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HomeMy WebLinkAbout3751 Saltmarsh Lp 17-2866; NSFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUI4BER: 17100007 BUILDING APPLICATION #: 17-10000715 BUILDING PERMIT NUMBER: 17-10000715 DATE; October 03, 2017 UNIT ADDRkSS: 0ALTl4ARSH LP 3761 17-20-31-502-0000-1400 1 q f \A TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT p00K PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINEELAND. ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WTUDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3761 SALTi+IARSH LP / LOT 140 SFR WYNDA.M PRESERVE ---------------------------------------------------- ---------------.-------------- FEE BENEFIT RATE UNIT CAI,C UNIT TOTAL DUE TYPE DIST $CHED RATE UNITS TYPE ROADS -ARTERIALS CO -WIDE ORD Single Fam.'l Mow ing 705.00 1.600 .awl unit ROADS -COLLECTORS N�A 705.00 Sin le Faadly Housi.rig 00 1.000 dwl unit FIRE RESCUE N/A .00 .00 LIBRARY CO-WIDEORD liugle Fancily Housing 54,00 1.000 dwl slit SCHOOLS '54.00 CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,600.00 PARKS N/A LAW ENFORCE N/A OO DRAINAGE N/A .00 AMOUNT DUI. .00 5,759.00 STATEMENT RECEIVED BY: SIGNATURE: _ _ (PLEASE PRINT NAME) If 7 DATE: /7 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT UT YOUR, LIABILITY FOR THE FEE. DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT **NQTE** PERSONS .ARE ADVISED THAT THIS IS A STATEMENT OF FEE'ES DUE UNDER THESEMINOLE COUNTY ROAD, FIRE/RESCUE, LIBRARY AND/Ok EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF TEE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MEN'T'IONED IMPACT FEES �\ .MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR 4? DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER 'JHlUT CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANF'ORD F.L., 32171, 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANF'ORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. ***THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WI'T'HIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE * DETAIL OF CALCULATIOPT AVAILABLE UPON REQUEST. CALL 407-665-7356, Revision ® City of Sanford Response to Comments ® Building & Fire Prevention Division Ph; 407,688,5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit #- 1-1 r�i 8(.000 Submittat Date Project Address: Contact: CIS- Y-;� s Ph: Fax: Email: `m�cx�-\���.AN�• � �cruose�'c�c�c,c�c�;, • csJm Trades encompassed in revision: �'❑ Building ❑ Plumbing ® Electrical ❑ Mechanical ❑ Life Safety ❑ Waste Water General description of revision: ri. ROUTING INFORIV.IATION Department Approvals ❑ Utilities ❑ Waste Water Planning [qJ,I V� ® Engineering ❑ Fire Prevention ❑ Building :SF O w ma z ai 0 LO 0 M 30'•01, 16'-0" V-6" 101 -0" 4-4- C AIC COMP. 3050 S.H. ----- ....- (EGRESS) j 3050 S.H. 19'-4" 30'-0" c� a a w TEMP GLASS —ENCLOSURE OVER 42" HIGH KNEEWALL o 0 0 ti r HUM Plea " 9 " SCALE: 1/8" = 1%0" (11x17) 1/4" = T-0" (22x34) GENERAL NOTES KEY: ABBREVIATIONS: 2- INDICATES NUMBER OF DOORS. 2- INDICATES NUMBER OF WINDOWS. MT - METAL THRESHOLD FR - FRENCH DOORS SL - SIDE LIGHT FG FIXED GLASS TR -TRANSOM GB - GLASS BLOCK PKT - POCKET DOOR OBS - OBSCURED GLASS TEMP -TEMPERED GLASS SH - SINGLE HUNG DH - DOUBLE HUNG HR - HORIZONTAL ROLLER BP - BYPASS BF - BIFOLD TYP. - TYPICAL SPECIALTY WINDOWS/DOORS, FIXED GLASS WINDOWS, AND TRANSOMS ARE NOTED ON PLANS, NOTES: 1. CONTRACTOR TO VERIFY ALL DIMENSIONS ON JOB SITE. 2. DO NOT SCALE PRINTS! CONSTRUCTION TO BE FRYk CALCULATED DIMENSIONS ONLY. ANY DISCREPANV OR ERRORS TO BE REPORTED PROMPTLY TO SUPERVISOR FOR CLARIFICATION. 3. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINE�\ BY COMMUNITY AND COUNTY CODES. 4. A/C CONDENSER UNIT TO BE ANCHORED TO SLAB PER CODE M307.2 & M1309.3. 5. PROVIDE RECESS H&C WATER w/ DRAIN @ WASHER SPACE. 6. VENT DRYER THRU EXTERIOR WALL U.N.O. 7. PROVIDE COLD WATER LINE FOR ICEMAKER LINE cr REF. SPACE. 8. SAG RESISTANT DRYWALL ON ALL CEILINGS. 9. PULL ALL DIMENSIONS FROM THE REAR OF PLAN. 10. REFER TO EXTERIOR ELEVATIONS & TYP. DETAIL SHEETS FOR EXTERIOR WALL FINISH SEPC'S. 11. REFER TO DETAIL SHEETS FOR FLASHING REQUIREMENTS AT ALL WOOD TO MASONRY INTERFACES. 12. ALL INTERIOR FRAME WALL DIMENSIONS TO BE 3 2" U.N.O. 13. ALL EXTERIOR BLOCK WALL DIMENSIONS TO BE 7 2' U.N.O. 14. ALL INT. FIRST FLOOR CEILINGS AT 9'-4" U.N.O. •• ALL INT. SECOND FLOOR CEILINGS AT 9'-0" U.N.O. 15. C.M.U. WALL SYSTEM SEGMENTS WHICH HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL BE CONSIDERED SHEAR WALL SWS = SHEAR WALL SEGMENTS, 16, FRAME WALL SEGMENTS WHICH HAVE AN UNINTERRUPTED LENGTH OF 12'-0" OR MORE SHALL BE CONSIDERED SHEAR WALL SWS = SHEAR WALL SEGMENTS. 17. OPENING BETWEEN GARAGE AND RESIDENCE SHALL BE EQUIPPED w/ A 20 MIN. FIRE RATED SELF CLOSING SOLID WOOD OR HONEYCOMB CORE STEEL DOOR NOT LESS THAN 13/8" THICKNESS AS PER FBC-R302.5.1. 18. INSTALL 5/8" TYPE X DRYWALL ON GARAGE CEILING BENEATH HABITABLE ROOMS (TYP.) 19. GARAGE DOOR TO BE CERTIFIED BY MFR. FOR 140 M.P.H. 20. ALL TUB & SHOWER UNITS WILL HAVE ANTI -SCALDING DEVICES INSTALLED. DOOR MOTE KEY: DOOR SIZE CALLOUT: 20 = 2'4" 40 B.F. = 4'-0" BIFOLD 24 = 2'-4" 50 B.F. = 6-0" BIFOLD 26 = 2'-6" 60 B.F. = 6'-0" BIFOLD 28 = 2'-8" 30 = T-0" * ALL INT, DOORS TO BE 6'-8" TALL U.N.O.OR PER BUILDER/CLIENT WINDOW N OTE KEY: WINDOW SIZE CALLOUT: 2040 = 2'-0" x 4'-0" 2050 = 2'-0" x 5'-0" 2060 = 2'-0" x 6'-0" * ALL WINDOW CALLOUTS ARE MEASURED IN FEET & INCHES AS PER THE EXAMPLE TABLE ABOVE. 'ALL OPERABLE WINDOWS LOCATED MORE THAN 72" ABV. SURFACE BELOW SHALL HAVE THE LOWES,T,e„ORTION OF WINDOW CLEAR OPENING A MIN. OF 24/ABOVEE-IN SHED FLOOR BEING SERVER PER (FBC-R31T..2� 0� Area TabPa o' -ns Living: 1 st floor: 1,349 sf Total Living: 1,349 sf entry: 72 sf covered lanai: 103 sf garage: 391 sf Total Area: 11915 sf i18 co ~ z o�®®®®®plla�tl999d®®® <" 1110 ®m 'tug 11 Iltl q- O C) r- E 00 O U LL C J cn >Q0O Q QJ) N E M W 04 Cd o .-. I` (D L= ooh E 0 E d mx cc) S � a _rnw n z z a� a E 0 uJ a � W Cj , w� N _ m G o tC,��. 