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HomeMy WebLinkAboutFOOTING & FOUNDATION -13-00337-13-00340 - Windsor Manor Aptsz w A z ❑ U z w oz w I D ❑ v Ld z ❑ Q w w u D Q cl w a w z z U W I u U. w LL 0 w 0- ❑ 0� n w I i- z z w 0� Ld u a Ld 0 L ❑ V) z w y D (A z L2 ❑ LL w I z ❑ 0 L) w 0 w 0 0, INN, ---- ----- - NY A F-li i I I REXBURG IDAHO ARCHfT-E-CT GENE RAL UONTRACTOR STFRUCT. ENGINEER _ CIVIL ENGINEER HVAC/PLUMBING ELECTRICAL KEN HARRIS ARCHITECT HEADWATERS CONSTR. CO. DUNN ASSOC., INC. HARPER LEAVITT ENGINEERING ENGINEERED SYSTEMS ASSOCIATES PAYNE ENGINEERING INC PROVO UTAI-f REXBURG IDAHO SLC UTAH IDAHO FALLS IDAHO POCATELLO IDAHO POCATELLO IDAHO 4 • 9/181/20 1 ", ('a 1, F SEE PLAN ROCK PROFILE AS OF: SEPTEMBER 9, 2013 PRELIMINARY FOR BUDGET PURPOSES ONLY JOB NO: 2013-2654 IDATE: SEPTEMBER 9. 2012 SHEET NO. 1 :D co X W cr_ 1 O( SHEETS BASIS OF BEARING BENCHMARK A CITY OF IDAHO FALLS PUBLISHED BENCHMARK THAT IS AT THE INTERSECTION OF 17TH STREET AND RIVIERA DRIVE. A CHISELED X ON THE SOUTH SOLD ON A FIRE HYDRANT ON THE N.E. CORNER OF INTERSECTION, 2-5 FEET ABOVE GROUND. ELEVATION = 4725.72 STORM WATER REQUIREMENTS TOTAL STORAGE REQUIRED = 5663 cu. ft. STORAGE AVAILABLE = 5708 cu. ft. STORM WATER TO BE RELEASED INTO CITY E r- r--% X/ FM% N ELIMIAR T NO"' T A 1V ED"'I FO` CON Z`)"TKr"'U'CTl 0 N I C� 0 pq --n g'4 X 'q eaY 10 M e ln BDJ BDJ I BLJ JOB NO: 2013.2654 DATE: SEPTEMBER 0, 2013 SITE NOTES: REVISIONS DAI 10 INSTALL CATCH CURB AND GUTTER PER CITY OF REXBURG STD. REV 1 9-18 C2) INSTALL ADA RAMP PER CITY OF REXBURG STD. INSTALL TYPICAL 4" CONCRETE SIDEWALK PER CITY OF REXBURG STD. C4) LANDSCAPE (SEE LANDSCAPE PLAN) Know whatt below. Call before you dig. z I Cf) CL Z 0 < Q D— co x 0 Lli Cf) 0 0 Z ct� ? m SHEET NO. Cl . i z Cl A z IZ OF SHEETS__ LEGEND EXIST. FIRE HYDRANT EXIST. LIGHT POLE EXISTING WATER VALVE O EXIST. SANITARY SEWER MANHOLE CO EXISTING STORM MANHOLE -- -- --- EXIST. CURB & GUTTER PROPERTY LINE STREET CENTERLINE STREET RIGHT-OF-WAY (ROW) EASEMENT LINE EXIST. FENCE LINE UGF' EXIST. UNDERGROUND POWER S EXISTING UNDERGROUND GAS 8- SAN EXIST. SANITARY SEWER LINE PROPOSED SANITARY SEWER LINE PROPOSED WATER LINE EXIST. WATERLINE PROPOSED SANITARY SEWER SERVICEi — -- — — — — — — — — — PROPOSED WATER SERVICE OHP EXISTING OVERHEAD POWER EXISTING OVERHEAD TELEPHONE EXISTING GAS SERVICE SAW CUT LINE PROPOSED GRADE BREAK EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED CONCRETE SIDEWALK PROPOSED LANDSCAPING PROPOSED BUILDINGS PROPOSED PARKING GARAGE r- r--% X/ FM% N ELIMIAR T NO"' T A 1V ED"'I FO` CON Z`)"TKr"'U'CTl 0 N I C� 0 pq --n g'4 X 'q eaY 10 M e ln BDJ BDJ I BLJ JOB NO: 2013.2654 DATE: SEPTEMBER 0, 2013 SITE NOTES: REVISIONS DAI 10 INSTALL CATCH CURB AND GUTTER PER CITY OF REXBURG STD. REV 1 9-18 C2) INSTALL ADA RAMP PER CITY OF REXBURG STD. INSTALL TYPICAL 4" CONCRETE SIDEWALK PER CITY OF REXBURG STD. C4) LANDSCAPE (SEE LANDSCAPE PLAN) Know whatt below. Call before you dig. z I Cf) CL Z 0 < Q D— co x 0 Lli Cf) 0 0 Z ct� ? m SHEET NO. Cl . i z Cl A z IZ OF SHEETS__ F-- LEGEND co I-- EXIST. FIRE HYDRANT CL EXIST. LIGHT POLE 0 EXISTING WATER VALVE O EXIST, SANITARY SEWER MANHOLE 0 EXISTING STORM MANHOLE o .. EXIST, CURB & GUTTER PROPERTY LINE I ILI STREET CENTERLINE 0 STREET RIGHT-OF-WAY (ROW) EASEMENT LINE EXIST. FENCE LINE II uGp--- EXIST. UNDERGROUND POWER GAs EXISTING UNDERGROUND GAS 8• sAll EXIST- SANITARY SEWER LINE PROPOSED SANITARY SEWER LINE Iv PROPOSED WATER LINE r", WTR EXIST. WATERLINE PROPOSED SANITARY SEWER SERVICE -- - -- s ii PROPOSED WATER SERVICE —ollp EXISTING OVERHEAD POWER T EXISTING OVERHEAD TELEPHONE GAS EXISTING GAS SERVICE SAW CUT LINE PROPOSED GRADE BREAK EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR ............. PROPOSED CONCRETE SIDEWALK PROPOSED LANDSCAPING PROPOSED BUILDINGS PROPOSED PARKING GARAGE DRAWN BY BY DESIGN BY t ELI y -'� � mr-1 0" IV, u E r' F UTILITY NOTES: 0 0=0 1 INSTALL 6" 90" BEND 7a0 02 INSTALL 6" 45' BEND INSTALL 6" 22.5- BEND 00=04 WATER SERVICE (SEE PLUMBING PLANS FOR -SIZE) G:o =-05 INSTALL 6" WATER VALVE (—TU0–'o16–) FIRE HYDRANT ASSEMBLY PER CITY OF REXBURG STD. Q—Quo--D FDC CONNECTION SEE PLUMBING PLANS (EU-0=-08 6" FIRE CONNECTION SEE PLUMBING PLANS 00=09 INSTALL TYPE A STANDARD MANHOLE PERCITY OF REXBURG STD. INSTALL 4" SANITARY SEWER SERVICE (D 0 =-I INSTALL AREA STYLE CATCH BASIN SEE DETAIL SHEET C1 4 1! 1=2 INSTALL 2000 GALLON SEPTIC TANK SEE DETAIL SHEET ClA U01=13) INSTALL. 48" ADS SANITIT STORM PIPE Q–Q =-' 4 INSTALL 48" X 12" REDUCER CEO 0 =_1 s INSTALL 12"XI2"XI2" WYE CAW- =16) INSTALL 12" ADS SANITIT 45' BEND (R0- 1=7 INSTALL 4" CONNECTION DRAIN SEE PLUMBING PLANS Z < co I-- vj CL Z C-q w ol o < -T I ILI < CL 0 0 01-11 D x w M1q.3 Fri U) Q Z f r% I rn -- - -- s ii j�- A 4+ OF SHEETS - Mo > I DRAWN BY BY DESIGN BY CHECK BY BDJl BDJ BLJ B JOB J NO: 2013.2654 D T DATE: E: SEPTEMBER 9, 2013 REVISIONS DATE REV 1 n . . I Z < co I-- CL Z wl w ol o < -T I ILI < CL 0 0 01-11 D x w U) Q Z f r% I - SHEET NO C -- - -- s ii —/ A 4+ OF SHEETS -,-jr s I jwh 20 F— LEGEND Y-1 EXIST. FIRE HYDRANT 0- EXIST. LIGHT POLE 0 EXISTING WATER VALVE 0s EXIST. SANITARY SEWER MANHOLE EXISTING STORM MANHOLE 0 EXIST. CURB & GUTTER PROPERTY LINE < STREET CENTERLINE (D STREET RIGHT -OF -WAY (ROW) < EASEMENT LINE EXIST. FENCE LINE x w EXIST. UNDERGROUND POWER C/) 0 EXISTING UNDERGROUND GAS EXIST. SANITARY SEWER LINE PROPOSED SANITARY SEVVERLINE v* w— PROPOSED WATER LINE 5" w1p EXIST. WATERLINE — — — — — — — — — — — — PROPOSED SANITARY SEWER SERVICE — — — — — — — — — — — — PROPOSED WATER SERVICE C 1. EXISTING OVERHEAD POWER EXISTING OVERHEAD TELEPHONE EXISTING GAS SERVICE SAW CUT LINE li PROPOSED GRADE BREAK OF EXISTING MAJOR CONTOUR EXISTING MINOR CONTOUR PROPOSED MAJOR CONTOUR PROPOSED MINOR CONTOUR PROPOSED CONCRETE SIDEWALK PROPOSED LANDSCAPING PROPOSED BUILDINGS PROPOSED PARKING GARAGE NO"T A P"" P"mr"U"i IVE D F C)"N"16 ............. .......... Know whars below. Call b:efore you di,,-.. BY - DRAWN BY ESIG BY BY BDJ BDJ BLJ JOB NO: 2013,2654 DATE: SEPTEMBER 9, 2013 REVISIONS DATE REV 1 z < i ct) F- 0- Lo, LLJ ui M 0 < z T— 9 < z co (D II < —q cq V4 x w C/) 0 Z ae Ir C 1. 3 < li OF aR 1Z a. ,tt� BY - DRAWN BY ESIG BY BY BDJ BDJ BLJ JOB NO: 2013,2654 DATE: SEPTEMBER 9, 2013 REVISIONS DATE REV 1 z < i ct) F- 0- Z LLJ ui 0 < z T— 9 < < CL (D II < 0 x w C/) 0 Z < SHEET NO. C 1. 3 ClA li OF SHEETS UNIT TYPES - BUILDING 1 4-BED UNITS: I UNITS 6-BED UNITS: 8 UNITS 8-BED UNITS: 9 UNITS MANAGER UNITS: 1 UNITS TOTAL UNITS BUILDING 1: 19 UNITS TOTAL BEDS BUILDING 1- 125 BEDS 2 HOUR FIRE WALL PARALLEL PARKING ......................... UNIT TYPES - BUILDING 2 4-BED UNITS: 0 UNITS 6-BED UNITS, 24 UNITS 8-BED UNITS: 8 UNITS TOTAL UNITS BUILDING 2: 32 UNITS TOTAL BEDS BUILDING 2: 208 BEDS TOTAL BUILDINGS 1 & 2 LEVEL 90 TOTAL 4-BED UNITS:. I UNITS TOTAL 6-BED UNITS-: 32 UNITS TOTAL 8-BED UNITS-: 17 UNITS MANAGER UNITS:: I UNITS TOTAL UNITS 51 UNITS TOTAL BEDS 333 BEDS 111 STALLS 333 TOTAL BEDS = .333 STALLS/BED 30 TANDEM STALLS LEVEL 110 34 VISITOR STALLS LEVEL 120 175 TOTAL STALLS / 333 BEDS = .526 STALL/BED EXISTING APARTMENTS BUI/DLING 1 SO FOOTAGE LEVEL 90 9,446 SO FT L L LEVEL 100 12,474 SO FT LEVEL 110 11,788 SO FT LEVEL 120 12,474 SO FT TOTAL 46,182 SO FT BUIDLING 2 SO FOOTAGE LEVEL 100 0 SO FT LEVEL 110 13,732 SO FT LEVEL 120 13,7J2 SO FT LEVEL 130 13,732 SO FT LEVEL 140 -TO -AL 13,732 SO FT T 54,928 SO FT PARKING SO FOOTAGE (INCLUDES ON GRADE ADE PARKING LEVEL 90 17,474 SO FT LEVEL 100 15,160 SO FT LEVEL 110 14,567 SO FT TOTAL 47,201 _SS QF T LEVEL 910 (4 _.,...888) FLOOR PLAN SCALE: I/16"=1'-0" -1 .......... O 0 WE v I II I J IL TANDqM FARKIN T-0. T-o" 9 91-0. _T_Tj -4" 91 - 44, 18 II U-9, 36'-G" 17 1 4- -8" 10-0, -0"*' 91-9. -0, -34" 8'-4" T-0 9'-o� 5' * 0 - - _4" ___ I- - 10' 8'-8" 9 - - . -4" 9-0 , 8'4" T1 .. ..... ... II � II !) I II If it _ - - - t If LEVEL 910 (4 _.,...888) FLOOR PLAN SCALE: I/16"=1'-0" -1 .......... O 0 WE 2 HOUR FIRE WALL SCALE: 11/16"=l'-0" EXISTING APARTMENTS - - -------- IL TA DEM DARKING 9'-0" 91. 9' -0" 9' -0" it II -4" r 4 9,-0, T \_c 8'-4- 8" 4" 9'-0' 9/-0- 51-0 � L _44 - 36'-0' 32'-0" III o it I Irl ji II p I II ulp UNEXCOAUD ii 41 1 II � II I Ii 10 ----------- ----------- ........... .............. ­-------------------- ----- - ------ --------------------- ...... ............ ........... ------- -------------­--- --­------------ -------_---- ------- ----------- ---­-----_--------- ........... ............ .................. -------- -------------- ........... ld� i 1 t L N 1e 3 lY w 0 IL 0 z w z z li w Of w. z lY Q iL z 4 Gfi 17 z 3 d w 0 w z 2 HOUR FIRE WALL LF,VF,L 1 lU (4.90'8-) FLOOR PLA1` W- . $I$ ':} a ........ PARALLEL PARKING xx ; 1) Iz st N LHH CfiLCKF1) KB fJ D:11iL 9/18/12) 01") SCAT L SEE PLAN S 111: 1: 1 A 1 (,2 i- z w 0 z u z w rt 3' H w s ❑ ❑ z' H ' 3' r� 3 w z z ❑ w ❑ n q w cl 1� w ry w p1 z r Q z W 1--- ❑ w E- ❑ [Y Q w' i- LL [Y w CL ❑ ry I w i- z <1 z w w u w M L, ❑ 0 1- z w z w LZ w Q w F- ly Q IL z Q ❑' w' U z' H :3 Q a Li 0 w S F [ t1II.I�i i #3 f�t)C)F LI:V1.L E; 344' -tt , i' R 5 U k 1 7A -7" 25• d }�___- ��__� /1Y Ir ^.8 -a} 1 ;a'_7° 32' -6} 26 p" �2.. 6_5} .p 15 _7,_______W. 6 Q If i II 11 I II I ! k r "i \ f)II 1I j Fill 11 ' i Il II t l III Ic�� � � !( € II it j II , i i. k II If 1 a4 - - I T s7 - - - �_ •��' ei I_ , � _ - I I 1 f 1 1 I f 1 -- - — - - - - -- —. —.� —I{ — - -- - - -- - - - - - -. - _ -�1 _ 1kT •� .. .. III >t „.r � �.� — I - �; rrI 6 B� r i` ✓ _ 6� r'-'� •� I 1 1 I I I I I I I a jli tl >� 1 � 1 4 — .. .. _ � IF !J � r) -1 111 ' 1 [ I ✓ III if E i _<—>-- _ —1 1 ._ _ r — - - _ — --i - -- — — — — — - - -I-- — — -- — — — II u� I .: - �. { '._ \ ..: , V `:.� Z a ::..- �: If i .i.:- II II .r .� �_ t j t f 18x92 � 1 S : t li "il i � . ,. ,:�, 1,� � [_'_ ' ' ,1 , t BED � !1, .:', �•'' � �'. Ii I 1,( ° {. -1� .�,:a7�°".; f__:. .. .�. iI -; , _ -. ... ,_. .. _ _.,... _. .: -. ,I ;;''u, I _..a �. .... �j -5- i- -i-j -. I _} ( (_. II I I s° 1 yg LIVING _ ,F - -- - — . - — — 8 -- . _ g gV1 Cfl a II ALL I � 11 � II H L .� Ii n 6 ED ... L� _ ` r r 1 LJ - r6 7 l' 1 11 II R i , Ij (I u , I i � Ci it II I i iI i II j i { I I I I I I I I f I III iI k[TAININ� "WALL 25'- TS -7} 74 =7 ' I► ; 25 7� 3aa - _ - � J•_p -, l s �' r Ar IN 120 DR AWN LHH KI B DA 11; 9118120(3 CA F SEE PLAN t3Stif 1'i — N 01� m 25'- 101- 32'- 6j' 28'-4" 32'-Bi' O� Y- 0' 6,-0- 1&3� 1 6-jr 25 25 - 71- 25'- 41- A\ If if if �' - - - --� - - -- - - -- i - - -- - - - LA JJ t. . . .......... i rf t A t if 11 If If If -H 7A 1'_ IL BED —6- -RE-] V - - - - -- - - If -if r T. o0l! �4 II ' HA if ` II II I► I i 77M II i 8 II II II 6 B E iv 4j it � � , II � I[ � II '�� � T\ ' a �,_��j � I�� � ��� j, I I€ if If 118 BERL II J1 "7 E7 VTN L 71 k..- 1— 1: Z 41-11 J1 I _L_ tL IL R__O_O H IL 'OH-4 ED .,.. �.� ,r _ __� 3 - L -[��� JIB'... f 4 -. T, F J - I- J if �6 BET) 4 cl :z _M1 - L L II li II II III II 3. 12- 3 _4 1414 (E) Q) Q) LT4_2_11 I I U I I L' V11, I .aUL,L) �G ROOFLM' 8 1 R_j ff a Lf� v UL 13 0 492 R aFL'd`O PLAN SCALE- 1/16"=l'-O" . . . . . . . . . . ry �I�J CIO LEVEL 140 (4 PLAN FLOOR .) 938) SCALE 11/16"=F-O" F-PRIP, I - ---111,11 0 Y— C. ��" I l wI V JII III's LH1-f CHECKED KBFJ 9,'18/20 13 SEE PLAN J(m No Ai45 GENERAL 1. The stfuclural notes are irrended to complement the project specifications. Specific notes and details in the drawings shall govern over the structural notes and typical details, 2. Typical details and sections shall apply wheie specific details are not shown. 3, The contractor shall verify all site conditions and dimensions. If actual conditions differ from those shown in [he contract drawings, the contractor shall immediately notify the archilectilengineer before proceeding will) the ta- b6cation or construction of any affected elements, 4. Drawings shall not be scaled for the purpose of preparing shop drawings or for construction. Where dimensions on the design drawings are not provided or inferred, the contractor may scale drawings only to estimate member lengths for the purpose of bidding. 5. Changes to these Contract drawings may be made only by an authorized representative of Dunn Associates, Inc. Dunn Associates, Inc. shag not be held responsible or liable for any claims @rising directly or indirectly from changes made without written authorization by an authorized representative of Dunn Associates, Inc. 6. Omissions of conflicts between the contract drawirigs andfor specifications shall be brought to the attention of the architecVengineer belof e proceeding with any v,,ork involved. In case of conflict. follow the most stringent requirement as directed by the architectlengineef al no additional cost to the owner, 7. The contractor shall submit a written request to the archited!engineer before proceeding with any changes, substitutions, or modifications. Any work done by the contractor before f eceiving written approval will be at the contractor's risk. 8� The contractor shall coordinate vvith all trades any items that are to be integrated into the structural system such as openings. penetrations, mechanical and electrical equipment, etc. Sizes and locations of mechanical and other equipment that diffefs from those shown on the contract drawings shall be reported to the archilect/engineer, Contractor shall take measures as required to insure that construction loads shall W exceed design bads for the structure. 9. The contractor shall be responsible for means. methods, techniques, sequences, and procedures if, order to comply wilh the contract dfu, Anugs and specifications. The contractor shall provide adequate shoring and bracing as required for the chosen method of erection. Shoring and bracing shall remain in place until final connections for the permanent members are completed. The building shall not be considered stable until all connections are compleled. Walls shall not be considered self-supporting and shall be braced until the floor/root system is completed. 10. Site observations by a field representative of Dunn Associates, Inc. shall not be construed as approval of construction, the procedures, nor special inspection. 11. Detailing and shop drawing production for structural elements will require information (including dimensions) contained in the architectural, structural andlof other consultants' drawings. The structural drawings shall be used in conjunction with the architedufal and other consultant's drawings. See the Architectural Drawings for dimensions, doors, windows. non-bearing interior and exterior walls, elevations, slopes, stairs, curbs, drains, recesses, depressions, railings, waterpioafing, finishes, chamfers, kerfs, etc. 12. The Contractor my choose to submit shop drawings and submittals for review electronically. The Contractor may do this provided a minimum of one hard copy set is submitted for review. The submittal will be stamped as received by Dunn Associates, Inc. when the hard copy is received by our office. Hard copies of small submittals need not be submitted if the Contractor receives the approval for this exception by the Engineer of Record. 13. Review of shop drawing submittals by Dunn Associates, Inc. is for general compliance only and is not intended for approval. The shop drawing review shall not relieve the contractor from the responsibility of completing the project according to the contract documents. 14. Shop drawings made from reproductions of the structural drawings will be rejected unless the contractor signs a release agreement prior to the shop drawings being fevievved, The contractor may also obtain electronic files of the plan sheets after signing a release agreement. Electronic files of the detail sheets and schedule sheets will not be made available. 15� All work shall be done in accordance with OSHA requirements. Potential conflicts between these documents and 03HA requirements shall be brought to the attention of the structural engineer before proceeding with the work. - BASIS OF DESIGN 1 . Governing Building Code------------------I nte f national Building Code 2DI2 L Occupancy Category- __________1I 3. Floor Live Loads 3.1. Uniformly DistriWed Loads 3.1.1 � Private Rooms----------4O psf 3.1.2, Public Rooms & Corridors------100 psf 4� Roof Live Load (Not concurrent with Roof Snow Load) - ----- - ---- 20 psf 5. Roof Snow Load 5.1. Ground Snow Load- -_ Pig = 50 psf 5.2. Flat Roof Snow Load -_ Pf = 35 PSI 5.3. Snow Exposure Factor-------------- Ce = 1.0 5.4. Thermal Factor-- ---------- Ct = 1.0 5.5. Snow Load Importance Factor---- Is :: 1.0 6. Wind Load 6.1. Basic Wind Speed (3 Second Gust)---------- 90 mph 6,2. Wind Importance Factor----------- 1.00 63. Wind Exposure--- ______ C 6.4. Internal Pf essure Coefficient-­­­ t 0. 1 8 7� Seismic Design Criteria 7.1- Mapped S pectral Response Accele rations 7.1.1, Short Period Acceleration - ------- SS = 0.470 7.1 1 1 -Second Acceleration-------- S I = 0. 163 7.2. Spectral Response Coefficients 7.2.1. Short Period Accele rat bq--------- SDS z 0.376 7.2.2. 1-Second Acceleration-­­ SDI = 0.178 7.2. Site Class (Sol Pfofile) - C 7,3. Seismic Importance Factor----------- 1.0 7.4. Seismic Design Category------------ C 7.5, Effective Structural Se n6c VVeight_______ V1 7.6. Lateraf Force Resisting System--------- Ught-Framed Wood Walls Sheathed with Wood Structural Panels 7.6.1. Response Modification Coefficient-- Rl = 6.5 7.6.2. System Overstrength Factor-- Do = 3.0 7.6.3. Deflection Amplification Factor----- CD = 4.0 7.7.4. Design Base Shear---- VI = Cs'Vill z: 0.0578'VV1 7.8. Lateral Force Resisting System--------- Special Reinforced Masonry Shearwall 7.8.1, Response Modification Coefficient-- R2 = 5,0 7.8.2. System Overstrength Factor-­­ Do = 25 7�8.3. Deflection Amplification Factor— CD = 4.0 714 � Design Base Shear------ V2 = VI*(Rl1R2)+CsV2 :: 1.3*Vl +0.0707W2 7.9. Analysis Procedure - --- - ---- Equivalent Lateral Force - 2 Phase Analysis 8. Serviceability Criteria 8.1 � Interstory Seismic/V�find Drifl---------------�a < 0.02h (h' is story height) 8.2. Deflection Limits - ----Total----Live/Snow Floor-------------------L/360----L/480 Roof- ---.