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HomeMy WebLinkAbout5910 17th StDESIGN AND WIND CRITERIA (FBC 7th EDITION 2020 RESIDENTIAL) Basic Wind Speed (V) 140 mph Building Classification "RISK" Category II Wind Importance Factor (1) 1 Wind Exposure B Internal Pressure Coefficient (GCpl ) + / - 0.18 DESIGN WIND PRESSURE FOR EXTERIOR COMPONENT AND CLADDING MATERIALS ASCE 7 - 16 Doors 41.75 psf Windows 49.25 psf NOTE: THIS BUILDING HAS BEEN DESIGNED TO RESIST WIND INDUCED SHEAR AND UPLIFT FORCES, AS SPECIFIED TO COMPLY WITH THE FLORIDA BUILDING CODE 7th EDITION 2020 RESIDENTIAL, SECTION R 301.2.1.1 WITH A (3 SECOND WIND GUST). Construction-- type:. Type V - B Property address:. 5910 17th Street Zephryhills, Florida 33542 Tax folio number: 11-26-21-0010-04800-0200 ATC Hazards by Location Print these results ASCE 7-16 MRI 10-Year MRI 25-Year MRI 50-Year MRI 100-Year Risk Category I Risk Category 11 Risk Category 111 Legal description:. CITY OF ZEPHYRHILLS PB 1 PG 54 LOTS 20 21 & 22 BLOCK 48 L Save these results 79 92 103 113 128 A 137 A 146 mph 18th Ave 9 Zack's Oak Side Mobile Park Naomi Ave Zephyr Lodge No 198 F.&A.M North Ave Iges & Carle PA ��, ve 1 avr P f r � r 13`r PS e Crescent Dr s v o North Ave North Ave r V Bri-Tech Air e Conditioning Tune Up... St Elizabeth Episcopal Church 18th Ave s � Heritage Cir Heritage Cis Ner/tage, Green Dr Parkhill Terrace QCypress G 4 Apartmen o 4 North Ave North Ave r Azaleas Alf s T N D j 12th Ave 0 o V) �e Mike's Superior TV 1,`rcc Pie v Public Health Solutions 4 01. 1Pie 10th Ave 10th Ave o JJW Gentlemen variety store to toe RB Stewart Middle School 9th Ave N 0 11 th Ave N 0 Er 10th Ave N U N 9th,q`e Scope of work:. A truck ran into the front of the house. The exterior concrete block wall will be rebuilt in this area ALL WORK SHALL COMPLY WITH PPE ,,� i1 W( CODESFLORIDA BUILDING CODE. NATIONAL ELECTRIC CODE, AND THE CITY OF ;ZEPHYRHILLS ORDINANCES REVIEW DATE NOV 0 0 2023 CITY OE ZEPH YRHIL, ._ PLAN EX q^ ,jINER Sheet index: All sheets within the sheet index have been reviewed for code compliance and are hereby considered digitally signed / sealed by the engineer of record. Cover sheet S-1 Structural details A - 1 Building plans S-2 Structural details A - 2 Building plans S-3 Structural details A - 3 Building plans S-4 Structural details S-5 Structural details S-6 Structural details S-7 Structural details REVISIONS NO I DATE I DESCRIPTION rn V C o v Cn U .L_ O O c o tV u- o( a a)00 L_ +ri p O CZ � r 0 70 . � C th a L 0 C C C CZ a1 a C CM rM/�—/.y � 00 L � 0 D N E 0 V C O 0)o .� O � � CQ 3 a {V r C) O 1 N C E r .O U O U Q� o W M s a 2 E m Cl a) -0 OU U U p� aQ CO O M m0 UNLL D U C Q C) r CD ECD o¢C,0� ct3 V1 p� M -C .> V) C M O N = C ` a) U L.L C E c ` ���o 0 U LL (i 0 O U > O O L = Cn U p) U C (n V) v, a C c9 N O Q N O LEQ ��ct3 3 o-4z N LO M �LL Q) o- (y)� (D �- > o N U N Cc Cq CD JOB NO. 5910 17th Street DATE August 25, 2023 DRAWN BY Daniel M. Ossman SHEET NO. Cover 1M Window and Door Schedule No. Type Size Notes Door or Florida Window Product Manufacturer Approval Name Number 1 Exiling window io variss WA WA NIA 2 ExISS" door to r+anoin VarMs N/A MIA N/A 3 MsuMed eexiarior 36" x td" Now door T^herma - Tru FL 13459.1 R6 door v 4 Horbm" sliding window 72" x 4r Now window PGT Industries FL 1844.2 R25 5 Horizontei sliddin 72" x 36" Reese exi" PGT Mrduskies FL 1844.2 R25 wh�dow window or Insiell now window 1. ALL EXTERIOR DOORS AND WINDOWS SPECIFIED ARE "IMPACT RESISTANT". 2. PROTECTION OF OPENINGS SHALL CONFORM AND MEET REQUIREMENTS AS SET FORTH IN FBC 7th EDITION (2020) RESIDENTIAL, SECTION R 301.2.1.2 3. Any products that are substituted, must meet or exceed products specified. Contractor "MUST" provide data to building inspector at time of inspection. 4. Contractor "MUST FIELD VERIFY" all existing openings specified on this project, then coordinate with manufacture before purchasing any doors and / or windows. Daniel M. Ossman Drafting Service, Inc. "IS NOT" responsible for any errors in sizes, in the door / window schedule. SECTION 101.1 These regulations shall be known as the Florida Building Code, Existing Building, hereinafter referred to as "this code." In addition to the provisions of this chapter, the provisions of Chapter 1, Florida Building Code, Building, shall govern the administration and enforcement of this code. SECTION 101.2 The provisions of the Florida Building Code, Existing Building shall apply to the repair, alteration, change of occupancy, addition to and relocation of existing buildings. SECTION 901 Level 2 alterations as described in Section 603 shall comply with the requirements of this chapter. The 2020 Florida Building Code - Existing Building 7th Edition. This would also include any addition to the existing house. It is it►• responsible of the General Contrac W to make a field inspection to verify all existing field conditions and rnearurrements with proposed plans for accuracy, befcxle distributing own to any and all trades. General Contractor will be held liable if these inaccxxacies are "NOT' subrniftd in writing to Daniel M. Osman Drafting Service, Inc. before the distribution of plans. Daniel M. Osman Drafting Service, Inc. "WILL NOT" be hell Mbie for any inaccuracies in dimensions with existing field cor►cMions or other trades on proposed plans. �' . •AIVAU• • EXTERIOR FINISH: 1/2" Portland cement plaster stucco finish over concrete block. Inside of structure to be finished with P.T. furring strips @ 16" o.c., 1/2" drywall and R - 4.2 insulation. Portland cement plaster must be applied in compliance with R703.7.2. All of the above are in reference with FBC 7th Edition 2020, and ASTM Section C-926. 107a 0 0 Existing carx"te block waft to remain. Exisft 2 x frame wall to remain Area of rebu#t exterior concrete block wall. Finish the inferior with 1/2" drywall over min. R - 4.2 insulation over P.T. fun*V strips For all "exterior walls" use 2 x 4 studs Q 16" o.c. and fish with 1/2" dryw*N over min. R -13 insulation. For all "interior wails" use 2 x 4 studs 4124" o.c. and finish with 1/2" drywall. Provide min R - 13 insulation for all adjacent wells or any other locations than are required by code. 0 0 0 0 0 0 K9.10IJ 9 i to]; I 6A truck hit the front of the house and dernaged to *xWior concroe biock wall. See wall legend for specific am - The intsrw frarm wak and roof sbucture "DID NOT" any sustained any darnage mid Vws w# rernein. The frord porch wrougft iron cc4umn will be replaced - The front porch and carport wood bearm *own to be undarnaged, once contractor staft conebucbm if wood boom rood replaced he will replace size of size. 5. There is "NO" mechanical and / or plu nbing work required. •• a r•s r _• • • • �• a • • • ••• Exterior masonry walls. R - 4.2 Insulation min. Ceilings: R - 38 Iran min. 1/2" Drywall on all ir11arior wails 5/8" Drywall on aN W* for ceiNrgs C. Paint interior and exterior of house. E. Replace shingles "as" needed LIVIJL,(zM O��►.IT� ED FPO 0 0 5TO e E C.DA9 PO ZT Co Mote: At ail plumbing walls use 2 x 6 studs to allow for QEP ACE E141 ST ver*Wffion plumbing stacks. W V.O Li I Flo ST L J -0 �, 4 24•1 EXISTING FLOOR PLAN LAYOUT SCALE: 1/4" = 1'- 0" REVISIONS NO DATE DESCRIPTION C c c — 4 21 a 4 saw Z U. � a r m a °0 C o t, J O C C C t V C .2 �c a1e. � � 0 N 30 N 2+ N . . aV� o) ECO) NU-m A Q _� �00 U. 06 7 >% m o v �i tL cm a Cn Q c7� 0.0 N M. - 0 N (D M U) � Z � �0 0 (� O L Z T CL Q N J m C_) C11 c.0 Q JOB NO. 5010 17TH STREET DATE AUGUST 25, 2023 DRAWN BY Daniel M. Ossman SHEET NO. A-1 Single top plate use Simpson "H3" uplift #400 Double toy nlato i ica -qimncnn "H7 FA i inlift ft7nn Single 2 x 8 PT top plate attached w/ 112" anchor bolts @ 24" o.c. Simps Uplift I #5 rebar (min.) Connection Schedule Manufacturer Model No. Uplift # FI Product Location / Use Name Approval Number Simpson HETA20 #1810 FI 11473.4 Roof structure connection to Strong Tie exterior concrete block wall. "OPT" roof structure Simpson H3 #400 FL 10456.3 connection to a single 2 x 8 top Strong Tie plate and / or existing wood beam "OPT" roof structure Simpson H2.5 #700 FL 10456.3 connection to a double 2 x 8 Strong Tie top plate and / or existing wood beam Note: 1. Any products that are substituted, must "MUST" or "EXCEED" products specified. Contractor "MUST" provide data to building inspector at time of inspection. Only truss company can modify hurricane clips and connections specified and must coordinate with General Contractor with any changes to plans. Florida Product Approval Product Category Manufacturer Cast - Crete Approval Number FL 158.1 R12 Precast Concrete Lintel Asphalt Shingles GAF Materials Corp FL 10124.1 R29 Ridge Vents GAF Materials Corp FL 6267.1 R17 Weatherproofing Roofing Owens Corning FI 9777.2 R16 Underlayment Vented Vinyl Soffit Kaycan FL 24564.3 R5 Note: 1. Any products that are substituted, must meet or exceed products specified. Contractor "MUST" provide all product data to building inspector at time of inspection. NOTE: Match existing roof structure connection. See connection schedule and optional details for different field conditions. I 1' i l I ! e'- °-O if — 4- � 71- 4� 24 FOUNDATION PLAN SCALE: 1/4" = 1' - 0" REVISIONS N01 DATE I DESCRIPTION rn v c M 0 0 ,� c 0 N U- QD o C (1) a�00 C�'� E ' J c� O i M M c i p c M J C c }, r N M70 � L W C) v U 0 0)o L W .M to M rn 0 (y) N �o N To � QN c E c O U Cif Uj M � -� -0 : Q cM r'- r- E Co p. a) oU U -0 Q� m0 U�LL� ^c 0` � r- �✓ ` L CD r ) Q r a CD' a? �� E� E� L CO a)Q M cD N N M3: 1) • H A m N _ C M O N C Q V LL c M N 0-0 >' L o � O �� -0 .0 o N LL M �> o�oM _ Z. =3 U m N oo�I N C U L Ni M QF- L E Q (n M c0 +-+ N v) t� Z U70 _O J 4-j LL r O Z .