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HomeMy WebLinkAbout5203 17th StAll elevations drawn are for "illustration" purposes only. For "actual" elevation construction, consult construction drawings and structural details for additional information. L71 Q:� E. (GYP RIGHT SIDE ELEVATION vE►Jr Fiberglass shingles over 30 Ibs felt or option peel and stick over 5/8" plywood sheathing (See table R803.1) with roof structure spaced no more than @ 24" o.c.. See roof framing layout and connection schedule for additional information. R905.2.2 Slope. Asphalt shingles shall be used only on roof slopes of two units vertical in 12 units horizontal (2:12) or greater. For roof slopes from two units vertical in 12 units horizontal (2:12) and less than four units vertical in 12 units horizontal (4:12), double underlayment application is required in accordance with Section R905.1.1. R905.2.3 Under'laynwt. Underlayment shall comply and be installed in accordance with Section R905.1.1. R905.2.4 Asphalt shingles. Asphalt shingles shall comply with ASTM D3462. LEFT SIDE ELEVATION EXTERIOR FINISH: Hardie board siding, over a water resistive "Tyvek" vapor barrier, over P.T. furring strips @16" o.c., over concrete block exterior walls. Interior to be finished with P.T. furring strips Q 16" o.c., 1/2" drywall and R-6 insulation. Water resistive barrier in accordance with Section R703.6.3, of the FBC 6th Edition 2017 Residential. P �I SCALE. 1/4" = 1' - 0" SCALE: 1/4" = 1' - 0' FRONT ELEVATION NO Proposed roof pitch: 6 / 12 Roof pitch "MUST" be approved by owner / and or contractor before the production of any roof trusses. Proposed finish ceiling height: 10' - 4" (min.) at main house and 9' - 4" at front porch. Contractor "MUST" coordinate and be approved by owner before construction begins. All door and window header heights to start at: 8' - 0' Contractor "MUST" verify "ALL" lintel height locations with owner before construction begins. Truss company "MUST" field verify all existing conditions before engineering and manufacturing of roof trusses. Daniel M. Ossman Drafting Service and Architect who signed / sealed the plans assumes no responsibility for errors in the roof truss layout and dimensioning due to negligence to conduct proper and accurate field inspection by truss manufacture. CONTRACTOR, MUST COORDINATE WITH TRUSS MANUFACTURE FOR ALL VAULTED, TRAY, FLAT AND OR OTHER CEILING TYPES. CONTRACTOR IS 1000A RESPONSIBLE FOR THE EXTERIOR WALL CONSTRUCTION METHOD WHERE A GABLE END IS CONSTRUCTED. ALL EXTERIOR WALLS MUST COMPLY WITH THE FBC RESIDENTIAL CODE 6TH EDITION (2017) RESIDENTIAL, CHAPTER 6, FOR WALL CONSTRUCTION METHODS. SEE ADDITIONAL ATTACHED STRUCTURAL SHEETS FOR GABLE END BRACING DETAILS. DANIEL M. OSSMAN DRAFTING SERVICE AND ARCHITECT WHO SIGNED I SEALED THE PLANS, ASSUMES NO RESPONSIBILITY DUE TO NEGLIGENCE OF THE CONTRACTORS FAILURE TO FOLLOW REAR ELEVATION GABLE END FINISH: At gable end only, 1/2" wood lap siding or hardie board over a water resistive "Tyvek" vapor barrier. over 1/2" cd-x plywood sheathing, that is nailed with 10d x 1 1/2" nails C 6" o.c. edges and 12" field. All water resistive barriers shall to be installed as required in Section R703.2 and R703.7.3. All of the above are in reference with FBC 6th Edition 2017 Residential. REVIEW DATE RH BLS OF ZF Pt�AN EXAMINER-�. COMPLY WITH PREVAILING BUILDING CODE, 'Ii11✓ 000E, QE SIT 41 SCALE: 1/4" = 1' - 0" SCALE: 1 /4" = 1 ' - 0" (. V Zln REVISIONS NO DATE DESCRIPTION c� � � o u " � 46 C 0a0 o%.$, .� 3 a ro ... 8 a� s ° c cs = -° M W N a Q O c ca o-'ate �..tIE<m 0 vVM lb - Cr M o O -j U. N d' CDM m w 0. Es U�� cs w L I--' M 'vp'; ��Q > CD m c W�'v' Eor" 2N��� o°> O M c� ct—� o e� c1=NCL H0 c�N N ♦♦AA L0 M v! Z U) .0 0 Z M = Os '- N CL ..J LO N D 100 0 N 00 z JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-1 BOUNDARY, TOPOGR4PHIC LEGAL DESCRIPTION: LOTS 7, 8 & 9, BLOCK 196, TOWN OF ZEPHYRHILLS, ACCORDING TO THE MAP OR PLAT THEREOF AS RECORDED IN PLAT BOOK 1, PAGE 54, PUBLIC RECORDS OF PASCO COUNTY, FLORIDA. LOT 17 •�j 2AvE�, oQ I 4�UC2E"TE. P12rvEw�=�. � LOT 16 LOT 15 tK I ;p I 1� LOT 13 ' I I & TREESURVEY SECTION 11, TOWNSHIP 26 SOUTH, RANGE 21 EAST PA SCO COUNTY, FLORIDA 112 I I I I I 19.5' L I. 2oI O of .�'o' xs4p x�h• x0 xn;O.ti e2 F.I.P. 3/4"02 OAK ALSO p F.I.P. 3/4" 3.0' EAST t �hx do 2.1' NORTH I x 44P x T.B.M. Q SET NAI h� TRIPLE 15 OAK E V.=85.11 W'•a • • LOT 7 x4� a f , ` `• , . �© tQ 42 CAMPHOR St MWALV xX. 4� fb ti I g -�-- ----- ---x-- ----- -- -- ---- x CL .o LOT 8 a a t x 0) — x�� X��b y x x�9`� 02 3 2.4" V1t'tD� �j------------- -- ---X — — — — — �, Z W LlCQe.�-� O TWIN 24 OAK -� r p �1 v�V1�Q►`'r � 13 ❑AK 2l��,0►,1 m LOT 9 a. Z , O TRIP 12 RAIN rR K 0 12 OAK i 16 CAMPHOR x b �x ePP 6, e�0 12 OAK �?' x e� �O °►� F.I.R. 1/2" x TWIN 14 CAMPHOR x e° o LB 107 S•89e32'29"E. 140.01' (F) sI.R. I seB. 02 P. i12 CAMPHOR 140' (p) ALSO 132 AK SET 4T T71 ELECOMMUNJCA710N F I. P 3/4" RISER TWIN 180CAMPHOR p,°' 0.3' EAST ( t cpj x 4! de 0.1' NORTH I �ptot �to� �to2 g�` x ep I x ep • rho tb xI x LOT 10 I x to I co I I I . I I ( I F.C.M. 4"x4' N•8920'14"W (��1 Pi 3 f4 6' C.L.F. 4e CER77RED TO. DARVIN W. TROYER, 7RUSTFE OF THE DARVIN W. TROYER REVOCABLE TRUST UTD 6-24-04 AND RUTH ANN TROYER, TRUSTEE OF THE RUTH ANN TROYER REVOCABLE TRUST UTD 6-24-04 140' (P) 140. 09" (F) ,011 RES NOTE.- ALL TREES ARE MEASURED IN INCHES ELEVA77ONS ARE BASED ON NGS BENCHMARK 'S 1061, ELEVA77ON 89.41 (NAVD88). T .+[ , BEARINGS ARE BASED ON THE WEST RIW LINE OF 17th STREET AS BEING, "NORTH". ASSUMED. PC :Print of Curvature :Paint Of raverw T&""0, 8eic1imark CONC. ft Surve Surveyor rs No teS: :Poknt of PP : Powr/Ut#Ity Poo a : A Part Of 1) Prgoerty shown hereon gopears to be located 6n flood Zone �" per FLAK No. 12101C 0456F PCC P Cr Compound e L :Point Of kntersacNon PSM Prahssknd Surveyor & Mapper GOohmarot COY. : Coveredf MAS :Maeanry OR :Set Capped Im Rood 112' 16m LB Licensed Business RM :ROMA*"" Doted 9-26-i� Th/s aurwxor makes no guarantees as to the accuracy of the above Informatim. FIR :Found #an Rod RLS :Rsg/sterd Land Surw)cr P.B. :Plat Book Load F.E.M.A. agent should be contocted for verificatkn. FP •Found #an Pips FCM :Found Concrete Monument AIAWA :As lhet bnt rests May Appear ISAOIA :It's &wcessoir Andl r Asawnit PO :Pope T1� : I)pkd 2) No undaVound ut#itlen �d eneraaehmente or buiding faundatkns were measured or S.C.M. :Set Cernarte Monument SET 09W -Set P-K Nate d: Oft R.GP. :Reinfonasd Concrete Poe W.F. : Nbod Fence located as part of th/e survey. and shrubs were not located unless otherwise shown. 3 This serve ) y was conducted without the benefit of an abstract of tItlR therefore there may be FND DISK Abund P-K tear! a Disk (P) .Plot (D) EL :Eowtkkn other easements; r*te of wan setback Nees, agmements, rteserratkns, restrkdons or other shn#or pND RRS ,F:m d Rauruad :Desd ASPH. :Asphalt matters of publk record not shown hereon. NCF :A Comer Found w Set (Dena) :Deecriptkn W.C. Mines Caner 4) Unless otherwise noted distou� shown hereon reAer to plat and find measurements and ors PRM :Par n inent ReAire nce Manumsot (C) :CakWdon R/W : Rlot Of Ntry measured In U.S fast. 0/N :owrheod Wkw (F) :Rolf Measured ESYT. : Eaeement 5) Re -use of this survey for purposes other than It was Intended, without written verilkation, w#1 be t"LF : Chash Link Fence SEC. :soctim S/W : Skhivow the re -users ode risk and without tlab#ity to the survemr. Nothing herebn sha# be construed to RQ5 :Point of Begkrning 1WP. :Township C.fiL :Chard Bearing convey any rights or berreNts to anynne other than those to whom this survey was oriyinauv se" 1 m = 20' T5iR 0' 10' 20, 30' rT� BA VI0 L. SA ITH ,SURVEYING AND MAPPING, hVC. 1406 W. LIN04UGH AVE. Tampa, Fl: .33612 G,py� yoPhone (813) 935-1980 Fox (813) 933-9448 Certificate of Authorization "L.B. #6962" SURVEYOR'S CER17RCATE / hereby csrtlly that the aw►rryy npnserrhd heron meet the rqukemente of Rorfab Adnink+trodve code pursuant to Chaptw 3J-17.OVOSI.OS$ of the Fkrfds Statute. Unless It bass the wtury and the Moe# raked sed of this Rlorfdo A coned surwyor and mappsr this &awinp6 sketck of or map o Aar Infbrmatknat purposes only and to not wild ���.�., P.QG :Point of Commenoanent RCE COL :Colmar+ certified a` .,. P-K : P&*iw —Kota► C/% M • `• '• , rnu n<m !w� bem eketrantcat d sa :Squae r••''R`'° ,wm.d.nd..,t.dn, '� r y fine Date. 05/11/1e al•a : ofr1aw Reow& Back NC :Ayr cwwwofw DIA. :atmeter A�RWY cues: XA( • Y �'. (. Mlcirt4 Pu w r.s.M. •419n Y.Q : Ca►awtt Ydey Gutter 0/A t w U.S :United Votes 9 ns•wr art ee noses � 9Nog•Dlgd•1Stgn•turc,ndd•t.. Pna.d @ re �` Mp u.._.s1605^017 + %caQ{e. ofthn d«nmmt an sot con.idcre,f q;o.d •nd mW .nd a..*n•t9re mot be v.cificd on my 6"tronic w0- �•. . 1 'M Q•'AA-nA'An' 3 j�.a �E�,ErJS • I:iliIN DETAIL AT ALL DOK WAYS f '' per. o U;EP pA.►.1SI ,JOI ►.tr See elevations for finish roofing material and roof framing layout and wood beam size for more information Metal drip edge 1 x 6 fascia 1� board - Cont. vented alum soffit 6 x 6 wood post See connection schedule for for information See elevations for column height and finish materials — Grade Finish ceiling with 1/2" bead board or outdoor drywall • See connection schedule for more information Wrap post with 1 x _ material tapered Decorative column cap 24" x 24" x 8" concrete block column with 4 - #5 rebars in concrete filled cells tamped solid. All lap splices are a min. of 25" See foundation plan for footing size and concrete slab info. All footings must be a min. of 12" below finish grade 0 '' SEC FPO. RA©J r \ / DETAIL RECESSED AT SHOWER DESIGN AND WIND CRITERIA (FBC 6th EDTION 2017 RESIDENTIAL) Address: 5203 17th Street Zephyrhills, Florida 33542 Basic Wind Speed (V) 150 mph Building Classification RISK Category II Wind Importance Factor I 1 Wind Exposure C NOTE: THIS BUILDING HAS BEEN DESIGNED TO RESIST WIND INDUCED SHEAR AND UPLIFT FORCES, AS SPECIFIED TO COMPLY WITH THE FLORIDA BUILDING CODE 6th EDITION 2017 RESIDENTIAL, SECTION R 301.2.(1) WITH A (3 SECOND WIND GUST). r� 0 0 LO OQ V O d- 24" x 24" x 8" concrete block column with 4 - #5 rebars in concrete filled cells tamped solid. All lap splices are a min. of 25" 321- 0�� 4 Iw pll � gl- pl, IOi- 4" It 1611z1611x1211c acpad w/ 3 - #5 rebars each way (typ). 