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'ro tl� a. > c �� � ���� � �� � � �n � �� �. S ��s�� �� �ic��se �� �..���� � �: c���� ��,�, �� ��.���� #. Y '. ,� ,; ��: �; �, � �. .;. r �:, , . �. �: J +� f- � � #� � �!'. � ;a�; � ,f � �� � fii�f�Y� � . i: .: r' .,,�} ;i: �4 �,i�l� �� f�` :ifi�` �,.. � ` � � �r'�... �$ y'. . « � � , �,� . ► , . . � � . �► � �- � � «� tn ;- �; m � 0 0 � � � 3 � U w � � tt3 . � � 0 h o- rn c :se `o � U) c 0 � � Q 3 $ a� m rn � c7 h 0 .,- U} 0. � .° � D .,- ;: =i � DESIGN CRITERIA: Berkowitz Addition #0704-19 Roof �ive Load (Snow} ------------------------------- 80f100 psf Roof Dead Load ----------------------------------- 15 psf Floor Live �oad ----------------------------------- 4Q psf F1oar Dead Load ----------------------------------- 15 psf Deck Live Load ------------------------------------ 100 psf Deck Dead Load ----------------------------------- 15 psf Wind (3 Secand Gust) -------------------------------- 90 rnph {Exp. B} Seismic Design Gategory -_____________________________ EXEMPT IBC/IRC Edition ------------------------------------ 2003 FQUNDATION DESIGN: a. Qesign of individual and continuous foatings is based on an assumed maximum allowable bearing pressure of 2000 psf (dead load plus ful) live load). b. Foundation and retaining walls have been designed using an assumed laterai pressure of 50 pcf. c. Foatings shaN be placed on the natural undisturbed soif, or compocted structural fill per the reeommendati�ns of the geotechni�af engineer, below frost depth. d. Provide continuaus foundation drains around the perimeter of ail basement wails and at the base af retaining walls. Cantact geotechnical engineer for details. e. A representative of the get�technical enginaer shall verify soils conditions and types during exccsvation. Be�ause geotechnical information was not availabie at the time af preparatian of the construction documents, we have used assumed values based on similar sites in the arec�. Construct'ran of the foundation may not proceed without verifying these values. Report any discrepancies fror-n design assumptians to structural engineer for re-evaluation of foundation design_ f. Verify type of fill with sails engineer and structural engineer priar to bdckfilling. REINFORCED CQNCRETE: a. Concrete design is based on the "Building Code Requirements for Reinforced Concrete" {ACI 318) as adopted by Chapter 19 �af the 2Q03 IBC. b. Structural concrete shall have a minimum 28-day compressiue strength of 3000 psi. c. Goncrete shall be praportianed using Type I-11 sulfate-resistant cement. Admixtures containing chlaride salts shall not be used. d. Cold weather concreting procedures shall be provided as recommended in the AC! Manual of Cancret� Practi�e. e. Anchor bolts for beam and column bearing plates shc�ll be placed with setting templates. f. Expansion bolts shall be located at a minimum of 6 bolt diameters from concrete edge and spaced at a minimum af 10 bolt dicrmeters uniess not�d otherwise. g. Anchor bolts for wood sill platss shail be placad at �'-d" maximum spacing with one anchor balt at 12" from eaeh end or corner and a minimum of two anchor bolts per piece. h. Concrete flaor slabs on grada and on metal decking or plywood supported by framing shall have sawn ar taaled con#ral joints at a maximum spacing af 15'-0" in each direction. Locate �ontrol joints along eolumn grid lines where passible and prouide slab isolation joints around columns. i, Cancrete coverage for reinforcing steel: 1. Concrete cast against and permanently exposed to earth: 3" 2. Concrete exposed to earth or weather: A. �5 bar and smailer 1 1 f2" B. #6 through #18 bar 2" 3. Concrete not exposed to weather or in contact with ground: A. Slabs, walls, jaists (�11 bar and smaller} 3 j4" 8. Beams, columns 1 1/2" REINFORCING STEEL: a. Detail'rng, fabrication and placement af reinfarcing steel shal) be in accordance with ths ACI Manual of Concrete Practice. b. Except where otherwise noted on the drawings, reinforcing bars shall confarm to ASTM Specification A615 and �hall be grade 60 except ties, field bent bars whare permitted by note on plan, or bars to be welded, which shall be grade 4Q, c. At splices, lap bars 44 diameters. Do not weld or use mechanict�l splicing devicss unless specifically approved by enginser. d. At corners, make norizantal bars continuous or pravide carner bars, Araund openings and steps in concrete, provide (2)-#5 bars extending 2'-6" beyond edge of opening ar step. e. Extend reinforcing steel a minimum af 2'-6" through cold joints. unless specificolly located on plan or details, coordinate coid joint lacatians with engineer. f. Weided wire fabric shall canform to ASTM Specification A-185. Lap welded wire fabric a minimum af one full mesh plus twa inches. Laps shall be wired together. g. Epoxy adhesive for reinforcing doweis shall be "Hilti" or "Simpson" or approved equivaient adhesive systems. Minimum embedments, if not specificafly indicated an the drawings, shal! be according to the manufacturer's specificatians. h. Metric bar size conversion table: METRIC INCH-POtJNQ #1 Q #3 #13 �4 #16 #5 #19 #6 #22 �7 �zs �s #32 #1 Q #36 �11 STRUGTURAL WOOD FRAMING: a. Except where noted atherwise> ali 2" nominal lumber, except studs, shall be Douglas Fir-Larch #2 and better, and all salid timber beams and pasts 3" naminal and wider shalf be Dougfas Fir-�arch #2. b. Studs shall be Stud grade and better Dauglas Fir-Larch or Hem Fir. c. Built-up posts shall consist of Douglas Fir-Larch or Hem Fir #2 or better 2x4 ar 2x6 studs per plan and shali be nailed together with 2 rows o# 16d nails Q 6" on center along each stud. d. Built-up beams consisting of multiple 2x members shall be nailed together with twa rows of 16d nails spaced at 12" on center, or with two rows of 1 j2" diameter thru-bolts spaced at 24" on center. e. Top ar.d bottom plates shall b� Qauglas Fir-Larch or Hem Fir #2 and better. Plates piaced directly on concrete walis or slabs shall be pressure-treated Hem Fir �2. f. Ledgers attached to cancrets wal{s shall be tr�ated Hem Fir �2> Qr if �VL material is used, shall have a continuous waterpraof inembrane between the concrete and the woad. g, Waad beams bearing in beam pockats in concrete or masonry walls shall bear an a treated 2x6 bearing block. Provide �" clearc�nce araund end of wood beam. Black against sides of beam pocket with trec�ted 2x blocking ta provide lateral support for beam. h. Beneath salid or built-up columns noted on plans, blocking of area equivalent ta column abave shall be provided within floor joist spaces and in wail spaces belaw. Doar or window trimmers cansisting of a single stud do not require specia( blocking in the joist space. i. Except as nated otherwise, minimum nailing shall be provided as specified in the "Nailing Schadule" on the drawings {2003 IBC Table 2304.9.1). j. Bolts used for waod framing connections shafl be instailed with standard washers and nuts. k. Unless noted othefwise, steal connectors such as those manufactured by the Simpson Company shall be used to join rafters, joists or beams to