-------------L'240------U360 FOUNDAMN 1. ,Soils Report by-.------ ---------GSH Geolechnical, Inc 2. Report Number & Date:--------------- 1351-003-13 3. Soil Bearing Pressure:------------------4000 psf (Ftg �Ahdth > 4") 4000 psf (Ftg Width < 4'-O") 4� Frost Protection: __________36 inches Minimum 5. Lateral Soil Pressure Fluid Equivalent Density: 5.1. Active- ______35 pcf (retaining walls) 5.2. At Rest— ___45 pd (rigid foundation walls) 5.3. Passive---------------------250 pcf 6. Coefficient of Friction-- _______0.45 7. The soils engineer shall review all excavations and fill placement prior to placing concrete. EARTHWORK 1 . Cleari% The entire building area shall be scraped to remove the top 41' of soil including all vegetation and debris. 2. Contractor is to provide temporary shoring for excavations as required, 3. Contractor is to provide measures necessary to prevent damage to or settlement of new or existing construction and utilities on or adjacent to project site. 4. Proof rolling� The natural undisturbed soil below all footings shall be proof rolled prior to placing concrete. Remove all soft spots and replace with compacted structural fill. 5- Compacted structural fill- All !ill material shall be a well-graded granular matefial,with a nnaximum size less than 4" and with not more than IN� passing a #200 sieve. It shall be compacted to 95% of the ma&urrl laboratory density as determined by ASTM D 1557. All fill shall be tested. Compacted structufal fill shall be moisture conditioned and placed in lifts not exceeding 8" in uncompacted thickness, 6. Consult the project specifications and soils report for further earthwof k requirements, The soils engineer shall review all excavations and fill placement pficir to placing concrete. CONCRETE I . Concrete shall be supplied in accordance with ACI 318 and the following requirements: ---- --- . - ____ -_ - __ - , __ - - - � ,- -_ -_ -_ -_ ­_ I . I.. 1__­____1.­____ - � 1. ­1 - - -_ - - ­ ____ - -_ Concrete Use Comp. Strength Exposure Cement Max. VV/CM! Max. Air 1 Aggregate Slump � I Vc (psi) Classes Type I Ratio ' Flyash Content'! Size, Max. � Limit'i i i ­11-1- -1 -11 1.1­1 ­11-11 -11 I - __­ - - ­­ -11 - . - ­ --- - - L _ -,-.- . -, - __ - - t, -_ - - , , � __ , , __ � - - Exterior Footings i F1, SO, PO, CO 1. 11 0.45 i 25% 5% 1 1 1/2" 4" : - - __________ - _­­ -1 ---- "I � __­_ - - � _ -_ I ­ ­_ -_ -1 I -1 -_ ­_ � -_ -­- -1 ------------------ L___ , " ____ 1__ _ ________1___­ - - _ I � Interior Footings I FO, SO, PO, 00 1� 11 O�50 1 25% 1.5% 1 1 1/2" 5" : - - � - � � ­ - - - I _1­1 - - �. __ - - ­ . I - ­_­ ­­ - - ! i - - 5 r -_ - ' - -_ --- Foundation Walls 4500 Fil, SO, PO, C1 1� 11 0.45 1 25% % � 34' 4" ______ - - _____ � - - . I � - - I I I - �- I � � - . - I . .1 I I � ­_ � ­­­­ --- ­ -, " .1 - 1- 1. I I - , .- -_ I - 7 -- - Other Walls 4000 FO, SO, PO, CO 17 11 1] 0.45 �� 25% 1.5% I 34' 41' � I ­ - � � � __ ­__ - - - � - __ 11 __ - - - - - 4 ------- - ­_­­_­___ - - - � I - , - - - I I - - - 5-11 -_ I Interior Slabs on Grade 3500 FO, So, PO, CO L 11 � 0.45 1 25% 1.5% 1 34' . ; I I ­­ - 11111- "I I 1-1 ­11- I I "I 11 I 11 ­11.111- ___ - . - � . - - I - � __ - - - - � 4 i Normal Wt. Concrete 3500 FO, SO, PO, CO 17 11 1! - 0.45 � 25%_ * 1 ,5�/c I 34' 4" i i � 1 on Steel Deck I � I I � I ­­­ 1.1-1-1­111 11 . �-.1 - - ­1 . I � I I - . ­ I ______ - ----'- ___ - - - ___ - � - ___ - - � Site Concrete' 5000 F2, SO, PO, 02 I� 11 i � i 0,40 i 25% 6 1/c i 34' 4" � (reinforced) i � � . � I I __ - - -_ - - - --- - - , - - I - - - - t - � .1 61 1 1 -1 - � - ,- - - ­ Site Concrete' 4500 F2, SO, PO, CO 1. 11 i 0.45 I 25% % 3/4" 4" (unreinforced) i i � I ; i - I I I ­__-, __ -I,,-,,- I 11 11 I 1. - . ­ I -11-1 . - - ____ ---I- . - I - - __1 * 4000 psf for spot footings 74" and less and wall footings T-6'and less 6000 psf for spot footings T-6` and larger and wall footings T-O" and larger Table Foolnoles� a. Cement to comply with ASTM C150. Use Type V cement where required by soils report, b� Air content i 1.5%, measured at point of final placement. Air-enfraining admixtures shall complywith ASTM C260 (when used). Calcium chloride shall not be added to the concrete mix. Unfeinforced concrete stabs on grade may have calcium chloride not exceeding one percent. C. Air entrairiment shall be adjusted for the use of admixtures and fly ash. d. Slump limit i I" applies to non-plasticized concrete. Test shall be conducted prior to adding plasticizer if used. e. See civil drawings for site concrete requirements, In the absence of information, use values listed. 2, Materials unless noted otherwise: 2.1. Normal Weight aggregates----------- -ASTM C33 2.2. Fly Ash, Class F PozzoIan--------------­----ASTM C618 2.3. Reinforcing Steel 2.3.1. General-- -------ASTM 615 Grade 60 2.4. Deformed Bar Anchors (DBA) ----- -------AS TM A496 2.5. Headed Stud Anchors (HSA) --- ----AS TM A108 2.6. Anchor Bolts- See steel and/of wood section(s) of general notes. 2.7. No aluminum conduit or product containing aluminum or any other material injurious to concrete shall be embedded in concrete. 3. Reinforce composite slabs over metal deck with the following welded wire reinforcement (minimum). Welded wire reinforcement shall be placed I"to 1 1/2" below the top of the slab: 3.1. Slabs 6 1/4' or thinner 6" x 6" - V,J1AAiV1A 4. In composite slabs 6 114" or thinner, welded wiie reinforcement may be substituted with "Fibermesh Fibers" manufactured by Propex Concrete Systems Corporation, as approved by ICC ER-481 1. The rate of fiber application shall be based on ICC ER41 1, Other substitutions may be permitted if an ICC Evaluation report is approved by the Structural Engineer. Fibers above finished slab shall not be burned off. 5. The contractor shall be responsible for the design, detailing, care, placement and removal of all formwork. 5.1. Supporfing forms and shoring shall not be removed until structural members have acquired sufficient strength to safety support their ownweight and any construction load to which they may be subjected. In no case, however, shall forms and shoring be removed in less than 24 hours after concrete placement. 6� Reinforcement shall have the following concrete cover�- .----- Clear Cover 6.1, Cast-in-place Concrete 6.11. Cast against and permanently exposed to earth-----3" 6.1�2, Formed concrete exposed to earth or weathec #6 thru #18 bars----------­-----­--2" 95 and smaller bars---- ---I 1/2" 6.1.3. Concrete not exposed to weather or in contact with ground: Slabs, Walls: #1 I bars and smaller ­--4/4" 7. Construction Joints and Control Joints: 7.1. Provide a beveled 2" x 4" x continuous keyway if) all horizontal and vertical construction joints including between top of footing and foundation walls. In addition, all joints shall be intentionally roughened to a full amplitude of approximately 14'. 7.2. Control joints shall be installed in stabs on grade so the length to width ratio of the slab is no more than 1.25:1. Control joints shalt be completed within 12 hours of concrete placement. Control joints may be installed by either: 7.2.1. Saw cut with depth of 1/4 the thickness of the slab i 7.2.2, Tooled jointswith depth of 1/4 the thickness of the slab 73. Install construction or control joints in slabs on grade at a spacing not to exceed 30 times the slab thickness in any direction, unless noted othervvise, Construction joints shall not exceed a distance of 125'-O" on center in any direction. 8. Construction 8.1. Use chairs or other support devices recommended by the CRSI to support bar and tie reinforcement bars and WVIF prior to placing concrete, Wff shall be continuously supported at 36" on center maximum. Reinforcing steel for slabs on grade shall be adequately supported on precast concrete units. Liffing the reinforcing off the grade during placement of concrete is not permitted. 8.2. Contractor shall coordinate placement of all openings, curbs, dowels, sleeves, conduits, bolts, inserts and other embedded iterns prior to concrete placement. 8.3. All embeds and dowels shall be securely tied to formwork or to adjacent reinforcing prior to the placement of concrete. 8.4. No pipes, ducts, sleeves, etc. shall be placed in structural concrete unless specifically detailed or approved by the structural engineer. Penetrations through walls when approved shall be built into the wall prior to concrete placement. Penetrations wig not be allowed in footings or grade beams unless detailed, Piping shall be routed around these elements and footings stepped to avoid piping, 8.5. Reinforcing bars shall not be welded unless specifically shown on drawings. In such cases, use only AVVS standards. Do not substitute reinforcing bars for DBAs or HSAs, 8.6. Top of concrete columns shall be flush (il/4") with bottom of supported cast-in-place members, 9. Detailing: 91. Lap splice lengths shall be detailed to comply with the "Reinforcing Bar Lap Splice Schedule" contained within the contract drawings, 9.11. Do not splice stirrups and ties. Do not splice vertical bars in retaining walls unless - speCITICally shown. 9.1.2, At shearwall boundary elements and at moment frame beams to columns, lap lengths shall be increased by 25%. 91,3. Splices may be made with mechanical splices capable of 125% tension capacity of the bar being spliced. Mechanical splices shall be the positive connecting type coupler and shall meet all ACI fequirements. Use "Cadvveld", "Lenlon" Standard Couplers, "Bar-LDck" or equal with infernal protector. If mechanical splices are used, splices or couplers on adjacent bars shall be staggered a minimum of 24" apart along the longitudinal axis of the reinforcing bars. 9.2. At joints provide reinforcing dowels to match the member reinforcing, unless noted othemJse. 9.3. At all discontinuous control or construction slab on grade joints, provide (2) k4 x 48", 8.2. Contractor shall coordinate placement of all openings. curbs. dowels, sleeves, conduits, bolts, inserts and other embedded items prior to concrete placement. 8 3. All embeds and dowels shall be securely tied to formwork or to adjacent reinforcing prior to the placement of concrete. 8.4. No pipes. ducts, sleeves. etc. shall be placed in structural concrete unless specifically detailed of approved by the structural engineer, Penetrations through walls when approved shall be built into the wall prior to concrete placement, Penetrations will not be allowed in footings or grade beams unless detailed. Piping shall be routed around these elements and footings stepped to avoid piping. 8.5, Reinforcing bars shall not be welded unless specifically shown on drawings. In such cases, use only AWS standards, Do not substitute reinforcing bars for DBAs or HSAs. 8.6. Top of concrete columns shall be gush (+_14') with bottom of supported cast-in-place members. 9. Detailing: 9.1. Lap splice lengths shall be detailed to comply with the "Reinforcing Bar Lap Splice Schedule" contained within the contract drawings. 9.1.1, Do not splice stirrups and ties. Do not splice verfical bars in retaining walls unless spedfically shown. 912, At shearviall boundary elements and at moment frame beams to columns, lap lengths shall be increased by 25%, 9.1.3. Splices may be made with mechanical splices capable of 125% tension capacity of the bar being spliced, Mechanical splices shall be the positive connecting type coupler and shall meet all ACI requirements. Use "Cadweld", "LentDn" Standard Couplers. "Bar-Lock" of equal with internal protector. If mechanical splices are used, splices or couplers on adjacent bars shall be staggered a minimum of 24" apart along the longitudinal axis of the reinforcing bars. 9.2, At joints provide reinforcing dowels to match the member reinforcing, unless noted otherwise. 9,1 At all discontinuous control or construction slab on grade joints, provide (2) #4 x 48", 9.4. Provide comer bars at intersecting wall corners using the same bar size and spacing as the hof izontal wall reinforcing. 9.5, All vertical reinforcing shall be doweled to footings, or to the structure below with "he same size and spacing as the vertical reinforcing for the element above. Dowels extending into footings shall terminate with a 90' standard hook and shall extend to within 4" of the bottom of the footing. Footing dowels (#8 bars and smaller) with hooks need not extend More than 20" into footings, 9,6, See details for reinforcing around miscellaneous openings, All recesses that interrupt reinforcing shall be reinforced the same as an opening, 9.7. Reference ACI 315 for additional detailing requirements. i 10. Contractor feqU Ired to submit concrete mix design for review by the engineer prior to any placement of concrete. 11. Contractor shall fefer to and follow the recommendations in ACI 30SR for hot weather concreting and ACI 306R for coldweather concreting. 12. Construction activity or storage of materials shall not take place on newly placed concrete for a minimum of 7 days after concrete placement. POST-TENSIONED CONCRETE 1 . Fabrication and Construction shall comply with the latest edition of the following codes and standards: 1.1. ACI 3 10 Chapter 15 1.2. ACI 318 1.3. P-11 "Post-Tensioning Manual" 1 A, P-11 "Specification for Unbonded Single Strand Tendons" 1.5, PTI "Field Procedures Unbonded Single Strand Tendons" 2. Post-Tensioned strands 2.1. Post tensioning tendons shall be 112" in diameter - 7 wire strands, unbonded (sheathed), Grade 270, Low Relaxation in conformance with ASTM 416, 2.2. Supplier shall provide to the engineer for each coil or pack of strand, certificates containing heat number, chemical analysis, ultimate tensile strength, yield tensile strength at 1 % elongation, elongation at failure, modulus of elasticity. diameter and net area of strand, and type of material. Contractor shal� keep this information on file for the duration of the project. 21 Tendon friction values shall conform to the fcfloviving� 23.1. Mu----- 0,07 or less 232. Wobble Facto r-----0,00 14 per foot or less 1 Sheathing 3.1 � Tendons shall be protected from corrosion at all times by an approved coaling. The coaling shall remain ductile and free from cracks and shall not become briftle or fluid over the entire operating or anticipated range of temperatures, but shall be chemically stable, non-active. non-corrosive, and impervious to moisture. All strands shall be encased in a plastic sheathing to prevent bonding to the concrete. 12. Sheathing shall conform to section 3.2.4 of the PTI Specification. Sheathing shall be applied using a continuous extrusion process and shall have no scams. Sheathing thickness shall be 50 mils minimum. 3.3. All nicks and tears in sheathing shall be repaired with self-adhesive, moisture-proof tape of suitable thickness. Submit repair product to engineer for review prior to installation. Tape shall be spirally wrapped to provide at least two layers of tape at all points. 4. Corrosion inhibiting coating shall conform to section 3,2.5 of the PTI Specification. 5. Anchorages 5.1. Anchorages and couplings shall confoirn to section 3.2.3 of the PTI Specification. 5.2. Anchorages for post-tensioning tendons shall be designed in accordance with ACI 318 and shall have ICC approvals, A copy of the ICC test report shall accompany the shop drawings for review. 5.3. The anchorages for tendons shall be able to withstand the forces from jacking and anchorage. These are as follows: 5,31, Forces from jacking to overcome friction losses----0,94'fpy. 6. Encapsulation 5.3.2. Forces immediately after strand anchorage--4.701pu. 6.1. All posmensioned reinforcing shall be fully encapsulated and conform to the following encapsulating requirements of the PTI Specification: 6.1.1. Anchorages and Couplings- --------Section 3.2.3 6.1.2. Sheathing ---------------Section 3.2.4 6,2, Specialty designed,,,vatertight protection sleeves must be used to encapsulate the sheathing anchorage interface. Use of tape (as referenced in the PTI ni is not acceptable. 6.3. Tendon encapsulation sleeves shall have documentation submitted that demonstrates a 24-hour submerged, water-fight assembly. Dead end may be grease filled in shop. 6.4. Tendons and tendon anchorages shall be protected by an encapsulation system equivalent to the Varitech plastic coaled encapsulation system and as approved in wfiting by the structural engineer. All encapsulation tubes shall have a positive connection to the post-tensioned anchors and shall have a tight seal to the anchor and the sheathing of the tendon. Split encapsulation tubes are not allowed. All anchorages shall be epoxy or plastic coated. The concrete surfaces of the pockets shall be coated with a bonding agent approved by the architect� All pockets shall be grouted flush with the concrete edge. 7. Storage of materials 7A. All materials shall be stored in a manner which ,ull protect them form water and other harmkil elements. 7.2. Storage of materials shall conform to section 3.2 ofthe PTI Field Procedures Manual. ' ' 8. Shop drawings shall be submitted prior to fabrication. The shop drawings shall show tendon locations, tendon spacing, inserts, and mild steel locations. They shall show all details of end anchorages. connections, block outs or holes, inserts. stressing procedures and other related tems prior to construction. The shop drawings shall also show anticipated tendon elongations lor individual tendons. Special care must be taken to ensure that all materials and products are correctly identified and placed (i.e. tendon materials as they relate to calculated elongations and forces). Tendon placement shall no[ commence unfil the engineer has reviewed the shop drawings. ' 9. Prior to tendon fabrication, the contractor shall submit CalCUlatiOnS for !he items listed below. Calculations shall bear the seal of a professional engineer licensed in the same state as the project location and shall be submitted with the shop drawings for review. 