77= r 0 LO I I I 11 I AT 5►� owE� I �.. I I , I Indicates 1 - #5 vert rebar in a I CC) I conc. masonry block cell filled and tamped solid with conc., hooked 100 - O into the bond beam above and the "' U�� QSSI conc. slab / ftg below with a 25" I min. lap splice (typ). I 1 I I ` ` • 1 Pour new 4" concrete slab with min. 3,000 p.s.i I fibermesh or "opt" 4" conc. slab w/ 6 x 6 x 10 x 10 I w.w.m. over 6 mil. vapor barrier over termite treated and compacted clean fill. I I I Indicated either a door or window location (typ). I � I I 8" x 16" conc. ftg. w/ 2 - #5 rebars cont. w/ a I , 8" x 8" x16" conc block I c _ _ I sternwall above or "opt." ( v 12" x 16" mono ftg. w/ I 2 - #5 rebars cont. 3/4" }Recess for a» I doom ) z I Q • T- 12" z 12" eowc fee ft w/ 2 - #5 coot rOw (typ). Uri EDFa\;:�q I I � l I 24" 3 r- 0 1- ' E-Q 124-" Z,'- O" 24 N. 32'-O'' too 20. I f N ' 32" x 32" x 16" EQ concrete pad w/ 4 - #5 rebars each way (typ). REVISIONS NO DATE DESCRIPTION L a C v A as o L a S H •� . Q rr. .� as ec a r o o �- >. �o)W o a Sao tv �VN o-c�� moo cmocoa�co �i 6 ' 25 E .G 8 ea t Vcuma L ri v, o � � -i COLIn S t O 2 cn .°0 3 c> .< >m L T 1Ea c , 15 �Emc 4o 2 �_ V SM o o>mmao -�F� �wti �tCO � ,- '7 .- o H0 Ur4 a.= a M U) L. Cr) Z 4-j U Q •O —J LL r M �- os '— N cL L0 N D JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman TYPICAL COLUMN DETAIL SCALE: N.T.S. FOUNDATION PLAN SCALE: 1 /4" = 1' - 0" SHEET NO. M-2 Window and Door Schedule No. Type Size Notes Door or Florida Window Product Manufacturer Approval # Name 1 Insulated exterior 36" x 80" 36" x 80" door with fixed Therms - Tru I FL 7640.1 R8 door glass transom above Corporation 2 Insulated exterior 72' X 80' 72" x 80" door with fixed PGT Industries Inc. FL 331.3 RI french door lass transom above 3 Single hung window SH 23 - PGT Industries Inc. FL 1435.5 R20 4 Single hung window SH 24 - PGT Industries Inc. FL 1435.5 R20 5 Single hung window SH 25 New fire egress single PGT Industries Inc. FL 1435.5 R20 hung window 0 Single hung window SH 112 34 - PGT Industries Inc. FL 1435.5 R20 7 Single hung window SH35 PGT Industries Inc. FL 1435.5 R20 8 Interior hollow core 24" x 80" NIA N/A door 9 Interior hollow core 30" x 80" - NIA NIA door 10 Interior hollow core 32" x 80" - N/A NIA door 11 Interior hollow core 36" x 80" - N/A N/A door New door and / or widow notes. 1. ALL EXTERIOR DOORS AND WINDOWS SPECIFIED ARE "IMPACT RESISTANT". 2. PROTECTION OF OPENINGS SHALL CONFORM AND MEET REQUIREMENTS ASSET FORTH IN FBC 8th EDITION (2017) 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 801 Level 2 alterations as described in Section 504 shall comply with the requirements of this chapter. The 2017 Florida Building Code - Existing Building 6th Edition. New 8" exterior concrete block wall, with interior finish 1/2" drywall over R - 6 insulation over P.T. furring strips. "optional" interior finish at non -heated living area. For all "interior walls" use 2 x 4 studs @ 24" o.c. with 1/2" drywall each side. Provide minimum R - 13 insulation for all interior adjacent walls or any other locations that are required by code. Note: At all plumbing walls use 2 x 6 studs to allow for ventilation plumbing stacks Closet maid ventilated shelving. Florida Product Approval Product Category Manufacturer Approval Number Precast Concrete Lintel Cast - Crete FL 168.1 R10 Hardie Board James Hardie Building FL 13192.1 IRS Products, Inc. Asphalt Shingles GAF Materials Corp FL 10124.1 R20 Ridge Vents GAF Materials Corp FL 6267.1 RI Vented Vinyl Soffit Kaycan FL 16503.3 R3 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. It is the responsible of the General Contractor to matte a field inspection to verify all existing field conditions and measurements with proposed plans for accuracy, before distributing plans to any and all trades. General Contractor will be held liable if these inaccuracies are "NOT" submitted in writing to Daniel M. Ossman Drafting Service, Inc. before the distribution of plans. Daniel M. Ossman Drafting Service, Inc. "WILL NOT" be held liable for any. inaccuracies in dimensions with existing field conditions or other trades on proposed plans. All exterior masonry and / or frame perimeter walls are to be considered shearwall segments, except at door / window openings and wall lengths less than 2'- 8" in length. 11584 s/f Heated living area 208 s/f Covered front porch .& sK Covered rear porch 19872 s/f Total Square Footage Under Roof o 0 0 0 O 0 4-0. 221-011 ., 10I_0 24. I EQ EQ EQ J E-Q 2.4'' Co I - O'' 24" Lo , - O ,' 2.4,' 31-0" LoI -O'' 32 I- a„ PROPOSED FLOOR PLAN LAYOUT I Lam'' EQ I EQ 4-ot " Z4,, ()F-T& I L- C9Z M O P_E., I elrFo (-ry P. ) 3'- v' d- I• 3 M REVISIONS NO DATE DESCRIPTION w c � c a a a go ton _ o as Gi A �o � � a a� D M LD Z 0 z o >. AR T-M M W N NCO C l0 0 o y� V J LL LL C (n C. ,0 U fl. s°� o � f U��z M U taLV � ~ V O; C_ L O O c:o� � tEEm0E�Q N 0 O N U O l^7 ° 0 L->ki L0 M >' 1- 4) a r r- C 1- �_ o ON CL2Na CN M U) Z Cn Q .O J LL r 0 cM Z Os CL 0 N J D m JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. SCALE: 1/4" = 1'- 0" A 3 Framing. Layout dotes: Framing layout drawn by Daniel M. Ossman Drafting Service, Inc. is a schematic representation only. It is the responsibility of the General Contractor to make a field inspection to verify "ALL" existing field conditions including accuracy in dimensions with proposed plans. General Contractor "MUST" certify in writing (the time and date) that this field inspection was conducted on and submitted to truss manufacture. If this field inspection was "NOT" done prior to giving said plans to the truss manufacture, then the "GENERAL CONTRACTOR WILL BE HELD LIABLE FOR ALL COST OF ANY / ALL MISTAKES" on pre-engineered trusses that are constructed for said project. Daniel M. Ossman Drafting Service, Inc. "WILL NOT BE HELD LIABLE" for errors made on any framing (floor or roof) truss layouts. Upon receiving said plans from the General Contractor ... the truss manufacture "MUST" make a their "OWN" field inspection to "DOUBLE CHECK" all existing field conditions, roof slopes, overhangs, and dimensions prior to the manufacturing of any / all trusses. Truss manufacture "MUST" certify (the time and date) that this field inspection was conducted on by their company. This certification must be given to the General Contractor in writing prior to the manufacturing of any / all trusses on said project. 3 All thickened slabs / footing on foundation plan are located according to the schematic truss layout drawn by Daniel M. Ossman Drafting Service, Inc. Only truss manufacture can change these locations due to truss bearing points and "MUST" notify General Contractor of these changes as soon as possible. 4 All hurricane truss straps specified on said project are to be used unless otherwise specified by truss manufacture. All hurricane straps specified are "Simpson Strong Tie" ( or equal ), unless noted otherwise. Only truss manufacture can change any / or all truss straps that are specified on truss layout drawn by Daniel M. Ossman Drafting Service, Inc. Truss manufacture must first notify General Contractor in writing of these changes as soon as possible. 5 Truss design drawings shall be prepared in accordance to and conformance with section R802.1.6.1. These documents shall be provided by the truss manufacture at time of truss delivery and approved by the building official prior to the installation of the roof truss. (See code section items 1-13). 6 This plan as indicated is diagrammatical in nature for permit and contract purposes only. Any revisions as required by the truss company's engineer as indicated on truss company's sealed drawings shall superseded this drawing. This also includes truss company's specified hurricane and other anchors supersede one shown on this drawing. If shingles are being used, shingles MUST comply with section 905.2.2, 905.2.4.1 and table R - 905.2.6.1 for wind resistance, FBC residential code 6th edition (2017) residential. 8 CONTRACTOR, MUST COORDINATE WITH TRUSS MANUFACTURE FOR ALL VAULTED, TRAY, FLAT AND OR OTHER CEILING TYPES. CONTRACTOR IS 100% RESPONSIBLE FOR THE EXTERIOR WALL CONSTRUCTION METHOD WHERE A GABLE END IS CONSTRUCTED. ALL EXTERIOR WALLS MUST COMPLY WITH THE FBC RESIDENTIAL CODE 6TH EDITION (2017) RESIDENTIAL, CHAPTER 6, FOR WALL CONSTRUCTION METHODS. SEE ADDITIONAL ATTACHED STRUCTURAL SHEETS FOR GABLE END BRACING DETAILS. DANIEL M. OSSMAN DRAFTING SERVICE AND ARCHITECT WHO SIGNED / SEALED THE PLANS, ASSUMES NO RESPONSIBILITY DUE TO NEGLIGENCE OF THE CONTRACTORS FAILURE TO FOLLOW THE BUILDING CODE FOR GABLE END CONSTRUCTION. Connection Schedule Manufacturer Model Uplift FI Product Location / Use Name No. Approval Number Simpson ABA66R 6 x 6 wood post connection to Strong Tie Z #720 FL 10860.2 concrete slab or concrete block column. Simpson 6 x 6 wood corner post connection Strong Tie LCE44 #986 FL 10446.11 to 3 - 2 x 6 wood beam at covered porch Simpson 6 x 6 wood middle post connection Strong Tie LPC6Z #915 FL 10860.17 to 3 - 2 x 6 wood beam at covered porch Simpson HU216 - 3 - 2 x 6 wood beam hanger Strong Tie 3 (min) #1515 FL 10655.11 connection to concrete block exterior walls Simpson H10A #1140 FI 11446.7 Roof structure connection to wood StrongTie beam at front entry. Simpson Roof structure connection to Strong Tie HETA24 #1810 FI 11473.3 exterior concrete block wall or precast lintel 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. 