other bsams a� flush-framed conditians. Use ail specified nails. Connector canditians nat otherwise nated shali utilize Type U ar Type HU hangers of a size specificaily designed for the member supported, as shown in the manufacturer's published tables. Contact structural engineer far details as required. I. Wooc� nailer plqtes installed an steei beams or concrete wa{Is f�r top-flange hangers shall be ripped ta match the width of the walf or beam flange. Nailer plates supporting top flange hangers from one side only shall be instaliad flush with the ft�ce of wall ar beam flange at the hanger locations. m. Manufactured joists shali be from an approved manufacturer and shall be equivalent in laad carrying capacity and deflectian criteria to BCI 6000 series jaists in the depths and spacings indicated on plan, Provide blacking, bracing, web stiffeners and other accessaries as required by the manufacturer. n. Laminated veneer lumber (�VL) sha{I have the foNowing minimum properties: 1. Flexural stress ------------------------------------- 2640 psi 2. Modulus af elasticity --------------------------------- 1>900,Q00 psi 3. Tension parallel ta grain ------------------------------ 1850 psi 4. Compression parcrliel to grain --------------------------- 2310 psi 5. Compression perpendicuiar to grain (paraElel to glue line) --------- 754 psi 6. Horizontal shear ----------------------------------- 285 psi 7. Cannection of multiple-member beams: A. Top-loaded beams i) Far memfaers 12" deep or fess, nail each member ta the next with 2 raws af 16d nails at 12" o.c. ii) Far members greater than 12" deep, nail each member to the next with 3 rows of 16d nails at 12" o.c. B. Side-loaded beams i) For two or three member beams, nail each member ta the next with 3 rows af 16d nails at 12" o.c. ii) For four member beams> bolt through with 2 rows of 1 j2" diameter �id� i8 Qt � ��} O. C. iii) For members consisting of more than four members, contact structural engineer. o. All lumber used in construction snail have a maximum moisture content of 19%. p. Unless made of treated or naturally decay-resistant wood, all deck beams and joists (including glue-loms) wider than 1�,�" shall be sealed and flashed at the top surface per architect. r. Framing Nates: 1. Exterior walls: A. All exterior walis are 2x6 studs Q 16" o.c. to a rnaxirr-�um height of 12'-6", 2x6 studs � 12" o.c. to a maximum height of 14'-6", and (2)-2x6 studs C�? 16" to a maximum height of 17'-4" unless otherwise noted. Walls taller than 17'-4" shaN be framed with manufactured laminated studs. Contact engineer for spacing requirements, if not indicated on plan. Cap with a double top plate instailed to provide overlapping at corners and at intersections with other partitions. If overlap is not possible, strap top plates with metal strap ties (Simpson ST292 or equivalent}. B. Gable-end walls shall be bolloon-framed to the bottom of rafters or end-wall trusses unless approved by engineer, C. Floor or raof framing members must be aligned to bear within 5 inches of the studs beneath. D. Provide 7f16" thick APA rated sheathing (piywoad or QSB) rated 24/16, expasure 1, at exterior face of exterior walls. Block ali horizontal joints and nail panels with 8d nails spaced at 6" along pc�nel edges and at 12" along intermediate supports. E. Pravide (3)-2x10 headers over all daor and window openings, with one 2x6 trimmer and one 2x6 king stud each end, unless otherwise indicated. F. At beam bearing locations in stud walls, provide multipie-stud posts equal to width of bearing member unless noted otherwise. 2. Interior Load Bearing Walls: A. interior load bearing walls are 2x4 ar 2x6 studs (as indicated on plan) C� 16" a.c. with 1/2" gypsum wallbaard both sides unless noted otherwise. Cap with a double top plate installed to provide overlapping at corners and at intersectians with other partitions. If overlap is not possible, str�p top plates with metal strap ties (Simpson ST292 or equivalent). B. Floor ar roof frarning members must be aligned to beflr within 5 incl�es of the studs beneath. C. Provide {2)-2x10 headers over all openings in wall, with one 2x4 or 2x6 trimmer and one 2x4 ar 2x6 king stud each end, unless noted otherwise. D. At beam bearing locations in stud walls, provide multiple-stud posts equat to width of bearing member unless noted otherwise. 3. Flaor Construction: A. Pravide 3f4" thick APA rated Sturdifloor rated at 24" o.c., tangue and graove, expasure 1. Glue and nail panels to all supports with 8d nails spaced at 6" along panel edges and at 12" along intermediate supports. Instali sheathing with long dimension perpendicular ta joists and end joints staggered. B. Pravide solid blocking between floor joists at all bearing locations. Blocking material shall match the floor joist material. 4. Roof Construction: A. Provide 5/8" thick APA plywood sheathing rated 40/20, exposure 1. Install sheathing with long dimension perpendicular to rcfters or trusses and end joints staggered. Nail with 8d nails spaced at 6" along panel edges and at 12" along intermediate supparts. B. Plywood sheathing shall be applied continuously over the primary roof inembers (rafters or trusses} below overframed areas to provide adequate lateral stability. C. Provide windfseismic Qnchors at supports for ail roaf joists and trussed rafters. See nailing schedule. D. Provide solid blacking between roof rafters, trusses and lookouts at all bearing locations. Blocking material shail match rafter, truss chord, or loakout material. 5. Wind Bracing: A. Walls over 4 feet long which �re sheathed with gypsum wallboard on both faces and are indicated as shear walis an plan have been designed to resist wind farces in accardance with Table 2306.4.5 of the 2003 IBC. B, At shear walis, screw 1 f2" gypsum wallboard to all studs and to top and battom plc�tes with #8 x 1 1/8" drywall screws at 7" maximum spacing. C. Exterior plywood or OSB wall sheathing is required unless specificafly deleted by engineer. STRUCTURAL STEEL: a. Structural steel shall be detailed, fabricated and erected in accordance with the most current editians of AISC Specifications and Code of Standard Practice, b. Structural steel W shapes shail be ASTM A992. Other rolled shapes> including plates and angles shali be ASTM A36. Round or rectangular HSS shapes shall be ASTM A500 grade B. c. All bolts used in steei framing shall conform to ASTM Specification A325. Anchor bolts and bolts used in timber connectians may be ASTM A307. Bolt sizes sholl be 3/4" diameter unless nated otherwise. d. Typical framed beam connections shail consist of pairs of 1 J4" angles using the maximum number of balts called for in Table II-A of the AISC Manual (ASD Ninth Edition). e. Expansion bolts shaif be wedge type "Hilti" or "Rawl" ar "Simpson", or approved equivalent with the follawing minimum embadments: 1 J2" diameter ---- 2 1/2" 5 j8" diameter ---- 3" 3/4" diameter ---- 4" f. Epoxy anchors called far on the drawings shall be "Epcon" or "Rawl" or "Simpsan" or approved equivalent anchar systems. Minimum embedments, if not specifically