S.1. Rutherford UCC & PCP. Valley Health RUCKMAN ENGINEERING, PLC FOUNDATION PLAN SCALE: 3/16" = 1'-0" C L F1 F1 F1 F1

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1 FOUNDATION PLAN SCALE: 3/16" = 1'-0" S.1

2 TOILET ARCHER K-3551 CL Low Wall Low Wall 30" High Low Wall H1 30" High 2x6 H1 H1 Ref H1 ROOF FRAMING / FIRST FLOOR PLAN SCALE: 3/16" = 1'-0" S.2

3 OVER FRAME CRICKET BEHIND PARAPET P.E. WOOD TRUSSES 3 PLY BTM CHORD PROVIDE 2x6 TRUSS BEARING ELEV. 109'-0" CEILING TILE 2x PRESSURE TREATED WOOD PLATE W/ 1/2"Ø ANCHOR BOLTS 4'-0" O.C., 12" EMBED CONC. SLAB OVER VAPOR BARRIER OVER STONE OVER COMPACTED GRADE (SEE PLAN) FTG TO BEAR ON UNDISTURBED ORIGINAL GROUND, SEE GEOTECH 12" BLOCK WALL - GROUT CELLS SOLID 48" AT BOLTS & VERTICAL REBAR 8' BRICK ± 6" 7 1/16" SECTION A-A 2" SPACE 2x6's, 16" O.C. ELEV. 117'-2" TOP OF PARAPET 2x6 SOLID BLOCKING ABOVE TRUSS BTM CHORD BETWEEN (2) 2x6 KS (2) 3" SCREWS, 2 O.C. (4 TOTAL) CRICKET FRAMING TO WALL STUDS, 2 O.C. ELEV. 111'-9 1/2" TRUSS BEARING (2) 2x6 STUDS 2 O.C., FULL HT. TO T/ PARAPET (SEE ARCH.) (3) 2x6 JS DIRECTLY BELOW 3 PLY TRUSS BTM CHORD W/ (1) 2x6 KS EACH SIDE OF JS (TOTAL OF (5) EACH ROOF TRUSS, 2 O.C.) TRUSS MANUFACTURER TO VERIFY BTM CHORD BEARING (2) 12d's, 12" O.C., BOTH SIDES, STAGGERED, 2x6 KS's TO 2x6 JS & BLOCKING, TYP. MANUF. STONE VENEER P.T. 2x6 w/ 1/2" DI x 18" LONG ANCHOR BOLT, 48" O.C. EXP. JOINT OR BOND BREAK, SEE ARCH. BTM CHORD EXTENSION TO BUMP OUT BRG WALL, SEE ROOF FRAMING PLAN SIMPSON HDU4-SDS5 - SEE FNDN. PLAN 6x6-10/10 WWM 6 MIL POLY BOND BREAK 6x6-10/10WWM GENERAL REQUIREMENTS /16" WORK PERFORMED SHALL COMPLY WITH THE FOLLOWING: C. OTHERWISE NOTED ON PLANS OR ON-SITE VERIFICATION OF ALL DIMENSIONS AND CONDITIONS SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS SUBCONTRACTORS. NOTED DIMENSIONS TAKE PRECEDENCE OVER SCALE. THE GENERAL NOTES AND TYPICAL DETAILS APPLY THROUGHOUT THE JOB UNLESS OTHERWISE NOTED OR SHOWN. DISCREPANCIES: THE CONTRACTOR SHALL COMPARE AND COORDINATE ALL DRAWINGS; WHEN IN THE OPINION OF THE CONTRACTOR, A DISCREPANCY EXISTS HE SHALL PROMPTLY IT FOR PROPER ADJUSTMENT BEFORE PROCEEDING WITH THE WORK. OMISSIONS: IN THE EVENT CERTAIN FEATURES OF THE CONSTRUCTION ARE NOT FULLY SHOWN ON THE DRAWINGS, THEIR CONSTRUCTION SHALL BE OF THE SAME CHARACTER