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Home My WebLink AboutREVISION 2-1-22OFFICE USE -ONLY: DATE FILED: PERMIT # REVISION FEE: '� L3 d RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE RECEIVED FORT PIERCE* FL 34982.5652 (772) 462.1553i 2021 LOCATION/SITE ADDRESS: 8007 Hibiscus Rd Fort Pierce FL, 34951 St. Lucie County APPLICATION FOR BUILDING PERMIT REVISIONS Permitting PROJECT INFORMATION t co. FL Dat p DETAILED DESCRIPTION OF PROJECT REVISIONS: Adding a bedroom with window CONTRACTOR INFORMATION: STATE of FL REG./CERT. #: F.S.S 489 Exempt BUSINESS NAME: Saint Lucie Habitat for Humanity QUALIFIERS NAME: ADDRESS: 702 S 6th St. CITY: Fort Pierce STATE: FL PHONE (DAYTIME): 772-464-1117 ,OVVNER/BUILDER INFORMATION: NAME: Saint Lucie Habitat for Humanity ADDRESS: 702 S 6th St. CITY: Fort Pierce PHONE (DAYTIME: 772-464-1 117 STATE: FL ARCHITECT/ENGINEER INFORMATION: NAME: Whole House Engineering ADDRESS: 4451 St Lucie Blvd Suite 201 CITY: Fort Pierce STATE: FL PHONE (DAYTIME): (772) 409-1003 SLCCC: 9123109 Revised 06130/17 FILE COPY ST. LUCIE.CO CERT. #: FAX: FAX: I�I:rsi ZIP: 34950 ZIP: 34950 ZIP: 34946 �- b0qPERMIT #:66-SF-2360643 STATE OF FLORIDA APPLICATION #:AP1713927 DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM `� �, CE ED t� s- x rul L r St. Permty afing CONSTRUCTION PERMIT FOR: OSTDS New a APPLICANT: (St Lucie PROPERTY ADDRESS: LOT: 22 PROPERTY ID #: 8007 Hibiscus'Rd Fort Pierce, FL 34951 BLOCK: 47 SUBDIVISION: Lakewood Park 1301-605-02000-000-6 DATE PAID: FEE PAID: RECEIPT'#: DOCUMENT #: PR1649610 [SECTION, TOWNSHIP, RANGE, PARCEL NUMBER] [OR TAX ID NUMBER] SYSTEM MUST BE CONSTRUCTED IN. ACCORDANCE WITH SPECIFICATIONS AND STANDARDS OF SECTION 381.0065, F.S., AND CHAPTER 64E-6, F.A.C. DEPARTMENT APPROVAL OF SYSTEM DOES NOT GUARANTEE SATISFACTORY PERFORMANCE FOR ANY SPECIFIC- PERIOD OF TIME. ANY CHANGE IN MATERIAL FACTS, WHICH SERVED AS A BASIS FOR ISSUANCE OF THIS PERMIT, REQUIRE THE APPLICANT TO MODIFY THE PERMIT APPLICATION. SUCH MODIFICATIONS MAY RESULT IN •THIS PERMIT BEING MADE NULL AND VOID. ISSUANCE OF THIS PERMIT DOES NOT EXEMPT THE APPLICANT FROM COMPLIANCE WITH OTHER FEDERAL, STATE, OR LOCAL PERMITTING REQUIRED FOR DEVELOPMENT OF THIS PROPERTY. SYSTEM DESIGN AND SPECIFICATIONS T [ 1,050 ] GALLONS / GPD Septic New CAPACITY A [ ] GALLONS / GPD N/A CAPACITY N [ ] GALLONS GREASE INTERCEPTOR CAPACITY [MAXIMUM CAPACITY SINGLE TANK:1250 GALLONS] K [ ] GALLONS DOSING TANK CAPACITY [ ]GALLONS @[ ]DOSES PER 24 HRS #Pumps [ j D [ 667 ] SQUARE FEET Drainfield New SYSTEM R [ ] SQUARE FEET N/A SYSTEM ;A TYPE SYSTEM: [ ] STANDARD [ ] FILLED [x] MOUND [ ] I CONFIGURATION: [ ] TRENCH [x] BED [ ] N F LOCATION OF BENCHMARK: PAINTED LARGE NAIL ON CORNER OF BEND BTWN HIBISCUS AND SEMINOLE. I ELEVATION OF PROPOSED SYSTEM SITE [ 0.00 ][INCHES FT ][ABOVE BELOW]BENCHMARK/REFERENCE POINT E BOTTOM OF DRAINFIELD TO BE [ 10.001 INCHES FT ][ABOVE BELOW]BENCHMARK/REFERENCE POINT L D ] 0 T H E R 'ILL REQUIRED: [2t3.UU] INCHES EXCAVATION REQUIRED: [ ] INCHES 1The system is sized for 4 bedrooms with a maximum occupancy of 8 persons (2 per bedroom), for a total estimated flow of 400 gpd. SPECIFICATIONS BY: Matthew S Vajanyi TITLE: Environmental Specialist I APPROVED BY: TITLE: Environmental Specialist I Matthew 9 'a i DATE ISSUED: 03/28/2022 EXPIRATION DATE: DH 4016, 08/09 (Obsoletes all previous editions which may not be used) Incorporated: 64E-6.003, FAC v 1.1.4 AP1713927 SE1595916 St. Lucie CHD 03/21 /2023 Page 1 of 3 NOTICE OF RIGHTS A party whose substantial interest is affected by this order may petition for an administrative hearing pursuant to sections 120.569 and 120.57, Florida Statutes. Such proceedings are governed by Rule 28-106, Florida Administrative Code. A petition for administrative hearing must be in writing and must be received by the Agency Clerk for the Department, within twenty-one (21) days from the receipt of this order. The address of the Agency Clerk is 3900 Commonwealth Boulevard, Mail Station 35, Tallahassee, Florida 32399- 3000. The Agency Clerk's email is agency_clerk@FloridaDEP.gov. Mediation is not available as an alternative remedy. Your failure to submit a petition for hearing within 21 days from receipt of this order will constitute a waiver of your right to an administrative hearing, and this order shall become a 'final order. Should this order become a final order, a party who is adversely affected by it is entitled to judicial review pursuant to Section 120.68, Florida Statutes. Review proceedings are governed by the Florida Rules -of Appellate Procedure. Such proceedings may be commenced by filing one copy of a Notice of Appeal with the Agency Clerk of the Department of, Environmental Protection and a second copy, accompanied by the filing fees required by law, with the Court of Appeal in the appropriate District Court. The notice must be filed within 30 days of rendition of the final order. ABOVE714ISLINE FOR OFFICIAL USE ONLY s s St. Lucie County Health Department s HEAD 5150 NW Milner Dr Port Saint Lucie, FL 34983 PAYING ON: #: 56-SF-2350643 BILL DOG #:56-BID-5792021 CONSTRUCTION APPLICATION #. AP1713927 RECEIVED FROM: Ashton AMOUNT PAID: $ 125.00 PAYMENT FORM: CREDIT CARD 7064410 PAYMENT DATE: 03/02/2022 MAIL TO: (St Lucie Habitat for Humanity) FACILITY NAME: PROPERTY LOCATION: 8007 Hibiscus Rd Fort Pierce, FL 34951 .;LOt: 22 47 -._, .. .. Property ID: 1301-605-02000-000-6 EXPLANATION or DESCRIPTION: QUANTITY FEE 126 - OSTDS Construction Permit (New or Mod, Amendment) 1 $ 55.00 -1 - OSTDS Revision 1 $ 25.00 -1 - Surcharge (All) 1 $ 45.00 RECEIVED BY: WhighamJL - AUDIT CONTROL NO. 56-PID-5466348 qh STATE OF FLORIDA DEPARTMENT OF HEALTH ONSITE SEWAGE TREATMENT AND DISPOSAL '. SYSTEM � APPLICATION FOR CONSTRUCTION PERMIT APPLICATION FOR: PQ New System [ ] Existing System [ ] Holding Tank [ ] Repair )) [ ] Abandonment 11 [ ] Temporary APPLICANT: rS1 UL AGENT: al , r PERMIT NO.� DATE PAID: FEE PAID: IDS . \ RECEIPT #: [ ] Innovative I ] TELEPHONE: %7: 2 .'216 -2Sa7 MAILING ADDRESS: E 7 (6Nf n C j Orle Or- 1" T*?: < r-e- F l 3 9 9 qr TO BE COMPLETED BY APPLICANT OR APPLICANT'S AUTHORIZED AGENT. SYSTEMS 'MUST BE CONSTRUCTED BY A PERSON LICENSED PURSUANT TO 489.105(3)(m) OR 489.552, FLORIDA STATUTES. IT IS THE APPLICANT'S RESPONSIBILITY TO PROVIDE DOCUMENTATION OF THE DATE THE LOT WAS CREATED OR PLATTED (MM/DD/YY) IF REQUESTING CONSIDERATION OF STATUTORY GRANDFATHER PROVISIONS. PROPERTY INFORMATION LOT: 2� BLOCK: L17 . SUBDIVISION: p ,j i,,E {��r(ku�.� .� PLATTED: PROPERTY ID #: 1, ) 01 -- �a ^ op 0d-(&-ZONING: I/M OR EQUIVALENT: I Y / & ] 1) q PROPERTY SIZE:_ ACRES WATER SUPPLY: `', PRIVATE PUBLIC r>cj<=2000GPD [ 1>2000GPD IS SEWER AVAILABLE AS PER 381.0065, FS? [ Y / N ] DISTANCE TO SEWER:�FT PROPERTY ADDRESS: 0 DIRECTIONS TO PROPERT7[:r -w/l o r4- L ac T rkp kea,, /Jtr-� a\ to ALA - Ri v A.,,, e 6nr, O C-,n Ps— BUILDING INFORMATION Unit Type.of No Establishment 1 2 3 4 PER [ ] RESIDENTIAL [ ] COMMERCIAL No. of Building Commercial/Institutional System Design Bedrooms Area Sqft Table 1, Chapter 64E-6,. FAC [ j Floor/Equipment.Drains [ ] Other (Specify) DATE: SIGNATURE: J DH 4015, 08/09 (Obsoletes previous editions which may not be used) page 1 of 4' Incorporated 64E-6.001, FAC t, t _ St. Lucie County Health Department HUM 5150 NW Milner Dr Port Saint Lucie, FL 34983 PAYING ON: #:56-SF-2350643 BILL DOC#:56-BID-5523331 CONSTRUCTION APPLICATION #: AP1713927 RECEIVED FROM: Ashton AMOUNT PAID: $ 660.00 PAYMENT FORM: CREDIT CARD 012225 PAYMENT DATE: 08/12/2021 MAIL TO: (St Lucie Habitat for Humanity) FACILITY NAME: PROPERTY LOCATION: 8007 Hibiscus Rd Fort Pierce, FL 34951 22 47 —Block: Property ID: 1301-605-02000-000-6 EXPLANATION or DESCRIPTION: QUANTITY FEE 128 - OSTDS Construction System Inspection Research Fee 1 $ 5.00 -1 - Surcharge (All) 1 $ 45.00 -1 - OSTDS New Permit Surcharge 1 $ 100.00 -1 - OSTDS Construction Application and Plan Review;New 1 $ 100:00 123 - OSTDS Construction Site Evaluation 1 $ 115.00 126 - OSTDS Construction Permit (New or Mod, Amendment) 1 $ 55.00 127 - OSTDS Construction System Inspection 1 $ 75.00 133 - OSTDS Construction Reinspection 1. $ 50.00 -1 - Well Construction 1 $ 115.00 RECEIVED BY: AdamsC AUDIT CONTROL NO. 56-PID-5157135 Note: Well#59-32383 STATE OF FLORIDA APPLICATION # AP1713927 DEPARTMENT OF HEALTH PERMIT # 56SF-2350643 ONSITE SEWAGE TREATMENT AND DISPOSAL SYSTEM DOCUMENT # SE1595916 SITE EVALUATION AND SYSTEM SPECIFICATION APPLICANT: St Lucie Habitat for Humanity CONTRACTOR / AGENT: Ashton LOT: 22 BLOCK: 47 SUBDIVISION: Lakewood Park ID#: 1301-605-02000-000-6 TO BE COMPLETED BY ENGINEER, HEALTH DEPARTMENT EMPLOYEE, OR OTHER QUALIFIED PERSON. ENGINEERS MUST PROVIDE REGISTRATION NUMBER AND SIGN AND SEAL EACH PAGE OF SUBMITTAL. COMPLETE ALL ITEMS. PROPERTY SIZE CONFORMS TO SITE PLAN: [X]YES [ ]NO NET USABLE AREA AVAILABLE: 0.28 ACRES TOTAL ESTIMATED SEWAGE FLOW: 400 GALLONS PER DAY [ RESIDENCES —TABLET / OTHER —TABLE 2 ] AUTHORIZED SEWAGE FLOW: 420.01 GALLONS PER DAY [ 1500 GPD/ACRE OR 2500 GPD/ACRE ] UNOBSTRUCTED AREA AVAILABLE: 1000.00 SQFT UNOBSTRUCTED AREA REQUIRED: 1000.00 SQFT BENCHMARK/REFERENCE POINT LOCATION: PAINTED LARGE NAIL ON CORNER OF BEND BTWN HIBISCUS AND SEMINO ELEVATION OF PROPOSED SYSTEM SITE 0.00 [ INCHES / FT ] [ ABOVE / BELOW ] BENCHMARK/REFERENCE POINT THE MINIMUM SETBACK WHICH CAN BE MAINTAINED FROM THE PROPOSED SYSTEM TO THE FOLLOWING FEATURES SURFACE WATER: 90 FT DITCHES/SWALE S: 20 FT NORMALLY WET: [ ]YES [ ]NO + WELLS: PUBLIC: FT LIMITED USE: FT PRIVATE: 84 FT NON —POTABLE: FT BUILDING FOUNDATIONS: 5 FT PROPERTY LINES: 7 FT POTABLE WATER LINES: 25 FT SITE SUBJECT TO FREQUENT FLOODING? [ ]YES [X]NO 10 YEAR FLOODING? [ ]YES [X]NO] 10 YEAR FLOOD ELEVATION FOR SITE: FT[ MSL / NGVD ] SITE ELEVATION: FT [ MSL / NGVD QnTT. DanRTT.r TNWn7MnTTr)M CTmR: 7 GATT. PRAFTT.F. TN1;ARMATTr1N STTF. 9 USDA SOIL SERIES: Munsell #/Color Texture Depth 1 OYR 5/1 Sand 0 To 17 1 OYR 6/1 Sand 17 To 23 1 OYR 7/1 Sand 17 To 23 1 OYR 6/2 Sand 23 To 36 10YR 2/2 Spodic Material 36 To 44 5Y 6/2 Silty Clay Loam 44 To 45 REFUSAL Refusal 45 To 72 USDA SOIL SERIES: Munsell #/Color Texture Depth 1 OYR 5/1 Sand 0 TO 19 1 OYR 6/1 Sand 14 To 24 1 OYR 6/2 Sand 19 To 42 5Y 6/2 Sandy Loam 42 To 43 REFUSAL Refusal 43 To 72 OBSERVED WATER TABLE: 24.00 INCHES [ ABOVE / BELOW ] EXISTING GRADE TYPE: [ PERCHED / APPARENT ] ESTIMATED WET SEASON WATER TABLE ELEVATION: 14 INCHES [ ABOVE / BELOW ] EXISTING GRADE HIGH WATER TABLE VEGETATION: [ ]YES [XINO MOTTLING: [X]YES [ ]NO DEPTH: 14.00 INCHES SOIL TEXTURE/LOADING RATE FOR SYSTEM SIZING DRAINFIELD CONFIGURATION: [ ] TRENCH r• REMARKS/ADDITIONAL CRITERIA Sand/0.60 DEPTH OF EXCAVATION: [X] BED [ ] OTHER (SPECIFY) 3WT determined using USDA WSS and soil borings. 10YR6/1 stripping In a 10YR611 matrix > 10% with diffuse boundaries starting 14" in SB2. SB1 1.5" above BM. SB2 0" below BM. SITE EVALUATED BY: Va]anyl, Matthew (Title: Environment, DH 4015, 08/09 (Obsoletes previous editions which may not be INCHES —' DATE: 09/20/2021 cialist lorida Department of Health in S used) corporated: 64E-6.001, FAC Page 3 of 4 AP1713927 EID2350643 v 1.0.2 Michelle Franklin, CFA -- Saint Lucie County Property Appraiser -- All rights reserved. Property Identification Site Address: 8007 Parcel ID: 1301-605-0200- Account #: 1229 Sec/Town/Range: 11/34S/39E HIBISCUS RD 000-6 Map ID: 13/11N Zoning: RS-4 Count Use Type: 0000 Jurisdiction: Saint Lucie County ownership Legal Description St Lucie Habitat for Humanity LAKEWOOD PARK -UNIT 5- BLK 47 LOT22 (MAP 13/1 IN) 702 S 6th ST Fort Pierce, FL 34950 Current Values Historical Values 3-year Just/Market: $11,200 Assessed: $9,156 Year Just/Market Assessed Exemptions Taxable Exemptions: $0 Taxable: $9,156 2020 $11,200 $9,156 $0 $9,156 2019 $9,900 $8,324 $0 $8,324 2018 $9,400 $7,568 $0 $7,568 Date . Book/Page 05-07-2021 4613/0845 01-15-2021- 4543 / 0234 06-26-2020 4446/2632 View: Year Built: N/A Primary Wall: Sale History Sale Code Deed Grantor 0117 WD Ramirez Saray . 0001- •. WD Boyle Michael F b6O1 *'WD Shahheidari Amin H Primary Building Information Finished Area of this building: 0 SF Gross Sketched Area: 0 SF Exterior Data Roof Cover: Roof Structure: Building Type: Frame: Grade: Effective Year:'N/A Story Height: No. Units: 0 Secondary Wall: Interior Data Bedrooms: 0 A/C %: 0% Electric: Primary Int Wall: Full Baths: 0 Heated %: N/A% Heat Type: Avg Hgt/Floor: 0 Half Baths: 0 Sprinkled %: 0% Heat Fuel: Primary Floors: Type Price $36,000 $18,500 _..._ _.. $15,000 :,..; Total Areas ;, Finished/Under Air 0 (SF): Gross Sketched Area 0 _ (SF): Land Size (acres): 0.28 Land Size (SF): 12,012 Total Building Count: 1 Special Features and Yard Items Qty Units Year Blt All information is believed to be correct at this time, but is subject to change and is provided without any warranty. 0 Copyright 2021 Saint Lucie County Property Appraiser. All rights reserved. - v FORM R405-2020 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD . ESTIMATED ENERGY PERFORMANCE INDEX* =100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 8007 Hibiscus Road,Ft. Pierce,FL, New (From Plans) Detached 6. Conditioned floor area above grade (ft2) Conditioned floor area below grade (ft2) 7. Windows** Description a. U-Factor: Dbl, U=0.66 SHGC: SHGC=0.25 b. U-Factor: N/A SHGC: c. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 8. Skylights Description U-Factor:(AVG) N/A SHGC(AVG): N/A 9. Floor Types Insulation a. Slab -On -Grade Edge Insulation R= 0.0 b. N/A R= c. N/A R= 4 No 1576 0 Area 102.31 ftZ ftZ ftZ 1.260 ft 0.250 Area N/A ftZ Area 1574.20 ftZ ftZ ftZ 10. Wall Types(1528.0 sqft.) Insulation Area a. Concrete Block - Int Insul, Exterior R=4.0 1300.00 ftZ b. Concrete Block - Int Insul, AdjacenR=4.0 228.00 ftZ c. N/A R= ftZ d. N/A R= ftZ 11. •eiling' T p�s(1'576 0-sgft e Insulation Area a. Under Attic (Vented) Qlcu 1 R=38.0 1576.00 ftZ b. N/A R= ft2 c. N/A R= ftZ 12. Ducts, location & insulation level R ftZ a. a. Sup: Attic, Ret: Attic, AH: Attic 6 315 b. C. 13. Cooling Systems kBtu/hr Efficiency a. Central Unit 35.0 SEER:16.00 14. Heating Systems kBtu/hr Efficiency a. Electric Strip Heat 27.3 COP:1.00 15. Hot Water Systems a. Electric b. Conservation features 16. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature t �� Date: Address of New Home: 8007 Hibiscus Road City/FL Zip: Ft. Pierce,FL, *Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida Energy Rating. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. **Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 5/10/2022 10:48:49 AM EnergyGauge@ USA 7.0.00 - FlaRes202O FBC 7th Edition (2020) Compliant Software Cap: 40 gallons EF: 0.950 None CF 10 V. WE Page 1 of 1 FORM R405-2020 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: 8007 Hibiscus Road Energygauge 2 Builder Name: Habitat for Humanity Street: 8007 Hibiscus Road Permit Office: City, State, Zip: Ft. Pierce, FL, Permit Number: Owner: Jurisdiction: Design Location: FL, Fort Pierce County: St. Lucie(Florida Climate Zone 2) 1. New construction or existing New (From Plans) 10. Wall .Types(1528.0 sqft.) Insulation Area 2. Single family or multiple family Detached a. Concrete Block - Int Insul, Exterior R=4.0 1300.00 ft2 3. Number of units, if multiple family 1 b. Concrete Block - Int Insul, AdjacenR=4.0 228.00 ft2 c. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 5. Is this a worst case? No 11. Ceiling Types(1576.0 sqft.) Insulation Area 6. Conditioned floor area above grade (ft2) 1576 a. Under Attic (Vented) R=38.0 1576.00 ft2 Conditioned floor area below grade (ft2) 0 b. N/A c. N/A R= ft2 R= ft2 7. Windows(102.3 sqft.) Description Area 12. Ducts, location & insulation level R ft2 a. U-Factor: Dbl, U=0.66 102.31 ft2 a. a. Sup: Attic, Ret: Attic, AH: Attic 6 315 SHGC: SHGC=0.25 b. b. U-Factor: N/A ft2 C. SHGC: 13. Cooling Systems kBtu/hr Efficiency c. U-Factor: N/A ft2 a. Central Unit 35.0 SEER:16.00 SHGC: Area Weighted Average Overhang Depth: 1.260 ft Area Weighted Average SHGC: 0.250 14. Heating Systems kBtu/hr Efficiency 8. Skylights Description Area a. Electric Strip Heat 27.3 COP:1.00 U-Factor:(AVG) N/A N/A ft2 SHGC(AVG): N/A 9. Floor Types Insulation Area 15. Hot Water Systems a. Slab -On -Grade Edge Insulation R= 0.0 1574.20 ft2 a. Electric Cap: 40 gallons b. N/A R= ft2 EF: 0.950 c. N/A R= ft b. Conservation features None 16. Credits CF Glass/Floor Area: 0.065 Total Proposed Modified Loads: 49.04 Total Baseline Loads: 49.14 PASS I hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this p4'� STApB Code. calculation indicates compliance ' .,,_ = ; 0 �/ PREPARED with the Florida Energy Code. BY: a� GG!�F� Before construction is completed 0 this building will be inspected for DATE: May 1o.2o2 compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. Dv9 with the Florida E CWE pdpOWNER/AGEN BUILDING OFFICIAL: DATE: S �l O 2�22r DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.3.2.1. - Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires a PERFORMANCE envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). 