� Q L-) N m M C--1 O CAI 01 t� JOB NO. 5910 17TH STREET 1 DATE 'AUGUST 25, 2023 DRAWN BY I Daniel M. Ossman SHEET NO. A 2 ■ SMOKE ALARMS: Per section R 314 for all alterations, repairs and additions. When interior alterations, repairs and additions requiring a permit occurs, or when one or more sleeping rooms are added or created in an existing dwellings, the individual dwelling unit shall be provided with a smoke detector located as required for new dwellings; the smoke detector shall be interconnected and hard wired. All existing bedrooms and within 10' - 0" outside of the bedroom as well. CARBON MONOXIDE ALARMS: Per section R 315.1 Every separate building or an addition to an existing building for which a permit for new construction is issued and having a fossil -fuel -burning heater or appliance, a fireplace, an attached garage, or other feature, fixture, or element that emits carbon monoxide as byproduct of combustion shall have an operational carbon monoxide alarm installed within 10 feet of each room used for sleeping purposes. Exception: This section shall not apply to existing buildings that are undergoing alterations or repair unless the alteration is an addition as defined in Section R315.1.3. LEC-TEND 6 1XV DIe= OUTLET © GE uw FAN mwinmim GTdb IZOV DUPLEX Ovnzr eXt"T FAN AaO'VE GOAM TOP i.WV DUPLEX OUTLET ® SMOKZ M-=TOR WITH WATERPROOF Govm MM JACK ib 6ROtMD 19AtA.T tNTER+canm ® 5PRl im TM 6 Gov avw&TY ar w ®POAM PANG 51°6GALTY DIR6GT WIRE ® PUSH BUTTON SWITCA ® 04W O WXM OM FIXTURE ® A!G SUPPLY e R cam GAN FIXTURE DIREGnom. fLOOD L16►HT5 FLOURlrSaff FIXTURE- 2 LAWS ® WGURITY PANEL WITHOUT LENS ® SECURITY KEY PAD M4VI J FL0IXiE5GENT FIXTURE- 6240 CARBON MONOXIDE MILINO MOUNT FIXTURE DETECTOR WALL MOUNT FIXTURE ELECTRICAL NOTES: 1 Provide and install locally certified smoke detectors as required by National Fire Protection Association (NFPA) and meeting the requirements of all governing codes. 2 Provide and install Ground Fault Circuit - Interrupters (G.F.I.) as required by the National Electrical Code (NEC) and meeting the requirements of all governing codes. 3 Provide and install Arc Fault Circuits (ARC) in All bedrooms as required by the National Electrical Code (NEC) and meeting the requirements of all governing codes. 4 Unless otherwise indicated, install switches and receptacles at the following heights above the finish floor as follows: SWITCHES: 42" OUTLETS: 14" TELEPHONE: 14" TELEVISION: 14" Electrical layout is schematic only. This electrical layout hereby complies with The National Electrical Code (NEC), or NFPA 70, and The 2020 Florida Building Code - Residential 7th Edition. Electrician "MUST" coordinate with general contractor and / or owner before the installation of all fixtures. ELECTRICAL LAYOUT SCALE: 1 /4" = 1' - 0" REVISIONS NO DATE DESCRIPTION rn v 4) C c o w - M Q� c -o 2 o c O N Cc as 0 E y C00 ui Y c�� '0 o to o c� y .` J c 0)g E N t/? .. p c 0 1- O Co e W (Da c C/5 3 tl a, 0 M (V 30 0 a >, cEc.c co 0 in = M w .� rn coo �j N M �8"8CD a 0 0 N LL (D C L LO c >�ma�i £QCo M co3: ( HCM M c coo v =0: °o m ALL. c a� ui _' 0� L N O v :S O L o = .0 o �U- .oa a� and o0Or = V 2 C N 2- 0 C � N N M N V � � O V � fl. N M N Oa N Z Q .O U) 0 O z �_ C. L N J m L� CV JOB NO. 5910 17TH STREET DATE AUGUST 25, 2023 DRAWN BY Daniel M. Ossman SHEET NO. A-3 'V I REVISIONS NOI DATE I DESCRIPTION TABLE R301.2(2) l' COMPONENT AND CLADDWI LOADS FOR A BUB.DNMG WnW A MEAN ROOF HE1Wff OF 30 FEET LOCATED W 0WWM B (ASO) (tea, b, c, d, e, f Z0W EFFECTUVE WIND AREA ULTNUVE DOM WIND >iPEED, VULT OWN 115 120 130 140 180 180 170 180 Poe Neg Poe Nag Pos Nay Poe Nay Poe Nay Poe I Nay Poe I Nay Pas I Nay 1, 1-9 10 10.0 -22.7 10.0 -24.8 10.0 -29.1 10.0 23.7 10.0 -38.7 11.2 -44.0 12.7 -49.7 14.2 -56.7 1, 1-9 20 10.0 -202 10.0 -22.0 10.0 -25.8 10.0 -29.9 10.0 -34.4 10.5 -39.1 11.9 -44.1 13.3 -49.5 1, 1-9 50 10.0 -16.8 10.0 -18.3 10.0 -21.5 10.0 -24.9 10.0 -26.6 -29.9 -32.5 10.8 -36.7 122 -41.2 1,1-9 100 10.0 -14.31 10.0 -15.5 10.0 -18.2 10.0 -21.2 MO -24.3 -29.9 -27.6 10.0 -312 11.3 -36.0 2 10 10.0 -30.0 10.0 -32.7 10.0 -38.3 10.0 -44.5 10.0 -51.0 112 -58.1 12.7 -85.8 14.2 -73.5 Gable 2 20 10.0 -26.7 10.0 -29.1 10.0 -34.2 10.0 -39.6 1 10.0 -45.5 10.5 -51.8 11.9 -58.4 13.3 -86.5 Root 0 so 7 � -me2 2 50 10.0 -22.4 10.0 -24.4 10.0 -28.8 10.0 -332 10.0 -38.1 -29.9 -43.3 10.8 -0.9 12.2-54.8 100 10.0 -19.1 10.0 -20.8 10.0 -24.4 10.0 -26.3 10.0 -32.5 10.0 -37.0 10.0 -41.81 11.3 -46.8 3 10 10.0 -40.9 10.0 -44.5 10.0 -52.2 10.0 -80.6 10.0 -89.6 112 -79.1 12.7 -89.4 142 -100.2 3 20 10.0 -34.4 10.0 -37.4 10.0 -43.9 10.0 -50.9 1 Q0 -58.4 10.5 1 -86.5 11.9 -75.1 13.3 -842 3 50 10.0 -25.6 10.0 -27.91 10.0 -32.8 10.0 -38.0 10.0 -43.6 10.0 -49.6 10.8 -56.0 12.2 -62.8 3 100 10.0 -19.1 10.0 -20.8 10.0 -24.4 10.0 -28.3 10.0 -32.5 10.0 -37.0 10.0 -41.8 11.9 -46.8 1,20 10 10.6 -26.4 11.8 -28.7 13.6 -33.7 15.8 -39.1 1&1 #.9 20.6 -51.0 23.3 -57.6 26.1 -64.6 1.20 20 10.0 -26.4 10.0 -28.7 11.7 -33.7 13.6 -39.1 15.6 -44.9 17.8 -51.0 20.1 -57.6 22.5 -84.8 1,29 50 10.0 -16.1 10.0 -17.5 10.0 -20.6 10.8 -23.8 12.3 -27.4 14.0 -31.1 15.9 -36.2 17.8 -39.4 1,29 100 10.0 -8.2 10.0 -9.0 10.0 -10.5 10.0 -12.2 10.0 -14.0 112 -15.9 12.7 -18.0 142 -202 2n, 2r, 3s 10 10.6 -36.5 11.6 -41.9 13.6 -49.2 15.8 -57.0 18.1 -65.4 20.6 -74.5 23.3 -64.1 26.1 -94.2 Gable Roof > 7 2n. 2r, 39 20 10.0 -332 10.0 -36.2 11.7 -42.4 13.6 -49.2 15.6 -56.5 17.8 -64.3 20.1 -72.6 22.5 -81.4 to 20 � 2n, 2r, 50 10.0 -26.2 10.0 -28.5 10.0 -33.5 10.8 -38.8 12.3 -44.6 14.0 -50.7 15.9 -57.2 17.8 -642 2n, 2r, 35 100 10.0 -20.9 10.0 -22.8 10.0 -26.7 10.0 -31.0 10.0 -35.8 11.2 -40.5 12.7 -0.7 14.2 -51.3 3r 10 10.6 -45.7 11.6 -49.8 13.6 -58.4 15.8 -67.8 18.1 -77.8 20.6 -88.5 23.3 -99.9 26.1 -112.0 3r 20 10.0 -39.21 10.0 -42.7 11.7 -50.1 13.6 -58.1 15.6 -68.7 17.8 -75.9 20.1 -85.6 22.5 -96.0 3r 50 10.0 -30.5 10.0 -33.2 10.0 -39.0 10.8 -45.2 12.3 -51.9 14.0 -59.0 15.9 -86.6 17.8 -74.7 3r 100 1 10.0 -24.0 10.0 -26.1 10.0 -30.6 10.0 -35.5 10.0 -40.8 11.2 -46.4 12.7 -52.3 14.2 -58.7 1, 2s 10 10.8 -20.3 11.6 -22.1 13.6 -26.0 15.8 -30.1 18.1 -34.8 20.6 -39.3 23.3 -44.4 26.1 -49.8 1,2* 20 10.0 -20.3 10.0 -22.1 11.7 -26.0 13.6 -30.1 15.6 -34.6 17.8 -39.3 20.1 -44.4 22.5 -49.8 1, 2e 50 10.0 -17.3 10.0 -18.8 10.0 -22.1 10.8 -25.8 12.3 -29A 14.0 -33.5 15.9 -37.8 17.8 -42.4 192e 100 10.0 -14.9 10.0 -18.2 10.0 -19.0 10.0 -22.1 10.0 -25.3 11.2 -28.8 12.7 -32.51 14.2 -36.5 2n, 2r, 39 10 10.8 -32.4 11.6 -35.3 13.6 -41.4 15.8 -48.0 18.1 -552 20.6 -82.8 23.3 -70.8 26.1 -79.4 Gable Roof > 20 2n, 2r, 20 10.0 -26.4 10.0 -31.0 11.7 -36.3 13.6 -42.1 15.6 -48.4 17.8 -55.0 20.1 -62.1 22.5 -W.6 to 27 2n, 2r, 50 10.0 -23.1 10.0 -25.2 10.0 -29.5 10.8 -34.2 12.3 -39.3 14.0 -44.7 15.9 -50.5 17.8 -56.6 2n, 2r, 39 100 10.0 -19.1 10.0 -20.8 10.0 -24.4 10.0 -28.3 10.0 -32.5 11.2 -37.0 12.7 41.8 14.2 46.8 3r 10 10.6 -38.5 11.6 -41.9 13.6 48.2 15.8 -57.0 18.1 -65.4 20.6 -74.5 23.3 -84.1 26.1 -942 3r 20 10.0 -W.4 10.0 -35.3 11.7 -41.4 13.6 -0.0 15.6 -552 17.8 -62.8 20.1 -70.8 22.5 -79.4 3r 50 10.0 -24.0 10.0 -26.1 10.0 -30.8 10.8 -85.5 12.3 -40.8 14.0 -0.4 15.9 -52.3 17.8 -56.7 3r 100 10.0 -24.0 10.0 -26.1 10.0 -30.6 10.0 -35.5 10.0 -40.8 11.2 -46.4 12.7 -52.3 14.2 -56.7 1, 2s' 2r 10 13.1 -24.0 14.2 -20.1 16.7 -30.6 19.4 -35.5 22.2 -Q.$ 26.3 -48.4 26.5 -52.3 32.0 -56.7 1.2s, 2r 20 11.6 -20.3 12.8 -22.1 14.8 -26.0 17.2 -30.1 19.8 -U.6 22.5 -W.3 NA -44.4 28.5 -49.8 1,2*, 2r 50 10.0 -15.5 10.5 -16.9 12.4 -19.8 14.3 -22.9 16.5 -26.3 18.7 -30.0 21.1 -33.8 23.7 -37.9 Garble 1, 2e' 100 10.0 -11.9 10.0 -12.9 10.5 -15.1 122 -17.6 14.0 -202 16.9 -22.9 18.0 -25.9 202 -29.0 Roof > 27 to 45 2n, 3r 10 13.1 -26.4 14.2 -28.7 16.7 -33.7 19.4 29.1 1 222 -44.9 25.3 -51.0 26.5 -57.6 32.0 -04.6 2n, 3r 20 11.6 -23.61 12.6 -25.7 14.8 -30.1 1 17.2 -34.9 19.8 -40.1 22.5 -45.8 25.4 -51.5 26.5 -57.8 2n, 3r 50 10.0 -19.91 10.5 -21.6 12A -25.4 14.3 -29.4 18.5 -33.8 18.7 -38.4 21.1 -43.4 23.7 -48.6 2n, 3r 100 10.0 -17.1 10.0 -18.6 10.5 -21.8 12.2 25.3 14.0 -29.0 15.9 -33.0 18.0 -37.3 20.2 -41.8 3a 10 13.1 -32.4 14.2 -35.3 16.7 -41.4 19.4 48.0 22.2 -552 25.3 -WA 28.5 -70.8 32.0 -79.4 3e 20 11.6 -28.8 12.6 -31.3 14.8 -38.8 17.2 -42.7 19.8 -49.0 22.5 -56.7 26.4 -02.9 28.5 -70.5 3e 50 10.0 -24.0 10.5 -26.1 12.4 -30.6 14.3 -35.5 18.5 -40.8 18.7 .46.4 21.1 -52.3 23.7 -58.7 3e 100 10.0 -20.3 10.0 -22.1 10.5 -26.0 12.2 -30.1 14.0 -34.6 15.9 -39.3 18.0 -44.4 20.2 -49.8 4 10 14.3 -15.5 15.5 -16.9 162 -19.8 21.2 -22.9 24.3 -26.3 27.6 -WA 31.2 -33.8 35.0 -37.9 4 20 13.6 -14.8 14.8 -18.1 17.4 -19.0 20.2 -22.0 23.2 -252 26.4 -28.7 29.8 -WA 33.4 -36.3 4 50 12.8 -14.0 13.9 -15.2 16.3 -17.9 19.0 -20.7 21.8 -231 24.8 -27.1 27.9 -30.6 31.3 -34.3 4 100 12.1 -13.3 13.2 -14.5 15.5 -17.1 15.0 -19.8 20.6 -22.7 23.5 -25.8 26.5 -29.2 29.7 32.7 500 10.8 -11.9 11.8 -12.9 13.6 -15.1 15.8 -17.8 18.1 -202 20.6 -22.9 23.3 -25.9 28.1 -29.0 Walk4 5 10 14.3 -19.1 15.5 -20.8 18.2 -24.4 21.2 28.3 24.3 -32.5 27.6 -37.0 31.2 -41.8 35.0 -46.8 5 20 13.6 -17.8 14.8 -19.4 17.4 -22.8 20.2 -26.4 2&2 -30.3 26.4 -34.5 29.8 -38.9 33.4 -,M6 5 50 12.8 -16.1 13.9 -17.6 16.3 -20.8 19.0 -23.9 21.8 -27.S 24.8 -312 27.9 -35.3 31.3 -39.5 5 100 12.1 -14.8 13.2 -16.1 15.5 -19.0 18.0 -22.0 20.6 -252 23.5 -28.7 26.5 -32.4 29.7 -38.3 5 500 10.6 -11.9 11.6 -12.9 13.6 -15.1 15.8 -17.6 18.1 -202 20.6 -22.9 23.3 -25.9 26.1 -29.0 TABLE RS01.2(2) COMPONENT AND CLADDMiG LOADS FOR A BWLDIING WITH A MEAN ROOF M if OF 30 FEET LOCATED IN EXPOas M 0 (ASD) (tea, b, c, d, a, f Z OW f11111lWLT1VE WWD AREA ULTMIRTE Del W !PEED, VULT "plh4 115 120 130 140 1 180 100 170 180 Pos I Nay Pos I Nag Poe Nag Pm I Nag I Pas I Nag Pos Nag Roe Nag Pos Nang 1 10 10.8 -24.0 11.6 -26.1 13A -30 154 -W5 1&1 -40.8 20.6 -46.4 23.3 -62.3 28.1 -88.7 1 20 10.0 -24.0 10.0 -28.1 11.7 -3U 13.6 -3&5 15.6 -OA 17.8 46.4 20.1 -52.3 22.5 -58.7 1 SO 1" -18.5 10.0 -202 10.0 -23.7 10.8 -27A 12.3 -31.5 14.0 -38.8 15.9 -40.4 17 -4.3 1 100 10.0 -14.3 10.0 -16.5 10.0 -18.2 10.0 -21.2 10.0 -24.3 11.2 -27.6 12.7 -31.2 14.2 -35.0 2r 10 10.6 -31.2 11.6 -34.0 13A -39.9 15.8 -46.3 16.1 --533.1 20.6 -WA 23.3 -863 26.1 -76.5 Hip Fkwf 2r 20 10.0 -29.1 10.0 -30.6 11.7 -35.9 13.6 -41.7 15.6 -47.9 17.8 -54.41 20.1 .61.51 22.5 --111111..9 7tof0 - h 2r 50 10.0 -24.0 10.0 -28.1 10A -30.7 10.8 -6.6 12.3 40.9 14.0 46.5 16.9 -W.5 17.8 -8d.8 2r 100 10.0 -20.9 1&0 -22A 10.0 -26.7 10.0 -31.0 10.0 -=A 112 -40.5 12.7 -46.7 142 -51.3 25, 3 10 10.8 -33.8 11.6 -38.6 13A -43.0 15.8 -40.8 18.1 -572 20.6 -85.1 23.3 -73.5 26.1 -82.4 29,3 20 10.0 -30.3 10.0 -32.9 11.7 -36-71 13.6 -44.8 15.6 -51.5 17.8 -58.8 20.1 -88.1 22.5 .74.1 2a, 3 50 10.0 -25.8 10.0 -28.0 10.0 -32.9 10.6 -38.2 12.3 -43.8 14.0 -0.9 15.9 -60.3 17.8 -0.1 2e, 3 100 10.0 -22.4 10.0 -24.4 10.0 -26A 10.0 -33.2 10.0 -:i6.1 11.2 -43.3 12.7 46.9 14.2 -54.8 1 10 10.6 -19.1 11.6 -20.8 13A -24A 164 -26.3 1&1 -32.5 20.6 -37.0 2" 41.8 29.1 48.8 1 20 10.0 -16.9 10.0 -18.4 11.7 -21.6 13.6 -25.1 15.6 -28.8 17.8 -32.8 20.1 -37.0 22.6 -41.5 1 30 10.0 -14.0 10.0 -15.3 10.0 -17.0 10.8 -20.8 12.3 -23.9 14.0 -272 15.9 -30.7 17 -MA 1 100 10.0 -11.9 10A -12.9 10A -15.1 10.0 -17.6 10.0 -202 11.2 -22.9 12.7 25.9 14.2 -29.0 Hip MOW 1020 to 27 2932r' 10 10.6 -26.4 11.6 -28.7 13A -33.7 15.8 -9.1 18.1 -44.9 20.6 -51.0 23.3 -57.6 26.1 -64.6 2s, 2r' 3 20 10.0 -23.6 10.0 -26.7 11.7 -30.1 13.6 -34.9 15.6 -40.1 17.8 -46.8 20.1 -51.5 22.6 -67.8 2s, 2r' 3 50 10.0 -19.9 10.0 -21.6 10.0 -25.4 10.8 -29.4 12.3 -33.8 14.0 -36.4 15.9 -43.4 17.8 -48.6 2m' 2r' 3 100 10.0 -17.1 10.0 -18.6 10.0 -21.8 10.0 -25.3 10.0 -29.0 112 -33.0 12.7 -37.3 142 -41.8 1 10 10.2 _30.3 11.1 _22.1 13A _2" 16.1 -30.1 17.3 -34A 19.7 -39.3 222 -"A 24.9 -49.8 1 20 10.0 -1&0 10.0 -19.6 11.3 -23 13.1 26.7 1&1 -30.7 17.1 -34.9 19.4 -99.4 21.7 -442 1 50 10.0 -15.0 10.0 -16.3 10.0 -19.2 10.5 222 12.1 -25A 13.8 -29.0 15.5 -W.8 17.4 -311.7 1 100 10.0 -12.7 10.0 -13.8 10.0 -16.2 10.0 -18.8 1&0 -21.6 112 -24.6 12.7 -27.8 14.2 -31.1 2a 10 10.2 -242 11.1 -26.3 13A -30.9 15.1 25.9 17.3 -412 19.7 -48.8 222 -W.9 24.9 -89.3 29 20 10-0 -19.1 10.0 -2&8 11.3 -24.4 13.1 -M 15.1 -W.51 17.1 -W.01 19.4 41.8 21.7 48.8 2e 50 10.0 -11.9 10.0 -12.9 10.0 -15.1 10.5 -17.6 12.1 -202 13.8 -22.9 15.5 -25.9 17.4 -29.0 Hip Roof >27to48 29 2r 100 10 10.0 10.2 -11.9 -30.6 1&0 11.1 -12.9 -33.3 10.0 13A -15.1 -39.1 10.0 15.1 -17.6 -45.4 10.0 17.3 -202 -52.1 11.2 19.7 -22.9 -511.2 12.7 22.2 ,ft.9 -88.9 14.2 24.9 -28.0 -75.0 2r 20 10.0 -25.7 10-0 -28.0 112 -=A 13.1 -38.1 15.1 -43.7 17.1 -49.8 19.4 -M 21.7 -811.0 2r 50 10.0 -19.2 10.0 -20.9 10.0 -24.5 10.5 -28.4 12.1 -32.6 13.8 -37.1 15.5 -41.9 17.4 -47.0 2r 100 10.0 -14.3 10.0 -15.5 10.0 -16.4 10.0 -21.2 10.0 -24.3 112 -27.6 12.7 -31.2 14.2 -35.0 3 10 10.2 -32.7 11.1 -35.6 13.0 41.7 15.1 -48.4 17.3 -W.61 19.7 -83.2 222 -71.4 24.9 -80.0 3 20 10.0 -24.6 10.0 -26.7 11.3 -31.4 13.1 -36.4 15.1 41.8 17.1 -47.5 19.4 -53.7 21.7 -W2 3 50 10.0 -14.31 10.0 -15.51 10.0 -192 10.172121 12.1 -NA 13A -27.81 15.5 -312 17.4 -35.0 3 I 10.0 -14.3 1& -15.5 10.0 -18.2 10. 41.2 10.0 -N 11.2 -27.6 12.7 412 14.2 -35.0 4 10 14.3 -15.5 15.5 -16.9 182 -19.8 21.2 -22.9 24.3 -26.3 27.6 -30.0 312 -33.8 35.0 -37.9 4 20 13.8 -14.6 14.8 -16.1 17A -19.0 20.2 -22.0 23.2 -252 26.4 -28.7 29.8 -32.4 33.4 -36.3 4 50 12.8 -14.0 13.9 -152 16.3 -17.9 19.0 -20.7 21.8 -23.8 24.8 -27.1 27.9 -30.6 31.3 -34.3 4 100 12.1 -13.3 132 -14.5 15.5 -17.1 18.0 -19.8 20.6 -22.7 23.5 -25.6 26.5 -292 29.7 32.7 Wad 4 500 10.8 -11.9 11.6 -12.9 13.8 -15.1 15.8 -17.6 18.1 -202 20.6 .22.9 23.3 -25.9 28.1 -29.0 5 10 14.3 -19.1 15.5 -20.8 182 -24.4 21.2 -26.3 24.3 -32.5 27.6 -37.0 312 -41.8 35.0 -46.8 5 20 13.6 -17.8 14.8 -19.4 17.4 -22.8 20.2 -26.4 23.2 -30.3 26.4 -34.5 29.8 -38.9 33.4 -43.6 5 50 12.8 -16.1 13.9 -17.6 16.3 -20.6 19.0 -23.9 21.8 -27.5 24.8 -31.2 27.9 -36.3 31.3 -39.5 5 100 12.1 -14.8 13.2 -18.1 15.5 -19.0 18.0 -22.0 20.8 -252 23.5 -28.7 26.5 -32.4 29.7 -36.3 5 500 10.8 -11.9 11.6 -12.9 13.6 -15.1 15.8 -17.11 18.1 -202 20.15 -22.9 23.3 -25.91 26.1 -29.0 TAa A RrMJW NWW AM mu n - 11 0 ADJW Mff 00■!*r{ WTO !a1 TAKE R MAN �aeAN HOOF wsaMT re MWCVJM CATER llr a c D tb am 121 1A7 N 1.N 1 A0 1.N a< 1.015 1Aa 1.76 40 1.N 1.48 1.74 46 1.12 1.N 1.78 i.M 1.E1 N 1.1' 1.N 1.e4 N 1.22 1.01 1w For SI: i dbctt s 304.8 n m,1 s *mm foot = 0AW m2,1 mile par. lour = 0.447 Wk.1 pound par square W a 0.0479 WD& a. The eflectiva wind area alW be equal to the span WngM ,nuloptied by an e0eactive width. This wifih shaft be permitted to be not lass than one-tt*d the spar► length. For cieci ft tasimm the aNectli a wind am al~W not be greeter than Ow aw that is tributary to an indvi&W faa45rw b. For e!%ctlre areas bsiwm 0 ices given, the lord OW be In/erpohted or the bad associated with the lower of o6w arm MW be used. c. Table values shah be a*mud for height and axpomm by multlpfyfrq by the adkisimmwit coeffident in Table R301.2(3). d. Sea Figure R301.2(7) for location of zones. e. Plus and minus signs signtly pressures acdng brwwd and away from the building wxhwas. f. Table values hove bean mulliplfed by 0.8 to oorwert component and dwWq premxvs to ASD. g. Loads in Zone V a re pemmit4ed to be deferntned in aocordenoe with A8CE 7. h. Whare the ratio of the buftV morn roof height to or width is fees dwn 0.8, uplift loads are permitted to be determined in accordance with ASCE 7. 1' r • a*-F' • h E1.EVAI" 00bb and Fiat Rook • 5 r h a EUVATION I ®eats mm Fit Roow r -c • 5 49 �O;® EUV ATM M.AN Mtv R••A TO < 6 5 450 Excerpt of Figure R301.2(7) from the 7"' Edition (2020) FOCR J ao w � ar JU a a w a460 .a o A Q � � t O O tc !� r p.00 Ci,�ot3 N 0 mr�W EV) � O���ch O C m m > co 4) o� �•vri v�-o 0 4) 4)x 3:LL� G. ) cmcn 0Q �(0 03c .r, E E m w V tE 8 N 0 w M O 0'0 _ 4)v- CO 0� 4)U- a�H 0 C 1` N N 0 H� UNH=n,a m Uj U) W d2 J D U) c-') 0 cV C-0 c� JOB NO. I MASTER DATE , ANUARY 1, 2021 DRAWN BY Daniel M. Ossman SHEET NO. S-1 �J TRUCTURAL NOTES: 1. CODES: 1.1. Current edition of The Florida Building Code 7th Edition 2020 Residential. 1.2. Building code requirements for reinforced concrete ACI 318. 1.3. American Society of Civil Engineers minimum design loads for buildings and other structures (ASCE 7 / TMS 402). 01I 2.1. Minimum allowable soil pressure 2,000 PSF. See Table R401.4.1 for specific soil presumptive load bearing values of foundation materials. 3. CONCRETE: 3.1. Concrete compressive strength at 28 days: 2,500 PSI (Normal weight). 3.2. Reinforcing bars: ASTM latest edition (Grade 60). 3.3. Welded wire fabric (WWF): ASTM latest edition 3.4. Detail reinforcement in accordance with ACI 318 latest edition. 3.5. Concrete coverage of reinforcement: Footings 3" bottom and sides. 3.6. Earth supported slabs: (Including exterior walk and driveway slabs) 31/" thick, reinforced with 6 x 6 -10 x 10 WWF at mid depth of slab. Fiber -mesh may be used in lieu of WWF at contractor's option. 3.7. Concrete operators shall comply with ACI standards. 3.8. Lap splice shall be as follows: #7 bar 35", #5 bar 25"; #4 bar 20" and #3 bar 15". 4. MASONRY: 4.1 Design and construction shall conform to the specification of the National Concrete Masonry Association and TMS 402/602-16 4.2 Minimum masonry unit strength: fm 1,350 PSI. 4.3 Mortar shall be type "S". 4.4 All block cells and cavities below grade shall be filled with concrete when stemwall is greater than 24" tall above grade. 5.1 Wood structural framing members: #2 Southern Yellow Pine (unless noted otherwise) with an allowable bending stress (fb) per NDS latest edition = 1,250 PSI and a modulus of elasticity = 1,600,000 PSI. 5.2 All exposed wood or wood in contact with earth or concrete to be pressure treated. 5.3 Roof sheathing: 5/8" plywood under 30# felt under or peel and stick 240# fiberglass shingles. 5.4 Untreated wood shall not be in direct contract with concrete. Seat plates shall be provided at bearing locations without wooden top plates. TABLE R802.11-continued RAFTER OR TRUSS UPLIFT CONNECTION FORCES FROM WIND (POUNDS PER CONNECTION)a' b, c, d, a, f, g, h RAFTER OR TRUSS SPACING ROOF SPAN (1160) EXPOSURE C Ulums" O9n Wind Speed Vucr(mph) 110 115 120 130 140 Roof Plteh Roof Pilch Roof Pideh Roof Prkch Roof Pitch <6:12 5:12 <5:12 z6:12 c5:12 >_5:12 <5:12 :'5,12 <5:12 >_5:12 12 95 88 110 102 126 118 161 151 198 186 18 121 111 141 131 163 151 208 195 257 242 24 148 136 173 160 200 185 256 239 317 298 12" o.c. 28 166 152 195 179 225 208 289 269 358 335 32 184 168 216 199 249 231 321 299 398 373 36 202 185 237 219 274 254 353 329 438 411 42 229 210 269 248 312 289 402 375 499 468 48 256 234 302 279 349 323 450 420 560 524 12 126 117 146 136 168 157 214 201 263 247 18 161 148 188 174 217 201 277 259 342 322 24 197 181 230 213 266 246 340 318 422 396 16" o.c. 28 221 202 259 1 238 299 277 384 358 476 446 32 245 223 287 265 331 307 427 398 529 496 36 269 246 315 291 364 338 469 438 583 547 42 305 279 358 330 415 384 535 1 499 664 622 48 340 311 402 370 464 430 599 559 745 697 12 190 176 220 204 252 236 322 302 396 372 18 242 222 282 262 326 302 416 390 514 484 24 2% 272 346 320 400 370 512 478 634 596 24" o.c. 28 332 304 390 358 450 416 578 1 538 716 670 32 368 336 432 398 498 462 642 598 7% 746 36 404 370 474 438 548 508 706 658 876 822 42 458 420 538 4% 624 578 804 750 998 936 48 512 468 604 1 556 698 646 900 840 1 1120 1048 for SI: I inch = 25.4 mm,1 foot = 304.8 mm, I mile per hour = 0.447 mts, I pound = 0.434 kg, 1 pound per square foot - 47.9 Wm2, I plf =14.6 N/m. a. The uplift connection forces are based on a maximum 33-foot mean roof height and Wind Exposure Category B or C. for Exposure 1). the uplift connection force shall be selected from the Exposure C portion of the table using the next highest tabulated ultimate design wind speed. The adjustment coefficients in Table R301.2(3) shall not be used to multiply the tabulated forces for Exposures C and D or for other mean roof heights. h. The uplift connection forces include an allowance for roof and ceiling assembly dead load of 15 psf. c. The tabulated uplift connection form are limited to a maximum roof overhang of24 inches. d. The tabulated uplift connection forces shall be permitted to be multiplied by 0.75 for connections not located within 8 feet of building corners. e, for buildings with hip roofs with 5:12 and greater pitch, the tabulated uplift connexion fortes shall be permitted to be multiplied by 0.70. 