indicQted on the drawings, shall be according to the manufacturer's specifications. g. Ail welding shall be done by an AWS qualified welder. h. Delay painting within 3" af field welds until welds are campieted. i. Where corrosive soil conditions exist, steel angles that are used to support exterior stone ueneer shall be galvanized and shall be attached to the foundation with galvanized or stainless steel expansion anchors. j. All grout beneath colurnn base plates and steei beams at bearing shall be non-shrink, non-metallic type graut. Graut shall haue a minirnum campressive strength of 2500 psi. STONE jBRICK VENEER: a, Anchored stone or brick veneer and its attachments shafl conform to IBC Section 1405.6 with a wire tie ta the structural backing for every 2 square feet of veneer. b. Unless noted atherwise, pravide loose lintels aver openings as fallaws, one angle for each 4" of wall thickness, long leg vertic�al, to b�ar 4" minimum each end: 4penings to 4'-Q" ----------------- 3 1/2'j x 3 1/2» x 1 f 4" Openings 4'-1" to 6'-0" ------------- 4" x 3 1/2" x 1/4" Openings 6'-1" to 8'-Q" ------------- 5" x 3 1%2>, x 1�4„ Openings 8'-1" to 10'-0" ------------ 6" x 3 1 j2" x 5/16" (Multiple angles shall be oriented back-to-back} c. Stone or brick veneer shall be supported on dry-stack CMU units to the foundation, or provide steel �angle support per details on the drawings. GENERAL REQUIREMENTS: a. Structural erection and bracing: The structuraf drawings illustrate the compieted structure with ali elements in their final positions, properly support�d and braced. The contractar, in the proper sequence, shall provide shorinq and bracing as may be required during construction to achieve the final completed structure. Contact structural engineer for consultation (not in contract) as required. b. Existing structures: Contractar shall be responsible for verifying dimensions, elevations> framing, foundation and anything else that may affect the work shawn on the drawings. Underpinning, shoring and braeing of existing structures shall be the responsibility of the contractor. c. Dimensions: Check all dimensions against architectural dr�wings prior to construction. Do not scale drawings. d. Construction practices: Generai cantractor is respansible for means, methods, techniques, sequences and procedures far constructian af fhis project. Notify structura( engineer of amissions or cvnfiicts between the working drawings and existing conditions. Coordinate requirements for mechanical/electricai/plumbinq penetrations through structurol elements with structural engineer. Jobsite safety is the sole respansibility of the contractar. All methods used for construction shall be in accordance with the latest editions of the IBC/IRC. e. Details not specifically shawn on the drawings shall be constructed in a manner similar to the details that are shown for like canditions. These items shall be brought to the attention of the structural engineer as soon as possibie for approval. Approval shall be obtained priar to instaliafion. f. it is the responsibility of the contractor to cantact the structurc�l engineer at the appropriate time to perform site obseruation visits. Qbservation visits to the jobsite by the engineer are far determination af general con#armance with the construction documents and shall not be construed as inspection. g. Though every effart is made to pravide a comp{ete and clear set of construction documents, discrepancies or omissions may occur. Release af these drawings anticipates cooperatian and continued communicatian between the contractor, architect and engineer to provide the best passible structure. These drawings have been prepored for the use of a qualified contractar experience� in the canstruction techniques and systems depicted. 2003 IBC FASTENING SCHEDULE (TABLE 23�4.9.1) CONNECTION FASTENING °� m LOCATION 1. Joist to siil or girder 3- 8d common toenaii 3- 3" x 0.131" nail 3- 3" 14 gage stapie 2. Bridging to joist 2- 8d common toenail each end 2-3"x0.131°naii 2- 3" 14 gage stapie 3. 1" x 6" subfloor or less to each joist 2- 8d common face noil 4. Wider thon 1" x 6" subfloor to each joist 3- 8d common face naii S. 2" subfloor to joist or girder 2- 16d common blind and face nail 6. Sole plate to joist or biocking 16d at 16" o.c. typic4l face nail 3" x 0.131" nail ot 8" o.c. 3" 14 gage stopie at 12" o.c. Sale piate to jaist or blocking at braced wail panel 3- 16d per 16" braced wail ponels (4)-3" x 0.131" nail per 16" (4)-3" 14 gage staple per 16" 7. Top plate ta stud 2- 16d common end nail 3-3"x0.131"nai! 3- 3" 14 gage staple 8. Stud to sole plate 4-$d common toenail 4- 3" x 0.131" nail 3- 3" 14 gage stapie 2- 16d common end naii 3-3"x0.131"nail 3- 3" 14 gage stapie 9. Double Studs 16d at 24" o.c. face nail 3" x 0.131" nail at 8" o.c. 3" 14 gage stapie ❑t 8" o.c. 10. Qouble top plates 16d a# 16'� o.c. typical face noil 3" x 0.131" nail at 12" o.c. 3" 14 gage stople at 12" o.c. Double top piates 8- 16d common lap splice 12-3"x0.131"nail 12 - 3" 14 gage staple typicoi face nail 11. Blocking between joist or rafters 3- 8d common toenail to top piate 3- 3" x 0.131" nail 3- 3" 14 gage stapie i2. Rim joist to top plate 8d at 6" (152mm) o.c. toenail 3" x 0.13i" nail at 6" o.c. 3" 14 gage staple at 6" o.c. 13. Top plates, laps and intersections 2- 16d cammon face nail 3-3"xQ.131"nail 3- 3" 14 gage stapie 14. Continuous header, two pieces i6d common 16° a.c. olong edge 15. Ceiling joists ta piote 3- 8d common toenail 5- 3" x 0.131" naii 5- 3" 14 gage staple 16. Cantinuous header to stud 4-$d common toenaii 17. Ceiling joists, iaps over poriions 3- 16d common minimum, Table 2308.10.4.1 face naii (See Section 2308.10.4.1, Table 2308.10.4.1) 4- 3" x 0.131" nail 4- 3`" 14 gage stapie 1$. Ceiling joists to paraliel rafters 3- 16d common minimum, Table 2308.10.4.1 face nail (See Section 230$.1Q.4.1, Toble 2308.10.4.1) 4- 3" x 0.131" nail 4- 3" 14 gage staple 19. Rafter to plote 3- 8d common toenail (See Section 2308.10.1, Table 2308.10.1) 3- 3" x 4.13i" nail 3- 3" 14 gage staple 20. 1" diagona! brace to each stud and plate 2- 8d common face ncrii 2- 3° x 0.131 nail 2- 3" 14 gage stople 2i. 1"' x 8" sheathing to each bearing wall 2-$d common foce nail 22. Wider than 1" x 8" sheathing to 3- 8d common foce nail each bearing woll 23. Built-up corner studs 16d common 24" o.c. 3'� x 4.131" nail 16" o.c. 3" 14 gage stapie 16" o.c. 24. Built-up girder ond beams 20d cammon at 32" o.c. face nail at top and 3" x 0.131" noil at 24" o.c. bottom staggered an 3" 14 gage staple at 24" o.c. opposite sides 2- 2Qd common face nail at ends and at 3- 3" x 0.13'I" nail each splice 3- 3" 14 gage stapie 25. 