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07-0381 Creek St. Plaza Bldg A StructuralCRITERIA 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, SD1 =39.7, Cs =O. 142 SDC D, I e =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 SUIPERVISED 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 ENGIINEER 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 REPRODUCIBLE AND ONE COPY; REPRODUCIBLE WILL BE MARKED AND RETURNED WITHIN TWO WEEKS OF RECEIPT WITH A NOTATION INDICATING THAT THE SUBMITTAL HAS BEEN I 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 SUBMIITTALS 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 MIX 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 21 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. 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 S1), 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 -112" 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. I. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W. A. B. 0. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED 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. SWENSON SAY FAGE1 A STRUCTURAL ENGINEERING CORPOR4 2124 Third Avenue - Suite 100 - Seattle, WA 9 ph: 206.443.6212 fax: 206.443.4870 www swe nsonsayfaget. com T. "E , 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: 11; Kam SHEET TITLE: 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, RISC 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 S1), 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 -112" 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. I. S. C. AND A. W. S. STANDARDS AND SHALL BE PERFORMED BY W. A. B. 0. CERTIFIED WELDERS USING E70 XX ELECTRODES. ONLY PREQUALIFIED WELDS (AS DEFINED 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. SWENSON SAY FAGE1 A STRUCTURAL ENGINEERING CORPOR4 2124 Third Avenue - Suite 100 - Seattle, WA 9 ph: 206.443.6212 fax: 206.443.4870 www swe nsonsayfaget. com T. "E , 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: 11; Kam SHEET TITLE: �I I C-4 M I I Plan Notes 1 i_ t I t I I I rl 5/S3.1 t I.j OL J' A I - 1' -0 21' -0" 2 3 4 5 6 7 8 9 10 11 12 21' -0" i _ � 1 21' -0" 21' -0" 21' -0" 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. OX 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. 21'-0" 21' -0" Subgrade Preparation for Building 211 —ON 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. ter• Footing Schedule MARK DIMENSIONS Height Width I Length OA 10" 4' -0" 4' -0" O12" 5' -0" 5' -0" FOR CONSTRUCTION ABOVE FOOTING, SEE DETAILS T- C) w REINFORCING (4) #5 E.W. BOT. (6) #5 E.W. BOT, J O TOP OF FOOTING ELEVATION, SEE PLAN OR DETAILS FOOTING REINFORCING 21' -0" 21' -0" O 21' -0" 21' -0" 13 OI Itp� 'L JOI A t 2/S3.1 III -"�l J O Foundation Plan - Building A Scale: 3/32" = 1' -0" 113'+ SWE lSON SAY E . ET A STRUCTURAL ENGINEERING CORPORAT 2124 Third Avenue - Suite 100 - Seattle, WA 98. ph: 206.443.6212 fax: 206.443.4870 www , s we nson sa yf ag et. com ENNNL- 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: SCALE: DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: O a cp I cV M C I CV N7 I L441/4 LEDGER 4/S4.1 - - V"W- 12/S4.1 Sim L4x4x1 /4 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). 