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07-0381 Creek St Plaza Building AGENERAL NOTES: 1) ALL WORK SHALL CONFORM TO APPLICABLE CODES AND REGULATIONS AS ENFORCED BY THE CITY OF YELM AND THE STATE OF WASHINGTON. 2) PRIMARY CODE IS 2003 INTERNATIONAL BUILDING CODE INCLUDING WA. STATE AMENDMENTS. & WA. STATE ENERGY CODE 2003 3) VERIFY CONDITIONS AND DIMENSIONS IN THE FIELD. NOTIFY ARCHITECT OF ANY IRREGULARITIES. 4) A COPY OF THE APPROVED PERMIT PLANS MUST BE ON SITE AT ALL TIMES. 5) MECHANICAL, PLUMBING, FIRE PROTECTION AND ELECTRICAL WORK IS TO BE BIDDER DESIGNED AND INSTALLED ACCORDING TO THE SCOPE OF WORK SHOWN IN THIS DOCUMENT PACKAGE. PERMITS, LICENSES, FEES, ETC. SHALL BE ARRANGED FOR OR PROVIDED BY THE CONTRACTOR UNLESS PRIOR ARRANGEMENTS ARE MADE WITH THE OWNER. 6) ALL STREETS AS WELL AS THE PREMISES SHALL BE KEPT CLEAN AS A RESULT OF THIS CONSTRUCTION ACTIVITY. 7) THE SAFETY, SECURITY AND QUIET ENJOYMENT OF THE GENERAL PUBLIC, CENTER TENANTS AS WELL AS THE EXISTING AND ADJACENT IMPROVEMENTS IS THE RESPONSIBLITY OF THE CONTRACTOR. 8) DEBRIS AND MATERIAL NOT TO BE INCORPORATED INTO THE WORK SHALL BE REMOVED FROM THE SITE IN A RESPONSIBLE AND TIMELY MANNER. SITE SECURITY IS THE RESPONSIBILITY OF THE CONTRACTOR. 9) THE ABSENCE OF SPECIFIC DETAIL OR NOTE DOES NOT IN ITSELF CONSTITUTE GROUNDS FOR ADDITIONAL SCOPE OR COST. THE CONTRACTOR SHALL SEEK CLARIFICATION AND DIRECTION FROM THE ARCHITECT. IT IS THE CONTRACTOR'S RESPONSIBILITY TO DELIVER A COMPLETE PROJECT AS SUGGESTED BY THESE DOCUMENTS AND CONSTRUCT THE PROJECT IN COMPLIANCE WITH ALL APPLICABLE REGULATIONS. 10) CONCRETE IS TO BE A MIN OF 3,000 LB MIX, POURED ON FIRM, DRY BEARING WHEN SITE TEMPERATURE WILL BE ABOVE 34 DEGREES FAHRENHEIT AND DRY DURING THE FIRST 48 HOURS OF CURING. ENSURE CONCRETE IS FULLY CURRED PRIOR TO LAYING FLOOR FINISHES. CONTACT THE ARCHITECT FOR MAX PERMITTED MOISTURE CONTENT. 1 1) ALL PRE - MANUFACTURED LUMBER, STEEL & SHOP FABRICATED COMPONENTS ARE TO BE SIZED AND INSTALLED ACCORDING TO THE MANUFACTURER'S DETAILS AND CRITERIA. 12) ALL STUD WALLS AND PARTITIONS, INCLUDING FURRED SPACES, SHALL BE FIRE STOPPED PER CODE. 13) CONTRACTOR TO BE RESPONSIBLE FOR ASSEMBLY & ERECTION, FOR THE COORDINATION OF TRADES, FOR THE SITE AND FOR WORK THAT MAY PROVE DETRIMENTAL TO THE STABILITY OR WEATHERABILITY OF THE STRUCTURE. 14) PROVIDE BLOCKING / BACKING FOR GRAB BARS, CABINETS, FIXTURES AND THE LIKE. 15) THE CONTRACTOR IS SOLELY RESPONSIBLE FOR SAFETY ON THE JOB SITE. 16) EXTERIOR JOINTS AROUND WINDOWS AND DOOR FRAMES, OPENINGS BETWEEN WALLS, WALL PANELS AND FOUNDATIONS, AND AT ALL SUNDRY CONDITIONS OF THE BUILDING ENVELOPE AND BETWEEN TENANT SPACES SHALL BE SEALED, CAULKED, GASKETED AND /OR WEATHER- STRIPPED AGAINST SPREAD OF SMOKE AND OR FIRE, AIR LEAKAGE AND PROHIBIT ANIMAL OR INSECT INTRUSION. 17) THE CONTRACTOR HAS THE RESPONSIBLITY TO LOCATE UTILITIES, METERS AND VALVES AND TO PROVIDE ACCESS, INCLUDING PANELS AND HOUSINGS, FOR ALL NEW SERVICES RESULTING FROM THIS WORK. 18) ALL WORK SHALL BE WARRANTEED BY THE CONTRACTOR FOR ONE FULL YEAR FROM THE DATE OF SUBSTANTIAL PERFORMANCE AS SHALL BE DOCUMENTED IN WRITING BY THE ARCHITECT SUBSEQUENT TO A SITE REVIEW AFTER APPLICATION FROM THE CONTRACTOR. 19) ALL WORK IS TO BE PERFORMED TO THE CONVENTIONAL STANDARDS OF THE APPLICABLE INDUSTRY OR TRADE. 20) THE CONTRACTOR IS TO COOPERATE WITH THE OWNER, THE TENANT AND THE TENANTS SUPPLIERS AND TRADES FOR WORK THAT SHOULD BE INCORPORATED DURING THE CONTRACTOR'S SCOPE; LANDLORD SCOPE PRECEEDING TENANT IMPROVEMENT, AND SHALL COOPERATE WITH TENANT'S TRADES SHOULD THE OWNER PERMIT OVERLAP IN THE TIMELY EXECUTION OF CONTRACTS. CONSTRUCTION NOTES: 1. ALL WORK SHALL CONFORM WITH APPLICABLE CODES AND REGULATIONS. 2. VERIFY DIMENSIONS AND CONDITIONS IN THE FIELD. NOTIFY ARCHITECT IF NOT AS SHOWN. 3. ALL CONSTRUCTION IS SUBJECT TO FIELD REVIEWS OF OWNER'S REPRESENTATIVES' AS WELL AS FINAL APPROVAL AND ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE CITY OF YELM. 4. SPECIAL INSPECTIONS SHALL BE PROVIDED BY THE OWNER THRU AN AGENCY APPROVED BY THE LOCAL BUILDING DEPARTMENT FOR: A. REINFORCED CONCRETE B. STRUCTURAL MASONRY C. STRUCTURAL WELDING D. HIGH STRENGTH BOLTING E. SOIL INVESTIGATION COPIES OF ALL SPECIAL INSPECTION REPORTS ARE TO BE FORWARDED TO THE BUILDING DEPARTMENT, THE CONTRACTOR, THE OWNER, THE ENGINEER AND THE ARCHITECT OF RECORD. 5. WELDING MUST BE PERFORMED BY WABO CERTIFIED WELDERS. CERTIFIED CARDS MUST BE PROVIDED FOR REVIEW BY INSPECTORS 6. AN APPROVED SET OF PERMIT DOCUMENTS MUST BE KEPT ON SITE AT ALL TIMES FOR ACCESS BY INSPECTORS. 7. CONSTRUCTION EROSION CONTROL MEASURES MUST BE IN PLACE PRIOR TO ANY EARTH DISTURBANCE. 8. SPECIAL CONSULTANTS /INSPECTORS WILL BE PROVIDED BY THE OWNER FOR GEOTECHNICAL AND STRUCTURAL INSPECTIONS /TESTING, DURING THE COURSE OF CONSTRUCTION. GENERAL CONTRACTOR IS TO CALL FOR INSPECTIONS IN A TIMELY MANNER. FIRE PROTECTION SYSTEM (DESIGN BUILD - DEFERRED SUBMITTAL) TIMING OF INSTALLATION: 1. FIRE APPARATUS ACCESS ROADS SHALL BE CONSTRUCTED AND APPROVED AND FIRE HYDRANTS SHALL BE INSTALLED, TESTED AND APPROVED PRIOR TO COMMENCEMENT OF COMBUSTIBLE FRAMING. FIRE ACCESS ROADS SHALL REMAIN UNOBSTRUCTED AND SERVICABLE DURING BUILDING CONSTRUCTION. HYDRANT FLOW REQUIREMENTS: 2. THE MINIMUM HYDRANT FLOW REQUIRED IS 1,500 GPM AT 20 PSI RESIDUAL PRESSURE FOR A 2 -HOUR DURATION. THE REQUIRED FLOW SHALL BE PROVIDED BY WATERMAINS INSTALLED IN ACCORDANCE WITH THE STANDARDS OF THE CITY OF YELM UTILITY & FIRE DEPARTMENTS, AS WELL AS NFPA 24. VERIFICATION THAT THE REQUIRED FLOW HAS BEEN MET MUST BE CONFIRMED PRIOR TO OCCUPANCY APPROVAL. FIRE SPRINLER SYSTEM REQUIREMENTS: 3. A STANDARD AUTOMATIC FIRE SPRINKLER SYSTEM SHALL BE PROVIDED THROUGOUT THE BUILDING IN ACCORDANCE WITH NFPA 13 STANDARDS (CURRENT EDITION). THE FIRE SPRINKLER SYSTEM SHALL BE DESIGNED AND INSTALLED BY A WASHINGTON STATE LEVEL III CERTIFIED FIRE SPRINKLER SYSTEM CONTRACTOR IN ACCORDANCE WITH WAC 212 -80. FIRE ALARM SYSTEM REQUIREMENTS: 4. AN APPROVED AUTOMATIC AND MANUAL FIRE ALARM SYSTEM WITH SUPERVISED MONITORING SHALL BE PROVIDED THROUGHOUT THE BUILDING IN ACCORDANCE WITH THE CITY OF YELM FIRE DEPARTMENT ALARM REGULATIONS AND NFPA 72 STANDARDS. PLANS AND SPECIFICATIONS SHALL BE SUBMITTTED BY A LICENSED FIRE ALARM CONTRACTOR TO THE FIRE DEPARTMENT FOR REVIEW AND APPROVAL PRIOR TO COMMENCEMENT OF INSTALLATION. SUBMITTALS & PERMITTING: FIRE SPRINKLER AND ALARM FIRE SPRINKLER AND ALARM SYSTEMS TO BE DESIGNED IN ACCORDANCE W /CURRENT CODES AND WILL BE THE SUBJECT OF A DEFFERED SUBMITTAL BY A DESIGN /BUILD CONTRACTOR. FIRE SPRINKLER DESIGNS ARE TO BE SUBMITTED TO THE CITY PRIOR TO THE COMMENCEMENT OF FRAMING. TWO COPIES OF SAID SUBMITTAL TO THE CITY IS TO BE PROVIDED TO THE ARCHITECT. THE GENERAL CONTRACTOR SHALL ARRANGE FOR A KNOX BOX AVAILABLE FROM THE FIRE DEPARTMENT. ADDITIONAL PERMITS BY TRADES (REQUIRED): PLUMBING SYSTEMS (DESIGN- BUILD) GAS PIPING SYSTEMS TRADE SUBMITTAL FIRE ALARM SYSTEM (DESIGN- BUILD) FIRE SPRINKLER SYSTEM (DESIGN- BUILD) UNDERGROUND FIRE MAINS & HYDRANTS TRADE SUBMITTAL ELECTRICAL PERMITS (DESIGN- BUILD) SIGN PERMITS TRADE SUBMITTAL LEGAL DESCRIPTION SEE CURRENT SURVEY AS PART OF THE CIVIL ENGINEERING SET OF DOCUMENTS SUBMITTED UNDER SEPARATE COVER. STATE BUILDING CODE EDITION: Q3 TITLE SHEET SECTION 1 - BUILDING AREA LIMITATIONS SITE PLAN If there are multiple construction types, or if afire wall divides the building, provide a separate analvQis for each area. Repeat as necessary. Type of Identify all use and occupancy classification Area Construction group(s) ( i.e. B, M, R -2, A -3, etc.): Building VB 15,858 sf Current ►B, M, A -2, A -3 sf Proposed ►some interior improvements are included Tenant Improvement see floor plan Change of Use sf Proposed ► Story /Level Occupancy Area Tabulated Floor Area, At (Table 503) M (Ace 1 1,267 sf 14,000 sf Cash) 1 2.041 sf 11,500 sf Break down the (Teriyaki) areas of 1 6,929 sf 11,500 sf occupancies (Fitness) based on story /level M, B, A -2 Take as A -2 for worst Case 1 (Remainde 5,621 sf 11,500 sf r) sf sf sf sf X. Building is constructed per IBC 302.3.1 for Non - separated Uses, Use most restrictive Atin calculation (or) ❑ Building is constructed per IBC 302.3.1 for Separated Uses, perform "Sum of the Ratios" calculations Frontage Increase, If= [F /P- 0.25]W/30; Sprinkler Increase *, IS 300 F = 619 ; It = 50 2 for multi- story, 3 for single -story P =619 W =20 *Not permitted when used for fire- resistive