4J o, -a v Q� O n CELJ -� M CL (a Nz U_ �W In Q z fi CD p � n , - ) IT h X M o w � -w vim O z w ,r V) ~ =m � o cn w- ----- --- LAJ 0� C) r� of V) r o < :3q a p O Q a� M w CL H M ^ OM CD u_ V) n O LLJ fl Qj U 21 > '' C) — CD O LJ Q LU L o 0- � dg J G W o� I '-y W 0 ~ O C W Y W W W L'i O LLJ mz sw = ISSUE DATE 09/19/2917 � V, o _ w w C,� REVISIONS W PROJECT: 17-0250 "' >- SCALE: AS NOTED _t z a z DRAWN BY: JML &JFT DESIGNED BY: MJS 0 FLOOR PLAN 02 C) -r-- (1) ,q CD CD CD E (D (y) C) o 0 V) V) o 0 LLJ i F- A-- LL -0 Vu - co LL U) :Lj -6 o 0- Z3 U) co CD qi > CD T --i m 0-M T -i M F - LLJ co 0 LLJ � 4-J 0 W O U CD (n " 0 C) 0 E It m Lo M M X C) CO (D 4� Q u- cc) C1 LL 0 7 AN -_i z CL z NO V) C) 0 < " , - I - Wl-- Ln 0 E W z o 0 4.1 U W ISSUE DATE 09/19/2017 �REVISIONS ol Tt PROJECT: 17-0250 >- SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 05 (1) 0 CD CD (D C) o V) V) o LLJ F- A-- -0 Vu - F- LL lQ D :Lj -6 o 0- Z3 U) CD V) CD T --i m T -i M V7 LLJ T -A LLJ � 4-J 0 W fu U rl Ln CL _0 < m 0 M C) CO (D u- ISSUE DATE 09/19/2017 �REVISIONS ol Tt PROJECT: 17-0250 >- SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 05 CD CD q) Vu CD lQ D :Lj C) o 0- Z3 U) CD U-) m T -A W fu U rl Ln CL _0 < m 0 M C) CD u- 0 CL NO V) C) o < " , - I - Wl-- Ln 0 n ISSUE DATE 09/19/2017 �REVISIONS ol Tt PROJECT: 17-0250 >- SCALE: AS NOTED DRAWN BY: JML & JFT DESIGNED BY: MJS ELECTRICAL LAYOUT 05 GENERAL NOTES FOUNDATIONS SOIL UNDER SLABS AND UNDER FOOTINGS TO BE COMPACTED TO AT LEAST 95% OF MAX. DRY DENSITY AS DETERMINED BY ASTM- 1557 (MODIFIED PROCTOR) MINIMUM BEARING CAPACITY 2000 PSF TERMITE TREATMENT THE SOIL UNDER THIS STRUCTURE SHALL BE TREATED FOR THE PREVENTION OF SUBTERRANEAN TERMITES, OR A PERIMITER TREATMENT (BORACARE) MAY BE USED, IN ACCORDANCE WITH RULES AND LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES. CAST IN PLACE CONCRETE_ 1. ALL CONCRETE SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS OF 2500 PSI, A SLUMP OF 4" PLUS OR MINUS 1", AND HAVE 2 TO 4% AIR ENTRAINMENT, AND A MAXIMUM WATER/CEMENT RATIO OF 0.58. 2. ALL REINFORCING STEEL SHALL BE DEFORMED BILLET STEEL CONFORMING TO ASTM A-615 GRADE 60 3. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185 FOR 6x6xW1.4xW1A WWF SHALL BE LAPPED AT LEAST 6" & CONTAIN AT LEAST ONE CROSS WIRE WITHIN THE 6".FIBERMIX OF EQUAL SPECIFICATIONS MAY BE USED IN LIEU OF WWF. 4. ALL CONCRETE WORK SHALL BE IN ACCORDANCE WITH "THE BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE" ACI 318 LATEST EDITION, AND "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS," ACI 301. 5, HORIZONTAL FOOTING BARS SHALL BE BENT MIN. 12 BAR DIAMETERS (EXCLUDING BEND) AROUND CORNERS OR CORNER BARS WITH MIN. 24" LAP EXCLUDING BEND AT EACH END SHALL BE PROVIDED, 6. MINIMUM LAP SPLICES ON ALL REINFORCING BARS SHALL BE 48 BAR DIAMETERS. 7. SLAB ON GRADE, REINFORCEMENT SHALL BE SUPPORTED IN PLACE FROM THE CENTER TO UPPER 1/3 OF THE SLAB. BOLTS AND THREADED RODS 1. ALL BOLTS & THREADED RODS TO BE ASTM A307 OR BETTER (U.N.O.) 2. STEEL BOLTS LESS THAN ONE -HALF-INCH (12.7 mm) IN DIAMETER USED AS FASTENERS FOR PRESSURE PRESERVATIVE -TREATED WOOD SHALL BE OF HOT -DIPPED ZINC COATED GALVANIZED STEEL, STAINLESS STEEL, SILICON BRONZE OR COPPER, FASTENERS SHALL BE IN ACCORDANCE WITH ASTM A 153. 3. FASTENERS OTHER THAN NAILS AND TIMBER RIVETS SHALL BE PERMITTED TO BE OF MECHANICALLY DEPOSITED ZINC -COATED STEEL WITH COATING WEIGHTS IN ACCORDANCE WITH ASTM B 695, CLASS 55, MINIMUM. MASONRY WALL CONSTRUCTION 1. HOLLOW LOAD BEARING UNITS SHALL BE NORMAL WEIGHT, GRADE N, TYPE 2, CONFORMING TO ASTM C90, W/ A MINIMUM NET COMPRESSIVE STRENGTH OF 2000 PSI (f'm = 1900 PSI) 2. MORTAR SHALL BE TYPE M OR S, CONFORMING TO ASTM C270 3. HEAD MORTAR JOINTS AT PRECAST WINDOW SILLS TO BE NO MORE THAN 1". 4. COARSE GROUT SHALL CONFORM TO ASTM C476 WITH A MAXIMUM AGGREGATE SIZE OF 3/8" AND A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. 5. VERTICAL REINFORCEMENT SHALL BE AS NOTED ON THE DRAWINGS WITH CELLS FILLED WITH COARSE GROUT AND GRADE 60 STEEL. REINFORCEMENT SHALL BE PLACED IN CENTER OF MASONRY CELL W/ MIN 1/2" CLEARANCE TO INSIDE FACE, 6, VERTICAL REINFORCEMENT SHALL BE HELD IN CENTER OF THE MASONRY/ BLOCK WALL AT THE TOP & BOTTOM & MAXIMUM 8'-0" U.N.O. VERITCALLY. TIES TO THE FOOTING & LINTEL STEEL IS ADEQUATE @ TOP & BOTTOM OF WALL: REBAR POSITIONERS IN MIDDLE OF WALL 7. REINFORCING STEEL SHALL BE LAPPED MIN. 25" U.N.O. 8. HOOKS AT THE TOP & BOTTOM OF VERTICAL REINFORCING BARS TO BOND COURSE AND FOOTING TO BE NO LESS THAN 12 BAR DIAMETERS EXCLUDING BEND 9. EXPANSION TYPE ANCHORS ARE NOT TO BE USED IN BOND COURSE. EMBEDDED ANCHORS OR EPDXY FASTENED STUDS SHALL BE USED. 10. MASONRY ROUGH OPENING TOLERANCES - 1/4" TO + 1/2" 11. GROUT STOPS SHALL BE PROVIDED BELOW BOND BEAM. PLASTIC SCREEN, METAL LATH STRIP OR CAVITY CAPS MAY BE USED TO PREVENT THE FLOW OF GROUT INTO CELLS BELOW. THE USE OF FELT PAPER AS A STOP IS PROHIBITED. 12. TEMPORARY BRACING AND SHORING OF WALL TO PROVIDE STABILITY DURING CONSTRUCTION SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR 13. DO NOT APPLY UNIFORM LOADS TO MASONRY WALLS FOR (3) DAYS AND NO CONCENTRATED LOADS FOR (7) DAYS. PER CODE ACI 318, LATEST EDITION. 14. DURING CONCRETE POURS, GC TO ADEQUATELY VIBRATE THE FILLED CELL W/ EITHER RODDING OR PENCIL VIBRATOR TO ENSURE PROPER CONCRETE CONSOLIDATION. WOOD CONSTRUCTION 1, WOOD CONSTRUCTION SHALL CONFORM TO THE NFPA "NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION", LATEST EDITION.(NDS) 2. ALL EXTERIOR WOOD STUD WALLS, BEARING WALLS. SHEAR WALLS AND MISC. STRUCTURAL WOOD FRAMING MEMBERS. (I.E. BLOCKING OR GABLE END BRACING), SHALL BE SPRUCE- PINE -FIR OR EQUIVALENT. NO. 2 GRADE SHALL BE USED REGARDLESS OF SPECIES U.N.O. ON FRAMING PLANS OR DETAILS, END -JOINTED LUMBER IS NOT PERMITTED TO BE USED IN ANY LOAD BEARING (GRAVITY OR WIND) CONDITIONS. E.O.R. TO REVIEW IF INSTALLED. 3. FIELD -CUT ENDS, NOTCHES AND DRILLED HOLES OF PRESERVATIVE -TREATED WOOD SHALL BE TREATED IN THE FIELD IN ACCORDANCE WITH AWPA M4. 4. THE PORTIONS OF GLUED -LAMINATED TIMBERS THAT FORM THE STRUCTURAL SUPPORTS OF A BUILDING OR OTHER STRUCTURE AND ARE EXPOSED TO WEATHER AND NOT PROPERLY PROTECTED BY A ROOF, EAVE OR SIMILAR COVERING SHALL BE PRESSURE TREATED WITH PRESERVATIVE, OR BE MANUFACTURED FROM NATURALLY DURABLE OR PRESERVATIVE -TREATED WOOD. 5. ALL LUMBER SPECIFIED ON DRAWINGS IS INTENDED FOR DRY USE ONLY (MOISTURE CONTENT 19% OR LESS), U.N.O. ALL WATERPROOFING AND FIRE SAFETY SYSTEMS ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE TO BE DESIGNED AND DETAILED BY OTHERS. 6. ANY WOOD FRAME INTERIOR BEARING WALL STUDS THAT HAVE HOLES IN THE CENTER OF THE STUD UP TO 1" DIA. SHALL HAVE STUD PROTECTION SHEILDS. ALL HOLES OVER 1 IN DIA FOR PLUMBING LINES, ETC. SHALL BE REPAIRED WITH SIMPSON HSS2 STUD SHOES, TYP U.N.O. 7. MANY OF THE PRESSURE TREATED WOODS USE CHEMICALS THAT ARE CORROSIVE TO STEEL. IT IS THE BUILDER'S RESPONSIBILITY TO VERIFY THE TYPE OF WOOD TREATMENT AND TO SELECT APPROPRIATE CONNECTORS THAT RESIST CORROSION. FOR EXAMPLE. ACQ-C, ACQ-D, CBA -A OR CA -B REQUIRE HOT -DIPPED GALVANIZED OR STAINLESS STEEL FASTENERS. DOR SODIUM BORATE (SBX) DOES NOT. 8. ALL EXPOSED WOOD OR WOOD IN CONTACT WITH EARTH, CONCRETE OR MASONRY IS TO BE PRESSURE TREATED. 9. UNTREATED WOOD SHALL NOT BE IN DIRECT CONTACT WITH CONCRETE OR MASONRY. SEAT PLATES SHALL BE PROVIDED AT BEARING LOCATIONS WITHOUT WOODEN TOP PLATES. 