O L - T = z U) �1 IT PENETRATES & BE SUITABLE TO PIPE MATERIAL OR USE METAL PIPE FROM A MIN. OF ABOVE Q D 0 o = Q z ? J [if, w0 LU 1/2„ 1/2„ 2„ I �' Nz � Oomm w ~ o � wQw � z XY ASSEMBLY & DOWN. 000U_ �- ww o " QX -' < �G' I I cgrF 6. EACH DWELLING UNIT SHALL HAVE ONE MAIN 3 INCH MIN. STACK FROM BUILDING DRAIN AND AT = o w D z _ - O 0 Q z = z Q z = ' I A MIN. OF 6" ABOVE THE ROOF LINE. ALL VENTS TO BE FLASHED AND SEALED PER P3103.3 Lj UM 1" s � s p f��F SFR��c 7. ALL TRAP ARMS MUST BE SUPPORTED WITH 3/4r� MINIMUM BEARING. m m m m m m F w a TYPICAL W.C. TYPICAL SHOWER TYPICAL TUB/ 8. HORIZONTAL TO HORIZONTAL & VERTICAL TO HORIZONTAL DRAIN CHANGES IN DIRECTION SHALL SUPPLY SUPPLY SHOWER SUPPLY BE 45 DEGREE WYES, LONG SWEEP 90 DEGREE ELBOWS, LONG SWEEP TY'S, 6TH., 8TH. OR 16TH BENDS, APPROVED COMBINATIONS OF THESE OR EQUIVALENT LONG SWEEP FITTINGS. SHORT LEGEND SWEEPS PERMITTED IN SINGLE BRANCH HORIZONTAL TO VERTICAL CHANGES IN DIRECTION ON 3 WATER HEATER W/ REQUIRED VALVES/PIPING INCH OR LARGER. COLD WATER SUPPLY PIPING BY BUILDER ON SITE 9. TRAPS SHALL BE PLACED AS CLOSE AS POSSIBLE TO FIXTURE OUTLET. MAXIMUM VERTICAL - - HOT WATER SUPPLY PIPING N w ---------- VENT PIPING TYPICAL WATER HEATER DROP FROM FIXTURE OUTLET TO TRAP WEIR IS 24" ,i, z SCHEMATIC I- Q w DRAIN/WASTE PIPING Z w F-- _ _ 10. INACCESSIBLE TRAPS SHALL NOT HAVE UNIONS, CLEANOUTS OR SLIPJOINTS. ACCESSIBLE TRAPS � `�' o o �' o Z SHALL BE REMOVABLE WITH UNION IN TRAP SEAL OR HAVE CLEANOUT OPENING SAME SIZE AS w Q I o a O TYPICAL SUPPLY SCHEMATICS TRAP. z � z o 'd 11 . ALL HORIZONTAL VENT BRANCH PIPING SHALL BE LOCATED A MINIMUM OF 6 ABOVE THE FLOOD °- Q CD Cn 0 LEVEL OF THE HIGHEST FIXTURE IN THAT BRANCH. >¢ = o W w o 0 ' 12. MAXIMUM DISTANCE OF FIXTURE TRAP WEIR TO VENT SHALL BE IN ACCORDANCE WITH IRC TABLE 3105.1 W � 112 >> ✓` ` I 1 IZ 13. PLASTIC PIPING SHALL BE PROTECTED WITH 1 16 15 GAUGE STEEL PLATE WHEN PIPE PASSES 1 1112 � � / ( ) U 11ti �1 THRU WOOD MEMBERS LESS THAN 1 1 /4 INCHES FROM EDGE OF MEMBER. (n '1 s��� 1 14. NOTE BACK TO BACK HORIZONTAL TO VERTICAL FITTING TO BE LONG TURN (DIRECTIONAL) FITTING. U HIGH LOOP/AIR GAP (*s') I x � .,. 15. AIR ADMITTANCE VALVES MUST BE IN ACCORDANCE WITH 3114.. 00 00 00 ° w Z S 3/4"� HOSE TO DW ( ) i CV I- O I O r-- l ,� I2 16. FIRST FLOOR FIXTURES SHALL CONNECT INTO HORIZONTAL BUILDING DRAIN MORE THAN 10 PIPE i i i' i i N o 1 11 WYE FITTING 1 I2 CSI CD 2 1 DIAMETERS DOWNSTREAM OF STACK BASE & NOT CONNECT INTO SECOND FLOOR DRAIN STACK. TYPICAL WASHER TYPICAL LAV. TYPICAL KITCHEN SINK DRAINTYPICAL KITCHEN 17. POTABLE WATER SYSTEM SHALL BE DISINFECTED ON SITE BY SITE BUILDER. n TYPICAL TUB DRAIN / VENT DRAIN / VENT / VENT wZ DW SINK DRAIN / VENT `� `° `� � 1-i N z DRAIN VENT 18. ISLAND FIXTURE VENTING SHALL NOT BE PERMITTED FOR FIXTURES OTHER THAN SINKS & LAVATORIES, (SEE ISLAND DETAILS) F 19. ANTISIPHONING DEVICE, VACUUM BREAKERS & AIR GAPS: FOR WATER DISTRIBUTION SYSTEMS Q "PROTECTION OF POTABLE WATER SUPPLY. L LLJ A.