5/10/2022 10:48:28 AM EnergyGauge® USA 7.0.00 - FlaRes202O FBC 7th Edition (2020) Compliant Software Page 1 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT PROJECT Title: 8007 Hibiscus Road Energygauge 2 Address type: Street Address Building Type: User Bedrooms: 4 Lot #: - Owner: Conditioned Area: 1576 Block/SubDivision: - Total Stories: 1 PlatBook: - Builder Name: Habitat for Humanity Worst Case: No Street: 8007 Hibiscus Road Permit Office: Rotate Angle: 0 County: St. Lucie Jurisdiction: Cross Ventilation: No City, State, Zip: Ft. Pierce, Family Type: Detached Whole House Fan: No FL, New/Existing: New (From Plans) Terrain: Suburban Year Construct: Shielding: Suburban Comment: CLIMATE Design Design Temp Int Design Temp Heating Design Daily temp Location Tmy Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Fort Pierce FL VERO-BEACH-MUNICIPA 39 90 70 75 299 62 Low BLOCKS Number Name Area Volume 1 Entire House 1576 12608 SPACES Number Name Area Volume Kitchen Occupants Bedrooms Finished Cooled Heated _ 1 Bed 2 197 1576 No 1 1 Yes Yes Yes -2 clst 2 21 168 No 0 Yes Yes Yes -3 Bath 2 117 936 No 0 Yes Yes Yes -4 Bed 3 191 1528 No 1 1 Yes Yes Yes _ 5 clst 3 18 140 No 0 Yes Yes Yes _ 6 Kit Din LR 497 3976 Yes 0 Yes Yes Yes _ 7 pnty 21 170 No 0 No Yes Yes _ 8 Bed 175 1400 No 2 1 Yes Yes Yes _ 9 clst 1 16 128 No 0 Yes Yes Yes _ 10 Bath 1 82 652 No 0 Yes Yes Yes _ 11 Bed 4 182 1456 No 1 1 Yes Yes Yes _ 12 c4 16 126 No 0 Yes Yes Yes 13 Hall 43 344 No 0 Yes Yes Yes FLOORS (Total Exposed Area = 1574 sq.ft.) # Floor Type Space Exposed Perim Perimeter R-Value Area U-Factor Joist R-Value Tile Wood Carpet _ 1 Slab -On -Grade Edge Ins Bed 2 33 196.5 ft 0.710 - 1.00 0.00 0.00 -2 Slab -On -Grade Edge Ins clst 2 3 21 ft 0.710 -- 1.00 0.00 0.00 -3 Slab -On -Grade Edge Ins Bath 2 9 117 ft 0.710 -- 1.00 0.00 0.00 -4 Slab -On -Grade Edge Ins Bed 3 26.5 190.5 ft 0.710 -- 1.00 0.00 0.00 _ 5 Slab -On -Grade Edge Ins clst 3 2.5 17.5 ft 0.710 -- 1.00 0.00 0.00 _ 6 Slab -On -Grade Edge Ins Kit Din LR 37.5 497 ft 0.710 -- 1.00 0.00 0.00 _ 7 Slab -On -Grade Edge Ins pnty 1 21.3 ft 0.710 - 1.00 0.00 0.00 _ 8 Slab -On -Grade Edge Ins Bed 1 26.5 175 ft 0.710 - 1.00 0.00 0.00 _ 9 Slab -On -Grade Edge Ins clst 1 2.5 16.3 ft 0.710 -- 1.00 0.00 0.00 _ 10 Slab -On -Grade Edge Ins Bath 1 6 81.5 ft 0.710 -- 1.00 0.00 0.00 _ 11 Slab -On -Grade Edge Ins Bed 4 27 182 ft 0.710 -- 1.00 0.00 0.00 _ 12 Slab -On -Grade Edge Ins c4 8 15.8 ft 0.710 - 1.00 0.00 0.00 13 Slab -On -Grade Edge Ins Hall 9.5 42.8 ft 0.710 -- 1.00 0.00 0.00 5/10/2022 10:48:28 AM EnergyGaugeO USA 7.0.00 - FlaRes202O FBC 7th Edition (2020) Compliant Software Page 2 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT ROOF Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch ✓# Type P Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 1659 ft2 262 ft2 Medium N 0.9 No 0.9 No 0 18.43 ATTIC # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1574 ft2 N N CEILING (Total Exposed Area = 1576 sq.ft.) # Ceiling Type Space R-Value Ins. Type Area U-Factor Framing Frac. Truss Type _ 1 Under Attic(Vented) Bed 2 38.0 Blown 197.0ft2 0.049 0.10 Wood -2 Under Attic(Vented) clst 2 38.0 Blown 21.0ft2 0.049 0.10 Wood -3 Under Attic(Vented) Bath 2 38.0 Blown 117.0ft2 0.049 0.10 Wood -4 Under Attic(Vented) Bed 3 38.0 Blown 191.0ft2 0.049 0.10 Wood _ 5 Under Attic(Vented) clst 3 38.0 Blown 18.0ft2 0.049 0.10 Wood -6 Under Attic(Vented) Kit Din LR 38.0 Blown 497.0ft2 0.049 0.10 Wood _ 7 Under Attic(Vented) pnty 38.0 Blown 21.0ft2 0.049 0.10 Wood _ 8 Under Attic(Vented) Bed 1 38.0 Blown 175.0ft2 0.049 0.10 Wood _ 9 Under Attic(Vented) clst 1 38.0 Blown 16.0ft2 0.049 0.10 Wood _ 10 Under Attic(Vented) Bath 1 38.0 Blown 82.0ft2 0.049 0.10 Wood _ 11 Under Attic(Vented) Bed 4 38.0 Blown 182.0ft2 0.049 0.10 Wood _ 12 Under Attic(Vented) c4 38.0 Blown 16.0ft2 0.049 0.10 Wood _ 13 Under Attic(Vented) Hall 38.0 Blown 43.0ft2 0.049 0.10 Wood WALLS (Total Exposed Area = 1528 sq.ft.) Cavity Width Height Area U- Sheath Frm. Solar Below ✓Adjacent # Ornt To Wall Type Space R-Value Ft In Ft In sq.ft. Factor R-Value Frac. Absor. Grade -1 N Exterior Conc. Blk - Int Ins Bed 2 4.0 13.0 6 8.0 0 108.0 0.151 0 0 0.50 0 % -2 E Exterior Conc. Blk - Int Ins Bed 2 4.0 13.0 6 8.0 0 108.0 0.151 0 0 0.50 0 % -3 W Exterior Conc. Blk - Int Ins Bed 2 4.0 6.0 0 8.0 0 48.0 0.151 0 0 0.50 0 % -4 E Exterior Conc. Blk - Int Ins clst 2 4.0 3.0 0 8.0 0 24.0 0.151 0 0 0.50 0 % _ 5 E Exterior Conc. Blk - Int Ins Bath 2 4.0 9.0 0 8.0 0 72.0 0.151 0 0 0.50 0 % -6 E Exterior Conc. Blk - Int Ins Bed 3 4.0 13.0 6 8.0 0 108.0 0.151 0 0 0.50 0 % _ 7 S Exterior Conc. Blk - Int Ins Bed 3 4.0 13.0 0 8.0 0 104.0 0.151 0 0 0.50 0 % _ 8 E Exterior Conc. Blk - Int Ins clst 3 4.0 2.0 6 8.0 0 20.0 0.151 0 0 0.50 0 % _ 9 N Exterior Conc. Blk - Int Ins Kit Din LR 4.0 13.0 6 8.0 0 108.0 0.151 0 0 0.50 0 % _ 10 S Exterior Conc. Blk - Int Ins Kit Din LR 4.0 9.0 6 8.0 0 76.0 0.151 0 0 0.50 0 % _ 11 W Garage Conc. Blk - Int Ins Kit Din LR 4.0 14.0 6 8.0 0 116.0 0.151 0 0 0.50 0 % _ 12 W Exterior Conc. Blk - Int Ins Bed 1 4.0 12.0 '6 8.0 0 100.0 0.151 0 0 0.50 0 % _ 13 N Garage Conc. Blk - Int Ins Bed 1 4.0 14.0 0 8.0 0 112.0 0.151 0 0 0.50 0 % _ 14 W Exterior Conc. Blk - Int Ins clst 1 4.0 2.0 6 8.0 0 20.0 0.151 0 0 0.50 0 % _ 15 W Exterior Conc. Blk - Int Ins Bath 1 4.0 6.0 0 8.0 0 48.0 0.151 0 0 0.50 0 % _ 16 S Exterior Conc. Blk - Int Ins Bed 4 4.0 14.0 0 8.0 0 112.0 0.151 0 0 0.50 0 % _ 17 W Exterior Conc. Blk - Int Ins Bed 4 4.0 13.0 0 8.0 0 104.0 0.151 0 0 0.50 0 % _ 18 E Exterior Conc. Blk - Int Ins c4 4.0 3.0 6 8.0 0 28.0 0.151 0 0 0.50 0 % _ 19 S Exterior Conc. Blk - Int Ins c4 4.0 4.0 6 8.0 0 36.0 0.151 0 0 0.50 0 % 20 E Exterior Conc. Blk - Int Ins Hall 4.0 9.0 6 8.0 0 76.0 0.151 0 0 0.50 0 % 5/10/2022 10:48:28 AM EnergyGauge® USA 7.0.00 - FlaRes2020 FBC 7th Edition (2020) Compliant Software Page 3 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT DOORS (Total Exposed Area = 42 sq.ft.) Width Height ✓# Ornt Adjacent To Door Type Space Storms U-Value Ft In Ft In Area -1 N Exterior Wood Kit Din LR None 0.39 3.00 0 7.00 0 21.0ft2 2 E Exterior Wood Hall None 0.39 3.00 0 7.00 0 21.0ft' WINDOWS (Total Exposed Area = 102 sq.ft.) Wall --Overhang-- ✓# Ornt ID Frame Panes NFRC U-Factor SHGC Imp Storm Area Depth Separation Interior Shade Screening 1 N 1 None Double (Clear) Yes 0.66 0.25 Y N 18.7ft' 1.0 ft 6 in 1.0 ft 0 in Drapes/blinds Exterior 50% -2 S 7 None Double (Clear) Yes 0.66 0.25 Y N 16.9ft' 1.0 ft 6 in 1.0 ft 0 in Drapes/blinds Exterior 50% 3 N 9 None Double (Clear) Yes 0.66 0.25 Y N 24.0ft' 1.0 ft 6 in 1.0 ft 0 in Drapes/blinds Exterior 50% 4 S 10 None Double (Clear) Yes 0.66 0.25 Y N 10.Oft' 1.0 ft 6 in 1.0 ft 0 in Drapes/blinds Exterior 50% _ 5 W 12 None Double (Clear) Yes 0.66 0.25 Y N 16.4ft' 1.0 ft 6 in 1.0 ft 0 in Drapes/blinds Exterior 50% 6 S 16 None Double (Clear) Yes 0.66 0.25 Y N 16.4ft' 0.0 ft 0 in 0.0 ft 0 in None None INFILTRATION # Scope Method SLA CFM50 ELA EgLA ACH ACH50 Space(s) 1 Wholehouse Proposed ACH(50) 0.00036 1470 80.65 151.41 0.1263 7.0 All GARAGE # Floor Area Roof Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 383 ft' 383 ft' 64 ft 8 ft 1 MASS # Mass Type Area Thickness Furniture Fraction Space _ 1 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 Bed 2 -2 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 clst 2 -3 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 Bath 2 -4 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 Bed 3 _ 5 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 clst 3 -6 Default(8 Ibs/sq.ft.) 0 ftz 0 ft 0.30 Kit Din LR _ 7 Default(8 Ibs/sq.ft.) 0 ft' 0 ft 0.30 pnty _ 8 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 Bed 1 _ 9 Default(8 Ibs/sq.ft.) 0 ft' O ft 0.30 clst 1 _ 10 Default(8 Ibs/sq.ft.) 0 ft' 0 ft 0.30 Bath 1 _ 11 Default(8 Ibs/sq.ft.) 0 ft' 0 ft 0.30 Bed 4 _ 12 Default(8 Ibs/sq.ft.) 0 ft' 0 ft 0.30 c4 13 Default(8 Ibs/sq.ft.) 0 ft' 0 ft 0.30 Hall HEATING SYSTEM # System Type Subtype AHRI # Efficiency Capacity -Geothermal HeatPump- Ducts Block kBtu/hr Entry Power Volt Current 1 Electric Strip Heat None COP: 1.00 27.3 0.00 0.00 0.00 sys#1 1 5/10/2022 10:48:28 AM EnergyGaugeO USA 7.0.00 - FlaRes2020 FBC 7th Edition (2020) Compliant Software Page 4 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT COOLING SYSTEM # System Type Subtype/Speed AHRI # Efficiency Capacity Air Flow SHR Duct Block kBtu/hr cfm _ 1 Central Unit Split/Single SEER:16.0 35.0 1167 0.70 sys#1 1 HOT WATER SYSTEM # System Type Subtype Location EF(UEF) Cap Use SetPnt Fixture Flow Pipe Ins. Pipe length 1 Electric None Garage 0.95 (0.93) 40.00 gal 61 gal 120 deg Standard None 89 Recirculation Recirc Control Loop Branch Pump DWHR Facilities Equal DWHR Other Credits System Type length length power Connected Flow Eff 1 No NA NA NA No NA NA NA None DUCTS Supply --Retum-- Air CFM 25 CFM 25 HVAC # vDuct # Location R-Value Area Location R-Value Area Leakage Type Handler TOT OUT QN RLF Heat Cool _ 1 Attic 6.0 315 ft2 Attic 6.0 79 ftZ Default Leakage Attic (Default) (Default) 1 1 TEMPERATURES Programable Thermostat: N Ceiling Fans: N Cooling [ ] Jan [] Feb [ ] Mar [ ] Apr [ ] May [X] Jun [X] Jul [X] Aug [X] Sep [ ] Oct [ ] Nov [ ] Dec Heating [X] Jan [X] Feb [X] Mar [ ] Apr [ ] May [ ] Jun []Jul [ ] Aug [ ] Sep [ ] Oct [X] Nov [X] Dec Venting [ ] Jan [ ] Feb [X] Mar [X] Apr [] May [ ] Jun [ ] Jul [ ] Aug [ ] Sep [X] Oct [X] Nov [ ] Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 80 80 78 78 78 78 78 78 78 78 Heating (WD) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 _ Heating (WEH) AM 65 65 65 65 65 65 65 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 68 68 5/10/2022 10:48:28 AM EnergyGauge@ USA 7.0.00 - FlaRes202O FBC 7th Edition (2020) Compliant Software Page 5 a Load Short Form Job: p#1301.805-0200-000.6 wrightsofte Date: June 2, 2021 Entire House 13y: Josh Putman WebREPS, LLC Plan: 8007 Hibiscus Road 1892 Commerce Arenue, Vero Beach, FL 32960 Phone:800-810-3280 Fax 888-971-2999 Email: sales@webrepshvaacom Web: www.webrepswholesale.com License: CA;A54709 im�roject intormation For. Joseph Gianna, Habitat for Humanity Ft. Pierce, FL Design Information Htg Clg Infiltration Outside db (°F) 42 90 Method Simplified Inside db (OF) 70 75 Construction quality Semi -tight Design TD (°F) 28 15 Fireplaces 0 Daily range - L Inside humidity (%) 30 50 Moisture difference (grAb) 1 56 HEATING EQUIPMENT Make Goodman Trade Heat Strip Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual airflow Air flow factor Static pressure Space thermostat 100 EFF 8.0 kW 27297 Btuh 21 OF 1167 cfm 0.058 cimBtuh 0.60 in H2O COOLING EQUIPMENT Make Goodman Mfg. Trade GOODMAN Cond GSX160361 F Coil ASPT47D14A AHRI ref 201384313 Efficiency 13.0 EER,16 SEER Sensible cooling 24500 Btuh Latent cooling 10500 Btuh Total cooling 35000 Btuh Actual airflow 1167 cirri Air flow factor 0.054 cfmBtuh Static pressure 0.60 in H2O Load sensible heat ratio 0.74 ROOM NAME Area (ftz) Htg load (Btuh) Clg load (Btuh) HtgAVF (cfm) CIgAVF (cfm) Bed 2 197 3516 2485 205 134 clst 2 21 0 0 0 0 Bath 2 117 1102 1408 64 76 Bed 3 191 2899 2375 169 128 clst 3 18 0 0 0 0 Kit Din LR 497 4839 8555 282 463 pnty 21 0 0 0 0 Bed 175 2657 3042 155 165 clst 1 16 0 0 0 0 Bath 1 82 740 474 43 26 Bed 4 182 3333 2786 194 151 c4 16 945 450 55 24 Hall Al n n n n Calculations approved byACCA to meet all requirements of Manual J 8th Ed. t wrightsoft® 2022-May-0917:59:21 �� . •,a..,�-�.....,�•mNm Ri9htSuite®Universal 202222.0,02RSU16998 Page 1 . CM...Habitatf°rHumanityPSUB007HibiscusRoad.rup Calc=W8 FrontDoorfaoes: N Entire House 1575 20031 21574 1167 1167 Other equip loads 0 1707 Equip. @ 1.00 RSM 23281 Latent cooling 8173 TOTALS 9 r,7r, 20031 31454 1167 Calculations approved byACCA to meet all requirements of Manual J 8th Ed Wrl htsoft- 2022-Wy-0917:5921 .M.,. 9A,,M.,�m�� RightSuite®Universal 202222.0.02RSU16998 Page ACCA ...Habitatf""HumanityPSL1B007HibiscusRoad.rup Calc=MJB FrontDoorfaces: N Project Summary Job: p#1301-605-0200-000-0 Wrightsoft° We: June 2, 2021 Entire House ry W. Josh Putrnan WebREPS, LLC Plan: 8007 Hibiscus Road 1892 Commerce A✓enue, Vero Beach, FL 32960 Phone: 800-810-3280 Fa)c 888-971-2999 Email: sales@webrepshvac com Wab: www.webrepswholesale.com License: CAC054709 Project Information For. Joseph Gianna, Habitat for Humanity Ft. Pierce, FL Notes: 8007 Hibiscus Road Ft. Pierce Florida p#1301-605-0200-000-6 Design Information Weather. Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 OF Heating Summary Structure 15783 Btuh Ducts 4249 Btuh Central vent (0 cfm) 0 Btuh (none) Humidification 0 Btuh Piping 0 Btuh Equipment load 20031 Btuh Infiltration Method Construction quality Fireplaces St Lucie County Intl, FL, US Simplified Semi -tight Heatingg Coolingg Area (fF) 1575 1575 Volume (ft3) 12597 12597 Airchangesihour 026 0.14 Equiv AVF (cfm) 55 29 Heating Equipment Summary Make Goodman Trade Heat Strip Model AHRI ref Efficiency Heating input Heating output Temperature rise Actual air flow Airflowfactor Static pressure Space thermostat 100 EFF 8.0 kW 27297 Btuh 21 OF 1167cfm 0.058 cfm/Btuh 0.60 in H2O Summer Design Conditions Outside db 90 OF Inside db 75 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 56 grAb Sensible Cooling Equipment Load Sizing Structure 14507 Btuh Ducts 7067 Btuh Central vent (0 cfm) 0 Btuh (none) Blower 1707 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 23281 Btuh Latent Cooling Equipment Load Sizing Structure 6326 Btuh Ducts 1847 Btuh Central vent (0 cfm) 0 Btuh (none) Equipment latent load 8173 Btuh Equipment Total Load (Sen+Lat) 31454 Btuh Req. total capacity at 0.70 S HR 2.8 ton Cooling Equipment Summary Make Goodman Mfg. Trade GOODMAN Cond GSX160361 F Coil ASPT47D14A AHRI ref 201384313 Efficiency 13.0 EER,16 SEER Sensible cooling 24500 Btuh Latent cooling 10500 Btuh Total cooling 35000 Btuh Actual airflow 1167 cfm Airflowfactor 0.054 cfm/Btuh Static pressure 0.60 in H2O Load sensible heat ratio 0.74 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. .� wri s htoft- 2022-May-0917:59.21 9v-, RightSuite®Universal 202222.0.02RSU16998 Pagel ACCA ...Habitat for Humanity PSL18007Hibiscus Road.rup Calc=W8 FrontDoorfaces: N Sheet 1 12 x 8 Bath 2 I f 205cfrn dst2 7" {dst 31 Bed3 10x6 8- Bed 2 5 169 cfm " 12x12 8x4 12x12 cm POOM PC 10" 10" 8x8 18x18 wtanLR 8x8 116cfm 8x8 12" 8x8 116cfm 116 cim 116 cfrn 6" 6" 6" 18 20x20 6„ 1167cfm Are- 10" 18x 18 Hall c4 0" 16" 2x12 pnry 8-12x12 8x4 8x4 43 chn 55 cfrrr 4 4" 18x 18 8" 18x12 \ Bed 1 Bed 4 Garage 12" 7" Bath 1 12x 8 194 cfm 10x6 (dst 1 165 cfm .l Job #: p#1301-605-0200-000.6 WebREPS, LLC Scale: 1 : 93 Performed by Josh Putman for: Page 1 Joseph Gianna 1892 Commerce Avenue Right -Suite@ Universal2022 Vero Beach, FL 32960 22.0.02 RSU 16998 Ft Pierce, FL Phone: 800-810-3280 Fax: 888-971 2999 2022-May4D918::00:00 wwwwebrepswholesale.com sales@webrepshvac.com znityPSL�B007HibiscusRoad.rup Duct System Summary Job: p#1301-005-0200-000-0 wrightsofte Date: June 2, 2021 Entire House By. Josh Putman WebREPS, LLC Plan: 8007 Hibiscus Road 1892 Commerce Avenue, Vero Beach, FL 32960 Phone:800-8103280 Fax 888-971-2999 Email: sales@webrepshvac.00m Wab: www.webrepswholesale.com License: CAC054709 Project• • For. Joseph Gianna, Habitatfor Humanity Ft Pierce, FL External static pressure Pressure losses Available static pressure Supply/ return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.60 in H2O 0.24 in H2O 0.36 in H2O 0234 / 0.126 in H2O 0.079 in/100ft 1167 cfm 454 ft Supply Branch Detail Table Cooling 0.60 in H2O 0.24 in H2O 0.36 in H2O 0234 / 0.126 in H2O 0.079 in/100ft 1167 cfm Name Design (Btuh) Htg (cfm) Clg (cim) Design FIR Diam (in) H x W (in) Duct Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Bath 1 h 740 43 26 0.095 4.0 Ox 0 VIFx 20.1 225.0 st2 Bath 2 c 1408 64 76 0.092 5.0 Ox 0 VIFx 24.6 230.0 st4 Bed 1 c 3042 155 165 0.093 7.0 Ox 0 VIFx 22A 230.0 st2 Bed h 3516 205 134 0.089 8.0 Ox0 VIFx 32.7 230.0 st4 Bed 3 h 2899 169 128 0.087 7.0 Ox 0 VIFx 32.8 235.0 st4 Bed 4 h 3333 194 151 0.093 8.0 Ox 0 VIFx 26.8 225.0 st2 Kit Din LR c 2139 70 116 0.104 6.0 Ox 0 VIFx 20.5 205.0 st3 Kit Din LR-A c 2139 70 116 0.103 6.0 Ox 0 VIFx 18.0 210.0 st3 Kit Din LR-B c 2139 70 116 0.099 6.0 Ox 0 VIFx 25.7 210.0 st3 Kit Din LR C c 2139 70 116 0.105 6.0 Ox 0 VIFx 13.2 210.0 st3 c4-A h 945 55 24 0.079 4.0 Ox 0 VIFx 39.5 255.0 st2 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FIR (fpm) (in) (in) Material Trunk st1 PeakAVF 1167 1167 0.079 778 15.0 12 x 18 RectFbg s2 PeakAVF 447 365 0.079 569 12.0 0 x 0 VinlFlx st1 st4 PeakAVF 438 339 0.087 557 12.0 0 x 0 VinlFlx st3 st3 PeakAVF 720 802 0.087 574 16.0 0 x 0 VinlFlx SO ,` wri htsoft® 2022-May-0917:5921 �. A-.,., I-.........,-- MghtSuite®Universal 202222.0.02RSU16998 Pagel ACC-N ...Habitat for Humanity PSUB007 Hibiscus Roadrup Calc=W8 FrontDoorfeces: N Return Branch Detail Table Name Grille Size (in) Htg (cfm) Clg (cfm) TEL (ft) Design FR Veloc (fpm) Diam (in) H x W (in) Stud/Joist Opening (in) Duct Mat Trunk rb4 Ox 0 1167 1167 159.2 0.079 660 18.0 Ox 0 VIFx rt1 Return Trunk Detail Table Name Trunk Type Htg (cfm) Clg (cfm) Design FR Veloc (fpm) Diam (in) H x W (in) Duct Material Trunk rt1 PeakAVF 1167 1167 0.079 519 15.0 18 x 18 RectFbg wrl htsoft- 2022-May-0917:59:21 g;,..,M.,�,m„ Right -Suite® Universal 2022 22.0.02 RSU1 6998 Page 2 ACCA ...Habitat for HumanityPSL18007Hibiscus Road.rup Calc=W8 FrontDoorfaces: N .i 91 4451 ST. LUCIE BLVD FORT PIERCE, FL 349461. P H : 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING BUILDER: PROJECT: COUNTY: LOT/BLK/MODEL: JOB#: MASTER#: OPTIONS: HABITAT SLC 8007 HIBISCUS RD EXEMPT 8007 HIBISUCUS RD NO OPTIONS Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 These truss designs rely on lumber values established by others. RE: Job 86248 A-1 Roof Trusses 4451 St Lucie Blvd Site Information: Fort Pierce, FL 34946 Customer Info: HABITAT ST. LUCIE COUNTY Project Name: 8007 HIBISCUS RD Lot/Block: Model: THREE BEDROOM Address: 8007 HIBISUCUS RD Subdivision: City: County: EXEMPT State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC 7th Ed. 2020 Res. / TPI 2014 Design Program: Alpine Engineered Products Wind Code: ASCE 7-16 Wind Speed: 160 Roof Load: 40.0 psf Floor Load: 0.0 psf This package includes 39 individual, dated Truss Design Drawings and 16 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seq # Truss Name Date No. Seq # Truss Name Date No. Seq # Truss Name Date 1 2530 A01A 12/16/21 13 2651 1301 12/16/21 25 2563 CJ7 12/16/21 2 2526 A02A 12116/21 14 2592 B02 12/16/21 26 2466 CJ7S 12/16/21 3 2522 A03A 12/16/21 15 2593 B03 12/16/21 27 2534 D01 12/16/21 4 2518 A04A 12/16/21 16 2594 B04 12/16/21 28 2514 D02 12/16/21 5 2641 A05 12/16/21 17 2609 B05 12/16/21 29 2510 D03 12/16/21 6 2638 A06 12/16/21 18 2469 C01 12/16/21 30 2476 D04 12/16/21 7 2616 A07 12/16/21 19 2502 CO2 12/16/21 31 2606 HJ5 12/16/21 8 2613 A08 12/16/21 20 12506 CO3 12/16/21 32 12607 HJ8 12/16/21 9 2621 A09 12/16/21 21 2548 C04 12/16/21 33 12466 HJ8S 12/16/21 10 2635 A10 12/16/21 22 2557 CA 12/16/21 34 2603 J7 12/16/21 11 2629 All 12/16/21 23 2554 CJ3 12/16/21 35 2560 J8 12/16/21 12 12632 1 Al2 12116121 24 2463 1 CJ5 12/16/21 36; 2605 J813; 12/16/21 The truss drawing(s) referenced have been prepared byAlpine Engineered Products, Inc. under mydirectwpervisidn based.onthe parameters provided byA-1 Roof Trusses, Ltd. Truss Design Engineer's Name: Ryan Bays My license renewal date for the state of Florida is February 28,2023. NOTE: The seal on these drawings indicate acceptance of professional engineering \leji; �� k� , / 1,��'✓j� '"`"• f�j responslbilitysolelyforthetruss components shown. * ,. ' �` , The suitability and use of components foranyparticularbuildingistheresponsibilkyofthebuilding designer, perANSUTPI-1 Sec. 2. The Truss Design Drawing(s)(TDD[s]) referenced have been prepared based on the construciori documents (also referred to attunes as'Structural Engineering Documents) provided bythe B Designer indicating the nature and character of the work The design criteria therein have been transferred to Ryan Bays PE by [Al Roof Trusses orspecific locMon]. These TDDs (also referred to at times as'Structural Delegated' 'AT -OF Engineering Documentsl are specialty structural component designs and maybe part of th s ' rt' � * deferred or phased submittals. Asa Truss Design Engineer (!A., Specialty Engineer), the seal here and on the TDD represents an acceptance of professional engineering responsibilityforthe design of the single Truss depicted on the Too only. The Building D i e is tl`ld'#f�tyt,V�t1� responsible forand shall coordinate and review the TDDs for ....... ...._....... .......................... _..... ........ compatibility with theirwritten engineering requirements. Please review all TDDs and all related notes: Ryan.Bays, P.E. 4451 St Lucie Blvd. Suite 201 Fort Pierce; FL 34946 Ryan M Bays Eng;1?,2edn§LLG, L-Fort Maros, 5-Florida, f�,UP ,Reason: I a'm'approving this document 'I DaW2021.1217 08:21:43-0 '00' Page 1 of 2 RE: Job 86248 No. Seq # Truss Name Date 37 2466 VM01 12/16/21 38 2542 VM02 12/16/21 39 2537 VM03 12/16/21 40 STDL01 STD. DETAIL 12/16/21 41 STDL02 STD. DETAIL 12/16/21 42 STDL03 STD. DETAIL 12/16/21 43 STDL04 STD. DETAIL 12/16/21 44 STDL05 STD. DETAIL 12/16/21 45 STDL06 STD. DETAIL 12/16/21 46 STDL07 STD. DETAIL 12/16/21 47 STDL08 STD. DETAIL 12/16/21 48 STDL09 STD. DETAIL 12/16/21 49 STDL10 STD. DETAIL 12/16/21 50 STDL11 STD. DETAIL 12/16/21 51 STDL12 STD. DETAIL 12/16/21 52 STDL13 STD. DETAIL 12/16/21 53 STDL14 STD. DETAIL 12/16/21 54 STDL15 STD. DETAIL 12/16/21 55 STDL16 I STD. DETAIL 12/16/21 Lumber design values are in accordance with ANSI/TPI 1-2014 section 6.3 z These truss designs,rely on lumber values established by others. ,a Ryan Bays, P.E. # 91231 Page 2 of 2 4451 St. Lurie Blvd, Suite 201 Fort Pierce, FL 34946 s Job: Truss Truss Type 86248 I A01A I HIPS Qty Ply 12/16/2021 1 1 Seal #: 2530 T rn 1 1113X8( 3jA %1s c=3X4(E3)A 14'10" {- 1118" i 16'4" :5X8 D III1.5X4 E 0=3X6(A11,1 SEAT PLATE REQ. 35'4" 7'6" ling Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) L: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA L: 10.00 Speed: 160 mph Pf: NA Ce: NA L: 0.00 Enclosure: Closed Lu: NA Cs: NA iL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft iCLL: 10.00 TCDL: 5.0 psf Building Code: g t: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. I Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 :ing: 24.0 " C&C Dist a: 4.28 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; T4 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 1.500' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.83 26.50 BC 59 0.00 42.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 42'10° Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.172 P 999 360 Loc R+ / R- / Rh / Rw / Ll / RL A 1383 /- /- /766 /632 1153 VERT(CL): 0.363 P 999 240 HORZ(LL): 0.045 N - - L 2125 /- /- /1388 /914 /- HORZ(TL): 0.097 L Wind reactions based on MWFRS Creep Factor. 2.0 A Brg Width = - Min Req = - Max TC CSI: 0.812 L Brg Width = 8.0 Min Req = 2.5 Max BC CSI: 0.994 Bearing L is a rigid surface. Bearing L requires a seat plate. Max Web CSI: 0.998 Weight: 221.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.03A.0805.14 A- B 2410 -3075 F - G 1536 -1689 B - C 2366 -2979 G - H 1514 -1710 C - D 2046 -2360 H -1 746 -868 D - E 2024 - 2087 I - J 846 -1095 E - F 2024 -2087 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - R 2750 -2064 N - M 974 -657 R - Q 2745 -2067 M - L 974 -657 Q - P 2745 -2067 L - K 1067 -686 P-0 2172 -1587 K-J 1107 -719 O - N 1548 -1124 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R- C 258 0 F- N 696 -495 C - P 539 - 632 N - H 1799 -1743 D - P 457 -148 H - L 1252 -1491 D - O 166 -240 L - I 1439 -1078 E - O 537 -329 I - K 1574 -1793 O - F 792 - 819 —WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 491231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lurie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C—riaht Pa 2016 A-1 Rmf Tni. sse — RrnrMuriinn of this dwiment. in anv fnm. Is nrnhlhited withnut the written nemissinn of A-1 Rmf Tmac Job: Truss Truss Type 86248 A02A I HIPS Qty Ply 12/16/2021 1 1 I Seal #: 2526 16'10" =5X8 E 7,8„ 1 18'4" =5X6 F —3X6(Al ) 1111.5X4 =4X6 =3X4 =3X8 =3X6 =4X4 =4X6 SEAT PLATE REQ. 35'4" 7'6" +{ Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 160 mph Pf., NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.26 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.28 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1AfevG Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 1.500' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing()n oc) Start(ft) End(ft) TC 24 16.83 24.50 BC 64 0.00 42.83 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 42'10" r Defl/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl U# Gravity Non -Gravity VERT(LL): 0.167 C 999 360 Loc R+ / R- / Rh / Rw / U / RL A 1390 /- /- /762 /635 /170 VERT(CL): 0.351 C 999 240 HORZ(LL): 0.052 M - - S 2116 P P /1371 /881 P HORZ(TL): 0.112 M - - Wind reactions based on MWFRS Creep Factor. 2.0 A Brg Width = - Min Req = - Max TC CSI: 0.896 S Brg Width = 8.0 Min Req = 2.5 Max BC CSI: 0.994 Bearing S is a rigid surface. Max Web CSI: 0.768 Bearing S requires a seat plate. Weight: 211.4 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 21.01.03A.0805.14 A - B 2332 -3140 F - G 1580 -1784 B - C 2276 -2989 G - H 600 -588 C - D 1824 -2196 H -1 588 -591 D - E 1848 - 2178 I - J 841 -1057 E - F 1585 -1646 J - K 764 -1026 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - R 2757 -1970 O - N 1168 -778 R - Q 2751 -1973 N - M 1168 -778 Q - P 2751 -1973 M - L 1148 - 766 P - O 2008 -1362 L - K 1015 - 678 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R-C 311 0 O-G 713 -677 C - P 675 - 812 G - M 1482 -1455 E - P 538 -179 M -1 1497 -1118 E - O 539 - 521 I - L 1164 -1591 O - F 242 -80 L - J 559 -452 7 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r:nnvrinht A 2016 A-1 Rnnf Tnrc ¢- Rnnrndurlinn of this dwimant. in anv form. N nrohihited withmit thn writtnn nnrmmMnn of A-1 RnnfTniscxs 0 Job: Truss Truss Type 86248 I A03A I HIPS 18,10" 1_ 3'8" I 11113X8( 3)' o-11-3X4(E3) SEAT PLATE REQ. 364" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.28 ft Rep Fac: Yes Loc. from endwail: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAI/P urz Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; B1 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 1.500' Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.83 22.50 BC 61 0.00 42.83 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Qty Ply 12/16/2021 1 1 Seal #: 2522 20'4" 5X6 42'10" I/CSI Criteria Deflection in loc Udefl U# RT(LL): 0.160 E 999 360 :ZT(CL): 0.337 E 999 240 RZ(LL): 0.044 M - - RZ(TL): 0.095 M - - ep Factor: 2.0 c TC CSI: 0.938 ( BC CSI: 0.999 ( Web CSI: 0.961 fight: 215.6 Ibs Ve r: 21.01.03A.0805.14 SEAT PLATE REQ. T6" "{ 3X6(A1) 3-M* ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL A 1383 /- /- 1749 1630 /188 L 2125 /- P /1362 1883 P Wind reactions based on MWFRS A Big Width = 8.0 Min Req = 1.6 L Brg Width = 8.0 Min Req = 2.5 Bearings A & L are a rigid surface. Bearings A & L require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 2250 - 3092 F - G 1476 -1600 B - C 2232 - 2983 G - H 1463 -1749 C - D 2048 -2760 H -1 588 -733 D - E 2059 -2701 I - J 579 -790 E - F 1588 -1905 J - K 902 -1147 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - R 2753 -1946 O - N 1316 - 813 R - Q 2366 -1574 N - M 1316 - 813 Q - P 2366 -1574 M - L 1104 - 730 P - O 1743 -1037 L - K 1166 -777 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - R 392 - 248 O - G 264 -114 R - E 473 -138 0 - H 482 -435 E - P 700 - 782 H - M 1230 -1204 F - P 581 - 364 M - J 1546 -1090 F - O 369 - 345 J - L 1653 -1971 —WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnovdmht ®201a A-1 Rnnf Tnreses — Rnnrndli limn of this dnnrment. in anv form. is nrohihitnd withnut thn writtnn nnnnlssion of A-1 Roof Tmacxs Job: Truss Truss Type City Ply 12/16/2021 86248 I A04A I HIPS 11 11 I Seal #: 2518 T to 3-�M• 1- � PLATE1 22' A" 22' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld- 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 4.43 ft Loc. from endwall: not in 13.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE + SP M-31; T2 2x4 SP M-30; Bot chord: 2x4 SP 42; B1 2x4 SP 2400f-2.OE + SP M-31; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 57 0.00 44.33 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. SEAT PLATE REO, 35'4" TT �{ 44'4" )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# NA Ce: NA VERT(LL): 0.205 Q 999 360 NA Cs: NA VERT(CL): 0.431 Q 965 240 rw Duration: NA HORZ(LL): -0.069 B - - HORZ(TL): 0.146 B - Iding Code: Creep Factor. 2.0 7th Ed. 2020 Res. Max TC CSI: 0.961 Sid: 2014 Max BC CSI: 0.987 t Fac: Yes Max Web CSI: 0.792 RT:10(0)/10(10) Weight: 210.7 lbs to Type(s): VIEW Ver: 21.01.03A.0805.14 VE. HS f- L=3X6(A1) ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL R 1520 /- /- /869 /683 /197 K 2112 /- /- /1347 /887 /- Wind reactions based on MWFRS R Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.5 Bearings R & K are a rigid surface. Bearings R & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 149 - 751 F - G 1306 -1706 B - C 1926 -2719 G - H 678 -948 C - D 1754 - 2553 H -1 664 -1004 D - E 1766 -2486 I - J 907 -1139 E - F 1328 -1709 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp R - Q 2488 -1624 N - M 1422 -796 A - R 757 -134 M - L 1422 -796 Q - P 2220 -1339 L - K 1091 -735 P - O 2220 -1339 K - J 1149 -782 O - N 1422 -796 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp R - B 1937 -2190 O - G 308 -267 C - Q 336 -162 G - L 1059 -1049 Q-E 413 -68 L-1 1628 -1124 E - O 772 - 827 I - K 1635 -1953 F - O 629 - 337 t -WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (rDD) and theSpecialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the content of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r:nnvrinht 0 201E A-1 Rnof Tnrese." — Renrvtuminn of this dnmtmant. in anv form. is nmhihited without the written nannissinn of A-1 Rnaf Tnrss in Job: 86248 T { j(�T PLATE REQ. Truss Truss Type Qty Ply A05 I HIPS 1 1 20'6" -t 3'4" 35'4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.43 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVP u.q Lumber Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + SP M-31; T3 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use puffins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 20.50 23.83 BC 61 0.00 44.33 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 444" 12/16/2021 Seal #: 2641 20'6" SEAT PLATE REQ. 7'6" -{ A_ (=3X6(A1) Deft/CSI Criteria ♦ Maximum Reactions (Ibs) PP Deflection in loc Udefl L/# Gravity Non -Gravity VERT(LL): 0.303 P 999 360 Loc R+ / R- / Rh / Rw / U / RL VERT(CL): 0.694 P 600 240 S 1520 /- /- /880 /684 /183 HORZ(LL): 0.053 F - - L 2112 /- /- /1361 /888 /- HORZ(TL): 0.130 F - - Wind reactions based on MWFRS Creep Factor. 2.0 S Brg Width = 8.0 Min Req = 1.5 Max TC CSI: 0.873 L Brg Width = 8.0 Min Req = 2.5 Max BC CSI: 0.994 Bearings S & L are a rigid surface. Bearings S & L require a seat plate. Max Web CSI: 0.793 Weight: 219.1 Ibs Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 A - B 149 -655 F - G 1477 -1628 B - C 1989 - 2698 G - H 1456 -1772 C - D 1881 - 2611 H - I 577 - 731 D - E 1892 - 2552 I - J 565 - 773 E - F 1501 -1806 J - K 899 -1130 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. S - R 2461 -1681 O - N 1301 -795 A - S 666 -136 N - M 1301 -795 R - Q 2315 -1520 M - L 1085 -726 Q - P 2315 -1520 L - K 1145 -773 P - O 1628 - 941 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. S - B 2000 - 2270 G - O 183 - 52 C - R 233 - 54 O - H 720 - 505 R - E 381 - 34 H - M 1242 -1220 E - P 811 - 908 M - J 1485 -1031 F - P 462 -271 J - L 1613 -1923 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. ConvdnhtQ 2016 A-1 Roof To- - RenrndnHinn of this dnmrment. In anv torn. is nrohihited without the wdmen remission of A-1 Roof Tnimes Job: Truss Truss Type Qty Ply 12/16/2021 86248 A06 I HIPS 11 11 I Seal #: 2638 m Ln 1-3X6(c&� 3X6(C6) F 18'6" 12 4 p 111.5X3 C3X6p T1 B B1 Q =3X4 7'4" i- 18'6" =5X8 Zi!5X6 F G H-�4X6 (a) I 1`iz3X6 (a) J 1111.5X3 T5 W6 K=3X6(A1) P O N M L_5X6 =4X6 3X4 =3X8 =3X6 ,%T, PLATE REQ. {" 354" i 444" SEAT PLATE REQ. 7'6" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Sid: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.190 E 999 360 Loc R+ / R- / Rh / Rw / L1 / RL R 1508 /- /- /885 /679 /165 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.400 E 999 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.055 B - - L 2126 !- /- /1385 /895 /- Des Ld: 40.00 EXP: C Kzt: NA HORZ(TL): 0.118 B - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor. 2.0 R Br Width = 8.0 Min Re 1. 9 q = 5 Soffit: 0.00 TCDL: 5.0 psf BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.814 L Brg Width = 8.0 Min Req = 2.5 Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Sid: 2014 Max BC CSI: 0.742 Bearings R & L are a rigid surface. Bearings R & L require a seat plate. Spacing: 24.0 " C&C Dist a: 4.43 ft Rep Fac: Yes Max Web CSI: 0.731 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 221.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 A- B 245 -707 F - G 1493 -1548 Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.OE + SP M-31; T5 2x4 SP M-30; Bot chord: 2x4 SP M-30; B1 2x4 SP 2400f-2.OE + SP M-31; Webs: 2x4 SP #3; W6 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 18.50 25.83 BC 75 0.00 44.33 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Loading Truss passed check for 20 psf additional bottom chord live load in areas with 42"-high x 24"-wide clearance. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. B - C 1958 - 2659 G - H 1480 -1681 C - D 2006 -2675 H -1 866 -1108 D - E 2017 -2545 I - J 843 -1112 E - F 1742 -2047 J - K 872 -1227 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. R - Q 2428 -1654 O - N 1887 -1235 A-R 711 -219 N-M 1021 -651 Q - P 2337 -1640 M - L 1021 - 651 P - O 2337 -1640 L - K 1218 -758 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. R - B 1877 -2165 F - N 536 -508 C - Q 207 - 29 N - G 244 - 83 Q - E 232 -40 N - H 798 -699 E - O 553 -566 H - L 1955 -2097 F - O 570 -263 L - J 580 -454 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 4451 St Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 i• t Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C'.nvdnht 0 2016 A-1 Rnnf Tn..-- RenmNtdion of thia dnnrment. in env fnnn. is nmhihhed withro t the written ne-i.,Mn of A-1 Rnnf TruaC Job: Truss Truss Type 86248 I A07 HIPS Qty Ply 12/16/2021 < S.45 eal #: 2616 �= 11 m A rIn 1=3X6(C� a-1*,,ti�• =3X6(C6) i PLATE i- 166° 11'4" i16'6" =5X6 E III1.5X4 F =5X6 G 1111.5X3 =3X4 =H0308 11=3X8 =H0308 =4X4 35'4" 44'4" 8)1113X6 SEAT PLATE REQ. 7'6" -{ 3X6(A1) Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defi/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.205 P 999 360 Loc R+ / R- / Rh / Rw / LI / RL R 1520 /- /- /896 /685 /147 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.430 P 969 240 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): -0.068 B - - K 2112 /- /- /1387 /900 /- Des 40.00 EXP: C Kzt: NA HORZ�) L 0.144 B - - Wind reactions based on MWFRS Building Code: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor. 2.0 R Br Width = 8.0 Min Re 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed.2020 Res. Max TIC CSI: 0.804 K Brg Width = 8.0 Min Req = 2.5 Load Duration: 1.25 BCDL: 5.0 psf P MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.997 Bearings R & K are a rigid surface. Bearings R & K require a seat plate. Spacing: 24.0 " C&C Dist a: 4.43 ft Re Fac: Yes P Max Web CSI: 0.970 Loc. from endwall: not in 13.00 ft FT/RT:10(0)/10(10) Weight: 214.2 Ibs Maximum Top Chord Forces Per Ply (Ibs) GCpi: 0.18 Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 A- B 496 -922 F - G 1936 -2044 Wind Duration: 1.60 WAVE HS Lumber Top chord: 2x4 SP M-30; T1 2x4 SP 2400f-2.OE + SP M-31; T3,T4 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; B3 2x4 SP #2; Webs: 2x4 SP #3; W6 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins B - C 2131 -2683 G - H 970 -1094 C - D 20-25H - I 9-11 D - E 2081 -2535 5 I - J 915 5 -11329 E - F 1936 -2044 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. R - Q 2470 -1832 N - M 1506 -1123 In lieu of structural panels or rigid ceiling use purlins A - R 913 -464 M - L 1506 -1123 to laterally brace chords as follows: Q - P 2475 -1839 L - K 1040 -707 Chord Spacing(in oc) Start(ft) End(ft) P - O 2088 -1544 K - J 1135 -789 TC 24 16.50 27.83 O - N 2088 -1544 BC 56 0.00 44.33 Apply purlins to any chords above or below fillers Maximum Web Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Webs Tens.Comp. Webs Tens. Comp. R-B 1831 -1961 F-N 497 -281 Loading Truss passed check for 20 psf additional bottom Q - C 198 -144 N - G 820 -724 chord live load in areas with 42"-high x 24"-wide C - P 303 -188 G - L 1137 -976 clearance. P - E 480 -184 L - I 1594 -1302 Wind E - N 237 -164 I - K 1844 -1960 Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. -WARNING** Please thoroughlyreview the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" forth. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdaht 0 2016 A-1 Roof Tnteses- Rnnmdudino of this don -Ant. In anv form. is nrohlhitetl without the wdmen nennission of A-1 Roof Tnicc Job: Truss 86248 IA08 Truss Type Qty Ply 12/16/2021 HIPS 11 I 1 I Seal #: 2613 14'6" 12 T ED 4 p an A o 3X4 B 164" '1 14'6" =5X8 III1.5X4 D E _G-4X6 _ I Q B1 P O N M L K J' '\ / i 1111.5X3 =3X4=3X6 =3X10 =3X6=4X6 1113X6 �_J INPLATE � r SEAT P PTSR&QPLATISB&T0P84, TW12EQ. 35' 5'4" -j;- -- 1 44 4" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Buildin Code: g Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 4.43 ft Rep Fac: Yes Loc. from endwall: not in 13.00 ft FT/RT:10(0)/1000) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 1ArAIM Lumber Top chord: 2x4 SP #2; T1 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x4 SP #2; B1 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; W6 2x6 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Rt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Plating Notes All plates are 3X6(C6) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.50 29.83 BC 71 0.00 44.33 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Defl/CSI Criteria ♦ Maximum Reactions (Ibs), or'=PLF PP Deflection in loc L/defl L/# Gravity Non -Gravity VERT(LL): 0.212 O 999 360 Loc R+ / R- / Rh / Rw / U / RL Q 1526 /- /- /883 1708 1130 VERT(CL): 0.424 O 982 240 HORZ(LL): -0.058 B - - J 1842 /- P 1950 /771 P HORZ(TL): 0.117 B - - J` 24 P /- /14 /3 P Creep Factor. 2.0 R 337 /-119 /- /160 /168 P Max TC CSI: 0.963 Wind reactions based on MWFRS Max BC CSI: 0.964 Q Brg Width = 8.0 Min Req = 1.5 Max Web CSI: 0.758 J Brg Width = 8.0 Min Req = 2.2 J Brg Width = 64.0 Min Req = - Weight: 224.7 Ibs R Brg Width = 8.0 Min Req = 1.5 Bearings Q, J, J, & R are a rigid surface. Bearings Q, J, J, & R require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) VIEW Ver: 20.01.01A.0724.12 Chords Tens.Comp. Chords Tens. Comp. A - B 524 -838 E - F 2420 -2372 B - C 2335 - 2690 F - G 1568 -1580 C - D 2325 -2493 G - H 604 -267 D - E 2420 - 2372 H - I 657 - 724 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Q - P 2467 -2052 M - L 1435 -1189 A - Q 835 - 504 L - K 1435 -1189 P - O 2468 -2059 K - J 230 -420 O - N 2320 -1939 J - R 619 -1069 N - M 2320 -1939 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. Q - B 1974 -2075 M - F 1140 -1059 P-C 213 -29 F-K 614 -586 C - O 211 -250 K - G 1899 -1395 D- O 365 - 8 G- J 1526 -1728 D - M 145 - 348 H - R 623 - 593 E - M 740 -482 t -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing frDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convrinht Q 2016 A-1 Rmf Tm.¢cac - Ranmdurtinn of thic Aoarment. in anv fnnn. is nmhihttwt without the wrtttnn nrnni. Unn of A-1 Ronf Tnmes J. Job: Truss Truss Type Qty Ply 12/16/2021 86248 A09 HIPS 1 1 / Seal #: 2621 /' �- IV11-11/16" 19'4" -{- 1V11-11/16" -� T2 =3X6 1111.5X3 12 T9 F— G H — = _ _ I T417 '3X4 D 3X (a) (a) Jz—Z3X4 (C6) 6A)C6) =4XC6gC K3XC8ddf L`3M to v 1 6.1/'1e. U T S R 82 Q P 0 N 1111.5X3 =3X4 =H0308 =3X4 =3X8 =H0308 =3X4 1111.5X3 gE TpL TE REQ.Lp 11 j1-1 /16� 41'4" SEAT �R 11 1T1 /�16�Q 6-T/116„ r 43'3-3/8" 6--f ]6" Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.339 H 999 360 Loc R+ / R- / Rh / Rw / U / RL B 1788 /- /- /1002 /822 /118 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 0.684 H 714 244 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.092 L - - L 1788 /- /- /1002 /822 /- Des Ld: 40.00 EXP: C Kzt: NA HORZ L : 0.187 L (T ) F Wind reactions based on MWFRS BuildingCode: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 p B Brg Width = 8.0 Min Req = 2.1 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.769 L Brg Width = 8.0 Min Req = 2.1 Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Max BC CSI: 0.989 Bearings B & L are a rigid surface. Bearings B & L require a seat plate. Spacing: 24.0 " C&C Dist a: 4.43 ft Rep Fac: Yes Max Web CSI: 0.999 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 6.50 ft FT/RT:10(0)/10(10) Weight: 232.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): IVIEW Ver: 20.01.01A.0724.12 A - C 667 -971 G - H 3786 -3944 C - D 2959 -3370 H -1 3788 -3946 Wind Duration: 1.60 IWAVE, HS Lumber D - E 3135 - 3402 I - J 3133 - 3401 Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP #2; E - F 3766 -3927 J - K 2960 -3371 Bot chord: 2x4 SP M-30; B2 2x4 SP #2; F - G 3786 -3944 K - M 669 -972 Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Bracing (a) Continuous lateral restraint equally spaced on A - B 1003 -675 R - Q 3950 -3465 member. B - U 3068 -2608 Q - P 3194 -2738 U - T 3067 -2613 P - O 3194 -2738 Purlins T - S 3195 -2742 O - N 3068 -2612 In lieu of structural panels or rigid ceiling use purlins S - R 3195 -2742 N - L 3069 -2608 to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) Maximum Web Forces Per Ply (Ibs) TC 24 11.97 31.31 Webs Tens.Comp. Webs Tens. Comp. BC 54 0.00 43.28 Apply purlins to any chords above or below fillers B - C 2487 -2647 H - Q 548 -353 at 24" OC unless shown otherwise above. U - D 178 -2 Q - 1 896 -964 D - T 207 - 389 1-0 236 -1 Wind E-T 236 0 O-J 210 -386 Wind loads based on MWFRS with additional C&C E - R 878 -938 J - N 178 -3 member design. R - F 584 -360 K - L 2487 -2646 Wind loading based on both gable and hip roof types. F - Q 77 -71 —WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and .# 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPIA. C ovriaht Q 2016 A-1 Rnnf TnLGCa-4 — Rnnmdndion of this dnatment. in anv fnrm. is nmhihttad withni t tha wr ttnn rnrmi. cinn of A-1 Rnnf Tn Job: 86248 Truss Truss Type Qty Ply 12/16/2021 A10 HIPS 11 I 1 I Seal #: 2635 rn =4) th s-T�s• i - 9'11-11/16" -i 23'4" 9'11-11/16" t• 12 =6X8 3X4 =-H0308 1111.5X4 =6X8 4 I7 D T2 E F G T3 H =3X6(C6)C 4X4 (a) (a) (a) I -3X 6 AC6)B Jz4K4 Q P O B2 N M L 1111.5X3 =H0308=4X4 =4X8=H0308 1111.5X3 1111-1 /PLATE REQ. 41'4" SEAT 11 1T1 /.,%�Q. 6-T/16" 7- 43'3-3/8" ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed iL: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft ;CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 :ing: 24.0 " C&C Dist a: 4.43 ft Loc. from endwall: not in 6.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP 43; Lt Slider: 2x4 SP #2; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 9.97 33.31 BC 57 0.00 43.28 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): 0.429 G 999 360 VERT(CL): 0.863 G 566 244 HORZ(LL): 0.099 1 - - HORZ(TL): 0.201 1 - Creep Factor. 2.0 Max TC CSI: 0.779 Max BC CSI: 0.949 Max Web CSI: 0.769 Weight: 215.6 Ibs VIEW Ver: 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL B 1788 /- /- /1003 /934 /101 J 1788 /- /- /1003 /934 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.5 Bearings B & J are a rigid surface. Bearings B & J require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - C 967 -1287 F - G 4550 -4676 C - D 3308 -3574 G - H 4552 -4677 D - E 4518 -4648 H - I 3305 -3573 E - F 4550 -4676 I - K 962 -1282 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1315' - 995 O - N 4685 -4286 B - Q 3284 - 2927 N - M 3286 - 2916 Q - P 3288 -2921 M - L 3286 -2916 P - O 3288 -2921 L - J 3282 -2922 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B - C 2690 - 2529 N - H 1533 -1620 D- Q 290 0 G- N 691 -457 D- O 1504 -1581 L- H 294 0 O - E 719 -463 I - J 2693 -2533 E-N 82 -58 ;! "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field f/ 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. CnnWahtQ 2016 A-1 Roof To- -Renrodudion of thK dnot-Ant. in anv farm. N nrohihited without the written nenniealon of A-1 RnofTnimAs MA Job: 86248 s-+T16- =4) Truss Truss Type Qty Ply 12/16/2021 A11 HIPS 1 1 Seal #: 2629 �- 7'11-11/16" 27'4" 4 p =6DX10 =3X4 T2 1111.F5X4G4X6 =HT3 X4 =6X10 7'11-11/16" --{ 3X6(C6) o14X4 6(C6% C (a) (a) =4X6(C J=3X6(C ) K�4X4 A zz I"I S R Q P O N M I` I III1.5X3 =4X6=H0308 B2=3X8=H0308=4X6 1111.5X3 I fS T/PI L,,TE REQ. SEAT ,PLATE R�,Q. I I L 1 6 41'4" 1 11J/16 6- r/) 6" 43'3-3/8" 6-T/16" r 1 Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) Defl1CSl Criteria ♦ Maximum Reactions (Ibs) TCLL: 20.00 Wind Std: ASCE 7-16 Fig: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity TCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA VERT(LL): 0.606 F 806 360 Loc R+ / R- / Rh / Rw / U / RL B 1788 /- /- /1001 /935 /83 BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA VERT(CL): 1.222 F 400 244 BCDL: 10.00 Risk Category: II Snow Duration: NA HORZ(LL): 0.098 K - - K 1788 /- /- /1001 /935 /- Des Ld: 40.00 EXP: C Kzt: NA ( ) HORZ TL : 0.199 K - - Wind reactions based on MWFRS BuildingCode: NCBCLL: 10.00 Mean Height: 25.00 ft Creep Factor: 2.0 p B Brg Width = 8.0 Min Req = 1.5 Soffit: 0.00 TCDL: 5.0 psf FBC 7th Ed. 2020 Res. Max TC CSI: 0.719 K Br Width = 8.0 Min Re 1.5 q Load Duration: 1.25 BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Max BC CSI: 0.956 Bearings B & K are a rigid surface. Bearings B & K require a seat plate. Spacing: 24.0 " C&C Dist a: 4.43 It Rep Fac: Yes Max Web CSI: 0.817 Maximum Top Chord Forces Per Ply (Ibs) Loc. from endwall: not in 6.50 ft FT/RT:10(0)/10(10) Weight: 211.4 Ibs Chords Tens.Comp. Chords Tens. Comp. GCpi: 0.18 Plate Type(s): VIEW Ver: 20.01.01A.0724.12 A - C 1066 -1275 C - D 3398 -3575 G - H H -1 5775 -5905 5159 -5255 Wind Duration: 1.60 WAVE HS Lumber D - E 5159 - 5255 I - J 3398 - 3575 Top chord: 2x6 SP 2400f-2.OE; T2,T3 2x4 SP M-30; E - F 5775 -5905 J - L 1066 -1275 Bot chord: 2x4 :SP 2400f-2.OE + SP M-31:; F - G 5775 -5905 132 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #2; block length = 1.750' Maximum Bot Chord Forces Per Ply (Ibs) Rt Slider: 2x4 SP #2; block length = 1.750' Chords Tens.Comp. Chords Tens. Comp. A - B 1308 -1090 P - O 5322 -5006 Bracing (a) Continuous lateral restraint equally spaced on B - S 3283 -3020 O - N 5322 -5006 member. S - R 3286 -3013 N - M 3286 -3011 R - Q 5322 - 5008 M - K 3283 - 3019 Purlins Q - P 5322 -5008 In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Maximum Web Forces Per Ply (Ibs) Chord Spacing(in oc) Start(ft) End(ft) Webs Tens.Comp. Webs Tens. Comp. TC 24 7.97 35.31 BC 53 0.00 43.28 B - C 2640 -2543 P - H 643 -652 Apply purlins to any chords above or below fillers D - S 213 0 H - N 894 -679 at 24" OC unless shown otherwise above. D - R 2144 -2177 N - I 2144 -2177 R- E 894 - 679 M- 1 213 0 Wind E - P 643 -652 J - K 2640 -2543 Wind loads based on MWFRS with additional C&C F - P 561 -377 member design. Wind loading based on both gable and hip roof types. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility, for the design of the single Truss depicted on the TDD only, under TPI.1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Spedalty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r:nnvriaht C12m16 A-1 Rnnf Tnisaxc - Renmduntinn of thi" rimiment. in "nv form. in nrehihtted without the written nnrmiecinn of A-1 Rnnf Tniscec Job: Truss Truss Type Qty Ply 12/16/2021 86248 Al2 I HIPS I 1 I 2 I Seal #: 2632 207# 122# 122# 122# 122# 122# 122# 122# 207# + 122 i + 122#+ + 122#+ + 1221 + 122#+ + 1221 + 122#+ + 122#+ 12 4 =6X10 C =4X4 D 1111.5X3=H0510 =3X4 =H0308=4X4 T2 E F G T9 H I ==-6X10 J =3X6(C6)�3X4 B =-3X6(C61 25-Ti. =4XA6(C6) W2 K�3XX4=4X6(C6) L 1 s-�• T S R Q P O N M V 1111.5X3 =3X10 =1-10510 =3X10 =4X4 =H0510 =3X10 1111.5X3 SLEAT PLATE REQ. SEAT PLAN%i,2EQ. r 41'4" +I 44'4" �- 6'6-3/8" �F= 3/8 i 2' -}- 2' -� - 2' � 2' + 2' -I - 2' 1'7-1 /41 7-1/4" 2, -t 2, _ 1_ 2, -t 2, _ I. 2, _ I. 2, 2'0-318 ; 191# 82# 82# 82# 82# 82#♦ 82# 82# 82# 824 82# 82# 82# 82'#=` 82#�- 82#�19-1## Loading Criteria (psf) Wind Criteria rCLL: 20.00 Wind Std: ASCE 7-16 rCDL: 10.00 Speed: 160 mph 3CLL: 0.00 Enclosure: Closed 3CDL: 10.00 Risk Category: II EXP: C Kzt: NA )es Ld: 40.00 Mean Height: 25.00 ft VCBCLL: 0.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf -oad Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 4.43 ft Loc. from endwall: not in 6.60 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP M-30; T2,T3 2x4 SP 2400f-2.0E + SP M-31; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; W2 2x4 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #3; block length = 1.750' Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1) 1/2" bolts may be used for (2) 0.131 "x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac.=1.25 ! Plate Dur.Fac. 1.25) TC: From 61 plf at 0.00 to 61 plf at 6.50 TC: From 31 plf at 6.50 to 31 plf at 37.83 TC: From 61 pif at 37.83 to 61 plf at 44.33 BC: From 20 plf at 0.00 to 20 plf at 6.53 BC: From 10 plf at 6.53 to 10 plf at 37.80 BC: From 20 plf at 37.80 to 20 plf at 44.33 TC: 207 lb Conc. Load at 6.53,37.80 TC: 122 lb Conc. Load at 8.56,10.56,12.56,14.56 16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77 31.77,33.77,35.77 BC: 191 lb Conc. Load at 6.53,37.80 BC: 82lb Conc. Load at 8.56,10.56,12.56,14.56 16.56,18.56,20.56,22.17,23.77,25.77,27.77,29.77 31.77,33.77,35.77 Snow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc Udefl U# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): -0.967 E 505 360 Loc R+ / R- ! Rh / Rw / U / RL U 3092 /- /- /- /2083 /- Lu: NA Cs: NA VERT(CL): 1.586 E 308 244 Snow Duration: NA HORZ(LL): -0.119 C - - V 3092 /- /- /- /2083 /- HORZ(TL): 0.196 C - - Wind reactions based on MWFRS Building Code: Creep Factor. 2.0 U Brg Width = 8.0 Min Req = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.929 V Brg Width = 8.0 Min Req = 1.5 TPI Std: 2014 Max BC CSI: 0.989 Bearings U & V are a rigid surface. Rep Fac: No Max Web CSI: 0.707 Bearings U & V require a seat plate. FT/RT:10(0)/10(10) Weight: 467.6 Ibs Maximum Top Chord Forces Per Ply (Ibs) Plate Type(s): Chords Tens.Comp. Chords Tens. Comp. VIEW Ver: 20.01.01A.0724.12 A - B 1308 -1942 G - H 4832 -7083 WAVE HS Purlins B - C 2105 -3047 H - I 4832 -7083 C - D 3943 -5767 I - J 3933 -5750 In lieu of structural panels or rigid ceiling use purins D - E 4832 -7076 J - K 2110 -3054 to laterally brace chords as follows: E - F 4832 -7076 K - L 1319 -1956 Chord Spacing(in oc) Start(ft) End(ft) TC 24 6.50 37.83 F - G 4832 -7076 BC 76 0.00 44.33 Apply purlins to any chords above or below fillers Maximum Bot Chord Forces Per Ply (Ibs) at 24" OC unless shown otherwise above. Chords Tens.Comp. Chords Tens. Comp. U - T 2847 -1966 P - O 5855 -4020 Wind Wind loads and reactions based on MWFRS. A - U 1881 -1260 O - N 5855 -4020 Wind loading based on both gable and hip roof types. T - S 2834 -1949 N - M 2841 -1954 S - R 5870 - 4029 M - K 2854 -1971 R - Q 5870 -4029 K - L 1895 -1271 Q - P 7121 -4873 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C - T 265 -210 G - P 305 -276 C - S 3107 -2107 P -1 1308 -862 S - D 634 -760 I - N 642 -774 D - Q 1281 - 850 N - J 3081 - 2090 E - Q 302 -272 M - J 262 -204 Q - G 44 - 50 r "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' forth. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in,the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms areas defined In TPI-1. r nvdnht to 2016 A-1 Ronf Tn--- R-ch, Sian of this dnmmant. in anv fnnn. Is, omhibited whhnut the written nermisainn of A-1 Rmf Tnrnr xc M Job: Truss Truss Type city Ply 12/16/2021 86248 I B01 SPEC 3 1 `" Seal #: 2651 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 2.4-1i8' ---1^- 6.2.718" r 15'2-118" T'' iATE REQ. '4f�•. 14'9" 01-7+1-67-IIW i 2'4-1/8'1- 62-718' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x8 SP 2400f-1.8E; T2 2x4 SP 2400f-2.OE + SP M-31; Bot chord: 2x4 :SP 2400f-2.oE + SP M-31:; B2 2x6 SP 2400f-2.0E; Webs: 2x4 SP #3; W4 2x8 SP 2400f-1.8E; W7 2x6 SP #2; Lt Slider: 2x4 SP #3; block length = 1.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 72 0.00 5.99 BC 67 9.53 15.10 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 70'43/4' 4' 15 150# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): 0.276 F 614 360 VERT(CL): 0.706 F 240 240 HORZ(LL): 0.120 M - - HORZ(TL): 0.307 M - Creep Factor. 2.0 Max TC CSI: 0.669 Max BC CSI: 0.199 Max Web CSI: 0.349 Weiqht: 117.6 Ibs Ver: 20.01.01 A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL B 787 /- /- /403 /272 /278 K 852 /- P /294 /297 /- Wind reactions based on MWFRS B Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings B & K are a rigid surface. Bearing B requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - C 135 -509 E - F 159 -586 F - G 4814 - 5061 G - H 710 -1165 A-B 15 0 H-I 716 -1147 C - D 487 -1026 I - J 64 - 98 D - E 526 -1021 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B - O 920 - 827 G - M 1389 -1063 O - N 825 - 700 M - L 1391 -1073 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. B-C 984 -1104 M-1 319 -190 D - O 233 -136 I - L 1173 -1503 O - E 129 -158 L - K 666 - 851 E - N 1158 -1356 L - J 155 -72 N-F 1211 -1004 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 491231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdaht 6) 201E A-1 Roof Tnrccr-c - RanrnAurlinn of IhN dminnent. in anv In- is omhihitnd withmit thn vrtittnn rt ml.Wnn of A-1 Roof Tnn- Job: 86248 Truss Truss Type Qty Ply 12/16/2021 B02 I HIPM 11 I 1 I Seal #: 2592 ling Criteria (psf) L: 20.00 ,L: 10.00 L: 0.00 IL: 10.00 Ld: 40.00 ICLL: 10.00 t: 0.00 ) Duration: 1.25 :ing: 24.0 " 3-15 16' 14'6' c5X6 1111.5X3 D E SEAT PLATE REQ. SEAT PLATE REQ. `— 1.6" 14W i Criteria I Std: ASCE 7-16 :d: 160 mph sure: Closed Category: II C Kzt: NA 1 Height: 25.00 ft L: 5.0 psf L: 5.0 psf -RS Parallel Dist: h/2 to h Dist a: 3.00 ft from endwall: not in 9.00 ft GCpi: 0.18 1 Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 14.50 16.17 BC 75 0.00 16.17 Apply purlins to any chords above or below fillers at 24" CIC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 16'2" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:1O(0)/1O(1O) Plate Type(s): 11CSI Criteria Deflection in loc Udefl U# 2T(LL): 0.058 C 999 360 2T(CL): 0.118 C 999 240 RZ(LL): -0.027 B - - RZ(TL): 0.055 B - ep Factor. 2.0 t TC CSI: 0.807 c BC CSI: 0.667 < Web CSI: 0.937 iaht: 88.9 Ibs Ver: 20.01.01 A.O724.12 ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh 11 Non -Gravity /Rw /U /RL H 737 /- /- /454 /262 /253 1 578 /- /- 1313 /272 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B a5 -489 C - D 783 - 962 B- C 622 -955 D- E . 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 868 -882 G - F 155 -211 A-H 519 -53 Maximum Web Forces PerPly (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - B 1059 -1025 D - F 652 -480 C - G 566 - 361 E - F 117 - 50 G - D 848 - 776 t "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1.The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TOD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C' nvrinht Q 2n16 A-1 Rnnf T.-- R.—ch,rlian of this do —Ant. in anv frier. is nmhihited without the written narmission of A-1 Rnnf Tnisss Job: Truss Truss Type 86248 I B03 I HIPM Qty Ply 12/16/2021 1 1 I SEE eal #: 2593 �= 3.1Te- SEAT PLATE REQ. f— 1,6„ Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP 42; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing()n oc) Start(ft) End(ft) TIC 24 12.50 16.17 BC 75 0.00 16.