AS FOR SIMILAR CONDITIONS THAT ARE SHOWN OR NOTED. THE DESIGNER WILL NOT BE RESPONSIBLE FOR AND WILL NOT HAVE CONTROL OVER CONSTRUCTION MEANS, METHODS, TECHNIQUES, SEQUENCES, OR PROCEDURES, OR FOR SAFETY PRECAUTIONS AND PROGRAMS IN CONNECTION WITH THE WORK, AND WILL NOT BE RESPONSIBLE FOR THE FAILURE OF THE CLIENT OR HIS CONTRACTORS, SUBCONTRACTORS, OR ANYONE PERFORMING ANY OF THE WORK, TO CARRY OUT THE WORK IN ACCORDANCE WITH THE APPROVED CONTRACT DOCUMENTS. DESIGN LOADS THESE GENERAL NOTES UNLESS SPECIFICATIONS. ALL APPLICABLE LOCAL AND STATE CODES, ORDINANCES AND REGULATIONS. IN AREAS WHERE THE DRAWINGS DO NOT ADDRESS METHODOLOGY, THE CONTRACTOR SHALL BE BOUND TO PERFORM IN STRICT COMPLIANCE WITH MANUFACTURER'S SPECIFICATIONS AND/OR RECOMMENDATIONS. ROOF DEAD LOAD ROOF SNOW LOAD CORRIDOR LIVE LOAD 20 PSF 35 PSF WIND LOAD - 90 MPH EXPOSURE "C" PER IBC CODE. 100 PSF OFFICE LIVE LOAD 50 PSF 5 1/2" SIMPSON HD9B - SEE FOUNDATION PLAN 2x6's, 16" O.C. 1/2" DI ANCHOR BOLTS 48" O,C., 16" LONG CONCRETE/FOUNDATIONS CONCRETE THE CONCRETE PROPERTIES SHALL BE AS FOLLOWS: EXT. SLABS: MIN. COMP. STRENGTH AT 28 DAYS = 3500 PSI MIN. AGGREGATE SIZE = 1/2-1 SLUMP = ±1/2" 5% TO 8% AIR ENTRAIN FOOTINGS: MIN. COMP. STRENGTH AT 28 DAYS = 3000 PSI MIN. AGGREGATE SIZE = 1/2-1 SLUMP = ±1" SLAB-ON-GRADE: MIN. COMP. STRENGTH AT 28 DAYS = 3000 PSI MIN. AGGREGATE SIZE = 1/2-1 SLUMP = ±1/2" WALL GROUT (PEA GRAVEL CONCRETE) MIN. COMP. STRENGTH AT 28 DAYS = 3000 PSI SLUMP = ±1/2" CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI-318 AND ACI 301, SPECIFICATONS FOR STRUCTURAL CONCRETE FOR BUILDINGS. ALL REINFORCEMENT, ANCHOR BOLTS, PIPE SLEEVES AND OTHER INSERTS SHALL BE POSITIVELY SECURED IN PLACE BEFORE CONCRETE IS PLACED. REINFORCING STEEL REINFORCING STEEL SHALL BE INTERMEDIATE GRADE NEW BILLET DEFORMED BARS CONFORMING TO ASTM A615, 60 KSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A-185. DETAILING, FABRICATING AND PLACING OF REINFORCEMENT SHALL BE IN ACCORDANCE WITH ACI-315 "MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES". FURNISH SUPPORT BARS AND ALL REQUIRED ACCESSORIES IN ACCORDANCE WITH CRSI STANDARDS. ALL REINFORCING BARS WHICH INTERCEPT PERPENDICULAR ELEMENTS SHALL TERMINATE IN HOOKS, PLACED 2 INCHES CLEAR FROM OUTER FACE OF ELEMENT. THE CONTRACTOR SHALL NOTIFY THE BUILDING OFFICIAL AT LEAST 48 HOURS PRIOR TO EACH CONCRETE POUR. NO CONCRETE SHALL BE PLACED UNTIL ALL REINFORCING HAS BEEN INSTALLED BY THE CONTRACTOR AND INSPECTED BY THE BUILDING OFFICIAL. 