2" pianks 16d common a# each bearing 26. Coilar tie to rafter 3- 70d common face nail 4- 3" x Q.131" nail 4- 3" 14 gage stople face nail 27. Jack rafter to hip 3- 10d common toenoil 4-3"x0,131"naii 4- 3" 14 gage stapie 2- 16d common face naii 3-3"x0.131"nai! 3- 3" 14 gage stap{e 28. Roof rafter to 2-by ridge beam 2- 16d common toenail 3-3"x0.131"nai{ 3- 3" 14 gage stapie 2- 16d comman face nail 3-3"x0.131"nail 3- 3" 14 gage staple 29. Joist to band joist 3- 16d common face nail 5-3"xd.131"nail 5- 3" 14 gage staple 30. Ledger strip 3- 16d common face nail 4- 3" x 0.131" nail 4- 3" 14 qage staple 31. Wood structural paneis and particiebaard:b i/2" and less $d`�� (per KRM)Q Subflaar, roof and wall sheathing 2 3/8" x 0.131" nail" (to framing): 1 3�4" x 16 g4ge° 19/32" to 3/4" 8d (per KRM)4 2 3/8" x 0.131" nailR 2" 16 gagep 7f8" to 1° 8d° 1 1/8" to 1 1/4" 10dd or 8de Single Floor (combination subfloor- 3/4" and less 8de (per KRM)q underi4yment to framing}: 7/8" to 1" 8de 1 tj8" to 1 1/4" 10dd or 8d` 32. Panei siding (to framing} 1/2" or less 6dt 5/8" 8df 33. Fiberboard sheathing:9 1/2° No. 11 gage roofing noilh 6d comman nail No. 16 gage staple' 25/32" No. 11 ga9e roofing nailh 8d common noil No. 16 gage staple' 34. Interior paneiing 1/4" 4dj 3/8° 6dk NOTES TO TAB�E 23d4.9.1 For Sl: 1 inch = 25.4mm. 2 3/8" x 0.113" nails and 3" x 0.131" nails are standard 8d and 10d Gun naiis. a. Common or box naiis are permitted to be used except where otherwise stated. b. Nails spaced at 6 inches an center at edges, 12 inches at intermediate supports except 6 inches at supports where spans are 48 inches ar mors. for noiling of wood structural panel and particleboard diaphrogms and shear walls, refer to 5ection 2305. Nails for wall sheathing are permitted to be common, box or casing. c. Common or deformed shank. d. Common e. Defarmed shank. f. Corrosion-resistant siding or casing nail. g. Fasteners spaced 3 inches on center at exterior edges and 6 inches on center at intermediate supports. h. Corrosion-resistant roofing nails with 7/16-inch diameter heod and 1 1/2 inch length for 1/2-inch sheathing and 1 3f4 inch length for 25/32-inch sheathing. i. Corrasion-resistant staples with nominal 7/16-inch crown and 1 t/8 inch length for 1/2-inch sheathing ond 1 1/2 inch length for 25/32-inch sheathing. Panel supports at 16 inches (20 inches if strength axis is the long direction of the panel, unless otherwise marked). j. Casing or finish nails spaced 8 inches on panel edges, 12 inches at intermediate supports. k. Panel supports as 24 inches. Casing or finish naifs spaced 6 inches on panel edges, 12 inches at intermediate supparts. i. For roof sheathing applicotions, 8d naifs are the minimum required for wood structural panels m. Staples sholl have a minimum crawn width af 7/16 inch, n. For roof sheathing opplications, fosteners spaced at 4 inches on center at edges, 8 inches at intermediate suppar#s. o. Fasteners spaced 4 inches on center at edges, 8 inches at intermediate supports for subfloor and wali sheathing and 3 inches on c�nter at edges, 6 inches ot intermediate supports for roof sheothing. p. Fasteners spaced 4 inches on center at edges, $ inches ot intermediate supports. q. Items noted as "per KRM" hove heen changed from the IBC schedule to a mare restrictive requirement. A.B. A. F. F. A.F.G. ADJ. ANCH. APPROX. ARCH. BD. B�DG. BLKG. BM. B07. B. 0. W. BRG. CANT. C.J. CMU CEM. CLG. � CLR. COL. CONC. CONN. CONT. CONST. C.P. C. W. GB�. DET. DIAG. D WL. DWG. EA. E.J. ELEV. ENG. EQUIP. EQUIV. EXSTG. (E) EXP. EXT. F.D. FDTN. F�R. FRMG. FTG. GA. GALV. GEN. �i. L. GYP. HDR. HORIZ. HSS H T. INT. INV. K JST. ♦;,�" ♦ � ANCHOR BOLT ABOVE FINISHED FLOOR ABOVE FfNISHED GRADE ADJUSTABLE ANCHOR APPROXIMATELY ARCHITECT BOARD BUILDING BLOCKING BEAM BOTTOM BOTTOM OF WALL BEARING CANTILEVER CONTROL JOINT CONCRETE MASONRY UNIT CEMENT CEILING CENTERLINE C�EARANCE GOLUMN CONCRETE CONNECTIQN CON7INUOUS C4NSTRUCTION CRIPPLE POST CRIPPLE WALL DOUBLE DETAIL DIAGONA� DOWEL DRAWING EACH EXPANSION JOINT ELEVATION ENGINEER EQUIPMENT EQUIVA�ENT EXISTING EXISTING EXPANSI�It1 EXTERIOR FLOOR QRAIN FOUNDATIQN FLOOR FRAMING FOOTING GAUGE GALVANIZED GENERAL GLUE-LAM GYPSUM fGYPCRE7E HEADER HORIZONTAL HOLLOW STEEl. SEC710N HEIGHT INTERIOR INVERTED KING STUD JOIST LAM. LLV �.aNCi-r. LTWfi. LVL LSL MAX. MECH. MAT'L MAh1UF. MIN. (N) NOM. N . W. O.C. OPNG. QSB R PLYWQ. PKT. R.O. RAD. REF. REINF. REQ'D RET. REV. R.S. SCHED. SECT. SH T. SIM. S.I.P. SPEC. SQ. STD. STL. STRUCT. T TBcB T&G T. Q. T. 0. C. T. 0. F. T. 0. L. T.O, M. T. 0. W. -r��u TRANSV TRTD. TS TYP. U.N.O. VERi'. V.1. F. W.F. W.P. W. W. F. WD. w/ wJo LAMINATED LO�JG LEG VERTICAL LONGITUDINA� LIGHTWEIGNT �AMINATED VENEER LUMBER LAMINATED STRAND RIM MATERIAL MAXIMUM MECHAt�ICAL MATERIAL MANUFACTURER MINIMUM NEW NOMINAL NORMAL WEIGHT ON CENTER OPENING ORIENTED STRAND 80ARD P�ATE PLYWOOD POCKET ROUGH OPENING RADIUS REFERENCE REINFORCE/REINFORGEMENT REQUIRED RETAINING REVISION RQUGN SAWN SCHEDULE SECTION SHEET SIMILAR STRUCTURAL INSU�ATED PANEL SPECIFiCATION SQUARE STANDARD STEEL STRUCTURAL TRIMMER TOP & BOTTOM TONGUE 8c GRO(�VE TOP OF TOP OF CONCRETE TOP OF FOQTING TOP OF L.EDGE TOP OF MASdNRY TOP OF WA�� -rM�ouc� TRAN�VERSE TREATED TUBE STEEL COLUMN TYPICAL UN�ESS NOTED QTHERWISE VERTICA� VERIFY IN FIELD WIDE F�ANGE WATERPROOF WELDED WIRE FABRIC woaa WI TH WITHQUT ALL I.UMBER CONNECTORS IN DIRECT CONTACT WITH PRESSURE-TREATED LUMBER SHAL� HAVE A SIMPSON ZMAX OR HQG FINI�H AND SHALL BE ATTACHED WITN FASTENERS THAT ARE GALVANIZED PER ASTM A153. G�NTACT E�JGINEER FOR ALTERNATE USE C}F BARRIER MEMBRANES. X Q � �t- I CONNECTION SGHEDULE �A SIMPSON H5 Q SIMPSaN LUS410 Q SIMPSON ITT3511.88 �D SIMPSON HHUS48 (SKEWED) E{�} SIMPSON MHUS48 � SIMPSQN �SSU125 �`Gj SIMPSON lllT11 �H SIMPSON LUS210 �I �IOT USED Q i4)-16d NAI�S Q SIMPSON LUS210-3 L� SIMPSON LSSU210 a c�>-� �� �A��s � SIMPSON LUS28 (�0 SIMPSON HU11 (SLOPED/SKEWED) TYPICAL P�UMBING/MECHANIGAL HEADER I-JOIST OR LVL HEADER TO MATCH DEPTH OF FLOOR JOISTS SCALE: 1 /4" = 1'-p,> z � H Q I-- J � z � U � � � � ���� � i� G` � � /�^ � � � � � � i �i 1 •1 � � .� N � -C3 � t7 � � .� v v � �� � v � � � � � � L � � desigr�ed by drawr� by � checked by issued > � d N � 0°0� Q O c0 ao � v�� �o �� �rr ���rnrn ��-~OQ c.o � � r'� t.c_ CO U� J �..��e ra°°�'� r���� �cQrnr- `r oo � � xo�d-d` o��� � ,-..-. �ox Cp - t`� ¢ � > � ..�1 � � 't'�'� ., � � � ��i i_ � � ��� ►I �t�lll � i � � � � � � .. ,� . � �� rr� s� � JI� . . �■�� sheet �� � , �i � JQB �(�704-19 � " � i" " , • , , . . iS FOR �IEW FRAMING: ATHING IS 3f4" TONGUE AND GROOVE APA STURDIFLOOft, EXP.1> SPAN O.C. � TO EX(STING CONSTRUCTION { }, (N} REFERS TO NEW ( \ \ \ � \ � �� �� �� �� ` �� \ ,� � � � � �� I � � I ;�x� i� I� �K wl ► � �" a.c. � � I� I� I� � Kxy �Xy�����,..__._�I��—�_ ��WV���������v��`�����v�� ii—____________ �i il �� STONE VENEER ANG�E SUPPORT MEIGNT OF ANGLE EXPANSION VENEER SIZE ANCHORS UP TO 8' 4x4x1 /4 5/8"�b x 4" C� 24" Uy 1 Q �"i-r 4-XQ-X� ��' GJ i�a�� X �'» lK � Vr, / 14' TO 2Q' 4x4x5/16 3 f 4"� x 4" Q 24" 20' TC} 26' 4x4x5/16 3%4" k x 4" C�? 16" N QTES: 1. THIS SCHEDU�E IS FOR NON—BATTERED STC3NE VENEER WITN A MAXiMUM THICKNESS OF 6". CONTACT ENGINEER FOR C}THER CQND1714NS. 2. L.00ATE ONE EXPANSION ANCHOR A7 6" �ROM ENQS OF ANG�ES AND MIN. 2 ANCHORS PER SEGMENT. 