10. SEE PLAN FOR BUILT UP STUD COLUMN AND BEAM NAILING PATTERNS ENGINEERED LUMBER ALL ENGINEERED LUMBER IS TO HAVE THE MINIMUM DESIGN VALUES AS FOLLOWS: COLUMNS BEAMS STUD E = 1,700,000 Ib/int U.N.O. E = 2,000,000 lb/in' U.N.O. E = 1,500,000 Ib/int U.N.O. Fb =2650 Fb =3000 Fb =2200 Ft = 1650 Ft = 1700 Ft = 1500 Fc 3000 Fc 11= 3000 Fc 11= 2100 Fc 1= 450 Fc I = 900 Fc j = 450 Fv =285 Fv =285 Fv = 150 WOOD BEARING SURFACES ARE TO BE SYP#2 OR BETTER END GRAIN CONDITION U.N.O. CEILING CONSTRUCTION 1. USE 1/2" CEILING OR SAG RESISTANT BOARD FOR 24" O.C. FRAMING U.N.O. 2. 5/8" TYPE "X" GYPSUM BOARD SHALL BE USED ON CEILING IN GARAGE WHEN LIVING SPACE IS ABOVE THE GARAGE. MEANS AND METHODS CONSTRUCTION MEANS & METHODS ARE THE SOLE RESPONSIBILITY OF THE CONTRACTOR. THE STRUCTURE IS UNSTABLE UNTIL ALL LOAD BEARING WALLS ARE ERECTED & TRUSS / FRAME MEMBERS ARE CONNECTED PROPERLY PER APPROVED FRAMING PLANS / DETAILS ALONG W/ CONNECTOR & COMPONENT MANUFACTURERS' SPECIFICATIONS. UNTIL SUCH TIME, TEMPORARY BRACING & SHORING OF WALLS AND FRAME MEMBERS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. UNDER STAIR PROTECTION 1. ENCLOSED ACCESSIBLE SPACE UNDER STAIRS SHALL HAVE WALLS, UNDER STAIR SURFACE AND ANY SOFFITS PROTECTED ON THE ENCLOSED SIDE WITH 1/2 -INCH (12.7MM) GYPSUM BOARD. METAL COATINGS FOR USE WITH PRESSURE TREATED WOOD IT IS THE BUILDER'S RESPONSIBILITY TO ENSURE THAT ALL METAL CONNECTORS, METAL FASTENERS, ANCHORS, AND NAILS ARE THE APPROPRIATE MATERIAL AND/OR HAVE THE APPROPRIATE COATING FOR USE WITH THE DIFFERENT TYPES OF PRESSURE TREATED WOODS, AS PER THE FOLLOWING GUIDELINES. 1. WOOD TREATED WITH DOT SODIUM BORATE(SBX): CONNECTORS SHALL BE A MINIMUM G50 ZINC COATING 2. WOOD TREATED WITH ACQ-C OR ACQ-D (CARBONATE) OR OTHER BORATE (NON -DOT) TREATMENTS: CONNECTORS SHALL BE A MINIMUM G185 ZINC COATING. 3. FOR ALL OTHER COMBINATIONS FOLLOW THE RECOMMENDATIONS OF THE PRESERVATIVE WOOD TREATER. 4. STAINLESS STEEL CONNECTORS AND FASTENERS MAYBE USED WITH ALL TYPES OF PRESSURE TREATED WOOD. PREFABRICATED WOOD TRUSSES 1, ALL PREFABRICATED WOOD TRUSSES SHALL BE SECURELY FASTENED TO THEIR SUPPORTING WALLS OR BEAMS WITH HURRICANE CLIPS OR ANCHORS.UPLIFT CONNECTORS SUCH AS HURRICANE CLIPS, TRUSS ANCHORS AND ANCHOR BOLTS ARE ONLY REQUIRED ON MEMBERS IN WALLS THAT ARE EXPOSED TO UPLIFT OR LATERAL FORCES. INTERIOR LOAD BEARING WALLS ARE NOT ALWAYS EXPOSED TO UPLIFT FORCES. THE MEMBERS OF THESE WALLS WOULD NOT NEED TO HAVE CONNECTORS APPLIED. PLEASE COORDINATE WITH THE TRUSS ENGINEER FOR THE LOCATION OF THESE WALLS AND STRUCTURAL PLANS FOR MORE INFO. 2. TRUSSES SHALL BE DESIGNED BY MWFRS METHODOLOGY FOR LONG SPAN TRUSSES TO DETERMINE UPLIFT AND REACTION VALUES. MEMBER AND PLATE DESIGN TO BE CALCULATED BY COMPONENTS AND CLADDING METHOD UNLESS SPECIFIED OTHERWISE BY TRUSS ENGINEER OF RECORD 3. PREFABRICATED WOOD TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH THE LATEST EDITION OF ANSI TPI 1. 4. BRIDGING FOR PRE-ENGINEERED TRUSSES SHALL BE AS REQUIRED BY TRUSS MANUFACTURER UNLESS NOTED ON PLANS 5. TRUSS ELEVATIONS AND SECTIONS ARE FOR GENERAL CONFIGURATION OF TRUSSES ONLY. WEB MEMBERS ARE NOT SHOWN, BUT SHALL BE DESIGNED BY TRUSS MANUFACTURER IN ACCORDANCE WITH THE DESIGN LOADS. TRUSS DESIGN LOADS: TOP CHORD: Lr = 16 PSF DL = 7 PSF (SHINGLE TYPE ROOF COVER) DL = 15 PSF (LIGHT WEIGHT CLAY TILE ROOF COVER) DL = 14 PSF (TRUSS OVERBUILD) BOTTOM CHORD: DL = 5 PSF MINIMUM FLOOR DESIGN LIVE LOADS: A) FLOORS = 40 PSF B) BALCONIES =60 PSF / 100 PSF (IF BALCONY > 100 SQ FT) C) DECKS = 40 PSF D) STAIRS = 40 PSF E) BONUS ROOM/GAME ROOMS = 60 PSF U.N.O. MINIMUM FLOOR DESIGN DEAD LOADS: A) FLOORS = 15 PSF B)BALCONIES = 15 PSF GENERAL LOADING: ATTIC WITHOUT STORAGE = 10 PSF ATTIC WITH LIMITED STORAGE = 20 PSF GUARDRAILS / HANDRAILS = 200 LB POINT LOAD / 50 PSF GUARDRAILS IN -FILL COMPONENTS = 50 PSF GENERAL TRUSS BRACING & BLOCKING REQUIREMENTS ADDIT'L BRACING & BLOCKING PER BCSI-1 & TRUSS MANUFACTURER'S DWGS -G.C. TO PROVIDE MIN 2x SYP #2 BLOCKING BETWEEN TRUSSES TO COMPLY W/ APA RECOMMENDATIONS FOR MIN. 7/16" OSB SHEATHING -MIN 2x SYP #2 BLOCKING REQ'D ALONGSIDE TRUSS TOP CHORD @ ROOF HIP/RIDGE TO PREVENT SHEATHING SPAN FROM EXCEEDING 2FT (NOT REQ'D IF SHEATHING SPAN IS LESS THAN 2FT). BLOCKING TO TRUSS TOP CHORD w/ (2) 12d NAILS @ 12" O.C. MAX & 4" FROM EA. END. NOTE: PLYWOOD EDGES @ HIP CORNERS REQUIRE MIN 2x4 SYP #2 BLOCKING w/ (3) 12d TOENAILS EACH END. -TRUSS "X" BRACING: MIN 2x4 SYP #2 AT ANGLE APPROX. 45° FROM VERT. TO EA. TRUSS MEMBER w/ (3) 12d NAILS. SPACE "X" BRACING ALONG TRUSS SPAN @ 10'-0" MAX AND EQUALLY SPACED FROM END OF TRUSS. "X" BRACING TO START 20'-0" MAX FROM #1 HIP GIRDER AND / OR (4) BAYS AFTER GABLE END BRACING. SEE BCSI-133 SECTIONS 1, 2 AND 3 FOR ADDITIONAL ROOF PLANE PERMANENT BRACING REQUIREMENTS. -PERMANENT 2x4 SPF #2 (MIN.) CONT. LATERAL TRUSS BOTTOM CHORD BRACING PERPENDICULAR TO TRUSS SPAN AT 15'-0" O.C. MAX W/IN TRUSS SPAN OR PER TRUSS DESIGN DRAWINGS. ATTACH W/ (2) 16d NAILS AT EACH TRUSS. OVERLAP BRACING AT LEAST ONE TRUSS SPACE (24") PLUS 6" MIN PAST BOTTOM CHORD. -INSTALL PERMANENT 2x CONTINUOUS LATERAL BRACE (CLB) ACROSS TRUSS WEBS AS INDICATED ON TRUSS SHOP DRAWINGS & BCSI-B3. ("T" BRACING MAY BE USED I.L.O. PEMANENT CLB IF IT EXTENDS MIN. 90% OF THE TRUSS WEB (SEE WEB REINFORCEMENT TABLE WITHIN BCSI-133). -AT RAISED HEEL TRUSSES, 2x4 SYP #2 (MIN.) AT TOP AND BOTTOM OF HEEL W/ (2) 12d TOENAILS REQ'D. EXT. SHEATHING MUST BE ATTACHED TO RAISED HEEL TRUSS AND INDICATED BLOCKING, ALTERNATE IF HEEL HEIGHT IS LESS THAN 12" TALL: 2x4 SYP #2 BEHIND THE TRUSS VERT. RUNNING FROM TOP TO BOTTOM ACROSS MAX 4 TRUSSES, THEN BOTTOM TO TOP W/ (2) 12d NAILS AT EACH TRUSS MEMBER (DIAGONAL BRACING) DIAGONAL BRACING REQUIRED AT CLB PER BCSI-B3. 6. THE TRUSS MANUFACTURER SHALL DETERMINE ALL SPANS, WORKING POINTS, BEARING POINTS, AND SIMILAR CONDITIONS. TRUSS SHOP DRAWINGS SHALL SHOW ALL TRUSSES, ALL BRACING MEMBERS, AND ALL TRUSS TO TRUSS HANGERS. 1. OMITTED REBAR DRILL A 3/4" 0 HOLE MIN. 6" DEEP AT LOCATION OF OMITTED REBAR, AND INSTALL #5 BAR INTO EPDXY FILLED HOLE. EPDXY TO BE SIMPSON STRONG TIE EPDXY OR EQ. FOLLOW MANU'S INSTRUCTIONS. ASSURE ALL DUST AND DEBRIS FROM DRILLING ARE REMOVED FROM HOLE w/ COMPRESSED AIR PRIOR TO APPLYING EPDXY. ALLOW EPDXY TO CURE TO MANU'S SPECIFICATIONS, THEN FILL CELL IN NORMAL WAY DURING BONDBEAM POUR. USE 30" MIN. LAP SPLICE. HOOKS AT TOP OF BAR TO BE MIN. 12 BAR DIAMETERS(EXCLUDING BEND). 