'Phis reduction shall not be combined with any other reduction in tabulated forces. f For wall-to-wall and wall -to -foundation connections, the uplift connection force shall be permitted to be reduced by 60 pif for each full wall above. g. Linear interpolation between tabulated roof spans and wind speeds shall be permitted. h. The tabulated forces for a 12-inch on -center spacing shall be permitted to be used to determine the uplift load in pounds per linear foot. SECTIOR803 ROOF SHEATHING R803.1 Lumber sheathing. Allowable spans for lumber used as roof sheathing shall conform to Table R803.1. Spaced lumber sheathing for wood shingle and shake roofing shall conform to the requirements of Sections R905.7 and R905.8. Spaced lumber sheathing is not allowed in Seismic Design Category D2. TABLE R803.1 MINIMUM THICKNESS OF LUMBER ROOF SHEATHING RAFTER OR BEAM SPACING MINIMUM NET (inches) THICKNESS (inches) 24 5/8 48a 11 /2 T & G 60b 72c For SI: 1 inch = 25.4 mm. a.Minimum 270 Fb, 340,000 E. b.Minimum 420 Fb, 660,000 E. c.Minimum 600Fb, 1,150,000 E. R803.2.3 Installation. Wood structural panel used as roof sheathing shall be installed with joints staggered in accordance with Section R803.2.3.1 for wood roof framing or with Section R804.1 for cold -formed steel roof framing. Wood structural panel roof sheathing shall not cantilever more than 9 inches beyond the gable end wall unless supported by gable overhang framing. R803.2.3.1 Sheathing fastenings. Wood structural panel sheathing shall be fastened to roof framing in accordance with Table R803.2.3.1. Where the sheathing thickness is 15/32 inches and less, sheathing shall be fastened with ASTM F1667 RSRS-01 (23/819 x 0.113") nails. Where the sheathing thickness is greater than 15/32 inches, sheathing shall be fastened with ASTM F1667 RSRS-03 (21/2" x 0.131 ") nails or ASTM F1667 RSRS-04 (3" x 0.120") nails. RSRS-01, RSRS-03 and RSRS-04 are ring shank nails meeting the specifications in ASTM F1667. TABLE R803.2.3.1 ROOF SHEATHING ATTACHMENTa, b Rafter/Truss Spacing 24 in. o.c. WIND SPEED 115 mph 120 mph 130 mph 140 mph 150 mph 160 mph 170 mph 180 mph E F E F E F E F E F E F E F E F Exposure B Rafter/Truss SG = 0.42 6 6 1 6 1 6 1 6 1 6 1 6 6 6 6 4 4 4 4 4 1 4 Rafter/Truss SG = 0.49 6 12 6 1 12 6 6 6 6 6 6 6 6 6 6 6-'[ 6 Exposure C Rafter/Truss SG = 0.42 6 6 6 1 6 1 6 6 1 4 4 4 4 4 4 3 3 3 1 3 Rafter/Truss SG = 0.49 6 6 6 6 6 6 6 6 6 6 6 6 4 4 4 4 Exposure D Rafter/Truss SG = 0.42 6 6 6 6 4 1 4 1 4 1 4 4 4 3 3 3 3 3 3 Rafter/Truss SG = 0.49 6 i 6 1 6 6 1 6 1 6 1 6 6 1 4 1 4 1 4 4 4 4 4 4 E = Nail spacing along panel edges (inches) - - - - F = Nail spacing along intermediate supports in the panel field (inches) a. For sheathing located a minimum of 4 feet from the perimeter edge of the roof, including 4 feet on each side of ridges and hips, nail spacing is permitted to be 6 inches on center along panel edges and 6 inches on center along intermediate supports in the panel field. b. Where rafter/truss spacing is less than 24 inches on center. roof sheathing fastening is permitted to be in accordance with the AWC WFCM or the AWC NDS. Connection Fastener Number of Spacing Joist to band joist, face nail 16d common 3 Joist to sill or girder, toe nail 8d common 3 Bridging to joist, toe nail each end 8d common 2 Ledger strip 16d common 3 at each joist Sole plate to joist or blocking, face nail 16d common 16" o.c. Top or sole plate to stud, end nail 16d common 2 Stud to sole plate, toe nail 8d common 4 Double studs, face nail 10d common 24" o.c. Double top plates, face nail 10d common 16" o.c. Continuous header, two pieces 16d common 16" o.c. along each edge Ceiling joists to plate, toe nail 8d common 3 Ceiling joists, laps over partitions, face nail Ceiling joists to parallel rafters, face nail - 3-16 or 4-10d common Rafter to plate, toe nail 8d common 3 Built up corner studs 16d common 24" o.c. Built-up girders and beams, of three members 10d common 32" o.c. at top and bottom and staggered 2 ends and at each splice Wood Structural Panel / Subflooring 19/32" or 3/4" Wood Structural Panel / Roof & Wall Sheathing Gypsum Wallboard 1/2" 5/8" 3 tab asphalt roofing shingles 10d common or 10d hot dipped galv. box nails 8d common or 8d hot dipped galv. box nails 1 3/8" drywall nail 1 1/2" drywall nail 1 W min. 11 ga. Galy. nails with min. 3/8" diameter head 6" o.c. edges and 12" o.c. intermediate 6" o.c. edges and 6" o.c. intermediate 4" o.c. gable truss 4" o.c. on ceilings 8" o.c. on walls 4" o.c. on ceilings 8" o.c. on walls 6 fasteners per shingle R301.4 Dead load. The actual weights of materials and construction shall be used for determining dead load with consideration for the dead load of fixed service equipment. R301.5 Live load. The minimum uniformly distributed live load shall be as provided in Table R301.5. TABLE R301.5 MINIMUM UNIFORMLY DISTRIBUTED LIVE LOADS (in pounas per square Toot) USE LIVE LOAD Uninhabitable attics without storageb 10 Uninhabitable attics with limited storageb, 9 20 Habitable attics and attics served with fixed stairs 30 Balconies (exterior) and deckse 40 Fire escapes 40 Guards and handrailsd 200h . Guard in -fill componentsf 50h Passenger vehicle garagesa 50a Rooms other than sleeping rooms 40 Sleeping rooms 30 Stairs 40c For SI: 1 pound per square foot = 0.0479 kPa, 1 square inch = 645 mm2, 1 pound = 4.45 N. a. Elevated garage floors shall be capable of supporting a 2,000-pound load applied over a 20-square-inch area. b. Uninhabitable attics without storage are those where the clear height between joists and rafters is not more than 42 inches, or where there are not two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. This live load need not be assumed to act concurrently with any other live load requirements. c. Individual stair treads shall be designed for the uniformly distributed live load or a 300-pound concentrated load acting over an area of 4 square inches, whichever produces the greater stresses. d. A single concentrated load applied in any direction at any point along the top. e. See Section R507.1 for decks attached to exterior walls. f. Guard in -fill components (all those except the handrail), balusters and panel fillers shall be designed to withstand a horizontally applied normal load of 50 pounds on an area equal to 1 square foot. This load need not be assumed to act concurrently with any other live load requirement. g. Uninhabitable attics with limited storage are those where the clear height between joists and rafters is not greater than 42 inches, or where there are two or more adjacent trusses with web configurations capable of accommodating an assumed rectangle 42 inches in height by 24 inches in width, or greater, within the plane of the trusses. The live load need only be applied to those portions of the joists or truss bottom chords where all of the following conditions are met: 17he attic area is accessible from an opening not less than 20 inches in width by 30 inches in length that is located where the clear height in the attic is not less than 30 inches. 2.The slopes of the joists or truss bottom chords are not greater than 2 inches vertical to 12 units horizontal. 3.Required insulation depth is less than the joist or truss bottom chord member depth. The remaining portions of the joists or truss bottom chords shall be designed for a uniformly distributed concurrent live load of not less than 10 pounds per square foot. h. Glazing used in handrail assemblies and guards shall be designed with a safety factor of 4. The safety factor shall be applied to each of the concentrated loads applied to the top of the rail, and to the load on the in - fill components. These loads shall be determined independent of one another, and loads are assumed not to occur with any other live load. TABLE R301.6 MINIMUM ROOF LIVE LOADS IN POUNDS -FORCE PER SQUARE FOOT OF HORIZONTAL PROJECTION TRIBUTARY LOADED AREA IN ROOF SLOPE SQUARE FEET FOR 0 to 1 201 to Over I Flat or rise less than 4 inches per foot (1:3) 20 16 _ 121 Rise 4 inches per foot (1:3) to less than 12 16 14 121 Rise 12 inches per foot (1:1) and greater 12 121 121 For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa, 1 inch per foot = 83.3 mm/m. R301.7Deflection. The allowable deflection of any structural member under the live load listed in Sections R301.5 and R301.6 or wind loads determined by Section R301.2.1 shall not exceed the values in Table R301.7. REVISIONS NO DATE DESCRIPTION � G% � a L Rt •� C A s� � •� S a a 00 rx t: o a � a d A a� s_ p C a� C) to CDC ''-00 -0 tZ(V Q L. C) 2 mcoW Eto a�rr 80CD c m cti N Wccoo c) .0C v8 - (D C > ai(0� M 8 V c'M 0 O J (DLL� N� C (n CL N U N U CU :3 0 '9 ❑. -r- E V 0 c 2 f- -°a0m­00 > 3 c _ om ,2>E0 CL .a r- .c cE n Ems rn L `)t�0 NO �_ O L UMW c= caT Cc N CO a>%F- N °' LL U)) - !+=- o N i` N ui U)i N a- O I-- � L) (N CV (L Cr w a U) F_ Q L J Q Q cr D D F_ F- V V D D Fra F_ Vn ) M C-1-i 0 C--. JOB NO. MASTER DATE JANUARY 1, 2022 DRAWN BY Daniel M. Ossman SHEET NO. S - 2 1 TERMITE PROTECTION R 318.1 Termite Protection. Termite protection shall be provided by registered termiticides, including soil applied pesticides. baiting systems, and pesticides applied to wood, or other approved methods of termite protection labeled for use as a preventative treatment to new construction. See Section 202. 'Registered termiticide.' Upon completion of the application of the termite protective treatment, a Certificate of Compliance shell be issued to the building department by the licensed pest control company that contains the following statement: "The budding has received a complete treatment for the prevention of subterranean termites. Treatment is in accordance with rules and laws established by the Florida Department of Agriculture and Consumer Services." R 319.1.1 If soil treatment is used for subterranean termite prevention, the initial chemical soil treatment inside the foundation perimeter shall be done after all excavation, backfilting and compaction is complete. R 318.1.2 If soil treatment is used for subterranean termite prevention, soil area disturbed after initial chemical soil treatment shall be retreated with a chemical soil treatment, including spaces boxed or formed. R 318.1.3 If soil treatment is used for subterranean termite prevention. space in concrete floors boxed out or formed for the subsequent installation of plumbing traps, drains or any other purpose shall be created by using plastic or metal permanently placed forms of sufficient depth to eliminate any planned soil disturbance after initial chemical soil treatment. R 318.1.4 If soil treatment is used for subterranean termite prevention, chemically treated soil shall be protected with a minimum 6 mil vapor retarder to protect against rainfall dilution. If rainfall occurs before vapor retarder placement, re -treatment is required. Any work, including placement of reinforcing steel, done after chemical treatment until the concrete floor is poured, shall be done in such manner as to avoid penetrating or disturbing treated soil. R 318.1.5 If soil treatment is used for subterranean termite prevention, concrete over pour or mortar accumulated along the exterior foundation perimeter shall be removed prior to exterior chemical soil treatment, to entrance vertical penetration of the chemicals, R 318.1.6 If soil treatment is used for subterranean termite prevention, chemical soil treatments shall also be applied under all exterior concrete or grade within 1 foot (305 mm) of the primary structure sidewalls. Also, a vertical chemical barrier shall be applied promptly after construction is completed. including initial landscaping and imigationl sprinkler installation. Any soil disturbed after the chemical vertical barrier Is applied stall be promptly retreated. R 318.1.7 If a registered termiticide formulated and registered as a bait system is used for subterranean termite prevention, Sections 1816.1.1through 1816.1.6 do not apply; however, a signed contract assuring the Installatlon, maintenance and monitoring of the batting system for a minimum of 5 years from the issue of the Certificate of Occupancy shall be provided to the building official prior to the pouring of the slab. and the system must be installed prior to final bt.ilding approval. 