substitution Maximum Allowable Floor Area (provide a separate analysis for each use): Aa= At + [Atlf] + [Atls] 6,000 + 16000 x 501 + [ 6000 x 300] 1100 = 24,300 s.f. AFPRQVEf ),WILLIAM B DATE (p(��I01 SHEET LEGEND A -0.0 TITLE SHEET A -0.1 SITE PLAN A -1.0 BUILDING A FLOOR PLAN A -1.2 ROOF PLAN A -2.0 BUILDING ELEVATIONS & SECTION A -2.1 METAL CANOPY & WALL SECTION A -3.0 DOOR/WINDOW /RESTROOM DETAILS S1.1 GENERAL STRUCTURAL NOTES S2.1 FOUNDATION PLAN S2.2 ROOF FRAMING PLAN S3.1 TYPICAL DETAILS S3.2 TYPICAL DETAILS S4.1 ROOF DETAILS S4.2 FRAMING DETAILS S5.1 PANEL ELEVATIONS ".11 N1 Architect: Thomas Thompson, AIA 29619 15th Ave NE Stanwood, WA 98292 cell: 206 - 409 -0755 (preferred) 360 - 629 -3985 Fax: 360-629-5435 tsq@att.net Civil Engineer: Contour Engineering, Inc Brett Allen PO Box 607 Olalla, Washington 98359 (253) 238 -5351 Fax: 253-857-5458 Structural: Swenson Say Faget Diana Leonard 2124 Third Ave Suite 100 Seattle, WA 98101 206 - 443 -6212 Fax: 206 - 443 -4870 dleonard @swensonsayfaget.com Landscape Architect: William (Corky) Brown Landscape Architect 16630 30th Dr. S.E. Bothell, WA 98012 ph: (425) 417 -4609 fax: (425) 486-1564 corky_b @comcast.net GEOTECHNICAL ENGINEER: The Riley Group, Inc. 17522 Bothell Way NE Bothell, WA 98101 Plumbing: BY DESIGN BUILD to later permit Mechanical: BY DESIGN BUILD to later permit Electrical: BY DESIGN BUILD to later permit architecture I✓ a t3 � Q E entitlements Thomas Thompson AIA tsq @att.net cell: 206 - 409 -0755 ph: 360 - 629 -3985 fax: 360- 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 "" ' REGISTERED HAS J THOMPSON TE OF WASHINGTI IConsultant IProject Q N Q CL W W Q � N Z �G 0 W � W mV 0 ry s U W J W J U W W Z U W ~ W W CL Q0 J .1 W W > > W -q::t 0 OM w �- >_ o r- Revisions BPA - SUBMIT 06 -10 -07 BPA - RE- SUBMIT 09 -10 -07 File No. Drawn Checked Date Sheet A-0,90 COVER SHEET RIVER ROCK TO PRE -CAST CONIC OR CMU PANELS TO GC OPTION ELEVATION 12' ^o v f C I C I C I C I C I C LANDSCAPE MASONRY \ NAD 83 ZONES SCREEN WALLS \ ��• CGF = 0.99991929 @ NOTED LOCATIONS. SEE LANDSCAPE PLAN. \ AUTOZONE 6,800 S.F. RETAIL BLDG A 15,858 S.F. \ RETAIL BLDG B 3,069 S.F. G \ RETAIL BLDG C 6,804 S.F. 32,531 S.F. @ 1/250 =130 CARS G FAST FOOD 3,500 S.F. LANDSCAPE WALLS PLAN STARBUCK'S 1,750 S.F. G SCALE: 1/4 11 = 1' -0" 5,250 S.F. @ 1/2U0 = 26 CARS TOTAL FLOOR AREA = D 37,781 S.F. COVERAGE = 21.70 SITE AREA (APPROX) = 173,798 S.F. (before dedication) TOTAL CARS REQUIRED 156 TOTAL CARS PROVIDED 169 (ind. 29 compacts @ 17 %) 37' BRICK VENEER TO SCORED CONCRETE PLANTERS CAPE 3 PEDESTRIAN PLAZA SCALE: 1 /4" = 1' -0" - - -- - - -. kDE TIMBERFORM BENCHES AUTOZONE & BLDG A SHARED ENCLOSURE BRICK OVER PRE -CAST 24'x 12' (INSIDE) x 6'HIGH �I 0 1,1 SUBJECT OF THIS PERMIT ti M MA ���1/►/! 11 ��1�!! !�1!!lNMIrl�!!!!!�!�!!!!��!ll�i ' S®��' Cn PAP INWA Ord I OWN OF DEDICATIOV 6 FT WIDE EMBOSSED CONCRETE ��► �! !!!!�!!!!1/!!!�!!!!!��!!!��!!!� �!!!��!ll��► X11 i r f�ll' II to WALK-WAYS .., 3 r 1 C �c C 9 C �( / N 0 �I� 111 I�� III i I X1111 I I' i rII 11 v • I I �1� • r r !' .... .:.`.;.:.`.:; ' _::_ • 1 4,81 11il 1 I Cn z � architecture } C � 6 Q E e n t 1 t I e m e n t s Thomas Thompson AIA tsq@att.net cell: 206 - 409 -0755 ph: 360- 629 -3985 fax: 360- 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 3447 REGISTERED ARCH PAS J THOMPSON ATE OF WASHINGTON Consultant Project Q U N w � J Q ...� U CL LJJ W Z W W w Z ix w LLJ QFIIIIIIIIIIIIIIIIII > :�i Q CL C' o Z���J W w > 0 LJJ >- , w -q- o O -' Revisions BPA - SUBMIT 06 -10 -07 REV 06 -22 -07 REV 09 -10 -07 File No. Drawn Checked Date 06 -09 -07 Sheet SITE PLAN A 0— C� REFLECTED CEILING LEGEND: ®2x4 TROFFER W/ W T -8 C/W STANDARD PLEXI EXI LENSE BY LANDLORD ® 1x2 TROFFER W/ 2 -32 W T -8 C/W STANDARD PLEXI LENSE BY OWNER SURFACE MOUNT FLOURESCENT ° W/1 -32 W T -8 C/W LENSE SWITCHED AT DOOR WITH FAN TRADE COORDINATE WITH ARCHITECT 2 TYPICAL TENANT CEILING SCALE: 3/32" = 1'-0" EXIT SIGN & EMERGENCY LIGHT COMBO (EXISTING AT EXIT DOORS) ADD ONE FROM KITCHEN FOR TENANT Sc SIGN OUTLET /CIRCUIT (EXISTING) O TO TENANT PANEL BY LANDLORD DIFFUSER, SIZE AND DISTRIBUTION BY HVAC TRADE IN DESIGN /BUILD CONTRACT. PROVIDE CONNECTION TO EXISTING RTU DROPS & THERMOSTAT AND ALL DISTRIBUTION IN THIS CONTRACT. SUBMIT & PAY FOR PERMIT BY LANDLORD @ FIRE PROTECTION TRADE WILL SECURE PERMITS AND DROP & INSTALL HEADS FROM RI SYSTEM AS REQUIRED FOR THE USE INTENDED. LOCATIONS ON THIS PLAN ARE DIAGRAMATIC ONLY. BY LANDLORD FOR VANILLA SPACE, ADDITIONAL HEADS TO TENANT ACCOUNT. BROAN 676 EXHAUST FAN DUCTED TO EXTERIOR. SWITCHED AT DOOR. MEN'S RM BY LANDLORD, WOMEN'S BY TENANT. ps SMOKE DETECTOR TYPICAL CEILING LAYOUT AT 11' -0 ". BRACING WIRES TO BE 12 GA. VERTICAL HANGER WIRE @ 4' -0' O.C. BOTH WAYS LATERAL FORCE BRACING WIRE SECURED TO MAIN RUNNER WITHIN 2' OF CROSS TEE INTERSECTION & SPLAYED 90 DEGREES FROM EA. OTHER AT 12' -0' O.C. IN BOTH DIRECTIONS STARTING AT 4' -0' FROM EA WALL COMPRESSION POSTS, USG'S, DONN CORPORATION #VSA 12, 24 OR 47 TO SUIT, D❑ NOT CONNECT TO DECK, SEISMIC SUSPENSI ❑N SYSTEM DETAILSI FOR CEILING Conform to IBC 803.9 GUIDELINES '_ONES 3 &4 DATED MAY, 2004 b IF copy is r Architect, NOTES, BRACING WIRES ARE INCLUDED ON GRID SPACING OF 12 FT. X 12 FT. WIRES ARE NOT SHOWN HERE FOR CLARITY, POST IS MADE UP OF 3/4' STEEL TUBING WITH .049' WALL THICKNESS. MAXIMUM UNSUPPORTED LENGTH IS 5' -2', IF MORE THAN 5' -2' IS REQUIRED, NOTIFY ARCHITECT, POST TO HAVE SPRING AND CONNECTION FITTINGS AT TOP AND BOTTOM, (APPROXIMATE ALLOWABLE VERTICAL MOVEMENT IS 1/2' UNDER SEISMIC ACTION), INSTALL ACCORDING TO MANUFACTURER'S DIRECTIONS, POST ASSEMBLIES ARE AVAILABLE FROM DONN CORPORATION, INSTALL SYSTEM IN ACCORDANCE WITH UBC STD, 25 -2 SUPPLY COMPRESSION STRUCTS ADJACENT TO LATERAL BRACING POINTS SUPPLY ADDITIONAL 12 GA, WIRES FOR LIGHT FIXTURES INDEPENDENT OF GRID SUSPENSIION SYSTEM, ALTERNATNG 18GA X 3.5' STEEL STUD BRACES — 0 8' -0' 04. FROM TOP OF NTERIOR PARTITIONS 10 ROOF STRUCTURE. 02 ESA. BRACE i 20 GA CONT. TRACK W/P SCM — NTO EACH STUD, EA SIDE 20 GA CONT. 79AC1(c — MO EACH STUD, EA WE ROCK WOOL IN FLUTES ' 18GA ODUCTKN `— ROOF DECK TRACK W/ (2) SCREWS 0 12' O.C. DEEP LEG DEFLECTION TRACK SLIP JOINT T DO NOT CONNECT TRACKS T-BAR CLG - - - -- AT DESKi 10 HEIGHTS NSTALLED UDDER LANDLORD WORK PERMIT WHERE TERMINATING @ CEILING INTERNAL TENANT WALLS ONLY TYPICAL INTERIOR PARTITION/ DEMISING WALL 5/8" TYPE X OVER 3 5/8" OR 6" (DEMISING) METAL STUDS 0 24" R -11 BATT INSULATION, ACOUSTICAL SEALANT ALL EDGES FLOOR TRACK HILTI X -DNI 72 C/W WASHER TO SLAB 0 36" O.C. MAX WITHIN 6' OF END & SPLICE ICBO #1290 3 TYPICAL DEMISING WALL SCALE: 1 1 /2" = 1' -0" C�J FLOOR PLAN SCALE: 3/32" = 1' -0" 9, ABBREVIATIONS C: TO MIN. 3" ABOVE CLG. RF: TO ROOF DECK, AIR TIGHT FIRECODE GWB. GWB: GYPSUM WALLBOARD WR: WATER RESISTANT (ALL PLUMBING WALLS). RI WALL 8c PARTITION LEGEND SYMBOL DESCRIPTION SYMBOL DESCRIPTION TYPICAL DEMISING WALL BETWEEN TENANTS 6"x 22 GA. MTL. STUDS, 24" O.C. TO ROOF DECK (SECURED TO ROOF FRAMING) WITH 5/8" TYPE –X GWB UP TO ROOF DECK ON BOTH SIDES; C/W DEFLECTION TRACK, SMOKE SEAL W /ROCK WOOL & ACOUSTIC CAULK ALL EDGES, SEE DTL. TYPICAL EXTERIOR PERIMETER WALLS ^T RETAIL EXTERIOR WALLS TILT –UP CONCRETE, PAINTED 1" AIR SPACE 3 5/8" METAL STUDS @ 16" OC R -13 BATT INSULATION 6 MIL POLY VAPOR RETARDER 5/8" GYP BD READY FOR TENANT FINISH `n TYPICAL TENANT RESTROOM WALL 3 -5/8% 22 GA. MTL. STUDS, 24" O.C. WITH 5/8" GWB ON EACH TO 9' -0 ", C/W BATT INSULATION. SE15MIC BRACE CORNERS. c c c Q entitlements architecture } c 0) E is c 0 Thomas Thompson AIA tsq @att.net cell: 206 - 409 -0755 ph: 360 - 629 -3985 fax: 360- 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 3441 REGISTERED THOMM ` �" LATE OF WAS19111115TON Consultant Project 0 Q U IV w � U J w w Z � W �. W w Z w w > :�E H Q CL Zhe :�EQJ W LJJ > D W >- , w Q � �-- m V �' 0- Revisions BPA - SUBMISSION 05 BPA - RE- SUBMIT 09 -10 -07 File No. Drawn Checked Date Sheet A -1.0 BLDG A FLOOR PLAN (D-- 0__ 4 PLAN- LADDER DTL SCALE 1 1/2"=1' -0' NOTES; COORDINATE JOIST SPACING TO CLEAR LADDER AND ROOF SCUTTLE. ❑,S,H,A. LADDER CLEARANCES MUST BE MET-NO OBSTRUCTIONS IN AREAS BELOW ROOF HATCH, PROVIDE SAFTY CAGE IF LADDER EXCEEDS 20' -0" IN HEIGHT, LADDER & HATCH DETAIL 3 SECTI ❑N — ROOF HATCH SCALE 1 1/2 _v_o ;" KEYED NOTES OROOF SCUTTLE - 2' -6" X 3' -0" TYPE "S" WITH "LADDER -UP" SAFETY POST MODEL 2 BY BILC❑ CO, SECURE SCUTTLE TO ROOF STRUCTURAL STEEL WITH THRU BOLTS ACCORDING TO MANUFACTURER'S DIRECTI ❑NS, HINGE PINS ARE TO BE WELDED NON- REMOVEABLE, 2O STANDARD 1" FIBER CANT, BUILT UP ROOFING, AND COUNTER FLASHING CAS REQUIRED), O3 3 -1/2" X 3 -1/2" X 1/4" ANGLED WELDED FRAME, EXTEND AND SECURE TO BUILDING ROOF STRUCTURE AS REQUIRED, O 2 -1/2" X 3/8" FLAT STEEL BAR SIDE RAILS, AND 1" 0 STEEL RUNGS PUNCHED INTO RAILS 12" CENTERS AND WELDED, RUNGS ARE TO BE KNURLED OR DIMPLED TREATED TO MINIMIZE SLIPPING AND ARE TO BE FREE OF SHARP EDGES, RE -BAR MAY BE USED FOR RUNGS, O5 PROVIDE 2 -1/2" X 3/8" THICK FLAT BENT STEEL BRACKETS AT MAX, 4' -0" CENTERS, WELD TO SIDE RAILS WELD TOP TO STEEL ANGLE FRAME, O6 AT METAL STUD WALL, PROVIDE 1 -1/2" C.R. STEEL REINFORCING CHANNELS WITH WELDED 3/8" THRU BOLTS TO RECEIVE BRACKETS, CUT STUD FLANGES TO RECEIVE REINFORCING CHANNEL, AT MASONRY, FASTEN BRACKETS WITH 3/8" X 2 -3/4" WEDGE "RED HEAD" OR "MOLLY" ANCHOR BOLTS, OPROVIDE 2 -1/2" X 2 -1/2" X 3/16" WELDED CLIP ANGLES SECURED TO CONCRETE FLOOR WITH 1/2" X 2 -3/4" WEDGE "RED HEAD" OR "MOLLY" ANCHOR BOLTS. OS FRP WALL PANELS, FLOOR TO ROOF, O9 GASKETED FASTENER. 