3. At�GLES Mi1ST BE ORIENTEQ AS SH�WN. � � � �r �; M � 0 0 cV � � ? � z 0 � � cr3 07 f � � 0 rs� � � � , � � a a � a � � � � � � � �/� 4/yJ LL � , � n f � d- `� � 4" ° \ � N ��� ` 1 �✓l )� � � � � � ��Q � 1 S6 ^I �' �. a' ? �� � � � ' � �. ^ � � �' � ► � � � J DWL. {N} CONC. WALLS TO (E) W/ #5 D4VLS. x 24" EPDXIED INTO 3j4"�x6" HOLES @ 12" O.C. AND (2} DWLS. IN FTG., TYP. . .. . � ' •. : (��� � ,-, 00 > I I � � I � I � � . . / i� � � f � z �- S6 l ` � iM ! � � . .� � � I I � i� / w � �J j �� , ,�� � � / � � �`'!,� ��''' �.� ��� � / � \ � /� � � �� � � / / � � / �,, � � / T.O.W. = 100'—Q 3/4 T.O.F. = 94'-8 ' � � , � • , PLAN NOTES -----� � FIELD VERIF SIZE & �� � 1. ELEVATIONS OF CONCRETE FOUNDATION ELEMENTS INDICATED ON f�LAN THUS: -----�,-_,.___,LOCATION W SPA MANUF. \\ � T.O.W. TOP 0� CONCRETE WALL T.O.F.—TOP OF CONCRETE FC7C�TING '`--°--- ��� THESE ELEVATIQNS RELATE TO �00 —0 AS A ftEFERENCE E�EVATION AT THE ��� �� � (E) SLAB, ANQ DD N(JT REFLECI' ACTUAL SITE ELEVATIO�JS. —1 ` � \ �� � 2. TOP OF F04TING EL.EVATIONS ARE BA5ED QN FINDING ADEQUATE 501� BEARING � \\ � CONDITIONS AT THAT DEPTH. CONTACT ENGINEER IF t?VEREXCAVA71fJN IS REQUIRED. �\ � 3. CQNT{NUOUS CONCRETE FOOTINGS ARE CENTERED BENEATH CONCRETE FOUNDATI�N \ WALLS UNLESS NOTED OTHERWISE. T.O.W. = 100'-0 3/4 �\ � ( T,O.F. = 94'-8 [?EMO ) WALL AS ��� 4. CQNCRETE FOUNDATION WA��S ARE 8" THICK ANQ CONTINUOUS FQOTINGS ARE 8" REQ' BY RRCH. 3 ��� THICK x 16" WIDE UN�ESS NOTED OTHERWISE. ( I j( s6 � � ! 5. (E) REFERS TQ EX{STING CONSTRUCTION (— — — — — — }, (N) REFERS TO NEW (— � �i E � � I � 6. DO NOT SCALE DRAWlNGS, � � — — ! M i =�_ � � .............� f x 1 —� 7'--11 3/4" � � 1 � � ( f � NOTE: NEW FTG. NOT � (V.I.F.) �� I ( � � � REQUIRED IF THERE !S AN I �� � � (E) FTG. IN P�ACE. VERIFY ( I( i � ,y, gg'_3 �! � IN FIE�D W/ ENGIRIEER � � � � �'` T.O. SLAB � ! � � ( � 1 ( � 1 ' � � � I � / �,. / - ---- �� a �� = �' � � � �r! � ,.. � _ �s `R�. _ _ �_ .�� _ � E �xl Ixt k �1 �(_1 _ _ _ ' _ _._ e� � � � �_ _..__.. �_ _ _ _ _�. ' __ 4 ( _ _ _ _ _ _ _ _ �e �� � �� ��_ _ �_ _ n� v� �. __.e � � _ m.. s�.� s � � 1 .____ .� ____ _ _.�._ � � � � � (' 4" CONCRETE SLAB ON 4" CLEAN I (� I NOTE: VERIFY SLAB GRAVE� BASE ON UNDISTURBED � v�� T��`�� j I I SLOPWG & DRAIN GRADE OR GOMPACTED ���" �"} � I I LOCATION W/ ARCH. STRUCTURAL FIL� PER SOI�S � �� � ENGINEER. REINFORCE SLAB WiTH � ` � 6x6—W1,4xW1.4 WELDED WIRE I �� { FABRIC THROUGHOUT. PR4VIDE 1" '� DEEP SAWN OR TOOLED CONTRO� � JQINTS AT 15'—d" MAXIMUM I �( � SPACING EACH WAY. � E� I � �� , � � � �,��Q-� � � ( NOTE: VER(FY ALL � �E) j.0, SLAB � � � � ELEVATlONS W j ARCH. �� �I I� � I ( ( �x� � v�_Y � (� / 3 � r �� � � I � I I� � I� � I sca�E. � /�-„ � � ,_a„ !�„ � 4" CONCRETE SLAB ON 4" CLEAN GRAVEL BASE ON UNDISTURBED GRADE QR COMPACTED STRUCTURAL FILL PER SOE�S ENGINEER. REINFQRCE S�AB WITH 6x6—W1.4xW1.4 WE�DED WIRE FABRIC THROUGHOUT. PROVIQE 1" DEEP SAWN OR TOOLED CONTRO� JOINTS AT 15'-0" MAXIMUM SPACING EACH WAY. RXT �-Y ���, �y� 2'-0" 8'-0" � E ( i'� � q n � I �crti �emi 1 O�—� �� I i DW�. (I�) CONC. WALLS TO (E) Wj � #5 DWLS. x 24" EPDXIED INTO ^�( �( 3 f 4"�bx6" f-(OLES C� 12" 0. C. AND �� � � � ` � � i .� ._ � — — — �xy � (2} DWLS. IN FTG., TYP. � �,���. -��_^��� —�I '� 1� �� �� �I 1 �ji t�i �� �� (! ! '� �I � � � � � I �-T � 4 � I � I j � � rxti '�1 1� �� �( I I� I 1'� �ti� � � ( i i � � i � �i i �� `� �� i� � i — — — — — ____ ____ � __._ ._ — � .� _.._ __._ � _ �l �� I_1----------------------------------- 1 �, � I ' �1 _ _ _ _ _ _ _ � _ _ � ._ n� �.e a. mm _e �_ __ _ �1_ _ Te �� .ew .�. �..v �.e �..� _.� __ .�.. �... �.. 1, � � I ( � � r�— — — — — — —. —_ .___ � — — — � __._ _____ � — , �� , f ! I � ��_������ r _ � � w � ^ � � I i � 1 � -V 1 � � J I I I � I � i i � �.v � n_ � m� � � �m � _v � �m � � _ ._� �e es �� � I — _.__ _____ �. � � �� �i r�� �.. .� )� i" U z � i'- z Q h— � � � � c� � a � � ��_� � � �� •. �� �. � /�� � J �'' � � � � i' i� _ .� ► !�• � � c� .� N � � � � rn c .� N N � ,� � � � � � U � L -� � > � Q � '4s' C°o� ¢ o oa co h C") C3} C'T� O � � pzMr'7 C`� h �N �(7�t37 �~~o¢ ����� cc� t1� �t .�... � "��� �,��� ���� x p �r d- p � oy C� m,�,,,.-. a�oQ � � �� � ►�.1 � � r� � � � � designed by �1PS drawn by M TN checked by issued � i .� � � � � . . � . � ,� � ,� � � � � i I I � �� ` . ! . � sheet t ` ° �� ,�� � �: ;� �. • � d rn � � M �. � 0 css � � ¢ � . M C/� _ Q) O Y t`� O CA � � � � � a � ¢ O � � m � � 0 r� 0 � u7 � �. c� � 0 � � NOTE: J015TS MAY BE RIPPED TO A MIN. DEPTH OF 9 1/4" TO CREATE SLOPE CANT. JOISTS � �� +6, J � � �__._____� —' � � S�OPE \ � �? _____ � � a7 , � _ \� � d r� ____ �. �--' � I � �,\ �� - T.O. PLYWD. \+�' : r � IS 5" BELOW (E} T.O. P�YWD. � \� �� � \ �� �� ______ �� fv' F� TYP. 2)-1 3 /46e11 7 3)-2x6 ��� ��, �� J� � . �� C�TYI'. 1� > � +`' � � �� � . �/ / `L /� � ,, i� -i-y � 7 -�,ll� ..> �r'J �� �.,--- ' �+� �`-� j i � �� T.0 PLYWD I 5" BE�O j" 3 -2x6 ; � `r�� i' \ \ �, '� � � ' V`� � '� (�C TYP. �` � T �. ,- � � \ �-� %��� �(E) T.:b. PL��� D. � ��� %r � ��G � \ � � '� � � � � % � � � �� � ��+ �� �% {2)=1 3 f 4x11 %%8 L�l� , i' ( � ,, , ; ,% � � � � TYP. � `'a" iF3'iiX�-'T£L.�S �uCL'.'^.�� it.�r :'�'����.''�" • r�✓�`�ic���'�e.A�«,�.. � � ���► - ♦ . � sca�E: � /4„ � � ,_ o„ PLAN NOTES FOR NEW FRAMING; 1. INTERIOR WOOD STUD BEARING WALLS ARE 1NDICATED ON PLAN 7HUS: ������-� 2. POSTS BELOW (ORIGINATING FROM TNIS LEVEL OR ABOVE) ARE INDICA7ED: u NON-CONTINUOUS POSTS FROM ABOVE ARE INDICATED: � SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKI�IG BELOW ARE INDIGATED: � 3. ALL CO�UMNS ARE LABELLED AT THE TOP. 4. FLOOR SNEATHING IS 3/4" TONGUE AND GROdVE APA STURDIF�OOR, EXP.1, SPAN RATING 24 O.C. 5. (XXX'-XX") INDCCATES TOP OF STEEL BEAM ELEVATION. WOOD BEAMS AT THIS LEVEL, EXCEPI' HEADERS, ARE FLUSH WITH FLOOR JOlSTS UNLESS NOTE� (DROPPED}. 6. "�} " INDICATES CONNECTION TYPE - REF. S1 FOR SCHEDULE. 7. ALL NEW Fi.00R JOISTS ARE NEW 11 7/8" BCI 6QOQ 1.7 C� 16" O.G, TYPICAI�, UNLESS NOTED OTHERWISE. 8. (E) REFERS TO EXISTING GONSTRUCTION (- - - - - - ), {N) REFERS i0 NEW { ). _ t'�.�--� __ U I � � �� +� f � � �+� 2 ) 1 � � �, ��S _ ,_ I X `�+6, `�+d, I N p� � ( j � �� `�+d'- > �N TYP. � _� � � s � �� � \ _, M ATCH E � �� � M �,. ( � � � � ��'' l � — �� (E} 5 1/8x7 1 j2 G.L. (V.I.F,} T.�. PLYWD. � `W — — �� �< (�N TYP. --1 CANT. JOISTS �C TYP. ��,,�, CONT. 2x8 LEDGER ��� �j �� �(' � I w/ {2)-�sd �vai�s � � .� ����� ' � -- �—= — �� �� (-A - - � � - - �� - -j�--- � �-8�-�{1 }-LEDGERLOK � ( < < �(^ 1 1 4x11 7 8 LSL RIM (� FLOOR' �- �9REW Q 16" �C �-�_ -- � I( PE METER NDICATED THUS, _� � �� � � � ��� NOTCH COL.. & FASTEN BM. TYP. I I � Wj (2)-3/4 �b LAG SCREWS. FIEL.D VERIFY E CONDITIONS � � i� v J L^ \_� _^ I(E),{2)-�2x8 ` W% ENGINEER PRlOR TQ I�J f�- _ �--_-] �----- s� � �� / T I ! j ! �- � � � ` CONSTRUCTION. I�� i I I I � � ��I� � i I�i �� il / / /i� � / j i�� � `�_=__=__�' C �� � � / / �i i� �r \� ��� / � �� �� � �� � � �; �� �r �►��/ , � ia i� u � / ►� i� `� � i� �� \ � i y � � _—�-� `� / / NOTE: JOlSTS MAY BE � � � � CONT. �x92 LEDGER - - - - � � -u � � RIPPED TO A M1N. 4F 8" ,� � � � WI (2)-16d NAILS & � v � � � -I � � �� > � .�.G� l TO CREATE DECK S�OPE r'.f.. �'+ L-' ( (1)-LEDGERLOK SCREW �� � �/ � � _ � _ � � t�? 16" Q.G. I � � � / `/ � . / / — ---�- _ �---- � +---_____� L__n ii EXTERlOR NEADERS ARE: (�}-�X� o'� w/ {� )-zXs ; �O Trn. , _ � .