5 6 7 8) 9 10 11 12 13 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 Roof Framin Plan - Building A Scale: 3/32" = 1' -0" Diaphragm Key Plan AO INDICATES 20go 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND BUTTON PUNCHES 0 24'oc © INIDICATES 20go 11/2' TYPE HSO -36 METAL DECK WITH 7 WELDS PER SHEET AND SIDE SEAM WELDS ® 12'oc © INDICATES 18go 11/2' TYPE HSB -36 METAL DECK WITH 7 WELDS PER SHEET AND SIDE SEAM WELDS ® 12'oc REFER TO 2/S4.1 FOR ADDITIONAL INFO. ./S4.1 Sim ?/S4.1 441/4 LEDGER 'i A STRUCTURAL ENGINEERING CORPORA' 2124 Third Avenue - Suite 100 - Seattle, WA 98 ph: 206.443.6212 fax: 206.443.4870 www . s we nso nsa yfag et. co m 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 AIP 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 ISSUE: INA 0 SHEET TITLE: Roof Framing Plan H� SCALE: DATE: June 8, 2007 PROJECT N0. 1408 - 2006 -02 SHEET NO: NO: OF SHEETS: SWENSON SAY FAGET 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: ONNNL- SHEET TITLE: Typical Details SCALE: 3/4 ULNX NO: OF SHEETS: 1 CONCRETE PANEL BEYOND 8" �8 #4 x I 0 18 "oc EL 0' -0" per plan • -- - — - — - — - — - ----- ' (4) #5 SEE PLAN FOR SLAB THICKNESS AND REINFORCING. (TYP.) STOP ALT. BARS AT JOINT. CONTROL JOINT SECOND POUR FIRST POUR 1/8 x 1 1/2" PREM OLDED ONT. MASTIC JOINT STRIP. SEE PLAN FOR SLAB JOINT MAY BE SAW -CUT THICKNESS AND T CONTRACTORS OPTION.) REINFORCING. (TYP.) PLASTIC VAPOR BARRIER #4x3' -0" @ 36 "oc PLASTIC VAPOR AND COMPACTED GRANULAR AND COMPACTED FILL PER PLAN. FILL PER PLAN. 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. BARRIER GRANULAR GRID GRID CLOSURE STRIP, 4' -0" MIN. 1/2" clr COL BASE E 1/2x10x12 w /(4) 3/4 "0 EXP BOLTS (6" EMBED) Reinforcing Splice and Development Length Schedule & FTG FOOTING PER For f'c = 3000 psi, Grade 60 Reinforcing t/4 �N PLAN PRECAST PANEL — O Minimum Straight Development Length (Ld) n_______ 1 ___ —___, 1 " " PER ELEVATION # 4 CONT. JOINT PER 4/S3.1 Bar Size Top Bars Other Bars 12 7" 12 I 2'- 0 x 2'- 0 24 I BOX OUT W/ # 4 x 9 I— ® 18 "oc SLAB ON GRADE #3 21" 16" I � I 1 1/4" PREMOLDED TOP OF CON. AT ( GR. 40 HOOK AROUND ) PER PLAN #4 28" 22" CONCRETE I I I I I i I JOINT FILLER I DOOR OPENINGS WALL HORIZ. REINF. #5 36" 27" PANEL I 1 I � I 3/4" NON- SHRINK GROUT GRID - — I — - --- - - - , - — - — - - I - � n n 43 33 #7 62" 48" j SLAB PER PLAN #8 71" 55" I I 1 I SCHEDULED 1 12n #9 80" 62" I COLUMN PER I PLAN Cl. ` #10 90 70" I o0° °car GGc° #11 100 77 F. I L- -- -- -- _-- --._ —J per plan !h pl1 t��� t��'�� II 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 PER PLAN #5 46" 36" #6 56" 43" 5 #7 81" 62" Column Closure Pour #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 ° PIPE SLEEVES I THE BAR, OR THE CENTER TO CENTER SPACING IS NOT GREATER a � AS REQUIRED. THAN 3 BAR DIAMETERS, THEN LENGTHS SHALL BE INCREASED BY 50% d j I+ COLUMN PER PLAN Minimum Embedment Lengths (Gdh) BASE E /2x12x12 PRECAST PANEL For Standard End Hooks ?