10 1 "X ROUGH PINE NAILER TREATED WITH CUPRIN ❑L. 11 WOOD NAILER FASTENED TO ROOF DECK; THICKNESS TO MATCH TOP OF ROOF DECK INSULATION, 12 N ❑N -SLIP METAL LANDING SUSPENDED FROM ROOF, 13 GUARD RAIL, ALL S SECTION B —B 2 SCUPPER DETAIL NTS SECTION C —C DETAIL 1 DETAIL 2 ROOF PLAN SCALE: 3/32" = 1' -0" 9 45 CONTINUOUS FRONT CLEAT. 46 SEAL 4� PROVIDE (3) 1" - OVERFLOW HOLES. 48 PREFINISHED 6" DIA DOWNSPOUT AND 16" X 10" X 10" RECEIVER. 4g GALVANIZED SHEET METAL COUNTERFLASHING. 50 GALVANIZED THRU WALL LINER. BOTTOM OF OPENING LOWER THAN COMPLETED ROOF TO ENSURE DRAINAGE. 51 ROOF SIDE OF SCUPPER. 52 GRAVEL STOP. 53 12 "W X 12 "H OPENING. 54 FLASHING AT ROOF SIDE OF SCUPPER. 55 SOLDER (TYP.). c c c Q entitlements architecture } C N E c a Thomas Thompson AIA tsq @att.net cell: 206 - 409 -0755 ph: 360 - 629 -3985 fax: 360- 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 "" ' REGISTERED Consultant Project Q (9 z J Ica i FEM W W 9X he W W DC IF Revisions � J THOMPSON OF WASHINGTON 0 W W U W Z W LU Q L W O r— U J J J W Z W CL Q0 W W 0 W O BPA - SUBMIT 06 -10 -07 BPA - RE- SUBMIT 09 -10 -07 File No. Drawn Checked Date Sheet A- 1 • ROOF P1 Q Ki SOUTH ELEVATION SCALE: 3/32" = 1' -0" T12 11 T 9 8 7 6 5 3 2 fi I I FASCIA PAINTED I I C 5 SECTION A —A SCALE: 3/32" A B C D I I I I I I I I EAST ELEVATION 3 SCALE: 3/32 = 1' -0" ADJACENT WALL COLOR C/W CLEAN OUT DTL THIS SHEET 45 PREFINISHED METAL DOWNSPOUT 46 1/8" BENT STEEL PLATE BOLTED TO WALL TO PROTECT DOWNSPOUT a7 BACKER ROD W /SEALANT ALL AROUND 48 6 "x 6" SQ. DOWNSPOUT TRANSITION TO 6" DIA PIPE (4" DIA ® DRIVE -THRU) 49 1" x 2" PRESSURE SLOTS EACH SIDE 50 LINE OF PAVING 51 STORM DRAIN FLUSH WITH TOP OF PAVING ALIGH WITH ROOF SCUPPER ABOVE. 52 RWL / STORM DRAIN CONNECTION & CLEAN -OUT. PROVIDE FITTINGS FOR 4" AND 6" DIA. CONNECTIONS SEE DETAIL 5 SHEET A -2.1B RWL PROTECTION 1, CLEAN —OUT SCALE: 1/ 4 = 1'-0" D C B A I I I I I I I I WEST ELEVATION 4 SCALE: 3/32" = 1'-0" NORTH ELEVATION SCALE: 3/32" = 1' -0" 2 A B I I I I 1 -I1 WALL SECTION A � PRE —CAST CANOPY 6 SCALE: 1/4" = 1' -0" c c PEI architecture entitlements c m E a c a L Thomas Thompson AIA tsq @att.net cell: 206 - 409 -0755 ph: 360 - 629 -3985 fax: 360 - 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 Consultant Project a z 0 Revisions I REGISTERED i J TOM OF VMINGT[ D ry Q � N w Q � � U � w Z W W he W W DC r� U w UJI Q J w O (y) LLJ BPA - SUBMISSION 05 U J w Z w CL O LU w r) L_ O BPA - RE- SUBMIT 09 -10 -07 File No. Drawn Checked Date Sheet A-2400 ELEV'c SEC' (DCAN ' SCALE: ALL EXPOSED METAL GROUND SMOOTH, RUST FREE AND PAINTED WITH RUST INHIBITING SYSTEM, D 3 CANOPY EDGE SCALE: 1/4 FULL SIZE 5/4 X 12 PAINTED CEDAR OR EIES ASSEMBLY TO CONTRACTOR'S SELECTION RATE WOOD FROM CONCRETE WITH 15# ASPHALT FELT 5/4 X PAINTED CEDAR OR EIES ASSEMBLY TO CONTRACTOR'S SELECTION 'ATE WOOD FROM CONCRETE WITH 15# ASPHALT FELT E�F A SCI A CALE: 1 /4 FULL nnr ASHING ASSEMBLY 4" CONT, GUTTER PREFINISHED 1,5x1,5 PREFIN FLASHING 2X4 HSS 2x4 HSS AS PER STRUCT, ___- ____ -- _ -_ -I- _ MIN 18 GA PREFINISHED - 2.5" RWL'S @ APPR ❑X 42' ❑,C. RECEIVED AT 12" ABOVE SIDEWALK IIN 14GA CAP & SLEEVE, DRIP I i I I I I I I I I I I 2 CANOPY @ STOREFRONT HEAD i l SCALE. 1/4 FULL SIZE I I I a An a a D D 0 EMBED CONT. TREATED NAILER IN PANEL SURFACE CAULKED TO ROOF OR EXTE AS MAY WARRANT SUPF PAIN 1.5" F SLOF SPAT PAIN AS PI 2x2 C EXTEF MIN CCT 2x4 H ANCI 2X4 F PREFII & RW TO ST, ALL E) WITH � 3/4" / C/W R -10 N CB WALL SECTION — CANOPY SCALE: 1/2" = 1' -0" FING: ARKEY LOW SLOPE VENTIONAL 502 _Y M4XHA ' PROTECTION RD OVER 1 (3.5 ") YISOCYNURATE ELATION architecture a� C: E 6 c Q E entitlements Thomas Thompson AIA tsq @att.net cell: 206 - 409 -0755 ph: 360- 629 -3985 fax: 360- 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 "" 1 REGISTERED J THOMPSON OF VASHINGT[ Consultant Project 0 ry a� N w J U W W Z W W w Z w a � w C > L N Q CL O Z �L Q W w > D W >-- , LU 0 w �.- m V �- o Revisions BPA - SUBMIT 06 -10 -07 BPA - RE- SUBMIT 09 -10 -07 File No. Drawn Checked Date Sheet A-201 �IETAI �' " k ^ ^" 153 S.F. TYP OF 11 = 1,683 S.F. FOR RETAIL BUILDING A: TOTAL GLAZING AREA: 2.100 S.F. TOTAL EXPOSED WALL AREA FOR ENERGY CODE: 9.974 S.F. THEREFORE: GLAZING = 21.05% FOR WASHINGTON STATE ENERGY CODE: VISION GLAZING TO HAVE MAX DOUBLE GLAZED U VALUE OF 0.60 (FRAMES WITH THERMALLY BROKEN SECTIONS) AND A MAX SHGC OF 0.60 3'0' X 7'0' HOLLOW INSULATED METAL DOOR AND FRAME WITH 4' HEAD DOOR AND HARDWARE TO BE 3/4 HR, RATED 1 1/2 PAIR BRASS BALL - BEARING BUTTS W/ NON- REMOVABLE PINS DEAD BOLT W/ 1' THROW KEYED TO EXTERIOR (ASSEMBLY TENANT TO HAVE PANIC BAR IN LIEU TYPICAL EXTERI ❑R DOOR B1 B2 B3 8 B6 B7 B8 B9 10 B11 B1 3' -0" o T I r GLASS & ALUM ENTRANCE DOORS Al A2 A3 A4 A5 A6 A7 A9 10 11 1� 3'0' X 8'0' ANODIZED ALUM AND GLASS W/4 1/2' THERMALLY BROKEN FRAME 1 112 PAIR BRASS BALL - BEARING BUTTS W/ NON- REMOVABLE PINS DEAD BOLT W/ 1' THROW KEYED TO EXTERIOR CYLINDER THUMBTURN ON INSIDE PUSH /PULL AS KAWNEER CO -12 (2 PER DOOR LEAF) PADDLE EXIT DEVICE TO ASSEMBLY TENANT DOORS A2, A3, A4 A5, A6, A7 WEATHERSTRIPPING TO HEAD, JAMBS AND THRESHOLD ADA COMMERCIALCLOSER AS LCN 4040 SUPER - SMOOTHY THRESHOLD W/ MAX 112' ADA RISE SILENCERS T T 0 I i� T T A8 e ALL GLAZING SHALL BE CERTIFIED AND LABELED WITH IT'S U— FACTOR AND SOLAR HEAT GAIN COEFFICIENT 8Y AN INDEPENDENT AGENCY LICENSED BY THE NFRC. SECTION 1312.1 TYPICAL INTERIOR RESTRO❑M DOOR C1 C2 D2 E2 F2 2 -3'0' X 8'0' ANODIZED ALUM AND GLASS W/4 1/2' THERMALLY BROKEN FRAME 3 PAIR BRASS BALL - BEARING BUTTS W/ NON- REMOVABLE PINS DEAD BOLT W/ I' THROW KEYED TO EXTERIOR CYLINDER KAWNEER PANELINE CR -90 CONCEALED ROD DEVICE PULL TO EXTERIOR AS KAWNEER CO -12 WEATHERSTRIPPING TO HEAD, JAMBS AND THRESHOLD 2 ADA COMMERCIAL CLOSERS AS LCN 4040 SUPER - SMOOTHY THRESHOLD W/ MAX 112' ADA RISE SILENCERS 2 DOORS & HARDWARE SCALE: 1 /8 "'= 1' -0" 17' -0" 2" 2" 2" 2" 2" 6'- 0" IL 4'- 4" IY2' -10" IL 3'- 0" /... ,.. / 4 153 S.F. 3'0' X 7'0' HOLLOW INSULATED METAL DOOR AND FRAME WITH 4' HEAD DOOR AND HARDWARE TO BE 3/4 HR, RATED 1 112 PAIR BRASS BALL - BEARING BUTTS W/ NON- REMOVABLE PINS DEAD BOLT W/ 1' THROW KEYED TO EXTERIOR LOCKSET WITH LEVER HANDLES WEATHERSTRIPPING TO HEAD, JAMBS AND THRESHOLD CHECK -CHAIN THRESHOLD W/ MAX 112' ADA RISE DOOR SWEEP SILENCERS RAIN SHIELD TYPICAL EXTERIOR SERVICE ROOM DOOR 00 156 S.F. 7' -2 1/2" 2" 2" 2" SCALE 1/4 -1' -0" SCALE 1/4 " -1' -0" 0 I 2" 0= I LU 0= cz I LU cz 3' -0" T❑IL_ET ROOM NOTES AND I �O 5' O I �— 5' —O'MIN ALL GLAZING SHALL BE CERTIFIED AND LABELED WITH IT'S U— FACTOR AND SOLAR HEAT GAIN COEFFICIENT 8Y AN INDEPENDENT AGENCY LICENSED BY THE NFRC. SECTION 1312.1 TYPICAL INTERIOR RESTRO❑M DOOR C1 C2 D2 E2 F2 2 -3'0' X 8'0' ANODIZED ALUM AND GLASS W/4 1/2' THERMALLY BROKEN FRAME 3 PAIR BRASS BALL - BEARING BUTTS W/ NON- REMOVABLE PINS DEAD BOLT W/ I' THROW KEYED TO EXTERIOR CYLINDER KAWNEER PANELINE CR -90 CONCEALED ROD DEVICE PULL TO EXTERIOR AS KAWNEER CO -12 WEATHERSTRIPPING TO HEAD, JAMBS AND THRESHOLD 2 ADA COMMERCIAL CLOSERS AS LCN 4040 SUPER - SMOOTHY THRESHOLD W/ MAX 112' ADA RISE SILENCERS 2 DOORS & HARDWARE SCALE: 1 /8 "'= 1' -0" 17' -0" 2" 2" 2" 2" 2" 6'- 0" IL 4'- 4" IY2' -10" IL 3'- 0" /... ,.. / 4 153 S.F. 3'0' X 7'0' HOLLOW INSULATED METAL DOOR AND FRAME WITH 4' HEAD DOOR AND HARDWARE TO BE 3/4 HR, RATED 1 112 PAIR BRASS BALL - BEARING BUTTS W/ NON- REMOVABLE PINS DEAD BOLT W/ 1' THROW KEYED TO EXTERIOR LOCKSET WITH LEVER HANDLES WEATHERSTRIPPING TO HEAD, JAMBS AND THRESHOLD CHECK -CHAIN THRESHOLD W/ MAX 112' ADA RISE DOOR SWEEP SILENCERS RAIN SHIELD TYPICAL EXTERIOR SERVICE ROOM DOOR 00 156 S.F. 7' -2 1/2" 2" 2" 2" SCALE 1/4 -1' -0" SCALE 1/4 " -1' -0" 2" 2" 3' -0" T❑IL_ET ROOM NOTES AND ACCESSORIES 5' -4" 40" 12" 4 �V) 42 g< co Co O d � to r� 4 �q n 7 "MIN /9 "MAX / ;,.