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. d 12'6" -1- T8" -� 16'2" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): Ea5X6 III1.5X4 D E SEAT PLATE REQ. 14W Defl/CSI Criteria PP Deflection in loc Udefi U# VERT(LL): 0.054 C 999 360 VERT(CL): 0.108 C 999 240 HORZ(LL): -0.024 B - - HORZ(TL): 0.050 B Creep Factor: 2:0 Max TC CSI: 0.659 Max BC CSI: 0.826 Max Web CSI: 0.537 Weight: 81.9 Ibs EW Ver: 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL H 737 /- /- /454 /274 1218 1 578 /- /- /307 /288 /- Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 115 -412 C - D 883 -985 B-C 759 -988 D-E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 898 -964 G - F 336 -490 A - H 443 - 79 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - B 1076 -1076 D - F 745 - 510 C - G 451 -252 E - F 257 -112 G - D 672 - 541 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineers responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authodzed agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht Q 2016 A-1 Rnnf Tni. caa — RnnnMndinn of this dmimnnt. in anv fnrm. Is nmhihNnd vnthnLd tha writtnn nannissinn of A-1 Rnnf Tnrscr-c Job: Truss Truss Type 86248 1 B04 I HIPM 3-1T6- Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " 10'6" Qty Ply 12/16/2021 1 1 Seal #: 2594 5'8" =5X6 1113X4(R) D E SEAT PLATE REQ. SEAT PLATE REQ. 1'6" 14'8" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 10.50 16.17 BC 75 0.00 16.17 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 16'2" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf.-NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Deft/CSI Criteria PP Deflection in loc Udefi L/# VERT(LL): -0.040 C 999 360 VERT(CL): 0.064 C 999 240 HORZ(LL): -0.008 F - - HORZ(TL): 0.014 B - - Creep Factor. 2.0 Max TC CSI: 0.759 Max BC CSI: 0.710 Max Web CSI: 0.729 Weight: 86.1 Ibs VIEW Ver: 20.01.01A.0724.12 N 1a o� ib 1 a ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL H 737 /- /- /452 /434 /258 1 578 P P /302 /414 P Wind reactions based on MWFRS H Brg Width = 8.0 Min Req = 1.5 1 Brg Width = 8.0 Min Req = 1.5 Bearings H & I are a rigid surface. Bearings H & I require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 85 - 519 C - D 773 - 695 B-C 951 -886 D-E 819 -617 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - G 804 -1074 G - F 10 -20 A - H 538 - 59 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. H - B 1352 - 983 G - E 721 - 949 C - G 294 -192 E - F 859 - 537 D - G 525 -177 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TOO, only Alpine connector plates shall be used for the TOO to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TOO represents an acceptance of the professional engineering responsibility for the design of the single Truss depicted on the TOO only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TOO and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TOO and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. C nvriaht Q 2n16 A-1 Rmf Tn. - Rnnrndllcilnn of thic dnaiment. in anv fnm. k "mhlhited vrithrnn tha wnttnn nemi-Inn of A-1 Rmf Tn 1 Job: Truss Truss Type Qty Ply 12/16/2021 86248 I B05 HIPM Seal #: 2609 354# 1811 181+ 181 17-1/4° 315T�16' SEAT PLATE REQ. 11'6" '}' 8.6' 7'8" �I 14'8" 16'2" 8'6-3/8" 2'0-3/8' � 2 '---r- 2 422# 12 122# 12 -oading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) rCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA rCDL: 10.00 Speed: 160 mph Pf: NA Ce: NA 3CLL: 0.00 Enclosure: Closed Lu: NA Cs: NA 3CDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft VCBCLL: 10.00 TCDL: 5.0 psf Building Code: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. -oad Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Varies by Ld Case Loc. from endwall: not in 4.50 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP #2; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; B2 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac. 1.25) TC: From 61 plf at 0.00 to 61 plf at 8.50 TC: From 31 plf at 8.50 to 31 plf at 16.17 BC: From 20 plf at 0.00 to 20 plf at 8.65 BC: From 10 plf at 8.65 to 10 plf at 16.17 TC: 354 lb Conc. Load at 8.53 TC: 181 lb Conc. Load at 10.56,12.56,14.56 BC: 422 lb Conc. Load at 8.53 BC: 122lb Conc. Load at 10.56,12.56,14.56 Purlins In lieu of structural panels or rigid ceiling use puriins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.50 16.17 BC 69 0.00 16.17 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.117 C 999 360 VERT(CL): 0.200 A 107 240 HORZ(LL): 0.064 B - - HORZ(TL): 0.132 B - Creep Factor. 2.0 Max TC CSI: 0.704 Max BC CSI: 0.976 Max Web CSI: 0.755 Weiqht: 83.3 Ibs Ve r: 20.01.01 A.0724.12 T fo N o 1 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL 1 1294 /- /- /- /925 /- J 1394 /- /- /- /1005 /- Wind reactions based on MWFRS I Brg Width = 8.0 Min Req = 1.5 J Brg Width = 8.0 Min Req = 1.6 Bearings I & J are a rigid surface. Bearings I & J require a seat plate. - Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 192 - 586 C - D 1161 -1597 B - C 1590 -2143 D - E 1161 -1597 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. I - H 1958 -1440 H - G 1981 -1445 A-1 582 -182 G-F 10 -7 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I - B 1525 -1768 D - G 626 - 574 C - H 450 - 99 G - E 1982 -1441 C - G 354 -480 E - F 1011 -1318 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht Q 2016 A-1 Rnnf Tnra - R-rim.fion of thic dori-nnt, in anv form, is nmhihitad withnut the written nermiecinn of A-1 Rnof Tnrccxc Job: 86248 Truss C01 Truss Type HIPS Qty 1 Ply 12/16/2021 1 Seal #: 2469 A#*! 3W 181f 81+ 354 iiiiii- 8'6-3/8" �{ r8'6" 4'9" 8'6" �{ E5X8 e-EX6 12 D T 4 iino ir F3X4E3X4C CT E to3X4B G ®4X6 ZZ a3X6(C6) m A H2X4(C6 H a2X4(C6) 3315 6 I� N M L K B2 J P I 1 N1.5X4 m3X4 =H0308 m3X10 I01.5X4 SEAT PLATE REQ. SEAT PLATE REQ. r 217 2'6" -� 8'6-3/8"-j-2'0-3/8"2�71yj-1/ ►2'0-3/8- 422# 12 122# 4 ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed iL: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft ICLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 ;ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwail: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; T2 2x4 SP M-30; Bot chord: 2x4 SP M-30; B2 2x4 SP 2400f-2.0E + SP M-31; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Rt Slider: 2x6 SP #2; block length = 2.750' Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 pif at 8.50 TC: From 31 plf at 8.50 to 31 pif at 13.25 TC: From 61 plf at 13.25 to 61 pif at 24.25 BC: From 20 plf at 0.00 to 20 pif at 8.53 BC: From 10 plf at 8.53 to 10 pif at 13.22 BC: From 20 plf at 13.22 to 20 plf at 21.75 TC: 354 lb Conc. Load at 8.53,13.22 TC: 181 lb Conc. Load at 10.56,11.19 BC: 422 lb Conc. Load at 8.53,13.22 BC: 122 lb Conc. Load at 10.56,11.19 Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 8.50 13.25 BC 53 0.00 21.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg; NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.175 K 999 360 VERT(CL): 0.269 K 810 240 HORZ(LL): -0.065 G - - HORZ(TL): 0.098 G - - Creep Factor: 2.0 Max TC CSI: 0.811 Max BC CSI: 0.934 Max Web CSI: 0.428 Weight: 113.4 Ibs Ver: 21.01.03A.0805.14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL O 1858 /- /- !- /1332 P P 2045 P P /- /1544 P Wind reactions based on MWFRS O Brg Width = 8.0 Min Req = 2.2 P Brg Width = 8.0 Min Req = 1.7 Bearings O & P are a rigid surface. Bearings O & P require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. H - I 50 - 52 D - E 2489 - 3455 A - B 217 -494 E - F 2611 - 3604 B - C 2150 -2943 F - G 1925 -2892 C - D 2644 - 3605 G - H 146 - 374 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. O - N 2636 -1925 L - K 3441 - 2519 A - O 497 -206 K - J 25% -1699 N - M 2647 -1936 J - H 2585 -1686 M - L 3441 -2519 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. O- B 2081 -2722 K- E 261 0 N - C 198 -199 K - F 1123 - 891 C - M 916 - 659 F - J 250 - 244 D- M 271 0 G- H 2327 -2923 D-K 36 -21 P **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the,TDD to be valid.. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPIA. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 4451 St. Lurie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C mmnht 0 MIS A-1 R-f Tn- - Rnnmd.,dinn of this rinatmPnt. to anv in=. is nmhihaed withni t thn written onrmission of A-1 Ronf Tnt. ces. Job: Truss Truss Type 86248 I CO2 COMN Qty Ply 1211 b1LUL1 c 1 1 Seal #: 2502 '01101 10'6" _I 9" SEAT PLATE REQ. Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld- 40.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Rt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 21.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. r. 10'6° SEAT PLATE REQ. 187 1'6" --1 21'9" Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.085 E 999 360 VERT(CL): 0.148 1 999 240 HORZ(LL): -0.044 F - - HORZ(TL): 0.079 F - Creep Factor: 2.0 Max TC CSI: 0.690 Max BC CSI: 0.689 Max Web CSI: 0.365 Weiaht: 107.8 Ibs EW Ver: 21.01.03A.0805.14 I 1 2'6" —' ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / L1 / RL J 876 /- /- /484 /525 /114 K 1064 /- P /645 /700 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G- H 50 0 D- E 768 -1024 A - B 56 -447 E - F 819 -1126 B - C 926 -1162 F - G 561 -1533 C - D 789 -1026 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 1049 - 648 I - G 1007 - 544 A - J 456 - 35 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J - B 1358 -1221 I - E 184 - 327 C -1 301 -146 F - G 2071 -1559 D - I 326 - 68 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering p.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 1f 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. Cnnw.ht 0 2n16 A-1 Rmf Tm -- Rxnrcu -lion of ihtc dnnrm"nt. in anv form. N nmhibitrd without tha v itta n .rtniscinn of A-1 Rnnf T. cac JOD: 86248 1 russ I Russ I ype CO3 COMN ury I rly I 12/1b/2021 Seal #: 2506 T co 1 3-1T• 1010-1 /2" 1010-1 /2" D=4X4 SEAT PLATE REQ. SEAT PLATE REQ. 1'6" 1819" 1'6" -� Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft Snow Criteria (Pg,Pf in PSF) Pg; NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: 9 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 IWAVE Lumber Top chord: 2x4 SP #2; T2 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 2.750' Rt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 21.75 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 217 1 2'6" ----� Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.076 G 283 360 VERT(CL): 0.148 1 999 240 HORZ(LL): 0.039 F - - HORZ(TL): 0.079 F Creep Factor. 2.0 Max TC CSI: 0.679 Max BC CSI: 0.689 Max Web CSI: 0.358 Weiqht: 107.8 Ibs M m v ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL J 876 /- /- /481 /329 /117 K 1064 /- /- /642 /542 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 1.5 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. Ver: 21.01.03A.0805.14 G - H 50 0 D - E 702 -1024 A - B 56 -458 E - F 759 -1126 B - C 875 -1162 F - G 561 -1544 C - D 725 -1026 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 1049 -602 I - G 1007 -490 A - J 468 - 37 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. J-B 1317-1221 1 - E 179 -311 C -1 308 -146 F - G 2029 -1559 D -1 326 -30 -WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wrifing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Co-nWO 2016 A-1 Ronf Tnrecr_c-Renroduotinn ofthis rinarment. in am form. is nmhihitnd wilhmd the written narmi lw of A-1 Rnof Trin—s Job: Truss Truss Type Qty I Ply 12/16/2021 86248 C04 I COMN 11 2 �. Seal #: 2548 t� SEAT PLATE REQ. f 1-6"_i 10'10-1/2" -}- 9'4-1/2" D=4X6 =8X8 1114X6 20'3" s6X8(E1) SEAT PLATE REQ. 18'9" j- 8'6-3/4" i 2' � 2' -1'10" 12' -� 2' ----� - 0-1 /4 2045# 827 838# 83 1383# 139 Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 0.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f--2.OE + SP M-31:; T2 2x4 SP M-30; Bot chord: 2x6 SP 2400f-2.OE; Webs: 2x4 SP #3; Lt Slider: 2x4 SP #3; block length = 1.750' Rt Slider: 2x4 SP #2; block length = 1.500' Nailnote Nail Schedule:0.131"x3", min. nails Top Chord: 1 Row @12.00" o.c. Bot Chord: 1 Row @ 4.25" o.c. Webs : 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails in each row to avoid splitting. (1)1/2" bolts may be used for (2) 0.131 "x3", min. nails on The Bottom Chord Only. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 61 plf at 0.00 to 61 plf at 8.56 TC: From 31 plf at 8.56 to 31 pIf at 12.56 TC: From 61 plf at 12.56 to 61 plf at 20.25 BC: From 20 plf at 0.00 to 20 plf at 8.56 BC: From 10 plf at 8.56 to 10 plf at 20.25 BC: 2045 lb Conc. Load at 8.56 BC: 827 lb Conc. Load at 10.56 BC: 838 lb Conc. Load at 12.56,14.40 BC: 1383 lb Conc. Load at 16.40 BC: 1390 lb Conc. Load at 18.40 Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: No FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.154 1 999 360 VERT(CL): 0.269 1 823 240 HORZ(LL): 0.028 B - - HORZ(TL): 0.048 B - Creep Factor: 2.0 Max TC CSI: 0.675 Max BC CSI: 0.998 Max Web CSI: 0.792 Weiaht: 212.8 Ibs Ver: 21.01.03A.0805.14 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 105 0.00 20.25 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ /R- /Rh /Rw /U /RL J 3571 /- P P /2258 /- K 5155 P P /- /2838 /- Wind reactions based on MWFRS J Brg Width = 8.0 Min Req = 1.5 K Brg Width = 8.0 Min Req = 2.1 Bearings J & K are a rigid surface. Bearings J & K require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1135 -1935 D - E 2220 - 3612 B - C 2188 - 3445 E - F 2802 - 5005 C - D 2213 - 3602 F - G 2819 - 5022 Maximum Sot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 3201 -2029 I - H 4629 -2598 A - J 1881 -1096 H - G 4710 - 2631 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. C -1 332 - 68 I - E 555 -1330 D - I 2078 -1233 E - H 1051 - 376 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 491231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cn"vriaht 0 201A A.1 Rnnf Tnicca" - R.-d-Jinn of this dnmment. in env fnrm, is nrnhihited withnut the wddan n-Iminn of A-1 Rnnf Tn- Job: I -Russ Truss Type Qty I Ply 12/16/2021 86248 CAJACK 10 1 Seal #: 2557 12 4 B 2X4(A1) A T _T_ 7-15/16" 3-15/�16" C ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed L: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 :ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 8 0.36 1.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes ""' BEARING ANALOG MODIFIEDI'•`•• IL i Snow Criteria (Pg,Pf in PSF) DeflICSI Criteria ♦ Maximum Reactions (Ibs) Pg: NA Ct: NA CAT: NA PP Deflection in loc L/defi L/# Gravity Non -Gravity Pf: NA Ce: NA VERT(LL): 0.000 - - 360 Loc R+ / R- / Rh / Rw / Ll / RL B 35 /- /46 /25 /32 /26 Lu: NA Cs: NA VERT(CL): 0.000 - - 240 Snow Duration: NA HORZ(LL): 0.000 - - - C 21 /- /46 /11 /6 /39 HORZ(TL): 0.000 - - - Wind reactions based on MWFRS Building Code: Creep Factor: 2.0 B Brg Width = 1.5 FBC 7th Ed. 2020 Res. Max TC CSI: 0.021 C Brg Width = 1.5 TPI Std: 2014 Max BC CSI: 0.007 Maximum Top Chord Forces Per Ply (Ibs) Rep Fee: Yes Max Web CSI: 0.000 Chords Tens.Comp. FT/RT:10(0)/10(10) Weight: 4.2 lbs A-B 55 -131 Plate Type(s): VIEW Ver: 21.01.03A.0805.14 WAVE Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - C 156 -49 f **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Spedalty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TOD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the . Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field fi g1231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in wdUng by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvri"ht bt 2016 A-1 Rnnf T.,-- RenrndNrrAinn of thie dnarmnnt. in am form. Is nmhibhxd withnnt the wri"nn manicsion of A-1 Roof Tniss".s IN Job: Truss Truss Type Qty Ply 12/16/2021 86248 I CJ3 I JACK 10 I 1 Seal #: 2554 Allik 12 4 C T 1111.5X B Zo X4(A1 HB 11-1/4" r M 3-15 16" 1 F E D 1113X6(") SEAT PLATE REQ. �— 1'6" -- Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x6 SP #2; Plating -Notes (")1 plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 36 0.00 3.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. f-- 2'0-3/4" 111-1/4"� ow Criteria (Pg,Pf in PSF) Defl/CSI Criteria ♦ Maximum Reactions (Ibs) NA Ct: NA CAT: NA PP Deflection in loc Udefl L/# Gravity Non -Gravity NA Ce: NA VERT(LL): 0.019 A 999 360 Loc R+ / R- / Rh ! Rw / U / RL F 389 /- /- /321 /208 /73 NA Cs: NA VERT(CL): 0.037 A 661 240 )w Duration: NA HORZ(LL): -0.006 C - - D - /-79 /- /59 185 /- HORZ(TL): 0.013 C - - Creep Factor: 2.0 C - /-85 /- /41 /75 /- Wind reactions based on MWFRS ilding Code: 7th Ed. 2020 Res. Max TC CSI: 0.279 F Brg Width = 8.0 Min Req = 1.5 Std: 2014 Max BC CSI: 0.191 D Brg Width = 1.5 Min Req = - Fac: Yes Max Web CSI: 0.104 C Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. 'RT:10(0)/10(10) Weight: 11.9 Ibs Bearing F requires a seat plate. to Type(s): Maximum Top Chord Forces Per Ply (Ibs) ME VIEW Ver: 21.01.03A.0805.14 Chords Tens.Comp. Chords Tens. Comp. A - B 75 - 249 B - C 28 -40 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A- E 288 -43 E- D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 674 - 237 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 491231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvriaht a 2n1 6 A-1 Rnnf Tnn— — Re—d-linn of this d—ment. in anv fnnn. is nmhihifed withnut tha vrtiaan nermic inn of A-1 Rnnf Tnrcws. Job: Truss Truss Type Qty Ply 12/16/2021 86248 I CJ5 I JACK 110 11 Seal #: 2463 12 C A 3-15 16" ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed L: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 :ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider. 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 60 0.00 5.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. SEAT PLATE REQ. 1 r6" —� Snow Criteria (Pg,Pf in PSF) Pg`. NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): 5' Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL):-0.040'B 962 360 VERT(CL): 0.032 B 999 240 HORZ(LL): -0.026 B - - HORZ(TL): 0.029 B - Creep Factor. 