2, STRAPS/CONNECTOR SUBSTITUTION MAY SUB STRAPS/CONNECTORS w/ STRAPS/CONNECTORS OF EQUAL OR GREATER UPLIFT & LATERAL RESISTANCE VALUES IN FIELD WITHOUT VERIFICATION, PROVIDED ALL MANUFACTURER'S INSTALLATION INSTRUCTIONS ARE FOLLOWED, 3. STAIR CONSTRUCTION 2X12'S MAY BE USED ILO TIMBERSTRANDS FOR STAIR STRINGERS. RIM BOARDS MAY BE USED FOR RISERS & TREADS ILO 2x12'S (SEE GEN. STAIR DETS FOR ADDIT'L INFO.) 4. METAL STUD SUBSTITUTION WOOD STUDS MAY BE SUBBED w/ METAL STUDS IN NON -LOAD BEARING WALLS 5. OMITTED J -BOLT -1/2" ALL THREAD ROD w/ 2" x 2" SQ. WASHER DRILL & EPDXY w/ SIMPSON SET EPDXY WITH MIN. 7" EMBEDMENT. -1/2"x6" SIMPSON TITEN HD THREADED ANCHORS W/ LBP1/2 WASHER MAY BE USED ILO 1/2" J -BOLT. TAPCON FASTENERS MAY BE USED ILO SIMPSON TITENS 6. MORTAR JOINTS -FOR BED JOINTS 1/2"-1", GROUT FILL CELLS IN BLOCK AFFECTED (NO VERT. REINF. REQ'D) -FOR HEAD JOINTS GREATER THAN 3/4", GROUT FILL CELL IN BLOCK AFFECTED ON EA.SIDE OF JOINT. PROVIDE (1) #5 VERT. REINF. IN EA. CELL CONT. PER PLAN. "EXCEPTION: IF TIE BEAM COURSE AND ADJ. TWO COURSES BELOW, AS WELL AS 1st (2) COURSES FROM FND. HAVE HEAD JOINTS WHICH FALL MIN THE SPECIFIED TOLERANCES, THE ADDED VERTICAL REINFORCEMENT IS NOT REQ'D TO BE EPDXIED INTO TIE BEAM/FTG -FOR BLOCKS NOT STAGGERED, GROUT FILL CELL EA. SIDE OF JOINT AND PROVIDE (1) #5 VERT. REINF. IN EA, CELL, CONT. PER PLAN. 7. OVERHANGING CMU WALL -FOR CMU OVERHANGING FOUNDATION <1/2", NO FIX IS REQ'D POUR TIEBEAM & VERT. CELLS PER PLAN. -FOR CMU OVERHANGING FOUNDATION FROM +1/2"-1-1/8", GROUT FILL FIRST (3) COURSES IN WALL ALONG AREA AFFECTED & TIE BEAM AND VERTICAL CELLS PER PLAN -FOR CMU OVERHANGING FOUNDATION OVER 1-1/8", CONTACT EOR FOR REPAIRS, STRUCTURAL STEEL 1. MATERIAL SPECS: WIDE FLANGE SECTIONS: ASTM A992, GRADE 36, Fy=36 KSI. TUBE STEEL (HSS): ASTM A500, GRADE B, Fy = 46 KSI. PIPE STEEL: ASTM A53, TYPE E OR S, Fy = 35 KSI. ALL OTHER STRUCTURAL & MISC. STEEL: A36 Fy=36 KSI 2. STRUCT. CONNECTIONS: ALL STRUCT. BOLTS TO BE A325N U.N.O. ALL A325N BOLTS SHALL BE AT "SNUG -TIGHT" CONDITION AS DEFINED IN THE SPEC. SLIP CRITICAL (SC) BOLTS MUST BE FULLY TENSIONED PER SPEC STRUCT. BOLTS SMALLER THAN 5/8" DIA. TO BE A307 THREADED ROD & CONFORM TO A36 OR A307 ANCHOR BOLTS SHALL CONFORM TO ASTM F1554 ALL BOLTS CAST IN CONCRETE: ASTM A36 OR ASTM A-307 SHOP AND FIELD WELDS: E70XX ELECTRODES STEEL REINF.T SHOP DWGS TO BE PROVIDED TO EOR BEFORE FABRICATION FOR REVIEW AND APPROVAL. WELDED CONNECTIONS: ELECTRODES - E70XX UNO (LOW HYDROGEN). FILLET WELDS SHALL BE 3/6" UNO. 3, SUBMIT SHOP DWGS INDICATING ALL SHOP AND ERECTION DETAILS INC. PROFILES, SIZES, SPACING, & LOCATIONS OF STRUCTURAL MEMBERS, CONNECTION ATTACHMENTS, FASTENERS, LOAD, AND TOLERANCES. 4. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY ARCHITECT) EXCEPT FOR AREAS WHICH WILL RECEIVE SPRAY -ON FIRE PROTECTION. 5. A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECS (IF PROVIDED). SUBMIT REPORTS TO ARCHITECT AND ENGINEER. DESIGN PRESSURES WIND DESIGN LOAD INFORMATION WIND SPEED (ULTIMATE) 140 mph WIND SPEED (ALLOWABLE) 108 mph WIND EXPOSURE B RISK CATEGORY II BUILDING TYPE V B ENCLOSURE CLASSIFICATION ENCLOSED INTERNAL PRESSURE COEFFICIENT +/-0.18 , i i ' ' Hca 0-jj WIND PRESSURE & SUCTION EFFECTIVE 001Y4 PD o ¢ O �. (PSF) WIND o% 1 w w06 (+) VALUE DENOTES PRESSURE AREA (SQ FT) "lt °'os°°°o°°° (_) VALUE DENOTES SUCTION AREA 4� O 10 (+) 21.2 (+) 21.2 (-) 22.9 (-) 28.3 20 (+) 20.2 (+) 20.2 (-) 22.0 (-) 26.4 (+) 19.0 (+) 19.0 50 (-) 20.8 (-) 23.9 100 (+) 18.0 (+) 18.0 (-) 19.8 - 22.0 GARAGE DOORS 9'-0" x T-0" 16-0" x T- -(+)18.4 (+)18.4 -7T . (-) 20.9 (-) 19.7 WIND PRESSURE/ SUCTION DIAGRAM 5 5 4 4 ,,, 1 5 5 _ ' STANDARD DESIGN PRESSURE NOTES 1. ASCE 7-10 WALL DESIGN ALLOWABLE COMPONENTS AND CLADDING WIND PRESSURES AND SUCTIONS PER FLORIDA BUILDING CODE 5th EDITION (2014). WIND SPEED IS BASED ON LINEAR INTERPOLATION FOR THIS SITE. 2. MEAN ROOF HEIGHT FOR A TYPICAL SINGLE STORY HOME IS 15FT, 2 STORY HOME IS 30FT 3. MULTIPLY THE ABOVE PRESSURES BY 1.67 TO GET ULTIMATE WIND PRESSURES. 4. "a" = END ZONE IS ONLY W/IN 5'-0" OF ALL EXTERIOR BUILDING CORNERS. 5. INDICATED PRESSURES CAN BE INTERPOLATED FOR OTHER DOOR SIZES, OTHERWISE USE LOAD ASSOCIATED WITH THE LOWER EFFECTIVE AREAS. 6, DESIGNATED AREAS WHERE THE ULTIMATE WIND SPEED IS 140 MPH OR GREATER IS CONSIDERED TO BE IN THE WIND -BOURNE DEBRIS AREA. OPENING PROTECTION REQUIRED. REFER TO SECTION R301.2.1.2 OF THE RESIDENTIAL CODE FOR SPECIFICATION REQUIREMENTS OF THE USE OF WOOD STRUCTURAL PANELS. REFER TO TABLE R301.2.1.2 FOR ATTACHMENT SPECIFICATIONS SHEET S1 S2 S2.1 S3 S4 S5 S5.1 SD1 SD2 SD3 S D4 NUMBER SHEET TITLE STRUCTURAL NOTES FOUNDATION PLAN DOWEL PLACEMENT PLAN FOUNDATION DETAILS LINTEL PLAN ROOF FRAMING PLAN NOTES & CONNECTOR LEGEND GENERAL DETAILS GENERAL DETAILS GENERAL DETAILS GENERAL DETAILS DATE MASTER UPDATES DESCRIPTION 1 1 2/16/2017 1 CREATED ELEV A, B, & C (MID -FLORIDA LUMBER) 2 2/24/2017 UPDATED SHEET NAME FOR ROOF FRAMING PLAN 3 3/10/217 UPDATED SLAB NOTE TO READ 4" & LEGEND ON DOWEL SHEET TO READ GRADE 60 STEEL 4 1 8/28/2017 1 UPDATED WINDOWS AT BEDRM #3 & 4 PER ARCH UPDATE I NTIALS DP DP DP ice 0 M 0 LL w u_ O U) z i ii ❑ W W O 0- c9 z is z w T_ F - Q z O F- W z (D W w ❑ W w ry F- U nY I- W h - z W LLJ C� I� T F- COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. W G LD a W F- W W W O � C8, (nUT-or W � rn - 0 - LUNE E 06uJ-i o f z _LLT U zUh-❑Ur oo J� � � � 0 D<000-�-o ~ � z W p Ogawzo Q 0 I - LL N �j z O W N d O 2 -DESIGN: --- -STRUCT: �� ��a, W YL. Q ©w 0 MRB �✓ 6)m o , i i ' ' Hca 0-jj z U AS INDICATED 001Y4 PD o ¢ O �. ¢ mo o% 1 w w06 "lt °'os°°°o°°° 0 W F- W W W O � C8, (nUT-or W � rn - 0 - LUNE E 06uJ-i o f z _LLT U zUh-❑Ur oo J� � � � 0 D<000-�-o ~ � z W p Ogawzo Q 0 I - LL N �j z O W N d O 2 DRAFTING: -DESIGN: --- -STRUCT: DJ/JW QC CHECK: MRB `dr PSU-2171538 SCALE: AS INDICATED DATE: 08/30/17 0 Z J V)0LLj ®L11(j) JLLJ LL! W � Z F-- CY "o W O BLDG DESIGN: --- STRUCTURAL ENG: MCC DRAFTING: -DESIGN: --- -STRUCT: DJ/JW QC CHECK: MRB JOB No. PSU-2171538 SCALE: AS INDICATED DATE: 08/30/17 NEW a tb SYMBOLS LEGEND M INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) 0 INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM. 121 INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT. INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT. GRADE 60 #5 CONT. FT.G TO TIE BEAM. O in NUN L2 G �n FOUNDATION NOTES: 1. PROVIDE MIN. 6 MIL. APPROVED VAPOR BARRIER. ALL JOINTS TORE LAPPED MIN. 6" AND SEALED. 2. PROVIDE 4" 250OPS1 CONC. SLAB W/ 6x6xW1.4xW1A WELDED WIRE MESH PLACED AT MID DEPTH ON 6 MIL. VAPOR BARRIER ON COMPACTED FILL (FIBER MESH MAY BE USED ILO WWM, WHEN FIBER MESH. MEETS OR EXCEEDS SPECIFICATIONS SET FORTH IN CURRENT CODE EDITION. 3. VERT. #5 BAR TO BE HOOKED AT TOP & BOTTOM (FTG. & TIE BEAM ENDS) W/MIN. 12 BAR DIAMETER LEGS EXCLUDING BEND ci EA. END. LAP SPLICES SHALL BE NO LESS THAN 30". 4. CONSULT W/MAN. SPECIFICATIONS PRIOR TO POURING OR RECESSING DOOR SILLS. 5. EXTERIOR SLABS SHALL SLOPE 1/8" PER FOOT AWAY FROM HOUSE. 6. CON"rROL JOINTS (IF SHOWN) ARE NOT REQUIRED BY CODE BUT ARE SUGGESTED (ESPECIALLY WHEN USING FIBER REINF. CONC.) CONTROL JOINTS TO BE SAW CUT A DEPTH OF 1/4" OF THE THICKNESS OF THE SLAB, FILL CUT W/APPROVED JOINT MATERIAL OR USE AL"rERNA"rE APPROVED METHOD. 