2. It's the responsibility of the truss manufacture to coordinate all cathedral ceiling locations with General Contractor before the manufacturing of any floor and / or roof trusses. All new ceiling heights are to be a minimum of 11' - 011. General Contractor to field verify with owner during construction. NOTE: Proposed roof pitch: 6112 Roof pitch "MUST" be approved by owner / and or contractor before the production of any roof trusses. Proposed finish ceiling height: 10' - 4" (min.) at main house and 9' - 4" at front porch. Contractor "MUST" coordinate and be approved by owner before construction begins. All door and window header heights to start at: 8' - 0" Contractor "MUST" verify "ALL" lintel height locations with owner before construction begins. Truss company "MUST" field verify all existing conditions before engineering and manufacturing of roof trusses. Daniel M. Ossman Drafting Service and Architect who signed / sealed the plans assumes no responsibility for errors in the roof truss layout and dimensioning due to negligence to conduct proper and accurate field inspection by truss manufacture. CONTRACTOR, MUST COORDINATE WITH TRUSS MANUFACTURE FOR ALL VAULTED, TRAY, FLAT AND OR OTHER CEILING TYPES. CONTRACTOR IS 100% RESPONSIBLE FOR THE EXTERIOR WALL CONSTRUCTION METHOD WHERE A GABLE END IS CONSTRUCTED. ALL EXTERIOR WALLS MUST COMPLY WITH THE FBC RESIDENTIAL CODE 6TH EDITION (2017) RESIDENTIAL, CHAPTER 6, FOR WALL CONSTRUCTION METHODS. SEE ADDITIONAL ATTACHED STRUCTURAL SHEETS FOR GABLE END BRACING DETAILS. DANIEL M. OSSMAN DRAFTING SERVICE AND ARCHITECT WHO SIGNED / SEALED THE PLANS, ASSUMES NO RESPONSIBILITY DUE TO NEGLIGENCE OF THE CONTRACTORS FAILURE TO FOLLOW Is! N to ROOF FRAMING LAYOUT Poei (1P.) SCALE: 1 /4" = 1' - 0" �a x G P.`F wooD PO SIT- 5- 2.x G rvoo © EEAH ( ^fP. ) PQ ST- COJC LIiill�L DOOR V/I,JPWJ REVISIONS NO DATE DESCRIPTION u ror C � c .� lox c U w fl L c M C C u C � � 3W v � w 9 c u 6 g .0 Z •cc m N W 0 M m = -0 'aO M M W U N 0-LO cW boo N C cc 0� 4)� TE< �C0���� a� � 3 La- . V rrj " O v�M�°L)UL E �U o 4) ca 00 c��s 3 `F—M 0 >m crn5;< L >� L i �n._co�o E dom ` ? m 0 Uy N M0 m ~ N ) Cn2(0 C C C 1-- ,C tQ�b M �� cOiN a2iVD. N cl' Z �) 'O V .� C O LL. C r W L z O Q N _. 0 LO N co JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. .A-4 L..r:6r:NP (� 120V DUt'= OUTLET & 120V DUPLEX OUTLET CT A80VE C40LWT ER TOP W(j 120V DUPLEX OUTLET NTH WATERPROOF C4 VER 120V DUPLEX OUTLET &ROUND FAULT INS 220V SPECIALTY OUTLET sFLCIALTY viREGT WIRE MTCH 0 RXZ55 0M FIXTURE e RECESS CAN FIXTURE DIRECnowy. FLOURESGENT FIXTURE- 2 LAMS WITHOUT LENS ��--'�--------�� L—J FLOUR maw FiXT m- C240 - CEILINS MOUNT FIXTURE WALL MOUNT FIXTURE METER SOCKET N 04 CU TO COLD WATER PIPE 4 DRIVEN GROUND 'ROD. ISC AMP SINGLE PHASE BREAKER PANEL NEMA 1 -30 CIRCUIT I Ili RIGID NIPPLE WITH Z 01 AND 103 CU THW CONDUCTOR BY POWER COMPANY ELECTRICAL RISER DIAGRAM NT5 © CEILING FAN MOUNT/PREWIRE ELECTRICAL NOTES: 1 Provide and install locally certified smoke detectors as required by EXHAUST FAN National Fire Protection Association (NFPA) and meeting the requirements of all governing codes. Q SMOKE DETECTOR �r MiM 444K 2 Provide and install Ground Fault Circuit - Interrupters (G.F.I.) <> CA X TV as required by the National Electrical Code (NEC) and meeting .mac the requirements of all governing codes. ® SPI¢I 4KLM 11MER POWER PANEI- 3 Provide and install Arc Fault Circuits (ARC) in All bedrooms ® PUSH BUTTON as required by the National Electrical Code (NEC) and meeting ® CHIME the requirements of all governing codes. ® A/C, SUPPLY Unless otherwise indicated, install switches and receptacles at FLOOD LILY the following heights above the finish floor as follows: the ® WXMTY PALL ® SECURITY KEY PAD M-KRE? SWITCHES: 42" OUTLETS: 14" ® CARBON MONOXIDE TELEPHONE: 14" DETECTOR TELEVISION: 14" SMOKE & CARBON MONOXIDE ALARMS: 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 All carbon monoxide detector are required to be installed within 10' - 0" of each room used for sleeping purposes. Detector must be both hard -wired and battery backup. 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. Electrical layout is schematic only. This electrical layout hereby complies with The National Electrical Code (NEC), or NFPA 70, and The 2017 Florida Building Code - Residential 6th 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 o V a� C b C C „� v, Ge a .0 O A N � •� Ago U a) �bF-F � � o � 7.2 >, .00 4 M uj N C: W — r p— i2Q'M �d�-ma<m tU to V M tU co 4) 0-0 CC v 'v 0= — ri o 4 S [L C (/) JCL O U O. rnr�.a�E '$U o w �� 3 c>Q >T 00� 00 o' _ �2 02 .� O M A� 00 H GG� 00 C,4 0. i C4 0. N �141 r� M V) Z -�-+ .O a. cli (D cY z04 O w 0 A` LO N! ._j w 05 O )I CV LL JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-5 r— LEFT SIDE ELEVATION r7 i r-)i [ ( AC & IT - RIGHT SIDE ELEVATION SCALE: 1h4" = 1' - 0" SCALE: 1 /4" = 1'- 0" Fiberglass shingles over 30 Ibs felt or option peel and stick over 5/8" plywood sheathing (See table R803.1) with roof structure spaced no more than aQ 24" o.c.. See roof framing layout and connection schedule for additional information. R905.2.2 Slope. Asphalt shingles shall be used only on roof slopes of two units vertical in 12 units horizontal (2:12) or greater. For roof slopes from two units vertical in 12 units horizontal (2:12) and less than four units vertical in 12 units horizontal (4:12), double underlayment application is required in accordance with Section R905.1.1. R905.2.3 Undei layment. Underlayment shall comply and be installed in accordance with Section R905.1.1. R905.2.4 Asphalt shingles. Asphalt shingles shall comply with ASTM D3462. All elevations drawn are for "illustration" purposes only. For "actual" elevation construction, consult construction drawings and structural details for additional information. NOTE: Proposed roof pitch: 6 / 12 Roof pitch "MUST" be approved by owner / and or contractor before the production of any roof trusses. Proposed 1st floor garage finish ceiling height: 9' - 4" (min.) Contractor "MUST" coordinate and be approved by owner before construction begins. Proposed 2nd floor garage apartment finish ceiling height: 8' - 4' (min.) Contractor "MUST" coordinate and be approved by owner before construction begins. All door and window header heights to start at: 6'- 8" Contractor "MUST" verify "ALL" lintel height locations with owner before construction begins. Truss company "MUST" field verify all existing conditions before engineering and manufacturing of roof trusses. Daniel M. Ossman Drafting Service and Architect who signed / sealed the plans assumes no responsibility for errors in the roof truss layout and dimensioning due to negligence to conduct proper and accurate field inspection by truss manufacture. CONTRACTOR, MUST COORDINATE WITH TRUSS MANUFACTURE FOR ALL VAULTED, TRAY, FLAT AND OR OTHER CEILING TYPES. CONTRACTOR IS 100% RESPONSIBLE FOR THE EXTERIOR WALL CONSTRUCTION METHOD WHERE A GABLE END IS CONSTRUCTED. ALL EXTERIOR IIIMLLS MUST COMPLY WITH THE FBC RESIDENTIAL CODE GTH EDITION (2017) RESIDENTIAL, CHAPTER i, FOR WALL CONSTRUCTION METHODS. SEE ADDITIONAL ATTACHED STRUCTURAL SHEETS FOR GABLE END BRACING DETAILS. DANIEL M. OSSMAN DRAFTING SERVICE AND ARCHITECT WHO SIGNED I SEALED THE PLANS, ASSUMES NO RESPONSIBILITY DUE TO NEGLIGENCE OF THE CONTRACTORS FAILURE TO FOLLOW EXTERIOR WALL FINISH: 1/2" hardie board over a water resistive "Tyvek" vapor barrier, over P.T. furring strips over concrete exterior block wall. Interior of concrete block walls to be unfinished and painted. All water resistive barriers shall to be installed as required in Section R703.2 and R703.7.3. All of the above are in reference with FBC 6th Edition 2017 Residential. FRONT ELEVATION REAR ELEVATION r7i r--ii [ . /r _ SCALE: 1 /4" = 1' - 0" EXTERIOR AND GABLE END FINISH: 1/2" hardie board siding over a water resistive Tyvek" vapor barrier, over 1/2" cd-x plywood sheathing that is nailed with 10d x 1 1/2" nails @ 6" o.c. edges and 12" field, over 2 x _ exterior wood studs @ 16" o.c. with R -13 insulation between and finished with 1/2" arrier in he FBC 6th SCALE: 1/4" = 1'- 0" REVISIONS NO DATE DESCRIPTION Poo Q C u � o;0 a o 0 A a a� � 6 c O w •� s (D 0 cv d-0 �1-MW 8N 8.2W O O = ca oco.aixM _ . T E Q M C V t0 cr) L N Vp C y G? U J E y � � VO cs E 8v2 E 5 U� ocs 8TE0920M v101 0•>Q acR r _� � '2 L 7 BE°''5cuo) go) o'M = M n p 0.00.r y.� W o c o y Hn CAN D.iNa N tI� M 4-0 M .© J LL f` CL v; Z N cL L0 N J D 0 co Q JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-6 2 x (0 I~L.00lz J o t Sc A-rmCJ Z x C•s P.T. 71(0 %/!, boas ' O.C. 1\ F CFwo(z AM i r..I4 LAYOUT FOfC MO(ZE, iJFo 4. x 4 P.T. woo Pdg'r- 0"Y'P ) LANDING FLOOR FRAMING LAYOUT SCALE: 1 /4" = 1'- 0" Connection Schedule Manufacturer Model No. Uplift FI Product Approval Location / Use Name Number Simpson Strong Tie SP1 #685 FI 10456.11 Bottom plate to wood stud connection. Simpson Strong Tie SP2 #1066 FI 10466.11 Top plate to wood stud connection. Continuous floor to floor clear span connection Simpson MSTAM36 #1400 FL 11473.11 from first floor masonry exterior wall to second Strong Tie floor exterior wall stud. Simpson 1-110A #1140 FL 10446.7 Roof structure connection to exterior frame wall or Strop Tie wood beam. Simpson ABU44 #2200 FI 10860.4 4 x 4 wood post connection to concrete footing / Strong Tie pad at stairway landing. Simpson BC4 #980 FI 10860 4 x 4 wood post connection to wood beam at Strong Tie stairway landing. Simpson LUS26 #1165 FL 10666.31 2 x 6 floor joist hanger to wood beam or rim joist at Strop Tie stairway landing. 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. 2. It's the responsibility of the truss manufacture to coordinate all cathedral ceiling locations with General Contractor before the manufacturing of any floor and / or roof trusses. Proposed square footage breakdown: 576 s/f Proposed 1 st floor garage 57._ Proposed 2nd floor garage apartment heated living area 1,152 s/f Total square footage under roof k�r, dwi Z!r)C psi, \L�-�JS z5 / ( 2" x (�e'E P. -r, wcxD V 2 x J01 P0,5-F I o s-r 5 i I1 P5oI...i " ,,,& E 44" arc) r-rf C. LANDING CROSS SECTION SCALE: N.T.S. Florida Product Approval Product Cate o Manufacturer Approval Number Precast Concrete Lintel Cast - Crete FL 158.1 R10 Hardie Board James Hardie Building FL 13192.1 R5 Products, Inc. Asphalt Shingles GAF Materials Corp FL 10124.1 R20 Ridge Vents GAF Materials Corp FL 6267.1 R14 Vented Vinyl Soffit Kaycan FL 16603.3 R3 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. nails typ- - tYP \ I 36., minimum 4x4 post tg DO NOT N T H (J�'���� at first interior bay. provide - 2x blocking at guardrail posts toe nail with 10d nails top and bottom. each side _L --*_.---- 5-0" maximum spacing ---. �- 2x6 or 5/4 board 2x2 picket, typp rail cap !