� / i � i �. i .....i / /'• /:li 108 S.F. INTERIOR ELEVATIONS - SIDE WALL INTERIOR ELEVATIONS - A " B WET WALL INTERIOR EL- VATIONS - SIDE WALL C' SCALE 1/4 -1' -0" SCALE 1/4 " -1' -0" SCALE 1/4'1' -0" T❑IL_ET ROOM NOTES AND ACCESSORIES 7, -2Y4„ �— 5' —O'MIN O WALLS & DOORS/ READY FOR PAINT (D FLUSH LEVER T❑ BE ❑N OPEN 5/8" WATER-RESISTANT DRYWALL SIDE OF TOILET PER A D,A, 0 SHT VINYL FL -❑ ❑RING C/W 6" BASE TOP OF SEAT 17 "MIN -19 "MAX A,F,F, I I__ -_ - -- z � GRAB BARS MOUNT AS SHOWN O ADA ACCESSIBLE TOILET ROOM. 6 "'' j r4' -4Y4 "' 18' 00 FASTEN TO BACKING TO SUPPORT NAME PLATE ❑N DOOR. 300 LBS LIVE LOAD. 5' -0" DIAMETER WHEEL CHAIR II L _ L� _ _ _ _ i I PROVIDE 1,25 "MIN T❑ 2 "MAX DIA SPACE ALLOWANCE, W/ 1,5" CLEARANCE FROM WALL, 9 '„ 1.5 "MIN FROM OBJECTS BELOW �o ARIST❑N POINT -❑F -USE ELECT 2.75 GAL ' AND 12 "MIN FROM ABOVE„ WATER HEATER MODEL GL2,5, INSTALL UNDER LAV S❑ AS NOT TO COMPROMISE ALTERNATE 0 TOILET TISSUE- DISPENSER, ADA CLEARANCES, PROVIDE ONE 110V DOOR) I a 1��TyPICAL WALL INSTALL RELATIVE TO TOILET DEDICATED OUTLET ADJACENT TO LOCATIONS I I AS SHOWN. OUTLET L ❑CATION, CCT TO TENANT PANEL. I I 42 X S J 14 "MIN -19 "MAX A,F,F, MOUNT 1,5" PR ❑VIDE ACCESS IF BEHIND DRYWALL, MIN CLEAR OF GRAB BAR, TO COMPLY WITH ALL CODES, ALLOW C❑NTIN'UOUS PAPER FEED, PROVIDE EXHAUST FAN AND SWITCH ADA MIRROR MOUNT BOTTOM AT DUCTED TO EXTERIOR. 3' -4" A.F.F. MIN 35 CFM RATING PAPER TOWEL DISPENSER AND 12 PROVIDE T -BAR CLG @ 8' -0" WASTE RECEPTACLE BY TENANT. OPERATING CONTROL NOT TO EXCEED 40" A.F.F. TYPICAL TENANT RESTROOM SCALE: 1/4 "— 1' -0" architecture 0) } c c � _ E c c a p c — p Q E entitlements Thomas Thompson AIA tsq @att.net cell: 206 - 409 -0755 ph: 360 - 629 -3985 fax: 360 - 629 -5435 29619 15th Avenue NE Stanwood, WA 98292 3447 i J THOMPSON OF WASHINGTON Consultant Project Q � U N w Q U Q. LIJ W Z W W Lu Z im Lu W > 12 ♦w Q CL O Z hG Q W w > W >- , w -qq- o O J m V Cr) LLJ 0 Revisions BPA - SUBMIT 06 -10 -07 BPA - RE- SUBMIT 09 -10 -07 File No. Drawn Checked Date Sheet A.300 DOOR WINDOW DTLS CRITERIA 1. ALL MATERIALS, WORKMANSHIP, DESIGN, AND CONSTRUCTION SHALL CONFORM TO THE DRAWINGS, SPECIFICATIONS, AND THE INTERNATIONAL BUILDING CODE (2003 EDITION). 2. DESIGN LOADING CRITERIA ROOF LIVE LOAD . . . . . . . . . . . . . . . . . . . . . . . . . 25 PSF MECHANICAL UNITS . . . . . . . . . . WEIGHTS FURNISHED BY MANUFACTURER SNOW . . . . . . . . . . . . . . . . . . . . . . . . . . . . Pf =25 PSF WIND . . . . . . . . . . . . . I w =1.0, GCP i =0. 18, 85 MPH, EXPOSURE " B" EARTHQUAKE . . . ANALYSIS PROCEDURE: EQUIVALENT LATERAL FORCE PROCEDURE LATERAL SYSTEM: SPECIAL REINFORCED SHEARWALLS, SITE CLASS =D, Ss =117, Sds =78, S1 =37, SDI =39.7, Cs =O. 142 SDC D, Ie =1.0, R =5.0 SEE PLANS FOR ADDITIONAL LOADING CRITERIA 3. STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION WITH ARCHITECTURAL DRAWINGS FOR BIDDING AND CONSTRUCTION. CONTRACTOR SHALL VERIFY DIMENSIONS AND CONDITIONS FOR COMPATIBILITY AND SHALL NOTIFY ARCHITECT OF ANY DISCREPANCIES PRIOR TO CONSTRUCTION. 4. CONTRACTOR SHALL VERIFY ALL EXISTING DIMENSIONS, MEMBER SIZES, AND CONDITIONS PRIOR TO COMMENCING ANY WORK. ALL DIMENSIONS OF EXISTING CONSTRUCTION SHOWN ON THE DRAWINGS ARE INTENDED AS GUIDELINES ONLY AND MUST BE VERIFIED. 5. CONTRACTOR SHALL PROVIDE TEMPORARY BRACING FOR THE STRUCTURE AND STRUCTURAL COMPONENTS UNTIL ALL FINAL CONNECTIONS HAVE BEEN COMPLETED IN ACCORDANCE WITH THE PLANS. 6. CONTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY PRECAUTIONS AND THE METHODS, TECHNIQUES, SEQUENCES OR PROCEDURES REQUIRED TO PERFORM THE CONTRACTORS WORK. THE STRUCTURAL ENGINEER HAS NO OVERALL SUPERVISORY AUTHORITY OR ACTUAL AND /OR DIRECT RESPONSIBILITY FOR THE SPECIFIC WORKING CONDITIONS AT THE SITE AND /OR FOR ANY HAZARDS RESULTING FROM THE ACTIONS OF ANY TRADE CONTRACTOR. THE STRUCTURAL ENGINEER HAS NO DUTY TO INSPECT, SUPERVISE, NOTE, CORRECT, OR REPORT ANY HEALTH OR SAFETY DEFICIENCIES TO THE OWNER, CONTRACTORS, OR OTHER ENTITIES OR PERSONS AT THE PROJECT SITE. 7. CONTRACTOR - INITIATED CHANGES SHALL BE SUBMITTED IN WRITING TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR APPROVAL PRIOR TO FABRICATION OR CONSTRUCTION. CHANGES SHOWN ON SHOP DRAWINGS ONLY WILL NOT SATISFY THIS REQUIREMENT. 8. DRAWINGS INDICATE GENERAL AND TYPICAL DETAILS OF CONSTRUCTION. WHERE CONDITIONS ARE NOT SPECIFICALLY INDICATED BUT ARE OF SIMILAR CHARACTER TO DETAILS SHOWN, SIMILAR DETAILS OF CONSTRUCTION SHALL BE USED, SUBJECT TO REVIEW AND APPROVAL BY THE ARCHITECT AND THE STRUCTURAL ENGINEER. 9. ALL STRUCTURAL SYSTEMS WHICH ARE TO BE COMPOSED OF COMPONENTS TO BE FIELD ERECTED SHALL BE SUPERVISED BY THE SUPPLIER DURING MANUFACTURING, DELIVERY, HANDLING, STORAGE AND ERECTION IN ACCORDANCE WITH INSTRUCTIONS PREPARED BY THE SUPPLIER. 10. SHOP DRAWINGS FOR THE FOLLOWING ITEMS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR REVIEW PRIOR TO FABRICATION OF THESE ITEMS. METAL DECKING OPEN WEB STEEL JOISTS REINFORCING STEEL (FOR BOTH CONCRETE AND MASONRY CONSTRUCTION) STRUCTURAL STEEL CONTRACTOR SHALL SUBMIT WALL ELEVATION DRAWINGS OF AT LEAST 1/8" = 1' -0" SCALE INDICATING LOCATIONS OF CONNECTION EMBEDMENTS AND WALL OPENINGS FOR REVIEW PRIOR TO CONSTRUCTION. CONTRACTOR SHALL COORDINATE WITH REINFORCEMENT SHOP (DRAWINGS. APPROVED SETS OF ALL SHOP DRAWINGS SHALL ALSO BE SUBMITTED TO THE BUILDING DEPARTMENT. 11. SHOP DRAWING REVIEW: DIMENSIONS AND QUANTITIES ARE NOT REVIEWED BY THE ENGINEER OF RECORD, THEREFORE MUST BE VERIFIED BY THE CONTRACTOR. CONTRACTOR SHALL REVIEW AND STAMP DRAWINGS PRIOR TO REVIEW BY ENGINEER OF RECORD. CONTRACTOR SHALL REVIEW DRAWINGS FOR CONFORMANCE WITH THE MEANS, METHODS, TECHNIQUES, SEQUENCES AND OPERATIONS OF CONSTRUCTION, AND ALL SAFETY PRECAUTIONS AND PROGRAMS INCIDENTAL THERETO. SUBMITTALS SHALL INCLUDE A REPRODUICIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN FOUND TO BE IN GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE SUBMITTED ITEMS SHALL NOT BE INSTALLED UNTIL THEY HAVE BEEN APPROVED BY THE BUILDING OFFICIAL . SHOP DRAWING SUBMITTALS PROCESSED BY THE ENGINEER ARE NOT CHANGE ORDERS. THE PURPOSE OF SHOP DRAWING SUBMITTALS BY THE CONTRACTOR IS TO DEMONSTRATE TO THE ENGINEER THAT THE CONTRACTOR UNDERSTANDS THE DESIGN CONCEPT, BY INDICATING WHICH MATERIAL IS INTENDED TO BE FURNISHED AND INSTALLED AND BY DETAILING THE INTENDED FABRICATION AND INSTALLATION METHODS. IF DEVIATIONS, DISCREPANCIES, OR CONFLICTS BETWEEN SHOP DRAWING SUBMITTALS AND THE CONTRACT DOCUMENTS ARE DISCOVERED EITHER PRIOR TO OR AFTER SHOP DRAWING SUBMITTALS ARE PROCESSED BY THE ENGINEER, THE DESIGN DRAWINGS AND SPECIFICATIONS SHALL CONTROL AND SHALL BE FOLLOWED. 12. SHOP DRAWINGS OF DESIGN BUILD COMPONENTS INCLUDING CURTAIN WALL SYSTEMS, SKYLIGHT FRAMES, PREFABRICATED STAIR SYSTEMS, AND EXTERIOR CLADDING SHALL INCLUDE THE DESIGNING PROFESSIONAL ENGINEER'S STAMP, STATE OF WASHINGTON AND SHALL BE APPROVED BY THE COMPONENT DESIGNER PRIOR TO REVIEW OF THE ARCHITECT OR ENGINEER OF RECORD FOR GENERAL CONFORMANCE WITH THE DESIGN OF THE BUILDING. THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS.SHOP DRAWINGS SHALL INDICATE MAGNITUDE AND DIRECTION OF ALL LOADS IMPOSED ON BASIC STRUCTURE. DESIGN CALCULATIONS SHALL BE MADE AVAILABLE UPON REQUEST. General Structural Notes THE FOLLOWING APPLY UNLESS SHOWN OTHERWISE ON THE DRAWINGS QUALITY ASSURANCE 13. SPECIAL INSPECTION SHALL BE PROVIDED IN ACCORDANCE WITH THE PROJECT SPECIFICATIONS AND SECTIONS 109 AND 1704 OF THE INTERNATIONAL BUILDING CODE BY A QUALIFIED TESTING AGENCY DESIGNATED BY THE ARCHITECT, AND RETAINED BY THE BUILDING OWNER. THE ARCHITECT, STRUCTURAL ENGINEER, AND BUILDING DEPARTMENT SHALL BE FURNISHED WITH COPIES OF ALL INSPECTION AND TEST RESULTS. SPECIAL INSPECTION OF THE FOLLOWING TYPES OF CONSTRUCTION STRUCTURAL STEEL FABRICATION AND ERECTION PER TABLE 1704.3 CONCRETE CONSTRUCTION PER TABLE 1704.4 SOIL CONDITIONS, FILL PLACEMENT, AND DENSITY PER SOILS REPORT METAL DECK INSTALLATION (INCLUDING FIELD WELDING) PERIODIC EXPANSION BOLTS AND THREADED EXPANSION INSERTS PER MANUFACTURER EPDXY GROUTED INSTALLATIONS PER MANUFACTURER GEOTECHNICAL 14. FOUNDATION NOTES: SUBGRADE PREPARATION INCLUDING DRAINAGE, EXCAVATION, COMPACTION, AND FILLING REQUIREMENTS, SHALL CONFORM STRICTLY WITH RECOMMENDATIONS GIVEN IN THE SOILS REPORT OR AS DIRECTED BY THE SOILS ENGINEER. FOOTINGS SHALL BEAR ON SOLID UNDISTURBED EARTH AT LEAST 18" BELOW LOWEST ADJACENT FINISHED GRADE. FOOTING DEPTHS /ELEVATIONS SHOWN ON PLANS (OR IN DETAILS) ARE MINIMUM AND FOR GUIDANCE ONLY; THE ACTUAL ELEVATIONS OF FOOTINGS MUST BE ESTABLISHED BY THE CONTRACTOR IN THE FIELD WORKING WITH THE TESTING LAB AND SOILS ENGINEER. BACKFILL BEHIND ALL RETAINING WALLS WITH FREE DRAINING GRANULAR FILL AND PROVIDE FOR SUBSURFACE DRAINAGE AS NOTED IN THE SOILS REPORT. ALLOWABLE SOIL PRESSURE . . . . . . . . . . . . . . . . . . . . . . 