�� _ � �-- _ _ _ -- _ _ _ _ _ —� � � , /' TRIMMER AND 1-2x6 �� S-,-���'� � � � � I I j� � i � 1 KING STUD EA ( SIQE, TYP. �' // ~��� { I I � � � UNLESS NOTED OTHERWISE �o a �// O� Y�'• �,{-- �_� � I � i G I � � ��-�---- I _� I � I i / 2x10 RIM (RIP TO MATCH � �� i� �" J" �� � J � I { I I i r--__. -�.l �--- i �, � J41ST DEPTH} � �, `"� � � � .� __._ � �. ( I ' i ( � I L`� I I I / �\ � � � I I ! �p V! J � �.� �_ � v.�,. _�_. � � � I � l � r 1 � � - �._ (�i=n.,z�o- .— e f 1 � _ _ � � �'`-° � � � � � � I � I i I r�-- n^=��.— ���--� � r_ ___��► ,� �► �� � ���� ���� n—��— ,� , �� � �� � � � — ` ----�� L e��- ��i_-_J Ln � �=��==n� � I 1 � � � � � ����T����( �� �� � � I I I I i;'��� -��-�-� � „ _ E� / � I I� �__�-- i� �+ ���c � �� f C( ! � I ,-. � .__ u — ____ — � E ,� � -� �- - -� k I � — — — — — � v�T�� ���i���� �i f��� �.1 �_�_� �_ _�-�= = �_—_ ^ u— --________ � �_ i i �—__—�—_ _—,-�J� � � .� .� �-�--______---_� � —� � i ( t�a __._ ^ _._._ � � � — .— = = = — i � � i I � 1 1�.���—��� 11 � __._ ____ � I �-- _ � t � � � � v � � � � � — � � — � � � � � � ( ( �1 � � --E�-�1 — �.— — — � — :_— � I_ _1 �------ �-------- C __--a � � 1.� } ____ — ____ I � �.� � � � �._. � � � I I � — — — — — — � — — — — — — — �i � i I� � � �I I i f�-- `___.__ .____ �—_____ ____ Q E i I � w ( II II f� �--- �___._ � � �� i� � � � .— � � i ► i � I� � �� � t � 1-- I �— — -- � ` . = � I I � I I � 1` _._._ �____ -.-I � � _._._ ____._ _.�_ � —. — � e I � 1 I 1} ���������� �k �1 I �--�- — — ---�� i= — — � � � � ------►L--�—' ------ -- ___----- ---------n---____--�-----_______� �t ��..�--� —.�� ; � � — ----°-� � I �� �-___e..._------- --------- � -------- -____�-_________-� i ` 1� � � � � - � s , �. � n �� � � ��� � � � � � � ( � � � t I � ._.- � � �° -� � � ( � � + .�.e � � � � � - - - � I I � � � �! � � � ____ _.__ � � � .� u � l �. � ____� (�} _____ � � — ____. � � r ) f � � � 1 ��--���� � �_..- �� �- i----- — --� I--�- � � � � � � I 1 � I� ��_..� _____ � v I I �� I�� — �� � ' 1 � �� � �� �. .�1 _ 1 ---- �-°°" NORTH Z � Z � J � 0 U � � � % � ._� � � G` .� � � %� i "' �'. - �M _ � . l �� 0 05/16107 � � .� � � � C Q � � .� N � � .� � � � � � � U � � �/� 4J > � � N '��.' °°o� �c o�� � �c�,� � zt`��h 0 �cvornrn �E-�o¢ cc� � � rri �,... cc� cn .� �.�...� ���� t�, tt� t�'7 u} �y cc+ rn .- � � I I �rn x p d- �r p U o� rn � .-,.-�. C�-1�'L a_ > °��' ....�'-.. � �!2 � �� �� � n � � C� � � � ��..✓ � � � � � � � n � � � � � designed by MPS drawn by M TN chec�ed by issued PROGRESS 05/t�3/�7 PRC7GRESS �5/15 f �7 PERMIT 05116 f Q7 sheet k�' ° �) � � p � i: ;i i� • � � � M � 0 0 � T :ci � � � c� a � � � � �� 0 � 0 � � x � u� 'c 0 � � Q � � � m � � � �. � � �P � � 0 �. . � � CONT. 2x12 STRUCTURAL SUB-FASCIA, TYP. 1 1 f 4x11 7/8 LSL RIM @ FLOQR PERkMETER INDICATED THUS, TYP. �� EXTERCdR HEADERS ARE: - (3}-2x1 d's Wf (1 }-2x6 TRIMMER AND (1)-2x6 KiNG STUD EA. SIDE, TYP. UNLESS NQTED OTHERWISE �+� � �,.� (z)-� 3/�.X� � �/� �v� , � � � • i • . i ; �cXo �r � � /� .• `',���`1 ��; Q `L /�. .� o�� � ,� �.�. ' p�+ Cr` '�� ���`1� ,�� ��g �� �� 1� � � �� O� CQNT. 2x12 STRUCTURAL SUB-FASCIA, TYP. \� j .` , /��'� ; ,�. ;' i' 2x12 LOOKOUTS @ 24", TYP. 1 • "" � � � � . � i � � � � ` • � � � � Hllliiijli�'�IIIIIlIp�,, PLAN NOTES FQR NEW FRAMING: 1. POSTS BELOW (ORIGWATING FROM THIS LEVEL OR ABOVE} ARE INDICATED: � �A TYP. @ RAFTER & NON-CONTINUOUS POSTS FROM .ABOVE ARE INDICATED: � LOOKOUT BRG. SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKING BELOW ARE INDIGATED: p 2. A�� COLUMNS ARE LABELLED AT THE TOP. 3. FLOOR SHEATHiNG IS 3/4" TONGUE AND GROOVE APA STURQIFL04R, EXP.1, SPAN RATING 24 O.G. 4. (XXX'-XX") lNDICATES TOP OF STEEL BEAM ELEVATiON. WOOD BEAMS AT THIS LEVEL, EXCEPT NEAQERS, ARE �. ��.,\ � fj FLUSH W(TH FLOOR JOISTS UNLESS NOTED (DROPPED). . �ks �� \' ��W� �//�{V �� 3�2X� 5. "{�" INDICATES CONNECTION TYPE - REF. S1 FOR SCHEQULE. \ � \\ `\'\ /�/--- \ \ ~� �`� ���`"`. 6. ALL NEW F�OOR JOISTS ARE 11 7/8" BGi 6000 1.7 @ 16" O.C., TYPICAL, UN�ESS NOTED OTHERWISE. J�� � ��� ��� \` �, � p��'�j���- -- � 7. ROOF SHEATHING IS 5/8" APA RATED SNEATHING, EXP.1, SPAN RATWG 40f20. � \ '� � '�/ / �`' \�\ �� \`�, �� .��,�`�j � s____ _���� 8. ALL NEW ROOF RAFTERS ARE: 2x12's CG 24", TYPIGAL, UNLESS NOTED OTHERWISE. � �� j\ ��,� -��// �/,� 4 ��� 9. (E) REFERS TO EXISTING CONSTRUCTION (- - - - - - ), (N) REFERS TO NEW ( ). _ p• �\�� N����j/�� y �� _ _ � _ �\ C`' CV / %f-� � � � � � � — —\ �� _� � � % j � � � `3 � � CONTACT ENGINEER DURING � � _.� \2k6 �, � � DEMOUTION TO VERIFY� _ ( � �, CONDITIONS FOR REMOVAL 11 V L - - � OF�} POST _ _ _ _� � ____ � ____ ; � ..�4 -�,. ����� � -------_._� C__._,_.� � , � � �� � �� � t ��� j � � � � E �v1ATCH E5 ti�,� ; i ( I ( � � j k .0. PLYWp. *- ' j � I /`�F� I ��� ' + � � � � L.._ _ \ �."''_'.�._'_ � ; l � � � � S L — � � VA \ � � � � i � � I �f��% \ �\ � i : Q ��� r z � � �—�,. ._.�.—.�•�=?� �^^._-- --=� � �� � � � �i �� � � ~ � � � \� � I � 2x12's @ 16" O.C. OR ----- — — — — � � f 11 7 j8" BCI 6QQ0 @ 16" O.C. � ��_ E ��� I [MATCH (E)] � � ( � -- —��� — .L-� I \\ � r��� � � ( — — — � ! �\� � � � ( � ( � � \�\\ � � — — — -1- � \ \\ � \ ( � � � �� \ � �� _ � � � ��F- ���� I � � _------� I ( � �— � `— � �,-�`° �� � 1 � I I ► ��1' �y� I j—f- ____ _____ � _� ��.� ��, \ j���� ���� II \�\� � °` � � � % ,� � �, � � — — ----- � �� � � i � T -�- � �--;-r--� -f-- �►--��-- I _ �-�-� �%�1=�-�--I —�� `, � ,,;, � J j ��� i��� ��€ri���i� ��_��` �;', �.---�' � '' � x � � i � i i � `,� � , r' �T�,O. C �YWD. /'% / I � � � I I ( I I � � � � I � ! N !— — — �- 7 / j / � �C TYP, � �t-��GQ TYP. ; � � ��-a ( � ( L � _._. s � 1 � ( � � I i I c � (� ` — � / � � / � � � � � ��1; (_ _ _ _. � I ! �- � / � !�� � � � � � � I � � E � I � �� � � � ���/ �___________" __ ___: ��____ �I �I I I I,-I---� I I I'I' I i C I� -- �%' __..____----- r-- --�______ _i � __._, � � � �f , � ____ ____ _ � _ _ _ � ____ � � `� I I I I ; I I i I I I I 1� - - �, 1` � � �� i� �� ��� �, � � ,, � ____ ._._ � _.._ r ..__ ._.. ____ ____ � �, �1�.- _�� � =�-� �- = i C II il� i I� I� I� I� ��� � � � � � �! ._._ ____ ____ � E � � ..� m .� __.� i i ` C � a ,; � � � ____ _.__ __,_. — � � ____ T �.._ ____ __._1 I � � ! ' I � � §� I � � � � I � � � `� ._._ ___. � ____ ' _._ � ...�. _. _.._ � �' i ' .� � � � � _ _ _ _ � � _ - - - � � �-..-�-- � " �'- (E) {2)-2x1 j- i � � � ._� ^� T� � �� � I � � _____ _____ _.___ ___._ � ____._ _____ __._ �.. � a � { I �� I � � � � � 11 1 �. � �� � ( � � I u I l�l ��1 �.�. .�...._ _____ .v._ _____ �. r� .v._ � _____.. � � 3 � f ( j I ( ( � I � I � �. 1 �. / 1-1.� �. ____ ..�._ � ____ PROVIDE (N) BLKG. `��'� �IJ � � I ( I C ( 6 � I , 1 � BTWN. (E) JOISTS �� I I e�� I� I� � 1 � � � � � �0 �-�tA� - ---, � I I I , � - - � C r � � _____ � � ____ � � _ �._ ___.-� � I ' ( � I � � 2 � ,� _ �. _ ____ _._. ____ ____ _ ___, , , i � i � � n � , 2-�6 � } ---- _.__ ._._._. � -- __._� � .�.. ____ �{ � I�' '�IT �`_ _t �I � ��' � _ .�, I � � � � � � 1 � � i 2-1 3 4x11 7 8 LVL Ll,' I� � ��� I ' � � � � `- j ' �-i � E � �:..,,_._�—a I �.J � � 1 � �S� � � � E(7GER j4x21 G.