2.0 Max TC CSI: 0.576 Max BC CSI: 0.195 Max Web CSI: 0.190 Weight: 21.7 Ibs VIEW Ver: 21.01.03A.0805.14 11 r LO r r ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh 4 Non -Gravity /Rw /U /RL E 316 /- /- /233 /148 /122 D 52 /- /- /28 /- /- C 76 P /- /25 /100 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 381 - 936 B - C 24 - 90 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 993 - 335 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 908 -411 F tr "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine - connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the I Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibililies and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer Is NOT the Fart Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvrinht 0 Me A-1 Ronf Tniccr_a — Renmdurlian of this domunant. in anv form. is nmhihited vAthnut the written nnrmission of A-1 Ronf Tni—s r Job: Truss Truss Type Qty Ply 12/115/2021 86248 CR JACK 5 1 I �. Seal #: 2563 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacinq: 24.0 " SEAT PLATE REQ. �- — 1'6" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply puriins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. 7' )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# NA Ce: NA VERT(LL): -0.121 B 516 360 NA Cs: NA VERT(CL): 0.115 B 545 240 1w Duration: NA HORZ(LL): -0.084 B - - HORZ(TL): 0.094 B - Iding Code: Creep Factor: 2.0 7th Ed. 2020 Res. Max TC CSI: 0.850 Sid: 2014 Max BC CSI: 0.464 1 Fac: Yes Max Web CSI: 0.255 RT:10(0)/10(10) Weight: 27.3 lbs to Type(s): VIEW Ver: 21.01.03A.0805.14 vc C A co 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL E 381 /- /- /264 /188 /172 D 92 P P /50 /4 P C 137 P P /52 /163 P Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 475 -1214 B-C 43 -136 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 1257 -429 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1156 - 529 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall he used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI.1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C -driht 0 2016 A-1 Rnnf T.-- RanrMnrlinn of this dmimant. in am fnna. is nmhihitsd withmit thn writlan nennission of A-1 Rnnf Tnres Job: Truss Truss Type 86248 1 CRS I JACK Qty, Ply 12/16/2021 1 1 Seal #: 2466 3-1T6" SEAT PLATE REQ. �-- 1 r6" I- 2'6" 7' Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld. 40.00 Mean Height: 25.00 it NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 7.00 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udell I-/# VERT(LL): -0.121 C 516 360 VERT(CL): 0.115 C 545 240 HORZ(LL): -0.084 C - - HORZ(TL): 0.094 C - Creep Factor. 2.0 Max TC CSI: 0.850 Max BC CSI: 0.464 Max Web CSI: 0.255 Weiqht: 32.9 Ibs Ver: 21.01.03A.0805.14 ❑C T 1 0 to Zo r ti N 4 t:h ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F 381 /- /- /264 /188 /172 E 92 /- /- /50 A /- D 137 /- /- /52 /163 /- Wind reactions based on MWFRS F Big Width = 8.0 Min Req = 1.5 E Brig Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing F is a rigid surface. Bearing F requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. B-C 475 -1214 C-D 43 -136 A-B 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. F-B 1257 -429 F-E 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - C 1156 -529 t r —WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convdaht 0 2016 A-1 Rnaf Tnicsr-a — Ranrn iiin Inn of this domrment. in anv torn. is nmhihited withnut the written nemiscim of A-1 Rmf Tnmec Job: 86248 r _ r Truss D01 12'1On Truss Type HIPM Loading Criteria (psf) Wind Criteria Snow Criteria (Pg,Pf in PSF) TCLL: 20.00 Wind Std: ASCE 7-16 Pg: NA Ct: NA CAT: NA TCDL: 10.00 Speed: 160 mph Pf, NA Ce: NA BCLL: 0.00 Enclosure: Closed Lu: NA Cs: NA BCDL: 10.00 Risk Category: II Snow Duration: NA EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf BuildingCode: Soffit: 0.00 BCDL: 5.0 psf FBC 7th Ed. 2020 Res. Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h TPI Std: 2014 Spacing: 24.0 " C&C Dist a: 3.00 ft Rep Fac: Yes Loc. from endwall: not in 9.00 ft FT/RT:10(0)/10(10) GCpi: 0.18 Plate Type(s): Wind Duration: 1.60 WAVE Lumber Top chord: 2x4 SP #2; T2 2x4 SP 2400f-2.OE + SP M-31; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 1.500' Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 12.83 20.67 BC 84 0.00 20.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Qty Ply 12/16/2021 1 1 Seal #: 2534 7'10" 20'8" Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.061 C 999 360 VERT(CL): 0.125 C 999 240 HORZ(LL): 0.019 F - - HORZ(TL): 0.040 F Creep Factor: 2.0 Max TC CSI: 0.908 Max BC CSI: 0.976 Max Web CSI: 0.624 Weiaht: 107.8 Ibs Ver: 21.01.03A.0805.14 SEAT PLATE REQ. ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / Ll / RL A 838 /- /- /458 /302 1224 J 838 /- /- /446 /455 /- Wind reactions based on MWFRS A Brg Width = - Min Req = - J Brg Width = 8.0 Min Req = 1.5 Bearing J is a rigid surface. Bearing J requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1330 -1698 C - D 933 - 991 B-C 1315 -1611 D-E 0 0 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A -1 1478 -1507 H - G 1473 -1509 I - H 1473 -1509 G - F 872 - 965 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. I-C 213 0 D-F 1132 -1023 C - G 611 - 654 E - F 494 - 239 D - G 509 -157 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER -("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design DravAng (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPIA. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. Al capitalized terms are as defined In TPI-1. C nvriahtn 2016 A-1 Rnnf Tnicw_c— Ranmduntion of this dnannnnt. in anv fnim. is nrnhihiled Wthnut tha vrtiften nenni Ginn of A-1 RonfTn cs Job: 86248 Truss Truss Type Qty P11 yD02 I HIPS 11 1 12/16/2021 Seal #: 2514 Y m v co 1 r 77-1/2" 13'4-1/2" Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: h/2 to h Spacing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; T1 2x4 SP M-30; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) TC 24 0.00 7.62 TC 24 11.00 20.67 BC 78 0.00 20.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. 9r8n 12 4 F_� III1.5X4 III3X4(R) SEAT PLATE REQ. 20'8" Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl U# VERT(LL): 0.052 B 999 360 VERT(CL): 0.106 B 999 240 HORZ(LL): 0.010 A - - HORZ(TL): 0.020 A - - Creep Factor. 2.0 Max TC CSI: 0.866 Max BC CSI: 0.983 Max Web CSI: 0.964 Weight: 121.8 Ibs VIEW Ver: 21.01.03A.0805.14 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL K 838 /- /- /438 /506 /195 L 838 /- /- /448 /521 /- Wind reactions based on MWFRS K Brg Width = - Min Req = - L Brg Width = 8.0 Min Req = 1.5 Bearing L is a rigid surface. Bearing L requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1780 -1361 C - D 1107 -787 B - C 1502 -1144 D - E 1107 -787 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp K - J 93 -285 H - G 1039 -1441 J-1 1401 -1973 G-F 0 0 I- H 1401 -1973 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - K 1159 - 771 C - G 444 - 334 A - J 1446 -1872 D - G 743 - 352 J - B 812 -429 G - E 1042 -1466 B - H 719 -490 E - F 1199 -799 C - H 392 -464 I. **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise staled on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terns are as defined in TPI-1. Cnnvdnht 0) 2016 A-1 Roof To,.-- Ranrndudion of lhta done -Ant. In anv Anon. la nmhihhnd vAthrnn tha wr ttnn n"nni. rim of A-1 Roof Tnjc r Job: Truss Truss Type Qty Ply 12/16/2021 86248 I D03 I FLAT I I Seal #: 2510 �- 20'8" 1114X6(R) =3X4 =3X6 III1.5X4 1114X6(R) A B C D E 11 ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed ,L: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft ;CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 ;ing: 24.0 " C&C Dist a: 3.00 It Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Bracing (a) Continuous lateral restraint equally spaced on member. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 77 0.00 20.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Hangers / Ties (J) Hanger Support Required, by others Wind Wind loads based on MWFRS with additional C&C member design. Left end vertical exposed to wind pressure. Deflection meets U360. Right end vertical not exposed to wind pressure. Additional Notes Truss must be installed as shown with top chord up. SEAT PLATE REQ. 20'8" )w Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc L/defl L/# NA Ce: NA VERT(LL): -0.056 D 999 360 NA Cs: NA VERT(CL): 0.098 D 999 240 Iw Duration: NA HORZ(LL): -0.016 A - - HORZ(TL): 0.027 A - - Iding Code: Creep Factor. 2.0 7th Ed. 2020 Res. Max TC CSI: 0.969 Std: 2014 Max BC CSI: 0.994 1 Fee: Yes Max Web CSI: 0.990 RT:10(0)/10(10) Weight: 117.6 lbs ie Type(s): VIEW Ver: 21.01.03A.0805.14 1rc ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / L1 / RL J 827 /- /- /438 /567 /175 K 827 /- /- /446 /572 /- Wind reactions based on MWFRS J Brg Width = - Min Req = - K Brg Width = 8.0 Min Req = 1.5 Bearing K is a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 1707 -1145 C - D 1738 -1173 B - C 1738 -1173 D - E 1738 -1173 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 109 - 200 H - G 1181 -1777 I-H 1181 -1777 G-F 18 -27 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - J 1227 - 768 G - E 1296 -1920 A - 1 1270 -1839 D - G 932 -436 1- B 932 -442 E - F 1243 -766 B - G 46 - 33 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C—richt A 2016 A-1 Rnnf Tni. cos — R"nrod-11- of IN., dnn —1, in env fnnn. is nrnhihitrd withnnt th" wdtt"n nrnni..cinn of A-1 Rnnf Tnl.c Job: 86248 ling Criteria (psf) L: 20.00 L: 10.00 L: 0.00 iL: 10.00 Ld- 40.00 iCLL: 10.00 t: 0.00 I Duration: 1.25 ;ing: 24.0 " ih 1 Truss D04 181 + 1811 181 + 1811 Truss Type FLAT 181 + 1811 20'8" Qty Ply 12/16/2021 1 1 I Seal #: 2476 181+ 181+ 181+ 181 - 21-1/2" -� =8X8 =4X6 =4X6 1114X6 =7X8 A B C D E SEAT PLATE REQ. 20'8° I'1 2 2' �'�^- 2' 2 -�^ 2' 2 - 2 2' �- 2' 2 122# 12 122# 12 122# 122 122# 122 122# 122 Wind Criteria Wind Sid: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: Any GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x6 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; W2 2x4 SP #2; Bracing (a) Continuous lateral restraint equally spaced on member. Special Loads -(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 30 plf at 0.00 to 30 plf at 18.54 TC: From 60 pif at 18.54 to 60 pif at 20.67 BC: From 10 plf at 0.00 to 10 plf at 18.54 BC: From 20 plf at 18.54 to 20 plf at 20.67 TC: 181 lb Conc. Load at 0.54, 2.54, 4.54, 6.54 8.54,10.54,12.54,14.54,16.54,18.54 BC: 122 lb Conc. Load at 0.54, 2.54, 4.54, 6.54 8.54,10.54,12.54,14.54,16.54,18.54 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 53 0.00 20.67 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. The TC of this truss shall be braced with attached spans at 24" oc in lieu of structural sheathing. Hangers / Ties (J) Hanger Support Required, by others Additional Notes Truss must be installed as shown with top chord up. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Repi Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.179 B 999 360 VERT(CL): 0.270 B 918 240 HORZ(LL): -0.037 A - - HORZ(TL): 0.056 A - Creep Factor. 2.0 Max TC CSI: 0.868 Max BC CSI: 0.971 Max Web CSI: 0.852 Weight: 123.2 Ibs VIEW Ver: 21.01.03A.0805.14 Wind Wind loads and reactions based on MWFRS. Left end vertical exposed to wind pressure. Deflection meets L/360. Right end vertical not exposed to wind pressure. 4 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL J 2045 /- /- /- /1441 /- K 1889 /- /- /- /1327 P Wind reactions based on MWFRS J Brg Width = - Min Req = - K Brg Width = 8.0 Min Req = 2.2 Bearing K is a rigid surface. Bearing K requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 2414 -3454 C - D 2485 -3536 B - C 2485 - 3536 D - E 2485 - 3536 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. J -1 33 -17 H - G 3547 -2519 1- H 3547 - 2519 G - F 32 -15 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. A - J 1441 -1812 G - E 3776 - 2662 A - 1 3699 -2591 D - G 1004 -875 1 - B 1012 - 888 E - F 1341 -1725 B-G 37 -12 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless othenvise defined by a Contract agreed upon inventing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Is t. Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Cnnvdoht 0 2016 A-1 Ronf Tntc c - Renndnrlinn of this dnnrm"nt. in anv form. is nmhihitsd without this written nmmission of A-1 Ronf Tmzc Job: 86248 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld- 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacinq: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Wedge: 2x6 SP #2; Special Loads Truss Truss Type Qty Ply 12/16/2021 HJ5 I HIP_ 12 1 I Seal #: 2606 70# -38#+ 152# - 2'0-3/16" �{ 12 B 3.1Ts SEAT PLATE REQ. 2'0-11116" 9'1-9/16" �- 1-5-1/2"--�- 2'9-15/16" - 2'9-15/16" -1 42# 75# 104# Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 It TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 9.13 BC: From 2 plf at 0.00 to 2 pif at 9.13 TC: 70 lb Conc. Load at 1.46 TC: -38 lb Conc. Load at 4.29 TC: 152 lb Conc. Load at 7.12 BC: 42 lb Conc. Load at 1.46 BC: -75 lb Conc. Load at 4.29 BC: 104 lb Conc. Load at 7.12 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 9.13 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.062 A 999 360 VERT(CL): -0.064 A 999 240 HORZ(LL): -0.083 A - - HORZ(TL): 0.084 A - - Creep Factor. 2.0 Max TC CSI: 0.704 Max BC CSI: 0.626 Max Web CSI: 0.000 Weiaht: 32.2 Ibs VIEW Ver: 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL A 382 /- /- /- /371 /- C 109 /- P /- /48 /- B 85 P P P 1156 P Wind reactions based on MWFRS A Brg Width = 11.3 Min Req = 1.5 C Brg Width = 1.5 Min Req = - B Brg Width =1.5 Min Req = - Bearing A is a rigid surface. Bearing A requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A - B 43 - 35 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 0 0 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"). GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practicesand 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI.1. C.nnvrinht Q 201A A-1 Roof Tnrssoc - R-rodurlion of this domrmont. in anv in=. is nrohihNerf Wthnuf thn wdttan nennissinn of A-1 Roof To - Job: Truss Truss Type Qty Ply 12/16/2021 86248 I HJ8 I HIP_ 12 11 I Seal #: 2607 70 i -38#� 152# 273# 2'0-3/16" SEAT PLATE REQ. �- 2-0-11 /16" 11'11-1/2" 1'5-1-1/' i 2'9-15116" 75--- 42# 104# 1� ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed ,L: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft iCLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 :ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 3.889' Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac =1.25) TC: From 2 plf at 0.00 to 2 plf at 11.96 BC: From 2 plf at 0.00 to 2 plf at 11.96 TC: 70 lb Conc. Load at 1.46 TC: -38 lb Conc. Load at 4.29 TC: 152 lb Conc. Load at 7.12 TC: 273 lb Conc. Load at 9.94 BC: 42 lb Conc. Load at 1.46 BC: -75 lb Conc. Load at 4.29 BC: 104 lb Conc. Load at 7.12 BC: 184 lb Conc. Load at 9.94 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 93 0.00 11.96 Apply purlins to any chords above or below fillers at 24" CIC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf. NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Def11CSl Criteria PP Deflection in loc Udefl L/# VERT(LL): -0.048 C 999 360 VERT(CL): 0.054 C 999 240 HCRZ(LL): -0.010 B - - HORZ(TL): 0.019 B - - Creep Factor. 2.0 Max TC CSI: 0.970 Max BC CSI: 0.989 Max Web CSI: 0.311 Weight: 53.2 Ibs Ver: 20.01.01 A.0724.12 h] a io 1 -1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / L1 / RL G 451 /- /- /- /493 /- E 300 /- /- /- 1223 /- D 174 /- P P /187 P Wind reactions based on MWFRS G Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 133 -214 C-D 76 -60 B - C 731 -482 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G- F 465 - 723 F- E 0 0 A - G 204 -120 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - B 655 -280 C - F 753 -485 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT" form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional englneerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Says P.E. Ryan# Bays, responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field , 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. C ovriaht Q 2016 A-1 Rnnf Tnisses - Reoroduntion of this donrment. in env form. Is nrohthited without the written nanni, Ginn of A-1 Rnnf Truces Job: Truss Truss Type Qty Ply 12/16/2021 w 86248 1HJ8S HIP_ 1 1 Seal #: 2466 �= 70 i -38#� 152# 273# - 2'0-3/16" -{ 315 16. SEAT PLATE REQ. �- 2'0-11/16"_.� Loading Criteria (psf) Wind Criteria TCLL: 20.00 Wind Std: ASCE 7-16 TCDL: 10.00 Speed: 160 mph BCLL: 0.00 Enclosure: Closed BCDL: 10.00 Risk Category: II EXP: C Kzt: NA Des Ld: 40.00 Mean Height: 25.00 ft NCBCLL: 10.00 TCDL: 5.0 psf Soffit: 0.00 BCDL: 5.0 psf Load Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 Spacing: 24.0 " C&C Dist a: 3.00 it Loc. from endwail: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP M-30; Webs: 2x4 SP #3; Lt Slider: 2x6 SP #2; block length = 3.889' Special Loads --(Lumber Dur.Fac.=1.25 / Plate Dur.Fac.=1.25) TC: From 2 plf at 0.00 to 2 plf at 11.96 BC: From 2 plf at 0.00 to 2 plf at 11.96 TC: 70 lb Conc. Load at 1.46 TC: -38 lb Conc. Load at 4.29 TC: 152 lb Conc. Load at 7.12 TC: 273 lb Conc. Load at 9.94 BC: 42 lb Conc. Load at 1.46 BC: -75 lb Conc. Load at 4.29 BC: 104 lb Conc. Load at 7.12 BC: 184 lb Conc. Load at 9.94 Purlins . In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 93 0.00 11.96 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads and reactions based on MWFRS. Wind loading based on both gable and hip roof types. 11'll 1-1/2" 2'9-15/16 2915116" 2915116" "5# ,84 42# 104# Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Varies by Ld Case FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.048 C 999 360 VERT(CL): 0.054 C 999 240 HORZ(LL): -0.010 B - - HORZ(TL): 0.019 B - - Creep Factor. 