/4 I I w/ (4)3/4 EXP BOLTS ") REINF. PER WALL ° G I (Embed 6 ELEVATIONS SLAB ON GRADE PER Bar Size Length - SLAB ON GRADE PER PLAN (typ.) I I n I i 3/4" NON- SHRINK GROUT 1/2 TOP OF CON. AT PLAN SEE 7/S3.1 FOR CLOSURE STRIP #3 6„ #4 8 I ISOLATION JOINT DOOR OPENINGS & DOWEL REINF. #5 10" 01 o -� TOP OF PAVEMENT #6 12 " � 00 = I --°-° PER CIVIL /ARCH'L O J: it i . . till III ' 77,7777, #9 17 M #10 19 MIN. —11 3 _ /4 " LEVELING GROUT `° �! #11 22 " 312" MIN. CLR. 2' -03 EXCAVATION NOT R (2) # 5 TOP S DO NOT PASS PIPES ALLOWED BELOW ..: , :` AND BOT. • ® n 1. SIDE COVER MUST BE EQUAL TO OR GREATER THAN 2�/2 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 1' -8" PIPE AND TRENCH LOCATIONS 9 10 12 SWENSON SAY FAGET 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: ONNNL- SHEET TITLE: Typical Details SCALE: 3/4 ULNX NO: OF SHEETS: A STRUCTURAL ENGINEERING CORPOR, 2124 Third Avenue - Suite 100 - Seattle, WA ph: 206.443.6212 fax: 206.443.4870 www, swe nson sa yf a g et, co m 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: axr SHEET TITLE: Typical Details SCALE: 3/4" v 1� -0" U.N.1 DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: Aft 53.2 NO: OF SHEETS: 51" PRECAST PANEL PER PLAN embed AND WALL ELEVATIONS EXTERIOR FACE HORIZ. REINF. PER PANEL #3 TIES ® 6 "oc ELEVATIONS EXTERIOR FACE ( ) EXTERIOR FACE HORIZ. REINF. PER EXTERIOR FACE ADJUST TIE SPACING PANEL ELEVATIONS TO MISS REVEALS EMBED E 1/2 "x51/2" x 0' -51/2" U � " W/ (2) #5 x 2' -0" ® 21/2" GAGE — — — — — — — — — — — — — — __ - - -- Cy • 0 HORIZ. & #5 x 2' -0" VERT. oin t w . or ------ - - - - -- - - - - - -- --- - o .— �. - - - -- - - - -- THICKNESS PER (3) #3 TIES 2' -0' REVEAL (2) #5 EA. PANEL ELEVATIONS � ®3 oc 2' -0' PER ARCH. (3/4" MAX.) FACE OF REVEAL PER ARCH'L (2) #5 EA. U REVEAL PER ARCH 'L " �' 3 3 TIES � o ®3 "oc INTERIOR FACE OPENING & ® ALL SIDES WHERE OCCURS (3/4" MAX.) FACE OF WHERE OCCURS (3/4" (/ MAX.) ) OPENING & VENT. REINF. PER OF PANEL INTERIOR FACE 0 ALL SIDES C " NOTE: PANEL ELEVATIONS VERT. REINF. PER OF PANEL ALT END OF 90* TIES TO EXTEND MIN 24" ABOVE OPENING (TYP.) THICKNESS PER PANEL ELEVATIONS PANEL ELEVATIONS THICKNESS PER CROSSTIES REQ'D AT EVERY OTHER VERT BAR 1/4 3 (TYP.) PANEL ELEVATIONS typ. 1/4K 3 SINGLE MAT REINFORCING PLACEMENT DOUBLE MAT REINFORCING PLACEMENT PLAN AT PANEL LEG WITH TIES 1 2 4 Exterior Exterior PRECAST PANEL PER PLAN AND WALL ELEVATIONS EMBED. PL 1/4" x 4" x 8" W/ Exterior —1/2" WIDE PANEL JOINT (3) #5 x �! ® 3"oc TYP z 0 (GRADE 40) 1/4 CONN. PER JOINT EMBED. L3x3x1/4 x 8" LONG, .N —' EXTERIOR FACE W1 (3) #5x2, -6" • ill @ 3 "0c (GRADE 40) EMBED. L3x3x1/4 x 8" LONG #5 x 2' -6" (GR. 40) Interior — _ _ . • •. _ _ Interior (� 3Coc ^\ N \—WELD see clip elev. /4 PL 1/4" x 4" x 6" 2" 1/4 TYP. TYP. J /4 . Interior WELD L2x2xl /4 x 6" LONG i 318" THICK BENT PLATE PLAN VIEW PLAN VIEW