- WATER HEATER LOCATED @ OR ON LIVING SPACE LEVEL. MUST HAVE A ANTISIPHONING U DEVICE INSTALLED. o > z z = Z I 1� I 112 B.- CLOTHES WASHER (IF NOT BUILT IN TO THE APPLIANCE) MUST HAVE AN ANTISIPHONING C) � ,I' � z `� DEVICE INSTALLED. LJ � LIJ z 20. WATER HAMMER ARRESTORS SHALL BE INSTALLED WHERE QUICK CLOSING VALVES ARE UTILIZED. zo Z o Q IE WASHING MACHINES. Of � o co L= �G. �, ��R ����� i CD 21 . WOOD-FRAMED STRUCTURAL MEMBERS SHALL NOT BE DRILLED, NOTCHED OR ALTERED IN ANY - c� o N z S�,o Seo 1 MANNER EXCEPT AS PROVIDED IN 2015 IRC CODE. V) _ m Q Cj � � m 0 REGISTERED ARCHITECT PE STAMP TYPICAL W.C. TYPICAL SHOWER DRAIN VENT DRAIN Z VENT TYPICAL TUB/SHOWER DRAIN / VENT ,, ,A.; . xt lz LEGEND COLD WATER SUPPLY PIPING I 1 - - HOT WATER SUPPLY PIPING ' 2' ---------- VENT PIPING Q ` DRAIN/WASTE PIPING TYPICAL MAIN VENT / FUTURE VENT 07/17/18 TYRICAL D . W . V . SCHEMATCS DOS USE ONLY Eng. No: 17-0617 APPROVED Eng. Date: 10-24-17 D 7/1718 SERIAL No: ATE PFS CORPORATION DRAWING BY: PBW Bloomsburg, PA CHECKED BY: DRAWING No. 8 . 2 SCALE: N/A Simplex Industries 1 Simplex Drive Scranton, PA 18504 Ztm ro mes www.simplexhomes.com N www.facebook.com/simplexhomes z ow w1-l --- O L` 0 Qww (n I- O Y O 1-,- _ U) F- Zpl'- (n J o OOw wZ = Ia- Zwl- W (~n = cIf >- L woo Qm � � F- W (nmQ 2: C) < :D � � - O NOTE: BOZO = Q' O _jZ � 1YDw • SUPPLY DUCTS IN UNCONDITIONED ATTIC OR OUTSIDE ~O - w Q I1- O Z J THE BUILDING MUST BE INSULATED TO R-8 or R-1 1 ' O Z X !Y w m • RETURN DUCT IN UNCONDITIONED ATTICS OR OUTSIDE (� Z O F- O O 6 1' ((j w Fw- jj � THE BUILDING MUST BE INSULATED TO R-8 or R-11 w (n Z ~ O W X (n • SUPPLY DUCTS IN UNCONDITIONED SPACES MUST BE O Ld O J = O A U w 0 O INSULATED TO R-8 or R-11 I- O F- � C) lt ZO w w a • RETURN DUCTS IN UNCONDITIONED SPACES MUST BE INSULATED TO R-2 W Z 00 0 < F c O • INSULATION IS NOT REQUIRED ON DUCT IN BASEMENT w = � U U F- - Lf WITIRN• ALL JOINTS,SEAMS AND CONNEAL PCTIONS MUST BE O ~ z L, Z z _j -j w � SECURELY FASTENED WITH WELDS,GASKETS,MASTIC LU (ADHESIVES),MASTIC-PLUS-EMBEDDED-FABRIC,OR d O ww Z 0 Of LLi Z H U O d � 8 TAPES.DUCT TAPE IS NOT PERMITTED. I w F- U W - Q ¢ O a O • AACCORDDUCTS ANCE WITH THE MANUL BE SUPPORTED FACCTURER SRY 10 T OR IN 1-- OZ OU 2 0 _j U W (n D U f- Q FIELD FIELD INSTRUCTIONS. P.R. CLO, O Cn J LU = Z 0 Q • COOLING DUCTS WITH EXTERIOR INSULATION MUST BE ON-SITE (n U 0 z - Q'L'j LL_- w O CONNECTION CONNECTION COVERED WITH A VAPOR