11 the batting system directions for use require a monitoring phase prior to installation of the pesticide active ingredient, the installation of the monitoring phase components shall be deemed to constitute installation of the system. R 318.1.8 If a registered termiticide formulated and registered as a wood treatment is used for subterranean termite prevention, Sections 1816.1.1 through 1816.1.6 do not apply. Application of the wood treatment termiticide shall be as required by label directions for use. and must be completed prior to final building approval. R 318.2 Psrnotration. Protective sleeves around piping penetrating concrete slab on grade floors shall not be of cellulose containing materials. If soil treatment is used for subterranean termite protection, the sleeve shall have a maximum wall thickness of 0.010 inch (0.254 mm), and be sealed within the slab using a non -corrosive clamping device to eliminate the annular space between the pipe and the sleeve. No termiticides shall be applied inside the sleeve. R 318.3 Cleaning. Cells and cavities in masonry units and air gaps between brick, stone or masonry veneers and the structure shall be cleaned of all non preservative - treatment or non naturally durable wood. or other cellulose - containing material prior to concrete placement. Exceptions: Inorganic material manufactured for nosing cells In foundation concrete masonry unit construction or clean earth placed in concrete masonry unit voids below slab level termite treatment is performed. R 318,4 Concrete bearing ledge. Brick, stone or other veneer shall be supported by a concrete bearing ledge at least equal to the total thickness of the brick, stone pr other veneer which is poured integrally with the concrete foundation. No supplemental concrete foundation pours which create a hidden cold joint shall be used without supplemental treatment in the foundation unless there is an approved physical barrier. An approval physical barrier shall also be installed from below the wall sill plate or first block course horizontally to embed in a mortar joint. If masonry veneer extends below grade, a termite protective treatment must be applied to the cavity created between the veneer and the foundation, in lieu of a physical barrier. Exception: Veneer supported by a structural member secured to the foundation sidewall in accordance with ACI 530/ASCE 51TMS 402, provided at least 6 inch (152 mm) clear inspection space of the foundation sidewall exterior exists between the veneer and the top of any soil, sod, mulch or other landscaping component, deck, apron, porch, walk or any other work immediately adjacent to or adding the structure. R 318.5 Protection against decay and termites. Condensate lines, irrigation / sprinkler system risers for spray heads, and roof downspouts shall discharge at least 1 foot (305 mm) away from the structural sidewall, weather by underground piping, tail extensions or splash blocks. Gutters with downspouts are required on all buildings with eves of less than 6 inches (152 mm) horizontal projection except for gable end rakes or on a roof above another roof. R 318.6 Preparation of building sits and removal of debris. R 318.6.1 All building sites shall be graded to provide drainage under all portions of the building not occupied by basements. R 318.6.2 The foundation and the area encompassed within 1 foot (305 mm) therein shall have all vegetation, stumps, dead roots cardboard, trash and foreign material removed and the fill material shall be free of vegetation and foreign material. The fill shall be compacted to assure adequate support of the foundation. R 318.6.3 After all work is completed, loose wood and debris shall be completely removed from under the building and within 1 foot (305 mm) thereof. All wood forms and supports shall be completely removed. This includes, but is not limited to: wooden grade stakes, forms, contraction spacers, tub trap boxes, plumbing supports, bracing, shoring, forms or other cellulose - containing material placed in any location where such materials are not clearly visible and readily removable prior to completion of the work. Mood shall not be stored in contact with the ground under the building. R 318.7 Inspection for termites. In order to provide for inspection for termite infestation, clearance between exterior wall coverings and final earth grade on the exterior of a building shall not be less than 6 inches (152 min). Exceptions: 1. Paint or decorative c ementitious finish less than 518 inch (17.1 mm) tick adhered directly to the masonry foundation sidewall. 2. Access or vehicle ramps which rise to the interior finish floor elevation for the width of such ramps only. 3. A 4 - inch (102 mm) Inspection space above patio and garage slabs and entry areas. 4. If the patio has been soil treated for termites, the finish elevation may match the building interior finish Aoor elevations on masonry construction only. S. Masonry veneers constructed in accordance with Section R318.4. R 318.8 Foam plastic protection. In areas where the probability of termite infestation is "very heavy" as indicated In Figure R301.2(6), extruded and expanded polystyrene, polylsocyanurate and other foam plastics shall not be installed on the exterior face or under interkw or exterior foundation walls or slab foundations located below grade. The clearance between foam plastics installed above grade and exposed earth shall be at least 6 inches (152 mm). Exceptions: 1. Buildings where the structural members of the walls, floors, ceilings and roofs are entirely of noncombustible material or pressure-preservadve•treated wood. 2. When in addition to the requirements of Section R318.1, an approved method of protecting the foam plastic and structure from subterranean termite damage is used. 3. On the interior side of basement walls. FIRE BLOCKING R 302.11 Fire blocking. In combustible construction, fire blocking shall be provided to cut off both vertical and horizontal concealed draft openings and to form an effective fire barrier between stones, and between a top story and the roof space. Fire blocking shall be provided in wood -framed construction in the following locations: 1. In concealed spaces of stud walls and partitions, including furred spaces and parallel rows of studs or staggered studs. as follows: 1.1. Vertically at the ceiling and floor levels. 1.2, Horizontally at intervals not exceeding 10 feet (3048 mm), 2. At interconnections between concealed vertical and horizontal spaces such as occur at soffits, drop ceilings and cove ceilings. 3. In concealed spaces between stair stringers at the top and bottom of the //��run, Enclosedd spaces under stair's shall comply with Section R302.7. 4. At openings around vents, pipes, ducts, cables and wires at ceiling and floor level, with an approved material to resist the free passage of flame and products of combustion. The material filling this annular space shall not be required to meet the ASTM E 136 requirements. 5. For the fire blocking of chimneys and fireplaces, see Section R 1003.19. 6. Fire blocking of cornices of a two-family dwelling is required at the line of drivelling unit separation. R 302.11.1 Fire blacking materials. Except as provided in Sec0on R302.11, Item 4, fire blocking shall consist of the following materials. 1. Two-inch (51 mm) nominal lumber. 2. Two thicknesses of 1-inch (25.4 mm) nominal lumber with broken lap joints. 3. One thickness on 23/32 inch (18.3) wood structural panels with joints backed by 23/32 inch (18.3) wood structural panels. 4. One thickness of 3/4 inch (19.1 mm) particleboard with joints backed by 3/4 inch (19.1 mm) particleboard. 5. One -half -inch (12.7 min) gypsum board. 6. One -quarter -inch (6.4 min) cement -based millboard. 7. Batts or blankets of mineral wool or glass fiber or other approved materials Installed In such a manner as to be securely retained in place. 8. Cellulose insulation Installed as tested in accordance with ASTM E 119 or UL 263, for the specific application. GENERAL NOTES. 1. All work sha# conform with the latest adopted edibon of the Florida Building Code, Mechencai Code, Plumbing Code, The National Eleclr ctai Code and all applicable codes and regulations, local. city. state, federal, safety board of fire underwriters and fire department. 2. Workmansivp shall be equal to the best trade practices. I AN instaKatkm of manufacture's spec,fications shall be in exact compliance with manufacture's printed instructions. 4, Contractor and 1 or owner shall vrenfy all existing conditions and dimensions before any phase of consUucbon is to commence. aanea M. 0swrain DraRing Service is NOT responsible for any errors in dawsions. 5. Contractor and / far owner shell coordinate all work between site. building electrical, mechanical and plumbing before each phase of construction begins. 