` max span = 34" r� 2x4 top - I and bottom 2-1/2" dia thru-bolts 0 t openings shall not allow the passage of a 4" d!a sphere '- attach picket at top and bottom using one of the following methods a) 148 wood screw b) 2-8d spiral shank nails c) 3-13 gauge staples with 1" penetration TYPICAL HANDRAIL DETAIL SCALE: N.T.S. 2 % WOOF, Tlj J�— ZX WoDD s-re1144p¢s TYPICAL STAIRWAY CROSS SECTION - SCALE: N.T.S. REVISIONS NO DATE DESCRIPTION u � e N G A ea o r .0 O •� O a� �s t F- c r >, =-0 �,�o-o m00 ccMUJ VN N 0 — �C:v20pEpQch > �-a��C L N V J - � (D 00)MD°0a. cUoV a� 0�c0 �U 3 v1 �0�� _ E c ! 5 E E :3 'V 12 L 0 0 0 .0 C p .` >` y 00 U -p 0 M F- N �tL v� �cA c T n� i c1�- o c� N LO U) U) .� o .J .r~• O-L r L Z o� � o. � N J m JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-7 1 2-4-1-0 Framing„ Lavout Notes: a' - o'' 81- o'' 5' - o'' 1 Framing layatt drawn by Denial M. Ossman UraftV Serves, kw-- is a schetnabc 5 Truss design drawings shall be prepared in accordance to and with section t 1 i spewion only. It is the responsibility of the General Contactor to make a field R802.1.6.1. These documents stwA be provided by the truss mar iscluore at time of truss inspection to verify "ALL" existing field conditions including accuracy in dimensions with delivery and approved by the budding official prior to the installation of the roof truss.% • proposed plans. Gerieral Contractor VUST" certify in writing (the tune and date) that (See code section items 1-13). this field inspection was conducted on and submitted to truss manufacture. If this field "NOT" 6 This plan as indicated is diagrammatical in nature for permit and contract purposes only. C4 inspection was done prior to giving said plans to the truss manufacture, then the "GENERAL Any revisions as required by the truss company's engineer as indk ted on truss company's CONTRACTOR WILL BE HELD LIABLE FOR ALL COST OF ANY / ALL seated drawings shall superseded this drawing. This also includes truss company's I I MISTAKES" on trusses that are constructed for said project. Daniel M. Ossnrtan Draittrrg Service, Inc. "VNLL NOT HELD LIABLE' far errors made on arrttr specified hurricane and other anchors supersede one shown on this drawing. I Indicates 1 - #5 vert rebar in a conc. masonry block cell filled and I framing (floor or roof) truss layouts. MUST with section 905.2.2, 905.2.4.1 and 7 if shingles are being used, shingles comply tamped Solid with conc., hooked I ( f 2 Upon receivi said plans from the General Contractor the truss roan skxAure ng table R - 905.2.6.1 for wind resistance, FBC residential code 6th edition (2017) residential. into the bond beam above and the "MUST" make a their "OVYW field � to "DOUBLE CHECK" all exisift field 8 CONTRACTOR, MUST COORDN�AT>E WITH TRUSS MANUFACTURE FOR ALL VAULTED, TRAY, v I I minconcla (a splice �kwv with a 25„ p I cam, roof slopes, overhangs, and dimensions prior to the manufiactt" of any / all FLAT AND OR OTHER C�MMi TYPES. CONTRACTOR M 1N19% � FOR THE � I trusses. Truss "MUST' certify (the time and dale) that this field insiection EXTERIOR WALL CONSTRUCTION METHOD WHERE A GABLE END M CONSTRUCTED. I I was conducted on by their company. This certification must be given to the General ALL EXTERIOR WALLS MUST COMPLY WITH THE FBC RESIDENTIAL CODE STH EDITION - I Contractor in westing prior to the manufacturing of any / all trusses on said project. . (2017) RESIDENTIAL, CHAPTER S, FOR WALL CONSTRUCTION METHODS. SEE ADDITIONAL Q I 3 All thickened slabs /footing on foundation plan are located according to the schematic ATTACHED STRUCTURAL SHEETS FOR GABLE END BRACING RACG DETAILS. DAIBEL M. OSSMAN DRAFTING SERVICE AND ARCHITECT WHO SIGNED I SEALED THE PLANS, ASSUMES NO .. ' — Pour new 4" concrete slab with min. 3,000 p.s.i ( I fibermesh or 11 Opt/1 4,1 conc. slab w/ 6 x 6 x 10 x 10 truss layout drawn by Daniel M. Ossman Drafting Service, Inc. Only truss manufacture RESPONSIBILITY DUE TO NEGLIGENCE OF THE CONTRACTORS FAILURE TO FOLLOW N w.w.m. over 6 mil. vapor barrier over termite can change these locations due to truss bearing points and "MUST' notify General THE BUILDING CODE FOR GABLE END CONSTRUCTION. I treated and compacted clean fill. Contractor of these changes as soon as possible. ge poss I 4 All hurricane truss straps specified un on said project are to be used less otherwise "Simpson specified by truss manufacture. All hurricane straps specified are Strong Tie" 0 l I I ( or equal ), unless noted otherwise. Only truss manufacture can change any / or all buss straps that are specified on truss layout drawn by Daniel M. Ossman Drafting I I Service, Inc. Truss manufacture must first notify General Contractor in writing of these Indicated either a door or window changes as soon as possible. I location (typ).L I 0 81- 0'' a'- o" ' air 00 N1 241. 011 It is the responsible of the General Contractor to make a field inspection to verify all existing field conditions and measurements with proposed plans for accuracy, before distributing plans to any and all trades. General Contractor will be held liable if these inaccuracies are "NOT" submitted in writing to Daniel M. Ossman Drafting Service, Inc. before the distribution of plans. Daniel M. Ossman Drafting Service, Inc. "WILL NOT" be held liable for any inaccuracies in dimensions with existing field conditions or other trades on proposed plans. FOUNDATION PLAN 0 10" x 20" conc. ftg. w/ 3 - #5 rebars cont. w/ a 8" x 8" x16" conc block stemwall above or "opt." 20" x 2011 mono ftg. w/ 3 - #5 rebars cant. ct' N SCALE: 1/4" = 1' - 0' wing- r.ItrrVIP- D 24' 0 ,. FLOOR FRAMING LAYOUT � EFL�T'(,C�OG P j SCALE: 1 /4" = 1' - 0" REVISIONS NO I DATE I DESCRIPTION o e P V a ! a G v �•' 1 � a a rz v v O U �- a w •=1 A 4)m T== v- _ O C 2L'o �+ Cc kU 2 M M CO W 004 p C CD i*-' M O C k4 O (0 'a � tp C U++ E < m C U 6 M m t0 .0 C tj) "0 o N LL. C Co L 1 `p '+.- t3 t3 E C-r--5'o m E V o 0- 2 (D Cn >4 >Q0 L o 2:, 7 � _ ED 1 SEE t2 (" aD ��0'o Moro t a1 C L r C I-- O r=0 N 6.i va N LO CM Z VJ Q •0 CL LL r� C,e) L V L Z �� 0 Lid N J D m c� 00 Q JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-8 " -T - v 31- O,1 S r- 410 7 FIF-Q . E.Q. REVISIONS N01 DATE I DESCRIPTION DESIGN AND WIND CRITERIA (FBC 6th EDTION 2017 RESIDENTIAL) Address: 5203 17th Street Zephyrhills, Florida 33542 Basic Wind Speed (V) 150 mph Building Classification RISK Category II Wind Importance Factor (1) 1 Wind Exposure C NOTE: THIS BUILDING HAS BEEN DESIGNED TO RESIST WIND INDUCED SHEAR AND UPLIFT FORCES, AS SPECIFIED TO COMPLY WITH THE FLORIDA BUILDING CODE 6th EDITION 2017 RESIDENTIAL, SECTION R 301.2.(1) WITH A (3 SECOND WIND GUST). 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 $01 Level 2 alterations as described in Section 504 shall comply with the requirements of this chapter. The 2017 Florida Building Code - Existing Building 6th Edition. NOTE: Proposed roof pitch: 6 / 12 Roof pitch "MUST" be approved by owner / and or contractor before the production of any roof trusses. Proposed 1 st f oor garage finish ceiling height: 9' - 4" (min.) Contractor "MUST" coordinate and be approved by owner before construction begins. Proposed 2nd floor garage apartment finish ceiling height: 8'- 4" (min.) Contractor "MUST" coordinate and be approved by owner before construction begins. All door and window header heights to start at: 6'- 8" Contractor "MUST" verify "ALL" lintel height locations with owner before construction begins. Truss company "MUST" field verify all existing conditions before engineering and manufacturing of roof trusses. Daniel M. Ossman Drafting Service and Architect who signed / sear the plans assumes no responsibility for errors in the roof truss layout and dimensioning due to negligence to conduct proper and accurate field inspection by truss manufacture. CONTRACTOR, MUST COORDINATE WITH TRUSS MANUFACTURE FOR ALL VAULTED, TRAY, FLAT AND OR OTHER CEILING TYPES. CONTRACTOR IS 100% RESPONSIBLE FOR THE EXTERIOR WALL CONSTRUCTION METHOD `WHERE A GABLE END IS CONSTRUCTED. ALL EXTERIOR AIALLS MUST COMPLY WITH THE FBC RESIDENTIAL CODE 6TH EDITION (2017) RESIDENTIAL, CHAPTER 6, FOR WALL CONSTRUCTION METHODS. SEE ADDITIONAL ATTACHED STRUCTURAL SHEETS FOR GABLE END BRACING DETAILS. DANIEL M. OSSMAN DRAFTING SERVICE AND ARCHITECT WHO SIGNED 1 SEALED THE PLANS, ASSUMES NO RESPONSIBILITY DUE TO NEGLIGENCE OF THE CONTRACTORS FAILURE TO FOLLOW Window and Door Schedule No. Type Size Notes Door or Florida Window Product Manufacturer Aral # Name 1 Sectional Garage 7' x 9' Overhead Door FL 14170.10 R8 Door - Corp 2 Insulated exterior 36" x 80" - Thermo - Tru FL 7640.1 R8 door corporation 3 Single hung window SH 22 - PGT kWusho- Inc. FL 1435.5 R20 4 Sirsaft hung window SH 24 - PGT kWusttries Mc. FL 1435.5 R20 5 Single hung window SH 25 Fire egress single hung PGT Industries Inc. FL 1436.5 R20 window 6 Interior hollow core 30" x 80" - WA WA door 7 Interior hollow core 36" x W' - NIA N/A bi4old door New door and / or widow notes: 1. ALL EXTERIOR DOORS AND WINDOWS SPECIFIED ARE "IMPACT RESISTANT". 2. PROTECTION OF OPENINGS SHALL CONFORM AND MEET REQUIREMENTS AS SET FORTH IN FBC 6th EDITION (2017) RESIDENTIAL, SECTION R 301.2.1.2 3. Any products that are substituted, must meet or exceed products specified. Con&actor "MUST" provide data to building inspector at time of inspection. 4. Contractor "MUST FIELD VERIFY" all existing openings specified on thin 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. Between the garage and habitable area of the house must have a fire separation constructed with 5/8" type "X" drywall installed on both the garage wall and ceiling. All doors from the habitable area to the garage shall be a minimum thickness no less than 1 3/8" and be either solid wood or honeycomb steel door with a 20-minute fire -rating. All exterior masonry and / or frame perimeter walls are to be considered shearwall segments, except at door / window openings and wall lengths less than 2'- 8" in length. First floor garage walls use 8" exterior concrete block. Second floor garage apartment "exterior walls" use 2 x 4 studs @ 16" o.c. and finish with 1/2" drywall over min. R -13 insulation. For all "interior walls" use 2 x 4 studs @ 24" o.c. and finish with walls or any other locations that are required by code. N r� 00 0 11 (D 1 11 11 (D'i 4'_ O"dImo' 19 l— O'' 2.4'-0" LO rb SECOND FLOOR - PROPOSED FLOOR PLAN Note: At all plumbing waNs use 2 x 6 studs to allow 9 for ventilation plumbing stacks-.