�. � � f PROVIQE SO�ID BLKG. 1j--� — `� ��� (�ONTACT ENGINEER DURING � BTWN. BOT. OF BM. & �____ �� �DE-QA4�i�1 T-�- VE-�Y— --1 ti BRG. SURFACE � T 2 � Q � ( LEDGER ATTACHMENT) I� ��-+-�� ��`� � � ������,�-� I I �� I � i2)-1 3/4x16„LVL� V, '!__. �- � � � ^� ____ ___._ _____ ___.. ____ � __._. �. � � ' � ____ � � ��. . .____ _____ _____ � ____ _____ _____ � I �.� _____ .____ ____ ______ _____ .� � _.___ u.e {� 1 1 _.___ � � � � .� � ____ �I 11 � � r�. � � � .� ____ ___. ____ ' i � ��������� � ._._ - ___. ...� __._ ____ ____ � � � i -- ::,,,��-i t�. _._ � ___._ .� � -- — �' � � .._., �-= � � �� ��'�� 1��-°- ` �.�:,-���_� ���� r �} � _,, ' I � � II ( ~-- 2x12's C� 16" O.C. aR ( 1 E( 11 7 f 8" BCI 6000 C�? 16" 0. C. I I (( [MATCH (E}] � � ( � �� �I I ^�_._ �.� ���-e ���-�=��.�.�==v=.� �-=`JJ �� � �.. � l^} �� Z {" � � J � � � � � � � � � � �� �, .,`:-J = �.� � G� :� � � �- � . '% i� � i .i � t� .� N z3 � � � � � ,� Q� Q� � .� � � � L. � � � � � � � designed by drawn by _ �n�ek�� by ISSUBC� w � � N ¢ � o° o ¢ � ��� � � I ► �p�MM7 t`� h '?�,,.�N�U�� ���� ��-.�MX w��-°� c,o cn � ..,... r. �.�,, � M tj � CO O) ,- `� °° a� a� X�d'd" 0��� � .-�,-. o=j°Q ci>�� E"'� lJ 1 �"'� ., t---� � r i .. � ,� � � � �a � i � � � .. � . � �� ••• ' � ! • " i • • 5�12�� JOB �O�Q4-19 � a � � M h � Q N c°O � � � 0 a � !f7 cii �- o— � � � � � � c a :�. � � d � .� 0 x a� m rn r't . 0 r. 0 � CL �- � �. 0 _ � p- c� - � • : •� � :- 2x12 �04KQU7S C�} 24", TYP. CONT. 2x12 STRUCTURAL SUB-FASC{A, TYP, (N) EXTERIOR HEADEftS ARE: (3)-2x10's Wf (1}-2x6 TRfMMER AND (1)-2x6 KING STUD EA. SIDE, TYP. UN�ESS Nt?TED OTHERWISE CONT. 2x12 STRUCTURAL SUB-FASCIA, TYP. (N}-2x12's � 24" O.C. 0 � * � �S ��-f-. -�-`O �� � u \ \ � / ,�����, \ � / j�\I /��� � � I //�/ I \� � � ;�'`� �`�;� i / ��,� �,J� ���y � /` �� ��� � � / ���� '\ a / / � � �`� � �.� r♦ � i PLAN NOTES FOR NEW FRAMING: SCALE: 1 /4" = 1'—Q" 1. INTERI�R WOOD STUD BEARING WA��S ARE lNDICATED ON PLAN THUS ��=�t�� � 2. PQSTS BEL�W (ORIGINATING FftOM THIS �EVEL OR ABOVE) ARE INDICATED: � NON-CQNTINUOUS POSTS FROM ABOVE ARE INDICATEQ: Igl SINGLE STUD TRIMMERS THAT DO NOT REQUIRE BLOCKlNG BELOW ARE iNDICATED: � 3. ALL COLUMNS ARE �ABE�ED AT THE TOP. 4. ROOF SHEATHING IS 5/8" APA RATED SHEATHING, EXP.�, SPAN RATING 40/24. 5. " Q" INDICATES CONNECTlON TYPE - REF. S1 FOR SCHEDULE. 6. ROOF gEAMS, EXCEPT HEADERS, ARE FLUSH FRAMEQ UN�ESS NOTED AS (DROPPED) AT THIS LEVEL. 7. ALL NEW ROOF RAFTERS ARE: 2x12's C� 12" QR DBL. 2x12's C� 24", TYPICA�, UNLESS NOTED OTHERWISE. 8. �;", .' 'i INDICATES ROOF OVERFRAME. 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S._ �. - -,. ..._ .�_ ;._. - - - . .. .��y . . � . _.. ,-.... . . . t�n..e�aw,� . . . . . . _ , .. . . . �_. .. , " _ .. _ :_�� f .� !_: ; ����`����- M APPENDIX G 6. 7 � � ` �: zontal members is 45 inches (1143 mm) or more, spacing between vertical members shall not exceed 4 inches (102 mm). Where there are decorative cutouts within vertical members, spacing withzn the cutouts shall not exceed 2.75 ir�ches (44 mm) in wideh. Ivlaximum mesh size for chain link fences shall be a 2.25-inch (57 mnn) square unless the fence is provided with slats fastened at the top or the bottom which reduce the openin�s to not more than 1.75 inches {44 mm). Where the bairier is compased of dia�onal znembers, such as a tattice fence, the maximum openin� formed by the diagonal members shall not be more than 1.75 inches (44 inm). Access gafies shall camply with the requu•ements of Sec- tion AG 105.2, Itezns 1 through 7, and shall be ec�uipped to accommodate a locking deviee. Pedestrian access gates shall open outward away from the paol and shall be self-closing and have a self-latching device. Gates other than pedestrian access gates shall have a self-latching de- vice. Where the release mechanism of the self-latching device zs located less than 54 inches (13�2 mm) from the bottam of the gate, the release mechanism and openings shall comply with the following: 8.1. The release mechanism shaii be located on the pool side af the gate at ]east 3 inches (?6 mm) be- low the top af the gate, and 8.2. The gate ar�d barrier shail l�ave no opening greater than 0.5 inch (12.7 mrn} within 18 inches (457 mm) of the release znechanism. Where a wall of a dwellin� serves as gart of the ban7er one of the fotlowing cond'rtians shall be met: 9. l. The paal shall be equipped with a powered safety cover in cam�liance with ASTM F1346; or 9.2. Ali doors witli direct access ta the pool thrc�ugh that wall shall be equipped with an alarm which produces an audibie waming when the door and its screen, if present, are opened. The alarm sha11 sound continnously far a minimum of 30 seconds imrnediateiy after the door is opened and be ca- pable of being heard throughout the house during narmal household activities. The alarm shall au- tomatically reset under all conditioi�s. The alarrn system shall be equipped with a manual means, such as touchpad or swzteh, to temporariiy deac- tivate the alarm for a singie apening. Such deacti- vaYion shall last for nat more than 15 seconds. The deactivation switch{es) shall be located at ��t�..� least SA inches (1372 mm) above the threshold of ''� � the doar; or 9.3. Other means of protection, such as self-closing doors with self latching devices, �vhich are ap- proved by the goveming body, shalI be accept- able so lang as the degree of protection affarded is not less than the protection afforded t�y Item 9.1 or 9.2 deseribed above. 1Q. Where an aboveground pool structure is used as a bar- rier ar where the barrier is rnounted on tap of the pool SWIMMING POfJLS, SPAS AND HOT TUBS structure, and the means of access is a ladder or steps, then: 10. l. The ladder or steps shall be capable of being se- cured, locked or removed to prevent access, or 1�.2. The ladder or steps shail be surrounded by a barrier which meets the requirements aFSectian AG1Q52, Items 1 through 9. When the ladder or steps are secured, locked t�r removed, any opening ereated shall nat allow the passage of a 4-inch-diameter {1Q2 mm) sphere. AG14S.3Indoor swimming poal. All walls surrounding an in- door swiznming poal shall comply with Section AG105.2, Item 9. AGl OS.4 Prohibited locations. Bacrie��s shail be located so as fo prohibit permanent structures, equipznent or sinn'rlar objects from beinb used to ciimb the barriers. AG105.5 Barrier e�cceptions. Spas or hot tubs with a safety cover which complies with ASTM P 1346, as listed in Seccion AG 1Q7, shatl be exempt from the provisions af thzs appendix. SECTION AG106 ENTRAPMENT PR4TECTtON FC)R SWIMMING POOL AND SPA SUCTiON OUTLETS AG1U6.1 General, Suction autlets shall be designed to pro- duce circulation throughout the pool or spa. Single outlet sys- tems, such as automatic vacuum cieaner systems, or ather such multiple suction oudets whether isolated by valves or ather- wise shall be protected against user entrapment. AG106.2 Sactian �'ittings. All Pool and Spa suction outlets shall be provided with a cover that conforms with ANSUASME Al 12.19.8M, or a 12" x 12" drain grate or larger, ar an ap- proved channel drain system. Exception: Surface skimmers AG106.3 Atmospheric vacunm relief system required, All