2500 PSF SOILS REPORT REFERENCE: PROJECT 2006 -016, DATED FEBRUARY 13, 2006 BY THE RILEY GROUP, BOTHELL, WA CONCRETE 15. CONCRETE SHALL BE MIXED, PROPORTIONED, CONVEYED AND PLACED IN ACCORDANCE WITH IBC SECTION 1905, 1906, AND ACI 301. STRENGTHS AT 28 DAYS AND M?X CRITERIA SHALL BE AS FOLLOWS: 21. CAST —IN —PLACE CONCRETE: SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATIONS AND DIMENSIONS OF DOOR AND WINDOW OPENINGS IN ALL CONCRETE WALLS. SEE MECHANICAL DRAWINGS FOR SIZE AND LOCATION OF MISCELLANEOUS MECHANICAL OPENINGS THROUGH CONCRETE WALLS. SEE ARCHITECTURAL DRAWINGS FOR ALL GROOVES, NOTCHES, CHAMFERS, FEATURE STRIPS, COLOR, TEXTURE, AND OTHER FINISH DETAILS AT ALL EXPOSED CONCRETE SURFACES, BOTH CAST —IN —PLACE AND PRECAST. 22. NON— SHRINK GROUT SHALL BE FURNISHED BY AN APPROVED MANUFACTURER AND SHALL BE MIXED AND PLACED IN STRICT ACCORDANCE WITH THE MANUFACTURER'S PUBLISHED RECOMMENDATIONS. GROUT STRENGTH SHALL BE AT LEAST EQUAL TO THE MATERIAL ON WHICH IT IS PLACED (3000 PSI MINIMUM). PRECAST PANELS 23. THE CONTRACTOR IS RESPONSIBLE FOR CHECKING THE LIFTING STRESSES IN THE PANELS. THE CONSTRUCTION AND ERECTION PROCESS IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. ANY ADDITIONAL REINFORCING OR STRONGBACKS REQUIRED FOR ERECTION ARE THE RESPONSIBILITY OF THE CONTRACTOR. ANCHORAGE 24. EXPANSION BOLTS INTO CONCRETE AND CONCRETE MASONRY UNITS SHALL BE "KWIK BOLT 3" AS MANUFACTURED BY THE HILTI CORP., INSTALLED IN STRICT ACCORDANCE WITH ICC —ES REPORT NO. ESR -1385, INCLUDING MINIMUM EMBEDMENT REQUIREMENTS. BOLTS INTO CONCRETE MASONRY OR BRICK MASONRY UNITS SHALL BE INTO FULLY GROUTED CELLS. SUBSTITUTES PROPOSED BY CONTRACTOR SHALL BE SUBMITTED FOR REVIEW WITH ICBO, OR ICC REPORTS INDICATING EQUIVALENT OR GREATER LOAD CAPACITIES. SPECIAL INSPECTION IS REQUIRED FOR ALL EXPANSION BOLT INSTALLATION. 25, EPDXY— GROUTED ITEMS (THREADED RODS OR REINFORCING BAR) SPECIFIED ON THE DRAWINGS SHALL BE INSTALLED USING "HIT— HY150" AS MANUFACTURED BY HILTI CORP. INSTALL IN STRICT ACCORDANCE WITH ICBO —ES REPORT NO. ER -5193. SPECIAL INSPECTION OF INSTALLATION IS REQUIRED. RODS SHALL BE ASTM A -36 UNLESS OTHERWISE NOTED. 17. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT SI), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI. 18. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A. W. S. D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 19. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315 -92 AND 318 -02. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 20. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #6 BARS OR LARGER) . . . . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #5 BARS OR SMALLER) . . 1 -1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . . . . . . 1 -1/2" SLABS AND WALLS (INT. FACE) . . . .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 28, ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 29, ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. 30, ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 31. OPEN WEB STEEL JOISTS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, FOR THE JOIST SERIES DESIGNATED ON THE PLANS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS DETAILED OTHERWISE. JOIST MANUFACTURER SHALL CHECK ROOF JOIST AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE DESIGN CRITERIA NOTE FOR WIND CRITERIA). 32. ALL WELDING SHALL BE IN CONFORMANCE WITH A. 1. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W. A. B. O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUAL I F I ED WELDS ( AS DEF I NED BY A. W. S. ) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT —LBS AT —20 DEGREES F AND 40 FT —LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 33. METAL FLOOR AND ROOF DECKING -- PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICBO OR ICC —ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. W p SWENSON SAY FAGtT A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PCT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360 - 629 -3985 FX 360 - 629 -5435 IS PERMIT SHEET TITLE: General Structural Notes. SCALE: N .T.S. DATE: June 8, 2007 PROJECT NO: 1408- 2006 -02 SHEET NO: © • NO: OF SHEETS: / STEEL TYPE OF CONSTRUCTION 28 DAY MAXIMUM ABSOLUTE STRENGTH WATER— CEMENT RATIO (f' c) NON —AIR ENTRAINED AIR ENTRAINED 26. STRUCTURAL STEEL DESIGN, FABRICATION, AND ERECTION SHALL BE BASED ON: CONCRETE CONCRETE 1. EITHER AISC —LRFD, AISC 355, OR AISC —HSS AND SECTION 2205.2 OF THE A. SLABS ON GRADE 3, 000 PSI 0.58 0.46 INTERNATIONAL BUILDING CODE. FOUNDATIONS 2. MARCH 7, 2000 AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND B. CONCRETE WALLS 4,000 PSI 0.44 0.35 BRIDGES, AMENDED AS NOTED IN THE CONTRACT DOCUMENTS AND BY THE DELETION OF PARAGRAPH 4.4.1. 16. THE MINIMUM AMOUNTS OF CEMENT MAY BE CHANGED IF A CONCRETE PERFORMANCE MIX 3. SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS. IS SUBMITTED TO THE STRUCTURAL ENGINEER AND THE BUILDING DEPARTMENT FOR APPROVAL TWO WEEKS PRIOR TO PLACING ANY CONCRETE. THE PERFORMANCE MIX SHALL INCLUDE THE AMOUNTS OF CEMENT, FINE AND COARSE AGGREGATE, WATER AND 27, STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING REQUIREMENTS: ADMIXTURES AS WELL AS THE WATER CEMENT RATIO, SLUMP, CONCRETE YIELD AND SUBSTANTIATING STRENGTH DATA IN ACCORDANCE WITH IBC 1905.6. THE USE OF TYPE OF MEMBER ASTM SPECIFICATION Fy A PERFORMANCE MIX REQUIRES BATCH PLANT INSPECTION, THE COST OF WHICH SHALL BE PAID BY THE GENERAL CONTRACTOR. REVIEW OF MIX SUBMITTALS BY THE A. WIDE FLANGE SHAPES A992 50 KSI ENGINEER OF RECORD INDICATES ONLY THAT INFORMATION PRESENTED CONFORMS B. OTHER SHAPES, PLATES, AND RODS A36 36 KSI GENERALLY WITH CONTRACT DOCUMENTS. CONTRACTOR OR SUPPLIER MAINTAINS FULL C. OTHER SHAPES AND PLATES A572 (GRADE 50) 50 KSI RESPONSIBILITY FOR SPECIFIED PERFORMANCE. (NOTED GRADE 50 ON PLANS) D. PIPE COLUMNS A53 ( E OR S, GR. B) 35 KSI ALL CONCRETE WITH SURFACES EXPOSED TO STANDING WATER SHALL BE AIR — ENTRAINED E. STRUCTURAL TUBING A500 (GRADE B) 46 KSI WITH AN AIR — ENTRAINING AGENT CONFORMING TO ASTM C260, C494, and C618. (SQUARE OR RECTANGULAR) TOTAL AIR CONTENT FOR FROST— RESISTANT CONCRETE SHALL BE IN ACCORDANCE WITH F. CONNECTION BOLTS A325 —N TABLE 1904.2.1 OF THE INTERNATIONAL BUILDING CODE. (3/4" ROUND, UNLESS SHOWN OTHERWISE) 17. REINFORCING STEEL SHALL CONFORM TO ASTM A615 (INCLUDING SUPPLEMENT SI), GRADE 60, fy = 60,000 PSI. EXCEPTIONS: ANY BARS SPECIFICALLY SO NOTED ON THE DRAWINGS SHALL BE GRADE 40, fy = 40,000 PSI. WELDED WIRE FABRIC SHALL CONFORM TO ASTM A -185. SPIRAL REINFORCEMENT SHALL BE PLAIN WIRE CONFORMING TO ASTM A615, GRADE 60, fy = 60,000 PSI. 18. WELDING OF GRADE 60 REINFORCING BARS INDICATED ON DRAWINGS SHALL CONFORM TO ASTM A706. REINFORCING COMPLYING WITH ASTM A615(S1) MAY BE WELDED ONLY IF MATERIAL PROPERTY REPORTS INDICATING CONFORMANCE WITH WELDING PROCEDURES SPECIFIED IN A. W. S. D1.4 ARE SUBMITTED. WELDING OF GRADE 60 REINFORCING BARS SHALL BE PERFORMED USING LOW HYDROGEN ELECTRODES. WELDING OF GRADE 40 REINFORCING BARS SHALL BE PERFORMED USING E70XX ELECTRODES. WELDING WITHIN 4" OF COLD BENDS IN REINFORCING STEEL IS NOT PERMITTED. 19. DETAILING OF REINFORCING STEEL (INCLUDING HOOKS AND BENDS) SHALL BE IN ACCORDANCE WITH ACI 315 -92 AND 318 -02. LAP ALL REINFORCEMENTS IN ACCORDANCE WITH "THE REINFORCING SPLICE AND DEVELOPMENT LENGTH SCHEDULE." PROVIDE CORNER BARS AT ALL WALL AND FOOTING INTERSECTIONS. LAP ADJACENT MATS OF WELDED WIRE FABRIC A MINIMUM OF 8" AT SIDES AND ENDS. NO BARS PARTIALLY EMBEDDED IN HARDENED CONCRETE SHALL BE FIELD BENT UNLESS SPECIFICALLY SO DETAILED OR APPROVED BY THE STRUCTURAL ENGINEER. 20. CONCRETE PROTECTION (COVER) FOR REINFORCING STEEL SHALL BE AS FOLLOWS: FOOTINGS AND OTHER UNFORMED SURFACES CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #6 BARS OR LARGER) . . . . . 