5. PROTECTIVE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS - 3" BEAMS AND COLUMNS - 2". C. WALLS - 1" AT INTERIOR FACE; 2" AT EXTERIOR FACE. D. WIRE MESH TO BE PLACED AT MID- DEPTH OF SLA 4'-0" MAXIMUM FOUNDATION FOOTING DEPTHS ARE SHOWN ON THE SECTIONS UNLESS OTHERWISE NOTED, FOOTINGS SHALL BEAR A MINIMUM OF 1'-0" INTO ORIGINAL UNDISTURBED SOIL AND A MINIMUM OF BELOW FINISHED GRADE. WHERE REQUIRED, STEP FOOTINGS TO A RATIO OF 2 HORIZONTAL TO 1 VERTICAL. WHERE CONDITIONS DEVELOP REQUIRING CHANGES IN EXCAVATIONS, SUCH CHANGES SHALL BE MADE AS DIRECTED BY THE ENGINEER. ALL FOOTINGS EXCAVATIONS SHALL BE INSPECTED BY THE BUILDING OFFICIAL PRIOR TO THE PLACING OF ANY CONCRETE. THE BUILDING OFFICIAL SHALL BE GIVEN NOTICE FOR THIS OBSERVATION. SOIL INVESTIGATION AND : ALL EARTH WORK, COMPACTION AND SUPERVISION SHALL BE DONE PER RECOMMENDATIONS OF SOIL INVESTIGATION. CONCRETE SLAB AND FOOTING CALCULATIONS ARE BASED ON A 2000 PSF VALUE. IF ON SITE TEST BORINGS INDICATE LESSER VALUES, NOTIFY ENGINEER SO THAT NECESSARY STRUCTURAL MODIFICATIONS CAN BE MADE. SLAB-ON-GRADE AREAS SHALL BE THICK REINFORCED WITH FIBERMESH AND SHALL BE PLACED ON 6 MIL. VAPOR BARRIER ON GRAVEL. ANCHOR BOLTS INSTALL AS PER MFG. RECOMMENDATIONS 12" FROM CORNERS AND INTERVALS OF NOT MORE THAN FOUR FEET. MASONRY BRICK VENEER WALL TO HAVE NON CORROSIVE METAL TIES AT 16" O.C. VERTICALLY AND HORIZONTALLY, AND WEEP HOLES 2 O.C. AT BASE FLASHING. PROVIDE AT LEAST 8" OF SOLID MASONRY UNDER CONCENTRATED LOADING CONDITIONS. MORTAR TO CONFORM TO ASTM C270, TYPE S. BARS SHALL BE LAPPED A MINIMUM OF: #4's: 20" #5's: 30" 2" 8" SPLIT FACE BLOCK W/ 2" STONE VENEER (SEE ARCH.) W/ #4's, 16" O.C., GROUT ALL CELLS SOLID CARPENTRY LUMBER GRADE ALTERING STRUCTURAL MEMBERS NO STRUCTURAL MEMBER SHALL BE OMITTED; NOTCHED, CUT, BLOCKED OUT OR RELOCATED WITHOUT PRIOR APPROVAL BY THE ENGINEER. DO NOT ALTER SIZES OF MEMBERS WITHOUT APPROVAL OF ENGINEER. BUILT-UP BEAMS BUILT-UP BEAMS OR JOISTS FORMED BY A MULTIPLE OF 2 x MEMBERS SHALL BE INTERCONNECTED AS FOLLOWS: MEMBERS 9-1/ AND LESS IN DEPTH, INTERNAIL