9.1. The contractor shall submit calculations showing the anticipated stressing losses and the resulting final anchorage stress or force. 9.2. Calculations shall determine the antidpated elongation foi the tendons, Elongation calculations shall be submitted for� I , I - 1_::��::-: _���___:___ ___�:_-___�__��� 1 N1 0 T E i i ; i i! THES� -STPUC _�_!P A LOP A VANGS AF E BASEE D Or I I I " I i � 1.17- I i �PCHITECTUP,f I)Pk�',INJG -, D"TD09.1' -��nll, � , � I - 1, E - ! I - I . I I I � 1 DIIVLN,� 10t �,Q , 2 E LEV.4.TIONS A S THEY P ELATE TO THE BUILDING 1k CE",iEPAA ie,GI-IID7�-)��P.IDDIM-r�610'�ISCR, D��C�,,�E�,pi,�roz-i,E�VA;-�i)-is ARE SUPPI 1-_-D�,�Y THE APCHI-�7-CT _' HD, A E i- � ',-',F��P,,DVID't-:D,�t�T�iES'�-�L�CTUP,AL NE I PLAN,�- `_'WD DEL 'T"' f 1.5 c 0, R THE -�ON , i-NIENCE OF THE 1 1�01'4� i R -1 C TO P. VIE R FY ONE I 11 S ION'S AND EL EVATIONS i i I i I vM r H A PC HI T E �_­URA L D-P, AW NGS. i I � - - , I . 11 I I I I .1 � . 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Each "pull" length that varies more than 15'-O" from the typical lengths. r- �12. Every "Pull" length that is over 125'-0?'jn increments of 104". 9.3. If actual tendon feeis or heats have a difference greater than 2% of the product of the modulus of elasticity (E) and the area (A) of the tendon, calculations and shop drawings shall be revised 10 indicate proper tendon quantity and tendon elongations. Shop diawings shall reflect specific computed values for elongations when the tendons are delivered with the mill certificates. 9A. Calculations shall include computations for the shortening of the stab due to concrete shrinkage, creep, and elastic shortening. The contractor shall use these calculations to adjust his forms so that the columns will be "plumb" after the- slab has shortened. The slab shall conform to the dimensions shown on the plans after all shorlen�ng has occurred, (The post-lensioned concrete decks can be expected to shorten approximately 31,14" per 100'-D" of length due to shrinkage, creep, and elastic shortening.) 10. Tendon placement and detailing 101. Uniform slab tendons shall not be spaced more than 8 limes the slab thickness and in no case shall the tendon spacing exceed 48". Ti,visting or entwiri�rfg of individual strands within a bundle of a beam shall not be permitted. 10.2, Slight deviation in spacing of tendons is permitted where required to avoid openings and inserts. specifically located. Radius of curvature of horuntal deviation shall be no greater than a 1,16 ratio, Tendons shall clear all openings or sleeves by a minimum of 3". No sleeves shall be located within end quarter of the span near the supports or thfough shear heads, All sleeves shall be coofdinatedvilh the structural engineer prior to concrete placement. 10.3, Drape tendons to a parabolic profile as shown on drawings between supports and conform to control points shown in the profiles. Dimensions locate the center of gravity of the tendon or group of tendons, Support bars and chairs shall be furnished to adequately hold tendons in place during concrete placement. Low points of tendons are at mid-span unless otherwise shown of noted. 10.4. No twisting or entwining of individual strands wAin a bundle is allowed. 10.5. Chairs for tendons are to be located at column lines (high points) and at the mid-span (low points). After a natural parabolic drape is achieved, provide additional chairs at 36" on center maximum spacing, Tendons and anctiorages shall be placed to the follovAng folerances� 10.51. Concrete dimensions less than or equal to 9`--±1,18" 10,51 Concrete dimensions between 9'and 24"-----t1A" 10.5.3. Concrete dimensions greater than or equal to 24"-!1/2" 10.6. Edge forms shall be braced and anchored to resist the draping force, 10.7. Proper tendon location shall have priority over all other materials. Sufficient "Support Bars" (reinforcing steel not shown on plans) equivalent to 44 bars at T-D` maximurn shall be provided to maintain the tendons in proper alignment, 103. -1 here shall be a minimum of four tendons within each column cage in the banded tendon stilps and two tendons within each column cage in the distributed tendon strips. The banded strips for tendon placement shall not extend more than 1.5 times the slab thickness past the face of the 'J columns. Banded strips are noted on the drawings. 10,9� Unless othemvise noted, banded strips (tendons) shall be centered on columns. Banded 'tendon placement location shall take precedence over distributed tendon placement location where a conflict occurs. Uniform tendons shall always pass over banded tendons except at intersection over column. 10.10. All anchorages shall be held securely in place Prior to casting into concrete. Minimum concrete cover to anchor shall be as follows: 10.10.1, Slab Edges------ -------I 1/21, 10,101 Beam End----­-­-------2" 10.11. All pockets and anchorages shall be waterproof. SO as to eliminate water leakage through the pockets. Tendon anchorages, wedges and cut strands v.,,ithin the stressing pockets shall be coated with epoxy based paint before the recess pockets are grouted. The concrete surfaces of the packets coaled with a bonding agent approved by the architect. All pockets shall be grouted flush with the concrete edge. 10.12. All packets required for anchorage shall be adequately reinforced, so as not to decrease the strength of the structure. A minimum of (2) #4 bars shall be placed behind all anchorages, in slabs, unless otherwise noted on the dfawings, Reinforcing steel adequate to control primary and secondary stresses under other bearing plates shall be provided to suit the system employed, 11. The stressing operation shall be under the immediate control of a person experienced in post-tension concrete COnStf LICtion. He must exercise close control of the quality assurance methods and all other operations. His work will be independent of the owner's representative. If provided, the owners representative will observe the placement of tendons prior to the placement of concrete. and stressing operations. 11.1. Jacking forces and elongations records shall be made by the contractor during the stressing operations. Calibrated gauge readings and tendon elongations shall be concurrently recorded during the stressing operations. Certified copies of the recorded gauge readings and elongations shall be promptly submifled to the architect. 11.2. A stressing record shall be completed by the special inspector. It shall contain the date, inspector's name, jack identification flumber, gauge identification number, tendon mark, finished tendon length, required elongation, gauge pressure required to achieve calculated elongation, actual elongation, actual gauge pressure, and percent diffefence in actual to required elongation. Records shall be submitted to the engineer for review prior to cutting tendons. 11.3. The tendons shall be stressed according to the calibrated gauge readings. The measured tendon elongations shall be recorded during stressing and shall not vary by more than 7% of the calibrated values from the computed elongation value. If any comparisons exceed 7%, the cause for the difference shall be determined by the contractor and corrected to the engineer's satisfaction. 11A The contractor shall submit stressing logs to the engineer for review prior to cutting tendons, 11.5. Post-lension tendons shall be stressed within 72 hours after concrete placement. Full stressing of post-tension tendons shall not be performed until 'the concrete has attaine� a minimum compressive strength of 3000 psi. Maturity index measurements may be used to verify in-place strength per AST M C1074. 1 1 �6. If concrete has not attained stiff icient sliengthwithin 72 hours after placement, 50% of the tendons shall be stressed. The remaining post-lension tendons shall be stressed as soon as sufficient concrete strength has been attained. Stressing shall not begin until evidence of adequate concrete strength has been reviewed by the architectiengineer, 11.7� Stressing sequence shall be determined by the post-tensioning supplier, unless noted otherwise. The post-tensioning supplier shall submit the stressing sequence, methods and procedures for stressing the tendons to their required force with the shop drawings, 11.8. Hydraulic jacks shall be equipped with calibrated hydraulic pressure gauges. A calibration Chad shall accompany each jack per section 7.2 of the P11 Specification. No gauge shall be used for any jack other than the one with which it has been calibrated, 11.9, Jacking force shall be 33 kips. 11,10. Force in tendon immediately following anchoring shall not exceed 28.9 kips. 12, Tendon fin �shing 12A � Tendons shall not be trimmed prior to the engineer's review of the stressing logs. Tendons shall be trimmed as soon as possible after the engineer's review of the stressinj logs. 121 Tendon's shall be cut by means of an oxyacetylene cutting torch. Do not direct flame toward ,nedges. Tendon length protruding beyond wedges after cutting shall be 3/4" to I" long, 12.3. Immediately after the tendons have been trimmed, paint the wedge cavity. Slip a protective sleeve into the sfressing pocket to keep paint off the stressing pocket concrete sufface. Spray the ,hedges with a rusto�urn of epoxy paint, 12.4. After painting, immediately install the grease cap making sure the cap has a tight positive fit. Ensure the cap is filled completely with grease prior to installalion. 12.5. As soon as possible after the grease caps have been installed, fill all stressing pockets with grouL 12.6. Prior to grouting, all pockets shall be cleaned with a wire brush or other suitable method. 121. Coat inside concrete surfaces of the pocket with a bonding agent. S ubmit bonding agent to engineer for review prior to use� 12.8. Grouts containing chloride shall not be used in the vicinity of the tendons, reinforcing steel or embed steel. I , I - 1_::��::-: _���___:___ ___�:_-___�__��� 1 N1 0 T E i i ; i i! THES� -STPUC _�_!P A LOP A VANGS AF E BASEE D Or I I I " I i � 1.17- I i �PCHITECTUP,f I)Pk�',INJG -, D"TD09.1' -��nll, � , � I - 1, E - ! I - I . I I I � 1 DIIVLN,� 10t �,Q , 2 E LEV.4.TIONS A S THEY P ELATE TO THE BUILDING 1k CE",iEPAA ie,GI-IID7�-)��P.IDDIM-r�610'�ISCR, D��C�,,�E�,pi,�roz-i,E�VA;-�i)-is ARE SUPPI 1-_-D�,�Y THE APCHI-�7-CT _' HD, A E i- � ',-',F��P,,DVID't-:D,�t�T�iES'�-�L�CTUP,AL NE I PLAN,�- `_'WD DEL 'T"' f 1.5 c 0, R THE -�ON , i-NIENCE OF THE 1 1�01'4� i R -1 C TO P. VIE R FY ONE I 11 S ION'S AND EL EVATIONS i i I i I vM r H A PC HI T E �_­URA L D-P, AW NGS. i I � - - , I . 11 I I I I .1 � . 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HIT HY -150 MAX -SD by Hilti (ESR -3013) 4.23, 14. Routing and sealing of cracks 14.1. The contractor shall provide an allowance to route and seat cracks that may appear in thre 1. Codes and Standards: Fabrication and installation shall comply with the latest edition of the following: post-len i p s oned concrete decks up to one year from the date of occupancy, 1.1. American Institute of Steel Construction C tmn (RISC), Specification for lime Design, Fabrication and Erection "with 'Commentary". In accordance with industry standard th is allowance shall be based upon 1.2% of slab area (120 12. of Structural Steel for Buildin g s , AISC "lode of Standard Practice" exuding sections 3.4, 4.4 and 4.4.1. lineal feel per 10,000 square feet of slab). 14.3. The oviner shall be credited the difference if fev,,er cracks need to be sealed based upon the ratio 1.3. 1.4. AISC "Specification for Structural Joints Using STM A325 or A490 Bogs" gs of cracks sealed to the allowance. 5.1.1. American Welding Society (Air" g y , JS). Structural i Jeldmg Codes 01.1, D1.3, D1.4, and D1.8, except as "Steel 15, If conduits are to be laced horizontal within the PT slab conduits are P N to be spaced no closer than 4 r;onduif Material: modified by the Construction Manual', diameters or 4 "oc, whichever is greater. Limit conduit outer diameter to one fourth of and g he slab fhickne_. place within the center third of slab thickness. Conduit is not to be tied to parallel rebar andr'or tendons?,, not _ 2.1. Wide Flange Sections---- ----•- - -ASTM A992 (50 ks) should reinforcement be moved, bent or cut to accommodate conduit. 2.2. Plate 2.2.1. Typical- - --- -- ---- . -.ASTM A36 Torq -cut by Simpson (ESR -2705) 2.3. Hollow Structural Shapes POST - INSTALLED ANCHORS Powers Wedge -Bost+ by Pavvers (ESR -2526) 2.3.1. Rectangular- - - -__ --- -ASTM A500 Grade B (46 ksi) Power-Stud+ SDI by Powers (ESR -2818) 2.4. Other Structural Shapes (M, C, etc) -- - -_- -ASTM A36 1. Post - installed anchors shall n i , i II ty be used where specifically detailed or card far an the design drawwings. If 2.5. Bolted Connections - -- ------- ---- -- --- --ASTM A325 circumstances arise during construction where the Contractor desires to substitute a post-installed anchor in P 2.6. Anchor Bolts ace of a -i - , place cast n place anchor, the Contractor shall submit a formal written request for each circuri}slance to the 5.2.3. 2,6.1. All Columns unless noted ofhervaise: ASTM F1554 Grade 36 with ASTM A563 heavy hex y Architect and Engineer for review. Strong -Bolt 2 by Simpson (IAPMO ES ER -0240) nuts with Grade A hardened washers, 2. Follow all ICC Evaluation Report and manufacturers' requirements and recommendations far ost- unstaed 2.7. Weld Filler Metal anchor installation. G there conflicts may exist, the most stringent requirement applies. PP submit, for review and approval. the manufacturer's ICC evaluation report of alternate anchor 2.7.1. Shielded Metal Arc Welding -� - - -AVV A � S 5.1, low- hydrogen only 3. All holes in hollow, brick, or stone mason shall be erfo " ry p need in the rotary only made with the hammer function 7. Special Inspection and Testing Lova-hydrogen restrictions do not apply when welding sheet steels in accordance with off. section 1704.15 of the IBC. Periodic inspection is allowed for mechanical anchors per section 6.6 of AWS 01.3, including attaching these steels to structural members, 4. Follow manufacturer and ICC evaluation report requirements for installation on temperature of adhesive anchors. Adhesive Anchors in Solid Brick Masonry: Tension test 5% of all anchors to 3000 Ibs. Hold 2.7.2. Gas -Metal & Metal -Cored Arc Vilelding -AWS A5.18 Adhesive anchors shall not be installed or cured outside of approved temperature ranges, PP P 9 � 2,7.3. Flux -Cored Arc Weldin - -_ -- -AVVS A5.20 g 4,1. Adhesive anchors in concrete (normal weight only) shat) be Mechanical anchors shall be tension tested to twice the allowable tension load listed in the E7XT -4 or E7XT -1I electrodes are notpermitted. 41.1. HIT RE -500 SD by Hilti (ESR -2322) bottom of the member. d 2.7.4. Intermixing of welds made from seff shielded welding electrodes with welds made by 4.11. HIT HY -150 MAX -SD by Hilti (ESR -3013) 4.23, SET -XP by Simpson (ESR -2508) 42 -4. PEIOOO+ by Powers Fasteners (ESR -2583) -112" to 1114" diameter only 4.3- Adhesive anchors in grouted masonry shall be 4.3.1. NIT HY -150 MAX by Hihi (ESR -1967) 4.3.2. SET by Simpson (ESR -1772) 5. Mechanical (Expansion) anchors 5.1. Mechanical anchors in concrete shall be 5.1.1. Kwik Bolt TZ by Hilti (ESR -191) 5.1.2. Kwik HUS -EZ by Hilti (ESR -3021) 5.1.3. St rong -Boll by Simpson (ESR -1771) 5.1.4_ Strong -Bolt 2 by Simpson (ESR -3037) 5.1.5- Titen HD by Simpson (ESR -2713) 5.1.6. Torq -cut by Simpson (ESR -2705) 5.1.7. Trubott+ by 1-11`i Redhead (ESR -2427) 5.1.8. Powers Wedge -Bost+ by Pavvers (ESR -2526) 5.1.9. Power-Stud+ SDI by Powers (ESR -2818) 511 Power -Stud+ SD2 by Powers (ESR -2502) 5,1.11. Atomic+ Undercut by Powers (ESR -3067) 5,2. Mechanical anchors in grouted masonry shall be 5.2.1. Kwik Bolt 3 by Hilti (ESR -1385) 5.2.2. Titen HD by Simpson (ESR -1056) 5.2.3. Wedge-All by Simpson (ESR -1396) 5.2.4. Strong -Bolt 2 by Simpson (IAPMO ES ER -0240) 5.2.5. Power- Sfucl+ SDI by Powers (ESR -2966) 5.2.6. Wedge -Soft+ by Powers (ESR -1678) 6. The Contractor may submit, for review and approval. the manufacturer's ICC evaluation report of alternate anchor systems, The alternate method shall provide minimum capacities equal to or greater than those in the above noted anchors. The alternate method shall be approved by the engineer of record prior to the substilution. 7. Special Inspection and Testing 7.1. Special inspection shall be performed according to the requirements of the ICC evaluation report, per section 1704.15 of the IBC. Periodic inspection is allowed for mechanical anchors per section 6.6 of ICC -ES AC193. 7.1.9. Adhesive Anchors in Solid Brick Masonry: Tension test 5% of all anchors to 3000 Ibs. Hold on center, staggered, If the depth of beam is more than 12 ", the members shall be connected together with 112" 9 load for five minutes. Torque test 251/c of all anchors with a calibrated wrench to 60 � foot- pounds, 7.1.10- Mechanical anchors shall be tension tested to twice the allowable tension load listed in the - ICC evaluation report, �1 1 Materials. unless noted otherwise: 11 - .. Concrete Masonry Units (CMU): Medium weight (115pcf) (minimum unit strength of 1900 psi) I'm -1500 psi 1.2. Mortar Type "S" (1800 psi minimum compressive strength) 1.3. Grout shall attain a minimum compressive strength of 2000 psi at 28 days. I,4. Reinforcing Steel - -ASTM 615 Grade 60 (Fy = 60 ksg 1.5. Deformed Bar Anchors (DBA)----- „----- .--- m- _- - -ASTM A496 1.6. Headed Stud Anchors (HSA)------- -- - - -- ------ . - -ASTM A108 1.7. Anchor Botts - - - -- _- __- __ -ASTM A307 1.8. Heavy hex nuts and hardened washers - - -- - -ASTM A563 2. Reinforcement shall have the following cover: 2.1. Joint reinforcement shall have not less than 518" mortar coverage from the exposed face. 2.2. Other reinforcemenf shall have a minimum coverage of one bar diameter over all the bars. but not less than 314 ". Men masonry is exposed to soil, minimum coverage shall be 11/2". 