(� Closet maid ventilated shelving. ED .19 C' 24-1- O,, 24' - o " SCALE: 1 /4" = 1' - 0" FIRST FLOOR - PROPOSED FLOOR PLAN �, 0 It N SCALE: 114" = 1'- 0" ci a pp T p�jp o ea c7 'a W A' e=e o = a W, or - to s. •E w a La a a� �L s Nam~ i p M-o-v co � ch LJJ V N fl-c�s r10 a�iM0CLffCOi C 0 U Im M c>a Cn ca o 2: L J U_ cou-a Ec'm°'v�E � ass ca U�rU32 cn c� 3 0 E0 L 1 �E°'•�aCiv0 r 0 C N y O " 'a M CO 0 �- > 00 N.�!E c t � t C 0 UN n.=Na N U') M V) M z v, .0 0 0 LL a. r*4%- vi C� ce Z O Q Lid N D JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-9 REVISIONS NO I DATE I DESCRIPTJONI 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 All carbon monoxide detector are required to be installed within 10' - 0" of each room used for sleeping purposes. Detector must be both hard -wired and battery backup. 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. ■ 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 2017 Florida Building Code - Residential 6th Edition. Electrician "MUST" coordinate with general contractor and / or owner before the installation of all fixtures. IX&E D 12ov DUm x OUTLET iwv DUPI.1,( ov LET CT ABOVE COUNTER TOP W6i20v n PL.Ex ov LET MITH M TE RPROOF C VM LZO'1/ DUPLEX OUT1�T 6ROUND FAULT ixn3var= 220V EPE &rr a LET SPECIALTY DIRECT WIRE MTCA 0 MIM CAN FIXMiE e R6GE56 CAN, FIXTURE DIRECTIONAL FLOURE5CM FIXTURE- 2 LAMPS "THOW LBO U FLOURESC NT FIXTURE- 0240 CE.ILINS MOUNT FIXTURE KALL MOUNT FIXTURE: METER SOCKET 04 CU TO COLD WATER PIPE I DRIVEN GROUND 'ROD. 150 AMP SINGLE PHASE BREAKER PANEL NEMA 1 -30 CIRCUIT I . I I Vt RIGID NIPPLE WRH 2 01 AND 103 CU THW CONDUCTOR BY POWER COMPANY ELECTRICAL RISER DIAGRAM NTS Automatic garage door openers "MUST"comply with section R309.4 and in accordance with UL325. © cEluN6 FAN MoLIIVT#ravRE EW46T FAN © 94oKE De'rmTOR ♦ PiONE .IAcic 0 CABLE N 444K ® 5PRINIA.ER "4 R ® POWER PANEL ® M SH eurraN ® CHME ® A/C 5U92LY FLOOD L*M ® 5ECURITY PAWL ® 5EWWTY KEY PAD (PRE-1111W ® CARBON MONOXIDE DETECTOR ELECTRICAL LAYOUT - SECOND FLOOR PLAN SCALE: 1/4" = 1'- 0" ELECTRICAL LAYOUT - FIRST FLOOR PLAN SCALE: 1 /4" = 1'- 0" � 3 � o e i L 8 of �s � � o �. ao 1 a03 .Q 24615 c Q�-o-a y00 MC-3W U(V c.���c'o Q� A M C V E Q •0 o U_ c U) 0 M `+- U Q- Ec -a2E 5 -.r- 0 m U U L H co D 3 � Q > o 5 a.:9 Eb �Ea­�acia0 N o 0 N N CO v�0 _ W= tam p �- > N 00 �cu Cc s(A c N car- cl-r o i�-O 0C14 a=Nl1 N U) U)�} M ca Z o J �LL CL N 0 M L Z oQ z N a L0 N J 5 m C. V 00 JOB NO. 5203 17TH STREET DATE APRIL 28, 2018 DRAWN BY Daniel M. Ossman SHEET NO. A-10 1. 2 3. 4 5 GENERAL STRUCTURAL NOTES: 1.1. Current edition of The Florida Building Code 6th Edition 2017 Residential. 1.2. Building code requirements for reinforced concrete (ACI 318.11). 1.3. American Society of Civil Engineers minimum design loads for buildings and other structures (ASCE 7 / TMS 402). 2.1. Minimum allowable soil pressure 2,000 PSF. See Table R401.4.1 for specific soil presumptive load bearing values of foundation materials. 3.1. Concrete compressive strength at 28 days: 2,500 PSI (Normal weight). 3.2. Reinforcing bars: ASTM A615-94 (Grade 60). 3.3. Welded wire fabric (WWF): ASTM Al85-01. 3.4. Detail reinforcement in accordance with ACI 318-11, latest edition. 3.5. Concrete coverage of reinforcement: Footings 3" bottom and sides. 3.6. Earth supported slabs: (Including exterior walk and driveway slabs) 3 Y2" 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". 4.1 Design and construction shall conform to the specification of the National Concrete Masonry Association and ACI 318-11. 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 - 2012 = 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: 15/32" C - D grade plywood (or 7/16" OSB) under 30# felt under 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. NAILING SCHEDULE END ZONE 'A' = 6 FEET A A A A 2 1 2 2 1 2 3 3 3 3 ROOF ZONES 51 4 151 WALL ZONES ULTIMATE DESIGN WIND SPEED Vult = 150 m.p.h. w W Q ^ o UJ UJ CLADDING & Z 'L COMPONENT UJX LOADS FOR > a ROOF HT. OF 0 30 FEET UJ z U_ "' LOCATED IN o w v EXPOSURE 'C' 1 10 28.2 -44.8 1 20 25.8 -43.6 W 1 50 22.4 -41.9 w 1 100 20.0 - 40.7 d 2 10 28.2 -78.0 a 2 20 25.8 -71.8 `- 2 50 22.4 -63.5 2 100 20.0 -57.2 A 3 10 28.2 -115.4 0 3 20 25.8 -108.0 CO 3 50 22.4 -98.0 3 100 20.0 -90.5 4 10 49.0 -53.1 4 20 46.8 - 50.9 4 50 43.8 - 48.0 4 100 41.6 -45.7 U, 4 500 36.6 - 40.7 a 5 10 49.0 -65.6 3 5 20 46.8 -61.1 5 50 43.8 - 55.3 5 100 41.6 -50.9 5 500 36.6 - 40.7 NOTES: 1. FOR EFFECTIVE AREAS OR WAND SPEEDS BETWEEN THOSE GIVEN ABOVE THE LOAD MAY BE INTERPOLATED. OTHERWISE USE THE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREA. 2. PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE BUILDING SURFACES, RESPECTIVELY. Connection Fastener Number of Spacing Joist to band joist, face nail 16d common 3 GENERAL NOTES: Joist to sift or girder, toe nail 8d common 3 Bridging to joist, toe nail each end 8d common 2 1. All work shall conform with the latest adopted edition of the Florida Building Ledger strip Sole plate to joist or blocking, face nail 16d common 16d common 3 at each joist 16" o.c. Code, Mechanics! Code, Plumbing Code, The National Electrical Code and all Top or sole plate to stud, end nail 16d common 2 applicable codes and regulations, local, sty, state, federal, safety board of fire Stud to sole plate, toe nail 8d common 4 underwriters and fire department. Double studs, face nail 10d common 24" o.c. 2. Workmanship shall be equal to the best trade practices. Double top plates, face nail 10d common 16" o.c. Continuous header, two pieces 16d common 16" o.c. along each edge 3. All installations of manufacture's specifications shall be in exact compliance Ceiling joists to plate, toe nail 8d common 3 with manufacture's printed instructions. Ceiling joists, laps over partitions, face nail - Ceiling joists to parallel rafters, face nail - 3-16 or 4-1 Od common 4. Contractor and / or owner shah verify all existing conditions and dimensions Rafter to plate, toe nail 8d common 3 before any phase of construction is to c omirnence. Daniel M. Ossman Drafting Built up comer studs 16d common 24" o.c. Service is NOT responsible for any errors in dimensions. Built-up girders and beams, of three members 1 Od common 32" o.c. at top and bottom and staggered 2 ends and at each splice 5. Contractor and / or owner shall coordinate all work between site, building electrical, mechanical and plumbing before each phase of construction begins. Wood Structural Panel / Subflooring 19/32" or 3/4" 1 Od common or 6" o.c. edges and 1 Od hot dipped galv. box nails 12" o.c. intermediate 6. DO NOT SCALE PLANS. Wood Structural Panel / Roof & Wall Sheathing 8d common or 6" o.c. edges and 8d hot dipped galv. box nails 6" o.c. intermediate 4" o.c. gable truss Gypsum Wallboard 1 3/8" drywall nail 4" o.c. on ceilings 8" o.c. on walls 1/2" 1 '/2" drywall nail 4" o.c. on ceilings 5/8" 8" o.c. on walls 3 tab asphalt roofing shingles 1 W min. 11 ga. Galv. nails 6 fasteners per shingle with min. 3/8" diameter head 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 . pounds per square foot) USE Uninhabitable attics without storageb Uninhabitable attics with limited storageb, 9 Habitable attics and attics served with fixed stairs Balconies (exterior) and deckse Fire escapes Guards and handrailsd Guard in -fill componentsf Passenger vehicle garagesa Rooms other than sleeping rooms Sleeping rooms Ctnim LIVE LOAD 10 20 30 _ 40 40 200h 50h 50a 40 30 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: 1.The 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 &signed 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 SQUARE FEET FOR ANY ROOF SLOPE STRUCTURAL MEMBER 0 to 201 to Over 200 600 600 Flat or rise less than 4 inches per foot (1:3) 20. 16 12 Rise 4 inches per foot (1:3) to less than 12 16 14 12 inches per foot (1: 1) Rise 12 inches per foot (1:1) and greater 12 12 12 For SI: 1 square foot = 0.0929 m2, 1 pound per square foot = 0.0479 kPa, 1 inch per foot = 83.3 mm/m. R301.71Def1®ction. 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 C r V Coo N ;p r G a i= 40 M v "a ' $ C •=' pC L G s L W N N 4) g 4 L p � is O 9+ ca '- O'D CO 4 ch W v 04 a c>so`flaw T E Q M > i 0 ct Q a� m �E U oL ai ovmL�cn "aC)3 ''>Q> C ,- T EC]r o M,� cc: Too) go) L �EE9'T co Q U _ M 0 .c to c V. O Ha UN a- Nil UJ J a U � J Q a: D D cc V1 Ca N C6 JOB NO. MASTER DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO. S-1 Termite Protection ROOF DIAPHRAM NAILING SCHEDULE REVISIONS NO DATE DESCRIPTION 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 shall be issued to the building department by the licensed pest control company that contains the following statement: "The building 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 318.1.1 If soil treatment is used for subterranean termite prevention, the initial chemical soil treatment inside the foundation perimeter shall be done after all excavation, backfilling 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, retreatment 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 overpour or mortar accumulated along the exterior foundation perimeter shall be removed prior to exterior chemical soil treatment, to enhance 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 irrigation/ sprinkler installation. Any soil disturbed after the chemical vertical barrier is applied shall 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 R318.1.1 through R318.1.6 do not apply; however, a signed contract assuring the installation, maintenance and monitoring of the baiting system that is in compliance with the requirements of Chapter 482, Florida Statutes shall be provided to the building official prior to the pouring of the slab, and the system must be installed prior to final building approval. if the baiting 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 R318.1.1 through R318.1.6 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 Penetration. 