W/(2) ROWS OF 10d's AT 12" O.C. STAGGERED, PER PLY. MEMBERS GREATER THAN 9-1/ IN DEPTH INTERNAIL W/ (3) ROWS OF 12d's, AT 12" O.C. STAGGERED, PER PLY. PIPES IN STUD BEARING OR SHEAR WALLS SPF MAY BE SUBSTITUTED, SUBSTITUTED SPECIES SHALL MEET OR EXCEED REQUIREMENTS NOTED ABOVE. MOISTURE CONTENT: ALL LUMBER 6" AND DEEPER SHALL HAVE A MOISTURE CONTENT NOT GREATER THAN 20%, AIR DRIED LUMBER IS DESIRED BUT NOT NECESSARY. LUMBER MAY BE KILN DRIED, HOWEVER DRYING PROCESS MUST BE SLOW AND REGULATED TO CAUSE A MINIMUM AMOUNT OF CHECKING, COMPARABLE WITH AIR DRIED STOCK. ALL EXTERIOR LUMBER AND LUMBER IN CONTACT WITH MASONRY OR CONCRETE SHALL BE PRESSURE PRESERVATIVE TREATED IN ACCORDANCE WITH AWPA STANDARDS. BOLTS IN WOOD FRAMING ALL LUMBER SHALL BE, UNLESS OTHERWISE NOTED, NO. 2 GRADE. SPF WITH THE FOLLOWING MINIMUM ALLOWABLE STRESSES AND MODULUS OF ELASTICITY: ALL BOLTS IN WOOD FRAMING SHALL BE STANDARD MACHINE BOLTS WITH STANDARD MALLEABLE IRON WASHERS OR STEEL PLATE WASHERS. STEEL PLATE WASHER SIZES SHALL BE AS FOLLOWS: EACH BOLT HOLE IN WOOD SHALL BE DRILLED 1/16" LARGER THAN DIAM. OF BOLT. FOR SILL BOLTS, SEE TYPICAL DETAILS. C. D. EXTREME FIBER STRESS: Fb = 875 PSI HORIZONTAL SHEAR: Fv = 175 PSI COMPRESSION PERPENDICULAR TO GRAIN: Fc = 425 PSI. MODULUS OF ELASTICITY: E = 1,400,000 PSI. 1/2" AND 5/8" Ø BOLTS - 2-1/ SQ. x 5/16". 3/ Ø BOLTS - 2-5/8" SQ. x 5/16". NOTCHES OR BORED HOLES IN STUDS OF BEARING WALLS OR PARTITIONS SHALL NOT BE MORE THAN ONE-THIRD THE DEPTH OF THE STUD. WHEN STUD IS CUT OR BORED IN EXCESS OF THE ABOVE IT SHALL BE NOT MORE THAN ONE-THIRD DEPTH. DRAFT STOPPING - SEE ARCH. 1 1/2" BRIDGING AND BLOCKING 5. BLOCK ALL STUD WALLS AT MAXIMUM INTERVALS OF EIGHT FEET WITH A MINIMUM OF TWO BY SOLID MATERIAL WITH TIGHT JOINTS. PROVIDE 2 BY FIRESTOPS AT NAILING MID-POINT OF STUD WALL. PLYWOOD / OSB 6. FIRE STOPPING SHALL BE PROVIDED TO CUT OFF ALL CONCEALED DRAFT OPENINGS (BOTH VERTICAL AND HORIZONTAL) IN THE FOLLOWING LOCATIONS: IN ALL STUD WALLS AND PARTITIONS INCLUDING FURRED SPACES AT FLOOR AND CEILING LEVELS AND NOT MORE THAN 10'-0" APART. BETWEEN STAIR STRINGERS AT TOP AND BOTTOM AND BETWEEN STUDS IN LINE WITH STAIR RUN. FIRESTOPS, WHEN OF WOOD, SHALL BE 2" NOMINAL THICKNESS AND MAY BE MADE OF GYPSUM BOARD, CEMENT ASBESTOS, MINERAL WOOD OR OTHER NONCOMBUSTIBLE MATERIAL. PARTITIONS ALL PLYWOOD SHALL BE DOUGLAS FIR AND SHALL BE MANUFACTURED AND GRADED IN ACCORDANCE WITH "PRODUCT STANDARD P-1-66" FOR SOFT PLYWOOD - CONSTRUCTION AND INDUSTRIAL. EACH PLYWOOD SHEET SHALL BEAR THE "APA" GRADE TRADEMARK. ALL END JOINTS SHALL BE STAGGERED AND SHALL BUTT ALONG THE CENTER LINES OF FRAMING MEMBERS. THE FACE GRAIN OF THE PLYWOOD SHALL BE LAID AT RIGHT ANGLES TO THE JOISTS AND TRUSSES AND PARALLEL TO THE STUDS. NAILS SHALL BE PLACED 3/8" MINIMUM FROM THE EDGE OF THE SHEETS. THE MINIMUM NAIL PENETRATION INTO FRAMING MEMBERS SHALL BE 1-1/2" FOR 8d NAILS AND 1-3/8" FOR 10d NAILS. OSB SHALL BE APA RATED SHEATHING. ALL NAILING SHALL COMPLY WITH IBC CODE, LATEST EDITION AND ALL STATE AND LOCAL BUILDING CODES. FIRE STOPPING LAP TOP PLATES AT CORNERS AND INTERSECTIONS. WOOD ROOF TRUSSES TIMBER TRUSSES SHALL BE DESIGNED IN ACCORDANCE WITH N.Fo.P. STANDARDS. CALCULATIONS, JOINT STRENGTH INFORMATON (ALLOWABLE LOAD PER SQUARE INCH OR PER PER NAIL, ALLOWABLE EDGE DISTANCE, ALLOWABLE END DISTANCES) LOAD TEST DATA AND OTHER INFORMATION AS NECESSARY SHALL BE SUBMITTED TO LOCAL AUTHORITIES FOR APPROVAL PRIOR TO FABRICATION. EACH TRUSS SHALL BE SECURED AT BEARING WITH ONE "SIMPSON" OR EQUIVALENT FRAMING ANCHOR AT EACH END. TRUSS DESIGN SHALL BE CERTIFIED BY A PROFESSIONAL ENGINEER REGISTERED IN THE GOVERNING JURISDICTION. TRUSS DIAGRAMS SHOW DESIGN INTENT ONLY. TRUSS MANUFACTURER TO VERIFY ALL SPANS, DIMENSIONS, PITCHES, ETC. AND SUBMIT SHOP DRAWINGS TO ENGINEER PRIOR TO FABRICATION. 1'-0" CORR. PERFORATED DRAIN TILE UNDER WASHED STONE & FILTER FABRIC #4's, 48" O.C. 32" FTG TO BEAR ON UNDISTURBED ORIGINAL GROUND, SEE GEOTECH 1'-0" 8" BLOCK WALL - GROUT ALL CELLS SOLID #4's, 16" O.C. 32" 3 #4's CONTIN. BOTTOM CHORD OF ROOF TRUSS 7/16" OSB w/8d's, 3" O.C. SIMPSON A35's, 12" O.C. FTG TO BEAR ON UNDISTURBED ORIGINAL GROUND, SEE GEOTECH SECTION B-B 3 #4's CONTIN. ENLARGED CONC FOOTING, SEE PLAN SECTION C-C 3 PLACES 12" 3 #4's, CONTIN. MID-DEPTH FTG TO BEAR ON UNDISTURBED ORIGINAL GROUND, SEE GEOTECH 3'-0" SECTION D-D #4's, 16" O.C. 36"x12" CONC. FOOTING CONTIN. 7/16" 3 1/2" SECTION E-E S.3