1 Construction Requirements 3.1. All units shall be bid with full mortar beds on the face shells, All head joints shall be filled solidly with mortar for a distance in from the face of the units not less than the thickness of the longitudinal face shells. Cells which are to be grouted shall have full head joints. 3.2. Masonry walls, beams and columns shall be constructed with running bond unless noted Otherwise. 3.3. Solid grouting of watts is unacceptable except where specifically noted. 3A. All cells containing reinforcement, embeds, anchor bolts, etc. shall be filled solid with rout, Grout shall be placed by mechanical vibration during placing and revibrated after excess moisture has been absorbed but before workability is lost. Puddling of rodding of grout is not allowed. 3.5. VVhere walls are not grouted solid, each grout pour shall terminate flush with the top of the uppermost unit except at cells with vertical reinforcing where the grout shall be 11/2" below fop of unit to prorkte construction key, 3.6. Grout pours shall be limited to 4' -0" unless high lift grouting procedures are followed. 3.7. All masonry below grade shall be solid grouted. 3,8. Vertical cells to be filled with grout shall have vertical alignment sufficient to maintain a clear, unobstructed, vertical cell measuring not less than 2" by Y. All steel reinforcement shall be secured against displacement prior to g routing by wire positioners or other suitable devices at intervals not exceeding 200 bar diameters or 10'-0" maximum, or at bar splice locations. Vertical reinforcing shall be located at the center of the wall unless noted otherwise. 3,9. Reinforcing bars shall not be Yielded unless specifically shown on drawings. In such cases, use only AWS standards. Do not substitute reinforcing bars for DBAs or HSAs. 3.10. Control Joinls: Spacing shall not exceed 26' -0 ". See architectural drawings for locations. 3.11. Grout all beam and joist pockets solid after installation of beams and ioisis. 3.12. Embed channels and plates shall be placed so as to create a flush surface with the face of the wall, 3.13. Anchor bolls and headed stud anchors shall be set in a grouted cell. Anchor bolts and header) stud anchors shall have 1/2" grout surrounding the shank at its penetration. Grout shall be flush with the face or top of the masonry. 1. Detailing Requirements 4.1. Lap all masonry reinforcing per the "Masonry Reinforcing Bar Lap Splice Schedule" contained within the contract drawings, 4.2. All vertical reinforcing shall be doweled to the foundation'vwall, fooling (structure below) and to the structure below with the same size dovael, spacing (and in the same core) as the vertical wall reinforcing above. 4.3. Corner Bars: Horizontal reinforcement shall be continuous at all corners and at intersecting avails. Provide corner bars with the required lap splice length. 4.4. See details for reinforcing around miscellaneous openings. 45. Horizontal wall reinforcing shall be continuous through joining concrete walls, masonry walls, columns, and pilasters. Provide a key between the wall and the column or pilaster. Horizontal wall reinforcing shall be placed inside the column vertical reinforcing. 4.6. Horizontal reinforcing shall terminate with a standard hook at edge of openings and ends of wails without corner bars as shown details. etaits. 4.7. Horizortal wall reinforcing shall terminate with a standard 180` hook at each side of control joints except at floor and roof levels, linfels, beams and at top of parapets as shown in details. 4.8. All masonry column ties shall terminate %ith 135° hooks plus a 6 bar diameter extension (4" mini mum). other processes is not al<om in seismic critical welds, unless Tested in accordance with AWS DI.8, annex B. The Field Erection Contractor is responsible for verifying that intermixing of self - shielded weld metal with weld metal of other processes will not occur, or alternatively, the welding procedure is qualified by testing. 2.8. Deformed Bar Anchors (DBA) -_ - ASTM A496 2.9. Headed Stud Anchors (HSA)---- ------ --- ASTM A108 2.10. Non- Shrink Grout --- ASTM 01107 Grade B Non - shrink grout shall be prepackaged, non- metallic and non - gaseous. Furnish certified Independent test data to Structural Engineer. Fluid Consistency (flow cone) = 20 to 30 seconds Compressive Strength in 28 days = 7,500 psi 3. Structural Detailing 3.1. Provide full depth web stiffener plates at each side of all beams at all bearing points. Stiffener plates shall be the thickness called oaf below artless noted Otherwise. Stiffeners shall be welded on both sides of the plate -to -flange and plate-to-web interfaces. Do not weld into the web -to -flange fillet region of the member. FLANGE VADTH - -- STIFFENER THICKNESS & WELD SIZE Less than 8114 --114" & 3116" 81/4" to 121!4" - -_- 318" & 1 /4" 121/4" to 161,'2 " - -- -1/2" & 5116" 16 Ili? to 20 3t4'° _ JJ8" & 318" 3.2, Bolting and Fasteners 3.2.1*. Ordinary steel -to -steel connections, simple span framing, and beamlgirder -to- bearing plates are the standard connection used throughout the design drawings, unless noted othenv.'ise: 3.2.1.1, Use A325N bolts oftension- controlled bolts. 3.2.1.2. Tighten these fasteners to a "snug fight" condition. 3.2.1.3. Where a sleeklo -steel connection is not shown, provide a framed connection per AISC for one half the total uniform load capacity of the beam for the span and steel specified. 3.2,2, Fasteners and washers shall not be reined. Scrap dirty, rusted, or wafer- contaminaled boll assemblies, 13. Weld Access Holes and Temporary Attachments 3.11, Fabricate beam copes and weld access holes using the geometry described in AISC 360 Section J1.6. 3.3.2. Runoff labs are to be removed unless noted otherwise. 3.4. All welds not noted on drawings shall be minimum 114" fillet welds. 3.5. Welds may be performed in the shop or the field. Designations of field welds on the Contract Documents are shown where it is anticipated field vvelds may be required, and are shown only for the purpose of assisting the Contractor in the bidding process. The Contractor is to coordinate the welding sequence between sub - contractors, and any costs associated with variations in the welding sequence are outside the scope of the Design Engineer, and are the responsibility of the Contractor. Field welding is to be minimized where possible. Contractor is to verity that the sequencing of welds meets all safety regulations, and the requirements of the Construction Documents and their referenced codes 3.6. Torch -cut holes in the field are not permitted, 3.7. All structural steel members shall be considered as an unrestrained fire - resistance -rated assembly. 4, Welding of Reinforcing Steel or Bolts 4.1. Reinforcing Bars: Do not weld rebar except as specifically detailed in the drawings. In such cases, use only AWS standards. Do not substitute reinforcing bars for deformed bar anchors, structural bolts, or headed stud anchors. 4.2. Do not weld anchor bolts, including "tack" welds, 4.1 Headed Stud Anchor welding and Deformed Bar Anchor welding shall conform to the manufacturer's specifications, COMPOSITE STEEL BEAMS 1. All beams supporting concrete over metal deck shall have headed stud anchors. 2. Composite beams are indicated on the framing plans with a suffix (nn). The number inside parentheses indicates the number of studs for this beam or section of beam. Beams or sections of beams shall have the studs spaced uniformly over the beam or section. The maximum spacing shall not exceed 36" on center. 3. All headed stud anchors shall conform to ASTM A -108, Dimensions shall' comply with AISC. Use 3/4" diameter studs. Headed studs shall extend 11/2" minimum (2" maximum) above the lop of the steel deck after welding. Headed studs shall be applied through the metal deck to the top flange of the steel section or welded directly to the steel` section. 4. The minimum on center spacing of stud connectors shall be 6 diameters along the longitudinal axis of the supporting composite beam acid 4 diameters transverse to time longitudinal axis of the supporting composite beam. 5. Composite beams shall be precambered as shown on plans. On the plans, c =0.00" denotes precamber dimension (upward) in inches. 6. Camber tolerance shall be +1/4 ", -0 ". 7. Slab shall be screeded to a conslant thickness as indicated. METAL DECKING 1. Steel deck shall comply with the latest requirements of the Steel Deck Institute. 2. Steel deck material shall comply with the manufacturer's ICC Report and have a minimum yield strength of 33ksi. 3. All deck shall be 3 -span continuous minimum. In areas where 3 -s an conditions are not possible, the P p le, contractor shall provide heavier gauge deck as required to provide the equivalent loading of the specified deck under a 3 -span condition. 4. Conduits are permitted in deck slabs subject to local code requirements and fire rating considerations. V'lhen conduit is installed in the slab; it shall be limiter{ to conduits having a diameter of 1" or less; or less than 113 the concrete cover, and no crossovers occur, and conduit is spaced at least 18" apart with a 314" minimum cover. 5. All members supporting deck shall be dry before welding. 6. Crimp seams before button punching or ,+welding interlocking seams. 7. Where deck is to receive sprayed -on fire proofing. painted deck shall be coated with special paint that will allow the sprayed -on fire proofing to adhere to the painted deck. 8. All Yields performed on the steel deck are to be painted. 9. Steel deck shall be galvanized (G60) when used above or below mechanical equipment rooms. 10, Steel floor deck shall be phosphatizedlpainted, composite, vwith interlocking side seams with the following minimum properties (LVV = Lightweight concrete, NIN = Normal weight concrete): Type /Ga ------ S(in3 /fl) --I (in4 /ft - -- Concrete (Total}-- - - - - -- Allowable shear value ----- - _Notes VV3J18 - - 0.767 - - 1.203 --3 "(6 N4,`y -- -2140 plf for 12' -0" spare--- - -Typ. Floor 101. Weld deck to supporting framing members with 3/4 diameter puddle welds at the following spacing (Closer spacings may be used to develop minimum shear requirements): 10.1,1. 12" on center to supports perpendicular to deck corrugations (4 welds per 36" wide sheet). 10.12. 12" on center to all supports parallel to deck corrugations. 10.2. Attach interlocking seams with 3116" diameter button punch at 18" on center or 11/2" top seam weld at 36" on center between adjacent pieces of deck, Closer spacings may be used 10 develop minimum shear requirements. 10.3. Provide a 2" minimum bearing at all supports. 11, Butt all end splices.Steel roof deck shall be painted with interlocking side seams vvith the following minimum properties Type /Ga--- S(in3Jft)--------- --® - -I (in4lft)- -- A #lowabfe shear value ----- -Notes 11,12" B118- 0.235 - -- -- 0.216 - -1029 pff for 6' -0° span - -- Canopy Roof Weld steel roof deck to supporting framing members with 314" diameter puddle welds of the following spacings (Closer spacings may be used to develop minimum shear requirements): 11.0.1. 12" on center to all supports perpendicular to deck corrugations (4 welds per 36" sheet). 11.0.2. 12" on center to all supports parallel to deck corrugations. 11.0.3, Interlocking side seams between adjacent pieces of decking may be attached with "Verco Sidelap Connections" by Verco Manufacturing (VSC) or "ASC DeltaGrip side seam connection" by ASC Steel Deck at 24" on center minimum. 11.1. At the ContractorI Contractor's option, Hili EDN19i _ EDNK 22 poeder-act uated fasteners may be used in Lieu of puddle welds. Follow fastener manufacturer's recommendations for installation. Fasteners shall be installed at the following spacings (Closer spacings may be used to develop minimum shear requirements): 11.1.1. 6" on center to all supports perpendicular to deck corrugations (7 fasteners per 36" sheet). 11.1.2. 6" on center to all supports parallel to deck corrugalions. 11.1.3. Interlocking side seams between adjacent pieces of decking may be attached with "Verco S idelap Connections" by Verco Manufacturing (VSC) or "ASC DeltaGrip side seam connection" by ASC Steel Deck at 4" on center. Closer spacing may be used to develop minimum shear requirements, 11,2. The Contractor may submit, for review and approval, the manufacturer's ICC report of an alternate method of deck attachment. The alternate method shall provide minimum deck diaphragm shear values equal to or greater than those noted above. The alternate method shall be approved by the engineer of record prior to the substitution. 11.1 Provide a 2" minimum bearing and an 8" lap at the splice points, centering the splice over the support, MOOD Connection Hardware 1. Materials 2.1. All connection hardware shown shall be supplied by Simpson Strong -Tie Incorporated or USP structural connectors. 11. Dimension Lumber and Timbers (Sawn Lumber) 1.1,1. All dimensioned lumber shall comply with USDOC PS20. 112. Visually graded dimension lumber shall be Douglas Fir -Larch 42 or better, 1.1,3. Visually graded timbers (5" x 5" and larger) shall be Douglas Fir - Larch #1 or better, approval from Dunn Associates, Inc. 11,4, Machine stress rated (MSR) lumber shall be 1600W.6E or better. 1 1.1.5. Approved end jointed lumber may be used interchangeably vwith solid sawn members of the - - -- same species and grade. 1.2. Laminated Veneer Lumber (LVL) & Laminated Strand Lumber (LSL. Rim Board) 4. 5. 1.2.1. All rim boards shall be a minimum of 114' thick and shall be Versa - Strand Rim - - manufactured by Boise Cascade. 1.2,2, All LVL shall be a minimum of 1314" thick and shall be Versa -Lam manufactured by Boise Provide solid shaped blocking at least 2" (nominal) thick and full depth of joist at ends and at each support of oust. Cascade. (Fb = 2800 psi; E = 2.Ox 10A6 psi). 1.2.3. Handle, store and install all LVL per the manufacturer's guidelines. - 124, Connect multiple members together per the manufacturer's guidelines, 1.2.5. LVL, LSL and Rim Board of equal design properties as determined by ASTM D5456 may piece of blocking. Fill all holes in the framing anchors with 8d x 11/2" nails (12 nails per A35), unless shown be substituted with m hen approval from Dunn Associates, inc. 1.3. Prefabricated Wood Foists 1.3.1. All prefabricated wood joists shall be BCI Joists as manufactured by Boise Cascade. Built-up eams of 2x members 12" or less in depth shall be s with - " P p piked together ,�dh not less than l6d spikes of 12 1.3.2. 1- joisis of equal design properties, including depth, stiffness and flange width. also meeting on center, staggered, If the depth of beam is more than 12 ", the members shall be connected together with 112" 9 ASTM D5055 may be substituted with written approval from Dunn Associates, Inc. � 13.3. The deflection of all floor wood joists shall be limited to LAN for total load and LJ60O for - live load, unless noted otherwise, All roof wood joisis shall be limited to U240 for total load bottom of the member. and U360 for live load. unless noted olhenvise. 8. 1.3.4. Handle, store and install all wood I- joists per the manufacturer's guidelines. 1.3.5. DO NOT cut or notch flanges. 1.3.6. Holes cut in the webs of the I- joists shall be per the manufacturer's guidelines. I.4, Wood Structural Panel Sheathing 1.4.1. iwVood structural panels shall conform to the requirements for its type in USDOC PS 1 of Provide a double joist under parallel partitions. USDOC PS2. The panels must be identified by the trademarks of the approving testing and 10. 11. inspection agency. 1.4.2. Wood sheathing shall be APA rated sheathing Exposure 1 unless noted otherwise. 1.4.3. Wood sheathing shall have the following minimum thicknesses and span ratings, unless P g noted otherwise: section of stud as a cut or notch, Roof - - - - -- I9132 "(40%20) Floor - - -- - - ----- 23132 "(48!24) 4,Natl--- -- --- - -- -7116" (24116) 1,4,4. Nails or other approved fasteners used to connect sheathing to the structure shall be driven such that their head or crown is flush vdfh the surface of the sheathing. Do not overdrive fasteners. 1.4.5. Floor sheathing shall be glued to all supporting members'rwith construction adhesive. 1.5. Nails 1.5.1, All Nails shall conform with the tolerances specified in ASTM F1667, "Standard Specification of Driven Fasteners: Nails. Spikes and Staples." 1.5.2. All nails shall be common nails with the following properties: Nail- -Shank Diane #or - -- --Min. Penetration info Support 8d -- - - - 0.131 10d--------- 0.148 " -- -- - - -- -- - 1.631' 0.148 " - -- ---- -.-..- ,1.631, 16d--- -- - - --- 0.162 " -------- .. --.,- -- -1.75" 1.5.3. Nails with properties less then those listed above shall not be used without prior written approvat from Dunn Associates, Inc. 1.5.4. Nails with "T ", brad, finish or casing heads are not permitted. Nails with Round (full). Offset, Oval, Clipped or Notched heads are acceptable. 1.5.5. Deformed shank nails shall have either a helical (screw) or an annular (ring) shank. 1.6. Bolts 1.6.1. Anchor Bolfs: AS T�11 F1554 Grade 36 (or A307 Grade AJC or A36) 1.6.2. All anchor bolts connecting shearwall sill plates to the concrete foundation shall have a P11-114 "x3 "x3" washer bet, %'een the sill plate and the nut. 1.63. Connection Bolts: ASTM A307 Grade A/C or A36 1.6.4. Boll holes shall be a minimum of 1/32" to a maximum of 1116" larger than the boll diameter. Holes shall be accurately aligned in main members and side plates or side members. Bolts shall not be forcibly driven. 1.6.5. At all bolted connections, provide a standard cut or larger washer or metal plate between the wood and the boll head and between the wood and the nut. 2. Connection Hardware 2.1. All connection hardware shown shall be supplied by Simpson Strong -Tie Incorporated or USP structural connectors. 22. Install all hardware per the manufacturer's guidelines. 