2" FORMED SURFACES EXPOSED TO EARTH OR WEATHER ( #5 BARS OR SMALLER) . . 1 -1/2" COLUMN TIES OR SPIRALS AND BEAM STIRRUPS . . . . . . . . . . . . . . 1 -1/2" SLABS AND WALLS (INT. FACE) . . . .GREATER OF BAR DIAMETER PLUS 1/8" OR 3/4" 28, ARCHITECTURALLY EXPOSED STRUCTURAL STEEL SHALL CONFORM TO SECTION 10 OF THE AISC CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES. 29, ALL A -325N CONNECTION BOLTS NEED ONLY BE TIGHTENED TO A SNUG TIGHT CONDITION, DEFINED AS THE TIGHTNESS THAT EXISTS WHEN ALL PLIES IN A JOINT ARE IN FIRM CONTACT. THIS MAY BE ATTAINED BY A FEW IMPACTS OF AN IMPACT WRENCH OR THE FULL EFFORT OF A MAN USING AN ORDINARY SPUD WRENCH. 30, ALL ANCHORS EMBEDDED IN MASONRY OR CONCRETE SHALL BE A307 HEADED BOLTS OR A36 THREADED ROD WITH AN ASTM 563 HEAVY HEX NUT TACK WELDED ON THE EMBEDDED END. 31. OPEN WEB STEEL JOISTS (INCLUDING BRIDGING) SHALL CONFORM TO THE SPECIFICATIONS OF THE STEEL JOIST INSTITUTE, LATEST EDITION, FOR THE JOIST SERIES DESIGNATED ON THE PLANS. ENDS OF BRIDGING ROWS SHALL BE FIELD WELDED TO STRUCTURAL STEEL MEMBERS OR TO PLATES EMBEDDED IN CONCRETE OR MASONRY UNLESS DETAILED OTHERWISE. JOIST MANUFACTURER SHALL CHECK ROOF JOIST AND PROVIDE UPLIFT BRIDGING AS REQUIRED TO ADEQUATELY BRACE THE BOTTOM CHORD AGAINST LATERAL MOVEMENT UNDER WIND UPLIFT PRESSURES (SEE DESIGN CRITERIA NOTE FOR WIND CRITERIA). 32. ALL WELDING SHALL BE IN CONFORMANCE WITH A. 1. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W. A. B. O. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUAL I F I ED WELDS ( AS DEF I NED BY A. W. S. ) SHALL BE USED. ALL COMPLETE JOINT PENETRATION GROOVE WELDS SHALL BE MADE WITH A FILLER MATERIAL THAT HAS A MINIMUM CVN TOUGHNESS OF 20 FT —LBS AT —20 DEGREES F AND 40 FT —LBS AT 70 DEGREES F, AS DETERMINED BY AWS CLASSIFICATION OR MANUFACTURER CERTIFICATION. 33. METAL FLOOR AND ROOF DECKING -- PROVIDE SIZE, TYPE, GAUGE, AND ATTACHMENT TO THE SUPPORTING STRUCTURE AS SHOWN ON THE PLANS. ALTERNATES MUST BE CONNECTED ACCORDING TO PUBLISHED ICBO OR ICC —ES CRITERIA FOR DIAPHRAGM SHEARS SHOWN. PROVIDE SHORING WHERE REQUIRED PER MANUFACTURER'S PUBLISHED CRITERIA. ALL DECKING SHALL CONFORM TO THE REQUIREMENTS OF THE STEEL DECK INSTITUTE. W p SWENSON SAY FAGtT A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PCT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360 - 629 -3985 FX 360 - 629 -5435 IS PERMIT SHEET TITLE: General Structural Notes. SCALE: N .T.S. DATE: June 8, 2007 PROJECT NO: 1408- 2006 -02 SHEET NO: © • NO: OF SHEETS: / z I CV I M R I Plan Notes 1 2 3 4 5 6 7 8 9 10 11 12 13 i. 21' -0" 21' -0" 21' -0" 21' -0" 21' -0" i 21' -0" 21' -0" i 21' -0" 21' -0" 21' -0" 21' -0" 21' -0" _ i I I I r —� I 101 O L —J I A I _ 1 -0 I 1. VERIFY ALL DIMENSIONS WITH ARCHITECTURAL DRAWINGS. DO NOT USE "CONC. C.J." AS DIMENSION LINE OR TO LOCATED BUILDING ELEMENTS. JOINT LOCATIONS MUST BE APPROVED BY THE ARCHITECT. 2. — X —X INDICATES TOP OF FOOTING ELEVATIONS. VARY DEPTH AS REQ'D FOR SOIL CONDITIONS. 3. XO INDICATES ISOLATED FOOTING — REFER TO SCHEDULE THIS SHEET. 5. FOR SIDEWALK LOCATION, REFER TO ARCHITECTURAL DRAWINGS. 6. REFER TO MECHANICAL /CIVIL DRAWINGS FOR UNDERSLAB PIPING. FOOTINGS MAY BE LOWERED TO AVOID CONFLICTS — REFER 9/S3.1 7. CJ INDICATES CONTROL JOINT — REFER 4/S3.1 8. REFER TO S5.1 FOR CONCRETE WALL INFORMATION. Subgrade Preparation for Building 1. SUBGRADE PREPARATION FOR BUILDING FOOTINGS AND SLABS SHALL BE IN ACCORDANCE WITH THE GEOTECHNICAL REPORT. CONTRACTOR SHALL REVIEW REPORT TO BECOME FAMILIAR WITH SUBGRADE PREPARATION REQUIRED PRIOR TO THE START OF' EXCAVATION. Footing Schedule FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS c� W REINFORCING (4) #5 E.W. BOT. (6) #5 E.W. BOT. TOP OF FOOTING ELEVATION, SEE PLAN OR DETAILS FOOTING REINFORCING e I t r —� 'L JOI A I 2/S3.1 Foundation Plan - Building A Scale: 3/32" = 1' -0" JO W p AM W WENS SAY EAET a. STRUCTURAL ENGINEERING CORPORATION M4 Third Avenue - Suite 100 - Seattle, WA 98121 )h: 206,443.6212 fax: 206.443.4870 Nww.swensonsayfaget.com DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 ISSUE: PERMIT SHEET TITLE: Foundation Plan SCALE: 3/32" = 11' -o" U.N.O. DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: S2,el NO: OF SHEETS: DIMENSIONS MARK Height I Width Length AO 10" 4' -0" 4' -0" BO 12" 5-0" FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS c� W REINFORCING (4) #5 E.W. BOT. (6) #5 E.W. BOT. TOP OF FOOTING ELEVATION, SEE PLAN OR DETAILS FOOTING REINFORCING e I t r —� 'L JOI A I 2/S3.1 Foundation Plan - Building A Scale: 3/32" = 1' -0" JO W p AM W WENS SAY EAET a. STRUCTURAL ENGINEERING CORPORATION M4 Third Avenue - Suite 100 - Seattle, WA 98121 )h: 206,443.6212 fax: 206.443.4870 Nww.swensonsayfaget.com DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 ISSUE: PERMIT SHEET TITLE: Foundation Plan SCALE: 3/32" = 11' -o" U.N.O. DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: S2,el NO: OF SHEETS: I cV M 1 rN O I co V r D D L 1 2 3 4 5 6 i 21' -0" ; 21' -0" , 21' -0" 21' -0" L 21'-0" L4x4x1/4 LEDGER 4/S4.1 12/S4.1 Sim L440/4 LEDGER 8" 21' -0" 3 equal spaces, typ 7/S4.1 1) 7 8 9 10 11 12 13 I 21' -0" i 21' -0" i 21' -0" ; 21' -0" ; 21' -0" , 21' -0" f —SEE 4/S4.1 FOR LEDGER ?LICE INFO ALL LEDGER SPLICES SH LL BE 2' -0" min FROM PANEL IDGES 12/S4.1 LO r- _ 00 _RTU -°v _0 v° RTU -°v $ -°v o 0 0 0 0 0 0 0 0 0 0 _ RTU_ 0 RTU_ 0 RTU 2000 - -- - -- 2000 - -- - -- 2000# - -- - -- 2000 - - - - - -- cV N 1_�_l ---- I 0 7/S4.1 1_400/8 LEDGER- Plan Notes 1. VERIFY ALL DIMENSIONS W/ ARCHITECTURAL DRAWINGS. ROOF ELEVATIONS, WHERE SHOWN, ARE TO BE PROVIDED AND VERIFIED BY THE ARCHITECT. 2. REFER TO ARCHITECTURAL DRAWINGS FOR TOP OF WALL ELEVATIONS NOT SHOWN. SEE 6/S4.1 FOR MASONRY PARAPET DETAIL. 3. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR EXACT NUMBER, SIZE, AND LOCATION OF OPENINGS, AS WELL AS WEIGHTS OF MECHANICAL UNITS. SEE 3/S4.1 FOR OPENING FRAMING. 4. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR LOADS INDICATED AS WELL AS MECHANICAL EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS AS REQUIRED. ROOF JOISTS SHALL BE DESIGNED FOR AN ADDITIONAL LOAD OF 230# ANYWHERE ALONG THE BOTTOM CHORD. 5. SEISMIC AXIAL LOAD IN TOP CHORD OF JOISTS = 4.5k (WORKING STRESS LOAD). 4(17/S4,1 Y 1_443/8 LEDGER 41C 7/S4.1 6. REFER TO DETAIL 5/S4.1 FOR ADDITIONAL JOIST WEB MEMBERS FOR CONCENTRATED LOADS 200# – 400 #. NOTIFY ENGINEER IF CONCENTRATED LOAD EXCEEDS 400 #. 7. X' -X" INDICATES TOP OF MASONRY ELEVATION ® PARAPET. 8. = INDICATES BOTTOM OF METAL DECK ELEVATION. 9. ROOF DL = 15 psf LL = 25 psf NET WIND UPLIFT = 6 psf ' 9.0 0103%O OG3N9.OK I RTU RTU R_TU_ 00 2000 2000 2000 N - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 000 IN nlsl l4) Y 00 L443 /8 HEDGER s a LEDGER L4x4X� y — -- - -- - -- - -- -- -- r� Oco O O O O _V -0 -°v -°v fl '0° -0 -°v -0 -0 -0 -p -p -°v -°v -a -0 -0 _0 "0° CO Q5- -- - -- - -- —^-- - -- - -- - -- -- -m, - -� -�-- - -- - -- - -- -- - -- - -- - -- - -- ------ - - - - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -- - -Y -- N N N coo _0 -0v -0 -0 -0 _0 O N Y C:� — — — — — — — — — — — — — — — — - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — .— — — — — — — — — — — 12/S4.1 LO r- _ 00 _RTU -°v _0 v° RTU -°v $ -°v o 0 0 0 0 0 0 0 0 0 0 _ RTU_ 0 RTU_ 0 RTU 2000 - -- - -- 2000 - -- - -- 2000# - -- - -- 2000 - - - - - -- cV N 1_�_l ---- I 0 7/S4.1 1_400/8 LEDGER- Plan Notes 1. VERIFY ALL DIMENSIONS W/ ARCHITECTURAL DRAWINGS. ROOF ELEVATIONS, WHERE SHOWN, ARE TO BE PROVIDED AND VERIFIED BY THE ARCHITECT. 2. REFER TO ARCHITECTURAL DRAWINGS FOR TOP OF WALL ELEVATIONS NOT SHOWN. SEE 6/S4.1 FOR MASONRY PARAPET DETAIL. 3. REFER TO ARCHITECTURAL, MECHANICAL, PLUMBING, AND ELECTRICAL DRAWINGS FOR EXACT NUMBER, SIZE, AND LOCATION OF OPENINGS, AS WELL AS WEIGHTS OF MECHANICAL UNITS. SEE 3/S4.1 FOR OPENING FRAMING. 4. JOIST MANUFACTURER SHALL DESIGN JOISTS FOR LOADS INDICATED AS WELL AS MECHANICAL EQUIPMENT. JOISTS SHALL BE ADDED FOR SPECIAL LOADS AND OPENINGS AS REQUIRED. ROOF JOISTS SHALL BE DESIGNED FOR AN ADDITIONAL LOAD OF 230# ANYWHERE ALONG THE BOTTOM CHORD. 5. SEISMIC AXIAL LOAD IN TOP CHORD OF JOISTS = 4.5k (WORKING STRESS LOAD). 4(17/S4,1 Y 1_443/8 LEDGER 41C 7/S4.1 6. REFER TO DETAIL 5/S4.1 FOR ADDITIONAL JOIST WEB MEMBERS FOR CONCENTRATED LOADS 200# – 400 #. NOTIFY ENGINEER IF CONCENTRATED LOAD EXCEEDS 400 #. 7. X' -X" INDICATES TOP OF MASONRY ELEVATION ® PARAPET. 8. = INDICATES BOTTOM OF METAL DECK ELEVATION. 