FILLET WELD y2 Max. Clip Elevation Connection Type A Yp Connection Type B YP ' Connection Type C Exterior Exterior 1/2" CHAMFER (typ.) 1/2" CHAMFER (typ.) L3x3x5/16xO' -8" EMBED L3x3x3/8x1' -3" 1/2" CHAMFER (typ.) y ® 6 �) A 5 typ 6" " GRADE #602 —6" (� 3 "oc In JOINT 2 JOINT Exterior CONN. PER 5/S3.2 typ >- E1/4x4x0'- 6 ">--- 21/2 W/1 /2 "O HOLE typ 1 SPLICE TO CONT REINF IN PANEL PER GENERAL NOTES Interior CONDITION ® 2 "2" CONN. PER 5/S3.2 2" JOINT WELD E 1/4x4x6 CONN. PER 5/S3.2 PANELS OF DIFFERENT THICKNESSES returns t1/4 1/4 returns Interior typ 1/4 typ 1/4 3 1/4 3 E3 /8x4 "x Interior a PLAN VIEW PLAN VIEW PLAN VIEW Connection Type D Connection Type E YP Connection T F Yp e 1 12 co A STRUCTURAL ENGINEERING CORPOR, 2124 Third Avenue - Suite 100 - Seattle, WA ph: 206.443.6212 fax: 206.443.4870 www, swe nson sa yf a g et, co m 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: axr SHEET TITLE: Typical Details SCALE: 3/4" v 1� -0" U.N.1 DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: Aft 53.2 NO: OF SHEETS: SWENSON SAY FAE] 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 AID 29619 15th Avenue NE Stanwood, WA 98292 PH 360 -629 -3985 FX 360- 629 -5435 ISSUE: SHEET TITLE: SCALE: 3/411 = 1'-o" U.� DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: NO: OF SHEETS: PUDDLE WELD LOCATIONS ° 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 1. 2. 3. 4. 5. 6. MAXIMUM DECK SPAN = 7' -0" c. TO c. (TWO OR MORE CONTINUOUS SPANS). USE HEAVIER GAGE WHERE DECK READ. TO SIMPLE SPAN OVER 6' -0" c. TO c. (7' -0" MAX. SPAN CONFORMS TO U.L. FIRE RATING) PROVIDE (7)1/2" DIAMETER PUDDLE WELDS PER SHEET TO ALL SUPPORTS PERPENDICULAR TO DECK FLUTES. 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. CONNECT DECK SEAMS PER DIAPHRAGM PLAN ON S2.2. 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. REINFORCE DECK OPENINGS PER 3/S4.1 Typical Roof Deck Yp 7' -0" MAX L decking _ L 4x4x1/4 L 441/4 < EACH SIDE t IEV ; _ o L 4x4x14 a Q0 a L 4x4x /4 Plan dew 3/16 TYP 3/16 — — — — — — — — — — — Section NOTES: 1. WELD DECK TO ANGLES w/ 1/2 "0 PUDDLE WELDS @ Coc 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 Roof Deck Openings SCALE II )i TILT —UP PANEL REINF. PER WALL ELEVATIONS 1" RETURN CONT. P.T. 2X E 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 2" MIN. BEARING LEDGER SPLICE 7" 7" 3/4 "x3 "x1' -2" 1/4 Ledger Splice Roof Leer d 9 4 CONT. P.T. 2X E W/5/8-0 A.B. 0448 "oc (Embed 7 ") PT. PER ELEVATION CONT. LEDGER PER PLAN LOAD II W/ 5/8 "0 EXP. BOLTS ® E 1 /4 "x4 "xCONT W/ 3/4 "0 W.H.S. f� 48 oc (Embed 41/2") SEE 4/S4.1 � a a ®2 -0 oc (Embed 7") ADDITIONAL MEMBER 1/4 FOR SPLICE INFO WHEN LOAD IS MORE THAN 4" FROM PANEL 3x P.T. NAILER W/ PUDDLE WELD PER 2/S4.1 POINT 3/4 "0 A307 A.B. ® 32 "oc PUDDLE WELDS PER ELEVATION _.._.._.._.._ JOIST & ROOF DECK PER PLAN 1/8 2 PER 2/S4.1 STEEL L 21/2x21/2x1/4 t 1 1/8 2 1/2 "0 ROD FROM \ FROM TOP CHORD TO _ — BOTTOM CHORD TO NEAREST BOTTOM CHORD \, � \ SEISMIC AXIAL LOAD NEAREST TOP PANEL POINT CHORD PANEL