23. Connection hardware of equal design propeities by other manufacturers may be substitrited'vwifh written _ -- -1 -- approval from Dunn Associates, Inc. 1 All fasteners In contact with ressure-treated or fire -trea zinc-coaled p fed wood shall be galvanized or - - -- stainless steel, I 4. 5. All wood in contact with concrete; masonry or soil shall be pressure treated or redwood. General framing and carpentry shall be connected as per THE MINIMUM NAILING SCHEDULE unless noted - - otherwise. 6. Provide solid shaped blocking at least 2" (nominal) thick and full depth of joist at ends and at each support of oust. l Provide approved bridging at an 8'-0" on center maximum between joist end supports. Solid blocking between - joists shall be nailed to the wood plate at the top of the wall with one Simpson "A35" framing anchor per each f piece of blocking. Fill all holes in the framing anchors with 8d x 11/2" nails (12 nails per A35), unless shown otherwise on on the drawings. I 7. Built-up eams of 2x members 12" or less in depth shall be s with - " P p piked together ,�dh not less than l6d spikes of 12 on center, staggered, If the depth of beam is more than 12 ", the members shall be connected together with 112" 9 � f. diameter bolts at 24 on center. staggered. Bolts shall be placed 114 the depth of the member from the top and - bottom of the member. 8. All bearing and shear wails shall have a minimum of 2 to plates. Splices in to P P P p Plates shall be staggered a minimum of 4.0 „ from the nearest splice in adjoining top late and spiked together with a minimum of 2O 1 P P 9 ( ) 6d nails between splices unless noted otherwise. 9. Provide a double joist under parallel partitions. 10. 11. Per IBC 2308.9.10, do not cut or notch any wood stud greater than 25% of its width. Per IBC 2308.9.11, do not bore a hole in any wood stud greater in diameter than 40% of its'widih. The edge of g any bore shall be greater than 5/8" from the edge y g ge of the stud. Bored holes shall not be located at the same section of stud as a cut or notch, September 1 3 201 Fttg and Fnd Permit NOTE i THESE ; TRUCTURAL DPAV1:Ir1GS ARE BASED Oi1 RCHITEr TUPAL DRA,INGS DL TED 019. 122,2012 i DIME"' ini 5 AS THEY PEL TE TO THE BUILDING - IN GENERAL i.e. GFID TO GRID DWEINSIONS OR 1 DtCK bF ,_(N„ELEV 1pfJ5, ARE SUPPLIED BY THE i ARCHI?rrT HEY'ARE PROVIDED 0H THE STRUCTUPAL PLANS;' ND DETAILS OR THE CCiJ'VENIENCE OF THE COiilR�Ar OR. VERIFY DAIENSIOiS;4NCELEVATIONS 'iMTH ApeH1TECTUR L DRAIAIING1 , L1 r 1)K- \%yeti BD _ CIii.0 KF1) - F1111 September 13, 2013 SC'.\1,F SEE 1ILA P)B No ]3073 I IRA 11 IN i. \l s: 111:8 S 10 2� SPECIAL INSPECTION REQUIREMENTS I 0 I SeismictVdind- force - resisting systems: 1.1. Masonry shear walls 1.2. Wood sheaf !galls 1-3, Wood diaphragms 1.4. Concrete diaphragms (suspended) See specific discipline rdwiings for additional designated seismic systems requiring special inspection which are not contained in the structural drawings. Special inspection and testing as required by the IBC shall be provided by an independent agency employed by the owner unless viaived by the building official. The contractor shall coordinate and cooperate with the required inspections /tests as indicated below, referring to the IBC section indicated as appropriate. Special inspection reports from the inspector shall be sent to the architecttengineer and building official. 11. Bring any discrepancies to the contractor's immediate attention. 3.2. Notify the engineer of any non - passing work that the contractor cannot readily correct. 13. Any uncorrected discrepancies shall be brought to the attention of the architecttengineer and building official prior to completion of that phase of the work. 3.4. A final report documenting required special inspections and corrections of any discrepancies shall be provided. Quality Control Submiffal'ra for Structural Steel 4.1. Furnish Level 111 nondestructive testing (NDT) personnel certifications. 42 Furnish weldor qualification records to veto project welders are tested and qualified in accordance with AWS D1.1 before, welding structural or miscellaneous steels, 01.3 before welding sheet steels (10 ga and thinner), arid' D1.4 before; welding reinforcing steel. Submit documentation to the approved inspection agency for review, before welding. 4.3. Furnish vvWng procedures that comply with AWS D1.1, D1.3. DI A, D1,8, as required by the project. Welding procedures shall be made available to welders and inspectors. 4.3.1. Furnish weld filler metal product data sheets identifying optimum welding parameters and storage conditions with each welding procedure submittal. 4.4. Furnish a preliminary welding repair procedure to follow should welding repairs be required within the Seismic Protected pane. 4.5. Provide mill/material test reports (MTR) or certificates of conformance (CofC) that verify compliance of furnished ma terials to the requirements of the approved contract documents. MTRs or CofCs are required for structural shapes, plate; metal deck, fasteners, headed studs, DBAs, weld filler metal, and bolt assemblies used as primary, load- bearing members. Maintain the heat number traceability of structural shapes and plate used as primary, had bearing members. Special Inspectors 5.1 °. Special Inspectors shall be qualified persons who shall demonstrate competence, to the satisfaction of the building official, for inspection of the particular type of construction or operation requiring special inspection. 52. Structural Steel Non- Destructive Testing (NDT) 5.2,1. NDT personnel will: 5.2.1.1, Qualify in accordance with the recommended practices of the American Society of Nondestructive Testing. SNT- TC -1A, latest edition. 5.2.12. Pass eye examinations meeting: (1) ASTM requirements at least once a year, and (2) AVIS D1.1 every three years. 5113. Be certified in accordance with the AWS QC -1, latest edition. 5.2.1.4, Level ill must be qualified by ASNT testing in the applicable method under review. 5.2.2. Only Level Il and Level' III technicians, qualified by testing in the applicable method, are permitted to interpret nondestructive testing results. 5.2.3. Only Senior Certified or Certified Welding Inspectors (0,M, CkAJI) are permitted to evaluate welds. Certified Associate Welding Inspectors may evaluate welds when under the direct supervision of a SCWI and/or C1'M. 5.1 Approved Inspection Agency will certify the following; 5.3,1, Level Ill inspector has reviewed the NDT procedures Section 1704: Special Inspections 61. Fabricators (1704.2): All offsite fabrication of structural members (structural steel, precast concrete, wood giulams, etc,) shall be special inspected as required by the IBC, except work performed by fabricators registered' and approver) to perform work without special inspection, Approved fabricators shall submit a cerlificate of compliance to building official' at the completion of fabrication. 62 Steel (17041): Special inspection is required during the fabrication of any load- bearing members and assemblies, unless the fabricator and/or erector demonstrate prior approval by the jurisdiction where fabricated steel: will be installed. 6,2.1. Perform all welding and welding special inspection activities in accordance with AWS D1.1, D1.3; DIA, and D1.8 as appropriate for the material form and welding methods employed, Approved methods and acceptance criteria are established in these codes. 6.2.2. Perform all bolting and baiting inspection in accordance with AISC Specification for Structural Joints Using A325 and A490 Bolts, 611 Periodic Special Inspection of welding is required for (Inspect 25% of welds while welding operations afe taking place): 6.2.3.1. Single -pass fillet welds equal to or smaller than 5116" 62.3:2. Floor and roof deck arc spot, puddle welds 6,22:3. Welding of stairs and railing systems, cold formed steel studs /joists. 6.2.4. Periodic Special Inspection of all bolts is required as follows: 6.2.4.1. Verify the proper grade of fasteners are installed where indicated in the approved construction drawings. 62.42 Verify the storage and cleanliness of high strength fasteners, meets AISC requirements. 5,2.4.3. Store fasteners in protected storage until released for use. Temperature control is not required. Do not use fastener components showing rust, dirt, or grit. Cleaning or modifying fastener components from the as-delivered condition is not permitted. 5,2.4.4. Verify the laying surfaces have been brought into firm contact, the bolts are in a snug tight condo ion, and that washers have been used as required. 625. Edon- Destructive Testing (NDT) of Welds is required as follows: 5,25.1. Fabricators will visually inspect all gelds for conformance to the approved construction drawings before releasing items for installation. 6,2.5.2. Test all complete joint penetration welds joining primary structural members 5/16" or thicker, by radiographic or ultrasonic testing. Test in accordance with AtVS D1.1, Section 6, 6,2,53. Ultrasonically test base metal thicker than 1 IQ" for material discontinuities when that material is subjected to through - thickness weld shrinkage strains. (e.g. column flange of the beam -to- column, or column to base plate, complete joint penetration ,welds) 61.5.4. Amount of NDT is permitted to be reduced according to AISC 341, Appendix 05.2(g) and (h) if appropriate criteria are met and if approved by the building official and engineer of record, 6.3. Concrete (1704.4): Concrete construction shall be special inspected according to Table 1704A. In the absence of sufficient data or documentation showing conformance to quality standards for materials, testing shall be required to determine material properties under the direction of the building official according to Chapter 3 of ACI 318. 6.4. Masonry (1704.5): Masonry foundation walls constructed in accordance with Tables 1807,1.6.3(1 -4) are not required to be special inspected. Engineered masonry in Occupancy Category 1. II or III shall be special inspected according to Table 1704.5.1, excluding empirically designed masonry or masonry veneer. 6.5. Wood (1704.6): 6,6. Soils (1704.7): Existing site soil conditions; fill placement and procedure and load- bearing requirements shall be special inspected to verify compliance with the approved soils report and Table 1704.7. Where total depth of controlled fill is 12" or less, the special inspector shall verify that the in -place dry density of the compacted fill is not less than the 90% of the maximum dry density at optimum moisture content according to AS IM D 1557. 6.7. Sprayed fire - resislanl materials (1704.12): Special inspections for sprayed fire - resistant materials applied to structural elements and decks shad be in accordance with Sections 1704,12.1 through 1704.12.6 and based on the fire- resistance design as designated in the architectural drawings. 6.8. Mastic and Intumescent fire - resislanl coatings (1704.13): Special inspections for mastic and intumescent fire- resistant coatings applied to structural elements and decks shall be in accordance with AWCI 12 -8 and based on the fire - resistance design as designated in the architectural drawings. 5.9. See architectural drawings for additional inspections pertaining to EIFS (1704,14) or smoke control systems (1704.16). 6,10. Special Cases (1704.15): Special inspect all post - installed anchors per ICC report. Periodic inspection minimum. 7. Section 1707: Special' Inspections for Seismic Resistance 7.1. Structural steel (1707.2): See special inspections for steel above, 7.2. Structural wood (1707.3): Continuous special inspection is required during field gluing operations of elements of the seismic - force - resisting system. Periodic special inspection is required for nailing, boiling, anchoring and other fastening of components within the seismic - force - resisting system, including wood shear walls, wood diaphragms. drag struts, braces, shear panels and hold- downs. Exception: Special inspection is not required for wood shear walls, shear panels and diaphragms, including nailing, bolting; anchoring and other fastening to other components of the seismic- force - resisting system, ,,here the fastener spacing of the sheathing is more than 4 on center. 7.3, See specific disclipline drawings for anchorage of storage racks (1707.5), architectural components (1707,6), mechanical /electrical components (1707.7) and designated seismic system verification (1707.8). 8. Section 1708: Structural Testing for Seismic Resistance 8.1. Structural steel (1708.3): See special inspections for steel above. 8.2. See manufacturer's seismic certification of compliance for non - structural components, 9. Structural Observations for Seismic Resistance: Contractor shall notify the engineer at least 2 days prior to the following stages of construction so the engineer may have the opportunity to review the work. Observation reports shall be sent to architect, contractor and building official. 91. Initial placing of any concrete, including but not limited to: footings, stabs on grade or concrete over steel deck 92. Initial grout pours for masonry walls 9.3. Initial erection of structural steel 9.4. Completion of structural roof deck 9.5. Initial wood framing 9.6. Initial finish work PREFABRICATED WOOD TRUSSES 1. The prefabricated metal plate wood trusses shall be designed per the locally adopted building code and signed and sealed by a Professional Engineer registered in the same state as the project location. They shall be designed to support the concentrated and distributed loads shown on the framing plans in addition to the following uniform loads: Member-------- ---- -- Dead-- ---- -- Live'-- --_ - -- Snow`' Top Chord- -- --- -10 psfi -- •- 0 psf - - -35 psf Bottom Chord - - -- -10 psf - ----- 10 psf - - -0 psf ' The bottom chord five toad is not concurrent with top chord live load. "Loads caused by drifting, unbalanced or sliding snow should be accounted for and are not included in uniform loads given. Designs shall include additional Dead Load of 9 psf at all overbuild framing locations. Design all wood trusses and bearing attachments for wind uplift, assuming a dead load of B psf to resist uplift. The structural, mechanical, and architectural plans may shove additional loading information (examples: snow drifts, point loads, drag strut loads, hanging partition walls, mechanical equipment weights, etc.). Loads shown on these other sheets shall be incorporated in the design of the trusses. Provide additional trusses as required. 2. The deflection of all prefabricated wood trusses shall be limited to 11240 for total load and U360 for live load, unless noted otherwise. 3. No stress increase is allowed for snow loads. 4. All truss -to -truss connections shall be designed and provided by the truss manufacturer, 5. Design, handling, erection, and permanent bracing of metal plate connected wood trusses shall be in accordance with ANSI /TPI -1, National Design Standard for Metal Plated Connected 4'SJood Truss Construction. 6. Steel Connector Plates: All steel gusset plates shall be galvanized and shall be approved by the "Research Committee for the International Conference of Building Officials" S ubmit a copy of the ICC Report for the connector plate used, Values established by this committee must be indicated on the shop drawings. 6.1. The minimum size for any connector shall be 8 square inches. 62 All steel gusset plates shall be located on the joint as the stresses require and shall provide a minimum bite of 2.51' length on all tension members. 6.3. Plates shall be pressed or rolled into member to obtain full penetration without crushing the outer surfaces of wood. 6,4. All steel plate dimensions shalt be increased by 10% above that required by analysis. Stress increases for steel connector plate values for duration of load are not allowed. 7. No wane, knots, skips, or other defects shall occur in the plated contact area or scarfed area of web members. Plates shall be centered with one required each side of wood truss, 8. The trusses shall be handled and stored in a manner to prevent moisture from being absorbed by the wood. 9. Requirements for truss stability and erection shall comply with the Truss Plate Institute publications entitled "Commentary and Recommendations for Bracing Wood Trusses" and "Commentary and Recommendations for Handling and Erecting Wood Trusses" The contractor shall have copies of these publications on site and shall be familiar with their contents. 10, Shop Drawings: Complete calculations and shop drawings indicating all member forces, stresses, duration factors. lumber grades, dimensions, truss to truss connections, steel truss plate sizes and locations shall be submitted and reviewed by the engineer before fabrication. Each connector shall be dimensioned on the shop drawings as to its exact location at the joint. LEGEND OF MARKS AND ABBREVIATIONS AS Anchor Bolt JST Joist ABV Above ALT Alternate K KOS) =1000 Pounds ARCH Architect KLF Kips Per Lineal Fool KSF Kips Per Square Foot BLDG Building BLK Blocking LB Pounds (d) BUAI Below LOC Location BM Beam LVL Laminated Veneer Lumber BN Boundary Nail BOTT Bottom MRS Masonry BRDG Bridging MAX Maximum BRG Bearing MECH Mechanical B 11 Between MEZZ Mezzanine MFR Manufacturer CJ Control Joint MIN Minimum CJP Complete Joint Penetration MISC Miscellaneous CL Center Line MTL Metal CMU Concrete Masonry Unit COL Column NTS Not To Scale CONIC Concrete CONN Connection oc On Center CONT Continuous OPNG Opening COORD Coordinate OPP Opposite CS Coil Strap OSB Orientated Strand Board CTR Center PCF Pounds per Cubic Foot DB Deck Bearing PEN Penetrate or Penetration DBA Deformed Bar Anchor PERP Perpendicular DBL Double PFT Pre - Fabricated Truss DCW Demand Critical Weld PL Plate DET Detail PLF Pounds per Lineal Foot D1A Diameter PREFAB Prefabricated DIM Dimension PSF Pounds per Square Foot DWG Drawing PSI Pounds per Square Inch PT /DF Pressure Treated Douglas Fir (E) Existing (or appropriate species for region) g ) EA Each EF Each Face REINF Reinforce EL Elevation REQD Required ELEC Electrical RTU Roof Top Unit EN Edge Nail ENGR Engineer SCHED Schedule EQ Equal Sim Similar EQUIP Equipment SOG Slab on Grade EQ SP Equally Spaced STD Standard El,V Each Way STIFF Stiffener EJ Expansion Joint STL Steel EXT Exterior STRUCT Structural Sttl Shear Wall FLR Floor FND Foundation T &B Top and Bottom FTG Footing T &G Tongue and Groove TEMP Temperature ga Gage THRU Through GALV Galvanized Ti Top of GLB Glued Laminated Beam TYP Typical GSN General Structural Notes GT Girder Truss UNO Unless Noted Otherwise HD Hold -down VERT Vertical HORIZ Horizontal HSA Headed Stud Anchor W1 With HSS Hollow Structural Section VAIVR Welded Wire Reinforcement ICBO International Conference WP Working Point of Building Officials IBC International Building Code ICC International Code Council INT Interior DEFERRED SUBMITTALS 1. Items requiring deferred submittals that are listed below are to be designed and fabricated by the manufacturer according to specifications given in the construction documents. 