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 (0.25 mm), and be sealed within the slab using a noncorrosive 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 nonpreservative treated or non - naturally durable wood, or other cellulose -containing material prior to concrete placement. Exception: Inorganic material manufactured for closing cells in foundation concrete masonry unit construction or clean earth fill placed in concrete masonry unit voids below slab level before 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 or other veneer which is poured integrally with the concrete foundation. No supplemental concrete foundation pours which will create a hidden cold joint shall be used without supplemental treatment in the foundation unless there is an approved physical barrier. An approved 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 5/TMS 402, provided at least a 6 inch (152 mm) clear inspection space of the foundation sidewall exterior exist between the veneer and the top of any soil, sod, mulch or other organic landscaping component, deck, apron, porch; walk or any other work immediately adjacent to or adjoining the structure. R 319.5 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 structure sidewall, whether by underground piping, tail extensions or splash blocks. Gutters with downspouts are required on all buildings with eaves 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 buikling site 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 dearly visible and readily removable prior to completion of the work. Wood shall not be stored in contact with the ground under any 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 mm). Exceptions: 1.Paint or decorative cementitious finish less than 518 inch (17.1 mm) thick 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 floor elevations on masonry construction only. .5.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, polyisocyanurate and other foam plastics shall not be installed on the exterior face or under interior 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 walls, floors, ceilings and roofs are entirely of noncombustible materials or pressure -preservative -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. 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 THICKNESS (inches) (inches) 24 5/8 48a 60b 11/2T&G 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. r------------------- - - - - - i L------------------ - - - - - � 2 --- RIDGE 2 I �? r------ - - - -- I � % t 2. 3� 5' z, I ROOF EDGE 4�(t? 1 R803.2.3.1 Sheathing fastenings. Wood structural panel sheathing shall be fastened to roof framing with RSRS-01 (2 3/8" x 0.113") nails at 6 inches (152 mm) on center at edges and 6 inches (152 mm) on center at intermediate framing, unless roof diaphragm design requires a closer spacing. RSRS-01 is ring shank roof sheathing nail meeting the specifications in ASTM F1667. Where roof framing with a specific gravity, 0.42 5 G < 0.49 is used, spacing of ring -shank fasteners shall be 4 inches on center in nailing zone 3 in accordance with Figure R803.2.3.1 where Vint is 165 mph or greater. Exceptions: 1.Where roof framing with a specific gravity, 0.42 5 G < 0.49 is used, spacing of ring - shank fasteners shall be permitted at 12 inches (305 mm) on center at intermediate framing in nailing zone 1 for any Vult and in nailing zone 2 for Vult less than or equal to 140 mph in accordance with Figure R803.2.3.1. 2.Where roof framing with a speck gravity, G = 0.49 is used, spacing of ring -shank fasteners shall be permitted at 12 inches (305 mm) on center at intermediate framing in nailing zone 1 for any Vult and in nailing zone 2 for Vult less than or equal to 150 mph in accordance with Figure R803.2.3.1. 3.Where roof framing with a specific gravity, G = 0.49 is used, 8d common or 8d hot - dipped galvanized box nails at 6 inches (152 mm) on center at edges and 6 inches (152 mm) on center at intermediate framing shall be permitted for Vult less than or equal to 130 mph in accordance with Figure R803.2.3.1. FASTEN 2X4 NO.2 SYP DIAGONAL BRACE TO BLOCKING Wi (6) 1W 2X6 NO 2 SYP DIAGONAL BRACE (MIN 4 BAYS IN LENGTH) • UP TO 8FT SINGLE 2X6 ONLY • UP TO 20FT, 2x6 W/ 2x6 T-BRACE FASTEN 2x6 NO.2 SYP "T-BRACE" TO DIAGONAL BRACE W/ 10d ® 3" O.C. 2x4x8'-0" NO.2 SYP LATERAL BRACE 4 48" O.C. FASTENED TO EACH TRUSS WI (3) 10d TOE -NAIL MIN 2x6 NO SYP BLOCKING BETWEEN TRUSS TOP CHORDS W/ (3)10d EACH END i ROOF DECK OR AS SHOWN ON GABLE TRUSS TO TOP PLATE CONNECTION 1. FACE NAIL GABLE BOTTOM CHORD TO CONTINUOUS BLOCKING W110d 0 8" O.C. 2. STRAP TRUSS TO TOP PLATE WITH MSTA12 W1(8) 10d C 48"O.C, 2x4 NO.2 SYP BLOCKING BETWEEN OUTLOOKERS. FASTEN EACH BLOCK TO ROOF DECK AND DBL TOP PLT W18d COMMON 0 3" O.C. 2x4 SYP OUTRIGGER 0 24" O.C. CLIP TO GABLE TOP CHORD WI (1) H2.5T W/ (10) 8d x 1-1/2" GABLE TRUSS 24" LONG 2x4 NO.2. SYP SCAB APPLIED TO GABLE VERTICAL W110dAT3"O.C. 2x6 NO 2 SYP DIAGONAL BRACE FASTEN (1) SIMPSON HGA 10 BRACE CONNECTOR FROM TO DIAGONAL BRACE TO GABLE VERTICAL - 2x4 NO.2 SYP BLOCK CONTINUOUS BETWEEN DIAGONAL BRACES. FASTEN TO DBL TOP PLATE W/ 10d AT 3" O.C. - FASTEN (1) SIMPSON HGA10 BRACE CONNECTOR FROM TO DIAGONAL BRACE TO GABLE VERTICAL -- DBL TOP PLATE PER PLAN EXTERIOR WALL PER PLAN WALL SHEATHING PER PLAN 1. MAX. TRUSS SPACING = 24" O.C. 2. OUTLOOKERS. BLOCKING S CLIPS MAY BE OMITTED FROM OVERHANG PORTION OF DETAIL FOR NON - DROPPED GABLE TRUSSES W/12" OR LESS OVERHANGS. 3. L OR T BRACE VERTICAL REINFORCEMENT PER TRUSS ENGINEERING NOT SHOWN FOR CLARITY. n GABLE ANGLE BRACING DETAIL 1 /4' 0 N 00 Cq i JOB NO. MASTER DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO S _ 2 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 jalousles. 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 11, 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 khm0fication 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 wail 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 bad 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 pods 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: 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. 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 24%.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 11 of CPSC 16 CFR Part 1201 or Class A of ANSI Z97.1. 2407.1.1 Loads. The panels and their support system shad be designed to withstand the loads specified in Section 1607.8. A safety factor of four shalt be used. 2407.1.2 Support. Each handrail or guard section shall be supported by a minimum of three glass balusters or shall be otherwise supported to remain in place should one baluster panel fail. Glass balusters shall not be installed without an attached handrail or guard. Exception: A top rail shall not be required where the glass balusters are laminated glass with two or more glass plies of equal thickness and the same glass type when approved by the building official. The panels shall be designed to withstand the loads specified in Section 1607.8. 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 Ballusters 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. 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 stories, 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 wails 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. Enclosed spaces under stairs 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 El 36 requirements. 5. For the fire blocking of chimneys and fireplaces, see Section R1003.19. 6. Fire blocking of cornices of a two-family dwelling is required at the line of dwelling unit separation. R 302.11.1 Fire blocking materials. Except as provided in Section 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 mm) gypsum board. 6. One -quarter -inch (6.4 mm) 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 Ell or UL 263, for the specific application. 111/� REVISIONS NO DATE DESCRIPTION .s fi w � � r r � tip o a p �+ w • Q OA L �w ar a� A _ ,w "Z o � .r_`7.0 >, ca aD� "=-0 COa _ M CD NaZV - LO O 0 ��QT GJ U U 0 E Q om M .a � U co 4)cu M M 0 -v L W U J o E N a) _� ccnao�a EL°�a(DE O t U 3 rya 4) M >� c� oc}.a_LE0 UE��Nw28 cn U00 M Q 0 3 0 M A� N 00 fu C V T- C 1­-0 Hot °;N icva. Q W J Q D M C^J 04 Q JOB NO. MASTER DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO. S-3 Z X as r Wocc? J&l Fi u_EP CELL_ vi/st 5 vk¢neAt- (5) %2! glx a' IJ" got-TS /I • • I • 40 Wf • MASONRY GARAG-E.DOOR JAMB DETAIL M I ''�-P T,rP SCALE: N.T.& ",� 14, TAft o J s CTJBJ bwoo y4tr EMMDr1E.F-& 24"Hlax -T% s d • o F P, T. 6t.1GKSTV_I P F48TEA I de, To .� (T%yl:�! -Al.. s • FAgTE,l t= 1 4T0 rq JN50tj er M I a1. t cam'' 4bPQ &jCK�P jolt FI L g Pi ECL5 OF eUC,I"C If MUST IbE 24N ov. L4�*Lg r 41 L-K @ EXA J o I t,iT CT R) BUCKSTRIP INSTALLATION DETAIL tYZ ! 441. god Zx a'' PT wnoD . bmtao s MIs Psot-j 0 D2& w/ W8'' aocr k.JcJ ca w / e,t4DEPHE.*lT bEk-Ow C-r'R 7 EACA.I SI PL E•xmeioR F I tJ I S 0 Irk'' EXT. PL.Yw000 I "A — i'. z STOP PCC9 bsJD CoaOM1100 MdnJ FRAME GARAGE DOOR JAMB DETAIL tSCAL.E: N.T.I. WOO D PEN-1 E WALA, riOL POP M. U u ide, Giocee FeartE... i rl AS KIF4E SACY tod Ow LZ 0 Ro"O• o. 4W FtJ00�4 r.WLED'rb I LJZI / 10 ci 0AiL5 � 8 O•C. SCALE- ZITS; Woop r rZirs I E W ALL� p,L,lj ri ti✓i J Pcm/ FOAM E. 3 -wl o SC F_W/5 PE.e SI M ( 6-ro TlL- Pf:.R P, T. &JC 14 P I'JAi LED To WM I t 4 \oj/ IOd *JAI LS 01c. FRAME W.-INDOWATTACHMENT DETAIL 0. e.w2m All 2had-2>1 sr 29 7/16 67 35 7/16 or 477116 Ira, 597/16 ftw Sloe AK t 3 had - 3 ftA 910" 351/2 331/2 a c 12r 471/2 451/2 150' 591/2 571/2 ftw% e A i C 3tad-270* 9r 36 SA 349/16 35 7/16 c Mr 05/8 469/16 07/16 15r 605/9 589116 597/16 OMr slo Ale AK 4 hid - 21" 12r 3S 7/16 3411/16 167 477(16 4711/16 FT T eaer Sbe A 111xae! • 11Miedt 3'0' 36 S/16 4r Oyu S'0" 60 S/16 _-- ftwSize A e 2h.d-2?x* Or U A 3S 7/16 8'0" 46 318 477116 i Mu9m A t c 3had-3%dr 97 34 3A 331/2 357116 12 0" 46 3/1 451/2 47 7/16 15r St 318 57112 5! 7A6 kw Sic Ale 2 rand -1 hack 6 0' 35 7/16 fir 477/16 1(Y0" 59 7/16 ilw an AA K ♦had-l%d lOr 281/8 211" Mr 341/3 34 ism 16'0' 461/8 4i lsn6 LLLIJ Nair Sites above in W d wmdeas an/ not mo openbrjs Muds"IdbPa t A1taM1/wx• WAW bdm*IbNwb STxb'>i'A'l" t1l111 N 6'0'x6TA'0• 14 A 72 WX6T/t'0' 1" 14 % wrx6TATt 2"Im in 4%m&K 14Tx6TA'e" 17654 117U2 1211" x6TAT 21254 "1 V2 t6Tx6" lff 20454 inU2 NaaN Mwwrr wad Nave 11 1 Wow M oxw" 13 197A0834 113Ax375A A44 373/4x53 361/4xS21/4 - 115 w 4a63 ti300'iQ'W 311fk 3739173 SlAx ng lA2 DIMS 253Mx 251M 3430 413/4 x37 401A136 14 lA4 27U4x%54 263Ax*ltl 340 413/4x* 41/4x411M ~. .. 400 !