RETARDER. Y OTHERS O W (n Z m O ~ TIIIS AREA THIS AREA • AIR FILTERS ARE REQUIRED IN THE RETURN AIR SYSTEM. (***) r-----i ;---------------------------------- U' Z w ~ = Z • THE HVAC SYSTEM MUST PROVIDE A MEANS FOR I l_J l i Z O Ld 0 LL _O (n � z BALANCING AIR AND WATER SYSTEMS i----v� l � C) � L� Q z JE � J Fr O w I I 0 O LU W 0 Q X � Q U Y ------------------------tl* Li _ I I O Z_ lot of I/ Vj j CnQa- w >_ Iw-- w } � w � W I (- WC = Owtnz � � O = QQ = � Q � = K CLOSET R-8 0. I I F- J � � Q (n (n ZO � zHZ � Z (n 1 II ON-SITE ALEX'S OFFICE I o PANTRY � � � � � BY OTHERS(***) R 8 rn M � K BATH '--------- 16x10 FEED � i m m m m t�1 m s'FLEX ----------- 1 F11- GARAGE ----------- R-8 ------------- ----------- ul.a 10x18 RETURN Q °Iwl p.�. R-8 .I --- -------------------- BEDROOM #1 ----------- ° iii I IT HE I EN - ----------- LIVING ROOM DINING ROOM o OPEN to ABOVEEY OTHERS I LAUNDRY MEDIA ROOM ALL WALLS TO V-71 Z' STORAGE ® . A CLOSET BE FULL DE TO 6"FLEX R-8-", -8 UNDERSIDE OF 1. 2nd.FI.FLOOR DRYER WASHER -3 I ]oxa FLOOR FRAME ' REGISTER V I I i N W A BATH 2nd.Fl.ABOVE gOSET� I ---------------------------------- W Z 74 ON-SITE I Ixl o Z W W = _ Y OTHERS(***) ♦ INI U ~ ¢ W - F— � CLO. J 0 O U O 10x4 FLOOR I I w Q � I O �REG � �2nd.Fl.ABOVE zU ~� � 1 1 U � > � 'd LL_ w I--I ii ENTRY > Q o O w W o � 1 st. FI. PLAN 0 Q HVAC SHOWN ON THIS PAGE U ARE AREAS THAT ARE TO BE Iof i o uj N o = I INSTALLED IN FACTORY. �i i N O REMAINING SYSTEM AND KEVIN'S fFFICE 8x8 CLG.REGISTER EQUIPMENT ARE TO BE 10x4 Fl. 6"FLEX R-8 ASUPPLIED AND INSTALLED REGISTER GUEST ROOM 2 24Y(w) 6" 6"FLEX R-8 BATON-SITE ON-SITE BY OTHERS PER BY OTH _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ ATTACHED DESIGN. PER ALL ® T LOCAL/STATE BUILDING CODES EN 8x8CLG.REGISTER r e I l W W 0-) 10x4 FI. 10x4 Fl. _REGISTER REGISTER REGISTER l I C/- O >- I'FLEX I 6"FLEX R$ - - - - - - - - - - - - - -L - - - - - - - � z W Y - - - - - - - - - - - - - - - - - - - - - -- - Ld < WU W < 0 6"FLEXR-8 I I I Wl m U` H FIELD CONNECTION ~ / Q e FIELD CONNECTION L-- -J i \ FI O 1st.LEVEL THIS / z i 24 A twP) TO 1st.LEVEL THIS Z O I AREA tY _ AREA I i W GYM I w co p � CD � 16xl0 FE / 00 w O N Z �o\ I I V) m Q J U m H 118x10 RETURN ®) 24 w 160 IN SOFFIT IN \ / I REGISTERED ARCHITECT PE STAMP CLOSET TO SUPPLY 10x14 RETURN GRILLE,(***) / CLR.REGISTERS(R-8) \ / I x I I (®/ 24Y110 (w47 // \\ 4 SEASON ROOM - - - - - - - - - - - - - - - - - - - - - - - - - \ �®� I ��� I / I I I - - - - - - - - - - - - --I- - -- - - - __j ,�.p DOS USE ONLY "' Eng. No: 17-0617 2oY•�I 20�•cwPl 2oY•� I APPROVED Eng. Date: 10-24-17 DATE 7/17/18 SERIAL No: PFS CORPORATION DRAWING BY: PBW 2nd. F I. PLAN Bloomsburg, PA CHECKED BY: PRELIMINARY DRAWING No. FOR INFORMATION ONLY 9 . 