1.1. Steel Stairs (by steel stair manufacturer. Stair suppliers to provide any additional required support steel beyond that of the main building framing system shown on the design drawings.) 1.2, Post - Tensioning Elongations (by PT supplier; 1.3. Prefab Trusses 2. These deferred submittals shall first be submitted to the project architect and/or engineer for review and coordination. Upon completion of the arch irect/engineer review, the architect'engireer will submit the deferred submittals to the Building Official for review and approval. The submittal to the Building Official shall include a letter stating that the arch itecl/engineer review has been performed and that the plans and calculations for the deferred submittal items are found to be in general conformance with the design drawings with no exceptions. 3. The final submittal shall be signed and sealed by a Professional Engineer licensed in the stale in which constriction will occur and shall be available at the jobsite throughout construction. 4. Construction related to deferred submittals shall not commence until the Building Official has approved the submittal. DESIGN CONTINGENCY 1. The General Contractor shall include in their original bid costs for the following material and labor amounts which can be used during construction at the request of the Structural Engineer in behalf of the owner. A line item shall be provided for each material and quantified after each request. No material or labor shall be credited against this amount without written approval of the owner and Structural Engineer, Unused dollar amounts including labor shall be returned to the owner at the completion of the project. 1.1. Concrete 1,11.1. Horizontal - -- -- -®- - - -- -3% of total amount on project 1.1.2. Ver11cal -------------------- - - - - -1 % of total amount on project 11 Rebar - - - - - -- --- ---2 %0 of total amount on project 1.3. Structural feel Sits pee - --- -- - _ __2�h of total amount on project 1.3.2. Plate of total amount on project e 13-,20-13 { I f Ftg and Fnd Permit NOT E THESE STRUCTUP L Dr ]HGS ARE BASED ON CHI. ECTUPAL NkivrNGS DAJEu cs f ° tor' j DIMENS-Iar1S AND ELEVA TIONS , AS THEY RELATE TO THE 8LILDiNG Ire GENEP L..., GRID TO CPID DIMENSIONS CR DECK � E'ARINGo L /A T1 Of.6, ARE SUPPI IED BY THE Ap 'HI T ECT. 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OVER 4` FIR �E I I i;,,,� �I�: r I � :­:, I i !I-." �", t D i;:/ C3 i I/ \L ! 14 C 1� -;�4�'. � FILL OVER OVARED S� ­ I I� : OVER 4"FREE DRAINING GRANULAR : � �� I � I JBGRADE. ! /� �, - i� ��,�-�� I 11 . ­­ / I 3 � I �._,: :': � 1:1 i; ( i : I - - I I - .1.11 �� Ti SLAB = 090'45� SEE ARCH FOR I I I % FILL OVER PREPARED SUBGRADE. " ", I V - - - i %_ �51V 1 - � - - - _\ "': � : , ci / i I , �_ % I : , ,� I I "I T/ SLAB = 90'-D" SEE ARCH FOR I \ i I �, \1, i - ,-, - 1 I \ / - I DEPRESSEO,�',`�, A8 LOCATIONS i i I ,\111 I I ! 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FC2.0 ij 89'-4" F,j I , c� w g � �Z� , STEPS TO BE COORDINATED I � -(--) I _� I � � 1; u - I I I ", - __ - - I **' I � I , , - - - - -: _____ - _', i I - - - ___ - I . 1� , FINAL ELEVATIONS AND FTG --,-- - 11 _______ IP/ I `­ 'I I I I - - -1 __ -11 : I : '. I I ,-,- - - ­_ ____ ___1 I . \-/ 11 - ­­­­ ­ ___1 I � i - - __ -­ 'I r, d . , 11 , f- �___ - I .i , __ - _9 i : :: ' F 2.. 71 / � , I , ' ' FC16 1'� 89'4` i�' __ ___ - I I I , I I 11 I ` 1 _0 I FS5,0 ",�! 8y4­ WITH ARCH AND CIVIL� 2 1 �1_ % FS5.0 "' 89'-4" �:� . �� - -,iw - I 11, I.; - _ *wt F86.0 1:� 8 J' :-.* - . _.'_1 ...... . H I .. i � , ­_1 , - FS4.0 �`: ,'-, I-. ,,, ,:�� . _ __ \ - I %`1 - f W, 'i I I- ,- __ I J I -8- ,-.1- I I I )/ � - ___ - _ __ - __ � � _P ___ �� t] _ _ I _ --- E I ­1 --2J L I I I I I I I I 4 I I - I __ , , , __ _X__ - ___ - � - � -_ - TYP AT INT, UNO � I I I � I : L__1 F - - --I ISS , ,e,, ��, \� ,,,, I �! I \1� �_ - --I _ --- " � I" "', 1. __�?, t' _�', '." F I I I I 1.1� : I I : FC0 - - - 8_9 -I __1 T_ I- - -.'. , L_ - - - --t � . . , �, .. __ I 11 . - _ - I Al A- / I , -, �, L - - - - _­_" j \: � � I - - - - � - - - -1--_ rj) I I \ I , t V&06 - // lel I"i - I � _ ­­1 I / I ) 11 1�__ - / I �/ , � / I I __ - ­­_ - __ I I /I I �� - - - ; __ r,�6 �-` FC-1 D , 89'4' � � _F I I I 9 11�), I ,� / 11�� I w / 7- - - - - __j , \ ! , IZN - �_\ - -- --- .111­al _1 . -1 ­ �� _____,� J�,[�-­­­'­­­ �.. _­� . ­,­ , - -1-1 I I - I -1 I - "11--a- I I - __ __ I _- ____ I ­ ­­­ _­�__ s.­ "­, , a _. a I I I , - � _� - / - .- - a -a - a- 11 -, I . \ / " - - - 1. � - P" - ]/�/L - - - - I 1,�/ I TYP ,// , I �, /� --- - — ­. -.1. -aa '--, _-� I / 1-- � -­�-­._ ­­ / I , __ a - - __ - - - - - - a ___ L4 � I ­ ­._­ I --- - - - - - I L -\/- %, ssc,vl �J SW-3- - - - -SW-3 - - - - - - - - - - SW-3- - - - ---.--- _._ _-, I I I I , I 1 9 I --- - -1.1. - v-1- "­ I It ,- /---F-----L — — — — — - L__ - __ ,-AT t, --J:� lf- � . -1, , _��'L " ': < t I, i I �__ — __ _T 2, I /I I 4 .; / 1- 89'-q' '. ,�-' // U) '1_ � FS5.0 .. -; , , I � l.. 39 1z . - I ­­ ______ - __ - -1 - .: � ! I L __ -a ­1 r 7� - - -1 I - - I. _ .. z L -a- - � - 6- � � RF If_- -a ____ __ - �' - , - - - -,SVV-3- -i - - :_m__ - i - , '25 1��,� 1 - - _F - - __ - F_ ___1 a � �, (P _ 1 11511 , L- FS 4D 11'1� _: _ _ /, F . ,a - I � _/ � __ __F v ,_ D ,_ ____ -, - - a, I I __ ' - ­ _­1 F55.0 89'-4" ��* [', �� 6 [] 89' 4;' - R - S6. --I I ( ,� FQ4 - �94, r "�, , - - - - il I I I 411" , IJ7 � - , . .1 . - I, I I � - v &� y ©- W I I I //O-- - - , P 1�_ _., t " ­ ) �� I I Iq - - - I \ L - - - - - - -- sw-l- I " \ _1>1 _I f, , w - - - __ I \� - - - 1� 12,� �� ___L --- �, I co " / = I i �, -- . - - - - - S%1v_1 - - /4 - -- -_ - � FS4 0 'I 89'-4' ': -1 - \ I i o \! -1 I � a , R - __ -Z __ �_ - -..: - ��]_____'__A __ __ a.- . \ \ _J _\'\_ __ _ 7 L_ - - _Ew-i 555 - -- 5555 -- - - jl�� - \ - - I -I 1 7- 1 ;/� \\ I " ,. ­ - I ­ I I ­ , . � �. ­1 ,7f! It­no -1 - - , !, 8 ,-o-, :, I­ 6 I ::::: . ­ . .. - ,- I I , q 11, I r , , __ - ­1 1- ­1 ­ v1_111 I , I— _ - � ..__.1­.­. - I . I­__* --------- � 1-3 n - , - - , - , I , , , ; .- . a � � I ! � . . - t � I , 1< I ... _-4— � , I — 11 — — —I I — — — 1,� �_, - — �_,� --aa-1 - — . �J_ ff � " I I F1__ � i, 89I.4, q ! I � - ,'�, " - " a a ::�� ... - - � - ,��-il , -�, // ,,� - , �, .. " I� "% 1, ,/ 11 I I I I 10 .S50 ©, 1. I - I I -11 �_ - > , I , , I - � a. �! ; "� I I 11 ` �,,- �tx I I I , - - X ,�A /,/ - I , _ _ __ -1 " ran, 89- ,�l - - I I a � F a � - j a " I I .. -1 - ". .� -1 - _; .1 I . ; c . - T'(P 4 I INT. UNO -1 i I I � FS4.0 : 89'-4" :` / f " F Sq, D :�' . , 7 ! .1 T 4 L I I -- " - ____ I � � - v 0.� :1, I � a, , 'j I / � " 2 -11 a, , Fs�,5 ", n,_4 jt � ­. �t __ - _-, _ 1� --- I I I I - - - FS6 0 �] ff-4' --� , � I -1 - - .1 " I * - - 11 I Z4: r - .\O�/I/ ! �i, � � ­1 1 8T 1 , : � ,��,, / I , � , I ) /I -1 11 I // I I I i . __­ ­ - - __ - _J � I I " . .I- - 1 1 : F1`1 I I I I . . ­­ ­­_ I . a , 89,4, :I ,� u � F�­_�,., ., .1 - __ _� , d - �j I , - I , 'I j � , : 11 - Ey I I '�� I I I a -, � , 89'.4" 1 ­46 \ �� FC2 0 :I ET-C!" I' I � . I ( I 2 � TYP , I I "11 Fdo - �__Ic I I I I .. - � - - I 11 t: � � , ­­ Z� \ , \ , _� ,,, � /'\ I r11 7 . � - �. - I _� I I � __ - - - ­ - ­ - - -1 I I .� . _� .1 �_ - ; I �� � - " I- __4, 1 . F,' � - I ': 3.0 69'-4" z: ;&1 FS3.0 , � -I � " 4. ­ � - I . . - -, , � - - i:� - �_--' ., ' - .. I - - - 89' I'� FS , 86' 4�! -- - ( I - I �� f I . : I - - - 111�. - - I , ,, L - - J . -4 FR3­6 ��I 89'4" _: -�. FS3.0 89'-4' �:: . . . a I , I- \ / � � ., FG,� 0 :j 89'-4" .`1 FS33.0 894" --I : I -��.,,` : ! I \ I �/ , , I I I I 11 1. .- 1. ., , 'I _ -1 ­ . � - , , �_ _. . - - I __ - \ \ I / I , - I - - - � 1111 ;i - - -, ", ' . 33 0 `j 4` ,�j 4 I I . / - ­ ri I � 11 ._ , :iL., ­1111 � ­.,� k - ) �11 ___ . . , . __ A_ - .1 I I I : I - �- , " I - 1, I' . . .a _to --a-1-1 --- - I t I _\ 11 FS5,0 �: 89�4` :" I i ! . 1) 'i FC10 :1 87'-O" � . j SVI11- �� I 1\ // I I � I r - -L- - - - - __F - -i - - 1� : , I I I : .1 i - ), L ­_­ - ­_ -1- F_ - - -I I' I - -I F -I_ - - - - __F - -I � I I., I. � t \, , ,,� r - :: , I , I I � I- - _L_ - - - -i _r - i_1 :L II i � � 4 "I � I ,�), - �, - I __ I 12 77-�----r" I i I - I �j I � 1'� ,,L ": " \, ." __ - ­.- - I ''I " - __1 a-M I I I I I I �\\, \ , �-/ q FS4.0 ` 87'-O" �,�' I I I : I � I I 0 1 1 0 1 1 �_ ': -� i . * ____ - a � 1. � I 11 I L - _T- - - - - -I- - j L - - - j . '', ; . - , - � t I � � 1: , 11 � , � � Ll : \",.,, \ `­1 I­` L - -F- - - - - -­L _ j L - -F- - - - - -L - _j , , I I I � "I L- I I , � \ , I I I I - i� I �. I, (-) j . I I I - a a , , , \ - I I , , � , � I I \ I , , \ I , , 1-1 I � I , , LL 8-- 1 11 / , �/� H a, <,P>/ - - r- r - - --I r - - 7j - 'S Sj S5 0 � 8_ 1 7 . , i,,�' F . ; , - - - - - I -:::- - , I - - - - - `0 I IS , v - � � I I . S - 7IN-711-7 , r I , � ; � I v J/ 1�z , � L / : /� I / . / =- �=�, T , I _NPI 1,` I , ,� 71 I , I 6i * , / 0 - 11 1. I - I I�P_ ` \ ff --A- I I �1 A " I /I � " - -a - - ---,-- __ I—— ­ � - - ill --- I I - I I - ,' 5 � / 4 __� FS3, - r I \ -/, - 1� / /I t ,,, � .1 6 1 04I ',,*, , \ -�?\ I % , . C � _,.' I ", 1 . I \ /<,��"/ I I Z_z ; S-� L I 5 . - 1- __ , �.. ­­ I , X ,e",4. Lt4l V, (1) I-lia - ­ Ij - - \ \ 4` THICKSOG, REINFV,'J#4 BARSAT ., / I I I \, S503 " � 1 18"ac E'04 OVER 4" GRANULAR FILL I I I , � I I \ _�\ 0_9/_�/ - - - I , I I I I ", - SL -�s - - __ - --.-- -11 - � \ \ - I I �.. \� -1 , _/ I , a 1� � I , , / I / 11 I I: FC2,0 ", 89'4" �j -- - - -i- , � I 1� L. - - � c OVER PREPARED SUBGRADE, - --- I 11-1-1- IT­_ S-� - 4-_s i , , � I , ,__\ '\ Z7, 1 1 1 , . �. - - , � 1�1 I I I I I I - \ - , ,7 - Dm�l __� . / - - - I_ - I : , - A, - � / - �t , I � _z ,.\_ , TISLAB = 90'-WUNO. SEE ARCH FOR .1 FC2.0 �j 89-4 ' I I I - --� 42, , ,I a I - � " �� - J.________­ - ___ , \ � �_IL2 -VIL" S::03 1 � I , j :` 8 � �. I ,- I I I- -11, a " __ -,P' 'I I I . - --- I'll � i I /� DEPRESSED SLAB LOCATIONS bvV_I_�_ --j' FC3 0 ­ -9 _o \ , I I - __j I ,,�,,, _ - - I.. - �� j I I - - -11 - � " `- `�-- , **' FS .0 L.--' 8T-0- t' " Cj 1,� - I I _� rr � -, 4 , N � -I- t - -- -----/ � - ___ \ I : � - - � - , � \j / I , L, , r : I ::: FS4.0 I) , a, `� ,1� I �, +F_S� �, I- _�� � I , 1, ,,, . ,,- �1, �, �� "I --- --- I I - 11 -�? � I I � 1�1_ ��, , � I - I / � / F-10 " I ,-,, ,6 � , / , , ,,, \ I J - "t�, xb- "\ 0 -,��, , I , I � Ii, N, , �) 4' 'Iz�, :1�� , , , / �\ / I I \ I ; FOOTI NG AN D FOU N DATIO N ' 1: PLAN NOTES: 1.1 11, 1. COORDINATE LOCATION OF DEPRESSED SLABS, SLOPED SLABS� AND FLOOR DRAINS �,`V-ITH ARCH[ TECTURAL AND MECHANICAL DRWANIGS. � 4 N I SEE ARCHITECTURAL DRA`j`,,'ING8 AND CIVIL DRAWINGS FOR EXTERIOR CONCRETE WORK AT DOORS, SIDEWALKS, ETC. ' 3. CENTER ALL SPOT FOOTINGS UNDER COLUMNS AS SHCl,%1N T�I PLAN, TYPICAL UNID. ,L SEE ARCHITECTURAL DRAWINGS FOR DIMENSIONS TO ALL STEEL COLUMNS. 5. SEE. FOOTING AND FOUNDATION DETA1SC ON SHEET (S591 l I FOR. BURIED PIPES RUNNING PARALLEL AND PERPENDICULAR TO FOOTINGS, 6. SEE FOOTINGAND FOUNDATION DET,41ILSON SHEET fS,501t FOR TYPICAL CONSTRUCTION, ND CONTROL irDINTS IN FLOOR SLABS. 7 ? , I I I. SEE FOOTINGAMID FOUNDATION DET �N S ON SHEET f5501) FOP, - ' ' 8. SEE FOOTING AND FOUNDATION DETAILS ON SHEET iS501 � FOR REINFORCING AROUND, MISCELL.Al IEGUS OPENINGS IN CONCRETEY-OLLS, r 9. SEE FOOTING AHDIFOUNDATION DETAILS ON SHEET (S501? FO L F R FILL BENEATH FOOTINGS 10. SEE FOOTINGAND FOUNDATION DETAILS ON SHEET (S501� I ' - FOR, REINFORCING AROUND MISCELLANEOUS OPENINGS IN MASONRY WALLS. 11. SEE FOOTING AND FOUNDAT IOIA DETAILSON' SHEET (5501; FOR REINFORCING AROUND RECESSES R,J MASONRY'i'JALLS 12. SEE FOG TRIG A IND FOUNDATION DETAILS ON SHEET (S501 l FOR MASONRY CONTROL jGINTS, 13. SEE FOOTING AND FOUNDATION'DETAIL SOH SHEET (5501) FOP, TERMINATION ON HORIZONT"' L WALL REINFORCING AT CORNIERS AND ENDS OF',NALLS. 'I 4. A 1 - L EXTERIOR' i'vI.ALLS SHALL BE SHEATHED USING 7116" SHEATHING AND NAILP%iG AT 6"oc AT ALL PANEL EDGES AND SUPPORTS, UNO. SEE SCHEDULE at SHEET (5303) I I MARKS AND SYMBOLS LEGEND SECTION MARK 1� �_ - SHEET NWABER I 1 FTG DESIGNATION I i FTG 7H EL ] � I - 11 _ I TOF EL, SEE LET Oil iSEOI� FOR RE1QD FROST DEPTH DEPRESSED FND 'v%A-1 - L. - - POUR SLAB OVER. SEE FTG AND : f`NDDET1SCW(S::oi) 5 I c FTG STEP. SEE FTG AND I FND DETS ON fS�_(] I } FUR OFFSET, SEE FTG AND 7cili- , . .. 1. FND DETS ON fS;1�0 1) I - CONCWALL, SEE SCHED ON I S 3301 i � E � �­_ I MAS WALL, SEE SCHED ON IE3DI3 �__,__l - V'JOODV.ALL. SEE SCHED ON (S3011 - - _ - - - F---.---.:-:-=_.�..,. Sl,,V 1 OCATION, DASHED LINE INDICATES SIDE I � — � � , , ,I r-,4 � 7 -C" �1 � . . I . 0 8 .: I 'l ; : I :, I I I OF SHEATHING x IAIGOD POST -ITM HOLD-DOIOAd AND COMPRESSION MEMBERS _ SEE SCHEDULE ON (5401), SEE GSN ON t5101; D or I STL COL, SEE SCHED ON JS30 1, w IOAS COL. SEE SCHED ON fS30 1; , , , - - CV�Lx ,� CONC 1,AJALL, SEE SCHED ON (S301) NI'04-1' ) CO-1004ALL BLW AND MAS VVALL ABV, I ­­ - - , I , cv-�-x � , I , - - - BE' SCHED ON iS3011 E I I 0, x , CONC COL. SEE SCHED, ON (S301i I CRYk CONIC R. ETAINING VvALL, SEE SCHED ON (S30 1) ,�,!� S -x V,rjrjD SVkt, SEE SCHED Old (S3,31) FC x CONT FTG, SEE SCHED 01-1 IS3011 FS-x, SPOT FIG. SEE SCHED ON iIS301) FR-x RECTANGULAR FTG. SEE SCHED ON (S301)) kiL-x MAS LINTEL, SEE SCHED 014 (5301) Mc,-x NIAS COL. SEE SCHED ON tIS3011i HD-x HOLD-DOWN -TYPE. SEE GSN ON fSIOI; y I I � I I �1, I �_ � I I I , � , I , � D . � . L I SCHEDULES ON; 530,) AND , I CJ CONTROL JOINT SEE FTG AND FIND DETS w I ,'I � I , , - 1, 11 I 0 I ON fS501) R, FLR DRAIN; SEE ARCH FOR. EXACT LOCATION 94 - - - THESE DRAVANGS HAVE BEEN PREPARED WITHOUT FINAL CIVIL GRADES. TOP OF % 1), 11� �.� � ,,�, �, , � - ) X� I ,;z,' , ,� �� 1 __ X� 1, _Q_ i - '_ . 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CENTER ALL SPOT FOOTINGS UNDER COLUMNS AS SHO'VON I I . ; I I I I � PLAN. TYPICAL UNO. I � 1 4, SEE ARCHITECTURAL DRAWNGS FOR DIMENSIONS TO ALL i - 1 1� STEEL COLUMN COORDINATE DIMENSIONS SHOWN VOTH ! I ARCHITECTURAL DRAVVINGS ! I 5. SEE FOOTINGAND FOUNDATIOI-J DETAILSON SHEET fSSOI$ I i FOR BURIED PIPES RUHNING PARALLEL AND I PERPENDICULAR TO FOGTINGS. ;: 6. SEE FOOT [NGANID FOUNDATION DETI IL5 ON SHEET (S501 i : I 1 i FOR TYPICAL CONSTRUCTION AND CONTROL JOINTS IN :1 i FLOOR SLAB i I ; I 1 7 SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S5011 i ; ! 1. : I; FOR. LOCATIONS'vVHERE CONTROL jGINTS APE I I : DISCONTINUOUS, i 1 8. SEE FOOTING AND FOUNDATION DETAILIS ON SHEET fS50 I I , , I FOR REINFGPCINGA'-'OL,'WD MISCELLANEOUS OPEENIfIGS IN ; I I I COfICRETE'V`4ALLS. i i : , ' 9, SEE FOOTING AND FOUNDATION DETAILS ON SHEET IS501 : I I i I � FOP, TERMINATION OFHORIZONTAL �NALL REINFORCING AT i � COR HERS AND ENDS OF',`JALLS. : i I !� 10 SEEFOOTING AND FOUNDATIONJ DETAILS ON SHEET (S501k ; I � : I 1: FOR ALL COIL,ICRETE PIERS UNLESS NOTED OTHERY'ASE. ; I 11. ALL EXTERIOR �NALLS SHALL BE SHEATHED USING 7116" 1 SHEATHING AND NAILING AT S'oc AT ALL PANEL EDGES I ; AND SUPPORTS, UNIO- SEE SCHEDULE ON SHEET IS3031i I MARKS AND SYMBOLS LEGEND /-\ 41--)\ 5ECI ION MA ' R K SHEET NUMBER - - FTC DEJcGNATIO[,J I- PTO -11 EL I . FTC ET ON iS-�01j FOR, READ -1- - I TOP EL, SEE DE FROST DEPTH DEPRESSED FND `;VALL. ,.> -- POUR SLAB OVER SEE PTO AND FND DETS ON (S301 i ,I I 5 FTG STEP. SEE FTG AND FIND DETS ON (S50 I i FLR OFFSE T , SEE FTG AND M11 1111'il­ ,� FND DETS OW fS501) - - � 11 ; 17-7\=\� -- 1--�,---,�, ---- rn= 0 or I M � - -- - !, cviuLx I � I - -- -1 � - - " , WALX �1- CW-X CC-x OIRVI-x svv'-x FC-x FS-x FR-x ML-x MC-x HD-x FD CONC WALL, SEE SCHED ON IS30 1) I IAAS WALL, SEE SCHED ON (S301) I v',JOOD' VALIL. SEE SCHED ON i5301) SVVI-OCA"TION. DASHED LINE INDICATES SIDE OF SHEATHING lir , , 00 POST HOLD-DO'vV1 ANDCOMPRESSION MEMBERS SEE SCHEDULE ONtS40fi, SEE GSNGN (S 101) STL COL, SEE SCHED ON(S301j I I MAS COL. SEE SCHED ON fS301) CONC V,'ALL. SEE SCHED ON I,5301 CONC WALL BLit/ AND IAAS; WALL ABV, SEE SCHED ON (5301) CONC COL, SEE SCHED ON (5301) CONCRETAIN11,IG 4%'ALL. SEE SCHED ON (5301) fvVOCD S',;!J. SEE SCHED ON fS30 1; I CONT FTG, SEE SCHED ON (S301) SPOT FT(j, SEE SCHED ON (S301) RECTANGULAR FTG. SEE SCHED ON (,S3DI) MAS LINTEL. SEE SCHED ON j5301; MAS COL, SEE SCHED ON i5301) HOLD-DCAkIN I-YPE SEE GSN ON fS 101), SCI flEDULES ON (S301) AND DETAILS ON (S501', ON i's SO'l) FLR DRAIN, SEE ARCH FOR EXACT LOCATION � I 1�� I I - I I THESE DRNvVINGS HAVE BEEN PREPARED WITHOUT FINAL CIVIL GRADES. TOP 1 FOOTING ELEVATIONS TO BE 1, I COORDINATED 04TH CIVIL DRAI,,'ANGS TO i .-*f,T 11 ENSURE 36' FROST DEPTH, - i ---- -- -1- --- --- _ _ � -',--j� -7----,------------------rl September 18, 2013 1 Ftg and Fred Permit � ; I I — --------- , " -------==- -,---�-� =�-� --=--==�' -, -- -- ---------.-.---------- '----- - NO', E ---,,-.---.--.------.,--l.- ------r THESES TRUCTURAL DPAVdHGS APE BASED ON I " ; I ARCHIT, ECTURAL DRA", Al IGS DATED 0912.101 "_ I DIMENSIONS AND ELEWLJJONS AS THEY FELATE TO THE � I BUILDING IN GENEPAI - , i.e. GRID TO GRID DIMENSIONS GR I ( DFCK BEARING El - EVATIONS ARE SUPPIL !ED By THE i APCHITECT. THE',, AR. F PROVIDED 01] T ' I HE 5 TR LO TU , PAL PL,4NS AND DETAILS FOR THE CONVENIENCE OF T ' . HE CGNTRACTOR. VERIFY DIMENSICNIS AND E LEW" TJONS I I 'I-TH ARCHf TIECTURAL DRAWINIGS, N 1 L-1 �- , . I I , I I � I - 11, �,\' ,,-,, \ I \- ,- -----� � \\, ;� --1 - , - --- - - - \ � ,e - " -:� - I I -�- � , - -- . � ,� I - , � 1'� "", "- � I � ," I .1 I � � � i , � ) , � - � , 11- , I i \ r � , \ � 7- - ; i I , --- \ I 1� � - R() ;� w - F- '- T- il- -jj:(.) 