7. MECHANICAL EQUIP. LOCATIONS WILL BE DETERMINED BY COMMUNITY & COUNTY CODES. 8. FOUNDATIONS AND SUPPORTS FOR OUTDOOR MECHANICAL SYSTEMS SHALL BE RAISED AT LEAST 3" ABOVE THE FINISHED GRADE AND SHALL ALSO CONFORM TO THE MANUFACTURER'S INSTALLATION INSTRUCTIONS. 9. NO WOOD STAKES PERMITTED IN FOUNDATION. 10. PENDING SITE CONDITIONS, FOUNDATION MAY HAVE TO BE STEPPED DOWN. SEE SHEET S3 FOR ADDITIONAL INFORMATION. GC TO DETERMINE STEP LOCATIONS IF REQUIRED '11. SEE TYPICAL DETAIL ON LINTEL PLAN FOR REQUIRED STEEL BENDS AND LAP SPLICE. SEE DTL MF09 AND MF10 ON S3 FOR STANDARD FOOTING STEP DOWN AND CORNER INFORMATION. 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. LL WAY MIN. 2" HORIZ, CLEARANCE BETWEEN ❑ ❑ o 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION WAY MIN. 2" HORIZ. CLEARANCE BETWEEN U) f O 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. 0 " 11 COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS BARS & 3" MIN. COVER TO EDGE OF CONC. 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. W WAY MIN. 2" HORIZ, CLEARANCE BETWEEN 0��, BARS & 3" MIN. COVER TO EDGE OF CONC. W 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. rys WAY MIN. 2" HORIZ. CLEARANCE BETWEEN T BARS & 3" MIN. COVER TO EDGE OF CONC. IL 36"x36"x12" cip w/ #5's EQUALLY SPACED EA. F_ WAY MIN, 2" HORIZ. CLEARANCE BETWEEN Lj BARS & 3" MIN. COVER TO EDGE OF CONC. LL_ 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. D= WAY MIN. 2" HORIZ. CLEARANCE BETWEEN O BARS & 3" MIN. COVER TO EDGE OF CONC. � 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. W WAY MIN. 2" HORIZ. CLEARANCE BETWEEN U Q BARS & 3" MIN. COVER TO EDGE OF CONC. z 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. Z WAY MIN. 2" HORIZ. CLEARANCE BETWEEN O BARS & 3" MIN. COVER TO EDGE OF CONC. F W 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. W WAY MIN. 2" HORIZ. CLEARANCE BETWEEN w BARS & 3" MIN. COVER TO EDGE OF CONC. O 0- W _ O ¢ W 0 Cl. U U) O 1: L. O C� W F- 0¢.. ❑ [Y O O ❑ W rr rr W (¢7 ❑ °- O W C) o W Q < DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE WAY MIN. 2" HORIZ. CLEARANCE BETWEEN U) BARS & 3" MIN. COVER TO EDGE OF CONC. ❑ > w0 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN ¢ W Z N CV cYi WAY MIN. 2" HORIZ. CLEARANCE BETWEEN .� BARS & 3" MIN. COVER TO EDGE OF CONC. FOOTING SCHEDULE 60"x60"x16" dp w/#5's EQUALLY SPACED EA. < o WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 12. ANY EQUIPMENT AND/OR APPLIANCES HAVING AN IGNITION SOURCE 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. LL WAY MIN. 2" HORIZ, CLEARANCE BETWEEN SHALL BE ELEVATED A MIN OF 18". CONTRACTOR TO PROVIDE SUCH BARS & 3" MIN. COVER TO EDGE OF CONC. O 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. PLATFORM w/ EITHER MASONRY OR WOOD CONSTRUCTION WAY MIN. 2" HORIZ. CLEARANCE BETWEEN U) f 13. ASSUMED ALLOWABLE SOIL BEARING PRESSURE AFTER 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. 0 " 11 COMPACTION: 2000 PSF (SEE SOILS REPORT AND SPECIFICATIONS BARS & 3" MIN. COVER TO EDGE OF CONC. 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. FOR COMPACTION REQUIREMENTS). IF SOIL CONDITIONS IN THE WAY MIN. 2" HORIZ, CLEARANCE BETWEEN 0��, BARS & 3" MIN. COVER TO EDGE OF CONC. PROJECT DO NOT MEET OR EXCEED THE CAPACITY, THE GENERAL 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. rys WAY MIN. 2" HORIZ. CLEARANCE BETWEEN CONTRACTOR SHALL CONTACT THE ENGINEER PRIOR TO BARS & 3" MIN. COVER TO EDGE OF CONC. IL 36"x36"x12" cip w/ #5's EQUALLY SPACED EA. FOUNDATION POUR FOR VERIFICATION OF FOUNDATION DESIGN. WAY MIN, 2" HORIZ. CLEARANCE BETWEEN Lj BARS & 3" MIN. COVER TO EDGE OF CONC. SOIL TO BE FREE OF ORGANIC MATERIAL AND COHESIVE SOILS, 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. D= WAY MIN. 2" HORIZ. CLEARANCE BETWEEN COMPACTED IN 12" LIFTS TO AT LEAST 95% OF MAX. DRY DENSITY AS BARS & 3" MIN. COVER TO EDGE OF CONC. � 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. DETERMINED BY ASTM - 1557 ( MODIFIED PROCTOR). WAY MIN. 2" HORIZ. CLEARANCE BETWEEN U Q BARS & 3" MIN. COVER TO EDGE OF CONC. THE FOUNDATION SIZES INDICATED ON THE FOUNDATION PLAN HAS 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. Z WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BEEN DESIGNED FOR A MINIMUM SOIL BEARING CAPACITY OF 2000 BARS & 3" MIN. COVER TO EDGE OF CONC. F W 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. PSF. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN ❑ BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA, 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 14. PENDING SITE CONDITIONS, IF STEMWALL IS REQUIRED, G.C. TO BARS & 3" MIN, COVER TO EDGE OF CONC. Q Wyj 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. DETERMINE REQUIRED COURSES FOR STEMWALL FOUNDATION. SEE WAY MIN. 2" HORIZ. CLEARANCE BETWEEN U) BARS & 3" MIN. COVER TO EDGE OF CONC. STEMWALL CHART ON S3 FOR REQUIRED REINFORCEMENT AND 54"x54"x16" dp w/#5'S EQUALLY SPACED EA. w0 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN FOO-rING SIZES PENDING DEPTH OF STEMWALL. BARS & 3" MIN, COVER TO EDGE OF CONC. Z N 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN .� BARS & 3" MIN. COVER TO EDGE OF CONC. FOOTING SCHEDULE 60"x60"x16" dp w/#5's EQUALLY SPACED EA. < o WAY MIN. 2" HORIZ. CLEARANCE BETWEEN 12"x12"x12" dp w/ #5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. 12"x24"x12" dp w/ #5's EQUALLY SPACED EA. 1A WAY MIN. 2" HORIZ, CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. / 0) _ U 24"x24"x12" dp w/ #5's EQUALLY SPACED EA. 2O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 00 28"x28"x12" dp w/ #5's EQUALLY SPACED EA. 2.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 30"x30"x12" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ, CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 32"x32"x12" dp w/ #5's EQUALLY SPACED EA. 2.6 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 36"x36"x12" cip w/ #5's EQUALLY SPACED EA. O WAY MIN, 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 42"x42"x12" dp w/ #5's EQUALLY SPACED EA. 3.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 42"x42"x16" dp w/ #5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x12" dp w/ #5's EQUALLY SPACED EA. 4O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x16" dp w/ #5's EQUALLY SPACED EA. 4A WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 48"x48"x24" dp w/ #5's EQUALLY SPACED EA, 4B WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN, COVER TO EDGE OF CONC. 52"x52"x12" dp w/ #5's EQUALLY SPACED EA. 4.3 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 54"x54"x16" dp w/#5'S EQUALLY SPACED EA. 4.5 WAY MIN. 2" HORIZ, CLEARANCE BETWEEN BARS & 3" MIN, COVER TO EDGE OF CONC. 54"x54"x24" dp w/#5's EQUALLY SPACED EA. WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 60"x60"x16" dp w/#5's EQUALLY SPACED EA. O WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. 