2.0 Max TC CSI: 0.970 Max BC CSI: 0.989 Max Web CSI: 0.311 Weiqht: 53.2 Ibs Ver: 21.01.03A.0805.14 M T r? Cn 1 ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL G 451 A /- /- /493 A E 300 /- /- /- /223 /- D 174 A A A /187 /- Wind reactions based on MWFRS G Brg Width = 11.3 Min Req = 1.5 E Brg Width = 1.5 Min Req = - D Brg Width = 1.5 Min Req = - Bearing G is a rigid surface. Bearing G requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 133 -214 C-D 76 -60 B - C 731 -482 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 465 -723 F-E 0 0 A - G 204 -120 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - B 655 -280 C - F 753 -485 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. ronvdnht a) 2016 A-1 Roof Trion - Ronroduotinn of this document. in anv fnrm. is nmhihhnd without thn writtno nermission of A-1 Roof Tnisses Job: Truss Truss Type 86248 IR IEJAC Qty Ply 1 12/16/2021 17 1 Seal #: 2603 3-15 16" SEAT PLATE REQ. I-- 1'T --- I- 6-6" ling Criteria (psf) Wind Criteria L: 20.00 Wind Std; ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed iL: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 ft ,CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: 0 to h/2 :ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 6.50 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Sw Criteria (Pg,Pf in PSF) Defl/CSI Criteria NA Ct: NA CAT: NA PP Deflection in loc Udell L/# NA Ce: NA VERT(LL): -0.096 B 589 360 NA Cs: NA VERT(CL): 0.087 B 647 240 Iw Duration: NA HORZ(LL): -0.066 B - - HORZ(TL): 0.074 B Iding Code: Creep Factor. 2.0 7th Ed. 2020 Res. Max TC CSI: 0.718 Std: 2014 Max BC CSI: 0.413 t Fac: Yes Max Web CSI: 0.238 RT:10(0)/10(10) Weight: 25.9 lbs to Type(s): VIEW Ver: 20.01.01A.0724.12 vl A to 4 CV ♦ Maximum Reactions (Ibs) Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL E 364 /- /- /255 /177 /159 D 82 /- /- /45 /4 /- C 122 /- /- /45 /147 /- Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 449 -1142 B - C 38 -126 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E- D 0 0 A- E 1190 -403 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1091 -497 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes an this Truss Design Drawing (rDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. Owners responsibility of the Owner, the authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. (—vrinht Q 2016 AA Rant Tniev_c — RanrMnrlinn of this d—ment. In anv I— is nmhihffatl vrithnut thin writtan nsmilgsinn of A-1 Rnnf Tniss _F 1Job: Truss Truss Type Qty Ply 12/16/2021 _ 86248 I J8 I EJAC 118 1 I Seal #: 2560 �c Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacina: 24.0 " 3-15/m- SEAT PLATE REQ. I-- 1 t6" I- 8'6n Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: 0 to h/2 C&C Dist a: 3.00 ft Loc. from endwall: not in 4.50 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 :SP 2400f-2.OE + SP M-31:; Bot chord: 2x4 :SP 2400f-2.0E + SP M-31:; Lt Slider: 2x6 SP #2; block length = 2.750' Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Fig: NA Ct: NA CAT: NA Pf: NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fee: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.166 B 485 360 VERT(CL): 0.172 B 467 240 HORZ(LL): -0.116 B - - HORZ(TL): 0.130 B - Creep Factor: 2.0 Max TC CSI: 0.592 Max BC CSI: 0.316 Max Web CSI: 0.298 Weipht: 34.3 Ibs EW Ver: 21.01.03A.0805.14 C ♦ Maximum Reactions (Ibs) Gravity Loc R+ / R- / Rh. Non -Gravity /Rw /U /RL E 437 /- /- /292 /220 /209 D 122 /- A /66 /5 /- C 181 /- /- /72 /210 A Wind reactions based on MWFRS E Brg Width = 8.0 Min Req = 1.5 D Brg Width = 1.5 Min Req = - C Brg Width = 1.5 Min Req = - Bearing E is a rigid surface. Bearing E requires a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A - B 581 -1470 B - C 57 -164 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. E-D 0 0 A-E 1494 -531 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. E - B 1395 - 654 -WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ('BUYER") ACKNOWLEDGMENT' forth. Verify design parameters and read notes on this Truss Design Drawing (Too) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 491231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilifies and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fod Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI.1. Cnnvdoht Q 2nte A-1 Roof Tni. s - RenmNrdinn of thN dnntment. In anv form. is nrohihNed without the written nennic ion of A-1 Ronf Tni. cn� Job: 86248 Truss Truss Type qty Ply 12/16/2021 J8B I MONO 11 I 1 I Seal #: 2605 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 SDacinq: 24.0 " 3-1T6• 0 6'9-7/16" 1 1'8-9/16"---{ r 8'6" Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Lt Slider. 2x6 SP #2; block length = 2.750' Plating Notes All plates are 2X4(C6) except as noted. Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 75 0.00 8.50 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Right end vertical not exposed to wind pressure. Wind loading based on both gable and hip roof types. Snow Criteria (Pg,Pf in PSF) Pg: NA Ct: NA CAT: NA Pf: NA Ce: NA Lui NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): -0.055 B 999 360 VERT(CL): 0.070 B 857 240 HORZ(LL): -0.038 B - - HORZ(TL): 0.047 B - Creep Factor. 2.0 Max TC CSI: 0.557 Max BC CSI: 0.459 Max Web CSI: 0.304 Weiqht: 37.1 Ibs EW Ver: 20.01.01A.0724.12 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL G 350 P P /245 /131 /148 H' 56 P P 129 /29 /- Wind reactions based on MWFRS G Brg Width = 8.0 Min Req = 1.5 H Brg Width = 76.0 Min Req = - Bearings G & G are a rigid surface. Bearings G & G require a seat plate. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Camp. A- B 432 -1049 C- D 0 -33 B - C 37 -204 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. G-F 10 -26 F-E 0 0 A - G 1091 - 385 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. Webs Tens. Comp. G - B 924 -487 C - F 640 -254 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal an any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, Installation and bracing shall be thelresponsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. r:"nvrinht ¢l 2016 A-1 Rnnf Tnrcu-a — R"nrniudinn of thlc d--t. in env fnrn. i. nmhihR"d without the written n"rmiccimn of A-1 Rnnf T.r ., Job: 86248 Truss VM01 Truss Type Qty Ply VAL 1 I 1 12/16/2021 Seal #: 2466 Loading Criteria (psf) TCLL: 20.00 TCDL: 10.00 BCLL: 0.00 BCDL: 10.00 Des Ld: 40.00 NCBCLL: 10.00 Soffit: 0.00 Load Duration: 1.25 Spacing: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: 11 EXP: C Kzt: NA Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 22 0.00 1.82 Apply purins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. �10-7/16�11-7/16"� 12 4 F_� ,--,2X4(D8R) B A T 7-9/16" CD j 1'9-7/8" - m Snow Criteria (Pg,P.f in PSF) Pg: NA Ct: NA CAT: NA Pf, NA Ce: NA Lu: NA Cs: NA Snow Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.000 C HORZ(TL): 0.000 C Creep Factor: 2.0 Max TC CSI: 0.043 Max BC CSI: 0.035 Max Web CSI: 0.000 Weight: 5.6 Ibs VIEW Ver: 21.01.03A.0805.14 ♦ Maximum Reactions (Ibs), or .=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL D' 81 /- /- /33 /9 /8 Wind reactions based on MWFRS D Brig Width = 21.9 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-B 0 -3 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. A-C 57 -1 "WARNING- Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building Is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, In the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and 4451 St Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon In writing by all parties involved. The Specialty Engineer Is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. Convnaht Q 2016 A-1 Roof Tmsce_c — Renrnduntino of this dormant. in anv form. is nmhihited withnut the written nermissinn of A-1 Roof Tnissec Job: Truss 86248 VM02 Truss Type VAL City Ply 1 1 12/16/2021 Seal #: 2542 ling Criteria (psf) Wind Criteria L: 20.00 Wind Std: ASCE 7-16 L: 10.00 Speed: 160 mph L: 0.00 Enclosure: Closed iL: 10.00 Risk Category: II EXP: C Kzt: NA Ld: 40.00 Mean Height: 25.00 it ;CLL: 10.00 TCDL: 5.0 psf t: 0.00 BCDL: 5.0 psf I Duration: 1.25 MWFRS Parallel Dist: h/2 to h ;ing: 24.0 " C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 it GCpi: 0.18 Wind Duration: 1.60 Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; Purlins In lieu of structural panels or rigid ceiling use purins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 46 0.00 3.82 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based'on both gable and hip roof types. Additional Notes See Al Std Detail for valley details. f10-7/1�_2'11-3/8" -{ 12 4 p 1111.5X413 C ,2X4(D8R) A M -seta• �- 1113X6 E 3'9-7/8" 1 3-2-7/8" )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA )w Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): 3p "n Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.002 A HORZ(TL): 0.005 A Creep Factor. 2.0 Max TC CSI: 0.225 Max BC CSI: 0.231 Max Web CSI: 0.128 Weight: 12.6 Ibs 41 ♦ Maximum Reactions (Ibs), or.=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / LI / RL F' 81 /- /- /39 /21 /13 Wind reactions based on MWFRS F Brg Width = 45.9 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 16 -80 B-C 0 -6 Maximum Bot Chord Forces Per Ply (Ibs) VIEW Ver: 21.01.03A.0805.14 Chords Tens.Comp. Chords Tens. Comp. A -E 11 -25 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. S - E 306 -101 "WARNING" Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Vedfy design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineedn responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owner's authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field # 91231 use of the Truss, including handling, storage. Installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out in the TDD and the practices and guidelines of the Building Component Safety Information (BSCI) published by TPI and SBCA are referenced for general guidance. TPI-1 defines the responsibilities and duties of the Truss 4451 St. Lucie Blvd, Suite 201 Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined In TPI-1. Convrioht Q 2016 A-1 Rmf T.-- Rnnrndunnnn of this dnmment. in env fnrm. is nmhiMrr wifhnrd the wrinnn nnrrnl slnn of A-1 Roof Tnr. cnc Job: 86248 F — 4 Truss Truss Type Qty Ply 12/16/2021 VM03 I VAL I I Seal #: 2537 ling Criteria (psf) _. 20.00 L: 10.00 _. 0.00 L: 10.00 Ld- .40.00 CLL: 10.00 t: 0.00 Duration: 1.25 :ina: 24.0 " Lumber Top chord: 2x4 SP #2; Bot chord: 2x4 SP #2; Webs: 2x4 SP #3; --"/4' Wind Criteria Wind Std: ASCE 7-16 Speed: 160 mph Enclosure: Closed Risk Category: II EXP: C Kzt: NA . Mean Height: 25.00 ft TCDL: 5.0 psf BCDL: 5.0 psf MWFRS Parallel Dist: h/2 to h C&C Dist a: 3.00 ft Loc. from endwall: not in 9.00 ft GCpi: 0.18 Wind Duration: 1.60 Purlins In lieu of structural panels or rigid ceiling use purlins to laterally brace chords as follows: Chord Spacing(in oc) Start(ft) End(ft) BC 70 0.00 5.82 Apply purlins to any chords above or below fillers at 24" OC unless shown otherwise above. Wind Wind loads based on MWFRS with additional C&C member design. Wind loading based on both gable and hip roof types. Additional Notes See Al Sid Detail for valley details. P 7116� 4'11-3/8" 12 o C 5'9-7/8" I 52-7/8" 3rl /T„ r )w Criteria (Pg,Pf in PSF) NA Ct: NA CAT: NA NA Ce: NA NA Cs: NA Iw Duration: NA Building Code: FBC 7th Ed. 2020 Res. TPI Std: 2014 Rep Fac: Yes FT/RT:10(0)/10(10) Plate Type(s): DF 3F1/2" Defl/CSI Criteria PP Deflection in loc L/defl L/# VERT(LL): NA VERT(CL): NA HORZ(LL): 0.011 A - HORZ(TL): 0.022 A - Creep Factor., 2.0 Max TC CSI: 0.581 Max BC CSI: 0.540 Max Web CSI: 0.264 Weight: 19.6 lbs Ver: 21.01.03A.0805.14 T 1 ♦ Maximum Reactions (Ibs), or'=PLF Gravity Non -Gravity Loc R+ / R- / Rh / Rw / U / RL F' 81 /- /- /41 /25 /15 Wind reactions based on MWFRS F Brg Width = 69.9 Min Req = - Bearing A is a rigid surface. Maximum Top Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-B 18 -97 B-C 0 -6 Maximum Bot Chord Forces Per Ply (Ibs) Chords Tens.Comp. Chords Tens. Comp. A-E 27 -49 E-D 0 0 Maximum Web Forces Per Ply (Ibs) Webs Tens.Comp. B - E 403 -156 **WARNING** Please thoroughly review the "A-1 ROOF TRUSSES ("SELLER"), GENERAL TERMS and CONDITIONS CUSTOMER ("BUYER") ACKNOWLEDGMENT' form. Verify design parameters and read notes on this Truss Design Drawing (TDD) and the Specialty Engineer reference sheet before use. Unless otherwise stated on the TDD, only Alpine connector plates shall be used for the TDD to be valid. As a Truss Design Engineering (i.e. Specialty Engineer), the seal on any TDD represents an acceptance of the professional engineerin responsibility for the design of the single Truss depicted on the TDD only, under TPI-1. The design assumptions, loading conditions, suitability and use of this Truss for any Building is the Ryan Bays, P.E. responsibility of the Owner, the Owners authorized agent or the Building Designer, in the context of the IRC, the IBC, local building code and TPI-1. The approval of the TDD and any field 491231 use of the Truss, Including handling, storage, installation and bracing shall be the responsibility of the Building Designer and Contractor. All notes set out In the TDD and the practices and 4451 St. Lucie Blvd, Suite 201 guidelines of the Building Component Safety Information (SSCI) published by TPI and SBCA are referenced for general guidance. TPIA defines the responsibilities and duties of the Truss Designer, Specialty Engineer and Truss Manufacturer, unless otherwise defined by a Contract agreed upon in writing by all parties Involved. The Specialty Engineer is NOT the Fort Pierce, FL 34946 Building Designer or Truss System Engineer of any building. All capitalized terms are as defined in TPI-1. rnnvdnht Q 2016 A-1 Rmf Tn c _a — Renmdnrlinn of thi.s d—ment. in anv form. is nmhihaed Wthnut the written naM.ccinn of A-1 Rnnf Tmccec. 12/2/2021 HIP/ KING JACK (TYPICAL) STDL `01.0 I 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH END JACKS USING (4) 0.131" 0 TOE NAILS AT TOP CHORD & (3) 0.131" O TOE NAILS AT BOTTOM CHORD. ATTACH KING JACK USING (3) 0.131" 0 TOE NAILS AT TOP CHORD & BOTTOM CHORD. ATTACH CORNER JACKS USING (3) 0.131" 0 TOE NAILS AT TOP & BOTTOM CHORDS (TYP). CORNERSET GENERAL SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-16, EXP. B & C, UP TO 60, MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. NOTE: WHEN NAILING JACKS WITH 2X6 CHORDS, USE (4) NAILS IN LIEU OF 3. SEE STDTL 12 FOR FURTHER INFO. • 2X4: (3) 0.131" 0 TOE NAILS • 2X6: (4) 0.131" O TOE NAILS Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 1212/2021 HIP/ KING JACK (HVHZ) (SIMPSON) STDL 02.2 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 V72) 409-1010 ATTACH KING & END JACK WITH (1) THJA26 HANGER AT BOTTOM CHORD. ATTACH KING & END JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD WITH (10) 1 Od NAILS PER STRAP (MIN.) & (3) 0.131" 0 TOE NAILS. ATTACH CORNER JACKS & STD. JACKS WITH (1) LSTA12 TWIST STRAP AT TOP CHORD & BOTTOM CHORD WITH (10) 1 Od NAILS PER STRAP MINIMUM (TYP). HIGH VELOCITY HURRICANE ZONE CORNERSET SPECIFICATIONS: MAX LOAD: 55 PSF ROOF LOAD, 175 MPH, ASCE 7-16, EXP. B & C, UP TO 60' MEAN ROOF HEIGHT & EXPOSURE D UP TO 30' MEAN ROOF HEIGHT. NOTE: IN ADDITION TO STRAPPING TOE- NAIL BOTH CHORDS OF CORNER JACKS TO CARRYING MEMBER PER THE FOLLOWING SCHEDULE: • 2X4: (3) 0.131" 0 TOE NAILS • 2X6: (4) 0.131" 0 TOE NAILS LSTA12 TWIST STRAP WITH 1 OD NAILS, MIN. (10). SEE MFR'S RECOMMENDED CONNECTION. HIP, OR KING JACK (TYP.) JACK, OR CORNER JACK (TYP.) IMPORTANT NOTE: CONNECTION DESIGNED IN ACCORDANCE WITH FBC 2321.6- 2321.7 PROVIDING METAL STRAPPING (FLORIDA APPROVED PRODUCT) TO RESIST MIN. 700LB UPLIFT AT ALL CONNECTIONS IN HIGH VELOCITY HURRICANE ZONE. Ryan Bays, P.E. # 91231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 GABLE END BRACING STDL tlo 4451 ST. LUCIE BLVD. FORT PIERCE, PL. 34946 (772)409-1010 2/3 POSITION 1 /2 POSITION 1 /3 POSITION IT IS THE RESPONSIBILITY OF THE BUILDING DESIGNER, PROJECT ARCHITECT OR ENGINEER TO DESIGN THE CEILING DIAPHRAGM AND ITS ATTACHMENT TO THE TRUSSES TO RESIST ALL OUT OF PLANE LOADS THAT MAY RESULT FROM BRACING OF GABLE ENDS. HORIZONTAL BRACE (SEE SECTION A -A). 2X6 DIAGONAL BRACE SPACED AT 4'-0" O.C. ATTCHED TO VERTICAL WITH (4) 16d NAILS & ATTACHED TO BLOCKING WITH (5) 1 Od COMMONS. (1/3 POINTS IF REQ'D). NAIL DIAGONAL BRACE TO PURLIN WITH (2) l6d NAILS. 2X4 PURLIN FASTENED TO 4 TRUSSES WITH (2) 16d NAILS. FASTEN PURLIN TO BLOCKING WITH (2) 16d NAILS, MINIMUM. PROVIDE 2X4 BLOCKING BETWEEN TRUSSES SUPPORTING BRACE & 2 TRUSSES ON EITHER SIDE AS NOTED. TOE -NAIL BLOCKING TO TRUSSES WITH (2) 1 Od NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) 10d COMMON WIRE NAILS. BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: 1. ATTACH A MATCHING GABLE TRUSS TO THE INSIDE OF THE STRUCTURAL GABLE PER THE FOLLOWING NAIL SCHEDULE. 2. ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. NAILING SCHEDULE: • FOR WIND SPEEDS 150 MPH (ASCE 7-16) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF IOd (0.131" X 3") SPACED AT 6" O.C. • FOR WIND SPEEDS >(GREATER THAN)150 MPH (ASCE 7-16), NAIL ALL MEMBERS WITH TWO ROWS OF IOd (0.131" X 3") SPACED AT 6" O.C. (2X4 STUDS MINIMUM). STR''^T''o A I GA STRUCTURAL GABLE TRUSS IN -LAID STUD SCAB VERTICAL NOTE: AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR VERTICAL/ STUDS ONLY. ADDITIONAL NOTE: MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND TO BE FASTENED TO SCABS OR VERTICAL STUDS OF STANDARD GABLE TRUSS AT THE INTERIOR SIDE OF THE STRUCTURE. IMPORTANT NOTE THIS DETAIL IS TO BE USED FOR STRUCTURAL GABLE TRUSSES WITH INLAID STUDS ONLY. TRUSSES WITHOLfraW, b STUDS ARE NOT ADDRESSED ft<9I1t4�i iCzo T24/2021 PIGGYBACK TRUSS STDL 04.1 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS.** PIGGY -BACK TRUSS. (REFER TO ACTUAL TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) 2-0" %/ MAX OPTION #1: TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 (EA.) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES) . OPTION #2: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. WITH 8 (EA.) 6d COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EA.) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #3: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. WITH 6 (EA.) 1 Od BOX NAILS (0.129' x 3") PER SCAB: (3) AT CAP BOTTOM CHORD & (3) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR SINGLE PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Ryan Bays, P.E. 491231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 PIGGYBACK TRUSS (2-PLY BASE TRUSS) S T D L 104.2 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409.1010 PIGGY -BACK DETAIL (TYPICAL) 180 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE C, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. OR... 160 MPH WIND, 30.00 FT MEAN ROOF HEIGHT, A.S.C.E. 7-16, PARTIALLY ENCLOSED BLDG. LOCATED ANYWHERE AT ROOF, EXPOSURE D, WIND D.L.