4 r- ---- cc -1- < ` � i � ; - I .1 , : � I � , : I i I I---- i 4 1 , - 1, I a - -11 ". -� 11 11 1 I .., I • , "I 11 11 q 1.1 I , I 1-1 - , I " I I " - 11 I . I , - 11 - , �, 11 I In �� ` " - ., I � I r - I I. � I - ---, " I 1, � �-, � �- , - � " - , I 11 [ , - I , " �, , I , 11 "' 11 -1 I 11 1, , , � �11 1� I I I I , 11� , � - I I : � - � I z 1�1 , , , I I , I I , I � " I I I , , � " I - 11 I ` � ,. , I 11, , , I - ij. � ` .- I "I'll , 11 I �! I ; I ::: � � — - - 1) R A W N 1 BDR � - - C 11 ECK F 1) Fill' I - 1). k r)? 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II- = -i X" I 1 / I ,- -0- --F i�, I , I I I ,� I I I � — --- - -- - ---- , I - I - 1� � S,vv: I I /I . �j � o ,;��," 1 I " , SVJ-i .41 � / � I - I I . 1 1 4�1-1 - S / I -z - - -L/j �; I i � .� - j5 I ' -- : � "�� , ,,�A,� FS4,0 :1 107-0";' ' 1 7 " " L- -- - - ---T - -I - - - - - - 1) " I I I I (f " - - - L " ,�;g -1 S" 1 f- - - - " 1 -j- -1 - - - .1 I 1. , , / 'j 1 r , I .. . . . ... .......... . -i -ji - - - - - - - � -1 - I - I I I .; � , -, L ...... � - - --c Flt�� r L- - - - -i I - I I I � I - 11 i ut - -, - , - i I I I I 1- : - - I : L s"" - -- ------- - : Mv-71 --- -7 - - - - , '�/> 0- I \ I I I I E� �-- -E 1 2 ,,, A, \ � -- . . - 2 , - : : �! - -- . <,A' I \ �. :1 �: 107-0" X�,[ / r�* ' i .. I - I \- .1 1, 1. ' - -"- .. FS3.0 ' � : _ _ 1 FS5.D :, 991-01, , . L- - - -F � Fr y 4 .� : FC�-'40 : 107 Ji I I . , I , 107-f)T� 1. - - I � 1� �- " 4 , . .., � I - -,�� I , I I ,�, -\ : ': , - .; , - .. . I � � - � - I - � - - � �j 1 �, � : : i 7, �, " F S 5. 0 t�. 10-1- , I I : , - F35.0 : 10, -0 ;� I IS503 , 4 � -11, . I I I I I I -11 � 11 -, 11 I - " -, - - / , � 11 : - I I I o; ; �1 : t I I L,03/ " Z' - `1 /, " I , , , I I - - - - t JD , 107,�G� � \ . I - - I . �. I \ / I , I , � - I - / - __F . ` , / I , 1, I / ", � I I I I I / i I , I �� �11 I , N P � i. R ;� : � r � " I - ! U '1� vv 1� z I - 1, I " I " \ - -1 , - I- . . � I L 1 -----117 1 - A1111 I r1F =7 � I or I M NOFTH " ^ 1 --� (I FOOTING AND FOUNDATION PLAN - AREA 2 = SCALE: 118" = V-0" (EL 88J AND (EL = 4908 - --- - - - -- ----,.-- - — ��, B j __ ; � FOOTING AND FOUNDATION I I i A i i I ; PLN NOTES- i I i I I ; 11 I —:i i 1'1� 1, COORDIHATE LOCATION OF DEPRESSED SLABS, SLOPED , I I SLABS, AND FLOOR DRAINS V,,'ITH ARCHIT, ECTUPAL AND I i MECHANICAL DRAV.,11NIG.S. i I I I 2. SEE ARCHITECTURAL DRAVAIINGS AND CIVIL DRAWINGS FOR '; I i EXTERIOR CONCRETEWORK AT DOOR' S. SIDE"OVALKS, ETC. I , : I I ". CENTER ALL SPOT FOOTINGS UNDER COLUMNS AS SHO'VON I I . ; I I I I � PLAN. TYPICAL UNO. I � 1 4, SEE ARCHITECTURAL DRAWNGS FOR DIMENSIONS TO ALL i - 1 1� STEEL COLUMN COORDINATE DIMENSIONS SHOWN VOTH ! I ARCHITECTURAL DRAVVINGS ! I 5. SEE FOOTINGAND FOUNDATIOI-J DETAILSON SHEET fSSOI$ I i FOR BURIED PIPES RUHNING PARALLEL AND I PERPENDICULAR TO FOGTINGS. ;: 6. SEE FOOT [NGANID FOUNDATION DETI IL5 ON SHEET (S501 i : I 1 i FOR TYPICAL CONSTRUCTION AND CONTROL JOINTS IN :1 i FLOOR SLAB i I ; I 1 7 SEE FOOTING AND FOUNDATION DETAILS ON SHEET (S5011 i ; ! 1. : I; FOR. LOCATIONS'vVHERE CONTROL jGINTS APE I I : DISCONTINUOUS, i 1 8. SEE FOOTING AND FOUNDATION DETAILIS ON SHEET fS50 I I , , I FOR REINFGPCINGA'-'OL,'WD MISCELLANEOUS OPEENIfIGS IN ; I I I COfICRETE'V`4ALLS. i i : , ' 9, SEE FOOTING AND FOUNDATION DETAILS ON SHEET IS501 : I I i I � FOP, TERMINATION OFHORIZONTAL �NALL REINFORCING AT i � COR HERS AND ENDS OF',`JALLS. : i I !� 10 SEEFOOTING AND FOUNDATIONJ DETAILS ON SHEET (S501k ; I � : I 1: FOR ALL COIL,ICRETE PIERS UNLESS NOTED OTHERY'ASE. ; I 11. ALL EXTERIOR �NALLS SHALL BE SHEATHED USING 7116" 1 SHEATHING AND NAILING AT S'oc AT ALL PANEL EDGES I ; AND SUPPORTS, UNIO- SEE SCHEDULE ON SHEET IS3031i I MARKS AND SYMBOLS LEGEND /-\ 41--)\ 5ECI ION MA ' R K SHEET NUMBER - - FTC DEJcGNATIO[,J I- PTO -11 EL I . FTC ET ON iS-�01j FOR, READ -1- - I TOP EL, SEE DE FROST DEPTH DEPRESSED FND `;VALL. ,.> -- POUR SLAB OVER SEE PTO AND FND DETS ON (S301 i ,I I 5 FTG STEP. SEE FTG AND FIND DETS ON (S50 I i FLR OFFSE T , SEE FTG AND M11 1111'il­ ,� FND DETS OW fS501) - - � 11 ; 17-7\=\� -- 1--�,---,�, ---- rn= 0 or I M � - -- - !, cviuLx I � I - -- -1 � - - " , WALX �1- CW-X CC-x OIRVI-x svv'-x FC-x FS-x FR-x ML-x MC-x HD-x FD CONC WALL, SEE SCHED ON IS30 1) I IAAS WALL, SEE SCHED ON (S301) I v',JOOD' VALIL. SEE SCHED ON i5301) SVVI-OCA"TION. DASHED LINE INDICATES SIDE OF SHEATHING lir , , 00 POST HOLD-DO'vV1 ANDCOMPRESSION MEMBERS SEE SCHEDULE ONtS40fi, SEE GSNGN (S 101) STL COL, SEE SCHED ON(S301j I I MAS COL. SEE SCHED ON fS301) CONC V,'ALL. SEE SCHED ON I,5301 CONC WALL BLit/ AND IAAS; WALL ABV, SEE SCHED ON (5301) CONC COL, SEE SCHED ON (5301) CONCRETAIN11,IG 4%'ALL. SEE SCHED ON (5301) fvVOCD S',;!J. SEE SCHED ON fS30 1; I CONT FTG, SEE SCHED ON (S301) SPOT FT(j, SEE SCHED ON (S301) RECTANGULAR FTG. SEE SCHED ON (,S3DI) MAS LINTEL. SEE SCHED ON j5301; MAS COL, SEE SCHED ON i5301) HOLD-DCAkIN I-YPE SEE GSN ON fS 101), SCI flEDULES ON (S301) AND DETAILS ON (S501', ON i's SO'l) FLR DRAIN, SEE ARCH FOR EXACT LOCATION � I 1�� I I - I I THESE DRNvVINGS HAVE BEEN PREPARED WITHOUT FINAL CIVIL GRADES. TOP 1 FOOTING ELEVATIONS TO BE 1, I COORDINATED 04TH CIVIL DRAI,,'ANGS TO i .-*f,T 11 ENSURE 36' FROST DEPTH, - i ---- -- -1- --- --- _ _ � -',--j� -7----,------------------rl September 18, 2013 1 Ftg and Fred Permit � ; I I — --------- , " -------==- -,---�-� =�-� --=--==�' -, -- -- ---------.-.---------- '----- - NO', E ---,,-.---.--.------.,--l.- ------r THESES TRUCTURAL DPAVdHGS APE BASED ON I " ; I ARCHIT, ECTURAL DRA", Al IGS DATED 0912.101 "_ I DIMENSIONS AND ELEWLJJONS AS THEY FELATE TO THE � I BUILDING IN GENEPAI - , i.e. GRID TO GRID DIMENSIONS GR I ( DFCK BEARING El - EVATIONS ARE SUPPIL !ED By THE i APCHITECT. THE',, AR. F PROVIDED 01] T ' I HE 5 TR LO TU , PAL PL,4NS AND DETAILS FOR THE CONVENIENCE OF T ' . HE CGNTRACTOR. VERIFY DIMENSICNIS AND E LEW" TJONS I I 'I-TH ARCHf TIECTURAL DRAWINIGS, N 1 L-1 �- , . I I , I I � I - 11, �,\' ,,-,, \ I \- ,- -----� � \\, ;� --1 - , - --- - - - \ � ,e - " -:� - I I -�- � , - -- . � ,� I - , � 1'� "", "- � I � ," I .1 I � � � i , � ) , � - � , 11- , I i \ r � , \ � 7- - ; i I , --- \ I 1� � - R() ;� w - F- '- T- il- -jj:(.) 4 r- ---- cc -1- < ` � i � ; - I .1 , : � I � , : I i I I---- i 4 1 , - 1, I a - -11 ". -� 11 11 1 I .., I • , "I 11 11 q 1.1 I , I 1-1 - , I " I I " - 11 I . I , - 11 - , �, 11 I In �� ` " - ., I � I r - I I. � I - ---, " I 1, � �-, � �- , - � " - , I 11 [ , - I , " �, , I , 11 "' 11 -1 I 11 1, , , � �11 1� I I I I , 11� , � - I I : � - � I z 1�1 , , , I I , I I , I � " I I I , , � " I - 11 I ` � ,. , I 11, , , I - ij. � ` .- I "I'll , 11 I �! I ; I ::: � � — - - 1) R A W N 1 BDR � - - C 11 ECK F 1) Fill' I - 1). k r)? September 18, 2013 1 s C A 1, F ' SEC PLAN 1 () 11 N() 13073 11 � S "I I F I' I" I I I I 11RAIX 1h(; 111SIBI R e-11 CONCRETE FOOTING SCHEDULE MARK Vk,'I 0 1 H LENGTH DEPTH REINFORCING CROSSISW ISE REINFORCING LENGTHWISE CC)IAMENTS —NG—TSIZE CV,1-7 LENGTH SPACING --�IIZE � j— LENGTH SPACING FC2.13 2' -D" DO N T 12' (1) #4 A 77- CVV�10 3 94 CONT EQ C FC3.0 31 - U, CONT 12, (2) #4 AT 18"ac (2) 6'. 14" 3 #5 CONT EQ FC4.0 T -0" CONT 12" (2) #5 AT 1 ebc #6 3 - 6' 14' 4 95 CONT EQ F'(J00 PSF FC5,0 st - 011 CONT 1-4` ('5 -�CONCRETE RETAINING WALL SCHEDULE #6 4, 330 HID SCALE �5 CONT EQ 010 PSF FC6.0 6-011 CONT 211 96 5 " -6" 12" 6 #6 CONT EG QJO PSF — — -------------- FR3x6 31-01, 5-011 11. 3 4� 1�. 6�1 IQ 3 #5 5, -6, EQ FR46 4'-0` 61-01, 1, 7 #5 S -6" 0 4 ff5 S -6" EQ FS11.0 D 31-0ll 12" 3 #5 2-6- EQ 3 #5 2'- 6" EG FS3.5 3'- 6" 31-6" 11" - 3 95 3' -0" EO 3 4-5 T - Uf EQ FS-14.0 4' - 4'-0` 13' 4 #5 3-6" PQ 4 45 3' -6" EQ FS4.5 A'- 6" 4'-6" 14" 5 #5 .4-11" EQ 45 4'- 0" EQ CS5.0 #5 4-6 EQ 6 #5 4'- 6" EG r FS5 -5 5-6, 5'-6" 17° 5 #5 3-0' EQ 5 #6 5 - V" —EQ FS6.0 F- V 6'-D:f 118, 6 afi 6" EQ 6 #6 51-61, EQ 7 #6 6-0, EQ 7 46 6- El" EQ FSTO T- 0" 7'-G` 21- 8 #6 6` -6" EQ 8 #6 6' -6" 1 EG ;:S7.5 T -6" 71-61, LVI 9 #6 T -0" EQ 9 #6 r" -0" EG 6000 PSF FS8.0 8,411 8 -0" 24" -1 I #1 T-6" EQ 7 1 #1 EG WOO PSF FS83 81-61, 8'-51 25' 8 47 B' -0 EQ a 47 u. EG WOO PSF FS9.0 U, 91-01, -7 9 #7 8'_6.. EQ q #7 8'-6" EG 60-00 PSF PS9 ; 9,411 9'-6" 2811 10 tri -- 9 - o" I 6.11 FEE--- u. F&JO P S F FS 10.0 10' -0" 10` -Q" 29` 11 47 F'.6" EQ 11 #7 9" -6 1 EQ REINF 110P AND BOTT C450M6000 3" CLR , EQ EO --3" CLR 4 P, TfP FTG REINF a- TYPICAL FOOTING SECTION CONCRETE FOOTING NOTES: 1. PLACE ALL FOOTING REINFORCING IN BOTT041 OF FOOTING IiMTH "" "LEAP, CONCRETE COVER. UNLESS NOTED GTHERVVISE. 1. TOP PEINFORC WG.hHERE SPECIFIED. SHALL BE PLACED IN THE TOP OF THE FOOTING VATH T' MINIMUM CONCRETE COVER. 3, IF FOOTINGS ARE EARTH FORMED. -FOOTING WIDTH AND LENGTH SHALL BE 6" VvIDEP AND LONGER THAN SCHEDULED. 4, SEE GENERAL STRUCTURAL NOTES FOR ALL OTHER REQUIREMENTS. 5. NOT ALL FOOTINGS ARE USED, SEE FOUNDATION PLAN FOR FOOTING MARKS. 6. RUN CONTINUOUS BARS INTC'FOOTING THROUGH 111TERSECTED'FS FOOTINGS. 7. EXTEND CONTINUOUS FOOTINGS 1 " BEYOND END OF WALL. EXCEPT AT INTERSECTING CORNERS OR UNO ON PLAN. 8. ALL FOOTINGS DESIGNED TO 40C10 PSF BEARING, UNO. CONCRETE COLUMN SCHEDULE REINFORCING MARK COI DWs I SIZE TIES VERTICAL TYPE TYP Lo 01IJT AT LAP I A CC-1 15- x 20" (101) #6 #4 AT 8'*oc i 94 AT 8*:oc #4 AT 8"oc #4 AT B"oc JOINT TIES PER SCHED TOP LVL + --- CONCRETE PIER SCHEDULE 2! MARK PIER SIZE TYPE COMIAEt,jS VERTICAL TIES #3 AT 8"oc Lo TIES PEP. SCHED OR -1 20' 20" (8) #5 TYP TIES PER SCHED CONCRETE PIER NOTES COL DEPTH'D' 1. INSTALL 13a SETS OF TIES AT 3"Dc AT TOP OF ALL PIERS UNO}. LONGITUDINAL RREINF 2. ALTERNATE POSITION OF HOOKS VI PLACING SUCCESSIVE SETS QK TIES, Lo TIES PER SCHED; SCHED CONCRETE COLUMNINOIES: JOINT TIES PER, 1. AT ANY CROSS SECTION, BARS SHALL BE ARRANGED &'i'MMETRICALLY AROUND PERIPHERY OF COLUMN WNO9, 2. SHOP DRAWINGS SHALL SHOVv'ALL SPLICE LOCATIONS, COLUMN LONIGITUDIHAL REINFORCING SHALL BE SPLICED 'a AT MID-HEIGHT. Ut,2. 1 MAX SLOPE OF INCUHED PORTION OF BAR AT VERTICAL OFFSET SHALL BE 1:6 (MAX;. 4, CONTRACTOR MAY USE 191ECHA NICAL COUPLERS IN LIEU OF LAPPED SPLICES. 5, ALTERNATE POSITION OF HOOKS IN PLACING SUCCESSIVE SETS OF TIES. r :IJ OF THOSE 6. CONTRACTOR HAS OPTION TO USE LARGER BARS OR HIGHER STRENGTH CONCRETE. IN LIEU SCHEDULED UPONIV,,rITTEN APPROVAL BY THE STRUCTURAL ENGINEER OF RECORD. k T E-S. ALT H-OGKS TIES, ALT HOOKS Lo TIES PER 5CHE0 IE TIES. ALT HOOKS UPPER WALL 0 1 W — 0 TYPE "A" 0, LAP TIES PER SCHED H-7 TIES ALT 0 (D HOOKS 0 Lo TIES PER SCHED I L WALLWHERE CONIC N'ALL BLiV OCCURS --A TYPE (A! T`fPE (BI fg? BARS C) OCCURS TYPE (C) TYPE (D) zz T)'P COL REINF LAYOUT --�CONCRETE PIER SCHEDULE 2 CONCRETE COLUMN SCHEDULE NO SCALE: NO SCALE CONCRETE WALL SCHEDULE MARK TRDCNESS PEINFGRCING WALL TYPE COMMENTS VERTICAL HORIZONTAL TOP AND 80T TOM CV,1-7 7' (1) #5 AT I 0`oc (1) #5 AT 8"oc (v) tk--, B VEHICLE BARRIER CVO! -8 a, (1) 94 AT 12 .'oc (1) PM AT 121'oc (1) #4 A 77- CVV�10 191 #5 AT 1 D"oc (2) #41 AT 18"ac (2) #5 C PERIMETER LVL 1 TO LVL 2 CVV-10A 10 AT 1 O'oc (2) #4 AT 18"ac (2) c HAVE TWO CURTAINS OF REINFORCEMENT (PLACED NEAR EA FACE OF THE V%IALL;. U11LESS NOTED GTHEP4,VISE ON THE CVI'i- 12 171 #5 AT 10'oc (2i #5 AT 16"oc C)Py 13 131, (2) #5 AT 1 ebc #5 AT 16"oc (2) 95 C PERIMETER PON TO LUL I WALL REINFORCEMENT PLACEMENT TYPES: HORIZ REINF EQ EQ VEPTREINF 7, HORIZ FEINF VERT REINF CONCRETE WALL NOTES: I" , — 1. SEE GENERAL STRUCTURAL NOTES FOR COVER AND OTHER. REQUIREMENTS NOT NOTED IN SCHEDULE. VERT WALL REINz 2x4 CONT KEYV,,`AY 2. CONCRETE INALLS NOT DESIGNATED ON THE PLANS SHALL BE REINFORCED AS POLLDOi& TYPE "A" TYPE "B' TYPE "C" TYPE `D` THICKNESS VERTICAL REINFORCING HORIZONTAL REINFORCING NOTE ----------- 6`1 #4 BARS AT 18"oc #4 BARS AT 16"oc T H E S S R U C U R A L D P A`v'41 H Gc 'A R It: B, S E D 011 1 X A 81, #4 BARS AT 18"ou #4 BARS AT 12'oc 100101, W I 1 11 77- DIMENSIONS AND Ei EVATIONS, AS THE YDE -1 ATE TO THE 101, 44 BARS AT 16"oc It5 BARS AT I n"oc BUh-MG iN GENERPL, ;.e. GRID TC, GRID DIMENSIONS 0-'R D EC K El EAR ING EL EV A TI ONS A R E 5 U PP i -'E" ARC�HITECT. THE)' ARE PEC)VfDED 0! 1 THE ITRLICCTURAI THE 12" #4 BARS AT I 8"oc EA FACE 44 BARS AT 16"oc EA FACE PLAN,�: .' NO DETAILS FGR THE CONVENIENCE OF THE Ho SCALE ,'ALL 1 PLACE STEEL 114THE CENTER OF THE WALL (EXCEPT TYPE'B'AND RETAINING WALLS;. WALLS THICKER THAN 10" SHALL 7 1,"ATI I ARCHITECTURAL DPA,M NG�! HAVE TWO CURTAINS OF REINFORCEMENT (PLACED NEAR EA FACE OF THE V%IALL;. U11LESS NOTED GTHEP4,VISE ON THE C) HORIZ ViALL REINF STRUCTURAL DRAWINGS. r—l-- CONCRETE FOOTING SCHEDULE K4 '�CONCRETE WALL SCHEDULE TYPE A, Q) #5 Y CON'; �01 NO SCALE: �01 NO SCALE: iS1HGLE MAT REINFj CONE FTC CONCRETE RETAINING WALL SCHEDULE "H" BARS T" BAfT---T—"V BARS I "D" BARS CONCRETE RETAINING ;,MALL NOTE& I. FORVIALLS V,,ITH`HT` OF 9-Q" AND GP. EAT EP., ONE HALF Or THE' V'BARS CAN BE DISCONTINUED FROM MID-HEIGHT TO TOP OF IVALL PROVIDED A, IMAXIMUM SPACING OF 18'oc IS MAINTAII-JED. k' FIN� L WALL AND FOOTING ELEVATIONS TO BE CGGRDINATED WITH CIVIL AND ARCH. i2j tb C014T TO" AND BOTT CORK PETAINING T/ WALL ,MALL SEE ARCH AND CIVIL 12" OF FREE DRAINING GRAVEL V" BARS #4 AT 16 "ac EV'v --f BARS MASONRY WALL SCHEDULE SOLID REINFORCING MARK THICKNESS MATERIALS GROUT I TYPE JOINT VERTICAL HORIZONTAL W 1-1 all CMU YES (1) #6 AT 32"oc (1) x',- AT 48'oc MASONRY WALL NOTES: 1. COORDINATEVOTH ARCHITECTURAL DRA!PONGS. MASONRY WALL F11%jISHES. TYPES OF INIATERIAL, COURSING, ETC. DO NOT SOLID GROUT'AIALLS UNLESS NOTED OTHERWISE, 3 . ALL MASONRY BELO'W GRADE SHALL BE GROUTED SOLID 4, VERTICAL REINFORCING SHALL BE CENTERED IN THE UNLESS NOTED OTHERVASE, L. (1) VERTICAL BARS MINIMUM A JD ET ALL CORNERS At ND OF WALLS. E. HORIZONTAL WALL REINFORCING SHALL BE PLACED BET ,- EEN VERTICAL MASONRY COLUMN REINFORCING BARS. I,v,4 7. HORIZONTAL VIAL! - REINFORCING F SHALL CONTINUE THRU MASONRY LINTELS. �NHEE BOTH. HORIDONTALvNALL REINFORCING AND LINTEL REINFORCING OCCUR, IN THE SAME COURSE. USE THE LARGER REINFORCING. 8. MASONRY li%ALLS NOT DESIGNATED ON THE PLANS SHALL BE REINFORCED AS FOLLOVvs THICKNESS VERTICAL REINFGPCING HOP117ONTAL REINFORCING 45 BA PS AT 32" 44 8, .S AT 4B`oC #5 BARS AT 321'oc #5 BARS AT 48"oc 101, 46 BARS AT 32"Lic #6 BARS 'IT 48"oc I #C , I BARS A T 3 2" cic i'-� #5 BARS 48"ac 9 SEE GENERAL STRUCTURAL NOTES FG R A DDITIONAL R EQUI R EM ENTS. 10. MASONRY SHALL BE SPECIAL INSPECTED SEE GENERAL STRUCTURAL NOTES. 11. HORIZONTAL WALL REINFORCEMENT SPACING SHALL P40T EXCEED 48"oc OR THE WALL LENGTH. "C" BARS 2'DIA104EEP HOLE AT VERT WALL REINz 2x4 CONT KEYV,,`AY Ft g and Fnd Penh 10'-0`oc PIAX NOTE ----------- T H E S S R U C U R A L D P A`v'41 H Gc 'A R It: B, S E D 011 1 X A "T" 5ARS 100101, W I 1 11 77- DIMENSIONS AND Ei EVATIONS, AS THE YDE -1 ATE TO THE EXTEND MIN"4`10 TC BUh-MG iN GENERPL, ;.e. GRID TC, GRID DIMENSIONS 0-'R D EC K El EAR ING EL EV A TI ONS A R E 5 U PP i -'E" ARC�HITECT. THE)' ARE PEC)VfDED 0! 1 THE ITRLICCTURAI THE PLAN,�: .' NO DETAILS FGR THE CONVENIENCE OF THE Ho SCALE ,'ALL CON TPACTOP. VERIFY DIMENSIOfIS AND ELEVATIONS 7 1,"ATI I ARCHITECTURAL DPA,M NG�! C) HORIZ ViALL REINF cn TYPE A, Q) #5 Y CON'; iS1HGLE MAT REINFj CONE FTC D' BAPS "A' ('5 -�CONCRETE RETAINING WALL SCHEDULE (7- MASONRY WALL SCHEDULE 330 HID SCALE �11 NO SCALE. MASONRY COLUMN SCHEDULE September 13, 2013 Ft g and Fnd Penh NOTE ----------- T H E S S R U C U R A L D P A`v'41 H Gc 'A R It: B, S E D 011 1 AR 100101, W I 1 11 TYPE I TYPE 2 TYPE 3 RUN HORIZ REINF THRU COL MASONRY COLUMN NOTES TIES 1. HGRIZGtITALt,`,,"nLLREINFCRCEklEtJT SHALL BE LOCATED TO THE INSIDE OF VERTICAL BARS. THE CENTERLINE OF VERTICAL BARS SHALL BE LOCATED 21(2" FROM M FACEOF THE �`SGNPY. 44— 1. UNLESS NOTED OTHERWISE, VERTICAL REINFORCING {ND TIES SHAILL EXTEND TO FULL HEIGHT. r .1 4` TYP 3 IN VERTICAL IAASONPY COLUMN REINFORCING SHALL EXTEND INTO F COT NO r, D TERMINATE WITH A VERT COL PEI NF STANDARD 90 : HOOK. FOR CONCRETE FOUNDATION WALLS OVER -0' TALL. VERTICAL COLUMN REINFORCING SHALL DO11EL 44" MINIMUM INTO THE FOUNDATION V6 A!-L. 4. IIN CONCRETE FOUNDATION WALLS, VERTICAL MASONRY OCLUNIN REINFORCING SHALL BE TIED VATH 43 CONFIGURATION FOR MAS COL TIES AT THE SAME SPACING AND CONFIGURATION AS MASONRY COLUMNSABOVE. 5. SEE GENERAL STRUCTURAL NOTES FOR ADDITIONAL REQUIREMENTS. 6. SPACE TIES AT 48 o FROM A POINT 24" ABOVE OPENINGS TO THE TOP OF THE VIAL L. 9 BEIR Fpp September 13, 2013 SC' \ 1. F SEE PLAN j 0 B \r7 130173 ,,,I I 1-, 1: 1' I'll Alk 11,; 'W'M Ili 11 S301 �-d September 13, 2013 Ft g and Fnd Penh NOTE ----------- T H E S S R U C U R A L D P A`v'41 H Gc 'A R It: B, S E D 011 1 AR DIMENSIONS AND Ei EVATIONS, AS THE YDE -1 ATE TO THE MASONRY COLUMN SCHEDULE' BUh-MG iN GENERPL, ;.e. GRID TC, GRID DIMENSIONS 0-'R D EC K El EAR ING EL EV A TI ONS A R E 5 U PP i -'E" ARC�HITECT. THE)' ARE PEC)VfDED 0! 1 THE ITRLICCTURAI THE PLAN,�: .' NO DETAILS FGR THE CONVENIENCE OF THE Ho SCALE CON TPACTOP. VERIFY DIMENSIOfIS AND ELEVATIONS 1,"ATI I ARCHITECTURAL DPA,M NG�! 