�` i flit► lAi D 1/4 x 73 25304x 721M 345k 413/4x61 401/4x601/4 B 373/4x31301 3i1M07SA 30 45314x2S 441/4x241/4 mow, so**" -~ lwlwiv�' 25e 373/403 361Ax62U4 318t 453Ax45 44U4x441M 32 537Ax26 230WSV4 3M4 453Ax53 WAWA 34 537Ax5154 523A1x417A Mk 4530403 441M021M 36e SPAM 52301x721/4 4030 4131407 41/406/A man Maurty Nerd 4040 03/410 +493Ax61 4t1/4x4i1A >ow MO MAW 34VU361A 40t 41 MOM 44A 2040 2SV4x* 2414x411M 537Ax 25 523Ax24 U4 Aw., - � 2090 NAM 141Mx61V4 40 537Ax45 52MI 411M v537Ax53 2120 333/4x2S 321Ax24 V4 4444 - S23/8x521M a '� ,,,.- ^ M 33314x4S 321Ax441N 44ik 531Ax73 S23Axn 1M 21M 33314x53 321AxS21M Na Wood AM DAM 32wxnu4 1A3 MAMA ' 253/4x373A 1. kA' "' RS!R w e "ok -_? o M373/4x37 361AxMV4 22 37314x26 361/4x25U4 [W� ; M' Fftd 3" AAad FIMOS ae" srx6TA'i0" 0.t1K,Up 60xIW% erx 6rtw lagt,llC 72 x M196 rrx 6TA'0' V." 96 x mm 10'G'x 6TA'0't M. 120 x em 3p-2T 9rx6TA'0"' 1007AXM/96 12Tx 6TAT 0N0 144 7/0 x M 1STx6T/wt 0No 1107/8xlO % 4p-v lwx6TA'0' 010q 1195/$xt0196 12'0'x 6r/M =ID 143 5A x W% 16'0'xfr/Ir on 191Axw% 313T 9'0"x 6'S'/ff . )m 106 3/4 x W% 12 0'x 6TAT 100( 142 V4 x l0/96 15A"x63 Awt 100t 1783/4x60/96 4VT te1M'16 mr 1171/2 x U% l2 x 6TA'41" 101p( 1411/2 x t0196 16Tx6TA10" xw 101/2xW% Neadmd *4e hdwt A" Fa Wdl* hmb U Nmft* IlLn-m 3T x 6T/1T 7171t 36 5/16 S'0' x 6TA'0't 119 7/t 60 5/16 ALMA 5rx6TA'0' i 1/2 St 15/16 6TxiTAT M1/2 701S116 t'0" x 6TAT 1421/2 9415/16 10Tx6TAt1't 1711/2 ltt1S/t6 30LAM 91f" x 6T/W Ul f/4 10511/16 12rx6TW 1*114 14111/16 15rxcr/wt B71/4 17711/16 4.4%A 1167/16 10'0'x6't'mr 14 lY0`x6't ffr 176 1407/16 16'0'x6rNV 236 ttt7/16 20Tx67/fft 296 2367/16 Nom • Acted Fsanks Sbn *Ante Io act bdwe wed beck w 1A mL t AwixMe bl S01 SeAes �, . Atl newt k p4enik and >�. Mst4erf MwW! xies e1Aat nenibtd 1'tl�idc pienlne texstd wed Wdc strips. Wbd ftw open * we QkdVd w111 die *rml bvmd to tk wW4sw fran& Nw mo y wood itwr r wand � �:lll1l� �- t�IIIr► 1�4 25 MAW 36U4xQU4 ok 613/4x61 60114x601/4 33 537/10 A 52340754 (Q0 733/4x25 721/4x24114 too''*"w 72'i71xa 3A4 350 537/1x63 S23/ IRV4 601Mt 73VU49 77IM481/4 W loft* b *0" 721m*" 42 747A x 26 73 3A x 251/4 We 73 3/4 x 73 121/4 x 721/4 41 VOW" IN04" 44e 747A005A 733Ax497A Name ammy wiew 46e 747Ax73 733AxnV4 f930-3 733/4x37 721Mx361/4 bm m- woad 00-3 733/4x61 721/4001/4 2430 25 3/4 x 37 241/406 U4 7030-3 M 3/4 x37 841/4 x 361/4 as =: 30 373/4x2S 361Ax141/4 7M3 153/4x61 t41M601A NO 311`tMl4t3t' *vt**" 3M0 37304x49 361Mx4V4 S1*3 973/4x37 961/4x361/4 400 493/4x3 41Mx241/4 M I-3e WNW %1/4x'j6Ol/4 4We 41304x* 4819x!ww 9090.3e 1093/407 Wt1/4061/4 . -�� 1r1� 4We 493/403 41Mx72V4 M11-3t V93/4x61 108114x60114 Wk 613/4 x 37 641/4 61/4 ainxraaraee+r "" i sm �••• q.wm i w.+r•••r s..aa►sat.M+as xar.uses.xz<s.arc ass m L L u. u~ cu-0 1Ra� 11N �� s-M4attterexauicyreasr,abureat - _ d -pees act nket Stec re,erenrent iwllli and 975 Series. REVISIONS NO DATE DESCRIPTION u � 3 C x+ C rw b0 yD c 0. O i C r � M A O z 10 C � . L � v w V a? N � L Q3 w � � O C 4) L �' O �. t11 4) `- = L C,L 'a woo N M W V N d o- = V � E Q'm � C V -cc > 4) a m C -ii -0 O cr1 y N U .J LL U o-g E c� 0a0�2a)M ct] 3 c>Q•�c'co c o Cc - - . Ein Q)O `Q' cam= Bch U. L co 0) � C O Hp ONCL C4 CD a: _J uj MEN" U) F_ LLJ V D PC H Co 0 CV 00 cla Ctoj- - JOB NO. MASTER DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO. SCALE: N.T.S. SCALE: N.T.S. S-4 REVISIONS N0.1 DATE DESCRIPTION LIcs2IJ Lip-iIT-4- WdEZ& OE401�1� FOQ CA�G2��'E R.CCEr1 E.r�J t'—t K K - OUT eA..0C.1-; III� ..� IN I�■ '�1�91 IFST LI h•! rCL, FI wl (1) �5 coIJT- I j o I,J45 � 2EA-T-P-SZ -TLFL� d tom'- 0" WIDE t�.,K1 D AS � O0 FS, SEE �E -it �'k� �1L,LE.p e F-: LL- W/ (I) �5 VEeT1 Cd, L.. S E.E. Fo �J U PbzT-I Od Foe t,�ATI o fd . NOTES: 1. Fill lintel and cells above lintel: 2. verify that all reinforcement has been Placed ProPedY• 3. See floor 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 - TYPICAL FILLED LINTEL ASSEMBLY High Strength Precast and Prestressed Lintels UUNTELS DOOR FOUR • Lk" L400W • Window LIWb Uniform Safe Load Per Lineal Foot DESCRIPTION DESCRIPTION UNFILLED' FILLED" L-1 2-10" (341 U Unteb 2025 be 5314 bs. L-2 3'-6" (421 U Ursels 196DIbs. 5120Ibs. L-3 4'-0" (481 U UnWIS 1875 ba. 6408 bs. L-4 4'-6" (641 U Unteis 1860 bs. 4815 bs. L-5 514' (641 U Lintels 1575 6L 3744 bs. L-6 5-10" (7(") U Untels 1575 bs. 3744 bs. L-7 8'-6' (781 U Unteb 1566 bs. 3260 bs. L-8 T_r (9(r) U Unteis 1550 bs. 2807 ft L-9 91-4' (1121 U Uri 1025 bs. 1747 bs. L 10 10'-6' (126") U Untels 922 bs. 1333 bs. • DOOR HEADERS AND EXTRA WIDE OPENI M DESCRIPTION L 11 4'-0' (481 Recessed Z-6' or 70 Door 1875 bs. 6406 bs.. L-12 4'-6' (541 Recessed 3'-0' Door 1660 bs. 4815 bs. L-13 5'-4' (641 Recessed 4'-T Door %Mbs. 37" bs. L-14 V_r (781 Recessed 94r Door 1565 be• 3280 bs. L-15 T-6' (901 Recessed V-0' Door 1550 bs. 2887 bs. L-16 9'-4' (1121 Recessed 8!-W Garage Door 1025 bs. 1747 bs. L-17 111-4' (1361 800 bs. 1483 bs. L-18 1z_T (144') 750 bs. 1304 bs. L-19 13'-4' (1601 585 bs. 909 bs. L20 14W (1661 585 bs. 909 bs. L 21 Mr (176') Prestressed 387 bs. 911 bs. L-22 1 F_r (1841 Prestressed 387 6L 911 bs. L-23 1T-4" (208") Prestressed 387 bs. 911 bs. L-24 17-C (232') Prestressed 289 bs, 823 bs. L25 21'4' (25n Prestressed 293 bs. 879 bs. L-26 2Z-0' (2641 Prestressed 279 bs. 857 bs. L 27 24'-T (288') Prestressed 226 bs. 716 bs. "Uniform safe loads based on tests by independent testing Iaboratol* without motional steel or concrate added to Intel. "Acting as a composite bream with an 8" pmlmeter beam -one 85 bar in the Intel, one 85 bar in the beam. AN the above Intels exceW the requirements of aI app#cable bUking codes. SCALE N.T.S. �I r-'I PSo�I'' riTS 1 co -�, PCO IJs I IjT-o T E F i (7) 1.S" 10A ST U RJ PT FoIZCE,S of U P T-o 11 000 1 bS . I a NZE,aS WdE F_ LJFLI FT STZAFS A0E MISS ! � , Dl�►r'i1�"E,D, oQ TRUSS STRAP RETROFIT CONNECTOR Ce4 L I OTEJ COOT SILL SCALE N.T.S. SEE Wid Dow DETAj L. FOIZ Is`l.S,LLAT'IotJ 4WH SIJ�LE L.� MAPBt.E Si t.L TYPICAL SECTION THRU WINDOW EPoxl F_C E rJ i o C.o rJC. 3/+11 0 x Co'' Oc SIM ''SEI " EPvX`r SCALE: 3IN=1'--U' SEE- E•LEVAT10J5 FOQ FIrJI50 Wwpide, M&TE21&LS —\ goy C,ohJ-r: VEJTW Awrl 501: FIT SE.E Et.LVATiOjS Fog lob BcK w/ CJ2 0-v�/ALL E��Y a�-IESZ GO U iz.SE- 4r ,K- 4ii I IJSPEC,-r1C t1 Fb27 e EA . F I I..LEP CEA-L C-r'(P) tit a W Imo" P'I 11J . 5/8" PZYWALL a! L11, 4 00L_.y SEE. QoOF Mal11`4 LtyYodr Foe co rJ 0 ECTOV_ a'', 8' x I!a, *Jcy-- tt- 0 0 �OCK Fri�/W/C01 k 25" 0 2 1-11-5 VEi n e.4,L 0 FILLED C,E.L.L "`'/ ,1 2S" LL`.P S FLIc:.E YZ' IPO�1NALLL 0✓tir.(l i' 4 2." P.T, FJ�h r•I�,' , . 0�S1�I- IZPS ?. C>v F 1 t;o C Co IlJSUL. "&- FOIL" �1, darF,'. SEE FoUIJP;z, �OiJ AQ D PDcTl Qej id Fo ff;EI.-lJV✓. ALL rOOTI;J,rS To P2>E 12" M 10.5CL ova rr 101S 0 4APE TYPICAL WALL SECTION SCALE: &6•-1•-0• �•'' ��. SLAB "'l FI �ME� � oiZ CaxCo I oe o "Al �. Y�EI? MIL. VW BA E - IT TfZE,t�a:r�.D �p � s B&Q w/ 2 5 -- Co M P EC i-E.D FI ri I Id. L.&F 3e)F . I CF, � cn Q J i #5 RE -BAR RETROFIT DETAIL SCALE: N.T.S. OPTIONAL CONC FOOTING SCALE 310" = M1P ti o � a L � � =w 9z N •'�- iiE �o Q 2o-a �co N co M W ci. U N �QO �cvc 'Q�co aid r.�EQM 2�0Cj)W W00 a� c cn a • O +�; m y- U CL C m ti m E 5- 0 o��ai;a� t5EOff ait02v'oCW )... L 0 W o 2 4>) � -c C F—M C32 o i— © cvi N 0- C4 a: _J W � Q W 0 „J J Q Q 0 V V D a: nl 00 all Of a_ JOB NO. MASTER DATE JANUARY 1, 2018 D RAW N BY Daniel M. Ossman SHEET NO. S-5 "L" BRACING REQUIREMENTS STUD NO (1) 2' X 4" (2) 2" X 4" (2) 2" X 6" SPACING "L" BRACING "L" BRACING "L" BRACING "L" BRACING 16" 0'-0"-4'-S" 1 4'-S"-r-0" r-0"- 12"-M 12'-0"-16'-0" 24" 0'-0"-4'-0" 1 4'-0"-T-V T-0"-10'-Q" 10'-0"-14'-0" Scissor Gable - (1) 2" x 8" #2 S.P.F. Q Each Vertical and (2) 2" x 8" FW1 Height Q Diaphragm Blocking 1. "L Bmcing must extend at low 90% of web length except, scissor pbk which requires.bam to extend full hit of Able. 2. "L" Bmcing to be fastooed to Able AW with 10d x 3" nails @ 4" o c. V1X 4" '`-r''' Z.11x 4a e5uxxid� c° 4&'-04, '' 0 L1.'rrpCjEp W/ 10 d t..S e 4" ac . o-ep.) 44a.f...-nZU55 wES SINGLE "L" BRACING DETAIL. SCALE: N.T.S. 211 X 4-1, ''T'" gL oC_v'* 7-11 x 4" Ekm1 &4/ 6 48'' O.C. if L" &- -rbcd E.v w� 10 d i.11�J L.S d 40 O.C. . (4p') _AA-ftL IT095 WE$ DOUBLE "L" BRACING DETAIL - SCALD NT.S. lame eojp Bpi pICAL__. jA1R1.F_EN_ D -BRACING , -FTAIL JlG : FOOVIPE 1.5" NItry. C,IGG„E��4tL��rf*A/Cr? cr-ta #.< <_ QG�- . i 0-rEe e01 E411 w/ C 45 Co JT. SEE Fu:)oe mApi Foo Locxnc** _BEAM.,AT VAULTED GABLE ELEVATION, - I SCALE xIs SCALE N.T.S. REVISIONS NO. DATE DESCRIPTION w C o a � N C O 00 col y on C ,a 9 9 'a a � e L 0 7 0 CL�o-�a)OD 4) MMW UN �r z�o 4�0 CLIL Ea � �'o t� >��0��� i m �OBW o E F 8t 5­0 O 02 QE co p� 0�2N, >� C � A T7 Nr- o�__ Ea 6ECL3C0�orn 00 Cc)= cvch o >0.00 CF "_ o HO �iN a=Na Cr (n � w W � Q D D V D CV JOB NO. MASTER DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO. L.s — 6 3 d o. c,. Top Cow eALoc v,* Fo z F I eST FOu I2 &V45 OP dsSES 2, vad Tod IL5 g -;e'x 0 Cis /mom 2'',c 4l of P1 ,l,rl oLj 1-cp it 1 11 FSLi M QAL t, 66"v r•1�.i LS o e I A, ;Fyw L Lo SWEwS RDIZ A 8-0 ,I � EJI? �AL-L64 0.c,. 3Co, o, c , 2',x 4'' roe FIN S' v/2 - I&dToE� I of Ek4 p ILS d & . s 1 rM Ps o '' 010'' orz IEQ UAL. G Ed.. offLOovf-12 2'',, 4" oLrt..00Kee u 24-'' O.C. ►��������:i�►.��iiiT��`i��►�iiTi a�3.Y�"�i i���7T�j�i�+�a� L. e.aci o j'o o F W� ZJ ST rO (S EE lm51.f--) 2-0x co " F. s 1 Li... Mo I a U M t1-,;Aoz Ez $'`x S,, x I to'' L! - &.cxx co Or f FI LLED SOLI D `^/a M 10. 2 5 P IMP 5FL1e-.E MO. . W" Flo rl PLATE S FLIe-E-5 3y1 <o X 2" P YV4S4 E e; SECTION - TYPICAL GABLE END BRACING DET 3(p'' o.G . -MP COED g Y." ki rk Fo4 FI 05r FOu2 WWS O F Tojj55E�5 '^'� 2 - Iod TOE P&I L a e E,d, . 0111 P 2.'lx 4" CROSS � E. G W v/. c Ft Ssi F-Qep e Lkj jomjr W/4- lod x 3 V'x 4" " T " oil -MF of Part EL &ay--k1 d r-&ST 1 EP w/Iod x 6 411 0. C. 5/81' oQ. %Zu cuUd,� (2 CYPSu M WALL 5664 SCeEwS Fog F 1 M WD )n/& .L d 4" o. C, 3.o" O.C. 2ax4" rUEL6LCCYO�41 FDe f~ 1 VSr $ - o OF ExI P WALL '"'/ Z - ICod Toe &I L5 G E&. In 17 SECTI SCALE: N.T.S. .S I m I'So d `0 I o" OP. EQUAL e Ea, . M rl.00KEZ 21' 4" o LrrL�ooKEZ �40 C.C. SEE ELEVATIONS FOR ADDS. INFO ON EXTERM FINISH L." WW0�' oTo D taT L E-&,ST qI 10 o F WTZ L-F 41. i �s E.L -r6L.E,) ?o x (..., K-r. S I L.L rMo 1e7M 2E. e6M EP L1SP Of LPTa" e 41- o'' ac, , �JCE 6F..ar1 wl 3 - '4 5 Codr. ;1 Er .D "L" lem ram. u ps Z I/2� ptD�. ACc.