= 5.0 P.S.F. (MIN.), KZT= 1.00. IMPORTANT NOTE: TOP CHORDS OF TRUSSES SUPPORTING PIGGY -BACK CAP TRUSSES MUST BE ADEQUATELY BRACED BY SHEATHING AND/ OR PURLINS. THE BUILDING ENGINEER OF RECORD SHALL PROVIDE DIAGONAL BRACING OR OTHER SUITABLE ANCHORAGE TO PERMANENTLY RESTRAIN PURLINS AND LATERAL BRACING FOR OUT OF PLANE LOADS OVER GABLE ENDS. MAXIMUM TRUSS SPACING IS NOT TO EXCEED 24" O.C. DETAIL IS NOT APPLICABLE IF CAP SUPPORTS ADDITIONAL LOADS SUCH AS CUPOLA, STEEPLE, CHIMNEY OR DRAG STRUT LOADS. **REFER TO ENGINEER'S SEALED TRUSS DESIGN DRAWINGS FOR PIGGY -BACK AND BASE TRUSS SPECIFICATIONS.** PIGGY -BACK TRUSS. ATTACH 2X4 #2 SYP SCAB TO ONE SIDE OF THE PIGGY -BACK W/ (0.131" X 3") NAILS @ 4" O.C. ALONG BOTTOM CHORD. MAX OPTION #1: TEE-LOK 3" x 8" TEE-LOK MULTI -USE CONNECTION PLATES SPACED AT 4'-0" O.C. MAX. PLATES SHALL BE PRESSED INTO PIGGY -BACK TRUSS AT 4'-0" O.C. STAGGERED FROM EACH FACE AND NAILED TO BASE TRUSS WITH 4 (EA.) 6d (1.5" X 0.099") NAILS IN EACH PLATE TO ACHEIVE MAXIMUM UPLIFT CAPACITY OF 377 LBS AT EACH 3" X 8" TEE-LOK MULTI -USE CONNECTION PLATE (MINIMUM OF 2 PLATES). OPTION #2: APA RATED GUSSET: 8" x 8" x 0-7/16" (MIN.) APA RATED SHEATHING GUSSETS EACH FACE. ATTACH AT 8'-0" O.C. WITH 8 (EA.) 6d COMMON (0.1 13" x 2") NAILS PER GUSSET: 4 (EA.) AT CAP BOTTOM CHORD & 4 (EACH) AT BASE TRUSS TOP CHORD. GUSSETS MAY BE STAGGERED AT 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION #3: 2X4 VERTICAL WOOD SCAB: 2X4 SPF #2, FULL CHORD DEPTH SCABS AT EACH FACE. ATTACH AT 8'-0" O.C. WITH 6 (EA.) 1 Od BOX NAILS (0.128" x 3") PER SCAB: (3) AT CAP BOTTOM CHORD & (3) AT BASE TRUSS TOP CHORD. SCABS MAY BE STAGGERED 4'-0" O.C. FRONT TO BACK FACES. MINIMUM 2 (EA.) CONNECTIONS AT EACH TRUSS. OPTION # 1: TEE-LOK MULTI -USE CONNECTION PLATE. OPTION #2: APA RATED GUSSET. OPTION #3: 2X4 VERT. SCAB. ATTACH EACH PURLIN TO TOP CHORD OF BASE TRUSS. PURLIN & CONNECTIONS BY OTHERS. 2-PLY BASE TRUSS. (REFER TO TRUSS DESIGN DRAWINGS FOR ADDITIONAL INFORMATION.) PURLINS SPACED ACCORDING TO MAX. SPACING OF TOP CHORD OF BASE TRUSS. SPACING IS NOT TO EXCEED 24" O.C. & PURLINS TO BE LOCATED AT JOINT OF EACH BASE TRUSS. ** IMPORTANT NOTE ** THIS DETAIL IS VALID ONLY FOR 2-PLY BASE TRUSSES SPACED AT 24" O.C. OR LESS. Ryan Bays, P.E. 491231 4451 St Lucie Blvd, Suite 201 Fort Pierce, FL 34946 1`24/2021 TRUSS VALLEY SET (SHEATHING) STDL 05.0 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 Cl/- nr 0— GENERAL SPECIFICATIONS: 1. NAIL SIZE: 1 Od (3" X 0.131" ) 2. WOOD SCREW: 4Y2' SIMPSON NO. SDS25412 OR EQUIVALENT. 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSS. 4. INSTALL VALLEY TRUSS (24" O.C. MAX.) AND SECURE TO BASE TRUSS PER FIG. 05.Ob (BELOW). 5. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING PER NDS. 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SHEATHING SECURE VALLEY TRUSS W/ A SINGLE ROW OF 1 Od NAILS AT 6" O.C. ATTACH 2X4 CONT. 42 SYP TO ROOF WITH (2) SIMPSON NO. SDS25412 (0.25" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSS GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS SHEATHING SEE FIG. 05.Oc GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 TRUSS VALLEY SET STDL ` &0 Ili 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 FIG. O6.Oc GENERAL SPECIFICATIONS: 1. NAIL SIZE: 1 Od (3" X 0.131" ) 2. WOOD SCREW: 4y2' SIMPSON NO. SDS25412 OR EQUIVALENT. 3. INSTALL VALLEY TRUSS (24" O.C. MAX.) AND SECURE TO BASE TRUSS PER FIG. 06.Ob (BELOW). 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 5. NAILING PER NDS. 6. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. NO SHEATHING SECURE VALLEY TRUSS W/ A SINGLE ROW OF 1 Od NAILS AT 6" O.C. ATTACH 2X4 CONT. #2 SYP TO ROOF WITH (2) SIMPSON NO. SDS25412 (0.25" X 4.5") OR EQUIVALENT WOOD SCREWS INTO EACH BASE TRUSS. BASE TRUSS GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS NO SHEATHING SEE FIG. 06.Oc GABLE END, COMMON OR TRUSS GIRDER VALLEY TRUSS (TYP) BASE TRUSS TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES Ryan Bays, P.E. 491231 4451 St. Lucie BNd, Suite 201 Fort Pierce, FL 34946 f24/2021 TRUSS VALLEY SET (HVHZ) STDL 07.0 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 ATTACH VALLEY TRUSS TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT IMPORTANT NOTE: VALLEY TRUSS SPACING NOT TO EXCEED 48" O.C. TRUSS CRITERIA: WIND DESIGN PER ASCE 7-16: 170 MPH MAXIMUM MEAN ROOF HEIGHT: 30 FEET ROOF PITCH: 3/12 MIN. & 6/12 MAX. CATEGORY II BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAXIMUM TOP CHORD TOTAL LOAD: 50 PSF MAXIMUM SPACING: 24" O.C. (BASE & VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON TRUSSES SUPPORTING TRUSSES DIRECTLY BELOW VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'-10" ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING TO BE APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FIG. 07.Oc CLIP MAY BE APPLIED TO THIS FACE UP TO A 6/12 PITCH MAXIMUM. BOTTOM CHORD NOT BEVELED FIG. 07.Ob CLIP MAY BE APPLIED TO EITHER FACE WHEN BOTTOM CHORD IS BEVELED. BOTTOM CHORD WITH BEVEL CUT FIG. 07.Od CLIP MUST BE APPLIED TO — THIS FACE WHEN PITCH IS GREATER THAN 6/12 (NOT TO EXCEED 12"/12" PITCH). BOTTOM CHORD NOT BEVELED Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fart Pierce, FL 34946 12/2/2021 STANDARD GABLE ENDS STDL t80 VERTICAL STUD 2X4 L-BRACF NAILED W/ A A \ (4) 16d NAILS (2) 1 Od NAIL IN 2X6 2X6 SP OR SPF #2 DIAGONAL BRACE 16d NAILS SPACED AT 6" O.C. 2X6 SP OR SPF #2 HORIZONTAL BRACE NAILED TO 2X4 VERT. WITH (4) 1Od NAILS 2X4 SP OR SPF #2 VERTICAL STUD MEAN ROOF HEIGHT: NO GREATER THAN 30 FEET. EXPOSURE B / C ASCE 7-16 190 MPH 2'-0" MAX.4 DURATION OF LOAD INCREASE: 1.60 STUD DESIGN IS BASED UPON COMPONENTS AND CLADDING. BRACING CONNECTION IS BASED ON MWFRS. I. TOP & BOTTOM CHORDS SHALL BE A MINIMUM GRADE OF #2 MATERIALS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL SHALL BE PROVIDED BY PROJECT ENGINEER OF RECORD OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BUILDING ARCHITECT OR ENGIEER OF RECORD FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. 4. 'L-BRACES"SPECIFIED SHALL BE FULL LENGTH, SPF OR SP #3, OR BETTER WITH A SINGLE ROW OF IOd NAILS AT 6" O.C. SPACING. 5. DIAGONAL BRACING SHALL BE APPROXIMATELY 45" TO ROOF DIAPHRAGM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING 2X6 AND 2X4 AS SHOWN (REFER TO FIG. 08.0b( WITH 16d NAILS SPACED AT 6" O.C. HORIZONTAL BRACE SHALL BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (31 10d NAILS THROUGH 2X4 (REFER TO FIG. 08.0C). 7. GABLE STUD DEFLECTION SHALL MEET OR EXCEED L/240. 8. THE DETAILS SHOWN ON THIS PAGE DO NOT APPLYTO STRUCTURAL GABLES. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. 10d & 16d NAILS ARE 0.131"X 3.0" & 0.131" X 3.S' COMMON WIRE NAILS RESPECTIVELY. III. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 2018 BY SPIB/ALSC. MAXIMUM STUD LENGTH STUD DIAGONAL DIAGONAL MIN. STUD SPACING W/O BRACE 2X4 L-BRACE BRACE BRACES 2(EA.) AT 1 /3 POINTS 2X4SP#3/ IZ, O.C. 3-8-10 5-6-11 6-6-11 11-1-13 STUD 2X4 SP# I6" O.0 3- 3- 10 4- 9- 12 6- 6- 11 9- 10- 15 STUDUD . 2X 24"O.C. 2-8-6 3-11-3 5.4-12 8-1-2 STUD STUD 2X4 SP#2 12' O.C. 3- 10- 15 5- 6- 11 6- 6- 11 11- 8- 14 2X4SP#2 16, O.C. 3-6-11 4-9-12 1 6-6-11 10-8-0 2X4SP#2 24"O.C. 3-1-4 3-11-3 1 6-2-9 9-3-13 * 1'-0,. MAX. • DIAGONAL BRACES GREATER THAN 6'-3" REQUIRE 2X4 T-BRACE ATTACHED TO A SINGLE EDGE. FIG O8,Ob DIAGONAL BRACES GREATER THAN 12'-6" REQUIRE 2X4 I -BRACES ATTACHED TO BOTH EDGES. T-BRACE & I -BRACE SHALL BE 2X4 SPF #2 OR SP #2. FASTEN T-BRACE OR I -BRACE TO NARROW EDGE OF DIAGONAL BRACE WITH 1 Od NAILS @ 6" O.C. AND SHALL MAINTAIN EDGE DISTANCE NO LESS THAN 3". BRACING SHALL COVER 90%OF DIAGONAL LENGTH. 2'-0" O.C. *RUSS DIST. ROOF SHEATHING / (4) 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2X4 STD. SPF BLOCKING. (2) 10d NAILS PROVIDE 2X4 BLOCKING BETWEEN 1ST TWO TRUSSES AS NOTED. TOENAIL TO BLOCKING WITH (2) 1 Od NAILS AT EACH END. NAIL DIAGONAL BRACE TO BLOCKING W/(5) 10d NAILS (0.131" X 3"). 2X6 DIAGONAL BRACE SPACED AT 48" O.C. NAILED TO VERTICAL WITH (4) 16d NAILS & TO BLOCKING WITH (5) 1Od NAILS (0.131" X 3"). DIAGONAL BRACING AT 1 /3 POINTS AS REQ'D. HORIZONTAL BRACE (REFER TO SECTION A -A) END WALL Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fart Pierce, FL 34946 rl 1`W/2021 T-BRACE/ I -BRACE WITH 2X ONLY STDL 09.0 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 NOTES: • T-BRACING / I -BRACING SHALL BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. • T- & I -BRACING MUST COVER 90% OF WEB LENGTH. • T-BRACING MAY BE LOCATED ATTACHED, EITHER ABOVE OR BELOW WEB MEMBER. • THIS DETAIL IS NOT TO BE USED TO CONVERT T- / [-BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. NAILING PATTERN T-BRACE SIZE NAIL SIZE NAIL SPACING 2X4 OR 2X6 OR 2X8 10d 6" O.C. NOTE: NAIL ALONG ENTIRE LENGTH OF T-BRACE / I -BRACE (ON 2-PLY TRUSSES, NAIL TO BOTH PLIES). ACING BRACE At 3OVE WEB MEMBEI SINGLE PLY TRUSS BRACE SIZE SPECIFIED CONT. ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE 2-PLY TRUSS BRACE SIZE SPECIFIED CONT. ROWS OF LATERAL BRACING WEB SIZE 1 2 2X3 OR 2X4 2X4 T-BRACE 2X4 I -BRACE 2X6 2X6 T-BRACE 2X6 I -BRACE 2X8 2X8 T-BRACE 2X8 I -BRACE T-BRACE / I -BRACE SHALL BE SAME SPECIES AND GRADE (OR BETTER) THAN WEB MEMBER. WEB MEMBEI BRACE ATTACHED BELOW WEB MEMBER I -BRACE BRACES WEB :B MEME T-BRACE WEB MEMBER BRACE BELOW WFR AAFAARFR Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 LATERAL BRACING RECOMMENDATIONS STDL 10"0 ' 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 2X6 STRONGBACK FLOOR TRUSS NOTE: TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 "STRONGBACK" IS RECOMMENDED. LOCATED EVERY 8'-0" TO 10'-0" ALONG A FLOOR TRUSS. INSTALLATION NOTES: A. USE METAL FRAMING ANCHOR TO ATTACH TO TOP CHORD. B. ATTACH TO VERTICAL WEB WITH (3) 1Od NAILS (0.131" X 3"). BLOCKING IS RECOMMENDED BEHIND VERTICAL WEB WHILE NAILING TO STRONGBACK. C. ATTACH TO VERTICAL SCAB WITH (3) 1 Od NAILS (0.131" X 3"). D. ATTACH THROUGH OUTSIDE FACE OF CHORD TO EDGE OF STRONGBACK WITH (2) 412 X 3" WOOD SCREWS (00.216"). DO NOT USE DRYWALL TYPE SCREWS. E. ATTACH 2X4 VERTICAL SCAB TO FACE OF TRUSS. FASTEN TOP & BOTTOM CHORD WITH (2) 1Od NAILS (0.131" X 3") IN EACH CHORD. BLOCKING B.O. 4'-0" SPLICE (TYP) WALL B.O. THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE 4'-0" LONG SCAB CENTERED AT THE SPLICE AND JOINED WITH 1(2) 1 Od NAILS (0.131" X 3") EQUALLY SPACED. ALTERNATE METHOD: (TO BE USED ONLY WHEN STRONGBACK DOES NOT ALIGN WITH VERTICAL MEMBERS). OVERLAP STRONGBACK MEMBERS AT MINIMUM OF 4'-0" AND FASTEN WITH 1(2) 1 Od NAILS (0.131" X 3") STAGGERED AND EQUALLY SPACED. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 '12/1/2021 LATERAL TOE -NAILING STDL 11.0 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772) 409-1010 NOTES: l . TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 450 WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN). 2. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. TOE -NAIL SINGLE SHEAR VALUES PER NDS 2018 (LBS/NAIL) LENGTH 0 DIA. SP DF HF SPF SPF-S 0.131 88.1 80.6 69.9 68.4 59.7 3Y2 0.135 93.5 85.6 74.2 72.6 63.4 0.162 118.3 108.3 93.9 91.9 80.2 0.128 84.1 76.9 66.7 65.3 57.0 3Y4' 0.131 88.1 80.6 69.9 68.4 59.7 0.148 106.6 97.6 84.7., 82.8 72.3 0.120 73.9 67.6 58.7 57.4 50.1 0.128 84.1 76.9 66.7 65.3 57.0 3„ 0.131 88.1 80.6 69.9 68.4 59.7 0.148 106.E 97.6 84.7 82.8 72.3 VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. (3) 16d NAILS (0.162" X 3.5") WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 84.5 (LB/NAIL) X 1.15 (DOL) = 291.5 LB MAX. CAPACITY. THESE DETAILS ARE ONLY APPLICABLE TO THE THREE END DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. NEAR SIDE NEAR SIDE SIDE VIEW (2X3) 2 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE SIDE VIEW SIDE VIEW (2X4) 3 NAILS (2X6) 4 NAILS b o 4So Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 UPLIFT TOE -NAILING STDL 412'0 ' 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 p72j 409-1010 NOTES: l . TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 300 WITH THE MEMBER AND STARTED 1 /3RD THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIES WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. TOE -NAIL WITHDRAWAL VALUES PER NDS 2018 (LBS/NAIL) LENGTH O DIA. SP DF HF SPF SPF-S 0.131 59 46 32 30 20 3Y2 0.135 60 48 33 30 20 0.162 72 58 39 37 25 0.128 54 42 28 27 19 3Y4' 0.131 55 1 43 29 28 19 0.148 62 48 34 31 21 0.120 46 36 25 24 16 0.128 49 38 26 25 17 3„ 0.131 51 39 27 26 17 0.148 1 57 1 44 31 28 1 20 FAR SIDE SIDE VIEW DE T.( VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: (3) 16d NAILS (0.162" X 3Y2') WITH SPF SPECIES TOP PLATE. FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LBS/NAIL) X 1.60 (DOL FOR WIND) = 148 LBS MAX. ALLOWABLE UPLIFT REACTION DUE TO WIND. FOR WIND DOL OF 1.60: 3 (NAILS) X 37 (LBS/NAIL) X 1.60 (DOL FOR WIND) = 177 LBS ALLOWABLE UPLIFT REACTION DUE TO WIND. IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LBS (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. *USE (3) TOE -NAILS ON 2X4 LBW. **USE (4) TOE -NAILS ON 2X6 LBW. T.( END VIEW END VIEW END VIEW (3" NAIL) (3Y4' NAIL) (V' NAIL) VIEWS SHOWN ARE FOR ILLUSTRATIVE PURPOSES ONLY. T.O.P. Ryan Bays, P.E. 9 91231 4451 SL Lucie Blvd, Suite 201 Fort Pierce, FL 34946 "1"24/2021 2X2 NAILER ATTACHMENT STDL 13.0 NOTES: 1. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHOULD BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS 4451 ST. LUCIE BLVD. RECOMMENDATIONS. FORT PIERCE, FL. 34946 (772)409.1010 ATTACHED AS FOLLOWS: NEW 2X2 SP #3 ATTACHED TO OVERHANG USING, AT MINIMUM, (3) 1 Od NAILS (0.131" X 3"). Ryan Bays, P.E. 491231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 ALTERNATE BRACING FOR EXTERIOR FLAT GIRDER TRUSS STDL `14`.0 NOTES: Y 1. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHOULD BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD AND PER NDS 4451 5T. LUCIE BLVD. RECOMMENDATIONS. FORT PIERCE, FL. 34946 (772)409-1010 4" O.C. '.Y) TION i) :ACES 24' O.C. L.AILIRI\.IIR I L!\1 .BIRDER Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 1M24/2021 BROKEN CHORD, WEB REPAIR & DAMAGED/ MISSING SPLICE PUS STDL 15.0 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 DO NOT USE REPAIR FOR JOINT SPLICES. TOTAL NAILS MAXIMUM FORCE (LBS) 15% LOAD DURATION EACH SIDE OF BREAK* X SP DF SPF HF 2X4 2X6 (INCH) 2X4 2X6 2X4 2X6 2X4 2X6 2X4 2X6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 4347 *DIVIDE EQUALLY FRONT AND BACK. ATTACH 2X_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 1 Od NAILS, 2 ROWS FOR 2X4 & 3 ROWS FOR 2X6, SPACED AT 4" O.C. AS SHOWN (0.131" X 3"). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR NET 2" O.C. SPACING IN THE MAIN MEMBER. USE A MINIMUM 3" MEMBER END DISANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C= PLATE LENGTH FOR SPLICE REPAIRS). THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L= (2)X +C. G QA 1 Od NAIL NEAR SIDE. © 1 Od NAIL FAR S 3 IX BREAK X (MIN) BREAK TRUSS CONFIGURATION & BREAK LOCATIONS FOR ILLUSTRATION ONLY. BREAK 6" (MIN) THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED 'X' DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE ABOVE SKETCH). 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REQUIRED. WHEN THE REQUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLYING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS AND/ OR SPLICES. 5. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2X_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN 3 BROKEN MEMBERS. Ryan Bays, P.E. 1t91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 12/2/2021 SCAB APPLIED OVERHANG STDL �16:0.�I 4451 ST. LUCIE BLVD. FORT PIERCE, FL. 34946 (772)409-1010 NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHAN( HAS BEEN BROKEN OR DAMAGED. TRUSS CRITERIA: LOADING: DURATION FACTOR SPACING: TOP CHORD: ROOF PITCH: HEEL HEIGHT: 40-10-00-10 1.15 24" O.C. 2X4 OR 2X6 4:12 TO 12:12 STD. HEEL, UP TO 12" ENERGY HEEL END BEARING CONDITION 1. ATTACH 2X_ SCAB (SPF, HF, SP, DF #2 GRADE MIN.)TO SINGLE FACE OF TRUSS WITH 2 ROWS OF 1 Od COMMON WIRE NAILS (0.148" X 3") AT 6" O.C. 2. END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING SCABS, USE BACKUP WEIGHT AS RECOMMENDED TO AVOID LOOSENING OF CONNECTOR PLATES AT JOINTS AND/ OR SPLICES. �--- 24" MAX. IMPORTANT NOTE: DETAIL TO BE USED ONLY WITH TRUSSES MEETING THE FOLLOWING CRITERIA: • SPAN IS LESS THAN 40'-0" &... • 24" O.C. SPACING MAX. &... • PITCH AT 4:12 TO 12:12 &... • 'TOP CHORD TOTAL LOAD NOT EXCEEDING 50 PSF. TRUSSES NOT MEETING THESE CRITERIA SHOULD BE EXAMINED INDIVIDUALLY. REFER TO INDIVIDUAL TRUSS DESIGN DRAWINGS FOR PLATE SIZES AND LUMBER GRADES. Ryan Bays, P.E. # 91231 4451 St. Lucie Blvd, Suite 201 Fort Pierce, FL 34946 FDOH in St. Lucie County Environmental Health Site Plan Approved for Construction Supercedes All Previous_ Site Plans for OSTDS # Well # Date: Reviewer: SQUARE FOOTAGE GARAGE:7aBi.FROM PORCH: e09.F. IOTAL:VOLUME UNDEANR 12800CLLFi. + 7? EGRE69 W1N[KPW 4 CONCRETE , I�d' lTC Aap � AAe e-FRONTENTRV S-O'x IV-c A1TCACCESS V N I ar-D•Xta-a• AHU N COFFERED I I BATHROOM 11 b I CEllO10 �J ra-urx II-.I- ffEn1 FLOOR PLAN A-1,D SCALE17aX30XI9--I--W 9.TBATHROOMe'-9' X17-P y///�,�\��p1CMENfOWNOROOM 17-0'X15-91? yr PROTEGTIYE&� 0.ES9WINDOW [a EGRE99WelDOW NGTeeuLDEnTo caoaowATeauamaoR RNIBNfIEMBVADIOWNE(iOWTffATOBE'IECPALL FlXTUREB. CAeD+ETB, APPWNCE&COUNFERS, COLORS, ETG exa CONCRETE PAOa�eLosEr�-rxa-ss-r rwno rntrtaFlto EON: Habitat for Hamanitr 1 TNESfi OOC1X16Ni8 CONTNNNiC1e7ECTURAL BriBOLB UBEO FORGRAPNIC PURP08E8 OPLV. 6Qe AND LOGTON MAV VARYTO MEET MANUFACTURERS 'SPEORG710N9. OO NOTSGLEORAWING9. PLFI166 CWJPACTOE9GNER W RN ANYQUESTIONS REGARDING DIMENSIONS. DRAVNNONOTICE: THESE DONNIENRAII! ODNFlOFNPIALAND AAFiNE 501E PROPERTYOP WIIOIE MOUSE FNGINFEIUNG LICANDFMV NOT at REPROOUM, gSSEAVMTE00R PlO61NBUTED W RNOUT THE NP RESS NIIUFTEN CONHNT OP YMOL! NOUefi ENDINEFRING UC 1 I�PROJECT NUMBER: EDm REVISIONS:' DESCPoPTION DATE BY FOR PERLIIT DSRVte[t RB SITE NAME: HIBSICUS SITE NUMSER: 8007 HIBISCUS RD 8007 HIBISCUS RD FORT PIERCE, FL 34951 I FLOOR PLAN I Im 91-r SHEET NUMBER: A - 2.4