POINT. ON JOIST SEAT IS f 6.1 KIPS (WORKING STRESS) \� / \ �• •� \� / \� FOR CONCENTRATED V� LOAD AT BOTTOM CHORD STEEL JOIST CONCRETE WALL TILT —UP PANEL L 4x6x1/2 "x0' -6" CNTRD. REINF. PER WALL BELOW JOIST W/ (2)5/8" ELEVATIONS L6x4x3 /8X0'- 6 "CTRD. BELOW JOIST EXP. BOLT ® 4" GAGE ADDITIONAL MEMBER PT. NOTE: W /1/4 "E (L 6x4x3/8x1' -51/2" W/ 1/4 "E WHEN LOAD IS MORE LOAD PROVIDE THIS DETAIL WHEN STIFFENER CTRD. BELOW JOIST @ PANEL TILT —UP PANEL REINF. CONNECTIONS PER THAN 4" FROM PANEL CONCENTRATED LOAD EXCEEDS JOINT COND.) PER ELEVATIONS 7/S4.1 POINT 200 Ibs — NOTIFY ENGINEER WHEN LOAD EXCEEDS 400 Ibs. BED 2"0x4 x10' -7" �I 3 " W WHS DETAIL APPLIES AT CONDITIONS 3/16 /( ) / PANEL JOINT /16 INCLUDING, BUT NOT LIMITED TO, II DUCTWORK HANGERS, PARTITION co ° ° ° oo 3/16 4 HANGERS, PIPING SUPPORTS, 3/16 1 AND ROOFTOP MECHANICAL 1" 5" 1" UNITS. 3/16 V4 3/16 5 Parapet 6 EMBED E ELEVATION EMBED E ELEVATION PANEL JOINT CONDIION 7 8 Additional Web Membe r s for Concentrated Loads Typical Concrete BRIDGING SIZE STEEL JOIST NOTE: CROSS BRIDGING SIZE -- STEEL JOIST WALL PANEL PER PLAN COL. PER JOIST MFR. BRIDGING DETAIL PER JOIST MFR. L 4x3x1/4 x 0' -4" W/ RECOMMENDATIONS SHALL APPLY FOR K SERIES JOISTS RECOMMENDATIONS GRID 5/8 "0 EXP. BOLT. (Embed 4 ") JOISTS NOT SHOWN _ WHERE REQ'D BY NOTE: FOR CLARITY, STEEL FOR CLARITY > MFR. DECK OMMITTED. FOR ADD'L CONCRETE WALL PER PLAN INFORMATION, SEE PLAN AND G.S.N. �, 3/16 2 2 typ. 3/16 3 min. 1" 1" 2 2 (4)3/4 "0 A325N BOLTS 5" GAGE ( ) SEISMIC LOAD — /ts min. 1/2" Typ L 3x3x1/ 4 x AS 3/16 5/8 "0 1/ 3/16 rn'• 2 "0 BOLT = f 6.1 kips (WORKING STRESS METAL DECK LOAD) MAX. PER PLAN REQ'D W/ (2) Cross Brid in EXP. BOLTS (IN g g GROUTED CELL) Cross Bridging I 3 /4 " x7 " x 1 -0 a I at LH and DLS series joists `\ /' `\ `\ I I I I I I 11/2" BRIDGING SIZE PER JOIST MFR. STEEL JOIST L 3x3x1/4 (x 4 ") BRIDGING SIZE PER JOIST MFR. STEEL JOIST I I ! I I I I RECOMMENDATIONS W/ (1) 5/8 "0 EXP. RECOMMENDATIONS I I I BOLT (IN GROUTED CELL) TYP. 1/4 NOTE: FOR CLARITY, STEEL DECK OMMITTED. FOR ADD'L I I 3/4" STABILIZER E per plan I I I I I np, CONCRETE WALL 3116 PER PLAN INFORMATION, SEE PLAN BRACING PER I DO NOT WELD GIRDER I I BOTTOM CHORD TO I I I TYP. AND G.S.N. JOIST MANUF. I I STABILIZER E I I I I 3/16 I I TYP. JOIST GIRDER PER PLAN I I I I HSS COL. PER PLAN I I I I 3 /16 FOR CALLOUTS Horizontal Bridging IN COMMON Horizontal Bridging REFER 10/S4.1 End Condition 0 Sim. at K series joists 1 11 12 Bridging at Concrete Wall dg g Bridging at Steel Joists g 9 1 SWENSON SAY FAE] 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 AID 29619 15th Avenue NE Stanwood, WA 98292 PH 360 -629 -3985 FX 360- 629 -5435 ISSUE: SHEET TITLE: SCALE: 3/411 = 1'-o" U.� DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: NO: OF SHEETS: 1 EDGE OF PANEL 6„ 3 /16 METAL DECK e o STRUT PER PLAN ALIGN W /METAL PER PLAN 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 CONTINUE LEDGER LEG FOR SPLICE W/ STRUT LEDGER PER PLAN ® STEEL JOIST PER PLAN CONNECTION PER 7/S4.1 TYP 3/16 TYP 3/16 TYP 3/16 ��317 STRUTS PER PLAN ALIGN W/ METAL DECK TO PROVIDE 1/2" 0 PUDDLE WELDS 0 6 "oc TO DECK FOR FULL LENGTH OF STRUT 1 1 1 I I 1 1 I Plan E 1 /4 "x4 "xO' -31/2" METAL ROOF DECK r--IN ZF L3x3x1 /4x0' -4" JOIST PER PLAN 4 6 EMBED E 1/2"x8%0 0-80 W/ (4)1/2 "0 x 4" WHS 3/4 "0 TIE ROD PER PLAN WALL PANEL PER PLAN 1,21Y2 CLEVIS W/ E 3/8 "x4 "x4" 4 "0 PIN 21-4 3/16 N Plan o PER ARCH. L 2x2x1/8 _y #21/2 CLEVIS W. 3/4 "0 PIN — o 1/2 "0 PUDDLE WELDS OR 3/4 "0 ROD PER PLAN — I .14 "0 DRIVE PINS 24 "oc TYP. FORMED METAL PER ARCH. �t 20go -836 DECKING GUTTER PER ARCH. 2" U �. 3/8 "x4 "x4" (see plan 3/16 view below for location) ______________ __ __ _____ ______ _ _ti WALL PANEL PER PLAN EMBED E 1/2 "x6 "x1' -2" STEEL MEMBER 3/16 3/16 W/ (4)1/2 "0 x 4" WHS SHOP WELDED CHANNEL PER PLAN -- -------------------------------------------- - - - - -- - - - -- = J t.o. opening TO OUTSIDE E - i - - -- CHANNEL PER PLAN =:___ 1N 1/8 2 -12 STEEL CHANNEL +' I PER PLAN EMBED BEYOND 4 _ti MATCHING E INSIDE I FACE W/ 5/8 "0 THRU— cp BOLTS 3/16 Plan Embed E Option 10 12 SWENSON SAY FAGC T A STRUCTURAL ENGINEERING CORPORA] 2124 Third Avenue - Suite 100 - Seattle, WA 98 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 Yeim, WA ARCHITECT: Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360 - 629 -5435 ISSUE: Namom SHEET TITLE: Framing Details SCALE: 3/4" = 1' -o" U.N. DATE: June 8, 2007 PROJECT NO: 1408 - 2006 -02 SHEET NO: " 41� NO: OF SHEETS: 5 111/4" O LOCATE CANOPY - SUPPORT EMBEDS (ext. face) PER 0 a O 0 5 1/2" — #4 ® 12" E.W, E.F. typ panel reinf 0 O /4" �\— 1/4 1/4 —J�\— 1/4" 1/4"—J 1/4" 1/4 "� L 1/4" 1 /4 "—jl 1/4" 1/4" —j�\— 1/4" 1 /4 "J � 1/4" 1/4 "J L 1/4" 1 /4 "—J''L 1/4" 1 14 "-j" 1/4" 1/4 "21� 1/4" South Elevation - Interior Face Scale: 3/32" = 1' -0" I. ,i I _ +15' -0" _ PANEL CONNECTION +10' -0" LOCATIONS _ _. _. _ u.n.o. floor el +0' -0" PANEL ___ +15'_0" o PANEL CONNECTION N _ _ _ +10_ 0" LOCATIONS u.n.o. top of slab " �jfloor el +0 e 0 ------ 11/4 2' -0" typ f I VARIES r 20'- 111/2" 20'- 111/2" 1 20'- 111/2" 20'- 111/2" 20'- 111/2" 20'- 111/2" 20'- 111/2" �� 20'- 111/2" I 20'- 111/2" 20'- 111/2" �� 24' -11 3/4" 114" 1/4„ t /4" 1/4" 1/4" 1/4" t /4" t 14" 1/4'-J' 1/4" t /4„ 1/4" t /4" 1/4" 1/4" 1/4" 1/4" t /4" 1/4" 1/4" 1/4" t /4" Note: Panels this elevation are 51/2" thick. North Elevation - Interior Face 191 0 I N 321 -6" 15 14 C 73' -0" 32' -6" 13 0 8' -0" —PANEL 10 +15_ -0" o PANEL CONNECTION �- +10' -0" LOCATIONS u.n.o. Scale: 3/32" = 1' -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 e A STRUCTURAL ENGINEERING CORPOR 2124 Third Avenue - Suite 100 - Seattle, WA ph: 206.443.6212 fax: 206.443.4870 www.swensonsayfag et.com IIIIIIIIIIIIIIIIIIIEL- DRAWN: ELP DESIGN: DJL CHECKED: DJL APPROVED: DJL REVISIONS: PROJECT TITLE: Yelm Plaza Building A Hwy 507 & NE Creek Rd Yelm, WA IIIIIIIIIIIIIIIIIEL- ARCHITECT; Thomas Thompson AIA 29619 15th Avenue NE Stanwood, WA 98292 PH 360- 629 -3985 FX 360- 629 -5435 ISSUE: SCALE: 3/32„ = 1' -0'° U