6. DO NOT SCALE PLANS. R ISIONS NO DATE DESCRIPTION 40 at . s ..o " o co LU Cc - M U. Cc UL CL i • = E ' u 12 L. CM o�c = 1 CL5.1— ceCsR o RFi, CL Cn W ~ J _ Cn � Q W J J co lcn I C''"M CAI 0 CAI y )OB NO. Master DATE January 1, 2021 DRAWN BY Daniel M. Ossman SHEET NO.. HAZARDOUS LOCATIONS SECTION 2406 SAFETY GLAZING 2406.1 Human impact loads. Individual glazed areas, including glass mirrors, in hazardous locations as defined in Section 2406.4 shall comply with Sections 2406.1.1 through 2406.1.4. Exception: Exception: Mirrors and other glass panels mounted or hung on a surface that provides a continuous backing support. 2406.1.1 Impact test. Except as provided in Sections 2406.1.2 through 2406.1.4, all glazing shall pass the impact test requirements of Section 2406.2. 2406.1.2 Plastic glazing. Plastic glazing shall meet the weathering requirements of ANSI Z97.1. 2406.1.3 Glass block. Glass -block walls shall comply with Section 2101.2.5. 2406.1.4 Louvered windows and jalousies. Louvered windows and jalousies shall comply with Section 2403.5. 2406.2 Impact test. Where required by other sections of this code, glazing shall be tested in accordance with CPSC 16 CFR Part 1201. Glazing shall comply with the test criteria for Category II, unless otherwise indicated in Table 2406.2(1). Exception: Glazing not in doors or enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers shall be permitted to be tested in accordance with ANSI Z97.1. Glazing shall comply with the test criteria for Class A, unless otherwise indicated in Table 2406.2(2). 2406.3 Identification of safety glazing. Except as indicated in Section 2406.3.1, each pane of safety glazing installed in hazardous locations shall be identified by a manufacturer's designation specifying who applied the designation, the manufacturer or installer and the safety glazing standard with which it complies, as well as the information specified in Section 2403.1. The designation shall be acid etched, sand blasted, ceramic fired, laser etched, embossed or of a type that once applied, cannot be removed without being destroyed. A label as defined in Section 202 and meeting the requirements of this section shall be permitted in lieu of the manufacturer's designation. Exceptions: 1. For other than tempered glass, manufacturer's designations are not required, provided the building official approves the use of a certificate, affidavit or other evidence confirming compliance with this code. 2. Tempered spandrel glass is permitted to be identified by the manufacturer with a removable paper designation. 2406.3.1 Multi -pane assemblies. Multi -pane glazed assemblies having individual panes not exceeding 1 square foot (0.09 m2) in exposed areas shall have at least one pane in the assembly marked as indicated in Section 2406.3. Other panes in the assembly shall be marked "CPSC 16 CFR Part 1201" or "ANSI Z97.1," as appropriate. 2406.4 Hazardous locations. The locations specified in Sections 2406.4.1 through 2406.4.7 shall be considered specific hazardous locations requiring safety glazing materials. 2406.4.1 Glazing in doors. Glazing in all fixed and operable panels of swinging, sliding, and bifold doors shall be considered a hazardous location. Exceptions: 1. Glazed openings of a size through which a 3- inch -diameter (76 mm) sphere is unable to pass. 2. Decorative glazing. 3. Glazing materials used as curved glazed panels in revolving doors. 4. Commercial refrigerated cabinet glazed doors. 2406.4.2 Glazing adjacent to doors. Glazing in an individual fixed or operable panel adjacent to a door where the nearest vertical edge of the glazing is within a 24-inch (610 mm) arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) above the walking surface shall be considered a hazardous location. Exceptions: 1. Decorative glazing. 2. Where there is an intervening wall or other permanent barrier between the door and glazing. 3. Where access through the door is to a closet or storage area 3 feet (914 mm) or less in depth. Glazing in this application shall comply with Section 2406.4.3. 4. Glazing in walls on the latch side of and perpendicular to the plane of the door in a closed position in one- and two-family dwellings or within dwelling units in Group R-2. 2406.4.3 Glazing in windows. Glazing in an individual fixed or operable panel that meets all of the following conditions shall be considered a hazardous location: 1. The exposed area of an individual pane is greater than 9 square feet (0.84 m2); 2. The bottom edge of the glazing is less than 18 inches (457 mm) above the floor; 3. The top edge of the glazing is greater than 36 inches (914 mm) above the floor; and 4. One or more walking surface(s) are within 36 inches (914 mm), measured horizontally and in a straight line, of the plane of the glazing. Exceptions: 1. Decorative glazing. 2. Where a horizontal rail is installed on the accessible side(s) of the glazing 34 to 38 inches (864 to 965 mm) above the walking surface. The rail shall be capable of withstanding a horizontal load of 50 pounds per linear foot (730 N/m) without contacting the glass and be a minimum of 1 1/2 inches (38 mm) in cross - sectional height. 3. Outboard panes in insulating glass units or multiple glazing where the bottom exposed edge of the glass is 25 feet (7620 mm) or more above any grade, roof, walking surface or other horizontal or sloped (within 45 degrees of horizontal) (0.78 rad) surface adjacent to the glass exterior. 2406.4.4 Glazing in guards and railings. Glazing in guards and railings, including structural baluster panels and nonstructural in -fill panels, regardless of area or height above a walking surface shall be considered a hazardous location. 2406.4.5 Glazing and wet surfaces. Glazing in walls, enclosures or fences containing or facing hot tubs, spas, whirlpools, saunas, steam rooms, bathtubs, showers and indoor or outdoor swimming pools where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) measured vertically above any standing or walking surface shall be considered a hazardous location. This shall apply to single glazing and all panes in multiple glazing. Exception: 1. Glazing that is more than 60 inches (1524 mm), measured horizontally and in a straight line, from the water's edge of a bathtub, hot tub, spa, whirlpool or swimming pool. 2. Outboard sacrificial panes in laminated insulating glass units in walls where the exterior of the unit is not exposed to any of the hazardous locations specified in Section 2406.4.3 or 2406.4.5. 2406.4.6 Glazing adjacent to stairs and ramps. Glazing where the bottom exposed edge of the glazing is less than 60 inches (1524 mm) above the plane of the adjacent walking surface of stairways, landings between flights of stairs, and ramps shall be considered a hazardous location. Exceptions: 1. The side of a stairway, landing or ramp that has a guard complying with the provisions of Sections 1013 and 1607.8, and the plane of the glass is greater than 18 inches (457 mm) from the railing. 2. Glazing 36 inches (914 mm) or more measured horizontally from the walking surface. 2406.4.7 Glazing adjacent to the bottom stair landing. Glazing adjacent to the landing at the bottom of a stairway where the glazing is less than 36 inches (914 mm) above the landing and within 60 inches (1524 mm) horizontally of the bottom tread shall be considered a hazardous location. Exception: Glazing that is protected by a guard complying with Sections 1013 and 1607.8 where the plane of the glass is greater than 18 inches (457 mm) from the guard. 2406.5 Fire department access panels. Fire department glass access panels shall be of tempered glass. For insulating glass units, all panes shall be tempered glass. SECTION 2407 GLASS IN HANDRAILS AND GUARDS 2407.1 Materials. Glass used as a handrail assembly or a guard section shall be constructed of either single fully tempered glass, laminated fully tempered glass or laminated heat strengthened glass. Glazing in railing in -fill panels shall be of an approved safety glazing material that conforms to the provisions of Section 2406.1.1. For all glazing types, the minimum nominal thickness shall be 1/4 inch (6.4 mm). Fully tempered glass and laminated glass shall comply with Category II of CPSC 16 CFR Part 1201 or Class A of ANSI Z97.1. 2407.1.1 Loads. The panels and their support system shall be designed to withstand the loads specified in Section 1607.8 using a safety factor of four. 2407.1.2 Structural glass baluster panels. Guards with structural glass baluster panels shall be installed with an attached top rail or handrail. The top rail or handrail shall be supported by not fewer than three glass baluster panels, or shall be otherwise supported to remain in place should one glass baluster panel fail. Exception: An attached top rail or handrail is not required where the glass baluster panels are laminated glass with two or more glass plies of equal thickness and of the same glass type. The panels shall be tested to remain in place as a barrier following impact or glass breakage in accordance with ASTM E2353. 2407.1.3 Parking garages. Glazing materials shall not be installed in handrails or guards in parking garages except for pedestrian areas not exposed to impact from vehicles. 2407.1.4 Glazing in wind-borne debris regions. Glazing installed in in -fill panels or balusters in wind-borne debris regions shall comply with the following. 2407.1.4.1 Balusters and in -fill panels. Glass installed in exterior railing in -fill panels or balusters shall be laminated glass complying with Category II of CPSC 16 CFR Part 1201 or Class A of ANSI Z97.1. 