0 NOT FOR (CONSTRUCTION SCALE: 3/16" = 1 '-0" Simplex Industries 1 Simplex Drive Scranton, PA 18504 mes www.simplexhomes.com N www.facebook.com/simplexhomes z ow w�0_ I— 0 LL O Q I_LJ w V )� � I 0 YELL = Cf) F_ z0LL (n 0 0 Ld W Z 2 ZW � w (f) lL Qmof � �- w (nmQ z Qwz � � � z 0 boa 1 Cy � � Q0L` o � ZO = � 0 0!Z Ow 100 ~ � WQ ~ - wm � ZO000 plZ- fW : cn LL_ (f) Z ~ � OW W X � � 0 - w J D O U W O O I- � � < � � OOZLLIIU � 2QZLLI LL = wO = � Of � Q3�: wz OF- wQI- WO L` LLI = :2 OU � O p ~ ZLL z �' Z J -ILLF- Z W ULLJ a- 0wzp � z QW OQZL� �O WLazWLLJ z0LL. Q OAU (nG] � w = U � z0 C) W Uw (n � I-- Q O (n5 J - w2 ZMU NUOfz[If0: � tl' F- � � =) LL_ 0z Da_ � � NzMOOZUI LL (n < Z zo W � zZ O � :D QOLLi DO � w 0D � UQ -- PLLJ 21'-8" S0001. XX Li 0 O xW J 1-STORY AREA 2-STORY AREA 1-STORYAREA _j rQ � Z � � Ld WWQ �(nQW W >- O LLJ V) z =HQ2� 16'-10 1/2" 41'-7 1/2" F- _JOf =) Q (n (n ZD :2iZH z :2i 0 w m m m m m m 0 W W Q I I I I o DRIP EDGE(•••) I I 3'P�UMBING VENT c :2 V 1 M I ICY, N w I o ' MARATHONI I MARATHON " W Z INTERNAL ROOF INTERNAL ROOF DRAIN W/PLUG,TYP. DRAIN W/PLUG,TYP. Q W /� UNE OF MOD.BELOW W LL = J SLOPE LOPE I Z LINE OF MOD.BELOW l III Can 0U LL_ 3"3"PLUBING VET� SKY LIGHT J QU� 0Z MARA L— ) O _ O I TAOI TAO �3"PLUMBING VENT RNALROOF NNALOOF INTERNLROOF INTERNAL ROOF WRRWD AW/PLUG,TYP. INUG,TYPDRAIN W/PLUG,TYP. DRAIN W/PLUG,TYP O P St OPF =PE QoOSLOPE _ a O 10'-0" 9'-11 1/2" '-9 1/2" O 3"PLUMBING VENF W ¢ C,) IN � $ I I � N I I I I I M N I I O � N I N _2^ 13'-1 1/2" 6'-9 1/2 8'-5 1/2" \MARATHONSLOPE SLOPE MARATHON SLOPEOSL PE I I SLOPE SI OPS 00 QO OO 00 O T DRAIN W/PLUG,TYP. I I INTERNAL ROOF — r- `— ///��� DRAIN W/PLUG,TYP. I I I I I I W I SLOPE SLOPE LOP SLOPE Ii O N 4RATHON MARATHONMARATHON MARATHON N I� O L1— pp��V11fihh gEEgEERNAL ROOF INTERNAL F OOF INTERNAL ROOF INTERNAL ROOF DRAIN Wi PLUG,TYP. FlRE PUC FLUE(•�) DRAIN W/PLUG,TYP. I DRAIN W/PLUG,TYP. I DRAIN W/PLUG,TYP O N O 12'-6" I $ — — — — o — o UNE OF MOD.BELOW w I I o J'f l O UNE OF MOD. BELOW 105 INSULATION I I� CO L6 4 M CV z o 1f BR ER(2-WAY)R OF — I I I VENT STALLED (Tyl.) l C14 i I NOTE: - - - - - - - - - - - - - - II RIGID BOARD FOAM UNVENTED J m I ROOF ASSEMBLY PER SECTION i R806.5 N r v LLI � W � Cn DRIP EDGE(•••) O ry Z Z Z 13'-9" 7'-11" 15'-9" 1" 6'-9" i" 15'-9" 1" 15'-9" 1" 11'-10" 2" 15'-3" 1" 15'-3" O W Y Z Lq w LLJO w M CD Q CD z L1') O w � _ cl�w � � GOO :2OAU wO .1t Z O C\4 EEofm � w > > __j U 03 1- REGISTERED ARCHITECT PE STAMP 0, NIF ,w 07/17/18 DOS USE ONLY Eng. No: 17-0617 q5F.0'0 APPROVED Eng. Date: 10-24-17 DATE 7/.17/18 SERIAL No: PFS CORPORATION DRAWING BY: Bloomsburg, PA PBW CHECKED BY: DRAWING No. 10 . 0 SCALE: 3/16" = 1 '-0"