66"x66"x16" dp w/0's EQUALLY SPACED EA. 5.5 WAY MIN. 2" HORIZ. CLEARANCE BETWEEN BARS & 3" MIN. COVER TO EDGE OF CONC. COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. U F - Op MIN (2) # 5 E.W. 7- F_ TN_(2jff75-ISA = W 24" SIDE @3" O.C. & MIN F' O (3) #5 PARALLEL TO 12" 3: U SIDE 6" O.C. U O Z MIN (3) # 5 E.W. Q0 z ry D 0 r OW U) 0 COD MIN (4) # 5 E.W. Q Q O W CO E z FwzU?rn MIN (4) # 5 E.W. ❑ Q O .� W z O F- ❑ O as n �wzC° MIN (5) # 5 E.W. 0- Q 0 p� 0 ❑ T: w- MIN (5) # 5 E.W. z 0 pi ¢ W z O Q U 0- a O „' Q C6 ¢ MIN (6) # 5 E.W. Q Z p w N Q z 0 c� N W MIN (6) # 5 E.W. _ F- 177 ❑ f— MIN (7) # 5 E.W. I— U) W W MIN (7) # 5 E.W. �_ O MIN (8) # 5 E.W. F_ W❑ z �^ MIN (7) # 5 E.W. F- O W z�3 MIN (8) # 5 E.W. U) LTJ IA �< W MIN (9) # 5 E.W. 0 0 > Uj _j LU MIN (9) # 5 E.W. � W ¢ MIN (10) # 5 E.W. z © U W LLI _ C 6�\LDINC� ,4LDG DESIGN --- RUGTURALENG: MCD _ _.- - --- DRAFTING: -DESIGN: - STRUCT: DJ/JW QC CHECK: MRB SP,NrOR® JOB No. PSQ-2171538 SCALE: AS INDICATED .G. -� AN_ DA"rE: 08/30/17 1/4"=11-0112 co Lj / 0) _ U ?% ¢ U o U Z W <( 0�1 �1J�v �° ❑' _ 00 U F - Op MIN (2) # 5 E.W. 7- F_ TN_(2jff75-ISA = W 24" SIDE @3" O.C. & MIN F' O (3) #5 PARALLEL TO 12" 3: U SIDE 6" O.C. U O Z MIN (3) # 5 E.W. Q0 z ry D 0 r OW U) 0 COD MIN (4) # 5 E.W. Q Q O W CO E z FwzU?rn MIN (4) # 5 E.W. ❑ Q O .� W z O F- ❑ O as n �wzC° MIN (5) # 5 E.W. 0- Q 0 p� 0 ❑ T: w- MIN (5) # 5 E.W. z 0 pi ¢ W z O Q U 0- a O „' Q C6 ¢ MIN (6) # 5 E.W. Q Z p w N Q z 0 c� N W MIN (6) # 5 E.W. _ F- 177 ❑ f— MIN (7) # 5 E.W. I— U) W W MIN (7) # 5 E.W. �_ O MIN (8) # 5 E.W. F_ W❑ z �^ MIN (7) # 5 E.W. F- O W z�3 MIN (8) # 5 E.W. U) LTJ IA �< W MIN (9) # 5 E.W. 0 0 > Uj _j LU MIN (9) # 5 E.W. � W ¢ MIN (10) # 5 E.W. z © U W LLI _ C 6�\LDINC� ,4LDG DESIGN --- RUGTURALENG: MCD _ _.- - --- DRAFTING: -DESIGN: - STRUCT: DJ/JW QC CHECK: MRB SP,NrOR® JOB No. PSQ-2171538 SCALE: AS INDICATED .G. -� AN_ DA"rE: 08/30/17 1/4"=11-0112 0 s 0 F_ co v 0 SYMBOLSLEGEND E0 INDICATES GROUT FILLED CELL WITH (1) VERT. GRADE 60#5 CONT, FTG. TO TIE BEAM (8'-0" O.C. MAX U.N.O.) a INDICATES GROUT FILLED CELL WITH (2) VERT. GRADE 60 #5 CONT. FTG. TO TIE BEAM, Z INDICATES GROUT FILLED CELL WITH NO REINFORCEMENT INDICATES 45° CORNER BLOCK GROUT FILLED WITH (2) VERT GRADE 60 #5 CONT. FT.G TO TIE BEAM. (1) #5 HORIZONTAL TIE ATITOP, BOTTOM AND ATi24"o,c. VERTICALLY BETWEEN COLUMN AND MAIN HOUSE CMU (1) CONT. #5 FROM TIE BEAM TO FOOTING (1) #5 ---------- HORIZONTAL TIE AT TOP, ® BOTTOM AND AT 24"o.c. FILLED CELL VERTICALLY BETWEEN COLUMN AND MAIN HOUSE CMU PLAN VIEW M SECTION VIEW TYPICAL MASONRY COLUMN TIE IN 3/4" = 1'-0' 4 O W T_ U_ O W z O 7 O a w I— O Q z I— L7 W n 0 LAP U SPLICE, MIN. Q OF 25" cyi Ir W F-- T_ U LL O z O W EL W U) W z Q O Z w S p z I— U) I— O ❑ W z C� W ❑ U) W H U ry I— Q 1-- z W U) W a 1/4"=11-011 COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. LU v� D O ry T O U_ O O ❑ Q U LU j Z 0 w O O (/) ❑ w C1. EL ry d C¢7 U Q W 0 0 ® � Q ®®��n0lfldllpgq�® Uj ai 'V o�,b0 o o b, 0 r Q gyp � 119Bi BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -S-rRUC-r: DJ/JW QC CHECK: MRB JOB No. PSQ-2171538 SCALE: AS INDICATED DATE: 08/30/17 S2.1 � -o W- ' J o Gl 0 LU E 06 w Z J o �fr'�� Z .. V... T 6 `l g�' x Z C) O � 00 c W H��IW2� � � Z n o 0 �`�00°-d c� U)❑T ��v� 0<D IW—z °E z Q (!)Z L- ()� N J ZOWN�C W � U � W Lu I— O W T U) z J 2 L 1/ ® > W W W W z 1 C) (1) 3 W O co Z CL BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -S-rRUC-r: DJ/JW QC CHECK: MRB JOB No. PSQ-2171538 SCALE: AS INDICATED DATE: 08/30/17 S2.1 CONTRACTOR TO VERIFY — AT CORNERS PRECAST "U" METAL LATH OR WIRE SCREEN THE GROUT IS LEVEL PROVIDE LINTEL W/ 3000 OVER COURSES NOT REQ'D WITH TOP OF BLOCK FOR STANDARD #5 psi CONC, PER r TO BE FILLED. (SHEET METAL PROPER TRUSS/ FLOOR HOOK BAR. LAP LINTEL PLAN. IF & PAPER FELT PROHIBITED) SYSTEM BEARING (MIN 3") OTHER BARS INTO REBAR IS DAL SHEAR WALL z Q. w a I— z 0 LU z tz z O U Q CORNER AS REQ'D INDICATED IN LINTEL, #5 TO BE HOOKED INTO SIDE VERTICALS ve 4,. 'e''. '•fie a 4. 4, •Q: v ate' •.a v•q q '...... .o,. e a �. 4 .7 . d I ' e ' BOTTOM STEEL IN LINTEL IF �• I f� 4 q INDICATE - SHOULD HOOK INTO VERTICAL CELLS PER MD08 4 • Ia ROUGH OPENING PER PLAN ' A 4 V u V a q, !� 4 �.. �. ._... w �! •, � 4 •meq',: � qj I: a O U_ d •• • I O W W Z W❑w Z Q (� p W W nv TYPICAL TRUSS ANCHOR PER PLAN PROVIDE SCREEN WHEN BLOCK BELOW IS NOT REQUIRED TO BE FILLED STANDARD 90 DEGREE HOOK TYP. BOND BEAM 8" x 8" x 16" K.O. LINTEL BLOCK FILL w/ 3000 psi CONC. w/ (1) #5 DIA. REBAR `— STD. 90 DEGREE ANGLE 3000 psi 14 CONC. w/ (1) #5 DIA. REBAR 8"x8"x16"CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE .4 •i BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. a .�.. 4-�.-�' SEE PLAN FOR TOP OF WALL AND LINTEL INFO . GRADE 60 BAR SIZE BEND O LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" "A„ " . 4 -SHEAR WALL AT OPENING "B" TYPI DAL SHEAR WALL SEGMENT ,.•.,:' ;:' :: ':; 1.4 ° . . PLAN FOR FILLED CELL q 18 LINTEL PER PLAN ' ' ^ { ".:�,:.';'; P' 21/2 5 5/8 91/2 4 4 3 Q ... 24 YQ ON EITHER SIDE OF 7 o. 25 33/4 7 151/2 OPENING U.N.O. #6 8"x8"x16"CMU U.N.O. INDICATES FILLED CELL FROM FTG. TO TIE .4 •i BEAM w/ (1) #5 BAR W/ 3000 psi CONC. SEE MD08 FOR LAP INFO. a .�.. 4 �. TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" 4-�.-�' SEE PLAN FOR TOP OF WALL AND LINTEL INFO . GRADE 60 BAR SIZE BEND O LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" "A„ " . NON -SHEAR WALL AT OPENING "B" TYPI DAL SHEAR WALL SEGMENT ,.•.,:' ;:' :: ':; '.,;.. ° . < . PLAN FOR FILLED CELL ... ' 18 LINTEL PER PLAN ' ' ^ { ".:�,:.';'; P' 21/2 5 5/8 91/2 4 �. TYPICAL MASONRY CONSTRUCTION SCALE: 3/4" = V-0" LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL SEE PLAN FOR TOP OF WALL AND LINTEL INFO . GRADE 60 BAR SIZE BEND O LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" "A„ "B„ ,'..� • ' ,All "B" SEE DOWEL LAYOUT :..:... :. #3 ,.•.,:' ;:' :: ':; '.,;.. ° . < . PLAN FOR FILLED CELL ... ' 18 LINTEL PER PLAN ' ' ^ { ".:�,:.';'; P' 21/2 5 5/8 91/2 INFO. MIN. (1) IS REQ'D 3 55/8 ... 24 #5 ON EITHER SIDE OF 7 113/4 25 33/4 7 151/2 OPENING U.N.O. #6 33/4 81/16 TRANSOM OPENING 30 41/2 81/16 181/2 36 #7 43/8 9 13/16 (2) 2X8 SYP #2 P.T. WOOD HEADER 35 5-1/4 WF01/SD3 ~ 3/4 42 TURNED SIDEWAYS. ATTACH (2) 2X8 416 .'.^ ' FRAME INFILL AROUND 6390/3302 '.:' 354 SYP #2 P.T. HEADER TO MASONRY 1843/1625 3486/2255 �:•'a WINDOW BY BUILDER 315 618/535 1533/1247 WALL W/ SIMPSON HU28-2 OR HUC28-2 4754/2489 10'-0" 292 SEE WF01/SD2 FOR 1366 / 1277 °' 4006 / 2263 HANGER @ EA. END. USING (14) 1/4" 277 492/352 MORE INFO ` 2193/1567 3552/200 . 