4 WINDOW HEADER SEE PLAN 2x4's 2'-3" 2x4 BLOCKING W/ SIMPSON A34's OR HANGERS TO TRUSS BTM CHORDS 2x4 HANGERS 2x6's x4 2 OC 2x6's 1'-6" SIMPSON HURRICANE CLIPS, EACH TRUSS 3'-6" 2x4's (3) 11 7/8" LVL ELEV. 111'-9 1/2" TRUSS BEARING 1'- (2) 3 5/8" LEDGER LOKS, EACH TRUSS ELEV. 110'-9 5/8" BEAM BEARING x4 HANGERS 1'-6" SIMPSON HURRICANE CLIPS, EACH TRUSS (3) 11 7/8" LVL 3'-6" 3/16" TITEN 8" OC P.T. 2x8 PL W/ 1/2" Ø 8" OC, TYP (2) 3 5/8" LEDGER LOKS, EACH TRUSS 1'- ELEV. 109'-0" CEILING TILE 1'-6" 8'-8" 10 1/2" (2) 3 5/8" LEDGER LOKS, EACH HANGER 7/16" OSB SHEATHING 2x6 WOOD STUDS AT 16" O.C. (U.N.O.) 4'-0 3/8" 1'-0 3/8" EXTERIOR LIGHT SIMPSON, EACH 2x4 TO CONTIN 2x4 2x6's (2) 3 5/8" LEDGER LOKS, EACH HANGER 1'-0 3/8" 2x4 12" OC 8" BLOCK 2x2x10'-8" (ABV GRADE) CMU W/ (8) #5's VERT & W/ BRICK VENEER SIMPSON, EACH 2x4 TO CONTIN 2x4 8'-8" 8'-8" 1/2" GWB 2x6 PRESSURE TREATED WOOD PLATE W/ 1/2" Ø ANCHOR 48" OC BRICK VENEER BRICK TIES PER SPECS. 6'-8" ELEV. 102'-8" WINDOW SILL 6'-8" CONC SLAB OVER VAPOR BARRIER OVER STONE OVER COMPACTED GRADE #4 48" OC (8) #5 DOWELS 45 DEGREE POUR-OVER RIGID INSUL. GROUT FILLED 8" BLOCK 12" BLOCK 48" 12" BLOCK 2x12" WALL FTG W/ (3) #4's CONTIN 34 #4 48" OC CORR. PERFORATED DRAIN TILE UNDER WASHED STONE & FILTER FABRIC FOOTING TO BEAR ON ORIGINAL UNDISTURBED GROUND, SEE GEOTECH CORR. PERFORATED DRAIN TILE UNDER WASHED STONE & FILTER FABRIC FOOTING TO BEAR ON ORIGINAL UNDISTURBED GROUND, SEE GEOTECH SECTION G-G SECTION H-H 4'-6"x4'-6"x1'-3" FTG W/ (6) #4's EW, 3 " CLR FROM BTM S.4

5 ELEV. 110'-8" BEARING HEIGHT ELEV. 118'-6" TOP OF PARAPET ELEV. 113'-6" PT BLOCKING 7/16" OSB SHEATHING PRECAST BAND HEIGHT PRE-MANUFACTURED CANOPY 4'-0" X 9'-0" 2" THIN SONE VENEER 6x8 VERT, FULL CANOPY BRACKET, 2 PLACES (1) 3/ Ø THROUGH BOLT, TYP 2x6 PL 12" OC TO LVL (3) 11 1/ LVL, CONTIN 4'-0" MAXIMUM (x 9'-0" LONG), DBL TOP PL TO LVL 30 2x12 LEDGER W/ (3) LEDGELOK 12" OC TO STUDS CANOPY BRKT BY OTHERS SLOPE TO SCUPPER (2) 2x12 KICKER, (1) EACH SIDE OF 6x8 VERT 1 OC TO STUDS DROP CEIL., SEE ARCH. 7/16" OSB ROOF SHEATHING 2x12 12" OC SIMPSON HURRICANE CLIPS EACH CLG JOIST 2x12 CEIL. JOIST PRE-MANUFACTURED CANOPY ELEV. 110'-8" 4'-0" X 9'-0" BEARING HEIGHT ELEV. 118'-6" TOP OF PARAPET ELEV. 113'-6" PT BLOCKING 7/16" OSB SHEATHING PRECAST BAND HEIGHT 2" THIN STONE VENEER 6x8 VERT, FULL CANOPY BRACKET, 2 PLACES (1) 3/ Ø THROUGH BOLT, TYP (3) 11 1/ LVL, CONTIN CONNECTION