2407.1.4.2 Glass supporting top rail. When the top rail is supported by glass, the assembly shall be tested according to the impact requirements of Section 1609.1.2 (HVHZ shall comply with Section 1618.4.6.4). The top rail shall remain in place after impact. SECTIONR903 WEATHER PROTECTION R903.1 General. Roof decks shall be covered with approved roof coverings secured to the building or structure in accordance with the provisions of this chapter. Roof assemblies shall be designed and installed in accordance with this code and the approved manufacturer's installation instructions such that the roof assembly shall serve to protect the building or structure. R903.2 Flashing. Flashings shall be used to seal roofing systems, where the system is interrupted or terminated and shall be installed in a manner that prevents moisture from entering the wall and roof through joints in copings, through moisture permeable materials and at intersections with parapet walls and other penetrations through the roof plane. R903.2.1 Locations. Flashings shall be installed at wall and roof intersections, wherever there is a change in roof slope or direction and around roof openings. Where flashing is of metal, the metal shall be corrosion resistant with a thickness of not less than provided in Table R903.2.1 or in compliance with RAS 111. Exception: Flashing is not required at hip and ridge junctions. TABLE R903.2.1 METAL FLASHING MATERIAL GAGE MINIMUM WEIGHT MATERIAL THICKNESS GAGE (inches) Copper 0.024 - 1 (16 oz) Aluminum 0.024 - - 5tainless steel - 28 - 26 26 Galvanized 0.0179 (zinc coated (zinc coated steel G90) G90) Aluminum 26 26 zinc coated 0.0179 (AZ50 (AZ50 steel alum zinc) alum zinc) Zinc alloy 0.027 - - Lead - 2.5 (40 oz.) - Painted terne - - 1.25 (20 oz.) REVISIONS NO DATE DESCRIPTION u � � C W u � o � en o� E c L M O .0 E OA a O a 40 .� rA a � [ m tv V vas cc 2s7 22 .-�-00 m �cmwEn G.c� V_tT X 0 C O Or--0 co QM 0 co C: co wL_a72 L .i> � � O U- ��0 c cn CL ► cu ca E ��� a)4, E U$U o 2F maQ;coV ��:Dw U C s> 0� rn LCo N .. y V N N M cO ov �_ �.- �� 00 u- tv W moo�Nc W vo,- O O C Cv N F- , O �o °r,'N=ic ii co W ..J < U) Q w 2 0 .__I J Q Q F- U U D D Cr �, c.� 011 ..l JOB NO. MASTER DATE JANUARY 1, 2021 DRAWN BY Daniel M. Ossman SHEET NO. S-4 F7� - I I WWI I I I I 2P-1T•L a R 5'0"x 6'8"/8'0" 1191/8 60 67x6TITO" 1431/8 72 8'0"x6'8"/8'0" 1911/8 96 10'0"x6'8"/8'0"t 2391/8 IN 4P•2T L & R 10'0"x6'8"/8'0' 1765/8 117112 127x 6'8"/8'0" 212 5/8 1411/2 16'0'x 6'8'/8'0" 284 518 189112 Name Masonry Wood Name Masonry woad 12 19 7/8 x 26 18 3/8 x 25 1/4 3040 37 3/4 x 49 361/4 x 48114 13 19 7/8 x 38 3/8 18 3/8 x 37 5/8 3044 37 3/4 x 53 361/4 x 52 1/4 14 197/8x505/8 18318x497/8 F, 7• :: 15 19718x63 18318x62114 3060e 37314x73 361/4x721/4 16 19 7/8 x 73 18 3/8 x 72 1/4 3420 413/4 x 25 401/4 x 24 1/4 IA2 271 /4 x 26 25 3/4 x 15114 3430 413/4 x 37 401/4 x 361/4 1A3 271/4 x 38 3/8 25 3/4 x 37 5/8 3438 41314 x 45 401/4 x 441/4 lA4 271/4 x 50 5/8 25 3/4 x 49 7/8 3440 413/4 x 49 40114 x 48114 lA5 271/4x63 253/4x621/4 3444 413/4x53 401/4x521/4 tA6 271/4 x 73 25 3/4 x 72 1/4 3450e 41314 x 61 401/4 x 60 1/4 22 373/4x26 361/4x251/4 3460e 413/4x73 40114x721/4 23 37 3/4 x 38 318 361/4 x 37 5/8 3820 45 3/4 x 25 441/4 x 24 1/4 24 373/4x505/8 361/4x49718 3830 453/4x37 441/4x361/4 25e 37314x63 361/4x621/4 3838 453/4x45 441/4x441/4 26e 37 314 x 73 36114 x 72 1/4 3840 45 3/4 x 49 441/4 x 481/4 32 53 7/8 x 26 52 3/8 x 25 1/4 3844 45 314 x 53 441/4 x 52 1/4 33 53 7/8 x 38 3/8 52 3/8 x 37 518 3850e 45 314 x 61 441/4 x 60 1/4 34 53 7/8 x 50 5/8 52 318 x 49 7/8 3860e 45 3/4 x 73 441 /4 x 72 1/4 35e 53 7/8 x 63 52 318 x 621/4 4020 49 3/4 x 25 481/4 x 24 1/4 36e 53 7/8 x 73 52 3/8 x 72 1/4 4030 49 3/4 x 37 48114 x 36114 'Single Hung Modular Sizes 4038 49314 x 45 481/4 x441/4 Name Matey Wood 4040 49 3/4 x 49 481 /4 x 48114 2020 25 3/4 x 25 24114 x 24 1/4 4044 49 314 x S3 481/4 x 521/4 2030 25 3/4 x 37 24 1/4 x 361/4 4050e 49 3/4 x 61 481/4 x 60 1/4 2038 25 314 x 45 24 1/4 x 441/4 4060e 49 3/4 x 73 481/4 x 72 1/4 2040 25 314 x 49 24 1/4 x 481/4 4420 53 7/8 x 25 52 3/8 x 14114 2044 25 3/4 x 53 24 1/4 x 52 1/4 4430 53 7/8 x 37 52 3/8 x 361/4 2050 25 314 x 61 24 1/4 x 60114 4438 53 718 x 45 52 3/8 x 441/4 2060 25 3/4 x 73 24114 x 72 1/4 4440 53 7/8 x 49 52 3/8 x 481/4 2820 33 3/4 x 25 32 1/4 x 241/4 4444 53 7/8 x 53 52 318 x 52114 2830 33 3/4 x 37 32 1/4 x 361/4 4450e 53 718 x 61 52 3/8 x 60 1/4 2838 33 3/4 x 45 32 1/4 x 441/4 4460e 53 718 x 73 52 3/8 x 72114 2840 33 3/4 x49 32 1/4 x 481/4HorizontalRollpr Commodity 2844 33 3/4 x 53 321 /4 x 52 1/4 Name Masonry Wood 2850 333/4x61 321/4x601/4 1A2 271/4x26 25314x25114 2860e 333/4x73 32114x721/4 1A3 271/4x383/8 253/4x375/8 3020 37 3/4 x 25 361/4 x 24 1/4 1A4 27114 x 50 5/8 25 3/4 x49 7/8 3030 373/4x37 361/4St361/4 22 37314x26 361/4x251/4 3038 37 3/4 x 45 361/4 x 441/4 23 37 3/4 x 38 3/8 361/4 x 37 S/8 'nue ME.= r 80ass Caar6hwdorrs Dow Size A/B 2 Panel - 2 Trade 510" 29 7/16 A 6'0" 35 7/16 810" 477/16 17 10'0" 59 7/16 Door Size A/C B 3 Panel - 3 Trade 910" 351/2 331/2 I C 112 1/2 l5'057 " 5959112 571/2 57 1 Door Sint A B C - 3 Panel - 2 Track 910" 36 5/8 34 9/16 35 7/16 r g c 1Y0" 48S/8 469/16 477/16 157 605/8 589/16 597/16 I 12 Door Site A/D BIC 4 Panel Trade 117 357/16 1411116 aAT_ c 16'0" 477/16 PorilretC*Mbkddm 4711116 ./ Door Sire A 1 Paw -1 Trade 3'0" 36 5/16 741, 47 48 5/16 71 SIT 60 5/16 ! Door Sin A B 2 Panel rack 6'0" 34 318 35 7/16 1 A , I 810" 46318 477/16 [i] Door Size A B C 3 Panel - 3 Track 9'O" 34 3/8 331/2 35 7/16 I c 127 46318 1/2 477/16 15'0" 58 3/8 57571l2 59 7/16 , Door Size AM 2 Patal -1 Track 6'0" 35 7/16 LA 1 I 810" 477116 F 10'0" 59 7/16 1 Door Sits A/D B/C 4 Panel - 2 Track 10'0" 281/8 2815/16 12'0" 341/8 3415/16 16'0" 461/8 461S/16 Note: Sizes above are buck dimensions and not rough openings. Name Masonry wood Name Masonry wood 24 37314x505/8 361/4x497/8 5040e 613/4x49 601/4x481/4 15 37 3/4 x 63 361/4 x 62114 5050e 613/4 x 61 60114 x 60114 32 53 7/8 x 26 52 3/8 x 25114 5060e 613/4 x 73 60114 x 72 1/4 33 53 7/8 x 38 318 52 318 x 37 5/8 6020 73 3/4 x 25 72 1/4x 141 /4 34P 53 718 x 50 5/8 52 3/8 x 49 7/8 6030e 73 3/4 x 37 72 1/4 x 361/4 35 a 53 718 x 63 52 3/8 x 621/4 6040e 73 3/4 x 49 72 1/4 x 481 /4 36e 53 7/8 x 73 52 3/8 x 72 1/4 6050e 73 3/4 x 61 72114 x 60 1/4 42 74 718 x 26 73 318 x 25 1/4 6060e 73 314 x 73 72114 x 72 1/4 43e 74 7/8 x 38 3/8 73 3/8 x 37 5/8 , r i ontal Roller 3 Modular 44e 74 7/9 x 50 5/8 73 318 x 49 7/8 Name Masonry Wood 45e 74 7/8 x 63 73 3/8 x 62114 6020-3 73 3/4 x 25 72 1/4 x 24 1/4 46e 74 7/8 x 73 73 3/8 x 72 1/4 6030-3 73 3/4 x 37 72 1/4 x 36114 Horizontal Roller Modular Sizes --- 6040-3 73 3/4 x49 72 1/4 x 481/4 Name Matey Wood 6050-3 73 314 x 61 72114 x 601 /4 2020 25 3/4 x 15 24 1/4 x 24 1/4 7020-3 85 3/4 x 25 841/4 x241/4 2030 25 3/4 x 37 24 1/4 x 361/4 7030.3 85 3/4 x 37 841/4 x 361/4 2040 25 3/4 x 49 241/4 x 481/4 7040-3 85 3/4 x 49 841/4 x 481/4 3020 37 3/4 x 25 361 /4 x 24 1/4 7050-3 85 314 x 61 841/4 x 601 /4 3030 37 3/4 x 37 36114 x 361/4 8020-3 97 3/4 x 25 % 1/4 x 24 1/4 3040 37 3/4 x 49 361/4 x 481/4 8030-3 97 3/4 x 37 961 /4 x 361/4 3050 37 3/4 x61 361/4 x 60 1/4 8040-3e 97 3/4 x 49 96 114 x 481/4 4020 49 3/4 x 25 481/4 x 24 1/4 80S0-3e 97 3/4 x 61 96 1/4 x 60 1/4 4030 49 3/4 x 37 481/4 x 361/4 9020-3 109 3/4 x 25 1081/4 x 24 1/4 40401, 49 314 x 49 481/4 x 48114 9030-3e 109 3/4 x 37 1081/4 x 361/4 4050e 49 3/4 x61 481/4 x 60 1/4 9040-3e 109 3/4 x 49 108114 x 481/4 4060e 49 314 x 73 481/4 x 72114 9050-3e 109 3/4 x 61 108 1/4 x 60 1/4 5020 613/4 x 25 60 1/4 x 24 1/4 5030r 613/4 Sr 37 60 1/4 x 36114 mulrrng �ompunenls .�... ' I aw I t iM1ACTWnsM1NQ9 t�„ Sin ; sm 01 4.W 'J xxr2a8rloi 0"04n lr n1..sa.carr) suMrAiariirexruraa 1 OK4,111S.2MAKS, 2x6 LASS :us rw 1S{1 1.pi SfAnbAlli �� sAe6 112,113, VA Alli<110R CLN r e - Meets or exceeds egress requirement Nominal Panel stack Actual Frame Sin" 2P-2T 5'0"x 6'8"/8'0" XX,0X'X0 60 x 80t% 67x6'8"/8'0" XX,OX,XO 72 x 80/% 8,VX6, "/8'0' XX,0X,X0 96x80% 10'0" x 6'8"/8'0"t XX10X1X0 120 x 80/96 3P•2T 9'0"x 0"18'0" OXO 108 7/8 x 80/96 12'0"x 6'8"/8'0" OXO 144 7/8 x 801% 15'0" x 6'8"/8'0"t NO 180 7/8 x 80/96 4P-2T 10'0"x 6'r/8'0" OXXO 1195/8 x 80/% 12'0" x 6'8 lff OXXO 143 5/8 x 80/96 16"0" x 6'8"/8'0" OXXO 1915/8 x W/96 3P-3T 9'0"x 6'8"/8'0" XXX 106 3/4 x 80/% 12'0" x 6'8"/8'0" XXX 142 314 x 801% 1 S'0" x 6'8"/8'0"t XXX 178 3/4 x 80/% 4P-4T 10'0"x 6r/rr XXXX 1171/1 x 80/% 12'0'x 6'8"/8'0" XXXX 1411/2 x 096 16'0" x 61"/87 )0= 1891/2 x 80/96 Nominal Single Pocket Actual Frame Width* Jamb To Hookstrip 1P-IT-L/R 3'0"x 6'8"/8'0" 717/8 36 5/16 5'0'x 6'8"/8 0"t 119 718 60 5/16 2P-2T-l/R 5'0"x6'8"/8'0" 881/2 5815/16 6'0"x6'8"/90" 1061/2 7015/16 8'0'x6'8"/87 1421/2 9415116 10'0" x 6'8"/8'0"t 1781/2 11815/16 3P-3T-VR 9'0"x 6'8"/8'0" 1411/4 10511/16 12'0"x6'8"/8'0" 1891/4 14111/16 15'0"x6'8"/8'Wt 2371/4 17711116 4P-4T L/R 10'0"x ff/8'0" 146 116 7/16 12'0" x er/8'0" 176 140 7/16 i 6'0"x 6'8"/8'0" 236 188 7/16 20'0" x 6'8"/8'0"t 2% 2367116 Notes: ----- " Actual Frames Sizes shown do not include wood buck or shims. t Available in 500 Series only. All openings must be plumb and square. Masonry opening sizes reflect nominal 1"thick preswre treated wood buck strips. Woad frame openings are calculated with the drywall butted to the window frame. 2 x 8 P.T. wood jamb Filled cell w/ #5 vertical rebar (5) 1 /2" dia. x 6it Cliff bolt Cont. wood trim Door connection per garage door manufacture MASONRY GARAGE DOOR JAMB DETAIL Min. 1 /1 6" gap fa �f 24 max. Scale: N.T.S. 3/1611 x 1 3/4" tapcons (thru block) w/ 1 1/4" embedment • Glue along bottom of • P.T. buckstrip before 411 fastening to block • ` P.T. buckstrip Concrete Fasteners Fasteners into masonry 419 Concrete block 4,r gap .` • • _ Min. 1 /16If gap @ buckstrip joint filler pieces of buckstrip must be 24" or longer, caulked @ each joint BUCKSTRIP INSTALLATION DETAIL 1/2is gyp. boa 2 x 8 P.T. wood jamb Simpson "HD2A" w/ 5/8" dia. anchor w/ 6It embedded below each side Exterior finish 1/2 19 plywood sheathing (3) 2 x _ jamb 1it x —jamb 1 if x _ door stop Door connection per garage door manufacture FRAME GARAGE DOOR JAMB DETAIL Scale: N.T.S. "'��d frame wall ing hung door frame as necessary rails @ 1610 O.C. �,-t burring nailed to framing w/ 10d nails @811 O.C. FRAME DOOR ATTACHMENT DETAIL Scale: N.T.S. t A /...+.