3 DIA. X 2-3/4" TAPCONS OR EQUAL INTO 255 471/352 1075/1075 1838/1567 2883/2003 MASONRY & (6) 10d NAILS INTO 'j " 1075/1045 1838/1446 2883/1848 HEADER. NAIL EACH PLY AND EACH 0 369/261 1002/984 .1697/1361 ' 13'-4" 0 ADDITIONAL HEADER PLY W/ (2) -ROWS 1234/0 1779/0 2662/0 14'-0" 0 292/0 1160/0 10d NAILS STAGGERED @ 6" O.C. AND 2439/0 16'-0" 0 284/0 950/0 1379/0 1997/0 18'-0" MIN 2" FROM ENDS. 211/0 750/0 1177/0 1676/0 18'-8" 0 142/0 598/0 1114/0 1468/0 --- REFER TO DESIGN PLANS FOR 180/0 598/0 1024/0 1441/0 20'-8" 0 REQUIRED IN -FILL FRAMING 550/0 981/0 1376/0 DOOR OR WINDOW OPENING 0 110/0 450/0 DIMENSIONS 1147/0 RECESSED MAX 4'-0' 8R22-1 B/8822 -OB 5499/5421 4933/4933 4085/4085 4085/2839 3127/2839 2595/2595 1329/2267 1964/1552 1694/1552 VALUES FOR 32" DEEP HEADER USE THE VALUES FOR THE NEXT DEPTH WALL LEGEND DOWN. LINTEL W/ TRANSOM DETAIL 3/4"=1'-0" REQ'D LAP SPLICE, EMBEDMENT, AND HOOKED REINF. STEEL (INCHES) LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GRADE 40 GRADE 60 BAR SIZE BEND O LENGTH LAP SPLICE BEND O LENGTH LAP SPLICE 1'-6" "A„ "B„ lfCII I'D„ ,All "B" „C„ „D" #3 17/8 41/4 7 15 21/4 41/4 91/4 18 #4 21/2 5 5/8 91/2 20 3 55/8 121/2 24 #5 31/8 7 113/4 25 33/4 7 151/2 30 #6 33/4 81/16 14 30 41/2 81/16 181/2 36 #7 43/8 9 13/16 16 1/2 35 5-1/4 9 13/16F21 3/4 42 �7 v tq LAP SPLICE 94 A 4 U da , A A: _ '4 a •• d• EMBEDDED REBAR SPLICE DETAIL U SCALE: 3/4" = V-0" STANDARD 90° HOOK U STANDARD 180° HOOK #3=2%2" #4=2%z' #5=2%" #6=3" #7=3%2" PROVIDE CLEAN OUT OPENING @ GROUT FILLED CELL AND REBAR (TYP). MORTAR JOINTS SHOULD NOT BE CUT SEE FOUNDATION FOR FOOTING PRECAST LOADS LISTED BELOW HAVE BEEN APPROVED MAN. CAST -CRETE, LINTEL LOAD TABLE CALCULATED OR COMPILED FROM DATA FROM THE FOLLOWING QUALITY PRECAST CO., LOTT'S CONCRETE, POWERS STEEL GENERAL CONCRETE LINTEL SCHEDULE APPROVED LINTEL MANUFACTURERS: CASTE -CRETE, QUALITY, LOTTS, & POWERS STEEL STANDARD LINTEL NOTES 1. AREAS OF BLOCK ABV. MASONRY OPENINGS ARE TO BE GROUTED SOLID TO TIE BEAM. 2. (1) #5 REBAR IN TIE BEAM IS TO BE CONTINUOUS THROUGHOUT INCLUDING ABOVE MASONRY OPENINGS, U.N.O. 3. ALL STANDARD LINTELS TO HAVE MIN. 4" NOMINAL BEARING EA. END. ALL RECESSED LINTELS TO HAVE MIN. 8" BEARING EA. END 4. LINTEL MIN. DEPTHS ARE CALLED OUT ON LINTEL PLAN. IF DEEPER LINTEL INSTALLED THAN INDICATED ON PLAN, THE STRENGTH OF THE LINTEL INCREASES AND IS APPROVED WITHOUT ENGINEERING LETTER. IF A SMALLER LINTEL IS INSTALLED CONTACT EOR FOR APPROVAL. 5. (*) ANY LINTEL DEEPER THAN 32" HAS BEEN VERIFIED TO WORK AS A MIN. 32" FOR THE LOAD CONDITIONS. ANY LINTEL GREATER THAN 32" HAS A GREATER CAPACITY AND THEREFORE IS ADEQUATE FOR THE LOADS. 6. G.C. TO VERIFY ALL LINTEL DIMS IN FIELD WITH WINDOW R.O. SPECIFICATIONS ON PLAN. DIMS SHOWN ON LINTEL PLAN ARE CLEAR SPAN AND USED TO VERIFY DESIGN OF LINTEL ONLY. VERIFY WITH WINDOW/DOOR SUPPLIER SPECIFICATIONS AND COORDINATE WITH EOR AS REQ'D. 7. LINTELS SHOULD BE SHORED UP DURING CONSTRUCTION AS REQUIRED PER THE LINTEL SUPPLIER SPECS. MCD IS NOT RESPONSIBLE FOR CONSTRUCTION MEANS AND METHODS MATERIALS 1. fc PRECAST LINTELS = 3500 PSL 2. f PRESTRESSED LINTELS = 6000 psi. 3. GROUTED PER ASTM C476 f = 3000 psi W/ MAXIMUM 3/8" AGGREGATE AND 8" TO 11" SLUMP. 4. CONCRETE MASONRY UNITS (CMU) PER ASTM C90 W/ MINIMUM NET AREA COMPRESSIVE STRENGTH = 1900 PSI. 5. REBAR PER ASTM A615 GRADE 60. PRESTRESSING STRAND PER ASTM A416 GRADE 270 LOW RELAXATION. 7/32 WIRE PER ASTM A510. LINTEL DESIGNATION SCHEDULE LINTEL F = FILLED WITH GROUT/ MARK REQUIREMENTS U = UNFILLED R =RECESSED QUANTITY OF #5 REBAR @ O 8RF6-0B/1T BOTTOM OF LINTEL CAVITY 8F16-1B/1T s0 T 8F8-0B/1T �� �- QUANTITY OF #5 REBAR AT TOP O 8RF14-1B/1T _ ``'�- —NOMINAL HEIGHT °0 8F16-1B/1T NOMINAL WIDTH �- 8RF14-TYPE DESIGNATION OB/1T _ O STANDARD LINTELS CLEAR OPENING 8" UNFILLED 8F8-1 B / 8F8 -OB 8F16-1 B / 8F16 -0B 8F24-1 B / 8F24 -OB 8F32-1 B / 8F32 -0B 1'-6" 2231 3069/3069 6113/6113 8974/8974 10000 / 10000 2'-2" 1783 3069/3069 6113/5163 8974/8054 10000 / 10000 2'-8" 1343 2693/2561 6113/3820 8974/5961 10000/8107 3'-2" 1217 2165/1969 6113/2931 8672/4576 10000/6224 3'-4" 1006 1663/1349 5365/1999 7342/3123 10000/4249 4'-0" 860 1651/1349 5365/1999 7342/3123 10000/4249 4'-6" 710 1423/1105 4360/1631 6036/2549 8328/3470 5'-2" 570 1232/1232 3480/2580 8360/3586 8825/4592 6'-2" 488 991/991 2661/2143 5681/2698 6472/3685 7'-0" 416 752/699 1843/1625 3486/2602 6390/3302 8'-0" 354 726/699 1843/1625 3486/2255 6205/2885 9'-2" 315 618/535 1533/1247 2781/1946 4754/2489 10'-0" 292 567 / 454 1366 / 1277 2423 / 1770 4006 / 2263 10'-8" 277 492/352 1254 / 1132 2193/1567 3552/200 . 3 11'-2" 255 471/352 1075/1075 1838/1567 2883/2003 12'-0" 239 418/297 1075/1045 1838/1446 2883/1848 12'-8" 0 369/261 1002/984 .1697/1361 2630/1738 13'-4" 0 328/0 1234/0 1779/0 2662/0 14'-0" 0 292/0 1160/0 _ 1660/0 2439/0 16'-0" 0 284/0 950/0 1379/0 1997/0 18'-0" 0 211/0 750/0 1177/0 1676/0 18'-8" 0 142/0 598/0 1114/0 1468/0 20'-0" 0 180/0 598/0 1024/0 1441/0 20'-8" 0 145/0 550/0 981/0 1376/0 22'-8" 0 110/0 450/0 824/0 1147/0 RECESSED LINTELS -FILLED 8R14-1 B/8R14-0B 3725/3280 3343/3280 2769/2769 2769/1716 2121/1716 1761/1761 1539/1539 1334/1334 1152/1152 THAN 32", USE ON CHART, ALWAYS BE FILLED. 8R22-1 B/8822 -OB 5499/5421 4933/4933 4085/4085 4085/2839 3127/2839 2595/2595 1329/2267 1964/1552 1694/1552 VALUES FOR 32" DEEP HEADER USE THE VALUES FOR THE NEXT DEPTH WALL LEGEND DOWN. CLEAR OPENING 8R6-1 B/8R6-OB 2'-4" 1694/1694 2'-8" 1425/1425 3',0" 1230/1230 3'-4" 1081/920 41-411 846/833 5'-4" 664/572 _ 6'-4" 526/ 434 7'-4" 480/322 8'4" _ 415/235 N' 1) FOR HEADER DEPTHS DEEPER 2) FOR HEADER DEPTHS NOT LISTED 3) POWERS STEEL LINTELS MUST O 8F16-0B/1T _ 1-1/2" CLEAR 12'-8" 3'-0" T -O-"- a�N O MIN. 16'-0" 0 I' '' - I -- gllllll;111�� . .......... _E11111IL-1 "--- __ I I— N J c0 W O 8F20-1B/1T = 9'-4" T.O.M. = INTERIOR/EXTERIOR BEARING WALL (OR LINTEL O 8F20-0B/1T = HATCH IF REFERENCED ON SHEET ¢w KNEEWALLS S4). VERIFY HEIGHT W/ , TOP @ J 0 8RF22-1B/1T ARCHITECTURAL PLANS O -- 8F24-1B/1T U.N.O. #5 REBAR AT TOP MIN. (1) REQ'D Q z (D 8RF22-0B/1T ' O 8F24-0B/1T W ") 8RF30-1B/1T (�� "^ O 8F32 -113/1T O 8RF30-013/1T = �� O 8F32 -0B/1T O 8F38 -1 B/1T - I-- ?< °~o U O F- L9C7 (.:.-/ 8F12 -1 B/OT O 81`40 -1 B/1 T NOMINAL WIDTH O 8F28 -1 B/1 T O 8F40 -0B/1T I' '' - I -- gllllll;111�� . .......... _E11111IL-1 "--- __ I I— N J c0 W C) N J (7 Qw ¢w e 0 S Z J z_ a• i' #5 REBAR AT TOP MIN. (1) REQ'D Q z z00 \_ ' ori W = _ • Z W W (�� "^ . �Z , O = �� ua 6 Z - I-- ?< °~o U O F- L9C7 a 7-5/8" ACTUAL 8" NOMINAL WIDTH FILLED #5 REBAR AT TOP MIN. (1) REQ'D C.M.U, GROUT #5 REBAR AT BOTTOM OF LINTEL CAVITY BOTTOM REINFORCING PROVIDED IN LINTEL (VARIES) 1-1/2" CLEAR #5 REBAR AT TOP MIN. (1) REQ'D TOP KNOCK OUT/ LINTEL BLOCK COURSE #5 REBAR AT BOTTOM MIN. (1) REQ'D 16 GA. POWERS STEEL BOXED LINTEL SAFE LOAD TABLE NOTES 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING. 2. 0 = NOT RATED. 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF SUPPORT. 