pool and spa single or multiple outlet circulation systems shali be ec�uipped with atmaspheric vacuum relief shauld grate cov- ers lacated therein become missing ar broken. Such vacuum re- lief systems shall include at least one approved oz engineered method of the type specified herein, as follows: 1. Safety vacuum release system conforming to ASME A112.19.17, or 2. �n approved gravity drainage system AG106.4 Dnal drain separation. Single ar multiple pump cir- culation systems shall be provided with a minimum af two (2} suctzon outlets �f the approved type. A mznimum horizonta] oz vertical distance of three (3) feet shalI separate such outlets. These suction outlets shall be piged so that water is drawn through them simultaneously through a vacuum reiief- protected line to the pump or pumps, AG106�5 I'oai cleaner �ittings. Where provided, vacuum or pressure cleaner fitting(s) shall be located in an accessible posi- tion(s) at least (6) inches and not greater than twelve (12) inches below the minimum operational water level or as an at- tachment to the skimmer(s). 5&8 2qq3 INTERNATtQNAL. RESIDENTIAL CQDE�' GENERAL NOTES CONCREfE SHALI. BE PNEUMATICALIY APPLIED MORTAR {SHOTCRElE) CIASSiFiED AS GRADE "A" C4NCREFE SUBJECT TQ TNE PROVISi4NS OF THE E.t�CAL CODE AND AC! 506-2-89 SNOTCftETE SPEC{FICATIONS. GONCRETE SHAtI BE COMPQSED OF 8 1/2 SACK QF CEMENT, 20% 3j8" AGGREGA7E, 80� CONCRETE SAND, 3 TO 5 OZ. AIR ENTRAINING COMPOUNQ, 2 TO 5 OZ. WATER REDUCING ADMIXTt1RE, 10� WATER W(fli 4° SLUMP ANO 6000 PSI COMPRESSNE STRENGTH AT 28 OAYS. REINFQRCING STEEI. SHALL BE DEFOR�IED BARS CONFORt�ING TO ASTM SPEClFICATIQN A615 GRADE 40. IAP ALL BARS 36 D1NulETERS MINIMUh�. ALL 511RRUPS, 11E5, AND D(}WELS SHAl.L BE A615 GRAQE 4ti. PROVIQE 3° CLI:ARANCE QF REINFQRCE�dENf' STEEL FR4t� SOIL IN WALLS AND 3" CLEARANCE IN FLQOR St.ABS. USE ALL �4 BARS. ACL BARS TO BE A MINI�IUi� OF 12' ON CENTER EAGN WAY. CONCREtE {SNOTCREfE) SHALL BE PIACED AGAINST UNDISTRUBED NATURAL SO1L OR AGAINST SUITABlE FlLL COMPACTED TO 9Q� �iINIMUt� PR�TOR DENSITY ALL P�� AND SPA REGIRCULATION PfPING SHAl.1 BE P�/C SCHEDULE 4(} OR BEZTER. POQL ANQ SPA SHAIL BE CONSTRUCTED IN COI�PIllWCE WIffNN THE 2005 NAiIONAL ELEGTRIC COQE — 1HE 2003 1MERNATIONAL BUILDING CODE — TNE 2t?03 INTERNAiIONAL RESIDEIVTIAt_ GdDE — THE 2Q03 INTERNAT{ONAL i�ECHANICA� CODE — TNE 2003 {NTfRNATiONAL FUEL GAS CODE — TNE 2003 iNTERNAIIONAL PLUMBING CflDE — THE 2�3 1NTERNATIONA!_ ENFRGY CONSE�VAl10N CODE. POOL COVER 1S CONSTRUCTED IN GO�iPL{IWCE WITH lNTERNAi1Qt�l.. RESIDENTfAL G4DE — APPENDIX G, AG 145.5 BARRIER E?(CEPTIONS, COVER CQMPIJES W(TN ASTA� F 1346, AS LlSTEO IN AG 1U7 POTABLE WATER INLETS INTO POOL AND SPA Ft}R MAKE UP WATER, WHEM PROTECTEQ BY A lJSTED ATl�iQSPNERlC YACUUM BRF�KER, SIHALL HAVE SUCH ATMQSPHERIC BRF�KER INSTALLED ON THE DISCHARGE SIDE QF THE LAST VALVE WI�H THE CR�fICAt. LEUEC. NOT LESS THAN SIX (fi) INCHES OR IN ACCQRDANCE WITH ffS LISIING ABQVE THE FLOOD LEVEL RIMd OF THE PO(?L EQUIPMENT AND Nl. DOWNSTREAAF,11 EQUIPMENI'. ...4�;��... . �� .. . n . �"�'�� - . ; ,... . .. . .. . .. ..�-� ..,. _ ., .;t,. ��e .. �;� :.'y;� . i '°�., :`� . ... . s. , � . . ... F`*. ` \. Y... � . . '. :. .... , j` . ,. ,._, � _ .. � .. . :' . . .' �. +� • . , . , � . _ e __ ......_ . . :� . . � . r a, � . . . .. ' ����� � � � Y .. . ������"w '•, . . � �J 1 � . � r �`; . �- ° •�:� � ` ,.�.- r � . � , '" .�� , ��. �`�'"`�,,� ... , . , . ... . ti�. . _ . . .t:: ,. , . - ... _.. 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XXXX SHEET NO. � _.. . ; - .. ,.� . . .. � _. _ _.� _.� m ..w,_ ��_���.. __ ,� ����,�. . __�,T�_ � ��_. ,� � � � _ _.� �,� _... �_. . m FITTING SCHEDU�E INDEX SPA CRITICAL QATA D— = IN�ET RETURN SPA SHAPE – RECTANGULAit SPA DiI�ENSIQNS I.D. – LENGTH – 14'-2° WIDTH – 8'-0' �= HYDROTHERAPY JET DEPTH 1– 3'-6" DEPTH 2– 4'-0" WATER SURFACE AREA 112 S.F. � = JET SIDE SUCTIQN OUTLET ����NE PERIMEtEit 42 LF. OUTSIDE PERII�ETER 48 LF. Q = SPA SIDE CONTRC?L BUTTONS ���� ���FACE ARFA 200 S.�'. TOTAL WATER VO�UME 1850 GALLONS –18 = JET ELEVAl1QN BE�OW BOND BEAM TURNOYER T1ME .5 HOURS FLOW RATE 60 G.P.t�. O = JET AIR GQNTRQL FlLTRATION MEDiA C�RTRIDGE FILTER a� = SURFACE SKIMMER OUTLET FILTRATION RATE .375 G.P.t�./S.F CALGULATQ} TDH 2Q FEET OF HEAQ �DISTANCE TO EQUIP�IENT 20 LF. � = FLOCIR SUCTION OUTLET ESl1MATED BATHER LOAD 10 PPL —ts �Q = V4tET NICHE LIGNT SPA PIPE & FITiiN� SCHEDU(.F i SPA JEi RETURN INLET 2 SPA dET SUCTION 4UTLEf 3 SPA CIRCULATION FLOOR SUCTION OUTt.ET 4 SPA SKIMMER SUCiION OttfLET 5 SPA CIRCUU#TION REfURN INLEf 6 AUTO?�A11G COVER EiYDRAUUC UNE CONDU(T SPA EQUIPMENT S�HEDULE t0 JET PUMP – 2 NP. 2 SPD – WHISPERFt_0 WEUS-8 WU 11 CIRCULATION PUMP – 1 j2 NR – WH(SPERFLd WFE-2 i7 SANQ FlLTER – TRITON TR-60 13 SPA HFATER – CARL50N HE 5.0 14 CHEMICAI FEEDER – RAiNBOW–IIFEGUARD � 322 15 OZONE SYSTEEhii – CLEARWATER TECH �CD10–AD T i 6 �f.OWMETER – BLUE WN11E IND. 2" PVC – PRIMARY 17 F1flWMEfER – BLUE WHITE IND. 1� PVC – HE CIRC. i8 CONTROL SYSTEM – INTEWTOUCH i9+35 19 SPA IJGHTS – PEM'AIR SA�d U6t#T � 2 1/2" I.D. 3' I.D. 2 1/2" i.D. 2° I.D. 2" �.Q. 2' I.D. (3,TY VOLTS AMPS. 2 230 12 1 23Q 7 1 1 1 1 115 3 1 1 1 1 120 3 � t=1) � N � � � � cn c°-n vi t�'!> �— 4V •— CY SPA JET Pf1MP < iU HIGH VOLTAGE SUPPLY TO JET PUMP � i �I � O O i , � � � �'-o• 11'-6' � s._o. 2'—OM � �p 1 �t�oll � � SPA PLAN 1 SCALE: '!!2"=1,_Q" EQUIPMENT LAYOUT ,-- �.aw uoLT�cE r�P SENSOR TO THERMISTOR i— LOW VOLTAGE CONTROL WIRE TO POOL SIDE CONTROL � E �w�s�y-���►� +�~,�'r�"v�•►� . . . r. �. �►. �� � � � �+ � � �� :11 * :[{�`]:.�1�1._...._._._ . � � „ (� m, ��i��� Iq • �,,,, � ! � � � � � ' • � ► ` � : `�� �---� U ���� , .�� .:�.. � � .. ..�. ,;.. ����� � `� ., . . . � ♦ ♦ ♦ � � � � ♦ � ! • � � R � C@7 1 Vl�np � 1'–U" . 14'-0" � 1'-0" a4 �• a ` . .. • a • . . • ' a . °' -° ' a • � r .. 7Y :ae ' � + . � a : .. a : , '•4 . . {`+ , • ,.r , . .a• , � a . � , � . , . p �.• � , ' '. ' i ; . ' .r. ' e ' . :a � •� . M . i ,�. • d . ' - y " ,' a. t. • A a:. . . . . , �:� . ., : . � . . . • : . .a� � .'a .: : . . �. ' . , °� ' °, .. ae; . ,� - � So � . 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F i , 4 ' . e, • � � � . q . .^♦ • . � ♦,. :� a • ,Q� . - •� �' . . • Q , . � � 4 4� , ';a•�. _; . •. �° �� .. - a . : � . ., . : :: . .. . . � '• �..-- . • • , -'-� . • . _- , .. .._. ._ . ��.�* . ......�� • _ .. � fik ��,� �E � � � � � � ' . � �n,_�,. 6'" GRAVEL �ASE SPA �ATTITUDINAL S�CTIC�N � SCALE: 112"=1'-a,� � � % �i � LQ � ir> � MAXIMCIM COMFORT PC70L & SPA, INC. 9�Q-949-6339 W � � W � lJ J W � � J � � � > � � � LJ_ W � � ca w � O c� � . � � . i � i � � . � z � ¢ � a ��o��er �ao. xxxx SHEET N0. � � � M CV 4" JET �U�TICaN FITTING & JE 1 SCA�E: 1,�-��_o�� WET NICHE LIGHT DETAIL � scA�E: �,�-�T_o,� ,'-o� • . 1 ., _. I A-, � !.] , .o . Q ,., . a . ^ �. . Q� , �TEP DETAIL � SCALE: �1 "=1 "-0"' ' _ �l_ �_ . ! ___ � ci t-� 0 � w o � t � , d � � . q . `� G3 REfURN PIPING FROM PU�1P � .Q d ,v • a�' ' d FACE PLATE AND EYEBALL ' �• 4 � PLASTER FINISH � r,�RETURI� #NLET DETAIL SCAL.E: 1 "-'!'_0", T D ETAI �. 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