OF CANOPY BY OTHERS 2x6 PL 12" OC TO LVL 4'-0" MAXIMUM (x 9'-0" LONG) 2x6 PL 12" OC TO LVL 30 1'-4 1/2" 11" 5 1/2" 1'-2" 3'-0" SLOPE TO SCUPPER 2x12 LEDGER W/ (3) LEDGELOK SCREWS TO STUDS 2x12 LEDGER W/ (3) LEDGELOK SCREWS TO STUDS KICKERS, 2 PLACES) CANOPY BRKT BY OTHERS (2) LEDGERLOK SCREWS, TYP 7/16" OSB ROOF SHEATHING 2x12 12" OC 2x12 CEIL. JOISTS 2 OC 1'-0" 2x6 12" OC 2 OC (3) 2x10 HDR (2) LEDGERLOK SCREWS, TYP 2x6 PL W/ TO (3) 2x10, T&B 2x6's (2) 2x12 KICKER, (1) EACH SIDE OF 6"x8" VERT SIMPSON 2 OC, STAGGERED, TYP 2x4 HANGERS DROP CEIL., SEE ARCH. 8" CMU 3'-11" SQ 1/2" Ø 16" OC, 12" EMBED, FRONT ENTRY 6" STOREFRONT SYSTEM 6x6-10/10 WWM 6x6-10/10 WWM 16" OC 16" OC SOLID GROUT ALL CELLS 1 2 THK'D INT WALL #4 DOWEL W/ LEG INTO 16" OC 3 5'x5'x1'-3" FTG W/ (6) #4's T&B #4 DOWEL W/ LEG INTO 16" OC 8" CMU 3 6" CMU BETWEEN ENTRY PIERS 2x12" WALL FTG W/ (3) #4's CONTIN SECTION SECTION J-J S.5

6 PERPENDICULAR BULKHEAD: (1) SIMPSON H5 CLIP, EACH TOP PLATE TO EACH TRUSS BOTTOM CHORD PARALLEL BULKHEAD: (1) 2x4 BLOCKING (EXIST.) W/ (2) NEW SIMPSON A21 CLIP ANGLES TO EACH TRUSS BOTTOM CHORD & (1) SIMPSON CLIP EACH TOP PLATE TO EACH 2x4 BLOCKING. ELEV. 118' - 6" TOP OF WALL ELEV. 116'-6 3/ T/ RAFTER T/ RAFTER, TYP 12" OC TO STUDS 2x12 12" OC SCREWS TO STUDS KICKERS, 2 PLACES) 7/16" OSB ROOF SHEATHING 2x12 CLG JOISTS DETAIL F TYP 2 LOCATIONS 12" OC TO STUDS SLOPE TO SCUPPER SCREWS TO STUDS KICKERS, 2 PLACES) SCUPPER OVER BUILD FOR CRICKET TRUSS SUPPLIER TO PROVIDE ADDITIONAL ROOF EACH 2x12 KICKER, 4 PLACES, W/ 550 lb CONCENTRATED HORIZ BOLTED CONNECTION GIRDER TRUSS, SEE PLAN ELEV. 113'-6" BOTTOM OF PRECAST 30 (2) 2x12 KICKER, (1) EACH SIDE OF 6x8 VERT, 2 PLACES ELEV. 110'-8" BOTTOM OF WALL (3) 11 1/ LVL W/ 2x6 PL, T&B (3) 2x10 DROP CLG, SEE ARCH. (3) 11 1/ LVL W/ 2x6 PL T&B (2) 1/2" Ø BOLTS EACH KICKER TO ROOF TRUSS TOP CHORD, 4 PLACES CONNECTION OF HIP MONO-TRUSS TO GIRDER TRUSS, BY OTHERS 45 BULKHEAD: (1) SIMPSON H7Z STRAP EACH 2x4 STUD TO EACH TRUSS BOTTOM CHORD. - STAGGER ADJACENT CLIPS EACH SIDE OF TOP PLATE, TYP. DETAIL 'L' - BULKHEAD ATTACHMENT SCALE: 1/2' = 1'-0" NURSE'S STATION (RECEPTIONIST AREA SIMILAR) - PROVIDE 1/2" GB, BOTH SIDE OF BULKHEAD W/ FASTERNERS MIN OF 6" OC, BOTH TOP & BOTTOM PLATES OF BULKHEAD, TYP. SECTION K-K SCALE: 1/2' = 1'-0" S.6