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 9, ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. I" �vlLl�/Nc 1/8"=1 1-011 SANT ORD R �hi1� �; COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. N J c0 W C) N Z ¢w Cn 0 S Z J z_ a• i' #5 REBAR AT TOP MIN. (1) REQ'D Q z D \_ C.M.U. W Z W W ae'... ❑_F- , O ua 6 Z - I-- ?< °~o U O F- L9C7 a CC) Q O � J -,� ""----BOTTOM REINFORCING PROVIDED 7-5/8" ACTUAL IN LINTEL (VARIES) 8 NOMINAL WIDTH POWERS STEEL UNFILLED 1-1/2" CLEAR #5 REBAR AT TOP MIN. (1) REQ'D TOP KNOCK OUT/ LINTEL BLOCK COURSE #5 REBAR AT BOTTOM MIN. (1) REQ'D 16 GA. POWERS STEEL BOXED LINTEL SAFE LOAD TABLE NOTES 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING. 2. 0 = NOT RATED. 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF SUPPORT. 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 9, ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. I" �vlLl�/Nc 1/8"=1 1-011 SANT ORD R �hi1� �; COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. N J c0 W C) N Z Cn 0 S Z J a• i' D W Z W W ae'... ❑_F- ua - I-- ?< °~o U O F- L9C7 a CC) Q O � J I— a � 7-5/8' A AL 8" NOMINAL WIDTH POWERS STEEL 1-1/2" CLEAR #5 REBAR AT TOP MIN. (1) REQ'D TOP KNOCK OUT/ LINTEL BLOCK COURSE #5 REBAR AT BOTTOM MIN. (1) REQ'D 16 GA. POWERS STEEL BOXED LINTEL SAFE LOAD TABLE NOTES 1. ALL VALUES BASED ON MINIMUM 4" NOMINAL BEARING. EXCEPTION: SAFE LOADS FOR UNFILLED LINTELS MUST BE REDUCED BY 20% IF BEARING LENGTH IS LESS THAN 6-1/2". SAFE LOADS FOR ALL RECESSED LINTELS BASED ON 4" NOMINAL BEARING. 2. 0 = NOT RATED. 3. SAFE LOADS ARE TOTAL SUPERIMPOSED ALLOWABLE LOAD ON THE SECTION SPECIFIED. 4. SAFE LOADS BASED ON GRADE 40, GRADE 60 MAY BE USED WITHOUT WRITTEN APPROVAL FROM EOR 5. ADDITIONAL LATERAL LOAD CAPACITY CAN BE OBTAINED BY THE DESIGNER BY PROVIDING ADDIONAL REINFORCED MASONRY ABOVE THE PRECAST LINTEL. 6. ONE #7 REBAR MAY BE SUBSTITUTED FOR TWO #5 REBARS IN 8" LINTELS ONLY. 7. THE DESIGNER MAY EVALUATE CONCENTRATED LOADS FROM THE SAFE LOAD TABLES BY CALCULATING THE MAXIMUM RESISTING MOMENT AND SHEAR AT D -AWAY FROM THE FACE OF SUPPORT. 8. FOR COMPOSITE LINTEL HEIGHTS NOT SHOWN, USE SAFE LOAD FROM NEXT LOWER HGT. 9, ALL SAFE LOADS IN UNITS OF POUNDS PER LINEAR FOOT. I" �vlLl�/Nc 1/8"=1 1-011 SANT ORD R �hi1� �; COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. LLi ai vv0ovvnvv���jjr �j� 00 � o oma' " Uj Wi J �Q z �vdec:r�aocvvv {,�°a U-41 .J Q H z W W C) N Z Cn 0 D W O01� ua W O O U z O ❑ o z d r. o CnUrO_,i W J 6J r r• Z O O 0 W 06WZ��� a r d- ra0 ❑ °- W � ZU�❑(aoo c� �1cno 0 1 U ❑ ❑ �¢OOIL IL� cin U) z W o < U) z E iLU W o LU 0 lrn -- J VJ `� CL �. Wc N � z O W N Z O U LTJ W LLj `- W CK - \ LLi ai vv0ovvnvv���jjr �j� 00 � o oma' " Uj Wi J �Q z �vdec:r�aocvvv {,�°a U-41 .J Q H z W C) N Z 0 D W ua W O U z o z d r. o CnUrO_,i W J 6J r r• J OwcN E 06WZ��� a r ZU�❑(aoo c� �1cno 0 �¢OOIL IL� cin U) z W o < U) z E <e O<WZO UhLL O E lrn -- J VJ `� CL �. Wc N � z O W N Z O U LTJ LLj W W ®, U) N' U EJ -1 z _ ® � L!� 11 O > W L U W W W � O CWC)Z BLDG DESIGN: --- STRUCTURALENG: MCD DRAFTING: -DESIGN: --- -STRUCT: DJ/JW QC CHECK: MRB JOB No. PSQ-2171538 SCALE: AS INDICATED DATE: 08/30/17 S4 B2x8, TOP @ I I' HANGER TO KNI EA. END PER BE SCHEDULE SCHEDULE _0 WALL LEGEND = 9'-4" T.O.M. = HATCH INDICATES KNEEWALL, TOP @ 1 l'-4" 0 STRUCTURAL ENG: ❑ = INTERIOR/EXTERIOR Fy O L -' � IF REFERENCED ON SHEET v y ! V L, V -4 V DATE: V - zUI—❑Om O W Z L ® I-- cn f-- - O Cil , e E1 E Cil �Z~� �0 z 0 Or- 0 U W OT LILQ Q O n. LL ~ N J O WLL N Q C_ w O O �- O C C_ C_ cJ, co CJ3 W FO CJ3 U) V, D 0 H-9 ZJ �>_ �9L to C� ti CJ5 0 > uJ 3: W (1) CJ5 W W� 1 C I c) W Z ty- A5 n. IM �1 FO A4 - D Li A3 A2 M91 Li JMAI ANAl _T X I� o 0 �I I�--� Al Al ® Al Al Al 1 I M Al Al Al --------- I AI I A6 it11 A --------- I ��� A7 I I o I Ilo IIS II O II A9 n 2x4 SYP #2 BLOCKING @ 16" O.C. ATTACH EACH END TO A10 __ TRUSSES W/ (3) 12d TOE -NAILS. — ATTACH BLOCKING TO WALL BELOW W/ SIMPSON DTC CLIP Al 1 I CJ341 n l 01131 2 G.. C.. Cil �C� n 4' BW2 BW1 1 FT1 > ;B1 CJ n carr c`i, C7 I J 4 � Q 131 FO y FO y D D S14 - M CJ36 s5 B1 CJ3A BW2 18 A C2 1 DO B2 @ 24" O.C. SDI CI II A 18 B3 _EWALLrCJ3 AM A CJ3A F1 ��i D FO CJ4 CJ5 FO W N w D y y CJA fjV� D 6J ;? - — _ — CJ3 CJ3 ui cn 18 A 18 A D C_ w CJ1 B2x8, TOP @ 11'-4" J1 - HANGER TO KNEEWALL ` 4` n EA. END PER BEAM 3 SCHEDULE _0 WALL LEGEND = 9'-4" T.O.M. = HATCH INDICATES KNEEWALL, TOP @ 1 l'-4" WATERPROOFING BY BUILDER p a SEE ROOF SHEATHING, w PLAN _ NAIL PER PLAN 0 O �- 2x SYP#2 BLOCKING Q EXTERIOR SHEATHING — NAIL PER PLAN CRICKET PER ARCH PLANS BY BUILDER 2x SYP#2 BLOCKING W/ (3) 10d TOENAILS EA. END. W/ (3) 1 O TOENAILS EA. END. PRE-ENGINEERED ROOF TRUSS WITH RAISED HEEL- SEE FRAMING PLAN FOR SPACING . 2x BRG WALL, SEE ----- �- PRE -ENG. ROOF PLAN FOR STUD SIZE & TRUSS PER PLAN SPACING. ` SEE PLAN FOR CONNECTION NS14A SECTION @ DOUBLE BEARING W/ RAISED HEELS 3/4" = T-0" AM Uj U) IL c� z Q O ❑ Z LU 2 H Z U) O H ❑ w z O w ❑ U) U-1 ❑ U U) J H Z LU ❑ U) -r- NOTE: SEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. 1/4"=1f_011 W 0 0 O Q Cr W U Z 0W O o U) ❑ W W < c� a U❑ ❑ W O Q 0 4 W >0 1_' + --- STRUCTURAL ENG: ❑ = INTERIOR/EXTERIOR Fy O BEARING WALL (OR LINTEL � IF REFERENCED ON SHEET w S4). VERIFY HEIGHT W/ M ARCHITECTURAL PLANS L, U.N.O. O WATERPROOFING BY BUILDER p a SEE ROOF SHEATHING, w PLAN _ NAIL PER PLAN 0 O �- 2x SYP#2 BLOCKING Q EXTERIOR SHEATHING — NAIL PER PLAN CRICKET PER ARCH PLANS BY BUILDER 2x SYP#2 BLOCKING W/ (3) 10d TOENAILS EA. END. W/ (3) 1 O TOENAILS EA. END. PRE-ENGINEERED ROOF TRUSS WITH RAISED HEEL- SEE FRAMING PLAN FOR SPACING . 2x BRG WALL, SEE ----- �- PRE -ENG. ROOF PLAN FOR STUD SIZE & TRUSS PER PLAN SPACING. ` SEE PLAN FOR CONNECTION NS14A SECTION @ DOUBLE BEARING W/ RAISED HEELS 3/4" = T-0" AM Uj U) IL c� z Q O ❑ Z LU 2 H Z U) O H ❑ w z O w ❑ U) U-1 ❑ U U) J H Z LU ❑ U) -r- NOTE: SEE PAGE S5.1 FOR NOTES AND CONNECTOR LEGEND COPYRIGHT MCD 2015: The information contained in this document is copyrighted and is the exclusive property of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC. Any use, duplication, or transfer of these documents without the expressed, written consent of MONTA CONSULTING & DESIGN, OF WMR & ASSOCIATES, LLC is strictly prohibited. 1/4"=1f_011 W 0 0 O Q Cr W U Z 0W O o U) ❑ W W < c� a U❑ ❑ W O Q 0 4 W >0 1_' + BLDG DESIGN: --- STRUCTURAL ENG: MCU DRAFTING: -DESIGN: CD r W0�Q� -STRUCT: 1 QC CHECK: J �COOIW—�I o JOB No. PSQ-2171538 SCALE: i- Z 0 .. W � a `—��Uj7 DATE: 08/30/17 zUI—❑Om O W Z ® I-- cn f-- - O �QOO8) �Z~� �0 z 0 Or- 0 U W OT LILQ Q O n. LL ~ N J O WLL N Q W O O �- O LI_I W U) 0 H-9 ZJ �>_ �9L to 0 > uJ 3: W (1) W W� C c) W Z ty- n. LL. e -- BLDG DESIGN: --- STRUCTURAL ENG: MCU DRAFTING: -DESIGN: --- -STRUCT: DJ/JW QC CHECK: MRB JOB No. PSQ-2171538 SCALE: AS INDICATED DATE: 08/30/17