9 BEIR Fpp September 13, 2013 SC' \ 1. F SEE PLAN j 0 B \r7 130173 ,,,I I 1-, 1: 1' I'll Alk 11,; 'W'M Ili 11 S301 �-d bl MAX0,11UNI OF b+2d AND b-6' I WALL FTG OF TRENCH TO V THIS LIKE STRUCTURE ABV FINISHED FLR INT FINISH RIP NOTE� CONTRACTOR SHALL VERIFY AND COMPARE ALL FINAL EXT GRADE EILS all TOP OF FTG ELs NOTED • INSURE MIN REOD FROST DEPTH IS PROVIDED EXT FINAL GRADE T�- 0 M 13 Lu CONC PTO PROVIDE SLEEVE FOR ALL PIPES D PASSING SCHED FOR REINF THRU VkALS AND FTGS PROVIDE ADDITIONAL 4' IF THIS DIM EXCEEDS 1,-15", DO NOT THICKEN FTG ADDITIONAL VERT A t TO THICKEN FTG - i2l, MIN N / '"' J/ THICKENED FT' PIPE BELOW FOCTI! IG 'Z' BARS TO MATCH CONT FTG REINF 4 BEVELED K E Y VjA CON" FTG CONT r—f��TYPICAL COMPACTED STRUCTURAL FILL (--2�`TYPICAL PIPE PARALLEL TO FOOTING (--f),TYPICAL FOOTING DEPTH DETAIL FOR FROST PROTECTION (T'�TYPICAL PIPE PERPENDICULAR TO CONTINUOUS FOOTING (I- TYPICAL FOOTING STEP Al CONCRETE FOUNDATION WALL NO SCALE: �01 NO SCALE SiQ1 NO SCALE NO SCALE NO SCALE: ADDITIONAL VERT BARS AT CORNER TYP CORNER BARS TO MATCH VVALL BARS • 011111M LAP LENGTH, TYP KEYED COLD JOINT OR MTL KEY CORNER BAR LENGTH MIN LAP LENGTH MIN CONSTRUCTION JOINT 4" SLAB ON GRADE CORNER. BAR, LAP LENGTH MIN TRIM BARS NOT REQD FOR OPENINGS 16" WIDE OR LESS OPENINGS CLOSER THAN 16" EDGE TO EDGE SHALL BE TREATED AS A SINGLE OPENING FLR OR ROOF LEVEL 5 AT 8" WALLS SAT 10";VALLS 3 AT 1 2"vV.ALLS SURED FROM E OF OPNG MIN k ERT BARS TO MATCH x i, v jzz, LLREINFIBARS TO BE FLR TO FLR) FLR LEVEL ' � � I /z/ I 1, t TYPICAL CORNER WALL REINFORCING FOR SINGLE TYPICAL CORNER WALL REINFORCING FOR SINGLE TYPICAL REINFORCING DETAIL FOR MISCELLANEOUS �6 REINFORCED CONCRETE WALLS (PLAN VIER_ REINF D: MASONRY WALLS (PLAN VIEW) 8 TYPICAL SLAB ON GRADE JOINT MASONRY WALL OPENINGS AND RECESSES 0 �11 NO "CALL NO SCALE, 5501 NO SCALE: SEE MAS LINTEL PROVIDE SLEEVE FOR SCHED FOR REINF 1/2" CLEAR ALL PIPES PASSING LAP THRUVv'ALS AND FTGS PROVIDE ADDITIONAL ABV RECESS REINF AS SHO%NH TO MATCH BAR. THAT IQ CUT ADDITIONAL VERT T:l I- BARS AT CORNER 1211 MIN 1?11 MIN THICKENED FT' TYP (22j PLACES PIPE THROUGH FOOTI1 IG 'Z' BARS TO MATCH CONT FTG REINF 4 BEVELED K E Y VjA CON" FTG CONT r—f��TYPICAL COMPACTED STRUCTURAL FILL (--2�`TYPICAL PIPE PARALLEL TO FOOTING (--f),TYPICAL FOOTING DEPTH DETAIL FOR FROST PROTECTION (T'�TYPICAL PIPE PERPENDICULAR TO CONTINUOUS FOOTING (I- TYPICAL FOOTING STEP Al CONCRETE FOUNDATION WALL NO SCALE: �01 NO SCALE SiQ1 NO SCALE NO SCALE NO SCALE: ADDITIONAL VERT BARS AT CORNER TYP CORNER BARS TO MATCH VVALL BARS • 011111M LAP LENGTH, TYP KEYED COLD JOINT OR MTL KEY CORNER BAR LENGTH MIN LAP LENGTH MIN CONSTRUCTION JOINT 4" SLAB ON GRADE CORNER. BAR, LAP LENGTH MIN TRIM BARS NOT REQD FOR OPENINGS 16" WIDE OR LESS OPENINGS CLOSER THAN 16" EDGE TO EDGE SHALL BE TREATED AS A SINGLE OPENING FLR OR ROOF LEVEL 5 AT 8" WALLS SAT 10";VALLS 3 AT 1 2"vV.ALLS SURED FROM E OF OPNG MIN k ERT BARS TO MATCH x i, v jzz, LLREINFIBARS TO BE FLR TO FLR) FLR LEVEL ' � � I /z/ I 1, t TYPICAL CORNER WALL REINFORCING FOR SINGLE TYPICAL CORNER WALL REINFORCING FOR SINGLE TYPICAL REINFORCING DETAIL FOR MISCELLANEOUS �6 REINFORCED CONCRETE WALLS (PLAN VIER_ REINF D: MASONRY WALLS (PLAN VIEW) 8 TYPICAL SLAB ON GRADE JOINT MASONRY WALL OPENINGS AND RECESSES 0 �11 NO "CALL NO SCALE, 5501 NO SCALE: SEE MAS LINTEL SCHED FOR REINF ABV RECESS ADDITIONAL VERT BARS AT CORNER TYP (22j PLACES RECESS INYJALL STD 18L+ DEG HOOK C CORNER BARS TO MATCH'WAi L HORIZ BARS CON" 1AIA. L L LAP LENGTH. TYR i419 x 6'-0" ADDITIONAL USE DOWELS -SAME AS TRIM DIAGONAL BARS, EA FACE TRIM BARS 36" M - AX TYP BARS - WHERE jAMBS DO NOT (ENDS MAY BE TRIMMED AT ALIGN VERTLY AND WHERE /Y J THERE ARE NO OPNGS BLVV, F LR S. ROOFS AND COP, HERS) D HOOK WHERE PROVIDE S I RIOT POSSIBLE FULL LAP F, NO BEN'T NORMAL YtiALL REINF OR PROVID't: 24"0 MAX BAR OF SAME SIZE F FULL AND SPACING VW LAP 4 VERT REIN' A1z PEP, GSW , HEIGHT OF'hALL AT PLAIA VIEV'V / I I I � 1 11 i I I I I I * Vi,HERE JAMBS ALIGN EA SIDE OF RECESS A I \ 11 , I . , I , I , I VERTLY USE SPLICE , ADDITIONAL VERT BARS A [X A,\ AS PER 3SN A.- AT 111-1 ERSECTION 4 4 TYP 1,21 PLACES tE HORIZ BAR BLW RECESS, EXTEND 49 BAR 0 EA SIDE ZiF 4 OF RECESSED OPIIG % WHERE DiSl- N TACE STDWALL REIN IS LESS THAN RIM, BARS START T SECTION CORHER BARS TO MATCH September 13, 2013 AT FLR LINE TRIM BAR�Sl WALL HORIZ BARS POP 6" VIALLS� 1 9, P-P, LINE FORE TO If"eVALLS 12� - - a #6 Ftg and Fnd Pe11111 CONC'A�ALL D&YfEL SAME SIZE E AS T R 110 BA Rf S V.,HERE THIS DIM 13 !LEK THAN T-CY USE #T TIES AT 8"oc BARS TO EXTEWID FAST EDGE D HO I: 'BAR SPLICE USE STD XS VVHEREE OF OPNG A VIII OF 1 - AD NCT[' LENGTH IS IIOT POSSIBLE BE fflIDEDGIEOF OPNG LENGTH. SEE SCHEID SECTION A-A THESE RUCTURAL DPAVJ'R-108 'PE B-S-ID, Tj AP.aflT ECTURAL DRA")VINGS DA ED 019. 1 -- 201 TYPICAL MASONRY WALL RECESS DETAILS FOR SINGLE TYPICAL CORNER WALL REINFORCING FOR DOUBLE AS THEY FD TETOTHE DUNN REINFORCED MASONRY WALLS (PLAN VIEW' REINFORCED CONCRETE WALLS (PLAN VIEW) PICAL TRIM BARS AROUND MISCELLANEOUS CONCRETE WALL OPENINGS UNLESS NOTED OTHERWISE ("—I �1 BUILDING IN GENER,�L, i,-. GRID TO, GRID DIMENJSCJS CR. 55D1 1%IG SCALE NO SCALE ALE DECK BEARING APE SUPPLIED BY THE J0 � ARCHITECT, THEY ARE PROVIDED 0H THE STRUCT ; tup;�- I DUNK ASSOCIATES, INN PLANS AND DETAILS FOR THE CONY EN'IENCE OF THE Ic'unsulting Structural Engweefs T HAQCHI'll�:CTUP.ALr-)PA'AltIGS, N -d 2 W f) R 1 W- NT BDR C If F, C K1; 1) FPP Septembei- 13, 2013 SEE PLAN 13073 S I I F 1: F '501 CONC STEM tNALL CONC FTG 2x4 BEVELED, KEYV!JA,Y INTERMITTENT CONC VVALL CONT A K T OPENING r P4 'Z'D%VEL TIES SEE MAS COL SCHED AT 16" oc 7— col"Ic SOG 748 CONT REINF LAP LENGTH D 0 VVE i __c Mr TC', YtPT VVAL L HOPIZ REINF TO TERMINATE REINF vWSTD 90' HOOK AT D81_ LAYER . . ... ..... . OFVERT REINF EXTEND BYND --- 777777��-- VERT REINF -1 T- CONC FTG TA _Y 7 N' EVELED KEYWiAY CONT fMI OR INTERMITTENT CONCr'TG °- T_ TYP VERT REINF COND[TIONAT HORIZONTAL BOHDBEAM AND JOIf'.IT REINF­R(­jr IN LAST (2) CELLS I M i 10 FOUNDATION DETAIL AT EXTERIOR WALL 4'-0", CTRD ""'III LA +'+; # BAP.S.x0P[IG TYPICAL CONTROL JOINT FOR SINGLE REINFORCED V9,TICAL REINFORCING tjo� s AT ALL OPNG S502 l`-JO SCALE MASONRY WALLS (PLAN VIEW) TYPICAL TERMINATION OF HORIZONTAL REINFORCING FOR 1r r- I"I I I­ a n) JNOSCALF REINFORCED MASONRY WALLS (PLAN V)RM 11—r __\ CONO BLDCKOUT CONC CONC Im CJ L CGNCVVALL BENT BARS To I ATCH SIZE AND SPACIhk OF CONC MAT FTG R'tPflf ANCHOR f2 PEP SIDE; GALV 4 COORD SIZE LOA "ION Q AND DEPTH 'rvl IAECH __d SEE TYP ELEVAT00 PIT DET CONIC FTG E FOR FTG REINF SIZ'_AND SPACING 6 STEEL COLUMN AT INTERIOR FOOTING 5502 NO SCALE 7 SUMP IN ELEVATOR PIT 5502 NO SCALE HORIZ 10VALL REINF STL HSS COL V,'HEFE'H'E,XCEEDS 24 -- — — - -IMAS VIALL CONIC PIER. SEE #4 AT24"oc SCHED Gmts3oij V ER T WALL R E I t I F REINF. SEE SCHED Ot-i if SHEET fSm Ii If CONCSOG SOG MA'Y OCCUR E70 ON BOTH SIDES OF WALL. SEE PLANI f y. 777 ------------ it .,TL BASE PL AN SOLID GF D k5, SEE SCHED ON fS3G—,, OUTALL TOP CONT RON- CELLS BLV�,GRADE CONIC FTG DOWEL TO MATCH VERT C HORIZ',%kL REINF SEE SCHED VVALL RERIF ABV FOP REINF BOTT CONT REINF J CONC FTG TYPICAL SINGLE -FIAT REINFORCED �MASI !ON'RY WALL ON I MASONRY FOUNDATION WALL. COLUMN AT FOOTING DETAIL 5502 NO SCALE 12 STEEL SEE ARC . H ... #4 AT 16"oc VE R T V,,A L L R E I N F 24' 18' #4 AT I C 18" 24" 2 4 BEVELED KEYWAY, UONC BOG - 518"o EXPANSION BOLT CONT OR DOkAkIEL TO MATCH fklAS CONC 500 V414' EMBED INTERMITTENT ;•,!ALL VERT REINF HORIZ WALL REIWF CONC WALL CO3TSQG TOP CONT REINF il- J I f. SOLID GROUT ALL DOVVEL To MATCH VERT VERTWALL REINF CELLS BLVv'GRADE OvALL REItJF ABOVE HORIZ WALL REINF - H N4 BEVELED KEYWAY, DOV"YELTONIATCHVERT CONIC REINF TOP AND BOTT CONT OR WALL REINFABV INTERMITTENT #5 AT 12",, -IT REINP H BOTT COt EA WAY TOP AND BOTT THCKENEDCoNCFrG L iI iI i A CONCFTG AT CONTRACTOP',lz OPTION, (2; #5 x CONT 8ARS MASONRY "ALL BiELG',(vl GRADE #5 AT 12'ac MAY BE SUBSTJTUTEDty`Il/ 8" THICK to fl CONC WALL REItJFGRCED VVI #4 BARS AT 18"oc VERT AND 94 BARS I II AT I-Toc HORIZ � TYPICAL THICKENED SLAD AT RASE OF STAIRS TYPICAL SINGLE- MAT REINFORCED MASONRY WALL AND s5a2 ' NO SCALE TYPICAL ELEVATOR PIT DETAIL DOUBLE-MAT REINFORCED CONCRETE WALL ON %�� j�� CONCRETE FOOTING ,�RETE FOOTING MASONRY WALL AND DBA MAY ONLY OCCUR ON ONE SIDE OF S TL COL, SEE PLAN CJ CAULK 11 "I / --- - - -- - - -- -- STLCOL AT 48 be A ' LIGN,AJ/ MASWALL HORIZ V,"ALL REINF HORIZ V:ALLREINF - -- -------- f2� VERT BARS EA STLHSSCOL SIDE OF COL To MATCH VERT V�ALL PE [NF CONC PIEP, SEE SCHEDCt,jtS3D1j 1C x 24" D6A CJ CAULK E70 AT 48 "cc ALIGN";'ll PEINF, SEE SCHED ON HORIZ V-,"A L L REINF ETL COL SHEETfS30 Ii MAS t,"VALL CONC SOG 1" THICK PL 14 7111 7 0 (D 0 C:5c" 0 0 ST' BASE PL HORIZ VALL REllf PLI"x4`0'4' 0 0 VIASHER W/ DBL 1 1 VERT BARS EA NUT EAAB 1 lr-?" TYP 'O A.8. SIDE OF COL To MATCH CONC FTC V-8" MIN ENIBEDMD �T "T 1� VERT VVALL RE111F SEE SCHED FOR REINF 7 1 a September 13.20 13 1 rTA 1 3 1 �STEF_L COLUMN AT SPOT FOOTING DETAIL t �EPLATE DETAIL (Z_T� NO SCALE R E N �E _ IoEi4 cz BDR c I I I." c K E 1) Fll.) DA Y1: September 1 3 20 13 S C SEE PLAN i 1.) 7' 1 e DELTA DATE R" H H HORIZ REINF' TO TERMINATE RI; 'ISIONS j I WISTD 180z HOOK AT LAP LENGTH LAYER OF VERT REINF 2Y,4 BEVELED KP%'QAY S SEE ARCH FOR CONT O OPENH fi IIS CONFIGURATION fALT� 94 AT 16"o, __F 18" WALL BY ND T TYP VERT PER IF CONC SOG J f JOINT MATERVL DUR�0-1:;'VALI - VVF TYPE j01? N IN LAST CELL THICKNESS, VERITY VW ARCH S SINGLE 'LAYER VERTICAL RFJNFORCING CONT VERT CJ 3(MIN1 ( (1) VERT BAP TO MATCH VERT VVALL fir — — P.EINF,EA SIDE OFJOINT ' '01ALL SYND if H HOWREINFCONT X 4 BEVE! ED C CONT I BAR JOR IT YVVAY CONT EE T OPENING r P4 'Z'D%VEL TIES SEE MAS COL SCHED AT 16" oc 7— col"Ic SOG 748 CONT REINF LAP LENGTH D 0 VVE i __c Mr TC', YtPT VVAL L HOPIZ REINF TO TERMINATE REINF vWSTD 90' HOOK AT D81_ LAYER . . ... ..... . OFVERT REINF EXTEND BYND --- 777777��-- VERT REINF -1 T- CONC FTG TA _Y 7 N' EVELED KEYWiAY CONT fMI OR INTERMITTENT CONCr'TG °- T_ TYP VERT REINF COND[TIONAT HORIZONTAL BOHDBEAM AND JOIf'.IT REINF­R(­jr IN LAST (2) CELLS I M i 10 FOUNDATION DETAIL AT EXTERIOR WALL 4'-0", CTRD ""'III LA +'+; # BAP.S.x0P[IG TYPICAL CONTROL JOINT FOR SINGLE REINFORCED V9,TICAL REINFORCING tjo� s AT ALL OPNG S502 l`-JO SCALE MASONRY WALLS (PLAN VIEW) TYPICAL TERMINATION OF HORIZONTAL REINFORCING FOR 1r r- I"I I I­ a n) JNOSCALF REINFORCED MASONRY WALLS (PLAN V)RM 11—r __\ CONO BLDCKOUT CONC CONC Im CJ L CGNCVVALL BENT BARS To I ATCH SIZE AND SPACIhk OF CONC MAT FTG R'tPflf ANCHOR f2 PEP SIDE; GALV 4 COORD SIZE LOA "ION Q AND DEPTH 'rvl IAECH __d SEE TYP ELEVAT00 PIT DET CONIC FTG E FOR FTG REINF SIZ'_AND SPACING 6 STEEL COLUMN AT INTERIOR FOOTING 5502 NO SCALE 7 SUMP IN ELEVATOR PIT 5502 NO SCALE HORIZ 10VALL REINF STL HSS COL V,'HEFE'H'E,XCEEDS 24 -- — — - -IMAS VIALL CONIC PIER. SEE #4 AT24"oc SCHED Gmts3oij V ER T WALL R E I t I F REINF. SEE SCHED Ot-i if SHEET fSm Ii If CONCSOG SOG MA'Y OCCUR E70 ON BOTH SIDES OF WALL. SEE PLANI f y. 777 ------------ it .,TL BASE PL AN SOLID GF D k5, SEE SCHED ON fS3G—,, OUTALL TOP CONT RON- CELLS BLV�,GRADE CONIC FTG DOWEL TO MATCH VERT C HORIZ',%kL REINF SEE SCHED VVALL RERIF ABV FOP REINF BOTT CONT REINF J CONC FTG TYPICAL SINGLE -FIAT REINFORCED �MASI !ON'RY WALL ON I MASONRY FOUNDATION WALL. COLUMN AT FOOTING DETAIL 5502 NO SCALE 12 STEEL SEE ARC . H ... #4 AT 16"oc VE R T V,,A L L R E I N F 24' 18' #4 AT I C 18" 24" 2 4 BEVELED KEYWAY, UONC BOG - 518"o EXPANSION BOLT CONT OR DOkAkIEL TO MATCH fklAS CONC 500 V414' EMBED INTERMITTENT ;•,!ALL VERT REINF HORIZ WALL REIWF CONC WALL CO3TSQG TOP CONT REINF il- J I f. SOLID GROUT ALL DOVVEL To MATCH VERT VERTWALL REINF CELLS BLVv'GRADE OvALL REItJF ABOVE HORIZ WALL REINF - H N4 BEVELED KEYWAY, DOV"YELTONIATCHVERT CONIC REINF TOP AND BOTT CONT OR WALL REINFABV INTERMITTENT #5 AT 12",, -IT REINP H BOTT COt EA WAY TOP AND BOTT THCKENEDCoNCFrG L iI iI i A CONCFTG AT CONTRACTOP',lz OPTION, (2; #5 x CONT 8ARS MASONRY "ALL BiELG',(vl GRADE #5 AT 12'ac MAY BE SUBSTJTUTEDty`Il/ 8" THICK to fl CONC WALL REItJFGRCED VVI #4 BARS AT 18"oc VERT AND 94 BARS I II AT I-Toc HORIZ � TYPICAL THICKENED SLAD AT RASE OF STAIRS TYPICAL SINGLE- MAT REINFORCED MASONRY WALL AND s5a2 ' NO SCALE TYPICAL ELEVATOR PIT DETAIL DOUBLE-MAT REINFORCED CONCRETE WALL ON %�� j�� CONCRETE FOOTING ,�RETE FOOTING MASONRY WALL AND DBA MAY ONLY OCCUR ON ONE SIDE OF S TL COL, SEE PLAN CJ CAULK 11 "I / --- - - -- - - -- -- STLCOL AT 48 be A ' LIGN,AJ/ MASWALL HORIZ V,"ALL REINF HORIZ V:ALLREINF - -- -------- f2� VERT BARS EA STLHSSCOL SIDE OF COL To MATCH VERT V�ALL PE [NF CONC PIEP, SEE SCHEDCt,jtS3D1j 1C x 24" D6A CJ CAULK E70 AT 48 "cc ALIGN";'ll PEINF, SEE SCHED ON HORIZ V-,"A L L REINF ETL COL SHEETfS30 Ii MAS t,"VALL CONC SOG 1" THICK PL 14 7111 7 0 (D 0 C:5c" 0 0 ST' BASE PL HORIZ VALL REllf PLI"x4`0'4' 0 0 VIASHER W/ DBL 1 1 VERT BARS EA NUT EAAB 1 lr-?" TYP 'O A.8. SIDE OF COL To MATCH CONC FTC V-8" MIN ENIBEDMD �T "T 1� VERT VVALL RE111F SEE SCHED FOR REINF 7 1 a September 13.20 13 1 rTA 1 3 1 �STEF_L COLUMN AT SPOT FOOTING DETAIL t �EPLATE DETAIL (Z_T� NO SCALE R E N �E _ IoEi4 cz BDR c I I I." c K E 1) Fll.) DA Y1: September 1 3 20 13 S C SEE PLAN i 1.) 7' 1 SEE ARC . H ... #4 AT 16"oc VE R T V,,A L L R E I N F 24' 18' #4 AT I C 18" 24" 2 4 BEVELED KEYWAY, UONC BOG - 518"o EXPANSION BOLT CONT OR DOkAkIEL TO MATCH fklAS CONC 500 V414' EMBED INTERMITTENT ;•,!ALL VERT REINF HORIZ WALL REIWF CONC WALL CO3TSQG TOP CONT REINF il- J I f. SOLID GROUT ALL DOVVEL To MATCH VERT VERTWALL REINF CELLS BLVv'GRADE OvALL REItJF ABOVE HORIZ WALL REINF - H N4 BEVELED KEYWAY, DOV"YELTONIATCHVERT CONIC REINF TOP AND BOTT CONT OR WALL REINFABV INTERMITTENT #5 AT 12",, -IT REINP H BOTT COt EA WAY TOP AND BOTT THCKENEDCoNCFrG L iI iI i A CONCFTG AT CONTRACTOP',lz OPTION, (2; #5 x CONT 8ARS MASONRY "ALL BiELG',(vl GRADE #5 AT 12'ac MAY BE SUBSTJTUTEDty`Il/ 8" THICK to fl CONC WALL REItJFGRCED VVI #4 BARS AT 18"oc VERT AND 94 BARS I II AT I-Toc HORIZ � TYPICAL THICKENED SLAD AT RASE OF STAIRS TYPICAL SINGLE- MAT REINFORCED MASONRY WALL AND s5a2 ' NO SCALE TYPICAL ELEVATOR PIT DETAIL DOUBLE-MAT REINFORCED CONCRETE WALL ON %�� j�� CONCRETE FOOTING ,�RETE FOOTING MASONRY WALL AND DBA MAY ONLY OCCUR ON ONE SIDE OF S TL COL, SEE PLAN CJ CAULK 11 "I / --- - - -- - - -- -- STLCOL AT 48 be A ' LIGN,AJ/ MASWALL HORIZ V,"ALL REINF HORIZ V:ALLREINF - -- -------- f2� VERT BARS EA STLHSSCOL SIDE OF COL To MATCH VERT V�ALL PE [NF CONC PIEP, SEE SCHEDCt,jtS3D1j 1C x 24" D6A CJ CAULK E70 AT 48 "cc ALIGN";'ll PEINF, SEE SCHED ON HORIZ V-,"A L L REINF ETL COL SHEETfS30 Ii MAS t,"VALL CONC SOG 1" THICK PL 14 7111 7 0 (D 0 C:5c" 0 0 ST' BASE PL HORIZ VALL REllf PLI"x4`0'4' 0 0 VIASHER W/ DBL 1 1 VERT BARS EA NUT EAAB 1 lr-?" TYP 'O A.8. SIDE OF COL To MATCH CONC FTC V-8" MIN ENIBEDMD �T "T 1� VERT VVALL RE111F SEE SCHED FOR REINF 7 1 a September 13.20 13 1 rTA 1 3 1 �STEF_L COLUMN AT SPOT FOOTING DETAIL t �EPLATE DETAIL (Z_T� NO SCALE R E N �E _ IoEi4 cz BDR c I I I." c K E 1) Fll.) DA Y1: September 1 3 20 13 S C SEE PLAN i 1.) 7' 1 1 3 1 �STEF_L COLUMN AT SPOT FOOTING DETAIL t �EPLATE DETAIL (Z_T� NO SCALE R E N �E _ IoEi4 cz BDR c I I I." c K E 1) Fll.) DA Y1: September 1 3 20 13 S C SEE PLAN i 1.) 7' 1 CONC FTG NN CCNC iN 'A. 4 BEV[ KEYWAY INTERMt 1 TYPICAL DRIVE AISLE ('3—' TYPICAL CONCRETE WALL AT INTERIOR TYPICAL ALIERI�ETEICONCRETEVVALLOIC9NIIETEFOOTINq NO SCALE NO SCALE: NO CA L seALE: INT BRG WA SEE PLAN 44 DOWEL tf S%AJ STUDS f 1) CGNT #4 9 D01WEEL A SVJSHEATf IED SW/EN, TYP COT,JC FTG 44 D(W Fl A IED. TYR yp TYPICAL INTERIOR IEAIIN.GWALL ---TYPICAL INTERIOR SHEARWALL I CALPARIl WALL AT Ic scL ,NO SCALE NO SCALE: G�..... Aft A September 13, 2013 FACADE, SEE ARCH 'GRID HE' September 13, 2013 NOTE 1 STRUCTURAL DP.'VA,�,IGSAFE BASEED ON Ono CONC WALL THICKNESS iTHESE ARCHITKTURAL i' URW,ffj�S Dpj-o, fjq 11 ',e.11 j � r- -- - 13073 C9 TRANSITION VvIHERP OCCURS, SEE PLAN SEE, ARCH I I I I SdLiIG II, i.-. GOID TO GRID DIMEf,1S10!%J,, OP #4 CONT DUNN ASSOCIATES , INC 1,11 -,Ik IN,; 11 Mil� IZ jI 1 St, ucLurd Engineers CONC 114ALL CONC SGG SEE CIVIL FOR TRE,%H DRAIN LOC,", T1016 SEE EXT SLAS OR GRAD'�,7 ARCH j SEE W lq� 7 ARCH t x V V-, DGVvELS TO MATCH BERT REINF IN AIiALL A8V 2)AxCONTCONC: 3 KEYVIvAY #4 AT 18"oc CONC SEE PLAN CONC FTG 2-14" 2�(4 KEyV,!A'( T�P L� SEE PLAIN CONC FTG NN CCNC iN 'A. 4 BEV[ KEYWAY INTERMt 1 TYPICAL DRIVE AISLE ('3—' TYPICAL CONCRETE WALL AT INTERIOR TYPICAL ALIERI�ETEICONCRETEVVALLOIC9NIIETEFOOTINq NO SCALE NO SCALE: NO CA L seALE: INT BRG WA SEE PLAN 44 DOWEL tf S%AJ STUDS f 1) CGNT #4 9 D01WEEL A SVJSHEATf IED SW/EN, TYP COT,JC FTG 44 D(W Fl A IED. TYR yp TYPICAL INTERIOR IEAIIN.GWALL ---TYPICAL INTERIOR SHEARWALL I CALPARIl WALL AT Ic scL ,NO SCALE NO SCALE: G�..... Aft A September 13, 2013 1. BDR Ft g and Fnd Permit HE' September 13, 2013 NOTE 1 STRUCTURAL DP.'VA,�,IGSAFE BASEED ON Ono SEE PLAN J() B NO iTHESE ARCHITKTURAL i' URW,ffj�S Dpj-o, fjq 11 ',e.11 j � r- -- - 13073 fil M - ENSIONS AND EL E I VATIO15 AS T HEY PELATE TO THE DUNN I I I I SdLiIG II, i.-. GOID TO GRID DIMEf,1S10!%J,, OP PECK BEARWG SLEV IONS ARE SlUPPIf Ft:D 8v THE �,CHITECT T H EYAREPROVID-C)ON THE STRUCTURAL I PLANS AND DETAILS THE --GNIVr DUNN ASSOCIATES , INC 1,11 -,Ik IN,; 11 Mil� IZ FOR Nl-NCE OF THE CONTRACTOR. VERIFY DIMEWSIOIIS AND ELEV,!TjO r,,S IECTURAL DRAVVINGS, 1 St, ucLurd Engineers #4 CONT. TY P 24 " 44 DO`�.JEI- MATCH VERT SPACING, TYP CONC SGG CONG SOG SEE N ARCH CONC, hALL, PER PLAN 2 4 KEYlhAY TYP SEE PLAN OONG FTG -777 A - - - -_ - - - - - - - - FINISHED GRADE. SEE CIVIL ('3 -� TYPICAL DRIVE AISLE EXTERIOR STAIR A WALL DETAIL �10 NO SCALE! ( p ND NG SCALE September 13, 2013 Ftg and Fn d Permit NOTE THE S S rR't I- -URAL DP,4 VhGS A,--'E R-,, S -, D rxi A R, CHI TE C TUPA L DRA',"A! JG IS DATED 09. 1 --. ---0 1 DNIIENSIONS AND ELEVATIOHS AS T HEY ES 'c Tr 'HE BUILDING IN GENERAL, i.e G--'ID T(--1 GRID DIMENSIONS UR DECK BEADING ELEVATIO IJS. ARE SUPPLIED By THE ARCHITECT. THEY ARE PROVIDED ON THE STRUCTURAL i PLANS AND DETAILS FOR THE CONVENIENCE OF THE CONTRACTOR, VERI' FY DIMENSIONS AND ELEVATIONS VATH AR.CHFrECTUR fIf AL DRAAING'S. �r . . . . . . . . . . . . . . . . . .. ... 0 -p J cz 1) R A w \T BDR C I I h ( 7 K 1-' 1) FPP 1)"": September 13, 2013 SCM-F SEE PLAN J () B 13)(173 S I I I -J' F 5 t 0 fl fl as R. tY Iz Q) O cv Q) C'4 CL KY O ff) --�7 LL C- 6 O CL O n C) O ih LL. I I� 0 0 G 0 PE. " #135& ORIGINAL SIGNED BY TODD E. PAYNE DATED ORIGINAL ON FILE AT: PAYNE EN E INC. NO. REMSIONS DATE kyPdAff B earing Inc. 8270 Consulting Engineers 0 182.3 East Center Pocatello, Idaho 83201 OF DD V tel (208) 232 -4430 fax {208) 232 -1435 WINDSOR MANOR 4 51'T FL)"kN ELECTRICAL SCALE: 1/16" = V -0" o° 16, 32, 0