�Z ELT G� 32r, O. C.M 10. `Coll F90r i PL I-E SPL i � /I (� x. PA,. P[A-M WaSN EeS t)o alp 0�' `^/1-'15 c Wr.. .� .i �� . ♦ a-mft w v • t ♦ '-1 Y !--! v-! T 71 Z f ♦ TT SCALE: N.T.S. SECTION U s P '' LM16 4'-0'' o.c . oe EQua- 8''x 8'',c Ito'' U . bUXK W/I - *5E.D u P .^// & rI l h.l. 25 SPuex., SCALE: N.T.S. -rOF,d&I L `^l2 - IG d db-ILS Iod x 3` o. c. e (.01 o.c. (�') 2',c 4" OLM-00KE05 e 24" o. G. w/ 2. - 104 �-W LS r ta J of i1•r MIr1. 2,1 X 4„ QUd d u 5 P '' U7T-&" d 41- 0.1 O. c. Oo ejQdao- 2 - 5 COdr 6 -MF 1 - 5 a f!;10-MoM ST S1-1 UPS G 24'' O Z . 1,511 CL -4v. 1. 5, CLEF OF i .,,/ 1- -4 5 SCALE N.T.S. DE SCALE: N.T.S� REVISIONS NO. DAT DESCRIPTION 4 N G V C O .� ari w C; i G yam. M c u cc 0 A M y � �o • go E L w � O o o floes cc V a) N 0 �4) Lo-a oao tdCID LLJ VN C l0 0 ,0� M vU+6EQM S5 C U m V Q: LO L CNND U tL _j Ifs Es-5-0.2 E �U o C to 0E�—M Cp 3 �-Q >.� L 0 :2 Eacar) Q co m O m •i�• � A ,, . `. W W U-/� W N ��e" C�� a HO UN a=Na U) W <uj (f' F-- Q 0 J J Q a: a: D D a: `o r� JOB NO. K4AST-E DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO. S-7 2"° a ooe- Wa S 1 ti P5o J LS' eTv,bP I(:)- le Tb 10• To e 54a esTJ D ICAL 2ND FLOOR sEL rL.00e R.,b-+.1 Fov- .5i'UD SIZE 4 SPwjd� -6.LL bu I L-T- U P Cali M Os Fl,Ao2 SYSi'Er'I jam CA&. FILLED 51MPso0 "Omw" e S'Vc. V4/ to-1od x 112' V J&l Ls IOm g;64J p P)E.bM aJ v 4 M i tJ Em e,ED I tIm cork, Ef EX'fwD 5o EbTo i �k, To barorori lod kI L.,S G Co a • C.. r u�Q �U•♦75 aQ f:L oe JOIST" SCALE: N.T.S. St r�PSo� L.STa.24'' W/!O-ad 0&1 -T'O STup Io- �,d a1LS To 56&I D J o far C, G&I STU D r— F=Iz 5N(1QyTEj t u/I tJpo� SILL Pei , �11 co;1T M1j.'rx. B&jD bebm I I 92�44 SI LL. F.I/��1jSj r 1=Looiz bLocK SIMPSON liTT16" CONNECTOR THRU FLOOR SYS 7- SM05 & 1(.01' 04, — _51NlP5C)rj ''SPI " e STUDS W M40 Lrr " LS-r&24" STWS &OTTOM nzrf-. vv/ (2) 1 Od I161 L.5 0. n.c. -- PQE- E: -K'JEErzED Fi.00e?QUSS — TERNATE FL SCALE N.T.S. S I ri PSCod '' L.STA� 24'' Io _ 8d 1� l L.5 70 D 4 I - 8 d OWLS TO JOIST d. w/ 4 - I Cod kw L.S I OTC) EAcd w 10 - I d X I f" t w l.S I QT0 I, IG1 kre Mid. 4" CONNECTION SCALE N.T.S. TION 96L.. 2,c EAvER wtjtA -sw►."il.E iJu►.k SCALE 3/,V 1'- 0" 5q'1'iDG� rtE�r v IL- Foe i ATIOd D51 v,4.E NUj( TYPICAL SECTION THRU WINDOW 304t 5 56Z E.Pa 1 CC 1 r•h'© C oluC. 3�4. q( x tic F1 u.. -P v✓/ Sir' SET" EPvx`1t SCALE 3/4" = T - 0" 5 642 W/25" t" i i FJ o L-A-P SPL l c6 . or u5 RE -BAR RETROFIT DETAIL SCALE N.T.S. F. S 1� I 1-1 4►�/E.tL'�' 15 F 'f" (3v %Z'' PL oop -ra � S F t tit 7.4"OC. M E.�t`A1... OrZ1 P I X c Fad 11 GOJT, yE►�rED a�uM socFrr - 1, POYWALL WEE x .._ STUM c° 1UL... ovlu Q-11 t a-'yW p CAR • COX Fore wau- � SEE. Ea- wri I I S EX�o F N x fZ-O- w4tu.. �00r. EMW UL COLIOS 4"x 4'' i Jsptcn(oJ Fb¢T ea FILLED CELL -MR) Mild. a.. tJSUL• ve_rwbLL C0 u SERE ROOF' L-&-( TF0 cow 0 Ecrt- .... Z"x .....Top FbT"m -SIr1Pso� `'SP2" Top "5 P I " $c ' ot-i Ft oTE SA-0 vttwAu., �Y b"xW K ico" Kdcck- oLrr 6LcX.K w/1--as col-W, to r01 I W LAP SPL J C.E P.T. FLI Oet SMI P5 e Igo" o.C. 04EE 2-5 It.l1� t- oM -- SEE FOuJRAM W D FOOTS klet r Fo TYPICAL 2 — STORY WALL SECTION _ 00 to � o W SCALE 3J4"=1'-0"' W oQ � co� sL.� %F1 � ESil "Orr" G x io x 10 W-WrA. 2qfk Co MIL. VAPoe � o 7F�I rrL-Te�TE.D CAM r�Ae r C;- �►U I t 41 2- S COT. aws SCALE: 3/,V 1'- 0" REVISIONS NO. DATE DESCRIPTION ti Isa 4.0"0 � O v y ari .00 0 0 Ix en � C w 1 O r� °a L o o -ems w c L 0 oa (DS g.0 co (nw8N c .- � 00 (0 Cc: co EQc 03c0 m U . C6 fn:0 o C fJ? Cl V Q Ec- _0 0E Q � U 2 . ,n -0�'$ �3S,Q >co ,� a �_ Eon UE E v OErn Eco m,NA c0 00 Q H .g? = p., to .0 O Ci C T- C F- t.. o }-- 0 U N Q= {V d U3 a: J uj _ F- �C U) < Ll.! a J j Q Q aC a: D D D a C'v co Q JOB NO. MASTER DATE JANUARY 1, 2018 DRAWN BY Daniel M. Ossman SHEET NO. S-8 s ldoTcj� L-Omu VACM MQUIMP Foe cooC.¢fem"E R,ZcEHE�lT--T � gwCK ft - 0 '% , % \ • ST . °M o" nook 5Y02L,lo'p��D oil PLv,►J5, ►1 SEE. �fE� 4. S� sT'E� 4, 0 now F ! ux--p CELL- W/ 5 EE FOu � AaTro Foe l T1oU- L High Strength Precast and Prestressed Lintels. �MM NMINi 01 M LSPW • � U ftm San UW Pr U" Feat DESCRIPTION DESCRIPTION LNi %UW P1.UW L-1 7-ir I u UFAW l INL IN4 bt L-2 T-V U LJFA@ � r42 IM&L 906L L-3 If4r ( U Lha b W56t M01 bt L-4 4'-r (54 U Lkab 1Wht 4#ftbt L-5 S44• (44 U Lk" MM bt V44 bt L4 f-1tr' (M U LiN" Wf la 3744 6L L 7 r4r Lkftb Mn� lWbt =bt L4 T4�' U Lk"k 1�l ba 3117 ba L4 r44' 117j U LW* 1=b. 17470L L 10 11261 lq-r U LW" W bt 13= bt - 0001t 1 AW EXt11A WW QP0WMii DESCRIPTION L-11 4'-W 41'j Rwsmd 74r a 7-r Door W5 bt i191 bt L-12 4`-r RlonMd " Door I=bt 4W bt L-13 F 4' J R I F - 4!4r Door 1575 bt V44 bt L-14 r-r' (7r) %MW Rr-W Don lm bt 3010 bt L-15 T-r R00=01 94r' Door 191M bt 31Q bt L-16 9'-r r13126Rro�aKl r-W GWIP Door 15 bt 1747 ba L-17 11`-4' =bt 1483ft L-18 12 4r (1441 750 bt 1304 bt L-19 13W (1 Sot W6 6L L W 14W 1 M5bt =bt L-21 14'-r I1 Pr.Mr sed 317 bt !11 bt L-22 151-C (114 plea nd W bt 911 bt L-23 1T-C (201') PrrlbMnd W bL 911 bt L-24 19'-4• POWs" 20 bt W ba L-25 21 W Pnttriard 213 bt V9 bt L-W W0 Prrelr�sesd 2T9bt 167 bt L-27 34'-W RM ftarsaw 23<bt 711bt 'Un9 m aAr buk bend an tsk by k dlpKdont "I Wrorawoa1 WMWA addWA AM or aonrM aft to kAWL "A** s a aan�poAs balaaA vA6 ae r palm bami- #5 bar to iM Rlrg1R� am 15 bar in to barn. Al t above k" voW the w� d of Wk ft kdit =bL -- N F11 1. Fill Wool and cdk aba" liiel.2. Va ry � all aeink - ceme a Las been placed pmpwty. 3. See floor pbo for ad�ian �. 4. Opeai p lest than or equal to 6" - 0" in wiRilh DO NOT roap�c s witiooai and unim odmvise aotsd on floor pion. SCALE N.T.S. • consuls of %" CDX ply or MMsr Wind vW Ad ease. zWK at 3" o c. odfloe aed 4" a o. Gold siso, plane wima poesiiis. All outer plywood beive dwar pank to be aasiid vW id ossosa am% 4" o c. edges and r ox. field. AM plywwosd o fta (in saner pund seas) suppertd by 2" x _ lest plod mils vW (2) Simlren "C`Wr steeps (or o*W), soiled I* o" OW top a.d bosom SE.E smay wb►u. Sumoll CALIQ EC,-r, 0x.1 pM LL.S Fbe 5oT70M �i"r. -ro 664.l P- „JO tST 5E'.lOW. TYPICAL SHEARWALL PANEL SCALE: N.T.S. EAC D VVI (7.) 1 (OOA 1 oT'E SATE 1..Ej AT LE4.ST I TbPsP..rc-Ea ovE¢. stuTop axrE, 1,01 Ljo CTYPS) u '143 rt z 6E- ode-,eo.C. TYPICAL TOP BEARING PLATE SPLICE HEADER SCHEDULE UT't"O3'-4" 2-2"X6" 3'-S"TOS-4" 2-2"X3" Y-3"TO3'-6" 2-2"X 1 r-7"''PO12'- -2"X 12" tilOn'E S�TfF�cAL 2-sTo2t wAll.. SEc-nod CAI.ItJ6C.TIOJ DETD.ILS F02 &o"rTOM AA"IE To 646+,1p JoiST" 6Et.Av✓ SCALE N.T.S. Slr1PSoj °GM9'f'' S?Y1+P (OIZ EQ UAL-) 1,J4. LED TO WMMo S •)-7 TYPICAL LOAD BEARING HEADER DETAIL AT EXTERIOR WALL ONLY SCALE: N.T.S. dLL : CSE ED L 04 co 2 REVISIONS NO. DAT DESCRIPTION u � C N 'C b � bA T asp � � L Sri L O C Go A W� �s s F- o c O� �� N y M W V N �M � us"0 "L" BRACING REQUIREMENTS STUD NO (1) 2' X 4" (2) 2" X 4" (2) 2" X f" SPACING "L" BRACING "L" BRACING "L" BRACING "L" BRACING 16" W-V" V-S" I 4r-5"-V-0" V-0"-12"_0" IT-0"-I&-0" 24" W-0"-4r-0" 1 4'-0"-T-0" 7-0"-17-0" 10'-00-14'-0" Scissor Gable - (1) 2" x 8" #2 S.P.F. @ Each Vertical and (2) 2" x 8" Full Height @ Diaphragm Blocking NOTE: 1. "L Bracing most extend at least 90% of web length except, scissor gable vAich requires brace to extend full height of gable. 2. "L" Bracing to be fastened to gab1c stud with I Od x 3" nails @ 4" o c. 2'1 X 411 "T'1 5t.00,41 2''A41 e jj ,J� 648''04,- '' L'' A'rr� F� W 1 o d LZ e 4'' O.C. 0yr.) SINGLE "L" BRACING DETAIL SCALE: N.T.S. 2''X 4" 1I 1' La'=K i J� Ide, 6,451 C. L' ez.&all af-rr�..lEP W/ 10 d L.5 4�' o. C. c YP. ) DOUBLE "L" BRACING DETAIL ,-- ♦ en G .Wfl 1 GC V vb�• r �+ r r �-• ✓ y r 1 . r w/r � r r r vr,/ r �6� � 1 1 r r �� �1 L �? E-&c d STUD o y?,) Edo STU P TYPICAL GABLE END BRACING DETAIL SCALE: N.T.S. %%.#1 vow- v `0 1*.w V0%./• TYPICAL BALLOON FRAMED GABLE END BRACING DETAIL w a � � m fl a M 48 A w a �a L O 7.2 T a8ov moo o M W V N _M0�Q�co v a E<Cm C N N 0 al � O •p VJLL LL E$ L 43 4) U oo E o V N E 0 co o E a �Ea-c0 0 E�a)crn Vl S V _ M 0 0 O C> L N r' O L Cp 10 cT cl=-�_ O H� UN Q.=N0. J W Q U) I— Q W 0 J 'J Q Q a: a: D D �. V D D a: a 0= a_ JOB NO. _NIMTE R DATE JANUARY 1, 2018 DRAWN BY DMIEL M. OSSMAN SCALE: N.T.S. SCALE N.T.S. SHEET NO. S-10 3Co o.C,ToP C-cP_D i>I.ocxi&1 Fc L F I QST FoUe Zou45 or user ES Z- 1� d ��. I L.S . `� &JD 22'Y41 C2ceel Fa,s ED c EAC Joi •�-4- 104,c 3'' rr � ► 2OX4T'' of -r-op of P EL_ tAx4Ki r.�C F E-9 3 a 4'' o, c. (T(P.) L I L� V&ISE. sure WALL.- W/84cnnLfA 1L! L6 � It 1 Y�4'' UL- s.z FI e5T 5 -O t' CH D117 A/4 L.L & ,+ if 0.6. (-ry?. ) Z' x 4" EL. SKI Fofz n 6r.-ST 8'-o ' or- &.1D wAu, %4/7-- * d-ME �J&IUS e E.&. E..j-1P - sIMFsaiJ ''laIo'' o2 EQU ,.- G EA• OLft-L.rOo KE.� 2.� 4" o L1TL oo KEe , z' Z 04, V�zc'�Q 9yz, v oe ���, Wv I o LEDIo >c IIL-S&' lo''OE.txEs q 121, o. c . FI ELp it L.'' Bebc E E psi L-F,.ST 9 o % WE, �E-o o (,c.)EE TABLe ) Se.�, SEC,-noj Foe AD0I1-10 II.IF*02w1ATl0,d 4 CAtil1-1F..C1T10� 2''x — 5Tu DS a 1(0'' c.c. SECTION -TYPICAL GABLE END BRACING DETAIL.. SCALE: N.T.S. 3Co1' o,C.-rt IF Co2D VLOCK1den Sl M Pso j " 0101' OIL E, uAl.. Fo Q. F11Z5-r F0LI a fovv5 6 Eqs.. CLITLOOkEA or- 12L155 ES W/ 2- IG d TEE 1 2'' I L.5 � E-4. 61P 4. of olt'r1 c� k,E 6 Z x 4 S1t1P50J "LST& I8o � �& IM�E • • JoI�T" /ostS /{�z COOP oe � �EX JI oe ��oPrh.AI LED v�f PEE - Q�, a, C. F Es i- SS L 12'' o.C, FI ED� 2'' '4'' ''T" o f Top 06� I.IA I L� G 4" o.c• ► ---� 518"1 02 %i' C•E•I U.K. M.& SE. 4YPSU rl W41-L Go40D F�Sf &JED `-//Sd I 041 L 5 o V- I %" LO PefVVA C�- FaN5 Foz r, es r 8 -o ori D YVALL- G 4" o.C. tryp.) — 3Co'' O. G , 2''x 4-''LEL �Lrx�C� ►-� FOQ rIosr 8'- ''of D � &JAu, `^'/2- I&JT0E �S 6 EA. EJ1v L�E�,ST o� O F v,/fF,� LF��� (SEE. 'fdBl.E ) 10 ►=. • ME . . Fo¢ -NGprnO+.U, Z''x STUNS (9 14do" o.C, ,ECTION — TYPICAL BALLOON FRAMED GABLE END BRACIN SECTION SI w5old " mr5 I(o" En . Z x SI M mcJ 'i epv' O2 E.Qu6l SCALE N.T.S. -rO&J4IL `//2- I(o d I.WLS 10d x 3" o. C. I U' oz. CTy') 2'x 4!"OLM-00I4-: 5 Gr V4'o.c. w/ 2- I old 4.441 LS FW Jo OT mlf-1. 2'',t 4" 0U d d E2S ALTERNATE NON -DROP GABLE END DETAIL SECTION 21 x 4" ''T'' O O F &del, �"` 4, ��` w/ to d x 3 �.lb.l L.S. 4 O.C. t2) iced �JWLs 2!x 4" 6LpC.KGJ4 SCALE: N.T.S. C. 3 a ianit N L M Q G v A go °^fl Q 13 Tr L � C CL L o -y y m m wv U Na� CL mc 0 0 c: �y o-,aGCc�i EQch :9 m 78 0 � -ju. 0 0) t 7S 7@.g c�sV o 'o3I'>Q>° r- Lo �Em ECmc006 �o 79 q� L dj-) tA10 tUi C F-0 �N s12N0. J W � Q W � J J CID a Q �c aC � C� SHEET NO. J SCALE N.T.S. SCALE N.T.S. S-11 w