� Brame wall ,indow frame screws per side (8 r window min.) .1 • LIu%k strip nailed to framing w/ 10d nails 8'r O.C. FRAME WINDOW ATTACHMENT DETAIL REVISIONS INO DATE DESCRIPTION u u Z C 4d L L N � •C O rr c "a L .L�. w •� C y L y O 4E E' E p O L • � O � T L 0 io O s r M °'mmLLuu E45 CL of 0 CD cc�t=tioW Q) 0--aQ M M c tJ � U CDM C L W v! ) 0 X Co .0 crj -C p N U_ lL c CA 5 to N cmL N > 4: Cl E U o � M = "ovp` rn�Q >� 3 C .a •` C �, v a > C7 O M O m LZ co C Q U"D C_ M T_ v -o 'a >% P .2 0 LL 0 M N , N C 'C w F— O F— 0 U N H= CV a- W ti/ I `Q Q W J 0 F V V ) F_ VJ .r_ JOB NO. Master DATE January 1, 2021 DRAWN BY Daniel M. Ossman SHEET NO. Scale: N.T.S. Scale: N.T.S. S-5 lei High Strength Precast and Prestressed Lintels Ili1I.i11EiT.i I�MlTi1.MD+001I 1" 0119" •unwupnd •'Windowuribb Wofrn Sales Lwd Per Lineal Foot DESCRIPTION DESCRIPTION UNFILLED• FILLED" L-1 2-10r Awn U lints 210 bs. 5314 bps.. L-2 3'•6' 42'j U Lintels 1950 bL 5120 bs. L-3 4'•0• (481 U Untels 1875 bII` 6W bs. L-4 4'-6' (541 U Lintels 1880 bL 4915 bs. L-5 5'-C (641 U WWII. 195 bat 3744 lbs. L•6 5.10• (701 U Ling 1575 be, 3744 bs. L-7 V_r (781 U umft 1585 t s, 3= bL L•8 7_r (NJ U untels 1550 be. M7 be. L-9 94-40 (1121 U UaWs 10251tIs. 1747 b5. L•10 10'-r (1261 U Li hale w ft 1393 ba. • DOLOR HEADERS AND EXTRA WE OPENINM DESCRIPTION L-11 V_T (481 Rol wmW 2'-6• or 7•8• DDor 1875 bL 6" bt L•12 4'-Ir (541 ROOM" 3"-o• Doear 1860 bat. 4815 be& (78'�j 744 Ibs. 332W L-14 V_r ReCvlaw S10 Door 1585 bet. bs, L-15 T-6' ('90"j Rec sad F-tT Door 1550 bs. 2W bs. L-16 9-4• (112') ReClsSevad OW Garage Door 1025bs, 1747 bs, L-17 111•40 (1361 M bL 1483 bs. L-18 iz4r (144') 750 bat` 13014 to 09 1:Y-4• L-20 14'-17 (1681 WSW. 9M be. L-21 14'-r (17F) Progressed 367 bet. 911 be, L-22 15'-4• (1841 Prestressed 307 bs. 911 bs. L-23 171-C (20 ) Prestressed 387Ibs. 911 bs. L-24 19'-4' L-25 211-C } Prestressed 293 ft 879 bs� L-26 22'-T (2641 Prestressed 279 bes. 657 bs. L-27 24'•0• (2W) Prestressed 226 bat.. 716 bs. Uftm We bads based on tests by indepoWard teadop labwalodes without addtlorlal OW or conuetea added to iint* "Adrlg as a elxtmpWta beam wi81 an r *motor beam** #5 ear in the Intel, one N5 bar in the bearrl. •• All the above linteb elocaW ttre requirements d a8 VplimWe WWI Wdes- Notch lintel where required for concrete placement Knock -cut block wl (1) #5 rebar a •i �' a • a a r s a s • - * a L • w + • • . 1*.-- STD 90 degree hook a Precast lintel tilled wl (1) #5 Cont. in openings greater than 6' - a" wide and as noted can plans. See note #4 Filled cell w 1 (1 ) #6 vertical, See foundation plan for location NOTES: 1. Fill lintel and cells above lintel. 2. Verify that all reinforcement has been placed properly. 3. See floor plan and foundation plan for additional information. 4. Openings less than or equal to 6'- 0" in width do not require additional steel reinforcement unless otherwise noted on floor plan. ILLED LINTELASSEMBLY Scale: N.T.S, EXIST, STRUCTURE �, NEW ADDITION �. NEW CONC.-FILLED TIE BEAM ( TOP Or MASONRY) I)OKL INTO EXIST. TOP TIE BEAM MIN, 8" SET IN EPDXY GROUT. MOTE: PRIOR TO INSTALLING EPDXY GROUT. 8E SURE TO COMPLETELY CLEAN ALL DUST AND RESIDUE FROM DRILLED HOLE! MIN, 16" LONG #5 RE BAR DOWEL NIIN- 8- INTO EXIST a NEW WALLS -SET INTO EPDXY GROUT -MIN. (7) EQUALLY SPACER? VERY, LOCATIONS IN $' HIGH WALL (3) LOCA TICINS IN 10' WALLS. (2) 16" LONG /5 Rt®AR DOWEL MIN, 8" INTO FXIST. AND NEW CONC. FOOTINGS. SET IN EPDXY GROUT. NOTE: rOOTINGS SHOWN AS PERPENDIAR TO WALL FOR CLARI T Y ROOF & ROO1 STRUCTURt NOT INDICATED FOR CLARITY EXST CONC FILLED TlE BEAM I][i`KA INTO EXIST. TOP RE BEAM MIN, ti nu END CELL 54I.,III3 W/ CONC. w/ (g } #5 CONT. VERT. V SET IN EPDXY GROUT CORNER CELL O EXIST. MASONRY 1kAl IS cellED CELL t W/ (1) 0 5 ti+ERT. CONT. + 5 O TOP '' t TIE 8M, SET IN CONC. '� '` LAP SPLICES MI -- N. 25"✓ .: tea• LONG. /5 FREBAR-- DOIVEL 8` ##TO EXISTING AND NEW WALLS - SCT IN EPDXY GROUT et ti� r s 1 f. `r (2) 45's a NEW FOOTER ro ICE DOWELED INTO EXISTING FOOTING MIN. W-SET IN EPDXY GROUT ASON.O. Y TO MASONRY TIE - IN DETAIL Preca-qt cone W/ {1 rebel Prec sill 30" long #5 rebar epoxied into concrete 314" dia. x 6" (min). hole drilled into the existing concrete slab and set in Simpson epoxy ---., Scale: N.T.S. See window attachment detail Alum single hung window Marble sill INDOW Scale: N.T . #5 rebar wl 25" lap splice Hardened concrete 5 REBAR RETROFIT DETAIL Scale: N.T-S. TRUSS ST See elevations for finish roofing material----�-- Metal drip edge Wood fascia board Cont, vented alum soffit 8" x 8" x 16" tie beam w/ (1 ) #5 cont. rebar. All lap splices to be a min. 25" - See elevations for exterior finish son "MST 16" strap wl (6) .14" long tapcons into the band beam & (7) 1 112" 10d nails into the truss to resist uplift forces of up to 1,000 lbs. In areas where uplift straps are missing, damaged or otherwise unusuabel. P RETR Scale: N.TS. R - 38 attic insulation 518" drywall if roof structure is 24" o.c. or 112" drywall if roof structure Is 16'" O.C. —• See connection schedule for • • roof structure connection to 1 exterior concrete block wall s • 4" x 4" inspection port ' each filled cell-----,� Grade NOTE: All footings must be a min. 12" below finish grade TYPICAL WALL Scale: N.T.S. 112" drywall over P.T. furring strips over 8" x 8" x 15" concrete block wl R - 4.2 insulation Indicates 1 #5 vert rebar in a cone. masonry block cell filled and tamped solid with cone., hooked into the bond beam above and the cone. slab 1 ftg. below with a 25" min. lap splice • . - 0 Tand See foundation plan for footing size slab information R IS1011S NO DATE DFSMIPTION � f *a — c t I as be V C C oil .. rA W) i 10 E . 3 *do j1 iwil "O o MW o C IM w U�ICEM > 'COD.��C J JQ U.tll W U 'E, a e E 0 e e CL EOr' 82 .2M 5 'E a C4 Uj D D co ♦\� 7s I M C�1 C_) C_j CQ JOB NO. Master DATE January 1, 2021 DRAWN BY Daniel M. Ossrnan SHEET NO. S-6 EXTERIOR SHEATHING TURN UP 6" MIN. 40MZCNTAL CUT 12" SILL FLASHING WIDTH RECOMMENDED VERTICAL CUT EXTEND FLASHING TO INSIDE EDGE OF FRAMING PATCH CORNERS (GRACE VYCORNER) STEP 2 SECURE HEAD FLAP TEMPORARILY WITH TAPE FOLD UP AND OUT OF WAY FOLD BACK STEP 3 SECURE FLAPS .IOUS BEAD LAW. I" BEAD) STALL WINDOW =R MANUF. SPEC. EXPEND JAMB FLASHING AK30VE WINDOW 6" FLASHING WIDTH RECOMMENDED LASHING FULLY APS SILL FLASHING VYCOR PLUS APPLIED TO HEAD NAIL FLANGE AND SHEATHING 6" HEAD FLASHING WIDTH RECOMMENDED HEAD FLASHING EXTENDS BEYOND JAM® FLASHING 5/8" GYP. BD. INSULATI BUILTUP HEADI CAULKING E NAIL III SHIM FOR LEVEL 4 u STEP S STEP & MECHANICAL FASTENER TAPE SEAMS DO NOT TAPE AT BOTTOM OF WINDOW '411" " 78B SHEATHING i WINom HEAD DETAIL SCALE: 1 /2"=1 '-O" 3e* vAPOR BARRIER LAP SIDING 1/4" GAP, DO NOT CAULK X-METAL HEAD FLASHING (SET INTO SEALANT) V GRACE vYCOR FLASHING AVER HEAD NAIL FLANGE 5/4 X 4 TRIM CAULK 1 /4" GAP VINYL WINDOW UNIT STEP 1: A MAKE AN "I -CUT" (STANDARD I -CUT) IN THE WEATHER -RESISTIVE BARRIER (30# FELT). A MODIFIED I -CUT IS ALSO ACCEPTABLE. BEGIN WITH A HORIZONTAL CUT ACROSS THE TOP AND BOTTOM OF THE WINDOW OPENING. AT THE CENTER OF THE WINDOW OPENING CUT STRAIGHT DOWN FROM THE TOP TO THE WINDOW SILL WEATHER -RESISTIVE BARRIER SHOULD BE REMOVED FROM TOP OF SILL PLATE. B. CUT TWO 45 DEGREE SLITS APPROX. 6"-&" EXTENDING FROM THE CORNER OF THE WINDOW HEAD, UP AND AWAY FROM THE WINDOW OPENING. THIS WILL CREATE A FLAP ABOVE THE ROUGH OPENING TO ALLOW HEAD FLASHING INSTALLATION. FLIP HEAD FLAP UP AND TEMPORARILY SECURE WITH TAPE. C. FOLD SIDE FLAPS INTO ROUGH OPENING AND SECURE TO INSIDE WALL FLAPS SHOULD EXTEND TO INSIDE EDGE OF WINDOW FRAMING. CUT OFF EXCESS FLAPS AS DESIRED. STEP 2: A. PRE-CUT GRACE VYCOR PLUS FLASHING FOR SILL, JAMB AND HEAD FLASHING& SEE TABLE BELOW FOR FLASHING LENGTH CUT LENGTHS. A 12" WIDE FLASHING IS RECOMMENDED FOR 2X6 EXTERIOR WALLS SO THAT A FULL DRAINAGE PLANE IS PROVIDED IN THE ROUGH OPENING. A e WIDE FLASHING IS RECOMMENDED FOR HEAD AND JAMB FLASHINGS. ' B. APPLY SILL FLASHING TO TOP WINDOW SILL FLASHING SHOULD EXTEND TO INSIDE EDGE OF SILL FRAMING TO PROVIDE A FULL DRAINAGE PLANE FOR WINDOW OPENING. FLASHING SHOULD EXTEND VERTICALLY UP THE JAMBS A MINIMUM OF 6" ON BOTH SIDES. NOTE SILL FLASHING SHOULD NOT WRAP ONTO THE INSIDE OF THE WALL C. MAKE VERTICAL RELIEF CUTS STARTING FROM CORNER OF WINDOW SILL UPWARDS. ROLL SILL FLASHING FIRMLY ONTO EXTERIOR OF WALL NOTE: SILL FLASHING SHOULD NOT EXTEND PAST OUTSIDE EDGES OF JAMB FLASHING. D. APPLY CORNER PATCH AT BASE OF RELIEF CUTS IN SILL FLASHING. STEP 3: A APPLY A CONTINUOUS BEAD OF SEALANT (MIN. 1/4") TO ROUGH OPENING TO ENSURE CONTACT WITH BACKSIDE (INTERIOR) OF WINDOW NAIL FLANGE. ONLY APPLY SEALANT TO THE HEAD AND JAMBS. DO NOT CAULK ALONG SILL (BOTTOM OF WINDOW) 13. INSTALL WINDOW PER MANUFACTURER'S RECOMMENDATION AND INSTALLATION PROCEDURE. C. REMOVE ANY EXCESS SEALANT FROM WINDOW'S NAILING FLANGES AND SURROUNDING AREA TO PROVIDE A SMOOTH CONTINOUS SUBSTRATE FOR JAMB AND HEAD FLASHINGS. STEP 4: A. INSTALL PRE-CUT JAMB PLAS14INGS ON TOP OF NAILING FLANGES AFTER WINDOW HAS BEEN FULLY INSTALLED. ROLL FIRMLY INTO PLACE. B. JAMB FLASHING SHOULD EXTEND BEYOND SILL FLASHING AT BOTTOM OF WINDOW OPENING BOTH VERTICALLY AND HORIZONTALLY. AVOID REVERSE FLASHING AT THIS INTERSECTION. C. JAMB FLASHING SHOULD EXTEND APPROX. 6" ABOVE TOP OF WINDOW. STEP b: A INSTALL PRE-CUT HEAD FLASHING ON TOP OF WINDOW HEAD NAILING FLANGE. ROLL FIRMLY INTO PLACE. B. MECHANICALLY FASTEN HEAD FLASHING AT TOP OUTERMOST CORNERS. C. HEAD FLASHING SHOULD EXTEND BEYOND OUTER EDGES OF JAMB FLASHINGS. STEP & A. REMOVE TEMPORARY SECUREMENT OF WEATHER -RESISTIVE BARRIER 030 FELT) FLAP. B. FOLD FLAP DOWN OVER HEAD FLASHING. " C. TAPE ALL SEAMS AND JOINTS WITH WEATHER -RESISTIVE BARRIER SEAM TAPE AS REQUIRED. STEP 1: A INSTALL TRIM BOARDS AROUND WINDOW PERIMETER. B. CAULK ALL GAPS BETWEEN WINDOW AND TRIM BOARDS. C. INSTALL METAL HEAD FLASHING (Z-METAL) ABOVE HEAD TRIM BOARD. SET METAL FLASHING INTO A CONTINUOUS BEAD OF SEALANT. D. INSTALL LAP SIDING, CAULKING ALL GAPS. E. INTERIOR SEAL. APPLY INSULATING FOAM SEALANT (AND BACKER ROD AS NECESSARY) F. DO NOT CAULK BOTTOM OF FIRST RUN OF SIDING LOCATION FLASHING LENGTH FORMULA SILL FLASHING R.O WIDTH + (2 X FLASHING WIDTH) JAMB FLASHING R.O WIDTH + (2 X FLASHING WIDTH) - 1 HEAD FLASHING R.O WIDTH + (2 X FLASHING WIDTH) + 2 � o q A � °''° � •.i 8 as �o ,a .9 a° A � a� b (D c N r' O m to Q) o 'C aN 4) wMW ELn aCX c$0o� 0 C o Q M a.. U M 4)C 0if M Vl _O mQ IX LL CV}a�asca oe o mL M a'- U c 2H ap 3 cn i< �cMo 0E��c>av°, D c0vvc=m O L tQ (D 2 00 o CL c� -moo Ntv� c O C 'E N (D O ir-13 VO4 c%4a U MUM" jw 0 J � c_-) c^� JOB NO. MASTER DATE NUARY 1, 2021 RAWN BY LD aniel M. Ossman SHEET NO. S-7