9. ROOF DL = 15 psf LL = 25 psf NET WIND UPLIFT = 6 psf ' 9.0 0103%O OG3N9.OK I RTU RTU R_TU_ 00 2000 2000 2000 N - — — — — — — — — — — — — — — — — — — — — — — — — — — — — — — 000 IN nlsl l4) 4/S4.1 Sim 12/S4.1 441/4 LEDGER J_ Roof Framing Plan - Building A Scale: 3/32" = 1' -0" W n12 13 jq hragm Key Plan ( INIDICATES 20go 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND BUTTON PUNCHES 0 24c © INDICATES 20go 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND SIDE SEAM WELDS 0 12'oc © INDICATES 18ga 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND SIDE SEAM WELDS 0 12'oc Rf FER TO 2/S4.1 FOR ADDITIONAL INFO. n rWAtP0 r - ... ... A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com ell 585 EXPIRES 9/24/ DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360 - 629 -3985 FX 360- 629 -5435 ISSUE: PERMIT SHEET TITLE: Roof Framing Plan SCALE: 3/32" = 1' -0" U.N.O. DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: S2,a2 NO: OF SHEETS: Y 00 4/S4.1 Sim 12/S4.1 441/4 LEDGER J_ Roof Framing Plan - Building A Scale: 3/32" = 1' -0" W n12 13 jq hragm Key Plan ( INIDICATES 20go 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND BUTTON PUNCHES 0 24c © INDICATES 20go 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND SIDE SEAM WELDS 0 12'oc © INDICATES 18ga 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND SIDE SEAM WELDS 0 12'oc Rf FER TO 2/S4.1 FOR ADDITIONAL INFO. n rWAtP0 r - ... ... A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com ell 585 EXPIRES 9/24/ DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360 - 629 -3985 FX 360- 629 -5435 ISSUE: PERMIT SHEET TITLE: Roof Framing Plan SCALE: 3/32" = 1' -0" U.N.O. DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: S2,a2 NO: OF SHEETS: NAPO SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com �OA/w DRAWN: ELP DESIGN: CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 ISSUE: PERMIT SHEET TITLE: Typical Details SCALE: 3/4" = 1 -011 U.N.O. DATE: June 8, 2007 PROJECT NO: 1408- 2006 -02 SHEET NO: S3,ol NO: OF SHEETS: 8" SECOND POUR FIRST POUR SEE PLAN FOR SLAB 1/8 x 1 1/2" PREMOLDED 18 THICKNESS AND ONT. MASTIC JOINT STRIP. SEE PLAN FOR SLAB #4 x F— @ 18 "oc REINFORCING. (TYP.) JOINT MAY BE SAW —CUT THICKNESS AND T CONTRACTORS OPTION.) REINFORCING. (TYP.) CONCRETE PANEL BEYOND EL 0' -0" I o0 °G. no °u �o��U �i�6e o J. �R ' per plan STOP ALT. BARS PLASTIC VAPOR BARRIER #4x3' -0" (� 36 "oc PLASTIC VAPOR BARRIER (4) AT JOINT. AND COMPACTED GRANULAR AND COMPACTED GRANULAR #5 FILL PER PLAN. FILL PER PLAN. CONTROL JOINT PROVIDE CONTROL OR CONSTRUCTION CONSTRUCTION JOINT JOINTS IN SLABS ON GRADE TO BREAK UP SLAB INTO RECTANGULAR AREAS OF 400 SQUARE FEET OR LESS. AREAS TO BE APPROX. SQUARE AND HAVE NO ACUTE ANGLES. JOINT LOCATIONS TO BE APPROVED BY THE ARCHITECT. 1 2 4 GRID GRID CLOSURE STRIP, 4' -0" MIN. n BASE R 1/2x10x12 1/2 clr 3/4 "� Reinforcing Splice and Development w /(4) EXP BOLTS � COL (s" EMBED) Length Schedule I& �, 1/4 FOOTING PER PLAN PRECAST PANEL I For f'c = 3000 psi, Grade 60 Reinforcing Minimum Straight Development Gd Length ( 9 p g ) jI # r- - - - - ----- - - - - - - I PER ELEVATION #4 CONT. JOINT PER 4/S3.1 Bar Size Top Bars Other Bars I 1 12" 7" 12" I I � 2' -0" x 2' -0" 24 n n #3 21 16 CONCRETE I I I I I j�X PREMOLDED I I JOINT FILLER TOP OF CON. AT #4 x (GR. DOOR OPENINGS WALL 9 � ®18 "oc 40) HOOK AROUND HORIZ. REINF. SLAB ON GRADE PER PLAN #4 28" 22" n n #5 36" 27" PANEL I I 3 I I 4" NON— SHRINK GROUT I / GRID -- I - - -- I - - - - -- I - I - - 3 33 #7 62" 48" SLAB PER PLAN #8 71" 55" SCHEDULED 12" #g 80" 62" PER CLR. " " #10 90 70 )(i6U P�ANMN #11 100" 77" /� L — — -1 plan - - - -- -Per in nil 1111 1111 ` • .111 1111. • • • Minimum Lap Splice Lengths (Is) Bar Size Top Bars Other Bars SLAB ON GRADE #3 28" 21" CONTROL OR `` #4 37" 28" FOOTING PER PLAN CONST. JOINTS #5 46" 36" PER PLAN #6 56" 43" 5 Column Closure Pour 6 7 #7 81" 62" #8 93" 71" #9 104" 80" #10 118" 90" GRID #11 131" 100" TOP BARS ARE HORIZONTAL BARS WITH MORE THAN 12" DEPTH OF col. & ftg. CONCRETE CAST BELOW THEM. IF CLEAR CONCRETE COVER IS NOT GREATER THAN THE DIAMETER OF o PIPE SLEEVES I THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER a v AS REQUIRED. I I THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% ° I I COLUMN PER PLAN Minimum Embedment Lengths (ldh) I I BASE E 12x12x12 / PRECAST PANEL III For Standard End Hooks 1/4 w/ (4)3/4 „0 EXP BOLTS REINF. PER WALL a I I (Embed 6) ELEVATIONS SLAB ON GRADE PER Bar Size Length G SLAB ON GRADE PER PLAN (typ.) I I I 3/4" NON- SHRINK GROUT TOP OF CON. AT PLAN SEE 7/S3.1 FOR #3 6M ” ISOLATION JOINT DOOR OPENINGS CLOSURE STRIP & DOWEL REINF. #4 8 >: _ _ o x - - — - — — — I — _: 1 - I I : :: S, TOP OF PAVEMENT PER CIVIL /ARCH'L - - -- # 5 10" 12n #7 13 n #$ 15" C� 1 111 1 111 —'� #9 17" MIN. —11 3/4" LEVELING GROUT - CD '- #11 22" • • 2' -011 312" MIN. CLR. EXCAVATION NOT / ALLOWED BELOW �:,♦ �,, ; "` �, ( (2) # 5 TOP .� lit .-- 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 21/2" DO NOT PASS PIPES .; , .• , • .` AND BOT. • • THRU THIS AREA. THIS LINE. FOOTING SIZE AND 2. END COVER FOR 90' HOOKS MUST BE EQUAL TO OR GREATER THAN 2" REINF. PER FOOTING SCHEDULE PIPE AND TRENCH LOCATIONS 9 10 11 12 NAPO SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com �OA/w DRAWN: ELP DESIGN: CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 ISSUE: PERMIT SHEET TITLE: Typical Details SCALE: 3/4" = 1 -011 U.N.O. DATE: June 8, 2007 PROJECT NO: 1408- 2006 -02 SHEET NO: S3,ol NO: OF SHEETS: VAPM r SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com _ DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA _ ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360 - 629 -5435 _ ISSUE: PERMIT SHEET TITLE: Typical Details SCALE: 3/4" _ 1' -o" U.N.O. DATE: June 8, 2007 PROJECT N0: 1408 - 2006 -02 SHEET NO: S392 NO: OF SHEETS: 5" PRECAST PANEL PER PLAN embed AND WALL ELEVATIONS EXTERIOR FACE HORIZ. REINF. PER PANEL #3 TIES ® 6 "oc ADJUST TIE SPACING ELEVATIONS (EXTERIOR FACE) EXTERIOR FACE --- HORIZ. REINF. PER EXTERIOR FACE — TO MISS REVEALS PANEL ELEVATIONS EMBED E 1/2 "x5t /2" x 0' -51/2" " W/ (245 x 2' -0" ® 21/2" GAGE HORIZ. & #5 x 2' -0" VERT. - - -- o ci)l �� M o o joint • -- --- - - - - -- - -- - -- --- - - - - -- - - - -- THICKNESS PER (3) #3 TIES 2 -0 C — 2' -0° REVEAL (2) #5 EA. PANEL ELEVATIONS " ®3 oc (3) #3 TIES PER ARCH. (3/4" MAX.) FACE OF REVEAL PER ARCH'L _ (2) #5 EA.—// U REVEAL PER ARCH'L °� o M ® 3 o OPENING & WHERE OCCURS (3/4" MAX.) FACE OF WHERE OCCURS (3/4" MAX.) INTERIOR FACE ® ALL SIDES OPENING & OF PANEL INTERIOR FACE ® ALL SIDES " #3 CROSSTIES ®6 oc NOTE: VERT. REINF. PER PANEL ELEVATIONS VERT. REINF. PER OF PANEL ALT END OF 90' BEND CROSSTIES REQ'D AT TIES TO EXTEND MIN 24" ABOVE OPENING TYP. (TYP-) THICKNESS PER PANEL ELEVATIONS THICKNESS PER EVERY OTHER VERT BAR 1 /4 3 typ. PANEL ELEVATIONS (TYP.) PANEL ELEVATIONS 1/4 3 SINGLE MAT REINFORCING PLACEMENT DOUBLE MAT REINFORCING PLACEMENT PLAN AT PANEL LEG WITH TIES 1 2 3 4 Exterior PRECAST PANEL PER PLAN Exterior AND WALL ELEVATIONS -1/2" WIDE PANEL JOINT EMBED. PL 1/4" x 4" x 8" W/ Exterior (3) #5 x (" 30 ® 3"oc rip z (GRADE 40) 1/� CONN. PER _ /S_._ ° JOINT L3x3x1 /4 x 8" LONG, JOINT it • _ = —' • EXTERIOR FACE W/ (3) #5x2' -6" 0 3 "oc (GRADE 40) EMBED. L3x3x1 /4 x 8" LONG '— — — • • • • — — —' Interior W/ (3) #5 x 2' -6" (GR. 40) " Interio r � see clip elev. 1 /4 ®3 oc �I 1VIArl WELD PL 1/4" x 4" x 6" 2" 1/4 TYP. 1 /'4 Interior D L2x2x1/4 x 6" LONG I 3/8" THICK BENT PLATE FILLET WELD 1/2, PLAN VIEW PLAN VIEW Max. Clip Elevation Type A Connection yp 5 Connection Type B yp Connection T yp e C 8 Exterior Exterior 1/2" CHAMFER (typ.) 1/2" CHAMFER (typ.) L3x3x5 /16x0'- 8" EMBED L3x3x3/8xl' -3" w/(2) #5x2' -6" w /(5) #5x2' -6" @ 3 "oc 1/2" CHAMFER (typ.) ® 6" GA typ 2" JOINT GRADE 60 2" JOINT Exterior S3.2 CONN. PER 5/S3.2 typ R.1 /4x4xO' -6 ">-- w/1/2 "O HOLE 21/2" typ 1/4 SPLICE TO CONT REINF IN PANEL PER GENERAL NOTES Interior CONDITION ® 2 "2" CONN. PER 5/S3.2 1" JOINT 2 WELD E 1/4x4x6 CONN. PER 5 S3.2 / PANELS OF DIFFERENT THICKNESSES returns 1/4 1/4 returns Interior typ typ 14 1/4 1/4 3 P3/8x4 "x1' -0" t /4 3 PLAN VIEW PLAN VIEW PLAN VIEW Connection Type D 9 Connection Type E 10 Connection Type F 12 VAPM r SWENSON SAY FACET A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com _ DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA _ ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360 - 629 -5435 _ ISSUE: PERMIT SHEET TITLE: Typical Details SCALE: 3/4" _ 1' -o" U.N.O. DATE: June 8, 2007 PROJECT N0: 1408 - 2006 -02 SHEET NO: S392 NO: OF SHEETS: 1/2 "0 ROD FROM BOTTOM CHORD NEAREST TOP CHORD PANEL PI FOR CONCENTRA' LOAD AT BOTTOM CHORD ADDITIONAL MEMBER PT. WHEN LOAD IS MORE LOAD THAN 4" FROM PANEL POINT PUDDLE WELD LOCATIONS r [13/4' min. Verco HSB -36, G60 Galvanized w /Following Min. Properties 18 GA. 20 GA. I = 0.302 in 4 I = +0.216/ -0.216 in.4 S = +0.322/ -0.335 in 3 S = +0.235/ -0.248 in 3 Fy = 40 ksi Fy = 40 ksi PT. LOAD 1 BRIDGIN PER JOI RECOMM ADDITIONAL MEMBER WHEN LOAD IS MORE THAN 4" FROM PANEL POINT STEEL L 21/2x21/20/4 FROM TOP CHORD TO NEAREST BOTTOM CHORD PANEL POINT STEEL JOIST NOTE: PROVIDE THIS DETAIL WHEN CONCENTRATED LOAD EXCEEDS 200 Ibs – NOTIFY ENGINEER WHEN LOAD EXCEEDS 400 lbs. DETAIL APPLIES AT CONDITIONS INCLUDING, BUT NOT LIMITED TO, DUCTWORK HANGERS, PARTITION HANGERS, PIPING SUPPORTS, AND ROOFTOP MECHANICAL UNITS. Additional Web Me mbers for Concentrated Loads 5 BRIDGIN PER JOI RECOMMI Cross Bridging at LH and DLS series joists NOTE: CROSS BRIDGING DETAIL SHALL APPLY FOR K SERIES JOISTS WHERE REQD BY MFR. CONCRETE WALL PER PLAN L 3x3x1/4 x AS REQD W/ (2) 5/8 "0 EXP. BOLTS (IN GROUTED CELL) L 300/4 (x 4 ") W/ (1) 5/8 "0 EXP. BOLT (IN GROUTED CELL) CONCRETE WALL PER PLAN FOR CALLOUTS Horizontal Bridging IN COMMON at K series joists REFER 1O/S4.1 Bridging at Concrete Wall 9 1. MAXIMUM DECK SPAN = 7' -0" C. TO c. (TWO OR MORE CONTINUOUS SPANS). USE HEAVIER GAGE WHERE DECK REQD. TO SIMPLE SPAN OVER 6' -0" c. TO c. (7' -0" MAX. SPAN CONFORMS TO U.L. FIRE RATING) 2. PROVIDE (7)1/2" DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 3. PROVIDE 1/2" DIAMETER PUDDLE WELDS AT 18 "oc TO ALL STRUTS PARALLEL TO DECK FLUTES AND TO BRACED FRAME BEAMS. PROVIDE 1/2" DIAMETER PUDDLE WELDS ® 18 "oc WHERE DECK ORIENTATION CHANGES AND OTHER SUPPORTS PARALLEL TO DECK FLUTES. 4. CONNECT DECK SEAMS PER DIAPHRAGM PLAN ON S2.2. 5. DECK TYPE MUST STRICTLY MEET CRITERIA LISTED ABOVE INCLUDING I.C.B.O. RESEARCH REPORT ALLOWABLE SHEAR LOADS. SUBMIT DECK INFORMATION TO ENGINEER PRIOR TO BEGINNING SHOP DRAWINGS. 6. REINFORCE DECK OPENINGS PER 3/S4.1 PER ELEVATION BRIDGING SIZE PER JOIST MFR. RECOMMENDATIONS 1/2 "0 BOLT Cross Bridging Typical Roof Deck 2 3x P.T. NAILER W/ 3/4 "0 A307 A.B. ® 32 "oc CONCRETE WALL Typical Concrete Parapet 6 YP p 3/16 STEEL JOIST NOTE: FOR CLARITY, STEEL DECK OMMITTED. FOR ADD'L INFORMATION, SEE PLAN AND G.S.N. WIM BRIDGING SIZE STEEL JOIST PER JOIST MFR. RECOMMENDATIONS NOTE: FOR CLARITY, STEEL DECK OMMITTED. FOR ADD'L INFORMATION, SEE PLAN AND G.S.N. TYP. 3/16 Horizontal Bridging 9 Brid g in at Steel Joists 10 7' -0" MAX decking L 4x4x1/4 X M M 1 N H o L 4414 0 100001/ L 44 1/4 Plan Yew L 4x4x1/4 EACH SIDE Section NOTES: 1. WELD DECK TO ANGLES w/ 1/2"0 PUDDLE WELDS 0 6"oc ALL AROUND 2. NO REINF. IS REQUIRED FOR SINGLE OPENINGS 4 0 OR 4" SQ. OR LESS 3. LARGER OPNGS. MUST BE COORDINATED W/ ARCH. & ENGR. NO SCALE Roof Deck Openings 3 CONT. P.T. 2X E W /5/8" O A.B. @48 "oc (Embed 7 ") PER ELEVATION CONT. LEDGER PER PLAN W/ 5/8 "0 EXP. BOLTS 48 "oc (Embed 41/2 ") SEE 4/S4.1 fi FOR SPLICE INFO PUDDLE WELD PER 2/S4.1 1/r—JOIST & ROOF DECK PER PLAN 1/8 V 2 SEISMIC AXIAL LOAD ON JOIST SEAT IS f 6.1 KIPS (WORKING STRESS) \% / \� \ / \ TILT –UP PANEL V REINF. PER WALL ELEVATIONS L6x4x3 /8X0'- 6 "CTRD. BELOW JOIST W/1 /4 "E (L 6x4x3/8x1' -51/2" W/ 1/41 STIFFENER CTRD. BELOW JOIST @ PANEL JOINT COND.) EMBED E 1/2 "x10 "x0' -7" I A 3/16 M4)1/2 "0x4" WHS PANEL JOIN�I 3/16 II O O ° � � 3/16 4 r M5�" 1" 1" 3/16 q3116 3/16 4 5" 111 EMBED e ELEVATION EMBED Q ELEVATION 0 PANEL JOINT CONDITION 7 SEISMIC L( = f 6.1 ki (WORKING GRID FAL DECK Z PLAN :STS PER PLAN ACING PER ILST MANUF. ,,IST GIRDER PER PLAN TILT –UP PANEL REINF. PER WALL ELEVATIONS — I!I per plan 1/8 V 2 L 40/2%0'4" CNTRD. BELOW JOIST W/ (2)5/8" EXP. BOLT ® 4" GAGE – TILT –UP PANEL REINF. PER ELEVATIONS --� CONT. P.T. 2X P W /5/8" 0 A.B. ® 48 "oc (Embed 7 ") CONT LEDGER PER PLAN W/ 5/8" 0 EXP BOLT @ 12 "oc (Embed 41/2 ") (W/ 5/8" 0 A.B. @ 16 "oc ® SIM. ROOF DECK PER PLAN WELD TO LEDGER PER 2/S4.1 1 2" MIN. BEARING LEDGER SPLICE I `—R 3/4 "x3 "x1' -2" 1" RETURN /4 "Ledger Splice Roof Ledger 4 E 1 /4 "x4 "xCONT W/ 3/4 "o W.H.S. ® 2' -0 "oc (Embed 7 ") PUDDLE WELDS PER 2/S4.1 \% \% CONNECTIONS PER 7/S4.1 —WALL PANEL PER PLAN — L 430/4 x 0' -4" W/ COL. 5/8 "0 EXP. BOLT. -- (Embed 4 ") JOISTS NOT SHOWN FOR CLARITY t 2" 2" (4)3/4" 0 A325N BOLTS 1/8 2 3/16 3 min. (5 GAGE) E 3/4 "x7" x 1' -0" I I I I 11/2" I I t I I L I � I I I II I I II i End Condition 0 Sim. A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6217 fax: 206.443.4870 www.swensonsayfaget.com DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A 8 Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360 - 629 -5435 ISSUE: PERMIT SHEET TITLE: Roof Details SIN I I I I I I I 3/4" STABILIZER R I I DO NOT WELD GIRDER BOTTOM CHORD TO I I TYP. 1/4 TYP. 3/16 SCALE: 3/4" _ �' -o" U.N.O. DATE: STABILIZER E I I June 8, 2007 PROJECT NO: I I 1408- 2006 -02 HSS COL. PER PLAN I I LL SHEET NO: o S401 12 NO: OF SHEETS: 1 CONTINUE LEDGER LEG FOR SPLICE W/ STRUT EDGE OF PANEL 7 1\1 6" 3/16 METAL DECK STRUT PER PLAN ALIGN W /METAL DECK TO PROVIDE 1/2 "0 PUDDLE WELDS ® 6 "oc TO DECK FULL LENGTH OF STRUT EDGE OF PANEL TILT —UP PANEL REINF. PER ELEVATIONS LEDGER PER PLAN 0 0 3 TYP 3/ 16 TYP 3/16 TYP 3/16 STRUTS PER PLAN ALIGN W/ METAL DECK TO PROVIDE 1/2" 0 PUDDLE WELDS 0 6 "oc TO DECK FOR FULL LENGTH OF STRUT - Plan 161/4 "x4 "x0' -31/2" METAL ROOF DECK a SIN L3x3x1 /4x0' -4" JOIST PER PLAN 4 -- - 5 6 CONNECTION PER 7/S4.1 7 8 EMBED R 1/2 "x8 "x0' -8" W/ (4)1/2 "0 x 4" WHS 3/4 "0 TIE ROD PER PLAN WALL PANEL PER PLAN 1,21V2 CLEVIS W/ "0 E 3/8 "x4 "x4" 4 PIN �N 3/16 N _y Plan o PER ARCH. L 2x2x18 #21/2 CLEVIS W. 3/4 "0 PIN o 1/2 "0 PUDDLE WELDS OR 3/4 "0 ROD PER PLAN � .14 0 DRIVE PINS 24 "oc TYP. FORMED METAL PER ARCH. � 20ga —B36 DECKING GUTTER PER ARCH. 2" � 3/8 "x4 "x4" (see plan 3/16 view below for location) ______________ _______ ______ _ _i WALL PANEL PER PLAN EMBED k 1/2 "x6 "xt' -2" STEEL MEMBER 3/16 3/1s W/ (4)1/2 "0 x 4" WHS SHOP WELDED TO OUTSIDE R CHANNEL PER PLAN - -------------- - - - - -- ----------------------------- -L _ t.o_ opening CHANNEL PER PLAN _ 1/8 N-12 STEEL CHANNEL +' PER PLAN EMBED BEYOND v Z =y MATCHING R INSIDE } FACE W/ 5/8 "0 THRU— cp BOLTS _ 3/16 Plan 9 Embed Q Option 10 12 A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue -Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com DRAWN: ELP DESIGN: D)L CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360 - 629 -3985 FX 360 - 629 -5435 ISSUE: PERMIT SHEET TITLE: Framing Details SCALE: 3 /a" U.N.O. DATE: June 8, 2007 S492 PROJECT N0: 1408 - 2006 -02 SHEET NO: N0: OF SHEETS: CONTINUE LEDGER LEG FOR SPLICE W/ STRUT LEDGER PER PLAN 0 0 0 -- - -STEEL JOIST PER PLAN PER PLAN C CONNECTION PER 7/S4.1 ti fax: 206.443.4870 www.swensonsayfaget.com DRAWN: ELP DESIGN: D)L CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360 - 629 -3985 FX 360 - 629 -5435 ISSUE: PERMIT SHEET TITLE: Framing Details SCALE: 3 /a" U.N.O. DATE: June 8, 2007 S492 PROJECT N0: 1408 - 2006 -02 SHEET NO: N0: OF SHEETS: 0 I ire 111/4" R C s 111/4' LIV II 5 1/2" 0 0 1 /4nJ 1/411 1 14n—j 1/4n 1/4 "J' 1/4" 1/4 "J' 1/4" 1/4 " -- \— 1/4" 1/4 "J' 1/4" 1/4 "J' 1/4" 1 /4 "J' 1/4" 1 /4 "—J \— 1/4" 1 /4 "—J \— 1/4" 1/4 "—J ' \-1/4- South Elevation - Interior Face Scale: 3/32" = 1' -0" +15-0" PANEL CONNECTION +10' -0" LOCATIONS _.._.._ u.n.o. floor el +0' -0" c C 111/4' C Note: Panels this elevation are 51/2" thick. L L L l North Elevation - Interior Face Scale: 3/32" = 1' -0" p C B A 73' -0" 32' -6" 32' -6" 8' -0" 15 14 13 I 0 ,L / ., t ' , , . if , . , West Elevation - Interior Face Scale: 3/32" = 1' -0" +15'-0" PANEL CONNECTION +10' -0" LOCATIONS _.._.._.._ u.n.o. +0$ —Dn +15' -0" PANEL CONNECTION +10' -0" LOCATIONS _.._.._ u.n.o. or el +0' -0" NOTES: 1. DA INDICATES PANEL TO PANEL CONNECTION TYPE REF SHEET S3.2. 2. VERIFY ALL DIMENSIONS & ELEVATIONS WITH ARHITECTURAL DRAWINGS. 3. REFERENCE PLAN FOR ROOF FRAMING CONNECTIONS TO WALL PANELS. Key Plan Not to Scale a WAMP rr;:task .4 y rdF SWES1 SAY B AGE A A STRUCTURAL ENGINEERING CORPORATION 2124 Third Avenue - Suite 100 - Seattle, WA 98121 ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfaget.com dh DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 IS PERMIT SHEET TITLE: Panel Elevations SCALE: 3/32" = 1' -o" U.N.O. DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: S5.1 NO: OF SHEETS: