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Plans (10) BU P2018-00197 Otak SIGNAGE 8 I INTERIOR FINISHES ACCESSORY OCCUPANCY 1 I SCOPE & ADMINISTRATION ALTERNATIVE MATERIALS ,. ,F �€ k & METHODS TO CODE FLAME-SPREAD RATING CODE PATH COMPLIANCE PURSUED OTAK ARCHITECTS, INC. ACCESSIBLE SIGNAGE IN COMPLIANCE WITH SECTION 1111 REQUIRED B OCCUPANCY GROUP ON LEVEL 1 OF 1,177 GSF IS LESS THAN 10% OF 808 SW THIRD AVE., SUITE 300 THROUGHOUT THE AREA OF THE S-1 OCCUPANCY GROUP OF 21,212 GSF ON LEVEL 1. PORTLANI, OR 97204 NO SEPARATION IS REQUIRED BETWEEN OCCUPANCIES. MAIN ' 3.287.6825 BUILDING CODE: THE 2014 OREGON STRUCTURAL SPECIALTY CODE 1. PARTIAL ADOPTION OF 2015 IBC, WITH OREGON VVVV; OTAK.COM WALL AND CEILING FINISH MATERIALS TO HAVE THE FOLLOWING FLAME SPREAD AMENDMENTS. DESIGN TEAM PROPOSES ADOPTING 29 I PLUMBING FIXTURES RATING OR HIGHER: MECHANICAL CODE: THE 2014 OREGON MECHANICAL SPECIALTY CODE SECTION 510 OF THE 2015 IBC. RATHER THAN SECTION 510 OF 2014 OSSC, IN ORDER TO PERMIT S-1 ,1(....is2j.,Tit,s, D. - , INTERIOR EXIT CORRIDORS & ENCOSURE ROOMS & 6 I TYPES OF CONSTRUCTION PLUMBING CODE: THE 2017 OREGON PLUMBING SPECIALTY CODE OCCUPANCY BELOW THE 3-HOUR PODIUM. • STAIRWAYS & RAMPS FOR EXIT ACCESS ENCLOSED 3720 , & EXIT PASSAGEWAYS STAIRWAYS & RAMPS SPACES FUEL GAS CODE: THE 2014 OREGON MECHANICAL SPECIALTY CODE 2014 OSSC CHAPTER 5, SECTION 510.2.6 READS: MINIMUM PLUMBING FACILITIES "THE BUILDING BELOW THE HORIZONTAL ASSEMBLY � BRIAN R.ft.EENER fq S-1 C C C CONSTRUCTION TYPES FIRE CODE: THE 2014 OREGON FIRE CODE SHALL BE PROTECTED THROUGHOUT WITH AN S 6 APPROVED AUTOMATIC SPRINKLER SYSTEM IN ��TL1 ( p, B B B C ELECTRICAL CODE: THE 2017 OREGON ELECTRICAL SPECIALTY CODE ACCORDANCE WITH SECTION 903.3.1.1. AND SHALL BE PERMITTED TO BE ANY OF THE FOLLOWING WATER CLOSET LAVATORIES DRINKING FTNS SERVICE SINK ENERGY CODE: THE 2014 OREGON ENERGY EFFICIENCY SPECIALTY CODE OCCUPANCIES: 6/26/2018 COMPOSITE BUILDING IS COMPRISED OF A 1-STORY SEMI-SUBTERRANEAN 6.1. GROUP S-2 PARKING GARAGE USED FOR THE REQ'D PROV. REQ'D PROV. REQ'D PROV. REQ'D PROV. PARKING AND STORAGE OF PRIVATE MOTOR CONSTRUCTION TYPE 1A LEVEL: A 3-HOUR FIRE RATED HORIZONTAL FIRE SPRINKLER CODE: NFPA 13 VEHICLES: GSF M F M F M F M F 9 I FIRE PROTECTION SYSTEMS SEPARATION CREATES A GROUND PLANE BETWEEN THAT LEVEL AND 4 6.2. MULTIPLE GROUP A. EACH WITH AN OCCUPANT STAMP STORIES OF TYPE HA CONSTRUCTION. ACCESSIBLITY: ICC ANSI A117.1-2009 LOAD OF LESS THAN 300: S-1 = 386 OCCa 2 2 2 2 2 2 2 2 1 1c 1 1 6.3. GROUP B; 6.4. GROUP M; B AREA= 11 OCCb 1 1 - - 1 1 - - SPRINKLER SYSTEM LEVEL 5 TYPE IIA OCC GRP. S-1 6.5. GROUP R; AND 3-HOUR FIRE RATED MUNICIPAL CODE 6.6. USES INCIDENTAL TO THE OPERATION OF THE a OVERALL S-1 OCC LOAD BASED ON TOTAL 115,645 GSF WHICH DOES NOT INCLUDE ANY SHAFTS OR VERTICAL OPENINGS IN LEVEL 4 TYPE IIA OCC GRP. S-1 HORIZONTAL BUILDING (INCLUDING ENTRY LOBBIES, S-1 AREA(LEVEL 1=20.454 GSF,LEVEL 2=22,980 GSF.LEVEL 3=24.153 GSF:LEVEL 4=24.153 GSF;LEVEL 5=23.905 GSF) SE PARATATION MECHANICAL ROOMS, STORAGE AREAS AND b. OVERALL B AREA OCC LOAD BASED ON 1.091 GSF WHICH DOES NOT INCLUDE ANY SHAFTS OR VERTICAL OPENINGS IN THE LEVEL 3 TYPE IIA OCC GRP. S-1 SIMILAR USES)." BUSINESS AREA(LEVEL 1). SPRINKLER SYSTEM COMPLYING WITH NFPA 13 SHALL BE INSTALLED THROUGHOUT c- ADA COMPLIANT DRINKING WATER DISPENSER PROVIDED IN LIEU OF DRINKING FOUNTAIN LEVEL 2 TYPE IIA OCC GRP- S 1 2015 IBC CHAPTER 5, SECTION 510.2.5 READS: CLASS I STANDPIPES REQUIRED THROUGHOUT , .1 • 41 • • • • TIGARD MUNICIPAL CODE "THE BUILDING BELOW THE HORIZONTAL ASSEMBLY LEVEL 1 TYPE IA OCC GRP. S-1 W/ACC. OCC GRP. B GENERAL COMMERCIAL C-G ZONE SHALL BE PROTECTED THROUGHOUT WITH AN APPROVED AUTOMATIC SPRINKLER SYSTEM IN TIGARD TRIANGLE PLAN DISTRICT ACCORDANCE WITH SECTION 903.3.1.1. AND SHALL BE CONSULTANT PORTABLE FIRE EXTINGUISHERS GROUND PLANE PERMITTED TO BE ANY OCCUPANCY ALLOWED BY THIS CODE EXCEPT GROUP H." THE DESIGN TEAM PROPOSES THIS PARTIAL ADOPTION DEFERRED SUBMITTALS OF THE MORE CURRENT CODE. AND NOT THE ADOPTION FIRE RESISTANCE RATING REQUIREMENTS OF THE 2015 IBC PER OREGON STATEWIDE ALTERNATE • PORTABLE FIRE EXTINGUISHERS SHALL COMPLY WITH NFPA 10 METHOD 16-01. FOR BUILDING ELEMENTS (HOURS) .. : . FIRE EXTINGUISHERS SHALL BE AVAILABLE ALONG THE NORMAL PATH OF TRAVEL 2. ALTERNATE INTERPRETATION OF THE PLUMBING OCCUPANT LOAD ON THE B-OCCUPANCY LOBBY. AREA CASCADE PACIFIC INVESTMENTS MAXIMUM TRAVEL DISTANCE TO EXTINGUISHER = 75' FIRE SUPPRESSION SYSTEM SHOP DRAWINGS TAKEOFFS INDICATE 12 OCCUPANTS, BUT THE 333 S STATE STREET#V-144 OPERATOR DOES NOT EXPERIENCE THAT LEVEL OF LAKE OSWEGO, OR 97034 MECHANICAL 1 ELECTRICAL/ PLUMBING CROWDING. AN ALTERNATE INTERPRETATION OF TWO TEL: (866)-930-9390 x11 TYPE IA(UNDER PODIUM) OCCUPANTS IS SOUGHT. THIS BRINGS THE BUILDING REQ'D PROVIDED TOTAL PLUMBING REQUIREMENTS TO TWO LAVS AND OWNER DRAFT CURTAINS & SMOKE VENTS PRIMARY STRUCTURAL FRAME 3 HR 3 HR TWO WC/URINALS IN THE MEN'S RESTROOM, AND TWO EXTERIOR BEARING WALLS 3 HR 3 HR LAVS AND TWO WCS IN THE WOMEN'S RESTROOM. INTERIOR BEARING WALLS 3 HR 3 HR 3 I USE & OCCUPANCY STRUCTURAL FRAME SUPPORTING ROOF ONLY 1 HR 1 HR 3. DESIGN TEAM SEEKS TO USE BOTTLED WATER • FLOORS & SECONDARY MEMBERS 2 HR 2 HR SERVICE WITH CUPS AVAILABLE AT THE LOBBY, RATHER FLOOR AREAS ARE UNDER REQUIREMENTS FOR S-1 DRAFT CURTAIN OF 50.000 GSF: ABOVE PODIUM) THAN A FIXED DRINKING FOUNTAIN. TYPE HApRAFT CURTAINS & SMOKE VENTS NOT REQUIRED ( OCCUPANCY GROUPS NOTE: THE PLANS EXAMINER MAY REQUIRE THIS TO BE PRIMARY STRUCTURAL FRAME 1 HR 1 HR A CODE APPEAL SINCE IT MEETS THE INTENT OF THE EXTERIOR BEARING WALLS 1 HR 1 HR MORE MODERN CODE, BUT IS PRIMARILY THE 2014 INTERIOR BEARING WALLS 1 HR 1 HR OSSC. 10 I MEANS OF EGRESS STRUCTURAL FRAME SUPPORTING ROOF ONLY 1 HR 1 HR FLOORS & SECONDARY MEMBERS 1 HR 1 HR S-1: STORAGE UNITS,ACCESSORY RESTROOMS, ELEVATOR MACHINE ROOM, ROOF CONSTRUCTION 1 HR 1 HR ELECTRICAL ROOM, FIRE RISER ROOM RATING BETWEEN CONSTRUCTION TYPES 3 HR 3 HR ACCESSORY B: SALES AREA. EMPLOYEE BREAK ROOM OCCUPANCY LOAD SUMMARY PER SHEETS G2.01 - G2.05 PER TABLE 601 EXCEPTION D: TYPE IIA CONSTRUCTION OVER PODIUM DOES NOT USE FIRE SPRINKLER INCREASES FOR HEIGHT, AREA, OR NUMBER OF 4 1 SPECIAL OCCUPANCY REQUIREMENTS FLOORS. FIRE SPRINKLERS IN COMPLIANCE WITH SECTION 903.3.1,1 TO BE USED FOR TABLE 601 EXCEPTION D, PROVIDING 1-HOUR FIRE RATING FOR LEVEL 1: ACCESSORY STORAGE @ 300 GSF 1 OCC 21,112 GSF 71 OCC PRIMARY STRUCTURAL FRAME, INTERIOR BEARING WALLS, FLOOR BUSINESS AREA @ 100 GSF/ OCC 1,177 GSF 12 OCC CONSTRUCTION AND ASSOCIATED SECONDARY MEMBERS. AND ROOF CONSTRUCTION AND ASSOCIATED SECONDARY MEMBERS. EXTERIOR HIGH-RISE BUILDINGS LEVEL 2: ACCESSORY STORAGE © 300 GSF/OCC 23,812 GSF 80 OCC BEARING WALLS MUST MEET 1-HOUR FIRE RATING THROUGH UL-RATED ASSEMBLIES WITHOUT RELYING ON THIS EXCEPTION. LEVEL 3: ACCESSORY STORAGE @ 300 GSF 1 OCC 24,717 GSF 83 OCC THE MORE STRINGENT REQUIREMENT FOR FIRE-RESISTANCE RATING OF LEVEL 4: ACCESSORY STORAGE © 300 GSF/OCC 24,717 GS 83 OCC EXTERIOR WALLS WILL GOVERN FINAL ELEVATION FIRE-RESISTANCE RATINGS. THE BUILDING'S LAST OCCUPIED FLOOR FALLS BELOW THE 75' - 0" THRESHOLD PLEASE SEE SECTION BELOW ON FIRE SEPARATION DISTANCE. TO BE CONSIDERED A HIGH-RISE BUILDING. THIS BUILDING THEREFORE DOES LEVEL 5: ACCESSORY STORAGE @ 300 GSF/OCC 24,717 GSF 83 OCC NOT NEED TO MEET THE SPECIAL REQUIREMENTS FOR HIGH-RISE. SEE SHEETS G2.01 -G2.05 FOR MEANS OF EGRESS SIZING BY FLOOR FIRE RESISTANCE RATING REQUIREMENTS FOR EXTERIOR WALLS BASED ON FIRE COMBUSTIBLE STORAGE NUMBER OF EXITS SEPARATION DISTANCE THE BUILDING DOES NOT CONTAIN HIGH-PILE STORAGE 5' <X< 10' LEVEL 1 LEASING OFFICE: ONE EXIT IS REQUIRED; ONE EXIT IS PROVIDED X< 5' I 10' < X< 30' LEVEL 1 KEYCARD SECURED AREA: TWO EXITS ARE REQUIRED; TWO EXITS - . HAZARDOUS MATERIALS ARE PROVIDED, ONE THROUGH THE EXIT STAIR ENCLOSURE AND ONE THROUGH THE NON-SECURED AREA WITH NON-LOCKING PANIC HARDWARE PROVIDED AT THE BACK OF THE DOOR. EXIT THROUGH INTERVENING F . - 010 SPACE IS ALLOWED UNDER 1014.2 EXCEPTION •..:: X ' V MATERIALS STORED SHALL COMPLY WITH 2014 OSSC LEVEL 1 NON-SECURED AREA: TWO EXITS ARE REQUIRED; TWO EXITS ARE Ln o PROVIDED V I USE GROUP H MATERIALS PROHIBITED FROM STORAGE UNITS: ONLY LEVELS 2- 5: TWO EXITS PER LEVEL ARE REQUIRED; TWO EXITS ARE ' MATERIALS PERMITTED INS 1 USE GROUP TO BE STORED PROVIDED ' 111.1 SEE SHEETS G2.01 -G2.05 FOR OCCUPANT LOADS 1 o ' W • A 5 I HEIGHT & AREA o Ce o AREAS OF REFUGE HEIGHT IN FEETa cc -1/4-_,.30, CO BUILDING IS EQUIPPED THROUGHOUT WITH AUTOMATIC SPRINKLER SYSTEM, TYPE IA (UNDER PODIUM) AREAS OF REFUGE ARE NOT REQUIRED THE BUILDING'S TOTAL HEIGHT IS 54'- 6"ABOVE AVERAGE GRADE PLANE. NOT w w X < 5' 2 HR INCLUDING SCREENS. PARAPETS. MECHANICAL PENTHOUSES. AND OTHER ll1 5' <X < 10' 2 HR EXEMPT STRUCTURES J 10' < X< 30' 1 HR TYPE IA S-1 AND B OCCUPANCY PODIUM IS 11"ABOVE GRADE PLANE (NO W C� L.I_ X> 30' 0 HR HEIGHT LIMIT) (SEE TABLE 503) Q Q EXIT ACCESS TRAVEL DISTANCE & TYPE IIA (ABOVE PODIUM) ( ~ COMMON PATH OF TRAVEL DISTANCE X< 5' 2 HR TYPE PODIUM B 55"O ALLOWED)) (SECCUPANCY EOTAB ELEVE FIR 03)E SEPARATION PODIUM IS 43' 6" ABOVE Q J 5' <X< 10' 1 HR Et Q D 10' < X< 30' 1 HR (.n X > 30' 0 HR < w B OCCUPANCY: 100' OF COMMON PATH ALLOWED; 45' SHOWN NUMBERO F STORIES 300' OF EXIT ACCESS TRAVEL DISTANCE ALLOWED: 45' THE MORE STRINGENT REQUIREMENT FOR FIRE-RESISTANCE RATING WILL 0 O Q SHOWN GOVERN FINAL RATINGS. PLEASE SEE SECTION ABOVE ON REQUIREMENTS O FOR BUILDING ELEMENTS. CD S-1 OCCUPANCY: 100' OF COMMON PATH ALLOWED; 44'- 9" SHOWN, MAX. 1 LEVEL BELOW PODIUM, 4 LEVELS ABOVE PODIUM ~ U 250' OF EXIT ACCESS TRAVEL DISTANCE ALLOWED; 203'- 9" SHOWN. MAX. TYPE IA B, S-1 OCCUPANCIES - 1 STORY (NO LIMIT) (SEE TABLE 503) 7 I FIRE & SMOKE PROTECTION TYPE IIA S-1 OCCUPANCY-4 STORIES (4 STORIES ALLOWED) (SEE TABLE 503) CORRIDOR FIRE RESISTANCE RATING FIRE-RESISTANCE RATINGS GROSS BUILDING AREA TOTALS CORRIDOR FIRE-RESISTANCE RATING NOT REQUIRED IN SPRINKLERED S-1 OCCUPANCY. FIRE-RESISTANCE RATED ELEMENTS, COMPONENTS. AND ASSEMBLIES SHALL BE IN ACCORDANCE WITH ASTM E 119 OR UL 263. JOINTS AND PENETRATIONS S-1 OCC. GRP. ACCESSORY B OCC. GRP. SHALL NOT REDUCE THE FIRE-RESISTANCE RATING LEVEL 1 21,112 GSF 1,177 GSF 11 I ACCESSIBILITY LEVEL 2 23,812 GSF O GSF REVISIONS EXTERIOR WALL OPENINGS LEVEL3 24,717GSF OGSF NS CW PARKING LEVEL 4 24,717 GSF 0 GSF DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION LEVEL 5 24,717 GSF 0 GSF STATUS EXTERIOR WALL OPENINGS ARE PROTECTED BY FIRE SPRINKLER SYSTEM TOTAL PARKING SPACES PROVIDED: 8 SPACES TOTALS 119,075 GSF 1,177 GSF 9/25/2018 ACCESSIBLE PARKING SPACES REQUIRED: 1 DATE ACCESSIBLE PARKING SPACES PROVIDED: 1 GRAND TOTAL 120,252 GSF VAN ACCESSIBLE PARKING SPACES REQUIRED: 1/6 TOTAL ACCESSIBLE = 1 SHAFTS 18167 VAN ACCESSIBLE PARKING SPACES PROVIDED: 1 TYPE IIA S OCCUPANCY GROUP TO BE 26,000 GSF/ FLOOR OR LESS, WITHOUT PROJECT NUMBER USING FIRE SPRINKLER INCREASES. FIRE SPRINKLERS TO BE USED FOR TABLE 601 EXCEPTION D. PROVIDING 1-HOUR FIRE RATING FOR PRIMARY STRUCTURAL FRAME, INTERIOR BEARING WALLS. FLOOR CONSTRUCTION AND ALL SHAFTS SHALL HAVE A FIRE RESISTANCE RATING OF 2 HOURS, UNLESS ASSOCIATED SECONDARY MEMBERS, AND ROOF CONSTRUCTION AND OTHERWISE NOTED (SEE 713.4) ASSOCIATED SECONDARY MEMBERS. NO TABULAR ALLOWABLE INCREASES G1 . 01 USED. 0 2018 OTAK, INC. Otak ....„:„:„...,,,,. k:,.. ......:.,:::,,,,,0„....,,:„,,,„,,,...„,,„ Mi::.. syr OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 PORTLANIj. OR 97204 MAIN 3.287.6825 WWF .OTAK.COM teZttr , 3720 , BRIAN R.FLEENER PORTLAND,OF OR V 6/26/2018 STAMP CONSULTANT Al CASCADE PACIFIC INVESTMENTS 333 S STATE STREET#V-144 LAKE OSWEGO, OR 97034 TEL: (866)-930-9390 x11 OWNER • 9. Installation.All material. systems and equipment.are installed in accordance with the manufacturer's installation instructions and the Storefront- Upper: Metal Frame with Thermal Break, Perf. Specs.: 757 --- -- 0.930 0.460 `� International Building Code. Product ID Oldcastle, SHGC 0.94.[Bldg Use 1 -Warehouse](b) #.�' (J) ✓ 10.0utdoor air intakes and exhaust openings.Stair and elevator shaft vents and other outdoor air intakes and exhaust openings integral Doors. Insulated Metal,Swinging,[Bldg. Use 1 -Warehouse] 78 --- --- 0.130 0.700 1111111118( C�� ?�C�COftware Versionm0.$.2 to the building envelope shall Pe equipped with not less than a Class I motorized, leakage-rated damper with a maximum leakage rate Orientation:WEST ��// of 4 cfm per square foot at 1.0 inch water gauge when tested in accordance with AMCA 50011 Stair and shaft vent dampers shall be Ct capable of being automatically closed during normal building operation and interlocked to open as required by fire and smoke detection West Wall (Metal siding): Steel Framed, 24"o.c.. [Bldg. Use 1 - 7138 15.0 0.0 0.102 0.064 Envelope Corn p I i a n ce Certificate O Warehouse] systems. Orientation: UNSPECIFIED ORIENTATION IIICIC Li_ Plans reference page/section: Standing Seam Roof w/R32 cavity: Metal Building,Standing Seam 24817 19.0 11-0 0.038 0.055 0 (c), [Bldg. Use I -Warehouse] W W J 11.Loading dock weatherseals.Cargo doors and loading dock doors are equipped with weather seals to restrict infiltration when vehicles Floor 1:Slab On Grade:Unheated.[Bldg Use 1 -Warehouse] 686 U are parked in the doorway. Section 1 : Project Information O Q 7 Requirement is not applicable. (a)Budget U-factors are used for software baseline calculations ONLY,and are not code requirements. L (b) Fenestration product performance must be certified in accordance with NFRC and requires supporting documentation. Energy Code: 2014 Oregon Energy Efficiency Specialty Code 1.11I Q Plans reference page/section (c)Thermal spacer block with minimum R-3.5 must be installed above the puriinibatt.and the roof deck secured to the purlins. Project Title: Tigard Self Storage J f 12.Recessed lighting- Recessed luminaires installed in the building thermal envelope are sealed to limit air leakage between conditioned In the followingrequirements, blank checkboxes identifyrequirements that the applicant has not acknowledged as beingmet. Checkmarks Projectnvo eTCo New Construction uj CL q q pP g Envelope Compliance Method: Simplified Trade-Off Llj and unconditioned spaces.All recessed luminaires are IC-rated and Labeled as meeting ASTM E 2-83.All recessed luminaires are identify requirements that the applicant acknowledges are met or excepted from compliance 'Plans reference page/section'identifies where in sealed with a gasket or caulk between the housing and.interior wall or ceiling covering. the plans/specs the requirement can be verified as being satisfied. Construction Site: Owner/Agent: Designer/Contractor: L11 7600 SW Atlanta Street Azam Qayum Matthew Neish CI ll O Requirement is not applicable. Fenestration Product Rating: Tigard,OR 97223 Trailblazer Development LLC Otak Architects, Inc. I— ✓ 1. U-factors of fenestration products(windows,doors and skylights)are determined in accordance with NFRC 100 by an accredited, 333 S. State Street,V-144 808 SW Third Avenue,Suite 300 � W' U Plans reference page/section: independent laboratory. and labeled and certified by the manufacturer or are determined using the commercial size category values Lake Oswego, OR 9704 Portland, OR 97204 Q listed in Chapter 15 of the 2009 ASHRAE Handbook of Fundamentals. Table No.4 and shall include the effects of the window frame. 503.415.2393 CO L1.1❑ 13.Standing seam metal building roofs require a thermal block of R-3.5. See Table 502.2(2). The temporary label affixed to the fenestration products must not be removed prior to inspection. matt neish @otak cam Z (f] Building Location (for weather data): Tigard, Oregon Plans reference page/section: Exception applies: Site-built fenestration products shall have a single certificate specifying glazing type,special coatings, QP spacers, gas fills, center-of-glass and overall U-factor. and center-of-glass SHGC for every type of site built glass used. These Climate Zone. 4c J ✓ 14.Vestibules. Doors that separate conditioned space from the exterior are protected with an enclosed vestibule,with all doors of the Vertical Glazing/Wall Area Pct.: 5% 1 vestibule equipped with self-closing devices.Vestibules are designed so interior and exterior doors to not operate simultaneously. certificates shall be maintained on the jobsite and made available to the inspector. Building Use:Area Type Floor Area Q ` ^ Requirement is not applicable Plans reference page/section: 1-Warehouse: Nonresidential 24817 v Et✓ 2. Solar heat gain coefficient(SHGC)of glazed fenestration products(windows, glazed doors and skylights)shall be determined in (I) Plans reference page/section: accordance with NFRC 200 by an accredited. independent laboratory, and labeled and certified by the manufacturer or be determined Section 2: Envelope Assemblies and Requirements Checklist CD O w using the Solar Heat Gain Coefficients(SHGC)in Chapter 15 of the 2009 ASHRAE Handbook of Fundamentals,Table Nal0_TheZ • 15`Other'components have supporting documentation for proposed U Factors. overall values must consider type of frame material and operator for the SHGC at normal incidence. �� ri CD is � ...,..., :i .., a « E :::E ,. :. 1 ` 111 Requirement is not applicable. 1 Exception applies: Site-built fenestration products shall have a single certificate specifying glazing type,special coatings, Envelope Assemblies: spacers, gas fills,center-of-glass and overall U-factor,and center-of-glass SHGC for every type of site built glass used.These Plans reference page/section. —.. certificates shall be maintained on the jobsite and made available to the inspector. Component Name/Description Gross Cavity Cont. Proposed Budget Area or R-Value R-Value U-Factor U-Factor;ai Plans reference page/section: _. _ - Perimeter Section 3: Compliance Statement Orientation: NORTH Air Leakage, Insulation, and Component Certification: North Wall(Metal Siding): Steel-Framed,24"o.c., [Bldg. Use 1 - 5717 15-0 0.0 0.102 0.064 Compliance Statement: The proposed envelope design represented in this document is consistent with the building plans.specifications and ✓ 3. Sealing of the building envelope.Openings and penetrations in the building envelope are sealed with caulking materials or closed with Warehouse] gasketing systems compatible with the construction materials and location. Joints and seams are sealed in the same manner or taped other calculations submitted with this permit application. The proposed envelope system has been designed to meet the 2014 Oregon Energy Orientation: EAST or covered with a moisture vapor-permeable wrapping material- Sealing materials spanning joints between construction materials allow Efficiency Specialty Code requirements in COMcheck Version 4.0.8.2 and to comply with the mandatory requirements in the Requirements for expansion and contraction of the construction materials. East Wall (Metal siding. storefront):Steel-Framed,24"o.c., [Bldg- 4597 15.0 0.0 0.102 0.064 Checklist. Use 1 -Warehouse] Plans reference page/section: Orientation, SOUTH Matthew''Neish - Senior Project Manager 6.21.18 South Wall (Metal siding, storefront): Steel-Framed, 24"o.c.. [Bldg. 1446 15.0 0 0 0.102 0.064 4. Window and door assemblies. The leakage of window sliding doorassemblies thatpart of the building envelope `- - 1 air and or swingingare Use 1 -Warehouse) Name-Title Sigrrr.o,; Date are determined in accordance with AAMA/WDMA/CSA 101/I.S.2/A440, or NFRC 400 by an accredited.independent laboratory,and Exit Door. Insulated Metal,Swinging, g Warehouse] labeled and certified by the manufacturer. g g, [Bid Use 1 - 26 0.130 0.700 Glass sliding entrance: Glass(› 50%glazing):Metal Frame, 60 --- --- 0-930 0 800 Exception applies: Site-constructed windows and doors that are weatherstripped or sealed in accordance with Section 502.4.3. Entrance Door, Perf Specs Product ID Oldcastle, SHGC 0:94, Plans reference page/section: [Bldg. Use 1 Warehouse] (b) South East Wall: Steel-Framed, 24"o.c., [Bldg. Use 1 -Warehouse] 5319 15.0 0.0 0.102 0.064 ✓ 5. Curtain wall.storefront glazing and commercial entrance doors.Curtain wall, storefront glazing and commercial-glazed swinging Storefront- tower: Metal Frame Curtain Wall/Storefront, Pert 118 --- --- 0.930 0.450 REVISIONS entrance doors and revolving doors are tested for air leakage in accordance with ASTM E 283. For curtain walls and storefront glazing. Specs. Product ID Oldcastle, SHGC 0-94, PF 0.41, [Bldg. Use 1 the maximum air leakage rate is 0-3 cubic foot per minute per square foot of fenestration area. For commercial glazed swinging -Warehouse](b) NS CW entrance doors and revolving doors. the maximum air leakage rate is 1.00 cfm/ft2 of door area. Storefront- upper: Metal Frame Curtain Wall/Storefront, Perf. 204 --- --- 0.930 0.450 DRAWN BY CHECK BY Plans reference page/section: Specs.. Product ID Oldcastle, SHGC 0.94, [Bldg. Use 1 - Warehouse] (b) ISSUED FOR CONSTRUCTION ✓ 6 Building thermal envelope insulation.An R-value identification mark is applied(by manufacturer)to each piece of insulation 12 Glass sliding entrance: Glass(? Otak .,,,,.,,,s,,:: ::4 L OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 PORTLANP, OR 97204 MAIN ' 3,287,6825 WWF .OTAK.COM i�72Q ., BRIAN R.ELEENER a a PORTLAND, OR ` DF 0 6/26/2018 STAMP /,....1/4"thick acryiic panel '' 55 �� (CASCADEPANTONES G4 REEN) WHITE n, • Q — Grade II Braille '< CONSULTANT 5 ELEVATOR TACTILE SIGN G1 .21 SCALE: 3" = t-0" CASCADE PACIFIC INVESTMENTS 333 S STATE STREET#V-144 LAKE OSWEGO, OR 97034 11n. TEL: (866)-930-9390 X11 """`µ 4 ;"-ExiT ...._1/4"thick acrylic panel , Q 4, OWNER 2 WHITE It. WASABI GREEN II l S r en J, , ?' } m - N. Grade II Braille oo agp� t rb < < 11 r.-Z-12 11 I , 9 EXIT STAIR TACTILE SIGN 4 RESTROOM SIGNAGE MOUNTING ELEVATION G1.21 SCALE: 6" = 1'-0" G1 .21 SCALE: 1/4" = 1'-0" 71/2" _ . , 1/8"thick graphic panel Iy®, µ3l8�_- A.Ea .. . Painted acrylic panel with symbols - and tactile copy&Braille 118 thick m s il Y Symbol,copy&Braille raised I/32". N ,,,, • ih‘....______„i' WHITE / • >, / �' WHITE WASABI GREEN Ln p / I •\ WASABI GREEN / 5/$" MEN -__ --.._....�Grade II Braille / . 48" MAX TO HIGHEST 1/4" - 7-7 .- ---- --�- : / - 18" X '� BACK WALL OPERABLE PART -0, 17"-19" SEAT // HEIGHT _ 2 +�— 41• / 8 RESTROOM TACTILE SIGN - MEN 3 RESTROOM SIGN - MEN SEAT r � . — — —a -e — WALL _ o — x CONTROL a G1.21 SCALE: 3" = 1-0" G1 .21 SCALE: 3" = 1'-0" 1 <'%.-' WALL N ' °D 112" 4r i, 4 MA 15"-16" MAX GRAB BARS IN TRANSFER- TRANSFER-TYPE SHOWER MIRROR WASTE SANITARY PAPER TOWEL SEAT COVER CI) TYPE SHOWERS CONTROLS LOCATION RECEPTACLE NAPKIN DISPENSER DISPENSER DISPENSER 1'-0'"0 W 39"-41" CL V 12" MAX 1 36" M I N 0 11 //7---- 7112" V Q CL CL , •� OR 13 112" MIN EQ. 3/8" EQ, O z t4" MIN,, ,--12" MIN 42" MAX °� y t 1�$ hick graphic f " MAX 56" MIN Painted acrylic panel with symbols 9 p I 0 E 06 42° MkN z • ...�: .. ®M. and tactile copy& Braille Ce ,{�li L j4MIN — CI I 'r T ,� I •i D _lit N Syrribal,copy Braille raised 1132". # 0 0-1 U) il8" thick Synb�al.. i9 w • s WHITE _, 1., 1_ FLUSH CONTROLS rn M _, ���� z WHITE �.n TO BE LOCATED ON in- _ �,� E„ o (510-.*---THE OPEN SIDE OF r` IFWASABI GREEN CO Q THE CLOSETTER T 1[lit b —ter xk WASABI GREEN w I— SEAT HEIGHT \\N 16"-18" 17"-19" 5/8 WOMEN �~---- Grade 11 Braille W ACCESSIBLE WATER AMBULATORY ACCESSIBLE SIDE WALL GRAB BAR REAR WALL GRAB BAR PROTRUDING TOILET FRONT PARTITION DOOR HEIGHT OF WALL , "---� ""� 1/4" 4;,z- .--------- _ - z — CLOSETS WATER CLOSETS FOR WATER CLOSET FOR WATER CLOSET PAPER DISPENSER OPENINGS HUNG URINAL �' J LOCATION .------ ._ 0 J CO 12 RESTROOM MOUNTING HEIGHTS 7 RESTROOM TACTILE SIGN - WOMEN 2 RESTROOM SIGN - WOMEN Ce Q U' G1.21 SCALE: 114"= l'-0" G1 .21 SCALE: 3" = 1'-0" G1 .21 SCALE: 3" = t-0" Q W CI o 0 - 0 1bI1R.SEE 1FTERIOR i Q ... ... ELEVATIONS 9ACCCSPtASH PER SPECS. -'+ FAUCET CONTROLS SHALL BE '`iii OPERABLE WITH ONE HAND WITH NO ✓` MORE THAN 5 POUNDS OF PRESSURE N. G 1'-4" Ilif '! AND SHALL NOT REQUIRE TIGHT TWISTING OF — l -.6" ... fes..,,,..8...71,14:::-.,..,./,-,.'_-._-1.1 THE WRIST)P PER INTERIOR 1 _fi i/4lF thick acrylic panel ,rr ELEVATION. MAX 8112°LAV. 1 d�1� thiel(ac lie ariel \ : DEPTH THIS R MUST I 1/4k thick acrylic panel -.. Ca is silkscreened r ASTEA INSULTERIIM1tES ,~ .w- " " Copy 8"AtI�N, SI/ALL BE�1SULATEEJ WFIERE t WASABI GREEN z /'� UTILITY FROOM w. m._ _� REMAIN UNLOCKED-- WHITE f IXPOSEOUNOE!1LAV. - MAXIMUM OCCUPANCY. WHITE ,� - f g a KNEE TOE CLFJtiRA;tiE.ES ' . • WHITE °. ' WASABI GREEN ry �, SHALL MEET ALL ACCESSITIY DURING ''� REQUIREMENTS y 1 ,� � WASABI GREEN UTILITY ILI ROOM ••....-.•.m - s-MAX • 1 5 0 �,, � :,.0,1.'0 t'aw: .-• �" �...~~ w u• Copy/Symbols are silkscreened m .- ,..� . .. Tactile copy raised o HOURS U R ,. .:::: .:,- -: '.: INSULATE ALL PLUMBING ti.: ., „ 1/32°'with eased edges 'O" LEADER COUNTt REVISIONS '` Copy/Symbols are silksc.reened } _-_,_------- r..M -.----- RE OR(3PENABIE NS CW Grade II Braille FINISHED FLOORING DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION 11 OCCUPANT LOAD TACTILE SIGN 10 ROOM IDENTITY TACTILE SIGN 6 MAIN EXIT SIGN 1 ACCESSIBLE LAVATORY STATUS G1 .21 SCALE: 3" = 1'-0" G1.21 SCALE: 3" = 1'-0" G1.21 SCALE: 3" = 1'-0" G1 .21 SCALE: 1/2" = 1'-0" 9/25/2018 DATE 18167 PROJECT NUMBER G1 . 21 ©2018 OTAK, INC. Otak .. AUTOMATIC FIRE SPRINKLER SYSTEMS TO BE INSTALLED TO 2016 VERSION OF NFPA 13 IN ALL SPACES OTAK ARCHITECTS I NC. v 808 SW THIRD AVE., SUITE 300 co FLS PLAN LEGEND r PORTLANf, OR 97204 EGRESS DOOR EGRESS DOOR FIRE SEPERATION MAIN ' 3.287.6825 REQUIRED WIDTH: 175 OCC x REQUIRED WIDTH: 22 OCC x T DISTANCE VV1M. .OTAK.COM ,ff 3 HOUR RATED COLUMN PROPERTY LINE (PRIMARY STRUCTURAL FRAME) .15"/OCC=26.25"OR 36" MIN. 15"/OCC=3.3"OR 36' MIN. ..,_",,,. .. ,,,,»_ .. E. � PROVIDED WIDTH:36" PROVIDED WIDTH: 36" .:: tk wo»5::;;;. .•t//. :- -- - a1` 3: .••' - wUrbnx`000v4o¢¢wt ,E 3 HOUR RATED WALL ASSEMBLY I (BEARINGWALLS) �� , RRZ MIIS! a,� Y 3 aaa :�Z iaz 8bk$ 8aY a Y!A$ EJ , f.P , 4 3 i i � w�►rr+Kaw��w r wiwR*�►wwr w��wwi�ae ww��►w www�►�rwwt w�+r: rrr www►�►a►rwwF�r raiw�w�rtsra)rw+�::,i�rrwrw!:w+.�.i.'w�w►�� �mow►• w'w��r*wwr w�r rr r w war 3 w iww.�r a�r�s«w�r s wwr�s rR w w :ik�e ww���swww�+r w::w�r w.;w:wr►,�?r rw�w�a�a►,�rwi in��w�rt'iw < FIRE RISER __________ 2 HOUR RATED FLOOR OR I '-4112" � � WALL ASSEMBLY ACCESSORY ( fup OLF 300= 1 OCC _ 83 SF (GROSS) =® • 4 $ - w • • 1 HOUR RATED WALL ASSEMBLY • • i PORTLAND, 0R �, STAIR B 62 CONTINUITY : FIRE BARRIERS SHALL EXTEND FROM THE ELECT. `• F s s _ ' OF 6/26/2018 TOP OF THE FLOOR/CEILING ASSEMBLY BELOW TO THE s��.._� a3.- UNDERSIDE OF THE FLOOR OR DECK ABOVE AND SHALL EQUIP. ROOM O BE SECURELY ATTACHED THERETO. FIRE BARRIERS OLF 300= i OCC J SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. 100 SF (GROSS) I li,. r STAMP 1 0 FIRE PARTITIONS SHALL FROM THE TOP OF THE FLOOR/ I • 13 CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE I 70 FIRE RATED CEILING OR ROOF ASSEMBLY ABOVE, FIRE STORAGE UNITS I .7::::.:•ili? ' 1 ...... . _ PARTITIONS SHALL BE SECURELY ATTACHED THERETO. ACC STORAGE ' OLF 300= 71OCC frn l .......... I 70 21.112 SF (GROSS) ' I i • EXIT ACCESS TRAVEL DISTANCE $� 11111 I COMMON PATH OF TRAVEL DISTANCE /° I I1 `' z PATH OF TRAVEL : • I I :€ m 1/4/ • LOBBY AREA B OCCUPANCY MAXIMUM: 300' I I� 1 " S-1 OCCUPANCY MAXIMUM: 250' BUSINESS AREA r`, "' • I CONSULTANT OLF 100= 12 OCC I I � 1,177 SF (GROSS) I • I � :: • • (-) 1111 di : yi COMMON PATH OF TRAVEL . 117 B OCCUPANCY MAXIMUM: 100' I I� II S-1 OCCUPANCY MAXIMUM: 100' ! I • . I Iz ii." FEC • FIRE EXTINGUISHER CABINET 110 • I CASCADE PACIFIC INVESTMENTS WITH FIRE EXTINGUISHER >'tt I :': F. §,,: : I ,c� I I m ,I 333 S STATE STREET#V 144 FDC FIRE DEPARTMENT /4 I x ' 11 *; LAKE OSWEGO. OR 97034 CONNECTION ''„� , "i • , TEL (866)-930-9390 x11 //I/. �? IOLF OCCUPANCY LOAD FACTOR 1 OWNER Foommanneemami clos I �;* . IIOCC OCCUPANT LOAD �/ ROOM/ LJ co ! / — PATH OF TRAVEL = 215'-4" 111. EXIT SIGN r- ,--..._. .:.• /1L/PROVIDE 2-HR RATED FIRE �`� ° / RESTROOAII„' � W PWVI BARRIER. PROVIDE 90 MIN / Z .. 4.,,,.,,..:,::,.• . : RATED DOORS. JI' \ il _ Fimilli 11'6: ,• / 1 RESTROOM \\\ ELEV..-- B • PROVIDE 1-HR RATED FIRE '-/ I \\\ Q I , A PARTITION. PROVIDE 45 MIN40 , \ \ RATED DOORS. �, I �. \\\ 1. .......... ' ».; �,, „::” / 7• :::, 4� - NUMBER OF OCCUPANTS W/ACCESS TO EXIT 'S' 1 1 :::Iv ���/ -':-- 0�♦\ 1 • 2. REQUIRED SEPARATION OF OCCUPANCIES t.: ��°/ 9 �♦♦ `` PER SECTION 508, TABLE 508.4 & 708.1 - ,` a� I • � ��' 708.3, & TABLE 1018.1 ��� f I / ,�♦♦� S-1 TO B NOT REQUIRED ♦�\ s "i. `- BELOW PODIUM TO ABOVE PODIUM- 3 HOUR PODIUM Q . _ �' % '11":” ` S-1 TO CORRIDOR NOT REQUIRED —� LOBBY 7 _ BTO CORRIDOR - NOT REQUIRED / SHAFTS - 2-HOUR RATED ENCLOSURESf',17-.6, Y ; / EGRESS DOOR _ ii / REQUIRED WIDTH:34 OCC x __, 4. �O=p,4 � It / 15"/OCC=5.1"OR 36" MIN. i .. Wit; / PROVIDED WIDTH, 94.5" _��E�=30VIIIIIIIII ;:„ . .1 " ,^�i �"«. ' :t .f.... /----. .",""""„,",,,"„0,05". ' .vI. ---4 — PATH OF TRAVEL=207'-9" J • r• till4r"4--fr �. / CLEAR DOOR WIDTH - MIN. 32" ... 1:- , , li , ,, i :,._ , , ,::. F O LEAF TO F.O. STOP p I s Ititlilt* 1 .: .:. .. ,,, ..� ..::f:f :��,nK ...:.:FSEs. ,. \ '�E<. Allikr NOMINAL DOOR DIMENSION EGRESS DOOR CLEAR DOOR WIDTH REQUIRED WIDTH: 12OCCx 1 i, .15"/OCC=1.8"OR 36" MIN. 1 1IF PROVIDED WIDTH:36" I I ......,,w ._.<. wwr.,...,...� 1 � I • I MACHINE • I RM • I __-..�,...; ..... W Q ELEV - A I ; Ce 0 i— • CC LJLJ I �W1YYY _ I I .wriw r r::r11 AY� "'�" °9` a.::r.EY• ,�. 0 < LL - EGRESS DOOR J - I Fac Ur Q REQUIRED WIDTH, 174 OCC x 173 '22 — — .15"/OCC-26.1"OR 36" MIN. PROVIDED WIDTH: 36" A� 1._- STAIR w • E. �P I U. LL P • J C III CO• off$ TRASH • I�1 Q . Of / ... --- P ligco , w _ \ ,,, I z 8 /2 21'- 10 1/7' Q Q 11 1 3,EEEE ,....iii 3i E $Ea3;;la.: IX i— Q CO — — — - _ , _ _ - - - EGRESS DOORCD 00 REQUIRED WIDTH: 22 OCC x w 15"/OCC=3.3"OR 36" MIN. ^' J PROVIDED WIDTH: 36" ;, J N 0 N • I I I I I I I p OPERTY LINE REVISIONS NS CW DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 9/25/2018 DATE 18167 PROJECT NUMBER 1 LEVEL 1 - FIRE & LIFE SAFETY PLAN 62.01 SCALE: 1/8" = 1'-0" 0' 4' 8' 16' G2 ■ 011--i•- z ©2018 OTAK, INC. Otak .. .. AUTOMATIC FIRE SPRINKLER SYSTEMS TO BE INSTALLED TO 2016 VERSION OF NFPA 13 IN ALL SPACES OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 FLS PLAN LEGEND PORTLANr. OR 97204 EGRESS DOOR MAIN ' 3.287.6825 3 HOUR RATED COLUMN REQUIRED WIDTH: 38 OCC x - - r - - - VW .OTAK.COM: (PRIMARY STRUCTURAL FRAME) - - I _ - - - 15"1OCC=5.7"OR 36" MIN_ - _ _ - - - _ - - - _ - _ - - • - - - - • MI - fl.... -PROVIDED WIDTH: 36" • - g� _-___-___-_-� 3 HOUR RATED WALL ASSEMBLY ; �7V (BEARING WALLS) ' 4 _-__- -� 2 HOUR RATED FLOOR OR • ° C67� WALL ASSEMBLY NE„.... ..... .1-.1::: 1 I •./ / m ......... ri ' E 5 5 1/4" OFOW TOP OF THE FLOOR/CEILING ASSEMBLY BELOW TO THEisousi JUI 6/26/2018 UNDERSIDE OF THE FLOOR OR DECK ABOVE AND SHALL .•� / .ir 1 FIBARRIERS r BE SECURELY ATTACHED THERETO. RE SHALL BE CONTINUOUSTHROUGH CONCEALED SPACES. ' / •OU CSTAMP / =.c FIRE PARTITIONS SHALL FROM THE TOP OF THE FLOOR! / CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE STORAGE UNITS / 1 . Foam . ,BaBsi 1 :: FIRE RATED CEILING OR ROOF ASSEMBLY ABOVE, FIRE ACC STORAGE ,.. I ' • / ill r• PARTITIONS SHALL BE SECURELY ATTACHED THERETO. OLF 300 = 80 OCC , 23.812 5F (GROSS) 1 1 \ EXIT ACCESS TRAVEL DISTANCE & / / COMMON PATH OF TRAVEL DISTANCE ' i if PATH OF TRAVEL ://4424414444t / 1 B OCCUPANCY MAXIMUM: 300' I {S-1 OCCUPANCY MAXIMUM: 250' / . CONSULTANT . BIM w• COMMON PATH OF TRAVEL / • 41''••• / 1 B OCCUPANCY MAXIMUM: 100' / 41111 1 :::, r I I ;:S-1 OCCUPANCY MAXIMUM: 100' Ir �� II g. 1 I : FEC FIRE EXTINGUISHER CABINET / ' r'— € a I I WITH FIRE EXTINGUISHER z I CASCADE PACIFIC INVESTMENTS • /� I I ' 333 S STATE STREET#V-144 FDC FIRE DEPARTMENT 10 I I ' LAKE OSWEGO, OR 97034 CONNECTION I % /�� O I I TEL (866) 930-9390 x11 1 k • � I I I 1 OWNER OLF OCCUPANCY LOAD FACTORi '",'' ,, ...., ' — / I 8,-, ......._T ,.,:;L - OCC OCCUPANT LOAD / / L JL _ _ _ _ I/ . / PATH OF TRAVEL = 184'-9" I , ,,„,...:.,,:,.:,.:..„,,,,, , \ EXIT SIGN ' / .. . :,,,,,...,..._,.. „ .;: . , PROVIDE 2-HR RATED FIRE :" I ..,.., ' � VI BARRIER. PROVIDE 90 MIN / 1"1.11111I I irsgamwr :, RATED DOORS. 1 ELEV - B SHAFT I '.,:, \ . PROVIDE 1-HR RATED FIRE r�����//�/4 PARTITION. PROVIDE 45 MIN • RATED DOORS. /1/1"":.: /43 - NUMBER OF OCCUPANTS WI ACCESS TO EXIT �f '. I Ire I 11 oREQUIRED SEPARATION OF OCCUPANCIES _PER SECTION 508, TABLE 5x8.4 & 708.1 - r/ _ ���,�" • 1 708.3, & TABLE 1018.1 I/ �"/;� it ` , • I s S-1 TOB- NOT REQUIRED now --- BELOW PODIUM TO ABOVE PODIUM - 3 HOUR PODIUM a /1�� 1 I / :::.• ' . ... 1 \ S 1 TO CORRIDOR NOT REQUIRED IQ % • I I 'QzB TO CORRIDOR- NOT REQUIRED /11/. SHAFTS - 2-HOUR RATED ENCLOSURESit '/I .,, . , ,,11V es // ,,,, ,,,,..," NANN-' . . - I l - ........., , I I i l 11 a lirl ,dt `L I I . 1 CLEAR DOOR WIDTH - MIN. 32" i i I I s 1= O. LEAF TO F.O STOP 4 I 1 Iill . . i • 1 I / 37,-3' I . tztv • NOMINAL DOOR DIMENSION SFr CLEAR DOOR WIDTH / _ i F , ; -R;�E ? , ., i A III . . \ 2,..2 r, • .41Ge 0014114.1/4xs / . ili......,_.=X:X .11Ea= I ir / '4.12Z / _ SHAFT 1 E:, ill • Z W < •� - 111 1 1 J ' 'l I I W / I I ELEV - A ii- . 90, . wilik : I, I 1 1I [................... .::::::::.. / 1 ---::.44:. .... ..... ii, 0 < LL EGRESS DOOR IN• J . REQUIRED WIDTH: 39 OCC x W --- PATH OF TRAVEL = 184'-4" • I I— CO / 15°/OCC=5.85"OR 361 MIN. STAIR AW PROVIDED WIDTH;36" — 1 Cn I- LU Um LI LL MN IMMI W w 06 / _ 15 W z CC 0 / 1,,, ',MI .•.:.•• 1 oc Q CV a w / CD o W 1 N- -1 /• _ .3 / or _ A. al1 . r - - r I - - L....M. mi M M....... . • MM..... 0 0, MM...." . . r - - - MIr + r REVISIONS NS CW DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 9/25/2018 DATE 18167 PROJECT NUMBER 1 LEVEL 2 - FIRE & LIFE SAFETY PLAN G2.02 SCALE: 118" = 1-0" 0' 4' 8' 16' G2 ■ 02-1.-ii-E -------...._1 Z ©2018 OTAK, INC. Otak ......:;ded •,,,.......,,A.„„::::::•::::::::„...,..:,_ AUTOMATIC FIRE SPRINKLER SYSTEMS TO BE ...... ... I• INSTALLED TO 2016 VERSION OF NFPA 13 IN ALL SPACES OTAK ARCHITECTS, INC. 808 SW THIRD AVE.. SUITE 300 RTLANr, OR 97204 PO FLS PLAN LEGEND EGRESS DOOR MAIN ` 3.2$7.6$25 WWF .OTAK.COM.. 3 HOUR RATED COLUMN REQUIRED WIDTH:41 OCC x (PRIMARY STRUCTURAL FRAME) .151000=6.15'OR 36" MIN. - - - - - • - • - - - - - - - - - - PROVIDED WIDTH: 36" - • - - - .- - - i - - OM • +- 3HOUR RATED WALL ASSEMBLY - - - • - . ! ��A/ D 1. (/ —u.r•i•••i•••. - --..- - - -- ------- - - -- -- - - • I f .i / II . - II 1 1 I� 11 , hill A;N1111111 Ilp'•11111IIIIIIq'lIIpW1WW11,A1 II II W y16111111 1-i 1 IY�._Y�I111 I1, /BEARING WALLS) s�l¢-�.�_.x--h :111 ,.-.�.: .. I .... : ...t -13 .x.�.:-11;11 -- .11 :I�IR ._ �.. .�.��__...� �� � --..._ W _II - - � �..� _��.�..--.x �.�.111111,�II_I-,�,,,,I�.,�>,,�,;,,,II,n � „1,�„E�I _-_--.�: � - .-. • ,..-.---:�.s..r-I .x. .g... ... _ , .. . . I �111��� .+�11�11�11,,, .11��1�� ,.,����1 I ISI �I�III��.IR� r \ l � :: + At 2 HOUR RATED FLOOR OR , fl \f\1 ❑ q 2720 ,. ------i-•— WALL ASSEMBLY N, 0 ! •- .- I EiR1AM R.I"LEENER — - — - — • — 1 HOUR RATED WALL ASSEMBLY D� 1 STAT- B' / • E PORTLAND OR At i.E Pi a {�.TY.� CONTINUITY : FIRE BARRIERS SHALL EXTEND FROM THE ' �34 A ,-,--- ? 2 114OF 1 - .. —. . —.. _., ___... _. _—. — 6 TOP OF THE FLOOR/CEILING ASSEMBLY BELOW TO THE . :....... .�.m....... .. • --. _—. :".....,.......................,..]... ..... .� :r. :r�. �. 6/26/2018 R F .UNDERSIDE OF THE FLOOR OR DECK ABOVE AND SHALL / t . +NrBE SECURELY ATTACHED THERETO. FIRE BARRIERSSHALL BE CONTINUOUS THROUGH CONCEALED SPACES. ,f %.,,atql / FEc • + STAMP FIRE PARTITIONS SHALL FROM THE TOP OF THE FLOOR/ /CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE // I .,..., IFIRE RATED CEILING OR ROOF ASSEMBLY ABOVE, FIRE + PARTITIONS SHALL BE SECURELY ATTACHED THERETO. STORAGE UNITS • / ? • ACCESSORY STORAGE / '• • OLF 300= 83 OCC EXIT ACCESS TRAVEL DISTANCE & 24,717 SF (GROSS) / I • ''COMMON PATH OF TRAVEL DISTANCEi .••••••••••• PATH OF TRAVEL /// •B OCCUPANCY MAXIMUM: 300 .iF € I S 1 OCCUPANCY MAXIMUM: 250' , CONSULTANT Pii 0 COMMON PATH OF TRAVEL f / '' // ` B OCCUPANCY MAXIMUM: 100' I *If 3 -L, 'I8. • S-1 OCCUPANCY MAXIMUM: 100' , - ��/u.--e; I Ei FEC FIRE EXTINGUISHER CABINET Ii. /zu " �QI/ jj WITH FIRE EXTINGUISHER Z/1 "�` :...,:.:.:.:.:.:.:.:.:.:.:.:.:.:.::::,..... CASCADE PACIFIC INVESTMENTS ��� / // \.:, 333 S STATE STREET#V-144 FDC FIRE DEPARTMENT • O / o/I LAKE OSWEGO. OR 97034 CONNECTION / 9 U// TEL: (866)-930-9390 x11 •I I � 1 /1 Is a� OWNER OLF OCCUPANCY LOAD FACTOR : Illz,,. .. _. z.:, � �! „II 7 IIS OCC OCCUPANT LOAD ::0 — PATH OF TRAVEL - 179'-5" EXIT SIGN • / �. _- . i" \ m,.::�awon mxiwwww000rw -w.e ,Y aral •wMls r 1p w:;r. .a _ ,Y,,. .. F LL. ir""""'Rr /III a .::..._ .I... L.i- w� MI -ti .�I a- LI�III , PROVIDE 2-HR RATED FIRE / s 1 BARRIER. PROVIDE 90 MIN I / .. RATED DOORS. / SHAF / ; ELEV - B I ,.. .. 1 \ PROVIDE 1-HR RATED FIRE ' / A PARTITION. PROVIDE 45 MIN / aIl RATED DOORS. / • _ -.- a ..,.wee 1 ,; - , ` / r 43 - NUMBER OF OCCUPANTS W/ACCESS TO EXIT / �` i REQUIRED SEPARATION OF OCCUPANCIES ... ... ,,, ... ,,::�,� �.� �.� ....rr� �R., . n.« PER SECTION 508, TABLE 508.4 & 708.1 - / ���' 708.3, & TABLE 1018.1 / S-1 TOB - NOT REQUIRED :it / ..`,v4,,,;� ;.. ,� r_.; _ L. , BELOW PODIUM TO ABOVE PODIUM - 3 HOUR PODIUM / ill 1 f , / \ :.*. ....::...: .•1.! ll S-1 TO CORRIDOR - NOT REQUIRED 1 • BTO CORRIDOR- NOT REQUIRED j / 1 I ./: 1 SHAFTS 2-HOUR RATED ENCLOSURES "I — — - - •. -- • p SII ------ ..-' .... \• / / 1 Z 71 // � • ,I ` 6—i:ii ;�� _-> '\ _ I�I. '.... �, r;•til\V i"vi ' . / f �'-6.1 y����r �Il ._ _ _ ems"' `-t ' ��. • O QI I � 1 CLEAR DOOR WIDTH MIN. 32" Ili �— + F.O LEAF TO F 0. STOP + Iy • / 3 NOMINAL DOOR DIMENSION ..:.,:: I ""4",-!,,,...7. %. ...Pil 7'iy 0A, ill 5" • \ ,'''''' „„ Alt? .3f ttt.„ %. CLEAR DOOR WIDTH - .-\ ...........• „L.., .....,.......... . „:. R,� :, i„,:. // _ ..-mow► ., { / ,:ft:,:,... if 41%144004, \ .. 4,1113% • 4. '� SHAFT 1 -____,%,.., _ W Q 1CD CC Cl- I ELEV - A * 0 i"....k . .,:..,!: 1 1 -- .. 0 .. , ""i / K -.. -�k ~-`1 -- ... -'1 -... `'- ,. -',1 1.791-"I"r^-• FEC _.... r: 0 < r I EGRESS DOORy �•, J , !< • REQUIRED WIDTH:40 OCC x W — PATH OF TRAVEL= 191'-9" v) .1511/OCC=6”OR 36" MIN. STAIR A \ CO I-- in W / PROVIDED WIDTH: 36" __ _ -4 ., I_.I 1.6------""V— 4 i W r J ��[ I '"4: I. .I_.. I_ .ate„a,�+v:,•^ aa- .. W fYl / k Ci) w I �I Z Ct CM LL / ---. , ku 3 IEJ • ..... '. M .:#J?. .vL�. - ...... i... ' W l V 0 l W f + J f i / i . r f +� r f • - / ........ . . 1 r . a i • 44.44....• .1D . _ - - - """"""."""..•.•.'' - - aml......... r - 41......../M . REVISIONS NS CW DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 9/25/2018 DATE 18167 PROJECT NUMBER 1 LEVEL 3 / LEVEL 4 - FIRE & LIFE SAFETY PLAN G2.03 SCALE: 118” = 1-0" 0' 4' 8' 10 3 6' G 2 ■ z 0 2018 OTAK, INC. . . Otak „:.::::::,4::•:••• .. . L AUTOMATIC FIRE SPRINKLER SYSTEMS TO BE INSTALLED TO 2016 VERSION OF NFPA 13 IN ALL SPACES OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 PORTLANf, OR 97204 FLS PLAN LEGEND EGRESS DOOR REQUIRED WIDTH:40 OCC x OTAK.COM N ig 3 HOUR RATED COLUMN - - - r .-PROVIDED D6"OR DTH: MIN. - - - - - - - - ' - . �� - _ r - (PRIMARY STRUCTURAL FRAME) - - - M. - - PROVIDED WIDTH: 36 1 u. ::::: - "'�r ""y ""' . `•� -51 2 HOUR RATED FLOOR OR , IILIIIIIIIIIII" -'• .,,) 1 . eiS.41'' 3:1)120-1i .',,,tet. BRIAN KEENER WALL ASSEMBLY //9 gillit $TAI 1 a : t.:,1...:: - 1 HOUR RATED WALL ASSEMBLY , AI LAND, Oric\k- %°" I I III II UL ,I irm � 5'- 5 114"\,_ �� �� 6!26!2018 '. • CONTINUITY : FIRE BARRIERS SHALL EXTEND FROM THE / TOP OF THE FLOOR/CEILING ASSEMBLY BELOW TO THE r UNDERSIDE OF THE FLOOR OR DECK ABOVE AND SHALL • / \ I ` STAMP BE SECURELY ATTACHED THERETO. FIRE BARRIERS / I _c SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. »»,> / imiI• 77 .......................... .... . FIRE PARTITIONS SHALL FROM THE TOP OF THE FLOOR! I / CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE • / I l'. lis FIRE RATED CEILING OR ROOF ASSEMBLY ABOVE, FIRE /// / " PARTITIONS SHALL BE SECURELY ATTACHED THERETO. Ir. € • STORAGE UNITS / • 41:I \ ACCESSORY STORAGE I I OLF 300= 83 OCC . / • I ' EXIT ACCESS TRAVEL DISTANCE & 24,717 SF (GROSS) '� / I ` COMMON PATH OF TRAVEL DISTANCE ,' / I • • •• 1 PATH OF TRAVEL € �. I CONSULTANT : B OCCUPANCY MAXIMUM: 300' j/l............11:.MOMM7133)))3W.,-----:::---, I , 4.,.....,:, . . S 1 OCCUPANCY MAXIMUM: 250' • / �': I " ii!, I • COMMON PATH OF TRAVEL / �/ p::• . max:«.> ,.... B OCCUPANCY MAXIMUM: 100' •` / I • i• liss S-1 OCCUPANCY MAXIMUM: 100' / •''Ill / illo, . / ki1/ r , .„ ,.: :1. FIRE EXTINGUISHER CABINET , I CASCADE PACIFIC INVESTMENTS FEC WITH FIRE EXTINGUISHER , 171 • • L PATH OF TRAVEL- 169.-0" ''''-1.-. r'"; 333 S STATE STREET#V-144 missm.............00 :4 4c °: 1r -II LAKE OSWEGO, OR 97034 • 2 ` - \' 6 , TEL: (866)-930-9390 x11 FIRE DEPARTMENT :. .: / ' . :::„,,....z.:„ FDC CONNECTION 4�/ Ifr :: I :• ., . .. ... .: X111 I OWNER •:•:..:::::::„..:...:„::::::::„.„:.:.:.:::.:::,:::::„..::::::::.:,.......:.:.:.___ . .. • ••• ::::.:::.:.:::::::.:::.:::::.: ......, . .. . .. . .:::• O I1 OLF OCCUPANCY LOAD FACTOR8 ift • / '1111 11 / I/ / • l „„, OCC OCCUPANT LOAD / =11l / 1Laimenumummommeti.!,....: 1 ,::: 4l 11 3 EXIT SIGN �1 ' .. hlf ::: .. .••..:.••. ,• ., r-----.. . „, I k . .:•.•• PROVIDE 2-HR RATED FIRE // 1 . :., PVVVI BARRIER. PROVIDE 90 MIN , / :•.11.: ELEV - B HAF • RATED DOORS. ` l'' / I PROVIDE 1-HR RATED FIRE ` / ,,`:::,,:..,:,::••,'i?,..... ; . //////////i PARTITION. PROVIDE 45 MIN ill..r.•,:,:,„,...,:..,. "' •iii " x:x;Ar-= RATED DOORS. 43 NUMBER OF OCCUPANTS WI ACCESS TO EXIT I:ji / A it,' / / ...... - REQUIRED SEPARATION OF OCCUPANCIES •• / Q� PER SECTION 508, TABLE 508.4 & 708.1 - 71: / I 14' ' 708.3, & TABLE 1018.1 ,., ,, •,:. iii: .--..; ,, •-_,..::: S 7 TO B NOT REQUIRED / • • E • :... J• 1':: BELOW PODIUM TO ABOVE PODIUM 3 HOUR PODIUM • / / t .1, ..•• S-1 TO CORRIDOR NOT REQUIRED I / / • • I i . / ::8 TO CORRIDOR NOT REQUIRED . • SHAFTS - 2-HOUR RATED ENCLOSURES / . ..1 / I \ • I , . I I Mil ! L 0 4 ... ... • , ..........„„ •. 01:11 .:„ . .:.;: .. I ... • . . ,, .. 1 \ , __,. ::: "114..%„„,:„„J.,. . ... ... .. .: .:.:• ..: :,: •. .. • • •1 _.,„,i_iiii_i_i.h.,,.:______. - __..,.,.:::::::.":.::::::::..:.. ........:::::::. „ II 1,::. ' CLEAR DOOR WDTH - MIN. 32" =� F 0. LEAF TO F.O. STOP �' ,, I I x _ 1 8 .-_ Ill I , f • '''.-....,,,,.„„_...„..:.:.:„:',[':.:„,...:.:.:.:.:.:.:.:.:.:.:.:.:.:„.:_::.:1'.......:::::::::,,,..,,,.,:„,:::::::::::::.:.' ,:,': ::.'k:: ::.'::::.:.7.:,.:_::::::::::::::::::::::::r::::„,.:::::„:...:::„.-:....':.:':.'::.:::'''.:-.‘:''.:.':'.:':::::.:.:,::„„:.,::.....:::::::::::::,::,::::,•.. .,,,.:.:.:.:.:.:.:.:.:.:.:.::.::..::..::..::..:::::::::::...::.... NOMINAL DOOR DIMENSION ' ��ThO �_ • I CLEAR DOOR WIDTHar!!!.. .....t..... • :lin • 1111: in! / !!!!!""',::::::::,..,. A ..:. . /..:,,,. SHAFT I , Z . \ LI] <1 IMF • • / I ELEV - B I O CL 1I • • .1 U111 I a <0 I •• 1iCe 11w in • EGRESS DOOR ••, J t , • REQUIRED WIDTH:41 OCC x \ PATH OF TRAVEL = 190'-11" ~ Ll .15"/OCC=6.15"OR 36" MIN. CO 11. w I PROVIDED WIDTH:36" STAIR A7 , \ I- l� � • J C / W az QvH w • . imPiiiii • Z CII Q 4/1 11 1: 1 oc ll- o . • . ;, _ a w C19 COo / It - w F N / i • ....•••••• r - - - l r 1 1 - r �l L........ ...11........ . . ............ ai 1 - al _ - - - - ' +� REVISIONS Author Checker DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 9/2512018 DATE 18167 PROJECT NUMBER 1 LEVEL 4 FIRE & LIFE SAFETY PLAN G2.04 SCALE: 118" = 1'-0" 0' 4' 8' 16' G2 . 04!-1,-1-- Z 0 2018 OTAK, INC. Otak ` C ....x.::::#0 ......::::,..:-......dA AUTOMATIC FIRE SPRINKLER SYSTEMS TO BE INSTALLED TO 2016 VERSION OF NFPA 13 IN ALL SPACES OTAK ARCHITECTS, INC. 808 SW THIRD AVE. SUITE 300 FLS PLAN LEGEND PORTLAND, OR 97204 EGRESS DOOR MAIN ' • 3.287.6825 UM t • ,. 3 HOUR RATED COLUMN REQUI�2ED WIDTH: 400CC x .OTAK.COM (PRIMARY STRUCTURAL FRAME) 151 = "OR 36" MIN. PROVIDED WIDTH: 36 ., ilt... 3 HOUR RATED WALL ASSEMBLY i (BEARING WALLS) a.:z c- x..• � R . . _ _ . . ... a x x s .x.x x. .. �� " w�►«► ::u: ......x� :z... •r : ::__....:s. s :::�-�. Y.a a�::::::s:a:s:......�.�. .::: : ::�..._. x . .�...... ..�::�... :a:s : .. s: : _______.__ 2 HOUR RATED FLOOR OR C5 �72Q WALL ASSEMBLY BRIAN R.I:I EENER CI 4/ 4 III; sRTAE�[?, 4R — - — - — - — 1 HOUR RATED WALL ASSEMBLY 1 - 11 q STAT • cp - ki . IA CONTINUITY : FIRE BARRIERS SHALL EXTEND FROM THE _ 6' 2 114" Ciiiik TOP OF THE FLOOR/CEILING ASSEMBLY BELOW TO THE • :: ' �` 11E1:31. - - _ _ �.�. .. .��. ��. W`. �. 10 -. . `. �.- � " 6126/2018 LL iiiii UNDERSIDE OF THE FLOOR OR DECK ABOVE AND SHALL r BE SECURELY ATTACHED THERETO. FIRE BARRIERS SHALL BE CONTINUOUS THROUGH CONCEALED SPACES. ,,,/ / I STAMP / I / ."///:/\i' � ! ' „' :, mss- :::: , a rr FIRE PARTITIONS SHALL FROM THE TOP OF THE FLOOR/ I """"" ' °"'°"""•-- CEILING ASSEMBLY BELOW TO THE UNDERSIDE OF THE / FIRE RATED CEILING OR ROOF ASSEMBLY ABOVE, FIRE / / 'A I ilt PARTITIONS SHALL BE SECURELY ATTACHED THERETO. l / / 11 I STORAGE UNITS 1 ACCESSORY STORAGE / ' OLP 300= 83OCC / I• * CI y / / EXIT ACCESS TRAVEL DISTANCE & 24.717 SF (GROSS) / I • COMMON PATH OF TRAVEL DISTANCE / PATH OF TRAVEL / / /**'%:44414*,,,,i . !•::. B OCCUPANCY MAXIMUM. 300 I S-1 OCCUPANCY MAXIMUM. 250' A. / • IIII CONSULTANT / - • COMMON PATH OF TRAVEL il , / / • F I t B OCCUPANCY MAXIMUM: 100' / • ,.,,,.� ',`,..,`7A=7 .. . : S-1 OCCUPANCY MAXIMUM: 100' P/ ; el �/ / I • El ii ti • FIRE EXTINGUISHER CABINET FEC WITH FIRE EXTINGUISHER / I I CASCADE PACIFIC INVESTMENTS j:/ '� - PATH OF TRAVEL = 167'-9" + 333 5 STATE STREET#V-144 FDC FIRE DEPARTMENT �/ L - r LAKE OSWEGO. OR 97034 • CONNECTION Z/ • .--d :. ! TEL. (866)-930-9390 x11 n C QQ/ 11 I I I= OWNER< OLF OCCUPANCY LOAD FACTOR • / w �� 1.A% OCC OCCUPANT LOAD / Al i I 11 s • X EXIT SIGN / / 1 _ t� I . 11 111.1 I r PROVIDE 2-HR RATED FIRE / �'' 1. 11 • ', � � BARRIER. PROVIDE 90 MIN I RATED DOORS. / I ELEV — B ; ,SHAFT: PROVIDE 1-HR RATED FIRE / I A I PARTITION. PROVIDE 45 MIN / '• I RATED DOORS. / !.:4 .. .- ' e • 43 NUMBER OF OCCUPANTS WI ACCESS TO EXIT / ®' II / • _ II REQUIRED SEPARATION OF OCCUPANCIES .il. i_ 7 N PER SECTION 508, TABLE 508.4 & 708.1 - / 2n� 708.3, & TABLE 1018.1 r I 5-1 TO B NOT REQUIRED / ti —.._ ! NM- f BELOW PODIUM TO ABOVE PODIUM - 3 HOUR PODIUM A. I •:-. 1 i . &' 1 t.„'........ 0888J 1 :I / mi S-1 TO CORRIDOR NOT REQUIRED / _ i 1 B TO CORRIDOR - NOT REQUIRED .. _ // 11 I • I. 1 SHAFTS - 2-HOUR RATED ENCLOSURES • I I . r„ . .... ''.kttk,.. 6 . 1------ 4116--------1' , I . •••• 1 i _ .... . • ..••.•::, ..... , 1. •:. , .... ... .. .: .„ ,: :::: ,:., ...........„ .••.••.••.•• :::: CLEAR DOOR WIDTH MIN. 32" _ ,,,�, `_ - F.O. LEAF TO F.O. STOP _ .cir ..At:... h .0 .,:: .,-- ----------- ::::_.444741 NOMINAL DOOR DIMENSION 3g,` l ----i* _p� sri2„ � rNO CLEAR DOOR WIDTH R=1' 1 :. 1 II: %.::7,:ki---- in •• II :4: --- .•• .. .. I ':Mil ig ' SHAFT i. 1.1 _� 1 -ME .,....! r 1 VCt _1 Cl- I ELEV - A Q ° p _- 1 1:`p;.;&;.:K.:IX--1.-2.7?- " '--171 I CD < Li_ ®T I0 Q EGRESS DOOR ij _I REQUIRED WIDTH:40 OCC x CI - - PATH OF TRAVEL = 192'-0" ~ Cf) .15'IOCC=6' OR 36' MIN. PROVIDED WIDTH: 36" �:' IR A ,:, :, e- «<. . W w I W LL i I■L., LY �„ 0 J J 0.6W W Q W H CL IN DLL } Ln Q Q W Cs/ F-- J REVISIONS NS CW DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 9/25/2018 DATE 18167 PROJECT NUMBER 1 LEVEL 5 -FIRE & LIFE SAFETY PLAN 62.05 SCALE: 118" = 1'-0" 0' 4' 8' 16' G 2 ■ 0 5Z ©2018 OTAK, INC. 9tak GENERAL DRAINING LEGEND STRUCTURAL — NOTES WIND DESIGN: COMPONENTS & CLADDING PRESSURES FOR DESIGN (PSF, ULTIMATE) d. SSE may submit to the Architect/Engineer, a request to utilize relevant alternate design criteria of similar nature and generally equivalency which is recognized by the Code and acceptable to the Au- thority Having Jurisdiction. Submit adequate documentation of design. MARK DESCRIPTION MARK DESCRIPTION GENERAL REQUIREMENTS TS .�"' ` DEFLECTION VERTICAL LIMIT F2.0 FOOTING SYMBOL(REFER TO SPREAD INDICATES WIDE FLANGE COLUMN OTAK ARCHITECTS, INC. r".. '� FOOTING SCHEDULE) .." to s 808 SW THIRD AVE., SUITE 300 GOVERNING CODE: The design and construction of this project is governed by the "Oregon Structural Specialty Codes ,. r ,`k LIMITS FOR SSE. } Roof Members, Dead Live or Snow or Wind, L 124(3, where INDICATES HOLLOW STRUCTURAL PORTLAND. OR 97204 ,�- ,." ., 3 2 # 3 BIDDER Total Load(IL)Deflection (L is span lencgth;iiiches) ( 1P) PILE CAP SYMBOL(REFER TO 0 SECTION (HSS) COLUMN OR MAIN 503.287.6825 (OSSC)", 2014 Edition, hereafter referred to as the OSG. as adopted and modified by the City of Tigard, OR un- _ : ... -.€...:.._ i_ derstood to be the Authority Having Jurisdiction(AHJ). ` �, ��, e d I DESIGNED Roof, Live or Snow or Wind Load (RLL) L/;360 PILE CAP SCHEDULE) WWW.OTAK.COM t- " ee , r TUBE STEEL(TSi COLUMN REFERENCE STANDARDS: Refer to Chapter 35 of 2014 OSSC. Where other Standards are noted in the draw i x , ` r ELEMENTS: Floor Members, Total Load (TL) uno L 1240 TILT-UP/PRECAST CONCRETE WALL INDICATES HOLLOW STRUCTURAL o`. 1 i i 0 CONNECTION SYMBOL (REFER TO o SECTION (HSS) COLUMN OR 1}CTU}Qw ings, use the latest edition of the standard unless a specific date is indicated. Reference to a specific section in a code - € s Floor Live Load LL uno L 1360 °c "`! i ) CONNECTION DETAIL) STEEL PIPE COLUMN 5 PROF 4 does not relieve the contractor from compliance with the entire standard. i .,`ir'e =„� i 1 e - `%' Fs k 1 2 i ZONE 1 ii 2 HORIZONTAL LIMIT and FOOTNOTE \5a\ �G1NEk. d'jO � k �``�.. �•�. .-� .= s r � SHEAR WALL SYMBOL (REFER TO DEFINITIONS: The following definitions cover the meanings of certain terms used in these notes: i ,e a € r 2W4 SHEAR WALL SCHEDULE) ® INDICATES WOOD POST C9 74868?E '9 eo, i € '° adidisiiiid Members Supporting Brittle Finishes L 1240 (1) i S'+ y� • "Architect/Engineer The Architect of Record and the Structural Engineer of Record t csf: `` i ..., ¢ Members Supporting Flexible Finishes L/ 180 (1) � �► / )\ REVISION TRIANGLE ■ INDICATES BUNDLED STUDS • " ue StrituraI Engineer of Record” (SER) - The structural engineer who is licensed to stamp & sign the structural `ie-,`. 5 5 ed" i Members Supporting Masonry L/600 @ 0.7 x Cladding ORE ON documents for the project. The SER is responsible for the design of the Primary Structural System. i # 2_1_1_` im 3 Wind or 0.7E (1) TILT-UP/PRECAST CONCRETE WALL �y 414,9 20'x'` Qa ✓ 1 PANEL NUMBER (REFER TO TILT-UP/ " INDICATES CONCRETE COLUMN /R cH VJ • 'Submit for review" - Submit to the Architect/Engineer for review prior to fabrication or construction. :�' Interstory Drift 0.020 x Story Height - x < Y C�1P ent ine a PRECAST CONCRETE WALL ELEVATIONS • "Per Plan' - indicates references to the structural plans. elevations and structural general notes, 1-1?-trii CMU WALL REfNFORCING SYMBOL EXPIRES: 12-31-18 1 Wind Load is reducible to 0.42(titles the Component and Cladding !.cads per Table 1504.3 footnote f. O :� : INDICATES PRECAST • "Seismic Force Resisting System (SFRS)" - A recognized structural system of components (beams; brae- { ) p p 1 (REFER TO CMU WALL REINFORCING s_i CONCRETE COLUMN STAMP es, drags, struts collectors, diaphragms, columns. walls, etc of the rima structure that are specially designed SCHEDULE) 9 , ) primary, la Y 9 ISOMETRIC ETRIC VIEW PLAN \MEW GENERAL CONTRACTOR'S PRIOR REVIEW!: Once the contractor has completed his review of the SSE component o E J and proportioned to resist earthquake-induced ground motions and maintain stability of the structure. Fabrication drawings, the SER will review the submittal for general conformance with the design of the building and will stamp the 8' CONTINUITY PLATE LENGTH INDICATES MOMENT FRAME ff111� < o and installation of components designated as part of the SFRS require the general contractor, subcontractor, or submittal accordingly. Review of the S eclair Structural Engineer's (SSE) shop drawings (component design drawings) (REFER TO TYPICAL DETAIL! ~ CONNECTION (I) ri 1 p Y 0� ( ) p 9 ( p 9 9 ) supplier who is responsible for any portion of SFRS fabrication or installation to comply with special requirements is for compliance with design criteria and compatibility with the design of the primary structure and does not relieve the ET) (including, but not limited to, material control, compliance certifications, personnel qualifications, documentation, EFFECTIVE WIND AREA(SQ- FT) INDICATES DOUBLE SHEAR ] m$o, SSE of responsibility for that design. All necessary bracing, ties, anchorage, proprietary products shall be furnished and INDICATES CANTILEVER it q ) P q y q q install€d er manufacturer's instructions or the SSE's desi n drawin s and calculations, These ele•rnents include but are DS CONNECTION (REFER TO THE DOUBLE �— ro CONNECTION Ulm T e ii s iri reportingre requirements, etc and to provide the required Quality Control includln the required coordination of a= 1 S°,1" 10 2!2 50 100 5t1t2 p 9 9 � o oet � Special Inspections (Quality Assurance - QA). Special provisions apply to any member designated as part or not limited to: SHEAR PLATE CONNECTIONS DETAIL) a, T U n mit the SFRS. Refer to plans, elevations,details, Design Criteria and Symbols and Legends for applicable members ZONE 1 26 PSF 25 PSF 25 PSF 24 PSF 24 PSF INDICATES REINFORCING TYPE C 2 ] 2 E E i and connections. Structural Deferred Submittals: 00TE (REFER TO THE REINFORCING e— INDICATES DRAG CONNECTION o� o ZONE 2 43 PSF 39 PSF 33 PSF 28 PSF 28 PSF �] ti er cage. 0 Deferred submittals are required to be submitted to the jurisdiction for approval under a separate application. These ere- SCHEDULE) o Q, • "Specialty Structural Engineer" (SSE) - A professional engineer (PE or SE), licensed in the State where �, F it ZONE 3 65 PSF 54 P'SF 39 PSF 28 PSF 28 PSF merits include but are not limited to: INDICATES NUMBER OF STUD RAIL c o " the project is located, (typically not the SER), who performs specialty structural engineering services for selected d INDICATES WOOD OR STEEL STUD ¢ i€a Specialty-engineered elements identified in the Contract Documents, and who has experience and training in the ZONE 4 28 PSF 27 PSF 25 PSE 24 PSF 22 PSF • Steel Stairs SR REQUIRED AT COLUMN (REFER TO f WALL CO a)v ,sT m 1.r~E • Exterior CladdingSystems: Storefront Metal Panel STUD RAIL DETAILS) c� O N s V' Specialty. Documents stamped and signed by the SSE shall be completed by or under the direct supervision of y � � � � �;� ZONE 5 35 PSF 32 PSF 29 PSF 27 PSF 22 PSF TemporarySite S terns ROOF/FLOOR DIAPHRAGM NAILING P�, _ �i the SSE. • Shoring 0 SYMBOL(REFER TO DIAPHRAGMd �`� • Post-Tension Slab Tendon Layout and Stressing Calculations 4' / / INDICATES MASONRY/CMU WALL IIII cn aa E> ..T Viso • "Bidder-designed" - Components of the structure that require the general contractor, subcontractor, or NAILING SCHEDULE) o - o rad 1 Components and Cladding Wind Pressures are based on ASCE 7-10 Chapter 30 Part 3: Buildings with h < 60 ft- • Aggregate bier Foundations supplier who is responsible for the design, fabrication and installation of specialty-engineered elements identified ) p g f' 9 N v p gSTEEL/CONCRETE COLUMN di) c>_ U o 2) Components and Cladding zone locations are based on ASCE 7-10 Table 30.7-2 for Flat Roofs O < 10deg. ClINDICATES CONCRETE/TILT—UP in the Contract Documents to retain the services of an SSE. Submittals of "Bidder-designed" elements shall beSYMBOL(REFER TO STEEL iffier ..tett fey 3) For parapets around the perimeter of the roof equal to or higher than 3 ft, Zone 3 shall be treated as Zone 2. Structural Bidder-Designed Submittals: ^ CONCRETE WALL stamped and signed by the SSE. 4) All Parapet Components and CladdingWind Pressures shall be determined through ASCE 7-10 Figure 30.7-1. These elements include but are not limited to: COLUMN SCHEDULE) p p g 9 CONSULTANT • Non-Bearing Cold-formed Metal Studs &Joists Framing Overhead Soffits ELEVATION SYMBOL(T/REFERS • INDICATES WOOD OR STEEL STUD SPECIFICATIONS: Refer to the project specifications issued aspart of the contract documents for information • Mechanical, Electrical, Plumbing & Sprinkler Hanger Plans T/FTG =X'-X" TO COMPONENT THAT THE p SEISMIC Seismic Design Category: SDC a D p 9 ELEVATION REFERENCES) SHEAR WALL supplemental to these drawings. • Roof Mounted Components: Skylights, hatches e e DESIGN: Site Classification per OSSC 1513.3.2 & ASCE 7-10, Ch. 20 a Reshoring for PT SlabsSTUD BUBBLE (INDICATES NUMBER N a uJ OTHER DRAWINGS: Defer to the architectural. meehanica�l, electrical, civil and plumbing drawings for additional Site.Class = D . Facade Access Equipment 1 Maintainance Lifeline Supports © OF STUDS REQUIRED IF EXCEEDS --T 7$ INDICATES BEARING WALL BELOW 'o information including but not limited for dimensions, elevations, slopes, door and window openings, nonbearing walls, • Access Ladders NUMBER SPECIFIED IN PLAN NOTE) 91 Seismic Importance Factor per ASCE 7-10 Table 1.5-2, le = 1.0 l stairs, finishes. drains, waterproofing, railings, elevators, curbs,mechanical unit locations, and other nonstructural items. INDICATES STEP IN FOOTING g ie- etre = Spectral response Acceleration (Short Period) SS = 0.983 g INSPECTIONS. QUALITY ASSURANCE VERIFICATIONS AND TEST REQUIREMENTS- INDICATES EXISTING WALL(REFER TO TYPICAL STEP IN - : t L STRUCTURAL DETAILS: The structural drawings are intended to show the general character and extent of the project FOOTING DETAILi and are not intended to show all details of the work. Use entire detail sheets and specific details referenced in the plans • Spectral Response Acceleration (1-Second Period) St = 0.424 g INSPECTIONS: Foundations, footings, under slab systems and framing are subject to inspection by the Building Official © DETAILS OR SECTION CUT POST TENSION DEAD END PLAN as "typical" wherever they apply. Similarly, use details on entire sheets with"typical' in the name wherever they apply. Spectral Design Response Coefficient(Short Period) Sts = 0.725 g in accordance with OSSC 110.3. Contractor shall coordinate all required inspections with the Building Official, SX.X {DETAIL NUMBER/SHEET NUMBER) �� ( ) o STRUCTURAL RESPONSIBILITIES: The structural engineer (SER) is responsible for the strength and stability of Spectral Design Response Coefficient (1-Second Period) Se, = 0.445 g 'e SPECIAL INSPECTIONS. VERIFICATIONS and TESTS: Special Inspections, Verifications and Testing shail be done in n 00 DETAILS OR SECTION CUTIN PLAN � s the primary structure in its completed form Seismic response coefficient(s) Cs 0.18I ) POST-TENSION STRESSING END {PLAN) g -@ paccordance with OSSC Chapter 17, the STATEMENT AND SCHEDULES OF SPECIAL INSPECTIONS on 51.03, and e d,i S0.0 VIEW(DETAIL NUMBER/SHEET NUMBER) I a y COORDINATION: The Contractor is responsible for coordinating details and accuracy of the work; for confirming anRedundancy Factor 1,0 the AHJ STATEMENT OF SPECIAL INSPECTION anoint STATEMENT OF STRtICTURAt. OIBSF.R1+`ATIOIVS_ o INDICATES LOCATION OF CONCRETE correlating all quantities and dimensions: for selecting fabrication processes; for techniques of assembly; and for per- 3 POST-TENSION PROFILE (PLAN) e s forming work in a safe and secure manner, Design base Shear (KIPS) 2131 STRUCTURAL OBSERVATION: per OSSC Section 1704.6 FRAME ELEVATIONS Base shear governed by: Seismic � G isSPAN (INDICATESEXTENTS G Structural Observation the visual observationof structural it lregisteredgeneral INDICATOR ERTEN - 8 thes ru,r a systemby a design professional for S PRE-CONSTRUCTION MEETINGS: The Contractor is responsible for coordinating pre-construction meetings prior #ot UPPER PORTION: Seismic Analysis procedure used: Equivalent Lateral conformance to the approved construction documents. It is not always required on a project, does not include or waive e•-----~ OF FRAMING MEMBERS OR OTHER s F INTERMEDIATE STRESSING (PLAN) commencing work. Pre eon meetings. scheduled approximately two weeks prior to the start of the relevant work, are I S 93 Force (ELF) the responsibility for the special inspections and tests required by a Special Inspector per OSSC Chapter 17., is not con- STRUCTURAL COMPONENTS) required for the following phases of construction: Post-tensioned slabs, Cold-Formed Steel. Attendees for pre- - tinuaus, and does not certify conformance with the approved construction documents. 3 construction meeting are to include contractor, relevant subcontractors, fabricators, inspectors, architect/engineer, and Basic Structural System Bearing Wall INDICATES DIRECTION OF DECK SPAN e o representative of the Authority Having Jurisdiction where required. Meeting agendas are to include review of the work �� Seismic Force Resisting System Steel sheathed Structural Observation for this project is required per OSSC Section 1704.6, Contractor shall notify the SER in a timely scope, project schedule relevant to the work, contact information of responsible parties, inspection points, review of ma- o e terials and any special cases or issues, procedures for clarifications if required, testing and acceptance, etc. CFS walls manner to allow required Structural Observations to occur. Reports will be distributed to the Architect, the Contractor, e Special inspector and the Authority Having Jurisdiction. ABBREVIATIONS 3 Response Modification Factor: Rte 6.5 E MEANS. METHODS and SAFETY REQUIREMENTS: The contractor is responsible for the means and methods of The frequency and extent of observations is at the discretion of the structural observer. Onlysignificant stages of con- N et System Omer Strength Factor Omega = 25 Q y g 9 construction and all job related safety standards such as OSHA A and DOSH (Department. of Occupational Safety and9 gL Angie EXP JT Expansion Joint PLWD Plywood 8 struction identified by the Structural Observer require observation. For repetitive or similar structural elements identified Health). The contractor is responsible for means and methods of construction related to the intermediate structural condi- Deflection Amplification Factor Cd= 4 AB Anchor Bolt EXT Exterior PP Partial Penetration g p as significant, only the first element of a stage requires observation unless Hated otherwise. The following significant tions (i.e. movement of the structure due to moisture and thermal effects; construction sequence; temporary bracing, ADDL Additional FD Floor Drain PREFAB Prefabricated n q etc), LOWER POR- Seismic Analysis procedure used: Equivalent Lateral stages of construction require observation: ADH Adhesive FDN Foundation PSF Pounds per Square Foot ~ 8 6 TION: Force (ELF) ALT Alternate FIN Finish PSI Pounds Per Square Inch • Prior to foundation concrete placement BRACING/SHORING DESIGN ENGINEER: The contractor shall at his discretion employ an SSE, a registered profes- ARCH Architectural FLR Floor PSL Parallel Strand Lumber _ Basic Structural System Bearing (iota!! Prior to concrete shear wrap placement ._ sianal engineer for the design of any temporary bracing and shoring. B or BOT Bottom FRP Fiberglass Reinforced Plastic P-T Post-Tensioned - W `� 2 Seismic Force Resisting System Special Reinf Cone • Prior to first post-tensioned slab placement B/ Bottom Of FRT Fire Retardant Treated PT Pressure Treated 2 ` TEMPORARY SHORING, BRACING: The contractor is responsible for the strength and stability of the structure during Shear Walls • During elevated floor framing BLDG Building FTG Footing R Radius en 8 construction and shallprovide temporary shorin bracingand other elements required to maintain stabilityuntil the strut- During roof framing BLKG Blockin F/ Face of RD Roof Drain ., g' cl Response Modification Factor: R = 5 g ture is complete. It is the contractor's responsibility to be familiar with the work required in the construction documents BMU Brick Masonry Unit GA Gage REF Refer/Reference O and the requirements for executing it properly. System Over Strength Factor Omega = 2.5 CONTRACTOR RESPONSIBILITY: Prior to issuance of the building permit, the Contractor is required to provide the Au- BP Baseplate GALV Galvanized REINF Reinforcing L thority Having Jurisdiction a signed, written acknowledgement of the Contractor's responsibilities associated with the BRBF Buckling Restrained GEOTECH Geotechnical REQD Required Z Deflection Amplification Factor Cd 5 above Statement of Special Inspections addressingthe requirements listed in OSSC Section 1704.4. Contractor is re- Braced Frame GL Glue Laminated Timber RET Retaining CONSTRUCTION LOADS: Loads on the structure during construction shall not exceed the design loads as not- O ed in DESIGN CRITERIA & LOADS below or the capacity of partially completed construction as determined by the Con- ferrel to OSSC Sections 1705.12.5 and 1705.12.6 for architectural and MEP building systems that may be subject to BRG Bearing GWB Gypsum Wall Board SCBE Special Concentric tractor's SSE for Bracing/Shoring. 1 2 additional inspections (based on the building's designated Seismic Design Category listed in the CRITERIA), including BTWN Between HDR Header Braced Frame ( ) Roof4 ) SNO1At LOAD: IFfat Snow Load, (PSF) P+ = 25 anchorage of HVAC ductwork captaining hazardous materials, piping systems and mechanical units containing flamma- C Camber HF Hem-Fir SCHED Schedule CHANGES iN LOADING: The contractor has the responsibility to notify the SER of any architectural, mechanical, electri ble, combustible or highly toxic materials, electrical equipment used for emergency or standby power, exterior wall pan- CB Castellated Beam HGR Hanger SFRS Seismic Force- cal,or plumbing load imposed onto the structure that differs from, or that is not documented on the original Contract Doc- I Snow'Drift Loading required by Authority Having Jurisdiction? Yes els and suspended ceiling systems. C'BORE Counterbore HD Hold-down Resisting System CO ei uments (architectural / structural 1 mechanical / electrical or plumbing drawings). Provide documentation of location, I Snow Load Importance Factor Is_ (3) CL Centerline HORIZ Horizontal SHTHG Sheathing `" load, size and anchorage of all undocumented loads in excess of 400 pounds. Provide marked-up structural plan indicat- 1-Q SOILS AND FOUNDATIONS CLT Cross-Laminated Timber HP High Point SIM Similar mow�// co iii locations of anynew equipment or loads. Submit plans to the Architect/Engineer for reviewprior to installation. CIP Cast in Place HSS =TS (Hollow Structural Section) SLBB Short LegBack-to-Back LL gp g I Ground Snow Load, (PSF) p a= 20 o CJ Construction or IBC International Building Code SMF Special Moment Frame CO REFERENCE STANDARDS: Conform to OSSC Chapter 18 "Sails and Foundations " N NOTE PRIORITIES: Plan and detail notes and specific loading data provided on individual plans and detail draw- Snow Exposure Factor C Q= B Control Joint ID Inside Diameter SOG Slab on Grade m Ings supplements information in the Structural General Notes. Thermal Factor C t = 1.0 GEOTECHNICAL REPORT: Recommendations contained in Geotechnical Engineering Report File No, 23459-001--00 by CJP Complete Joint IE Invert Elevation 5P Southern Pine Q te GeoEngineers dated June 11, 2018 were used for design, Penetration IF Inside Face SPEC Specification ie DISCREPANCIES: In case of discrepancies between the General Notes, Specifications, Plans/Details or Reference See Roof Plan for Drift Loading CLR Clear INT Interior SO Square 06 0_ Standards, the Architect/Engineer shall determine which shall govern,. Discrepancies shell be brought to the attention of CONTRACTOR'S RESPONSIBILITIES: Contractor shall be responsible to review the Geotechnical Report and shall fel- CMU Ceiling k Kips SR Studrail the Architect/Engineer before proceedingwith the work. Should anydiscrepancybe found iii the Contract Documents, low the recommendations specified therein including, but not limited to, subgrade preparations, pile installation p rote CMU Concrete Masonry Unit KSF Kips Per Square Foot SF Square Foot Q 9 5) Snow Load is un-reducible and includes 5 psf rain an snow surcharge where ground snow load is greater than pg p p p COL Column LF Lineal Foot SST Stainless Steel the Contractor will be deemed to have included in the price the most expensive way of completing the work, unless Brier zero and 20 psf or less per ASCE 7-10 Section 7'.10. duras, ground water management and steep slope Best Managemenl Practices." CONC Concrete FF Live Load STAGG Stagger/Staggered Z to the submission of the price, the Contractor asks for a decision from the Architect as to which shall govern. Accordingly, 6) Snow Load based on, ASCE Fig7-1_ LLQ CONN Connection LLBB Long Leg Back-to-Back STD Standard any conflict in or between the Contract Documents shall not be a basis for adjustment in the Contract Price. 7) Snow Load Importance Factorper ASCE 7-10 Table 1.5-2. GEOTECHNICAL SUBGRADE INSPECTION: The Geotechnical Engineer shall inspect all sub-grades and prepared soil t 11 p CONST Construction LLH Long Leg Horizontal STIFF Stiffener v bearing surfaces, prior to placement of foundation reinforcing steel arid concrete. Geotechnical Engineers shall provide CONT Continuous LLV Long Leg Vertical STL Steel SITE VERIFICATION: The contractor shall verify all dimensions and conditions at the site. Conflicts between the a letter to the owner stating that soils are adequate to support the "Allowable Foundation Bearing Pressure(s)" shown w drawings and actual site conditions shall be brought to the attention of the Architect/Eriginee r before proceeding with the DESIGN LIVE AREA LIVE LOADS REMARKS & FOOT- below. C'SINK Countersink LP Low Point STRUCT Structural J work. LOADS {PSF) UNO NOTES (31 CTRD Centered LONGIT Longitudinal SWWJ Solid Web Wood Joist W DIA Diameter LSL Laminated Strand Lumber SYM Symmetrical See structural loadingplans for area loads DESIGN SOIL VALUES: 1'� DB Drop Beam LVL Laminated Veneer Lumber T Top V ADJACENT UTILITIES: The contractor shall determine the location of all adjacent underground utilities prior to and line !cads. Loads listed below are for Safety Factor per Soils Report 1.5 11 W DBA Deformed Bar Anchor MAS Masonry T/ Top Of earthwork, foundations, shoring, and excavation, Any utility information shown on the drawings and details is approxi- miscellaneous items. Allowable Foundation Bearing Pressure.......... 8000 PSF-Aggregate Piers DBL Double MAX Maximum T&B Top & Bottom I— mate and not necessarily complete. Passive Lateral Pressure 300 PSF/FT DEMO Demolish MECH Mechanical TC AX LD Top Chord Axial Load - 0 Handrails &Pedestrian Guardrails 50 PLF or (1) Active Lateral Pressure (unrestrained) 35 PSl=1FT ❑ ALTERNATES: Alternate products of similar strength. nature and form for specified items maybe submitted 200 LBDEV Developmentgs FirMEZZ Manufa toe TDSCX Top Chord Extension g p At-Rest Lateral Pressure (restrained) ....-. 55 PSF/FT DF Douglas Fir MFR Manufacturer TDS Tie Down System � z with adequate technical documentation (proper test report, etc.) to the ArchitectrEngineer for review. Alternate materials Seismic Lateral Pressure 7H PSI= MIMiO Q Stairs &. Exits 100 PSF or Stair treads per note DIAL Diagonal N Minimum T&G Tongue& Groove that are submitted without adequate technical documentation or that significantly deviate from the design intent of materi-- 300 LB (2) Coefficient of Sliding Friction 0.35 - Native DIST Distributed MISC Miscellaneous THKND Thickened im tee — Q als specified may be returned without review. Alternates that require substantial effort to review will riot be reviewed on- Coefficient of Sliding Friction 0,50 -Aggregate Piers DL Dead Load NIC Not In Contract THRD Threaded H less authorized by the Owner. Light Storage Area 125 DN Down NLT Nail-Laminated Timber THRU Through CO if w FOUNDATIONS and FOOTINGS: Foundations shall bear on soil improved by a rammed aggregate pier system DO Ditto NTS Not To Scale TRANSV Transverse Roofs 20 PSF or 300 Area load is reducible. LLI DESIGN CRITERIA AND LOADS (GeoPier) by GeoTech Foundation Company-West. Pier system information provided on sheet G1.00 dated 6-20-18 by DP Depth/Deep OC On Center TYP Typical LB Point load per note GTFC-WEST. Pier system calculations contained in "Design Calculations, Tigard Storage" dated June, 2018 byGTFC- p p yp W Z (2), See above for y g 9DWG Drawing OCBF Ordinary Concentric Braced UBC Uniform Building Code l� W WEST. (E) Existing Frame UNO Unless Noted Otherwise F- ! n OCCUPANCY: I Risk Category of Building per 2014 OSSC Table 161J4-5 = II Snow Load EA Each OD Outside Diameter URM Unreinforced Masonry W C/) V FOOTING €DEPT& Tops of footings shall be as shown on plans with vertical changes as indicated with steps in the foot- EF Each Face OF Outside Face Unit Q J (1) Top rail shall be designed to resist 50 PLF line load or 200 lb point load applied in any direction at any point. Interme- Ings, locations of steps shown as approximate and shall be coordinated with the civil grading plans to ensure that the EL Elevation OPNG Opening VERT Vertical CO WIND DESIGN: MAIN WIND FORCE RESISTING SYSTEM diate rails (all those except the handrail). balusters and panel fillers shall be designed to withstand a horizontally ap- exterior perimeter footings bear no less than 18 inches below finish grade. or as otherwise indicated by the geotechnical ELEC Electrical OPP Opposite W Wide Z separately square,not to exceed 1 ft s 50 LB d li peloadnormalofon an areaq . These three loads are to be considered engineer or building official. ELEV Elevator OWSJ Open Web Steel Joist W/ With Ultimate Design Wind Speed, Vur_r (MPH) 120Q with worst case used for design. EMBED Embedment OWWJ Open Web Wood Joist W/O Without Exposure Category B (2) Place 300 lb concentrated load over 2'x2" area at any point to produce maximum stress. Area load and concentrat- SLABS-ON-G_ ADE: All slabs-on-grade shall bear on compacted structural fill or competent native soil per the geotech- EQ Equal PL Plate WHS Welded Headed StudCt I— ed load' are to be considered separately with worst case used for design, Meal report. All moisture sensitive slabs-on-(grade or those subject to receive moisture sensitive coatings/covering shall EQUIP Equipment PAF Powder Actuated Fastener WP Working Point Q Internal Pressure Coefficient Cpi= #/- 0.18 (3) Unless otherwise noted, point loads to be distributed over a 2.5fl x 2.5ft area and located to produce maximum load be provided with an appropriate capillary break and vapor barrier/retardant over the subgrade prepared and installed as EW Each Way PC Precast WWF Welded Wire Fabric U Topographic Factor Kzt= 1.0 effects on structural members. noted in the geotechnical report, barrier manufacturer's written recommendations and coordinated with the finishes spec- EXP Expansion PERP Perpendicular ± Plus or Minus u) D Wind Analysis pirocedure used: Directionalified by the Architect, SUBMITTALS CD I- CAST-IN-PLACE CONCRETE I SUBMIT FOR REVIEW: SUBMITTALS of shop drawings, and product data are required for items noted in the individual materials sections and for bidder designed elements. REFERENCE STANDARDS: Conform to: (1) ACI 301-10"Specifications for Structural Concrete" TITLE SUBMITTAL REVIEW PERIOD: Submittals shall be made in time to provide a minimum of TWO WEEKS or 10 WORK- (2) OSSC Chapter 19"Concrete" to ING DAYS for review by the Architect/Engineer prior to the onset of fabrication. (3) ACI 318-14"Building Code Requirements for Structural Concrete'. t (4) ACI 117-10"Specifications for Tolerances for Concrete Construction and Materials" # DATE DESCRIPTION ei GENERAL CONTRACTOR'S PRIOR REVIEW: Prior to submission to the Architect/Engineer, the Contractor shall re- e. o view the submittal for completeness. Dimensions and quantities are not reviewed by the SER, and therefore, must be FIELD REFERENCE: The contractor shall keep a copy of ACI Field Reference manual, SP-15, "Standard Specifications „i verified by the Generel Contractor. Contractor shall provide any necessary dimensional details requested by the Detailer for Structural Concrete (ACI 301)with Selected ACI and ASTM References." o and provide the Contractor's review stamp and signature before forwarding to the Architect/Engineer. CONCRETE MIXTURES. Conform to ACI 301 Section 4 `Concrete Mixtures" and OSSC Section 19041. tTa m SHOP DRAWING REVIEW: Once the contractor has completed his review, the SER will review the submittal for � l general conformance with the design concept and the contract documents of the building and will stamp the submittal MATERIALS: Conform to ACI 301 Section 4.2.1 "Materials"for requirements for cementitious materials, aggregates, mix- e accordingly. Markings or comments shall not be construed as relieving the contractor from compliance with the project ging water and admixtures. plans and specifications, nor departures there from. The SER will return submittals in the form they are submitted in 5 (either hard copy or electronic). For hard copy submittals, the contractor is responsible le for submitting the required num- SUBMITTALS: Provide all submittals required by ACI 301 Section 4,1.2. Submit mix designs for each mix in the table o bei of copies to the SER for review, below_ Substantiating strength results from past tests shall not be older than 24 months per ACI 318 Section 26.4.3.1 (b)ei . SHOP DRAWING-DEVIATIONS: When shop drawings (component design drawings) differ from or add to the re- REVISIONS 45 quirernents of the structural drawings they shall be designed and stamped by the responsible SSE. irt IK GM a) DEFERRED SUBMITTALS DRAWN BY CHECK BY BIDDER-DESIGNED ELEMENTS ISSUED FOR CONSTRUCTION Submit"Bidder-Designed' deferred submittals to the Architect and SER for review_ The deferred submittals shall also be STATUS mri submitted to the city for approval, if required by the city, 09/24/2018 Design of prefabricated, "badder designed", manufactured, pre-engineered, or other fabricated products shall be comply DATE with the following requirements: 18031-0057 1) Design considers tributary dead, live. wind and earthquake loads in combinations required by OSSC. 2) Design within the Deflection Limits noted herein and as specified or referenced in the OSSC. DCI PROJECT NUMBER 3) Design shall conform to the specifications and reference standards of the governing code. 4) Submittal shall include: a. Calculations prepared, stamped and signed by the SSE demonstrating code conformance. b. Engineered component design drawings are prepared, stamped and signed by the SSE. S1 101 c. Product data. technical information and manufacturer's written requirements and Agency approvals as applicable. TABLE OF MIX DESIGN REQUIREMENTS ASTM A706.Grade 60, deformed bars, (a) Stressing End: Plastic cap shall fit tightlycovering stressing end of barrel and wedges, and shall be fitted °.eireitSts ...:,'aSis tigki ete, Smooth Welded Wire Fabric........ ASTM A185 with sealing device.Cap shall allow minimum 1-W protrusion of strand beyond wedges. All anchors shall adjust 1-W up or down to allow for different course heights and shall allow at least W horizontal in- Member Strength Test Age Nominal Exposure Max Air Con- Notes Deformed Welded Wire Fabric ASTM A497plane and 1/4"vertical in-plane movement to accommodate expansion, contraction, shrinkage and other movement Type/Location ft (psi) (days) Maximum Class MBar SupportsCRSI MSP-09Chapter 3 Bar Supports C tent (1 to 8 Typical (b) Intermediate Stressing Ends: Plastic cap similar to above shall be used with exception that cap shall be open . , Bar Supports Ratio UNO) to allow passage of strand with minimum 1/4"chimney extension of cap. Tie Wire 16 gage or heavier,black annealed. Coordinate expansion joint locations with the architect prior to erection. Typically expansion joints should be installed at OTAK ARCHITECTS, INC. Footings 4000 28 1' - .. - - Stud Rails ASTM A1044 (c) Coating Material:Wedge area and plastic cap shall be completely filled with same grease used along length 24'from corners on one side of the corner, at intersecting waits, at changes in wall height, at changes in wall thickness Headed Deformed Bars -- - - - --ASTM A970 of strand i and at 20'maximum on center. 808 SW THIRD AVE., SUITE 300 Interior Slabs on Grade 4000 28 1" - 0,50 - - PORTLAND, OR 97204 PT Beams and Slabs 6000 28 EARTHQUAKE REQUIREMENTS; Longitudinal Bars in shear walls and coupling beams of shear walls shall conform to (6) Sieeye and,Grommet.A grease filled plastic sleeve shall be used on bearing side of anchor casting which will pre- CONSTRUCTION OVER STUDS: When applied over wood or metal stud construction, the studs shall be spaced a MAIN 503.287.6825 3/14* Ci 0,45 - 9 vent moisture leaks into anchor casting or tendon sheathing. Plastic sleeve shall be minimum 10"long, A grommet 3000atmstressing ASTM A706,Grade 60 or shall conform to the following requirements: maximum of 16 inches on centers and approved paper shall first be applied over the sheathing or wires between studs (1) Welding:Welding is not permitted except as specified in the drawings. Weld in accordance with AWS D1.4. shall be used at stressing ends, split grommet at intermediate stressing points, to prevent moisture teaks into an- except as otherwise provided in OSSC Sections 1402-1405, An air space of at least 1-2 inch should be maintained be- Slabs on Metal Deck 3500 28 1" _ _ - - (2) Mill Tests: Submit mill certificates indicating physical and chemical properties, chor casting or tendon sheathing. tween the backing and the veneer. The air space must be kept free and clear of debris and mortar droppings. IlikeeCTUN (3) Yield Serenotte Actual yield strength, based on mill tests, does not exceed the specified yield strength by more thant.,0 PRO4 3iee614 Shotcrete Shear Walls 5000 28 z - - - - 18,000 psi. (Retests shall not exceed this value by more than an additional 3000 psi.) CORROSION INHIBITING COATING: Conform to PTI Specification Sec. 2A Il Coating," BRICK PANELS: The panel manufacturer is responsible for the design of the panels and their connection to the prima-, 4NedeGI Neike t5f/ (4) Ultimate Strenete:The ratio of the actual tensile stren,gth to the actual yield.strength is not less than 1.25. ry structure. Edge beams have been designed for vertical load only. The panel manufacturer shall provide braces and W iqe 74858PE 69 .670. Shotcrete OTHER MATERIALS: Conform to notes for CAST-IN-PLACE CONCRETE and CONCRE.TE REINFORCEMENT sec- eie se 5000 28 %ii - 0.40 5% - ties to account for load eccentricities and lateral forces. The maximum vertical load and location of the bearing points is Basement Walls FABRICATION:Conform to ACI 301, Section 3.2.2. "Fabrication", and AC1 SP-66"ACI Detailing Manual: tions,except all admixtures shall be chloride free unless approved by the Engineer, noted on the drawings. Brick panel shop drawings shall indicate the magnitude and location of all loads imposed onto .410 F edea,F. the primary structure. The panel manufacturer engineer shall be responsible for verifying that panel bracing or ties are , Stem Wails&Curbs 5000 28 1" - - - WELDING: Bars shall not be welded unless authorized, When authorized, conform to ACI 301, Section 3.2.2.2, PRE-CONSTRUCT1ON MEETING: The contractor shall arrange a pre-oonstruction meeting. The contractor, structural attached to the primary structure in such a manner that their forces do not cause any distress to the primary structure, ts) 4, ORE ON , m., Columns 5000 28 1/4" _ - - - "Welding", AWS D1.4,and provide ASTM A706,grade 60 reinforcement. engineer-of-record, subcontractors involved with the post-tensioning work, representarepresents-tives of the ARJ and represen - tives of the special inspection agency shall attend this meeting, Where necessary, additional structural elements shall be provided by the panel manufacturer to safely distribute the 9 , 491411 ,<\)S.. i loads to the anchors. 01 za 2 PLACING: Conform to AC1 301, Section 3.3.2"Placing.'Placing tolerances shall conform to ACI 117. k Y CO'' HANDLING, STORAGE, SHIPPING: Conform to PTI Specification Sec. 1.6.2 and 1.7. POST-INSTALLED ANCHORS (INTO CON CRETE EXPIRES: 12-31-19 CONCRETE COVER: Conform to the following cover requirements unless noted otherwise in the drawings. Table of Mix Desien Reouirernents Notes: INSTALLATION REQUIREMENTS: Conform to PTI Specification Sec.3.2"Tendon Installation, STAMP cast against earth ----------------------------------.3. " STAMP REFERENCE STANDARDS: Conform to: Concrete exposed to earth or weather.................2" (1) W/C Ratio:Water-cementitious material ratios shall be based on the total weight of cementitious materials, Maxi- (1) DRAPES: Place tendons parabolic between supports and conform to controlling points shown on the drawings 1) OSSC Chapter 19"Concrete" is) E -I .= . ................................... " mum ratios are controlled by strength noted in the Table of Mix Design Requirements and durability requirements Ties in columns and beams1-1/2unless noted. Dimensions shown on drawings locate the Center of Gravity(c g ) of the tendon from the bottom of 2) ACI 318-14 "Building Code Requirements for Structural Concrete" tiesteateetite In(s u < ei 8 s d. (C) c-fi S : Bars in slabs vFi given in ACI 318 Section 19.3. the slab or beam.Low points are at mid-span unless noted otherwise. 3) OSSC Chapter 21 "Masonry" _ rg ,T,, -.,........„_1/4" Exterior bars in Tilt-up Panels „ . .. . 1" (2) iSUPPORTS:Tendons shall be firmly supported at intervals not to exceed 4 ft. to prevent displacement during plac- 4) ACI 530-13/ASCE 5-13/TMS402-13 "Building Code Requirements for Masonry Structures' ' ae- --' 3 tedgi (2) Cementitious Materials: ing of concrete. ai (e) a I- _ wz a. The use of fly ash, other pozzolans, silica fume, or slag shall conform to AC1 318 Sections 19.3.2 and - i SPLICES: Conform to ACI 301, Section 3.3.2.7, "Splices". Refer to"Typical Lap Splice and Development Length Sched- POST-INSTALLED ANCHORS: Install only where specifically shown in the details or allowed by SER. All post-Installed 'El:). .5 0 g '°8 26,4.2.2. Maximum amount of fly ash shall be 25% of total cementitious content unless reviewed and ap- (3) TENDON BUNDLES: Twisting or entwining of individual strands within the bundle is not permitted. C a) -s e ere ule"for typic-al reinforcementlRft spices. eer o "-Column Vertical Reinforcing Splice Schedule" and 'Shear Wall Reinforc- anchors types and locations shall be approved by the SER and shall have a current ICC-Evaluation Service Report that iililili::il""iiiie -- ' 3 proved otherwise by SER. iese se u) (te ing Splice Scheduie"-for those specific elements. Splices indic,ated on individual sheets shall control over the schedule. (4) TOLERANCES:Vertical deviations in tendon location shall not exceed the following nor maximum cover deviations provides relevant:design values necessary to validate the available strength exceeds the required strength. Submit cur- sei lei b. For concrete used in elevated floors, minimum cem.entitious-materials content shall conform to ACI 301 Ta- Mechanical ble ! m 0 g ceP-- Mechanical connections may be used when approved by the SER, For reinforcing within the lateral system (shear walls) per ACI 117: rent manufacturers data and ICC ESR report to SER for approval regardless of whether or not it is a pre-approved an- si a, , t, F 0 -4.2.2.1. Acceptance of lower cement content is contingent on providing supporting data to the SER for Aii c see eer 11 i and reinforcing connecting the diaphragm siati to the lateral system, mechanical splice strength is increased to develop chor. Anchors shall be installed-in strict accord,ance to ICC-ESR and the manufacturer's printed installation instructions review and acceptance i a. ± 1/4"for member thickness less than 8' tiiii iiiii ini- .31 ce (0 .e ti ett' 125 percent of the specified tensile strength of theaplices bar. (MPII) in conjunction with edge distance, spacing and embedment depth as indicated on the drawings. The contractor seeetteiteee eg_c c, Cementitious materials shall conform to the relevant ASTM standards listed in ACI 318 Section 26..4.1,1,1(a), b. ±3/8"for member dimensions from 8"to 24* \ 03 ;2`' I C. i 1/2"for member dimensions more than 24" shall arrange for a manufacturer's field representative to provide installation training for all products to be usedI I, prior to ...e.el 0 ei e let STUDRAILS: Where studrails are indicated on the drawings the following systems are acceptable. Studrails (also re- the commencement of work. Only trained installer shall perform post installed anchor installation. A record of training - >. - i'l- .J cee ttd!i (3) Air Content: Conform to AC1 318 Section 19.3.3.1. Minimum standards for exposure class are noted in the table. ferret!to as punching s:hear resistor rails)shall conform to ASTM A1044 and be fabricated and installed in strict accord- shall be kept on site and be made available to the sER as requested. Adhesive anchors installe,ci in horizontally or up- E etie" ee" e I n If freezing and thawing class is not noted, air content given is that required by the SER. Tolerance is el-Ye%. Air SHEATHING REPA1Ri Conform to PTI Specification Sec. 3.2_5"Sheathing Inspection." u) (a e., e ei 02 ance with the applicable ICC-ESR report and manufacturers instructions, using chairs provided by the manufacturer to wardly inclined orientation shall be performed by a certified adhesive anchor installer (MI) as certified through AC11 - ,_ -eE 53 - ei,i content shall be measured at point of placement. position rails at the proper height. Submit current manufacturer's data and ICC ESR report of alternate systems to SER (1) Restore tendon grease coating in damaged area and 2 inches beyond each end of damage.- CRSI or approved equivalent. Proof of current certification shall be submitted to the engineer for approval prior to corn- _ eel 0 -0 (..) t€.G b for approval, mencement of installation. No reinforcing bars shall be damaged during installation of post-installed anchors. Special (4) Aggregates shall conform to ASTM C33. (2) Place piece of longitudinally split tubing around greased tendon_ Split tubing overlap shall be on opposite side of inspection shall be per the TESTS and INSPECTIONS section. Anchor type, diameter and embedment shall be as indi- sheathing tear. Length of split tubing shall extend past damaged area 3 inches at each end. Alternatively, use two 1. Decor%riStudrails"-ICC ESR-2494 cate-d on drawings. CONSULTANT (5) Slump: Conform to ACI 301 Section 4.2,2,2. Slump shall be determined at point of placement. pieces of overlapping slit sheathing. Align slits on opposite sides of tendon.from each other. 2. Jobsite Stud Welding Punching Shear Resistor Shear Rail Assemblies-ICC ESR-3264 3, Conco Companies Headed Shear Stud(PSR)Reinforcement Assemblies-IOC ESR-3317&3619 (3) Tape entire length of repaired area, spirally wrapping tape around repair to provide at least two layers of tape. Tap- 1. ADHESIVE ANCHORS;The fallowing Adhesive-type anchoring systems have been used in the design and e e (6) Chloride Content Conform to ACI 318 Table 19i3,2.1. ing shall overlap repaired area by 3 inches at each end. Before taping, repair area shall be dry and free of grease, shall be used for anchorage to CONCRETE, as applicable and in accordance with corresponding cu en izes t e = ICC ESR report. Reference the corresponding ICC ESR report for required minimum age of concrete, con- -e• ar c (7) FIELD BENDING:Conform to AC1 301 Section 3.3,2.8."Field Bending or Straightening." Bar s #3 through#5 may be cn UJ Non-chioride accelerator; Non-chloride accelerating a,dmixture may be used in-concrete placed at ambient temp,er- CONCRETE PLACEMENT: Conform to PT1 Specification Sec. 3:3. crete temperature range,moisture condition, light weight concrete, and hole drilling and preparation require- o c.) cl'- field bent cold the first time. Subsequent bends and other bar sizes require preheating. Do not twist bars, Bars shall not atures below 50"F at the contractor's option. be bent past 45 degrees. rnents. Drilled-in an.chor embedment lengths shall be as shown on drawings, or not less than 7 times the e c' e I' TENDON STRESSING: Conform to PTI Specification Sec. 3.4 'Tendon Stressing." anchor nominal diameter (7D). Adhesive anchors are to be installed in concrete aged a minimum of 21 -tei e e .e. (8) ACI 318, Section 1931,1 exposure classes shall be assumed to be FO unless(efferent exposure classes are listed days, unless otherwise specified in the ICC ESR report. =re TYPICAL CONCRETE REINFORCEMENT: Unless noted on the plans, concrete walls shall have the following minimum 03 2 in the Table of Mix Design Requirements that modify these base requirements. -5 ie reinforcement. Contractor shall confirm minimum reinforcement of wails with SER prior to rebar fabrication. SCHEDULE:Stressing shall be performed within 96 hours of co,ncrete placement unless approved by the Engineer. a, SIMPSON"SET-XP"-ICC ESR 2508 for anchorage to CONCRETE 8 45 e ei (9) Shrinkage Limit: Concrete used in elev-ated slabs and beams shall have a shrinkage limit of 0.045°,10 at 28 da'ys TABLE of MINIMUIVI CONCRETE WALL REINFORCING SEQUENCE: Stress temperature tendons first, followed by uniformly distributed tendons, additio,nal slab tendons, and 2. EXPANSION ANCHORS: The following Expansion type anchors are pre-approved for anchorage to CON- E I 0 measured in accordance with ASTM C157, Submit laboratory test results to SER for approval prior to construe- then beam or banded tendons. CRETE or MASONRY in accordance with corresponding current ICC ESR report: ce = 2 tion. Wall Wall Thickness HORIZONTAL Bars VERTICAL Bars Location a SIMPSON"STRONG-BOLT 2"-ICC ESR-3037 for anchorage to CONCRETE Only #4 @ 12"QC ceriter in wall SHORING: Shoring shall remain in place until tendons are stressed. Shoring at closure strips and pour strips shall re- ORS: following is ..E.i. - FORMWORK & RESHORING: Conform to ACI 301 Section 2 "Formwork and Form Accessories.* Removal of Forms main in place until concrete placed in closure strip has attained design strength, unless noted otherwise on plan. 3. SCREW ANCHThe Screw type anchor pre-approved for ancherage to CONCRETE or shall conform to Section 2.3.2 except strength indicated in Section 2.3.2.5 shall be 0.75 f c. R.eshoring shall conform to 8" #5 @. 12"OC #5© 12" OC center in wall MASONRY in accordance with corresponding current ICC ESR report .ie er- Sectio.n 2.3.3, CLOSURE STRIPS AND POUR STRIPS; Closure Strips and Pour Strips shall remain open for a minimum of 26 days e•= ie 0 @ 16"OC EF #4 @ 16"OC EF EF= each face a, SIMPSON *MEN HD"- ICC ESR-2713 for CONCRETE Only 2 is after stressing,unless noted otherwise on plan. - a a u MEASURING, MIXING.AND DELIVERY:Conform to ACI 301 Section 4.3. 12" #4 @ 12"OC EF #4 @ 12"QC EF EF i= each face STRUCTURAL STEEL. -1°§ RESHORING:When reshoring is required, reference"DEFERRED SUBMITTALS"above in these notes, e e HANDLING, PLACING, CONSTRUCTING AND CURING,: Conform to ACI 301 Section 5. In addition, hot weather con- 8 3? creting shall conform to ACI 305R-10 and cold weather concreting shall conform to AC1 306R-10. CONCRETE STRENGTH: Compressive strength of the slab shall be not less than 3000 psi at time of stressing as deter- REFERENCE STANDARDS; Conform to: ._ e e - SHOTCRETE mined by a testing 66orry. ato . 1) OSSC Chapter 22-"Steel" 2 v3 8 CONSTRUCTION JOINTS:Conform to ACI 301 Sections. 2.2.2.5, 5,2.2.1 and 5.3,2i6i Construction joints shall be locat- 2) ANSI/AISC3U3-10-"Code of Standard Practice for Steel Buildings & Bridges" :_ 2 pe- ed and detailed as on the construction drawings. Submit alternate locations per ACI 301 Section, 5.1.2,3a for review and REFERENCE STANDARDS: Conform to; STRESSING JACKS: Conform to PTI Specification Sec. 3.4.1.3"Stressing Jacks"and Sec 3.4i2"Jack Calibration." Pro- 3) AISC-"Manual of Steel Construction", Fourteenth Edition (2010) . e e e = approval by the SER two weeks minimum prior to forming, Use of an acceptable adhesive, surface retandant, portland (1) OSSC Section 1908"Shotcrete, vide calibration certificates with each jeck, Contractor shall keep certificates on file for duration of project. 4) ANSI1AISC 360-10-"Specification for Structural Steel Buildings" 5) AWS D1.1;2010-"Structural Welding Coide-Steer 0 8 P -- = 0 3 cement grout or roughening the surface is not required unless specifically noted on the drawings. (2) AC1 506_2-13"Specification for Shotcrete", if, fit 6) 2009 RCSC-"Specification for Structural Joints using High-Strength Bolts" (3) ACI 506R-16 "Guide to Shotcrete' ELONGATIONS: Conform to PT] Specification Sec. 3.4,3')Elongation Measurements."Measured elongations shall agree =- e 8 EMBEDDED ITEMS: Position and secure in place expansion joint material. anchors and other structural and non- (4) ACI 301-16"Specifications for Structural Concrete." with calcutated values within±7%i Discrepancies exceeding 7% shall be resolved with the Engineer prior to cufting and 8 e structural embedded items before placing concrete. Contractor shall refer to mechanical, electrical, plumbing and archi- capping the tendons. SUBMITTALS: Submit the following documents to the SER for review: a) 6 a) e tectural drawings and coordinate other embedded items. SUBMITTALS: Submit shop drawings for review including: ing stressing following criteria: (1) (1) SHOP DRAWINGS complying with AISC 360 Sections M1and N3 and AISC 303 Section 4. H me E g:1 Proposed mix design shown below. Include data required by AC1 506.2 Sec, 1.5"Submittals" TENDON FORCES: Forces durand after shall meet the (2) ERECTION DRAWINGS complying A1SC 360 Sections M1and N3 and A1SC 303 Section 4. GROUT: Use 7000 psi non-shrink grout under column base plates. Maximum Force at Jacking.......i„...._33.0 KIPS (2) Preconstruction test panel resultsAfter, shooting, the special inspector shall submit core evaluation reports to in- (3) Weld Procedure Specifications (WPS's)for shop and field welding. = e cD c sure that proper rebar encasement and nozzling techniques have been achieved. Maximum Force at Anchoring...--...28.9 KIPS CC ig--5 GROUTED REBAR: See Post-Installed Anchors to Concrete. Minimum Final Effective Force .26.8 KIPS (4) Manufacturers Certificates of Conformance for electrodes, fluxes and gases (welding consumables), z (3) Construction test specimen results.The special inspector shall submit core strength reports. (5) Chamv V-notch (CVN) Impact Test results per ASTM A6 Supplementary Requirement S30 for hot-rolied shapes W 2 POST-1NSTALLED ANCHORS to CONCRETE:Anchor locatiom type, diameter and embedment shall be as indicated on MATERIALS: Conform to ACI 506,2 Sec, 2 "Materials" for Cement, Aggregate, Reinforcement, Water, Admixtures and TENDON FINISHING: Conform to PTI Specification Sec. 3.5 "Tendon Finishing." Finishing shall be completed within 3 with flanges exceeding 2 inches as required per AISC 360 section A3.1c. 0- 123 drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-Installed Anchor Adhesives. An- Curing Materials. days of acceptance of stressing records. CC I i?-3 chors shall be installed and inspected in strict accordance with the applicable ICC-Evaluation Service Report (ESR). Make copies of the following documents 'Available upon R.equeer to the SER or Owner's Inspection Agency in dee- Special inspection shall be per the TESTS and INSPECTIONS section. REINFORCEMENT: Conform to OSSC Sec. 1910,4 Reinforcement and CONCRETE REINFORCEMENT section this CUTTING APPROVAL: Excess strand shall not be cut without approval of the Engineer. Transmit complete stressing tronic or printed form prior to fabrication per AISC 360 Section N3.2 requirements: ie e I-1-re ite sheet. reports to DCI as soon as possible after stressing has been completed. DCI will promptly review and indicate if cutting of LEAN CONCRETE BACKFILL; Conform to recommendations of ACI 229R-13 "Controlled Low Strength Materials tendons is acceptable. If all tendons are within tolerance, the contractor may cut excess strand at their own risk before (1) Fabricator's written Quality Control Manual that includes, as a minimum: (CLSM)"for mixing and piecing lean concrete backfill shown on the drawings. Use 100 psi mix for backfill not under foot- SPLICES: Conform to OSSC Sec. 1910.4.3, 'Splices", for non-contact la-p splices. DCI approval is received. Basic elongation tolerance is ±7% from c,alculated. Out of tolerance tendons will be approved a, Material Control Procedures ings, Use 300 psi mix for backfill below footings. Use standard slump test to verify flow ability. Test in accordance with by the EOR on a case by case basis. b. Inspection Procedures ASTM D 4832-10"Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test PRECONSTRUCT1ON TESTSification Sec. :: Prepare preconstruction test panels, as defined by the SER, for each proposed mix de- c. Non-conformance Procedures (2) Steel &Anchor Rod suppliers'Material Test Reports (MTR's)indicating the compliance with specifications. Cylinders." CUTTING; Conform to PT1 Spec3,5.1 "General." Tendons may be cut by means of oxyacetylene torch, m sign and nozzelman in accordance with OSSC Sec 1910.5 "Preconstruction Tests" and ACI 506.2 Sec. 1.6.1 re (3) Fastener manufacturers Certification documenting conformance with the specificationi 'pre co n s tru 0 i o n Testing." Test panels will be cored at the most congested reinforcing and evaluated by the testing abrasive wheel or hydraulic shears. When using oxyacetylene cutting do not direct flame toward wedges. Strand length CP SHRINKAGE:Conventional and post-tensioned concrete slabs will continue to shrink after initial placement and stressing protruding beyond the wedges after cutting shall be between%"and W. (4) Filler metal manufacturer s product data for SMAW, FCAW and GMAW indicating: ce labratory. Each nozzelman must pass the evaluation before proceeding with the work. Le of concrete. Contractor and subcontractor shall coordinate jointing and interior material finishes to provide adequate toe a, Product specification ccimpliance rie erance for expected structural frame shrinkage and shall include, but not be limited to: curtain wall, dryvit, storefront sky- COATING & CAPPING Conform to PTI Specification Sec, 3.5.2 "Aggressive Environments: Install the grease-filled b. Recommended welding parameters ee, CONSTRUCTION.TESTS: Conform to OSSC Sec. 1910.10 "Strength Tests" and ACI 506,2 Sec. 1.6.2 "Construction c. Recommended storage and exposure requirements including baking ei light, floor finish, and ceiling suppliers. Contact Engineer for expected range of shrinkage, plastic caps as soon as possible. io Testing". Take core specimens for each 50 cu yds placed but not less than once each shift.The cores may be taken from d. Limitations of use et, ce the actual construction work or sample panels shot during the course of work. Location of cores taken from actual con- (5) Welded Headed(Shear)Stud Anchors Manufacturer's certification indicating the meet specifications. CLADDING CONNECTIONS and SLAB SHORTENING: At the time of installation, the cladding connection design shall struction work must be approved by the SER prior to commencing work.. Sample panels shall be at least 12" x 12"x 7- iSTRESSING POCKETS.: Conform to PTI Spec, Sec. 3.5.3"Stressing Pockets." ai accommodate a typical future vertical movement at each floor of% inch or L/600, whichever is greater, due to variable (6) Weld Procedure Specifications (WPS's)for shop and field welding. 0 114". Three cores shall be taken from each sample panel and the cores may be either field cured or laboratory cured. ie (7) Manufacturers Certificates of Conformance for eiectrodes,fluxes and gases(welding tonsumables). m live loading and creep. This displacement will occur at the free end of cantitever beams and at midspan of edge slabs Laboratory cured samples shall have an average strength equal to or greater than fc with n:o individual sample breaking (1) Preparation: Clean the inside surfaces of the p,ocket to remove laitance and grease, Coat inside surfaces with a LLI te beams.and resin bonding agent after cleaning at the contractors discretion, (8) Procedure Qualification Records(PQR's)for VSIeSis that are not prequalified in accordance with AVVS. a. at fess than 0.75 fc. Field cured samples shall have an average strength of at least 0.85 fe with no individual samples (9) Welding personnel Performance Qualification Records (WPQR) and continuity records conforming to AWS P = At the time of installation, the cladding connections shall accommodate shortening of the slab edge inwards due to breaking at less than 0.75 f c. (2) Filling: Fill pockets with non-metallic non-shrink grout.. Grout shall not contain chlorides or other chemicals deteteri- standards. shrinkage and posetensioning. Calculation of the amount of shortening is the responsibility of the design /construction CONSTRUCTION: Conform to OSSC Sec. 1910 and ACI 506.2 Sec.. 3 "Execution" for Examination., Batching and Mix- ous to the prestressing steel. MATERIALS: 1— teare as a whole and shall be egreed upon in a preconstruction meeting. The connections shall also accommodate typi- ing, Surface Preparation, Joints, Alignment Control, Application, Finishing, Hot Weather, CM Weather, Protection, Cur- . Structural steel meterials shall conform to materials and requirements listed in AISC 360 section A3 including, but not Z cal slab edge construction tolerance both inward and outward, The amount of tolerance shall be defined by the general ing, and Tolerances. The contractor shall adhere to the following weather related precautions': EMBEDS AND FASTENERS: Embeds and inserts for support of all non-structural elements, mechanical and other limited to: 0 contractor and agreed to by the cladding designer and formwork subcontractor prior to the design of the connections, equipment shall be cast into the slab. Drilled or powder-driven fasteners will not be permitted except as noted below, • Ensure materials and surrounding air temperature maintained at minimum 40 degrees Fahrenheit prior to,during Wide Flange(W), Tee(WT)Shapes ...................ASTM A992 Fy=50 ksi The cladding shall be installed to the proper design plan location. and 7 days after completion of work. Structural (S), (M)&(HP)Shapes. ASTM A36, Fy e 36 ksi Usli (.-) Immediately before concrete is placed, the position of tendons shall be marked on the forms with a material which leaves • During freezing or near freezing weather, provide equipment and cover to maintain minimum 40 degrees Fahren- Channel(C)&Angle (L)Shapes ASTM A36, Fy=36 ksi C.f) CONCRETE CRACK REPAIR AND MAINTENANCE PROGRAM:Concrete shrinks and continues to shrink for up to two a physical:impression on the u,nderside of the slab. Congested areas shall be entirely marked off. Contractor's.proposed heit to protect work completed or work in progress, Structural Plate (PL) ASTM A36, Fy=36 ksi L9 years after construction and as a result, cracking will typically occur, These cracks do not typically impair the integrity of method of marking tendo,ns shall be submitted and reviewed by the SER and architect before starting construction. LLI • Suspend operations during hgh winds, rainy weather, or near freezintemperatures when work cannot be pro- Hollow Structural Section-Square/Rect(HSS) ASTM A500,Grade B Fy ei 46 ksi the structure. However, DCI recommends a one-time crack repair and maintenanceig program be implemented for those Note:there may be areas where marking of the slab is not allowed for architectural and or concrete cover reasons. 0 1— tected High Strength,Heavy Hex Structural Bolts„.....iii ASTM A3251E1852,Type 1 or 3, Plain slabs exposed to water or chemicals. The maintenance program shall consist of: illed-in driven minimum distance thickness Heavy Hex Nuts........._me__...........-............ii.ASTM A563,Grade and Finish per RCSC Table 2.1 g o0 INSPECTIONS & ACCEPTANCE: Conform to OSSC Sec. 1910.10.3 "Acceptance Criteriai" Provide "Special Inspec- Drconcrete anchors and powder- fasteners shall be placed a equal to the slab Washers(Hardened Flat or Beveled) ASTM F436,Grade and Finish,per RCSC Table 2.1 r: Z . Inspect slabs and supporting members two years after construction __ __ ____ _____... .. _____ __r away from marked tendon locations: No anchors or fasteners shall be place,d within a distance of five times the slab tions" during construction and 'Visual Examination" when work is comptete. Conform to ACI 506.2 Sec. 1,9 Anchor Rods (Anchor Bolts,typical) ASTM F1554, Gr. 36 0 • Determine cracks in the structure to be repaired " th thickness from e face of any column. Exception; Powder-driven fasteners with 5/8-inch maximum embedment may be --I Acceptance." Mild Threaded Rods g ASTM A36, Fy=36 ksi ee • Repair cracks installed at any location on the slab. No reinforcing steel, concrete, or post-tensioning tendons shall be damaged by an- Welded Headed Stud(WHS)Anchors ASTM A108-Nelson/TRW H4L I. F chors or fasteners. . Dowel Bar Anchors (DBA) ASTM A496-Nelson/TRW D2L, Fy eri 70 ksi The total length of cracking can be estimated at 0.009 feet of cracks per square feet of slab area. The owner should re- POSTJENS1ONED cpNcuTECO H- serve funds for this one time maintenance program,which is to take place two years after the completion of construction. BRICK VENEER STRUCTURAL JPNT-5,.usiNgHIGH-STKNGTH BOLTS: w LLI REFERENCE STANDARDS: um Wry Z Eve,n though cracking is normal and most often not structurally significant, when cracking occurs during construction the REFERENCE STANDARDS: Conform to: 1) ASTM A325-N bolts-"threads NOT excluded in the shear plane". LLI (1) AC1 301-10"Specifications for Structural Concretei Sec. 9"Prestressed Concrete." iell I.-- contractor shall contact the ArchitectlEngineer for review i The contractor should budget 0.004 ft of epoxy injected crack - (2) ACI 423.7-14"Specification for Unbanded Single Strand Tendon Materials" 2) High-strength bolted joints have been designed as'BEARING'connections (9 repair per square foot of slab. 1) OSSC Chapter 14 "Exterior Walls." 3) Provide ASTM Bolt Grade and Type as specified in the Materials section above. L1.1 U)sg (3) PT1 "Specification for Unbonded Single Strand Tendons". 2n° Edition (2000) (hereafter designated "PTI Specifica- 2) TMS 402-13/ACI 530-13/ASCE 5-13 "Building Code Requirements for Masonry Structures.", Chapter 12 4) Provide Washers over outer ply of slotted holes and oversize holes per RCSC Table 6.1. tion"). I CO H STRENGTH TESTING AND ACCEPTANCE: "Veneer Herein referenced as MSJC. 5) Provide Nut and Washer grades,types and-finishes conforming to RCSC specification Table 2.1. 3) TMS 602-13/ACI 530.1-13/ASCE 6-13"Specification for Masonry Structures," Herein referenced as IVISJC.1. 6) Provide fastener assemblies from a single supplier. Z SUBMITTALS:Conform to ACI 301 Sec 3.1.1 "Submittals, Data, and Dravvingse Submit the following items for review: Testing: Obtain samples and conduct tests in accordance with AC,1 301 Section 1.6.3.2. Additional samples may be 7) Joint Types shall be: CI LcS P required to obtain concrete strengths at alternate intervals than shown below. (1) Coordination Drawinesi Submit drawings showing size and location of all slab penetrations. blockouts, conduit, SUBMITTALS: Submit product specific information on anchor size, type and capacities with corresponding ICC-ESR a. ST-"Snug Tight" for typical beam end"shear connections,unless noted otherwise. embeds and other items which may affect tendon placement, reports regarding wire ties, sheet metal connector pieces, screws, and expansion anchors to the ArchitectlEngineer for le SC-'Slip Criticar,where specifically indicated. Provide with Class A Fatting surfacei IX < 1— • Cure 4 cylinders for 28-day test age,test 1 cylinder at 7 days, test 2 cylinders at 28 days, and hold 1 cylinder in 111 ith Drawings. following review. 8) Install bolts in joints in accordance with the RCSC Specification Section 8 and Table 4.1, (...)4( reserve for use as the Engineer directs. After 56 days, unless notited by the Engineer to the contrary, the re- (2) Shoo Drawings:. Submit shop drawings in accordance vvAC1 301 Seci 9,1.2.1 " " Include the serve cylinder may be discarded without being tested for specimens meeting 28-day strength requirements. information: tendon support heights and chair sizes; location and profile of tendons throughout their length; size, MATERIALS: 9) In.spection is per RCSC Section 9. P , U) location, details, materials and stress grade (where applicable)of tendons and accessories, including anchorages, • The number of cylinders indicated above reference 6 by 12 in cylinders. If 4 by 8 in cylinders are to be used, 1) BRICK VENEER: Confonm to ASTM C216 "Standard Specification for Facing Brick (Solid Masonry Units Made ANCHORAGE to CONCRETE: C D . stressing pockets, and couplers;jack clearances;jacking procedures; stre-ssing sequence; initial tensioning forces, additional cylinders must be cured for testing of 3 cylinders at test age per the table of mix design require- from Clay or Shale)", Grade MeV_ 1— tendon elongation; details of reinforcing steel to prevent bursting and spelling; tendon trimming procedures and , 1) SHEAR STUDS on STEEL BEAMS for COMpOSITE CONSTRUCTION: Headed Shear Studs welded to tops Imml (I&) U) relents.. details or capping procedure; duct properties including size, material, thickness and support spacing. PT shop of Wide Flange Beams, shall be 3/4" diameter WeIS with oominal stud. lengths as indicated. Unless noted 2) MORTAR: Conform to ASTM C270Type S, and OSSC Section 2103.2"Mortar." drawings shall be stamped by a structural engineer registered in the State of Oregon. otherwise, provide minimum shear stud height equal to the (metal deck depth + 1 17Z) and a maximum shear eecceptance. Strength is satisfactory when: (3) StressinotRecords; Conform to PTI Specification Sec.1.5.7 "Stressing Records." Submit for review. The special 3) JOINT REINFORCING: Conforms to ASTM A951 'Standard Specification for Steel Wire for Masonry Joint Rein- stud height that allows for le"of concrete cover over the stud. TITLE -E (1) The averages of ail sets of 3 consecutive tests equal or exceed the specified strength. inspector shall complete all stressing records. forc.emente Ali joint reinforcing shall be hot dip galvanized. 2) EMBEDDED STEEL PLATES for Anchorage_to Concrete: Piates (PL)embedded in concrete with studs (WHS) ei g or dowel bar anchors (DBA)shall be of the sizes and lengths as indicated on the plans with minimum 1/2"dia. # DATE DESCRIPTION -es (2) No individual test falls below the specified strength by more than 500 psi, (4) Mill Test Reports: Conform to PTI Specification Sec. 1.5,1. Provide certified mill test reports for each coil or pack,of 4) ANCHORS: Anchor ties shall be the Hohmann & Barnard seismic anchors. Anchor ties shall be adjustable two WHS x 6"long but provide not less than 3/4"interior cover or 1 1/2"exterior cover to the opposite face of concrete. .= stra,nd. Contraetor shall keep reports on file for duration of project. el A"test" for acceptance is the average strength of two 6 by 12 in. cylinders or three 4 by 8 in. cylinders tested at piece anchors made of 14 ga,ge or 12 gage galvanized metal andlor W2.8 (3/16" diameter)g,alvanized wire that unless rioted otherwise. id ee the specified test age. (5) Anchorages and Couplers: Conform to Pit Specification Sec. 1i5.2. Contractor to keep reports on file for the du- shall be engineered to attach: ed 3) COLUMN ANCHOR RODS and BASE PLATES: All columns (vertical member assemblies weighing over 300 Nration of the project. • ded 2"miniito the face of Masonry or concrete with a W expansion bolt or screw anchor for concrete or masonry embed- LO pounds) shall be provided with a minimum of four 3/4" diameter anchor rods. Column base plates shall be at ce CONCRETE PLACEMENT TOLERANCE: Conform to AC1 117-10 for concrete placement tolera.nce. mum nto the concrete or masonry. 9 (6) Sheathine and P-T Coating: Conform to PTI Specification,Sec, 1.5.3 and 1.5.4. Contractor to keep reports on file least 1/4" thick, unless noted otherwise. Cast-in-place anchor rods shall be, provided unless otherwise approved ctre for the duration of the project. • to steel stud with two#12(0.209"diameter)screws per anchor. ei by the Engineer. Unless noted otherwise, embedment of cast-in-place anchor rods shall be 12 times the an- = • to wood stud with two#9(0.177"diameter)screws per anchor embedded at least 1 W into the wood stud. - .. chor diameter(12D). io,'I CONCRETE REINFORCEMENT, (7) Calculations: $ubmit calculations prepared by a SSE indicating: the force provided,-the specified prestressing loss- • or at channel slot anchor assemblies with a 305 Dovetail Anchor Slot embedded in the c.oncrete and a 303 2 es, the final working stresses and the stressing sequence. The design shown in the drawings is based on a final SV Seismic NOtch Dovetail Anchor. ee FABRICATION- - effective force in each tendon of 26_8 kips. REFERENCE STANDADS: Conform to: 76 (1) AC1 301-10 "Standard Specifications for Structural Concrete", Section 3 "Reinforcement an.d Reinforcement Sup- All parts of the veneer anchorage system shall be fabricated of similar metals with similar coatings to reduce the possibil- 1) Conform to AISC 360 Section M2"Fabrication"and AISC 303 Section 6'Shop Fabrication'. e 0 ports." POST-TENSIONING MATERIALS FOR ENCAPSULATED SYSTEMS: All Post-Te,nsioning shall consist of a fully ity of galvanic corrosion occurring, 1 2) Quality Control(QC)shall conform to: 'encapsulated system". (2) ACI SP-66(04)l'ACI Detailing Manual" a. AISC 360 Chapter N"Quality Control and Quality Assurance"and REVISIONS (3) CRSI kisp-09., 2811 Edition "Manual of Standard Practice." (1) Strand: ASTM A416, Grade 270, W diameter, low relaxation type. Conform to PTI Specification Sec. 2.1 Brick veneer in Seismic Design Category 0, E and F and all brick veneer not laid in a running bond pattern shall have b. AISC 303 Section 6"Quality Control". 6 (4) ANSI/AWS D1.4: 2005, 'Structural Welding Code- Reinforcing Steel." "Prestressing Steel," Strands shall originate from a PTI certified plant. continuous joint reinforcing of W1.7 (0.148' diameter) wires at a maximum vertical spacing of 16"oc. Lap wires 10" at et c: Fabricator and Erector shall establish and maintain written Quality Control (QC) procedures per AISC IK GM :re > (5) OSSC Chapter 19-Concrete. splices. 360 section N3. DRAWN BY CHECK BY 0 (2) Sheething:Conform to PTI Specification Sec. 2.3"Sheathing," including section 2;3.5"Aggre-ssive Environm,ents." re (6) ACI 318-14"Buitding Code Requirements for Structural Concretei" d. Fabecator shall perform self-inspections per AISC 3,60 section N5 to ensure that their work is performed (7) ACI 117-10"Specific-ations for Tolerances for Concrete Construction and Materials" (3) Anchoraoes & Couplers: Conforrn to PT1 Specification. Sec. 2.2 "Anchorages and Couplers", including Sec. 2i2i6 Pintle anc-hors shall have at least two pintle legs of wire size W2.8 (3116"diameter)each and shall have an offset not ex- in accordance with Code of Standard Practice, the A1SC Specification, Contract Doc.uments and the ISSUED FOR CONSTRUCTION ceeding W tom the horizontal plane of the plate anchored to the structure. "Anchorages and Couplers in Aggressive Environments." Provide grease caps for all anchorages at all stressing Applicable Building Code. STATUS SUBMiTTALS: Conform to ACI 301 Section 3.1.1 "Submittals."Submit placing drai,vings showing fabrication dimensions ends.Tendon anchorages and couplings shall be designed to,develo,p static and dynamic strength requirements of inuous wire join e con o ion connec anica t l h F s D t C D S Anchors in E anahave a positive mec e. QC inspections may be coordinated with Quality Assurance inspections per Section N5.3 where fabri- , d l hl ttthtt and placement locations of reinforcement and reinforcement supports. Section 2.2.1,1 and Section 2.2,1.2. Castings shall be nonporous and free of sand, blow holes, voids, and other Gators QA procedures provide the necessary basis for material COntrol, inspection, and control of the 09/24/2018 reinforcing in the defects. Provision shall be made for plastic cap to fit tightly and seal barred end on stressing side of anchor. Bear- veneer. workmanship expected by the Special Inspector. DATE MATERIALS: ing side of anchor casting shall have provision for plastic sleeve, which shall prevent moisture leaks into anchor Both wire and sheet-metal anchors shall extend into the veneer a minimum of 1W and shall have a minimum of 5/8" 18031-0057 casting or tendon sheathing., For wedge type anchorages, wedge grippers shall be designed to precluded prerria- WELDING: Reinforcing Bars ASTM A615, Grade 60, deformed bars, tare failure of prestressing steel due to notch or pinching effects under static and dynamic test.load conditions per mortar cover on the outeide face. 1) Welding shall conform to AWS D1.1 with Prequalified Welding Processes except as modified by AISC 360 sec- DCI PROJECT NUMBER Section 2.2.3, for low relaxation prestressing steel materials. Component parts from different manufacturers shall tion J2. Welders shalt be qualified in accordance with AWS 01.1 requirements. not be used without substantiating test data. 2) Use 70ksi strength, low-hydrogen type electrodes(E7018)or E71T as appropriate for the process selected, (4) Repair Tape: Conform to PTI Specification Section 3.2.5. 3) Welding of high strength anchor rods is prohibited unless approved by Engineer. 4) Welding of headed stud anchors shall be in accordance with AWS DLI Cha . Chapter 7"Stud Welding". (5) Anchor Care Grease caps an.d clear/translucent greased trumpets (or the zero void system by General Technolo- gies Incorporated (GTI)or approved equivalent)at the P-T anchors shall be used to provide watertight connections between the P-T sheathing and anchors. _ - . Otak a All axially loaded members shall be aligned vertically to allow for full transfer of the loads down to the post- TABLE 1705.3 , ,--•,,' .,.*:.:, . ,.:%, ERECTION: tensioned slab. SPECIAL INSPECTIONS REQUIRED SPECIAL INSPECTIONS AND TESTS OF CONCRETE CONSTRUCTION ....„,,,m&,... I,.,ar 1) Conform to AISC 360 Section M4'Erection" and AISC 303 Section 7"Erection". F1ELDCUTS AND NOTCHES i Field cuts and notches of any kind (including widening pre-punched holes) are NOT al- CONTINUOUS PER i C.:).DIC SPE- RIF2) Conform Conform to AISC 360 Chapter N"Quality Control and Quality Aesurance"and ABThe following Statement and Schedules of inspections are those Special Inspections and Tests that shall be per-C 303 Section 8. lowed in any structural cold-formed steel member without prior approval from SER. TYPE SPECIAL iN- CAL INSPEC- - - ,FERENCED OSSC OTAK ARCHITECTS, INC. formed for this project,. Special Inspectors shall reference these plans and OSSO Chapter 17 for all special in- STANDARD ENCE a. The Erector shall maintain detailed erection quality control procedures that ensure that the work is per- spEcTi ON T 10iN spection requirements 808 in accordance with these requirements and the Contract Documents, PERMANENT WALL BRACING_AND BRIDGING: Double flat strap or channel bridging as specified on the structural 808 SW THIRD AVE., SUITE 300 The owner shall retain an "approved agency" per OSSC 1703 to provide special inspections for this project. PORTLAND, OR 97204 3) Steel work shall be carried up true and plumb within the limits defined in AISC 303 Section 7.13. drawings shall be installed at 4%6" oc maximum unless noted otherwise, and adequately braced prior to loading studs. 1.iiiiipi?,,,:,, ,1 oir•ii.iffti.iii,viii.ii it,1-r'i.;.:33i-;:i .;;:ai a fa.:Ch_3:5, 7 .s1 1 MAIN 503.287.6825 1- C . . :,;,,,..,..,,,t,,,,,s.se,I. ,,:,,,,., .-..„,,,,J.,,,,,=6: - Y-- .„,. 1-,. 0,4 4) High strength bolting shall comply with the RCSC requirements including RCSC Section 7.2 'Required Testing", Bridging anchorage design to be based on All Steel Design" (mechanically braced) or "Sheathing Braced Design" per Special inspectors shall be qualified persons per OSS1704.21J:,,,,,3. p, :.:wp t. f.t . Submit copies of all Inspection reports to the VIAAAN,OTA-K,COM as applicable and AISC 360 Chapter J, Section M2.5 and Section N5.6. AISI 5211. Reference the floor framing plan notes for type of design used on that floor. Special inspection reports shall be provided on a weekly basis 5) Welding of HEADED STUD ANCHORS shall be in accordance with AWS D1.1 Chapter 7 Stud Welding Architect/Engineer and the Authority Having Jurisdiction for review. In addition to special inspection reports 2. " . ..td...n::::: ,.:+MA T.;,1,i, Y, 2.?:, - .. _ , s AG :3.6 6) Provide Headed(Shear)Stud Anchors welded through the metal deck to tops of beams denoted in plans. PRE-CONSTRUCTION MEETING: The contractor shall arrange a pre-construction meeting. The contractorand testssubmit reportand certificates noted in OSSC 1704.5 to the Authority Having Jurisdiction. Final ape- 17, ,1.1!:>,, 2 , SER, sub- Nita ie. iesUCTUitei . . el 7) The contractor shall provide temporary bracing and safety protection required by AISC 360 Section M4.2 and contractors involved virith the cold-formed steel work,mechanical,electrieal and plumbing subcontractors and representa- cial inspection reports will be required by each special inspection firm per OSSC 17042Ao.eiiiiina iiiiiiiiiie.t.. :1 in::;,..elelt 0 PROpe 4 AISC 303 Section 7.10 and 7.11. lives of the special inspection agency shall attend this meeting. STATEMENT OF SPECIAL INSpECTIONS: dc, ,,,,,::f,,,,,,,,,,i::, .,011-4e.k,MWrK,.Z k:RN,:rZ.1,..3„ 21.1.6 1908,5, 1,:30S,"1 C.• ini 496) 14G,I N k% 47 This statement of Special Inspections has been written with the understanding that the Building Official will: .*O., ,.0 74858PE PROTECTIVE COATING REQUIREMENTS: REINFQRCED UNIT MASONRY - Review and approve the qualifications of the Special Inspectors 4.ep,-,..- o,of5 fxn-HOPd i.P ,O,.(: -31F):3.3.8,8,1,3, .• x 1) SHOP PAINTING; Conform to A1SC 3.60 Section M3 and AISC 303 Section 6.5 unless otherwise specified by the - Monitor the special inspection activity on the project site to assure that Special inspectors are qualified ii•,::s:di,.'1-:ii,1--:-.',••,n,:',,M.tir,.,-,.-:z.i-i:-3W-,:>, ' 1.1.,.n project specifications. REFERENCE STANDARDS:Conform to: and performing their duty as state within this statement. & '‘.'W:,i,.;LE::3$. IA ... %)'?\,.:::,;.:ie• S M:'i ., X AC€318.Ch.4:5.3,5,4 1%14:2, I710.2. 131 G.3 - Review all Special Inspection Reports submitted to them by the Special Inspector ORE Oly i,..F=t,rf.,c:,:::..1 :-5, :0,1A-n-i.ir,";:.i.N:;. e: 2) INTERIOR STEEL: 1) OSSC Chapter 21 'Masonry." - Perform inspections as required by()SSC Section 110.3. i.sia,:tdmez'::O.'-;:o W:orlifqb.,, ,,p,.sfams „A SiRwl C 7".,": ‘95?,441 CP a. Unless noted otherwise, do not paint any of the steel surfaces meeting the following conditions: 2) ACI 530-11/ASCE 5-111TMS 402-11 ''Building Code Requirements for Masonry Structures.* Herein referenced eeiiiinei iiiiiseiel esieeiii. x .. A.S'TM cai 1:cno,io k, '9cH 23,i • Concealed by the interior building finishes, as MSJC. The following Special Inspections are applicable to this project: (e%!..,,,,,,,,, ,,.3 1:.,oncXrat.up the opr.vroZo A C.:1 3 18:' 5 e.:.5. r4ZY CNAtk\° • Fireproofed, • 3) AC-1530.1-11/ASCE 6-11/TMS 602-11 "Specification for Masonry Structures." Herein referenced as MSJC.1. - Special Inspections for Standard Buildings (per()SSC 1705.1) REQUIREDEXPIRES: 12-31-19 • Embedded in concrete, T. f-i,npf.,,KIK,Po::-='VO Wd ST,Uf.:r;Fi3 ,I2. - 4) ACI SP-66"ACI Detailing Manual"including ACI 315"Details and Detailing of Concrete Reinforcement." - Special Inspections for Seismic Resistance (per OSSC 1705,.1 i) REQUIRED 1 W.ie:. 191 3. STAMP • Specially prepared as a "faying surface"for Type-SC"slip-critical"connections including bolted connec- 0 X 1 i 5) ANSI/AWS D1.4"Structural Welding Code -Reinforcing Steel." - Testing for Seismic Resistance (per SSC 1705,12) REQUIRED .A.L,,,,,--. tions that form a part of the Seismic Force Resisting System governed by AISC 341 unless the coating - Special Inspections for Wind Resistance (per.OSSC 1705.10) REQUIRED ,4.,,,.: -me of sp,v:.ii.:-7),-J d.,, ,,1ACI 318:5.1•--.5.1.?. 1,2,1_0.1) la E SUBMITTALS: Conform to MSJC.1 Section 1.2. Submit shop drawings for review including: inp'percit%. .,,iP, ti:,:; -c;q11:,,,,,,. MaimMligi*O MIC) 0 ( 6 . conforms to requirements of the RCSC Bolt Specification and is approved by the Engineer co a s Ti, la, SPECIAL INSPECTION OF SHOP FABRICATED GRAVITY LOAD-BEARING MEMBERS AND ASSEMBLIES: • Welded; if area requires painting, do not paint until after weld inspections and non-destructive testing ti.eines:peer...ream(eye 'i;:: rorL°. I .1' 1 1 1) Masonry reinforcement, size,layout,and grade in accordance with plans. Special Inspection of shop fabricated Gravity Load Bearing Members & Assemblies shall be verified by the requirement if any,are satisfied. ii. ,-;..,ipr,-.- ...,s1-,g Ers --&- 3 -goiS X A CI al8. 1 a.20 2) Material certificates for all Steel Reinforcing, Anchors, Ties and Metal Accessories certifying compliance with Special Inspector as stated in Section 1704.2.5 which includes the following: i',.)r,:,':;,;.Zfl:::i .1- c__ Oa < .0 b. Interior steel, exposed to view, shall be painted with one coat of shop primer unless otherwise indicated in required strength, grade and ASTM standards. iiia. 1:t48r& p , : ti ..... . ti z• -$1.) X ., .AC1 :•`,1.& 18.184 3) Certification letters for masonry block and grout mix desgn certfyng compliance with required strength and re- • Prior to the start of fabrication: Special inspector(s), representing the Owner, shall visit the Fabrica- ennien .. the project specifications. Field touch-ups to match the finish coat or as otherwise indicated in the p•roject C a) • . so specifications, spective ASTM standards. tors shop(s)where the work is to be performed, and verifies that the Fabricator maintains detailed Fabrica- iii , Tn ,t (':W: Cl) '8 13 F_I U 1 i ... DrE ,1 4) Mix Designs for each Grout Mix indicating type and proportions of ingredients in compliance of Proportion Speci- lion and Quality Control procedures that provide a basis for inspection, control of workmanship, material con- .,...;r::::1,...1,:A.F1,..:1)( „.. 1.....0.1 I elee, fication. 0 cr) L 8 kg! 3) EXTERIOR STEEL: Exposed exterior steel shall be protected by either: trol, and fabricator's ability to conform to approved Construction Documents and referenced Standards. 11 WF,ly T)-'pi3. ':,oii,:;,,e.li., .i: iOV:h, C r cn c 5) Location of expansion and control joints. 0 U) a. Paint with an exterior multi coat system as per the project specifications, Field touch-up painting shall as per • Fabricator shall have available for Inspector's review, detailed procedures for material control that demon- ::,x,f ti--,Ir.P.i. P.g 0:' 5ni-:i:.:•-io cp ro.';',":- H111.= CDC° 5( •st' wi... 6) Product Information, ICC ESR Reports arid Material Certifications certifying compliance for all non-pre-approved easiine emene eie in iiir,K=v;3d- - A AL 31?3,f.:.2 - : Cl) ri:ff> : ,... the project specifications. strafes the fabricator s ability to maintain suitable records and procedures such that at any time during the neein are ,o.:rp-r,,;fFpn-tspo,r,..arA CO 12.: Post-Installed Anchors. is -... b. _Galvanizing: Unless protected with a paint.system, exposed ste•el (outside the building envelope)shall be hot fabrication process, the material specification, grade and applicable te.st reports for primary load-carrying a:eine:me:see ! , : e.e.5..,,,,;_ i , i ri -clipped galvanized, where noted on the plans or otherwise indicated by the finishes specified by the Archi- members,are capable of being determined. iii eniiiie tineeeie iiii,iiinie - : 2 ” s I I STRENGTH;The assumed compressive strength of the masonry assemblage,fm, is 1500 psi based on OSSC Section ei:A3.,:33',,'.0.: ifXqi-i.,..11.'i On- X 1Z1 318:6.1 1 - tact Apply field touch-ups per project specifications; " 2105.2.2.1.2 for concrete masonry and 2000 psi based on OSSC Section 2105.2.2.1.1 for clay masonry. ,;:l'ii /',F:3,-ft,N1:,'6r.'i ,..t•Ii,FiA., ! ..— = up - STRUCTURAL STEEL per.OSSC 1705.2.1 i cm 0 —0 o METAL ROOF AND FLOOR DECK MATERIALS: A qualified Special Inspector of an "approved agency" providing Quality Assurance (QA) Special Inspections for the TABLE 17052 project shali revievv and confirm the Fabricator and Erector's Quality Conte); (QC) procedures for completeness and REQUIRED VERIFICATION AND INSPECTION OF STEEL CONSTRUCTION CONSULTANT . REFERENCE STANDARDS: Conform to: 1) Conorete Masonry Upits: Confomi to ASTM C 90, Type-I (moisture controlled), medium weight (approx. 115 adequacy relative to AISC 360-10 Chapter N, A1SC 303-10 Code of Standard Practic•e, AVVS D1.1-2010 Structural 1) iCC Report ESR-1735 reissued tvlarch 2016 PCF) units, Provide 1900 psi compressive strength to achieve masonry assembly strength indicated above un- Weiding Code, and 2014 OSSC code requirements for the fabricator's scope of work. co 2) SDI-DDM-"Diaphragm Design tvlanual,4th Edition der STRENGTH. ei ar 3) ANSI/SDI NC-2010-"Standard for Noncomposite Steel Floor Deck" lei a ia LcTION TASKS i.,;()NTt N U OUS PER IODIC REFERE:NCED -STANDARD -IL% 4) ANSI/SDI RD-2010-"Standard for Steel Roof Deck" 2) Mortar: Conform to ASTM C270,Type S,and OSSC Section 2103.9"Modern' 33,5 CD Waiver of Special Inspection - Fabricator Approval Verification per OSSC Section 1704.2.5.1: Special Inspec- =5 5) ANSI/SDI C-2011 -"Standard for Composite Steel Floor Deck-Slabs" Sons at the Shop may be waived where Fabricator has been audited for Quaky Control by an approved inspection 1.filinteria ver6:::aticm of high- 1 ci-s 6) AISI S100-12-"North American Specification for the Design of Cold-Formed Steel Structure/ Members" 3) Grout: Conform to ASTM C476 and OSSC Section 2103.13 Proportion Specifications. Use fine grout except strength boR•52., nut.--,-,and A,aah.aTai CO 7) AWS D1.3:2008-"Structural Welding Code-Sheet Steel" coarse grout may be used where permitted by MSJC Table 1,19.1, agency and is currently registered or otherwise accepted by the Authority Having Jurisdiction (AHJ) to perform both e e Quality Control(QC) and Quality Assurance(QA)inspections, Fabricator is approved to perform fabrication without ii. eiiiiiiineeee eerie-en iii eerie,: Tr,0 Special Inspections and shall at the completion of fabrication provide a *Cedificate of Compliance' to the Authority iii ASTR:1-..i.t•iiIiititiciilli ai'io,,,,ecti.iileia in , ;:S A.S:'.;.--.55li-13. Sei..7ftgi A.3 3 r,Im.,AppIp.yet.,; fa 1 SUBMITTALS: Submit shop drawings to the Architect/Engineer for review. Shop drawings shall include material type, 4) Reinfercine Bars,: Conforrn to ASTM A615, Grade 60 deformed bars and OSSC Section 2103.14 unless noted the.:-:+5,:7„ ci.<..i.,‘,ri,.irig..vin o..:-.i .i- l.%..S.T M mat..,ar4.3:11n&ndzi t cp Having Jurisdiction stating that the work was performed in accordance with the approved Construction Documents. eerie design loads,diaphragm capacities,span layout by SSE,deek attachments, metal deck edge form design &calculations, otherwise. Lap Splices shall be as noted on plans. Fabrication shall be in accordance with MSJC.1 Section 2.7. E I and shoring requirements. Ail openings shall be indicated. Any alternate deck types and gages shall be submitted to the a QA Agency providing Special Inspections shall provide personnel meeting the minimum qualification re- ;;:, .. x, „ CJ = Architect/Engineer for review prior to fabrication and shall include a valid ICC evaluation report, calculations & shop 5) Joint feeinforcement Conform to ASTM A951 and OSSC Section 2103.14. quirements for Inspection and Nondestru•ctive Testin•g NDT per AISC 360-10 Section N4, 4-Pg. drawings(component design drawings)stamped by the SSE. . 2 tristion of iligh-Meni,i(iith bciftin.g: ,:::,3 36,,',-.. c.2.s.:3.; r Verity Fabricator and Erector QC Program per AISC 360-10 Section N2i Q.E en 6) Anchors,Ties and Accessories: Conform to OSSC Section 2103.14 and MSJC.1 Section 2.4D. 0 Ver :.i.... iiiri4-14,,:i-Ori% _ .X: z.i . PRE-CONSTRUCTION MEETING: The contractor shall arrange a pre-construction meeting for composite steel construe- o Inspection of welds arid bolts by both QC and QA personnel shall be per the Schedule of Special lion. The contractor, structural engineer-of-record, subcontractors involv.ed with the steel erection and placement of con- 7) Water: Shall be clean and potable. lions below, All provisions of AWS 01.1-2010 Structural Welding Code for statically loaded structures ii. e,,,,,,,meeil eni iiiiiiiiisei it'i:11::, -c 0 trete on composite floors work, and representatives of the special inspection agency shall attend this meeting. Agenda shalt apply. r,f,I,t'.V. t.-<:',K 3:.;::,:;!'cl:',:l:V,,'::;E,;M _ ,,,, 2 t 2 items include but are not limited to: 8) Admixtures:Admixtures shall not be used unless approved by SER. eilisere ,I71-3:3-287-‹* i.,fg,00::;,:-;-i,. F. E 1) Pour sequence: Pours should start over the joists and work towards the girders. 0 Nondestructive Testing(NDT)of welds: ii pieneseei se erieriiiiii inee -F 8 2) Construction Joint locations and details:dowel construction joins with#4 x 5s0"@ 18"cc unless noted otherwise 9) Pest-Installed And-ices in MASONRY: Reference the POST- INSTALLED ANCHORS section for applicable Post- • Non-Destructive Testing (NDT)of welded joints per AISC 360-10 NS.5. eiaiii iiiiisieni vt•iftio,,i ri-etz.r:- X , co a .c on the drawings,. Construction joints shall be located to fully load composite steel framing prior to achieving corn- Installed Anchors to Masonry. ii Risk Category for determination of extent of NDT per A1SC 360 N5 5b is noted in the Designeie•e eaaiiiiiniineeeanei rif,.*.• .2 :U posite action with the concrete. Criteria and Loads section of these General Requirements. 15 :§wi 3) Screed points shall be placed to achieve a uniform thickness of concrete over the deck. 10) S•econd-Hand Units: Shall not tie used unless approved by SER. • NOT performed shall be dociumented and reports shall identify the tested weld by piece mark 3.Ma.ena?verntit:.m:,>f stn..K.;!.i... ? 8 4) Bolts in shear plates at the end of composite wide flange framing shall be snug tight only prior to pouring con- and location of the piece. e a. •-• a, crete, Over-tightening the bolts can result in crowned floors and"banging bolts"after construction is completed. QUALITY ASSURANCE(fm=1500 psi): Conform to OSSC Section 2105"Quality Assurance".. •* For field work, the NDT report shall identify the tested weld by location in the structure, piece i, Er,c,4 0q50,...i?-;,0 :;. 1 1,kir, ,t. ;.: ,,,n 360-%1,S,F5E-:::_i,),r i'XiC; a c 19 mark and location of the piece. m. :4,,ir,:gs-tc,,0:iltrkErl -,". AiSC.,-3-i 0_••-• — .-- a MATERIAL: ASTM A653-SS Designation, Grade 33. Minimum yield strength shall be 33 ksi. Steel deck and accesso- 1) Mesanry Units:A letter of certification from the manufacturer of the units shall be provided to the SER prior to the o Additional Inspedion tasks per A1SC 360-10 Section N5.7. V. -<-3r,.. 3,-.!. .;,2..l3kaik;71:-i),3;t• i:'•:ri 1,:i.r.::,.frh",i il w Asim m.:).rd,s, Es ries shall be galvenized to G60 minimum in accordance with ASTM A653. delivery of the units to the jobsite to ensure the units comply with the compressive strength specified above and Sp.,i-t:,. : tiw*:.i,:,1', .x:=0 c0,1-n,;g::- ' X AriPials)(i,A5MI rN2',ecic:, ;1.y.a.il.r. S to 8 ASTM C 90. 0 Inspection for Composite Construction shall be done per AISC 360-10 Section N6, i:ee:lei...Lie-eine. gt e ay 15 TYPE: Deck shall be"Vercci"type as shown on the structural drawings based on 3-span, unshoted condition. Shoring is i: iiineeneenerieneite . L•••• required for conditions other than 3-span. To eliminate shoring, the contractor may choose to use a heavier gage deck 2) Mortar No mortar testing is required. p<OS. X E with approval by the SER POST-INSTALLED ANCHORS TO CONCRETE AND MASONRY: shall comply with OSSC Section 1703. lnspec- I— 8,§ . it,i,,:latEi7i(i.si!vorifi_o,iiibc)n f,.).f cc.i.j..formed tions shall be in accordance with the requirements set forth in the approved ICC Evaluation Report and as indicated 2 se ia 3) Qrsut A letter of certification from the supplier of the grout shall be provided to the SER prior to delivery of the ei deck: _co = by the design requirements specified on the drawings. Refer to the POST INSTALLED ANCHORS section of these INSTALLATION: Install deck in accordance with suppliers instructions and shop drawings. Attachments shall resist the grout to the jobsite to ensure that the grout complies with ASTM C 476, CC g S notes for anchors that are the basis of the design. Special inspector shall verify anchors are as specified in the POST ii. miesieseriii:M't,ii, -.,. .:• _ X L11 g.B uplift forces and the diaphragm shear forces shown on the drawings. Welding shall conform to AWS 01.3. Welders shall eve. have current Light Gage Certification. Minimum end lap shall be 2"centered over supports. Minimum bearing shalt be 2," DELIVERY. STORAGE AND HANDLING: Dellyeq, storage and handling of materials used for masonry construction INSTALLED ANCHORS section of these notes or as otherwise specified on the drawings, Substitutions require ap- e u 0- 7.,_ e Koval by the SER and require substantiating calculations and current 2014 OS.S.0 recognized ICC Evaluation Ser- S.Maeria veric, tion a'.,,H41 Mir ..e..8 shall be per MSJC,1. Section 1.7. vices (ES) Report Special Inspector shall document in their Special inspection Report compliance with each of the M8 te ii.-4:s: Ce„,c‘I....q, OPENINGS: Deck openings less than 6"do not require reinforcement. For larger openings, refer to typical details. elements required within the applicable ICC Evaluation Services(ES)Report. si eke:ewes neneeen es:en-sea l...) s•e SPECIAL INSPECTION: Special Inspections shall be performed per the "TESTS AND INSPECTIONS" section of the ..::;6 ,.10,scc.km A3.5,Ivid,TWicat,A0 co I ACCESSORIES: Deck manufacturer shall furnish shoring plans closure plates, ridge and valley plates,cant strips, sump STRUCTURAL GENERAL NOTES. pe,:,,,,.S:0,•-,:r,..:ii.rAt:;*d...:-i:ums:,i'M. A.W; ;.5., nle..ils Li-IE 45 PREFABRICATED CONSTRUCTION:All prefabricated construction shall conform to OSSC Section 1703. pans, flashing and all other light gage steel material required to complete the work. • ANCHORS. TIES AND CONNECTORS: Masonry anchors, ties and connectors shall be as specified on structural draw- Ate:0 wee ie QpNcRo.- .ESA,: Conform to notes this sheet for CAST-1N-PLACE CONCRETE and CONCRETE REINFORCEMENT. Inge Consult architectural drawings for masonry anchor ties not included on the structural drawings, Provide minimum 3500 psi concrete and WWF 6x6-W1.4xVV1.4 unless noted otherwise. Splice welded plain wire rein- SCHEDULES OF SPECIAL INSPECTIONS:, 6, 1,4H-.;.,..or.,,,,.„:1 tp„,t,ir,,,r1g. forcement per ACI 318 Section 25.5.4 or 12"minimum. EMBEDDED ITEMS: Embedded Items and Accessories shall be in accordance with MSJC Section 1.15 and installed in .i.. eiiiiiierie s -:,i an 0 s:p!.j-- cr;,,,0 mTABLE 1705.6 ,-::-Pi ilfip::k. CI_ accordance with MSJC.1 Section 3.3D. Position and Secure in place expansion joint material, anchors and other struc- Ln DECK FASTENING:Deck fastening noted on the drai.vings: tural and non-structural embedded items before placing grout, Contractor shall refer to structural, architectural, medlar& REQUIRED SPECIAL INSPECTIONS AND TESTS OF SOILS i.C,:foiri oa f,i..ol'.4 i:,:!11 pon- (Aitieikii,g,•:_ii:,,e-o-iiv•-,:ii, :i. et cal,electrical, plumbing, etc. and coordinate all embedded items. 00 COLD-FORMED STEEL FRAMING TYPE CONTINUOUS SPECIAL INSPECTION PERIODIC SPECIAL INSPEC- ,, iiireieee-iaii?.;': i'd,. X - A>'',,'.: D1.1 Ei• POST-INSTALLED ANCHORS to MASONRY: Anchor location, type,. diameter and embedment shall be as indicated onT1ON e- isiiiiiiirein iiiiiii:see ii x .. eeilei C.)--.1 C N.I , 11%•1;'. Lc) Csl REFERENCE STANDARDS: Conform to: drawings. Reference the POST INSTALLED ANCHORS section for applicable Post-Installed Anchor Adhesives. An- 1.V egfy materials below shatlow foundahons are co (1) A1S S100-12*North American Specification for the Design of Cold-Formed Steel Structural Members" chors shall be installed and inspected in strict accordance with the applicable 1CC-Evaluation S.ervice Report (ESR). adequate to,achieve the dezign bearing cepaei e (2) AIS S200-12'North American Standard for Cold Formed Steel Framing-General Provisions" Special inspection shall be per the TESTS and INSPECTIONS section. v. iiiisP3'---Pav•R.:.:iZ We'.6,.:, a Vorify excavatioas are extended to vow .., k.A.,1.3 el (3) AIS S210-07 "North American Standard for Cold Formed Steel Framing-Floor and Roof System Design" depth arid reach wow matehat LI.J is (4) A1S 5211107/S1-12"North American Standard for Cold Formed Steel Framing-Wall Stud Design" MASONRY REINFORCING STEEL: Masonry reinforcing shall be as noted on plans and shall be securely placed in ac- - mei.iiiiii:i..;..5, „..w,,, - X. AW 3 Di_'3 o_ 3,Pellorin tiessliceemn and testing of compact- (5) AIS 5212-07/S1-12"North American Standard for Cold Formed Steel Framing-Header Design” cordance with OSSC Sections 2104.1.1,2106, 2107 and MSJC Section 1.16. ed MI matertats - X ::2 '-:;1::..::ft.f",..:M..`c S'i•.,),-;., - (6) AIS S213-071S1-09"North American Standard for Cold Formed Steel Framing -Lateral Design" i - Z 4,%/wiry use of pmper materiels.densities and (7) AIS S214-12"North American Standard for Cold Formed Steel Framing-Truss Design" Bond beams with horizontal bar or bars shall be provided at 48 inches on center and at ail floor and roof lines and at the lie thicitnes.s during Wace,ment and.romper- X . i...veit:•io•ri ri v,,o.., 5'.,,ili-t.,,,ct:o,3n, .A:'::3 Y, ..'•:`,.V.•-1-:-Dii A.,AU.::il:',&Atm :?,.S.,2 I-- - (8) AIS S220-11 "North American Standard for Cold Formed Steel Framing-Nonstructural Members'? top of the wall. Provide a bond beam with horizontal bar or bars over all openings, and extend these bars 2i-0" past the tion of oorripacied Si 'iot'3., (9) AVVINC-Wall and Ceiling Standards"Sec.9.8"Exterior Steel Studs Wall Systems.' opening at each side, Provide a bar or bars vertically for the full height of the wall at each side of openingswall ends and 5,Prior to ptactitesent rsf corm-Wed fill,inspect -A, p..d,f,:;F::in.p., --: : ‹,,:-3,t i Z CI 0)AWS Dl..3"Structural Welding Code-Sheet Steel." intersections. Dowels to masonry walls shall be embedded a minimum of 1-6" or hooked into the supporting structure subgrade arid verily that'cite has been ve, ,. X fiiii;,:tti ii-,zi:a-<K,,ii'Wii..-tiii)iii nzii,i-, P 0 and be of the same size and spacing as wall reinforcing. Reinforcing steel shall be as specified under "MATERIALS' 4fed Prvearly . W.i'.iW.`:?a,.,d t% :,Z::, ,'i,,3?*,, •% X . AVIS DI 4,ACi 31=`3 SettOn 3.5.2 fmmes eii co•Itod$,,:etti,aiisni:t ti SUBMITTALS: Submit panelized wall shop drawings arid-Poor/roof framing shop drawings for review by the SER, Gen- Section. Provide corner bars to match the horizontal wall reinforcing at wall intersections. All bars shall be lapped a mini- wee ein ,f III (....) eral Contractor and Architect. Shop drawings shalt indicate member sizes,spacing, and materials; shop and field assem- mum 48 diameters or 1a6"minimum unless noted on the plans. iiiiii -:?: fK.1-c,,,,,I,,-::,,t • bly details and connections; type and location of welds and other fasteners; bridging and bridging anchorage. Submit ,n iiii,iie aiii:,,br,:,.F'3• t. X . ,A,,,S r3,..4,AC,.,:118 3x.1:.13;n 33.2 CD ct cf) LIU product data and proof of ICC approval for framing members and fasteners. LINTELS: Reinforced masonry lintels to be installed over all openings unless otherwise indicated on drawings. Do not ,•:, eeie eirriiii..=a,nee, .. • x AWf,;D1 4',Af..".; 31 f.::so.,, ,;,,n:,:. .,2 0 splicereinforcingreinforcing bars within lintels and maintain 8 inch bearing minimum on each side. Unless otherwise noted on the g plans,the minimum reinforcement for lintels in 8"masonry shall be as follows: 7..Inspedio2•of Steel frame ()in,die- i 0 0 ,tai!.7 for(-,Qmp-lionc 13: MATERIALS: CC Z Structural Sections 54, 68 and 97-mil;ASTM A653, SS Grade 50 or ASTM A1003 Grade 50, Min Fy=50 KSI (1) Openings up to 42 inches wide: (2)#4 at bottom web of 8 inch deep lintel. ii. iii,:eiiiiiiiiii ei,,r.,gi>,:',J.:,:17 .arlf,,,, X 0 (1-1 33 and 43-mil:ASTM A653, SS Grade 33, or ASTM A1003 Grade 33, Min Fy=33 1(51 _S1 (2) Openinos 42 to 78 inches wide: (2)#4 at bottom web of 16 inch deep lintel. i.r:g ...... Sheet Metal Screws Grabber or Buildex TEK-Self-Drilling,#10 screws unless noted otherwise on drawings; (3) °Peril:nes over 78 inches wide: Reinforce per drawings .. x I--- 1.7. ASTM C1513 or SER approved alternate •ii . iiiiiieneee cii ;,-:i,-. ', Fasteners to Steel Hilti X-U 0.157*Diameter Power Actuated Fasteners-ICC ESR-2269 CONSTRUCTION: Masonry shall be constructed in accordance with OSSC Section 2104 "Constructien", and MSJC.1 c.kniwcth:p. . X Ili Fasteners to Concrete Hilti X-U 0.157'Diameter Power Actuated Fasteners with W embedment-ICC ESR- Part 3"Execution." • W 2269 LI.. Liu, Z Weld fvlaterial E60XX electrodes confon-ning to AWS D1.3 COLD AND HOT WEATHER CONSTRUCTION: Cold and hot weather construction shall be in accordance with OSSC REQUIRED SPECIAL INSPECTIONS AND TESTS FOR COLD-FORMED STEEL LJ- W =MI Floor Diaphragm Fasteners Screws as indicated on the floor plan notes Section 2104_3 and 2104.4. I- 0 Metal Deck 9116"Verco Shallow Vercor Deck; ASTM A653 Grade 50, Fy=50 ksiTYPE CONTINUOUS SPECIAL INSPEC- PERIODIC SPECIAL IN- W (f) Grout 4000 psi, shall not contain chlorides or other chemical deleterious to track BLOCK PATTERN:: Use running bond unless noted. For stack bond,follow criteria in MSJC Section 1.11. TION SPECTION Cl) —' _...J GROUTED CELLS: Fill all cells with grout unless noted otherwise on plans. Minimum grouting spaces and construction 2.Pertodic Spot che°is{minimum of 30 percer14 ..-. GALVANIZED MATERIAL: Studs and track shall be galvanized in accordance with ASTM A653, G60, unless in contact shall be in accordance with MSJC Section 1.16 and MSJC.1 Section3.5. inspections for the fellowirtg: Member materiel,size.and coatihq - X with pressure treated wood. If in contact with pressure treated wood, use G90 or greater coatings. Fastenings not a. Et IQ shown on on the drawings shall be as recommended by the manufacturer. GROUT POUR HEIGHT: Grout Pour Height shall not exceed height specified in MSJC.1 Section 3i5C. b.Alignment,placement.condition ot mere- Masonry blocks shall be adequately braced to withstand fluid pressures of Grout Pour,see temporary bracing. ber..s si-4t meet the requirements of te - x (_)"Es'5 < , -,, SIZE AND PROFILE Cold-formed steel framing members shall be as specified by the Steel Stud Manufacturer's Associ- recken'Toleranceection below P . ation (S•SMA) ICC Evaluation Report ESR-3064P and of the size and profile as shown on the drawings. Alternate mem- GROUT LIFTS: Unless otherwise noted, Grout Lifts and pour height shall not exceed 5ft 4in, Grout Lifts shall not exceed cWell stud bridging and strongbeck instalia.eel .. %kJ x bers equivalent in shape, size, and strength by manufacturers not members of the Steel Stud Manufacturer's Association spacing of intemiediate reinforced bond beams, Grout Lifts exceeding 5ft 4in shall be approved by SER., 0 CD 1:t d.Comunbetas,screws&bolt si2e and shall be subject to review and approval by the Architect/Engineer. swing,welding operations and size - X REINFORCING COVER AND CLEARANCE REQUIREMENTS; Unless otherwise noted: Ill P-• (r) 3,Shop Fabrtated a$serneltes - el JOISTS: Provide C-shaped joists with stiffened flanges (S-sections in SSMA). Spans are assumed to be continuously sheathed at the top flange, A minimum 3-1/2'l bearing shall be provided at each end of each joist Add web stiffeners if Clear distance between parallel bars (and between adjacent pairs of lap spliced bars) shall be equal to the bar ei Wivre off-site prelebncation of assemblies moos,Spaciai Inspertor stiall review the Fabrication shop`o Quality control procedtioes for completeness and ad& • query retative to AIM'Code of Standard Practice..itiVitS D1.3 Structural Welding Cede-Sheet Steel and 0..t5SG 1704.2.6 code requirements,for the fabricators TITLE 'E bearing is less than 3-1/2', but no less than 1-1/2*. All joists must lae nraced laterally at each end by track or blocking. adjacent bar diameter(for bars greater than 48), and not less thani scopo of work. ui Joist bridging shall be a maximum 8a0"oc. 1) 1" at 8"and smaller block, cE 2) 2"at 10"block # DATE DESCRIPTION ie CONNECTORS and FASTENERS: Connectors shall be installed per the manufacturer's instructions. All screws shall be 3) 3"at 12"block. 3 9/24/18 IFC al r- snug with steel surface and screws shall penetrate into steel studs by a minimum of three exposed threads. Connections Clearance(clear space)between the block and the reinforcing shall be: O CVI shall not be stripped. Screws shall be installed a minimum of 3/8"from steel edges and no less than 3/4'. 0.c, spacing. 1) ati"at fine grout re Where connector straps connect two members, place one-half of the screws in each member. 2) W at course grout, L o (=, Masonry Cover(including grout and block wall)at masonry face exposed to earth or weather shall be: ce ctsi When fastening to steel, Powder Actuated Fasteners shall be installed a minimum of 1/2" from steel edges and with no 1) 1 1/2"minimum ei • ee - less than 1" oc. spacing, When fastening to concrete, Powder Actuated Fasteners shall be installed a minimum of 3" 2) 2"for bars#6 and larger. i -e from concrete edges and with no less than 4" o.c- spacing. Powder Actuated Fasteners shall not be used for hanging = aS75- applications, CONTROL AND EXPANSION.JOINTS: Reference Drawings for typical details of Masonry Control and Expansion Joints. ._ Location of control and expansion joints shall be approved by SER. Unless otherwise indicated on drawings, install con- . O . mo FULL-HEIGHT NON-LOAD-BEA.RING STUD WALLS: Full height stud walls shall be attached to concrete slabs above trol and expansion ioints at the following: 0 0 with deflection track to allow for differential vertical floor deflections under live loads. Maintain aa"gap between top of .i re studs and slab unless rioted otherwise on plan. (11 Continuous Walls:Vertical joints at the lesser of 1.5 times the wall height or 25 feet on center maximum. REVISIONS f21 Corners and Intersectino Walls: First vertical joint from the corner at lesser of 1.25 times the wall height or 16 feet. e MEMBER CONDITION: All structural cold-formed framing members must be in good condition. Damaged members, (3) Abrupt changes in wall height and wall thickness such as adjacent to columns or pilasters, 1 IK GM ,--• members with cracking in the steel at the bend radius locations, and members with significant red rusting or scaling of e DRAWN BY CHECK BY a) TEMPORARY BRACING: Contractor is responsible for all temporary bracing of masonry during construction, Reference cc the protective coating are unacceptable arid must be replaced, unless approved by the SER. Handling and lifting of pre- . fabricated panels shall not cause permanent distortion to any member or collateral material. Members not meeting toter- 'CONTRACTOR RESPONSIBILITIES"section for further information and requirements. 3 ISSUED FOR CONSTRUCTION ances listed below shall be replaced prior to loading. STATUS ERECTION and TOLERANCES: Axial load bearing cold-formed steel framing shall be erected true and plumb per the 09/24/2018 requirements and within the specified tolerances listed below. For purposes of this section, camber is defined as the de- DATE viation from straightness of a member or any portion of a member with respect to its major axis, and sweep is defined as the deviation from straightness of a member or any portion of a member with respect to its minor axis. 18031-0057 DCI PROJECT NUMBER • For axial toad bearing studs, out of plumbness and out of straightness (camber and sweep) shall not exceed 1/100015 of the member length, • For joists,out of straightness(camber and sweep)shall not exceed 1/1000th of the member length- . For track,camber shall not exceed 1/1000th of the member length. * Erect framing in accordance with manufacturer's instruction and shop drawings. S 1 s 03 . Studs shall seat into top and bottom tracks. The gap between the end of the stud and the web of the track shall not exceed 1/16"for axial load bearing studs. • Joists and end stiffeners shall be located directly over axial load bearing studs. The use of track as a load distri- bution member is not permitted. . • A B ØD 0 it ® .9 e 0 e 170.-10" C. IS 0:-.) 0 IV 0 III) cip Otak 10,-o. , 10...0" 10,-0. 10.-0" ,,, 10.-0" 10.-0" N 10'-0" 10.-0" 10.-0" 10.-0" 10.-0" 10.-0" 10.-0" 10.-0" 10.-0" N 10.-3" 1(y-T ._ . ..-. .-. .-. 7.: 77"- NN -...' .::- NN- - '-------' -•,-- lig) .0 9.-10" _-: - _r.-. 9.-4" 111. - - ,...a - OTAK ARCHITECTS, INC. I / I 3L6' I I _..,-.._4! I - .. 9.-6" ,..• - - - / - - - PROPERTY LINE ±._. tr.. - __ _ _ - _ 808 SW THIRD AVE., SUITE 300 - - - - S-0'. 29.-6" 32_1-0" PORTLAND, OR 97204 ' I I 1 - ..... I MAIN 503.287.6825 - - - I I .( I I I I I I - vv .OTAK.COM vvvv A A co ! ' 10 SHOTCRETE WALL 3-0 Wx16 D D'CONT FIG I E-9 ef$,D PRO4 14514 / , b / LAP REINF AT FTG I I I I 5.-0"Wx30"DP CON T FTG PER 7/54.00 14 &#4 @ 12"0C EF HOli1Z 16"0C TRANNTYP, UNO '1: I ‘--- / / CHANGE,TYP ,), 4. -r• 4.0 TYP AT EXT UNO / / / I I I 18"0C TRANSV&(T)#6T l I - I _ ! I I - - . Ell - - - -/- - - - / I LONGIT&#6T @ 12"0C I / I/ c? TRANSV I I ORE ON zo 0 4, 4 -Lc) / I b i (11) / F9.0F10.0 F11.0 F10.0 F10.0 ir ,_ - 1;;46,44k..itsily 23'0A291;14 - - - 1,it - _ ' - - - - 1 - , - • r r r 1 r -1 , b I 11,17 i EXPIRES: 12-31-19 /AI----....t7.0 I 1 1 I i I 0 ti , ,_ _.. ., .. . F,.. 1 I STAMP f 0 1 ,, I 1 _1 1,--d . I- - - - - .....!7L 01-' ... NMEMENii V1c) 8 < 3 t. n / / /---- / i , / .;:,'•.:' litil 7 "En .2°3 = / : L -I L _I L J 1:;i" (1) / 16.-0"Wx42"DP MA-FTGA la -- ti...........„.../ 1'-0"W THKND SLAB EDGE I I I S4.00 t:t1 I 0' k W/(32)#9 BOTT(Li.);(IN •' .), W/(2)#5B CONT _.„,-(2) ROWS)&(15)#) FOP 12"SHOTCRETE WALL Z? C a) • 0 ;..`,1 --173 18 i D !,li / i ' PER 4/S4.00,TYP i.; eor I LONGIT&#8 BOTT IA PER EL 'I -------„,........ cNJ 10 g 1(Zi CC 1 hi ::': 8 I . TOP@ 16"0C TRAI\EV I I I I I I I I 1 .,. / 9 `,; - cc) _ ,,) / in - '(n . 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Q. / c.. i o1,4"--o-0)- i! 1. ... _,-f-CJ PER 2/S4.00 (5)#76 LONGIT&#73 @ s'i _ 7'-''..,..:' 0, 1 / .1 - _ - - - - - - - .19 / I i I I F9.01141T/FTG --5'-O"1I .. •/ - 18"0C TRANSV&(5)#6T-/ -, .. 1 0 0 / // L J -""--"1-3 1/4" LONGIT&#6T @ 12"0C ::- •-% :''',Is 1 c? 8.-0" 8.-0" I I 1 TRANSV ,,• , ... ., I I I S 1 I I I I 1 I :-. 0,g• b ___ -. -..) - 7 I F10.0 - 14.'11 _ - / - ,-- 1 r _ „ . - - , , 1 - I ___ : ID ft - • L1)-- , II -7 15 ,',•_ __ 1 !L t 21 / ,/ (.3j J -.. ,' - / I 4.00 :-_ ,,, / b El / T/ELEV SLAB=-5.-D" _ 0 N. F11.0 TYP F11.0 F11.0 '"- •- . .:, r , 7 / / 9 _ (31 0 , T/FTG=-1.-0"TYP UNO r i I 11- 1 4111bur EXTEND SLAB ' 11 - )1 / / ---......F9.0 Zzr ' 1- •&),J I A -, 17.-4 5/8" / 9 1 , REINF BY Ld -3 -- co 1 L S4.00 : I INTO SLAB FTG I (9i.r) I T 'i•f 1 .4 I / L.: .. 1 , i ...: :•., J I I S I I I I I I ::.-- i I L 1 '' '" ./.7c...; 1_ _ _ - „.,.-k:;. _ L__ __ ___, - T : „-k. . ) Z - - „- ____ - L I -.-, , --- i 24"SQ CONC-COL 0-..,. // / i , t i PER 9S3.10 i -, NI / 1 r, 0 u c / a) F10.0 I 0,= I/ I 8 --,/ 7-------. /1 r- r i•x) L)--1---T I -•-- 7 / I - r q 5.1 1/4" 07 F1 0 -1 1 I A I r F11.0 i 24'SQ CONO COL PER 8/S3.1(1 TYP, UNO I I L . I J CJ TYP I I L I J I I L _J I I 1 •.-;;, I r ... 4 4.01 L7) . .=--5- 8 E •-- -8'2 *c ra 0:1 ci, = 0. - „ 1 / A II) 0 i --<, 24'SQ CONC COL /1 / r 1 L.31 F9.0 1 1 i 1 - ;11,7/t/ PER 9 S3.10 -1----. _ i -1 •-•. .,--.s. -.... "-- LO 1 a'0 L •-•--- I 't -I- I I I I I I - I I i, ,c- , rn L___ Ecl E iG 5 S L,f,1 1 41011 „ .,3-1. / / 1 r, 0 MI•?, --- ., -0 r•-• I- J '"' el / --'--, / :, , PER ARCH,TYP L J L _J L J 0 13 I .,. -1 b 101/2" q I - , --, I I I I?: / 7 I- F11.0 5" 2.0NC SLAB ON GRACE W/ I III #4 @ 160C EW •,- -• Z., c c PER PLAN NOTES i .',I - -; - Ly -I a_ 2'-2 3/4"-- ...j T/SLAB =0.-0" ' b c., 24 SO CONC COL I I I F1d.0 I F9.0 1 (NI r --1 I ec) PER 10/S3.10 r 7 0-I 4' ,,- A F9.0 1-5? II r 1 ;',,': co I I I_ .. I I I I I I I ES •),: I A LI 1 F11I 1 (3, ...,.2....-- .0 F11.0 ,, c., c,-) I '1-t:'•i, CFI A r 7 r 0-1 , M 771- I )Z.:)' . Z.,^ Z-;,)- '•,__. _ .,. co / q / ,- cn Z 0 C? ,-- L J ' • -6' 1 _ 6.-6 3/4" / ! _I CD 1, _ I I 1 L--v/- __1_1 ,1 1 V - - 0 - - ,I. - 03 - 8 i F7.0 1 B' 24"SQ CONC COL PER 10/S3.10 0-1;1 I Azzi, irW I I T/ELEV SLAB =-5.-0'Tho i-, 1 I II I I I 1 I .- ": .,; 34L7. q L J L _1 I 0 11.-3" 9 I /8"CMU WALL S4.00 N. 1 :, CD 0 _ _ , w,#5 VERT @32"0C c0-I ;.: '::1% - - ...., - - ,, A ......„, ,... _i z CTRD&(2)#4 HORIZ @ 1_ I I 1 I I I I I c„: A [ 9 o 29, , 48"0C,TYP .1., -cr I I -- --1 I r 1 I Fa_0/-T/FTG I=-2'4" r F9.0 •-, r F9.0 --) ..• .):, •., a) g . . , „__ ,, , ,„ , / , , . .. „..„. .. ., ,, ...., I , ,.._ .. ...;. _ ,. . _ @ , 0 rn< LL- IV - .. „..., - L.,:,,,,,,...„.„ S4.00 1 ii 17 - ) I I I- I , 1 , , b Cn i_-' _I S4.00 ' i -. ... I D' A ,_____ -,.: . . . 1 I .L. _....._3/4! _L I i L_ I I J I 14 I L I J .-t• tI- ' !, b csi w 1.1. w w > I iI 1 S4.01 I --, owl 1.-1 LLI 2'-9"Wx14"DP CONT FTG ' e. I 4 W/#5 T&B @16'0C . 1 ILLI CI) . I 9/S3.00 I _., TRANSV&(3)#56 r/ / / • • / • / / / / / • / - CO --:----- - i . • ,,, • LONGIT I Z V I 1 0 1 in 'LC 10'-0"Wx36"DP CONT FTG .... . W/(24)#7 LONGIT(LAY \ 12"SHOTCRETE WALL I Ce E< F-- IN (2) ROWS)&#7 @ PER EL 18"OC TRANSV BOT, & 12-8" 40.-0" 5.-0" 12 14 I 0 .__ . ,.. (30)#6 LONGIT(LAY IN S4.00 S4.00 I4C (2)ROWS)&#6 @ 12"0C CO TRANSV TOP CD Q ct A imam I,- 1--• co FOUNDATION PLAN NOTES: 8. CONTRACTOR TO VERIFY TOP OF CONCRETE(T/CONC)WALL ELEVATIONS ON ALL PARTIAL HEIGHT RETAINING TITLE 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND S1.01 THRU S1.03. cri WALLS. MAINTAIN TNVALL ELEVATION A MINIMUM OF 6*ABOVE FINISH GRADE. ? # DATE DESCRIPTION 7-z) 2. VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.ALL EXISTING DIMENSIONS = 9. MOISTURE PROOF ALL CONCRETE STEM AND BASEMENT WALLS PER ARCHITECT. ROOF A, 1 8/16/18 CHECK SHEET#1 co I SHALL BE FIELD VERIFIED. it RESPONSE E3 c., 10. STEEL STAIRS SHALL BE BIDDER-DESIGNED, UNO.APPLICABLE DESIGN REQUIREMENTS PER STRUCTURAL 1 3. CONTRACTOR SHALL LOCATE AND VERIFY THE FOLLOWING WITH OTHERS PRIOR TO POURING CONCRETE:ALL 3 9/24/18 IFC r-- GENERAL NOTES .0 CD DOOR OPENINGS IN FOUNDATION WALLS; DRAINS AND SLOPES; BLOCKOUTS FOR PLUMBING, SPRINKLERS AND • . LEVEL 5 A, c, gr cv) HVAC.ALL DUCTS, CHASES AND PIPES PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. 11. CONCRETE WALLS HAVE THE OPTION TO BE SHOTCRETE, PER STRUCTURAL GENERAL NOTES. SPREAD FOOTING SCHEDULE co, STAIR DETAILS AND GUARDRAILS PER ARCHITECTURAL DRAWINGS. co .-- 12. FOR PENETRATIONS THROUGH CONCRETE SHEAR WALLS, SEE 16/S4.00 FOR REINFORCING AROUND 1 PENETRATION. SIZE LEVEL 4 2 4. TOP OF SLAB (T/SLAB) ELEVATION ASSUMED 0.-0". FOR ACTUAL T/SLAB ELEVATION REFER TO CIVIL AND 'Mle' Cr) TYPE LENGTH WIDTH DEPTH REINFORCING ARCHITECTURAL DRAWINGS. PROVIDE 6 MIL VAPOR BARRIER BELOW SLAB AT INTERIOR SPACES. PROVIDE FREE-DRAINING GRANULAR FILL PER GEOTECH REPORT. TYPICAL DETAILS PER: F7.0 7.-0" 7.-0" 1.-6" (7)#6 B EW To- 0 F9.0 9.-0" 9.-0" 2-0" (11)#7 B EW LEVEL 3 As 0 1/S4.00 TYPICAL LAP SPLICE SCHEDULE 1r -I 5. TYPICAL TOP OF INTERIOR (T/INTERIOR) FOOTING ELEVATION =-1.-0", UNO.TYPICAL TOP OF EXTERIOR F10.0 10.-0" 10.-0" 2.-6" (10)#8 B EW (1) 2/S4.00 TYPICAL SLAB ON GRADE JOINT DETAILS WITH REINFORCING REVISIONS (T/EXTERIOR) FOOTING ELEVATIONS=-1.-0, UNO. F11.0 11.-0" 11.-0' 2.-6" (12)#8 B EW 3/S4.00 TYPICAL DEPRESSED SLAB DETAIL 6 4/S .00 TYPICAL As iL 6. ALL FOOTINGS AND SLABS TO BEAR ON SOIL IMPROVED BT RAMMED AGGREGATE PIERS PROVIDED BY 4THICKENED SLAB EDGE DETAIL LEVEL 2 IK GMqr 55/S4.00 TYPICAL STEP AT SLAB ON GRADE 0 GEOTECH FOUNDATION COMPANY-WEST.SUBGRADE PREPARATION,STRUCTURAL FILL, FOOTING DRAINS, DRAWN BY CHECK BY I cc 10/S4.00 TYPICAL STEPPED FOOTING AND OTHER REQUIREMENTS PER GEOTECH REPORT AS NOTED IN THE STRUCTURAL GENERAL NOTES. 11/S4.00 STANDARD HOOKS AND BAR BENDS ISSUED FOR CONSTRUCTION 12/S4.00 PLAN-TYPICAL CORNER REINFORCING AT CONCRETE WALLS LEVEL 1 As 7. CJ INDICATES CONTROL JOINT PER PLAN. STATUS NOTE: 09/24/2018 DARKENED LINES DESIGNATE DATE AREA OF WORK. 18031-0057 DCI PROJECT NUMBER S21401 ,„----,----.. LEVEL 01 FOUNDATION PLAN SCALE: 1/8"= 1-0" .,y) . • i A 0 D 0I ® F.9 0 170'-10" ® $ 0 I Thi Q Q.9 R 0 0 ,,�,,»:::< , . N '-0'' II '-0" II N II II " II N �f rt �- 10' Q" / 10'-0" N t 10'-0 .. 10' 0 .� 10 0 10' 0" 10'-0' 10' 0" 10' 0 _ 10' 0 __ 10' 0 _ 10' 0" ...,. 10'-0'' 10' 0" 10' Q 10' 3 10' 7 3'-6" 4' 9'-6" c' 9' 10° - 9' 4" OTAK ARCHITECTS, INC. I I T/tNALL I I I I 55.01 4 TYP 808 SW THIRD AVE., SUITE 300 1 " 54.01 PORTLAND, OR 97204 =T/SLAB I I I I I 2g-0 I I I I I I I I MAIN 503.287.6825 - - 1:10 14TB ♦♦♦+♦♦♦♦+♦ 14TB I S /CURB7 UCTUp� ♦♦ ♦♦ .:81S3.Q0 12"SHCTCRETE WALL 1TB PER ARCH 10"CONC CURB WI �R `''�1Z L ----, STAIR B L ♦♦♦♦♦♦♦♦j♦ PER 7/S4.00 i ������ � �/� I�..__ /� -- #5♦�♦�♦:♦�♦: #5 C 12"0C EW b �'047G14858 <1.0^ I I #5.14'-0" DIAD T&B I toC. 74s68PE 7 / - "\\/(2)#5 T&B T`fP / TYP EA CORNER ' - I - I - I �$ $ l L I - I - I - I - I - I - ! ;i r� I AROUND OPUG 01 1-- ♦J11 ( I I ,I- AROUND d (y ��0 e* QRE ON �� QT /i TYP ♦ - - �' - �,Q� H z3z PFJ - - ® Y CN / I I I I I ' - +♦+♦+♦♦♦+♦ l- EXPIRES: 12-31-19 ♦♦♦♦♦ SR3 r �� 1T +♦++♦ S4.01 ♦♦♦+♦ / 7 I r+1 2T ♦♦+♦+♦♦♦+♦ 12T 1T 1T STAMP - - - 1 - - L 4 - - - L_] - I ••♦♦�♦�♦♦ i 1L _1 I - I - rI I J - I - I - 17 I� - I - TYP - i0 ® E � x ♦♦♦♦♦♦♦♦♦♦ SR2 SR1 SR1 .......:<:..€ a F,:: Viio 0 Q s 6T _ SR1 1' SR1 6B ♦♦♦♦♦♦♦♦♦♦ 6BI .... ..... l'' 8T ♦♦♦♦♦ 12"SHOTCFETE WALL PER EL Will(11:5-• a U =a li ; ♦+♦�♦�♦�♦ g I I I I I - f,t C „ ♦♦♦♦♦ I i I I I I I I I ,.• o o rn oEr g a E cQ ♦j+j+j+�+� I 18"P T CONC SLAB I du "// ,:, l� Fa% a a s ♦♦+♦♦♦♦♦♦♦ - PER PLAN NOTES 11j - ri <_< civ 9 g ,3 cn O -1:.1 4 a "/ 1--- . ♦♦♦♦♦ T/SLAB PER ARCH „ r� __= v J •-•-+l 12 SHOTCRETE WALL ♦♦♦♦♦ _ PER EL ♦♦♦♦♦ .n.< ;« <«<<: » - - _ SR3 r , 2T 2T ♦♦♦+♦+♦+♦♦ 121 1T 1T `� � � a ti" / - - - - ♦♦♦�-♦� r r-r+-r► r�-r■ i - - i - - - i - - - 1 - N o U 8 1=o "`' SR1 13 I L1 J ♦♦♦ ♦♦♦♦ SR2 L-J SR1 L_JI I 4 rn d p 4T 3 - AI SR1 6B I ♦♦1♦♦♦♦♦♦♦ 6B Sl 'i- 55.00 ♦�♦�♦�♦�♦ CONSULTANT III +�♦�♦�♦�♦� © I I 1 9T s5.Q1 Zi m ♦♦♦♦♦ TRIM AT +♦♦♦♦ - - ` ""4 - 'R1 - / OPNG W/ _-_ - I♦♦;♦;++;�;♦ - - _ li 0 .0 c_,, i'_ n- - y W I I STD HOOK I - - �+♦•♦•♦♦ - -#5 x 4'-0' DIAG T&B °a° .. 1 m 2'-0° 4 TYP A 0:N : I •`:moi♦i♦i+i♦ i I I I I I I I `a A TYP ♦♦♦♦♦ A - - - - - ..... - rr- - - - - M.* - ♦� - N - - - - - - - ID ..,. _ I I �1 ' 2TE LEV A ,-- ,A4,,,,frr4 m E0 o SR3 �_ � �� l•♦� � ..�_ -� _ - � U c .. SR3 • I I +♦♦♦4,♦♦♦♦ - / I ♦♦♦♦��♦♦+♦ I _, 12T I I r_ , 1 T I I r !, 1T I ii0 w - .IIS -.., rt'►v ♦♦+♦� ♦♦♦♦ SR2 J i 4T - _ l2)#5 T&E TYP •♦,��♦,�♦ 6B SR2 L ' mLI 6 1. AROUND OPNGS ♦•+♦♦♦♦•♦• -11)8 _ 18"P-T CONC SLAB +♦♦++ TYP AT "'�,. / 40 m PER P'AN NOTES ♦♦♦♦+ o : CANOPY 4T I I I I `N` A «..:...,.,.,..,.., :::.::<::<,:> <:>:::<:;:.«<:> : »>r::<,. ♦�♦A♦�♦�♦ -.g 4 SR3 iffy 1 T SR3 1A ; +♦+<�♦+♦+♦ 20 d 3 56.01 `►.. / ''``` I 11 � I I I I I I I I I Y a S5.00 '�' °' 24"Sa CONC COL , 24'SQ CONC COL I.41 ♦♦�►��♦� 13T en I I I cv r � > 1 % � PER 9 S3.10 ( PER 9153.10 2T r=� / 1TB •♦ -♦♦♦ co 0 / ..,,„,.... i - I 24"SQ ONC COL I I ! /� 1T P SR2 6B IIIC • ♦♦♦� N PER 9/3,10 RS © © • ♦:♦:♦: POUR STRIP COL BELOW E c - / I I ♦♦+:♦ � � TYP, UNO � � 1:1:13'-6 6-o" + IIIIIIIIi C /• ( .' �+�. r 12T ( , 1T (j 1T G-u Z?f flii • I CO 8 �, ( SR1 ) - 5T1 - - - I m - / •:�:�:�:�:♦ 6B� SR2 SR2 SR2 - - �+ CIL / co ccil o �``"`.. �- I I I I 20 0. ♦:♦:♦:♦:+: oito 00 I-E 45 4T 24"SQ CONC COL / I II./ PER 10/S3.10 1 ♦♦♦♦♦ 1 1 I 1 I I 1 I 1 / ♦♦♦♦♦ sR4 err I A I E I 1 m = // / I 0 LP A I I A I I I 7B , , t- N -4- ® ♦♦♦♦♦ c ® 12T I SR2 I •�•�♦++ I `" I I 1 T I I I I I I � �' +♦♦♦♦♦♦♦♦♦ 1T I " I I ry c A' exp iI L�i4 ) ♦♦♦♦♦♦♦+♦ . r-'I SR1 L -J - _ W N rn 24:, .. / ' 10T i♦♦♦♦♦♦+.' L_J F t- co 24'SQ CONC COL / I 1 ♦�♦�♦�♦�♦� 6B SR 1 o PER 10/S3.10 j•�+j j•j+ 1T - 1T Z I I I I I - - ♦•�i♦i�♦� _ V."0.4".40% '*'0-- - - 1 - - - 1• 8 + . Ical L_.J SR2 L ! E 11121 I I ++♦♦♦♦�► 1 B' 1TB r• SR3 SR3 I I I / #5 x 4'-0" DIAG T&B I I I I I �^� 34, . .J ♦�♦♦+�♦�♦♦ ELEV B TYP EA �ORNER I ( O 1 ♦♦♦♦♦♦♦♦♦♦ a LL / / ;♦;♦;♦;♦;♦ N LLI Z ♦♦♦♦+ 0 (2)#5 T&E TYP G 29,,5,, / ...............4-......r...... i i ♦♦♦♦♦•+♦♦♦ AROUND OPNGS (-9 ctCt • . lowt, .�-,-+++♦♦♦,>++♦ I I" ,1' I - - I I I _ I 1 Q I Ce d UJ / L •♦•+•♦•♦•♦•♦''►++♦ 1T 1T 1T 0 < I= < N 3' ♦ ♦ SR1 L_J SR1 L--, J SR1 L- ' a �.' STAIR A Cn E 56.00 I I 7 I I I I I I I w E D' %' S5.01 I 4... - /�a -71 I J E vi SIMTYP 14 10"CONC CURB W/ loll J S6.00 rn S4.01 #5 C4) 12"0+;EW TOP REINFORCING SCHEDULE r1 9/S3.00 I 12"SHOTCRETE WALL 1TB CO H J PER EL 14TB I S Z MARK QUANTI REINFORCING LENGTH SPACING REMARKS Y:.t; .T. --- 1T c #7 12'-6" - I - I I 10 n J . 2T 14 #7 13'-6" - _ 39'-9" - n/ 1[4*;. 3T 8 #7 35'-0" - 100'-7" ii. 0 4T #7 9'-0" - W/STD HOOK ADDL "` a. a 5T #7 16-6" (10 - 6T 14 #7 8'-0" CDCD O 7T 8 #734.-0" 3\ - (.0 COv 8T - #7 _ 8'-0" 24" limi 9T - #7 8'-4' 24' W/STD HOOK ADDL MILD REINFORCING PLAN NOTES: 10T 7 #7 -207-6" - W!STD HOOK ADDL TITLE 1.STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER 51.01 THRU S1.03. 9. REINFORCING SHALL BE SUPPORTED TO MAINTAIN PROPER POSITION IN THE SLAB. z 11T 9 #7 36'-0" - W/STD HOOK ADDL A c) 12T 10 2 #7 21'-0" 24" ^1r ST2.VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 10. PROVIDE TYPICAL BOTTOM MAT REINFORCING EACH WAY OVER ENTIRE SLAB PER PLAN. # DATE DESCRIPTION �� LA 13T - #7 20'-0" 24" PIN POUR RIP ROOF 1 8/16/18 CHECK SHEET#1 3.VERIFY SLAB EXTENTS W/ARCH DRAWINGS. SLAB PENETRATIONS SHOWN ON PLAN ARE REPRESENTATIVE- 11. PROVIDE 3/4"CLEAR COVER FOR ALL TOP AND BOTTOM REINFORCING, EXCEPT AT TENDONS WITH RESPONSE N� 3 VERIFY LOCATION &DIMENSIONS W/MEP AND ARCH DRAWINGS. 1"TOP COVER, USE 1"TO ALIGN REINFORCING WITH TENDONS. 2 9/5/18 CHECK SHEET#2 N. BOTTOM REINFORCING SCHEDULE LEVELS RESPONSE 0 4. POST-TENSIONED TENDON LAYOUT SHALL BE PER POST-TENSIONED FRAMING PLAN. 12.CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR S- 3 9/24/18 IFC 8 MARK QUANTITY REINFORCING LENGTH SPACING REMARKS WALLS,WINDOW WASHING ANCHORS, ETC. �i 1B - #5 - 24" TYP BOT MAT 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. L 2B - #5 18'-0" 16" SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR 13.TYPICAL DETAILS PER: LEVEL 4 ?-17-) CONCRETE HAS REACHED SPECIFIED STRENGTH. 3 A. -5 3B 5 #5 12'-0" 24" 1.7t.4.00 - TYPICAL LAP-SPLICE SCHEDULE (73 4B 12 #5 13'-0" 24" CENTER ON CJ 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB AREAS SHOWN ON PLAN. 55.00&S5.01 TYPICAL POST-TENSIONED DETAILS LEVEL 3 of 5B 6 #5 21'-6" 12' S5.01 TYPICAL STUDRAIL DETAILS AT COLUMNS S- 6 6B 12 #5 15'-6" - - 7. COLUMN OR WALL OVER-POURS INTO POST-TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. 1/S5.00 TYPICAL SLAB OPENING REINFORCEMENT REVISIONS A ai 7B 16 #5 24'-0" 24" REMOVE ANY EXCESSIVE COLUMN OR WALL OVER-POURS PRIOR TO PLACING REINFORCING BARS AND POST- 6/S5.00 TYPICAL REINFORCING AT SLAB EDGE CORNERS i.� TENSIONED TENDONS. 15/S6.00 TYPICAL STAIR EMBED LEVEL 2 IK GM 8B 5 #5 8.-0" - DRAWN BY CHECK BY CD 9B 13 #6 25'-0" 9" 8. IT IS NOT PERMI 1 I ED TO INSTALL DRILL-IN ADHESIVE OR MECHANICAL ANCHORS,CUT OPENINGS IN OR CORE 10B 5 #8 36'-0" - WI STD HOOK ADDL THROUGH POST-TENSIONED SLAB WITHOUT PRIOR WRITTEN APPROVAL FROM THE STRUCTURAL ENGINEER LEVEL 1 ISSUED FOR CONSTRUCTION 11B - #7 30'-0" 12" OF RECORD.ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL 4' STATUS PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE '4 "'� "'� " A POST-TENSIONED SLAB PRIOR TO PLACING CONCRETE. NOTE: 09/24/2018 TOP AND BOTTOM REINFORCING SCHEDULE DARKENED LINES DESIGNATE DATE MARK QUANTITY REINFORCING LENGTH SPACING REMARKS AREA OF WORK. 18031-0057 1TB 2 #5 - - CON_, a PAT` T E: _ R_ © DCI PROJECT NUMBER 14T 2 #7 25'-0" - EMIN WALL 3 BED 40" . ii... NOTE: S2 . 02 1. REBAR LENGTH DOES NOT INCLUDE HOOK LENGTH. 3 LEVEL 02 MILD REINFORCING PLAN ;fil# " - - - - - - - - - - - SCALE: 1/8"= l'-0" A B 0 @ @ 0 0 0 F.9 0 co e 170'-10" 0 eS 0 0 IT 0 P Q Q.9* ® 0 Otak 10-0 10-0' 10-0" 10-0 10-0 1 u-o" N...__ 1 cy-a. 1(y-o" 1 cy-o" 10-0" 10-0' 10-0' 1 cy-0" 1 cy-0" 1 cy-0" 10'-3" 10'-7" i --; 1.. .ar -••• ^... •••• ..__.., .N;-- .... ___-,- 3'-6" , 9'-6" ' 0' 9'-10" 9'-4" OTAK ARCHITECTS, INC. I / I I I 808 SW THIRD AVE.,SUITE 300 7 -' . 2 TENDONS / 1 1 1 1 1 1 1 1 1 1 1 1 1 PORTLAND, OR 97204 MAIN 503.287.6825 - - 4' _ WIM,V,OTAK,COM A A 0 -pi -11' • A• • Y . .'' ..' , 4.9A3CTUPA I- ----1- STAIR B 1 46, .. 41,, • , ,;.., 7•4858PE -p- ,?. 1•4I -7 - - - - ,-- - ---:: --- '.. I •.: ,, 7 . ip ORE ON ,r, 9 13 [ 9 '' .< is) IS%44111c Se•il 9 , . 4 ti 1 Li-. w I - I (1 I ri I 1 1 _ - .. - r( Y CNAI" - ___ - - ....._ ..._ -.- sirt-tp‘ ' 40.10111110M10 .0 EXPIRES: 12-31-19 / It I I I I r 4 A .:.: ,.,.. , .-_.. ;41 - STAMP - - - / /-* -r---/ - ,- -1 „, 1 • -0 - ..-- -7 1-1 - - I ith _ 1 1 - I , „v,: s#44 I r- --, 1 I - I - I - I =7 it - 1 i 1 I :: 1 -..o - 1 0 0 I 4 I I CO I I [‘ ..,Ei L__J •$.•• 410 7 j L....J L-J (i): cc-7,,3 ;0 128,....... 1!-I 473 0 -g'gi c•Ni Lo D Fi E 4 a / 3 ...... =' - --.1- cp_ c-, --17) c) .. . co . 1 7---j 1 : -1 1 1 11 1 1 1 1 ED CV - CM fe 1 : i • 13 cs tri-.) LL c, 13 2: / '--- I t A .. , , ... .!. --'7-. -1;' :,. .,4 9 ADDL I' 15K/FT •I u 4 tetel N, ) I 18 PT CONC SLAB 'i T/S A B PER AR H ig 1 rik. I- 12 h E Hicz.-- WV) _.v.cv j el •Ii 2 " - !'' lig A 4 1111 I I I ;II I -..-i r 1 ,- 1 ,7 1 1 v . _ - - _:,-,- - - 1 1 _ - - 1 1 i. i - - [ 4 .: L i L L_...1 4 I H-J 9 A> 18"P-T CONC SLAB P ; " i i • I , A• I •z, 2 , , I.' . T/S A B.-ER A RIO Mi .:, 1 Afr , 0 I 1 , 1 I I I I I I I , ADDL I 1 , 4* 15K/FT ,l.i:,;:,::::....:.:i:.:.,....,,,._,:i..... ? CONSULTANT i -) V I Es_ 4. / _. ..,Ili _ _ _ - - _ CO LU 8, 1 1 191 i 11 1 14 1 I I 9, '4t0 1 I I I i I I lb L I • 4;4 taimial 3 1 <.T 1 9 = c LL-) A A! _ gii _ - _ _ - „ _ I AS, I I I _ I I 41....1: I I I Ec) ---." - '$-•;4•• -- ID ci . / 4 . ADDL 16K 8 1 } 3 il. V 1 I co CJ 1 . 1 I 1 1 ELEV A t cn o k CJ 91 1 1 APINOW 1 49' y , Iv4 • • I , „ 1 1 . , , J .:,:.._., -_, cen, % TENDON SUPPLIER T* LOCATE CJ WHERE 7 TENDONS ARE AT EL, SLAB MID-DEPTH E I L., = 2-E. ,-•- 1-k 2-g* 0 ›. "-42 - I 47 *r I t. J . 1 • - - 6 g.- ,it "5' 2 1 • -ICI (--) s'. \; 1 I / I 12 I ,i-t 1 -..... co CV - I 12 I i I I i . 1 6 i ' I I II • * I 8 ,4 3 101-1 j 7 1/2 .0 r, I I I I 41 -;§ gra, / I / c> cil, i .,..,.. -.-- g 1 I I I I A -Et- Atil , 4 1- IL ., „. -0 gi ."-" co---"%c• 1 .. cc.-r cst 1 1...1.,1,' 6 IrI cl,`"' '' ,,,,,- l***--..-s---I .. / I V - - I Li. 1 L-J 1c13:1 I I I I I I I I i ,, L70- E '') .0 ? a-8 0 .1). q 9 %4* POUR STRIP c\i I At. .,_cr / I .. •• I I I I I I I I I 6 r-, r- • Nt•tt r 11 o. - - - - -- - F 1 ,1 If CC 5 i - - _ -* - - - - - / / 1 1 M - - '1_ .d&&AL• ! i i . J___. , _. ,I W - - - - - - ,-- c2 u i"*----............... 4 111, ".... sNzi.. I / •? -4 r - :4. 1 _ 1 - '''',''''''''• .... : = , :„. ... I II/, , ff , , (pH , , / c., ,i- CN / i :---..At r ----co co I 3 41.• - 9 " 9 4, 4 ---, ,___ r... I cn cv --- co- I ',' ,,.. , - _ a_ 23/4 - 9 4 15 9 3 7 1/2 oD (.9 ca_ I II 4, a 1 1 1 ci 1 I I I !I• (., I I I 1; I I i c•-i 0) V Z LP co 4c) I .; co I I I I _ I I I I I •i• * 5 g - I CV f 1 1 r , ,.: A' 24,..8. / i I .r. _ L J LI- 45 CO / CO Cs4 1 in Lo 4*, A 1.1 0 -.5 --..- r 7 i 1 8 w I 1 1 1 1--- ------,............„, -.**,. . _ 1_,1 1 - - 1 i _ - r---- - .., /0 I L J L- J : Z B / . ---- ....................... I 1-• r 1 4 I • '-- ' I I 14 I I ‘,„ , I 90 V - I I I I I I I "•" „„. ---., - 0 34, 12 J ELEV B ,1„ 9 3 7 1/2 c) - CO -7' v• AIL 1 1 4 1 1 1 1 Z / ,. ,. eN WI LI_I •• - o i ---..." r 1 NI i - - c) • y . . 1, . F-- Lg ....._ Ali if,.-7,,..-'No:- I , -,,,- A 0. (f) : A 4 10*4 C's1 I I I ':' .('Ii) ci 0 3 ' Mr / L 4. 4 0 < 0.... 46_ . ,---- 1 LO r i r 1 ,,, - -...-e--- -- -4--, _ - - 1 -1- - _17 , 7' 1 - .., - Cr) L--I L ..J _ - L_ J - 7": :-i.' IIIIII 1CD 9 7 STAIR,A I 10 3 7 1/2 I I I I 0 I I I I 1 b _ I I I I I I I I I b Csl W D' UN. ryw I _., , LLI (2H,- 0,H. r.:, imill F.-' Lli --I .,, r I ,,, ,.? ---1 „.., Co F-< ,...t Z - .,•.,,,,:..? : . :.,:: . ! . .,.T.1,:i:!f-.ti -T. .,,,F:::;•::,,-.tii- i,,-. i,:,J,.;- ., ,!.'! •/... ..;.,,'?"7'''.'" *!:t*-",P>:,? .,..•14...„..:', I I " r 0 ... .... ... ... .... < (......) Ls) Lc) cr9 co cv (f) CD F-- POST-TENSIONED FRAMING PLAN NOTES: I- Ci") 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. 11. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THAN 1:6.TENDONS WITH HORIZONTAL SWEEP GREATER THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER-OF-RECORD FOR TENDON SPACING AND ADDITIONAL REINFORCING TITLE -E 2.VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. REQUIREMENTS PRIOR TO PLACING CONCRETE. a.)6 E 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 12. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST-TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. # DATE DESCRIPTION ENSCAPSULATON REQUIREMENTS PER STRUCTURAL, GENERAL NOTES, POST-TENSIONED SLAB IS DESIGNED FOR A FIRE ROOF 3 9/24/18 IFC co 1 t10-4' r-- 4.WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. RATING OF 3 HOURS. O CNJ 1 t--. 5. CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHOR1NG. SHORING PLACED 13.IXX Kin-I INDICATES EFFECTIVE PRE-STRESS FORCE(KIPS/FOOT)AFTER ALL LONG AND SHORT TERM LOSSES FOR LEVEL 5 .8 9 BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED DISTRIBUTED TENDONS. MAXIMUM SPACING IS 5'-0"0C *k ' 07, STRENGTH. co' 14. XX K INDICATES EFFECTIVE PRE-STRESS FORCE (KIPS/FOOT)AFTER ALL LONG AND SHORT TERM LOSSES FOR BANDED ti 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. TENDONS. LEVEL 4 *es ci) ft-5 XX 7. COLUMN OR WALL OVER-POURS INTO POST-TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. REMOVE 15. 1 INDICATES DIMENSIONL(INCHES) FROM THE BOTTOM OF THE SLAB SOFFIT TO THE CENTER OF THE POST-TENSION 7-0 ANY EXCESSIVE COLUMN OR WALL OYER-POURS PRIOR TO PLACING REINFORCING BARS AND POST-TENSIONED TENDONS. TENDON.TYPICAL DIMENSIONS ARE AS FOLLOWS UNO ON PLAN: LEVEL 3 8 10-As I ti 8. DO NOT INSTALL DRILL-IN ADHESIVE OR MECHANICAL ANCHORS IN THE POST-TENSIONED SLAB. DRILLING INTO POST- LOCATION DIMENSION REVISIONS TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED.ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS,CHASES, PIPES OR PIPE SUPPORTS, STRESSING & MID-DEPTH LEVEL 2_. *i IK GM CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST-TENSIONED SLAB PRIOR TO PLACING CONCRETE. ANCHOR ENDS OF SLAB DRAWN BY CHECK BY 1 r: 9,ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF OVER SUPPORTS 1 1/4' BELOW TOP OF SLAB LEVEL 1ISSUED FOR CONSTRUCTION RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. 90-4s STATUS AT MID-SPAN 1 1/2'ABOVE BOTTOM OF SLAB 10.TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF(2)TENDONS AT SLAB EDGES NOTE: 09/24/2018 PERPENDICULAR TO THE BANDED TENDONS ENDS BRFORE BANDED TENDONS ARE STRESSED. 16.TYPICAL DETAILS PER: DARKENED LINES DESIGNATE DATE AREA OF WORK. S5.00&S5.01 TYPICAL POST-TENSIONED DETAILS. 18031-0057 3 &4/S5.00 TYPICAL POST-TENSIONED ANCHOR DETAILS. DCI PROJECT NUMBER 1/S5.00 TYPICAL SLAB OPENING AT POST-TENSIONED FLOOR. 2/S5.00 TYPICAL SLAB TENDON PROFILE. 12/S5.00 TYPICAL POST-TENSIONED CONSTRUCTION JOINT DETAILS. S2 i 0 2A LEVEL 02 POST-TENSIONED FRAMING PLAN 0 ® ® co) (10 D oo F.9 Q 0 ® 17O10' ® 0 0 Imo P Q 0.9® (e) (f) Otak .,:.:,„„.,:,,,,.„„,.,:,„,„ •..!„„ „,::„„,,:.. ..,„,,,.:,,,:„ ..._::...;:„,,,,„.„,:,,:.,„:„.„,:::::„ .„„„„„,,,. 10'-0" , 10'-0" 10'-0" 10'-0" ,,- 10'-0" 10'-0" N 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-3" 10'-7" 3'-6"' 9' 6" 9' 10" 9' 4" - 4° -- N. 10° - - ..tDo Port OTAK ARCHITECTS, INC. 1 ..I I I I BW4 I 12"SHOTCRWALL BW4 BW3 808 SW THIRD AVE., SUITE 300 / PER 7/S4.00E-E PORTLAND, OR 97204 1 1 HSS4x4x1/4 HSS4x4x J4 I I I I I I I I I I 7 - MAIN 503.28T6825 MA I i I A A 0 lvtucru' / 4:1 STAIR B - t4 �� PROFFs< m BS 1 Ak S7.00 s�4.,�GI 8i cS'j� ... 74858PE 9 - - / U- ;-� = - - - - - - - - - - CQf . { .4. a BS-1 I I I � ORE ON m "' si,9�Rcrr za °�C�'►PyJQ4 -- - - - - - - - - - - - '1l�Y BS 1 0 a II EXPIRES: �-a�-1s 0 / h t STAMP - - - -U - - - - - - - - - - - - S - - - ® � J i :. I I 2t.) EC cle3 o � 8 iT- 12"SHDTCRETE WALL � , PER EI. ,: NUJni °' F' = a s a / I I 1 , C y-+ .V a 8 q �cn o 3 12"SHOTCRETE �/ALL ( I _ o � o � � (� � 9 o a FIRER EL / 4/ 8. BS-2 I1.7 '2 :t45j ; E A - - g V - I I cal.)- tL n: U O sb 11 S1 I I CONSULTANT 43 c; C BS-1 p �, °F - - . .�-. - - 1 � 1 - 0 to'5 ] - - I- - 1 N BS-1 ( ot- m I II EW BS-1I - - - - - - - - - - " -I I I S g ELEV A I w 18 U S7.00 III c� = / 1 2 I I m -'S e� � BS-1 i 11 / I BS-1 i/i - _ - _.. I BS-2 - - - - - - - - - - - .s J BS J } BS 2 i S BS-1 +'�{� / I I 8 / *4'. 0 0 . BS-1 St I BS-2 I BS-2 I m �. .. � =m. n 1 I m I 57.00 c ` s = / * r/ S7.00 i I I ar= BS-1 . BS-1 U 811/3f / 0/ BS-1 I 5 m I BS-1 j I 4 / 1 / �- 7fl a , . o h Ct - - - - 1 / _ - -I W o i / / BS-1 / a::! (� 41111 tea° I I I I / l 42' fi . _ _ _ _ _ _ - _ m �� z _ fl :7/1 o I I 8w I f , / I cssM1 I I © I - CO LP 0 81/1/ 2 1 I I 1 1 CNI 4 It 111411411%%* _ A A 24:8" / I , R3-\--/ --1V2 / o45 { I I I - 1 --15 � ` - - - - - - - - - 8 Z I I I ELEV B I i B' 3 I . I I I a- 34./" - J / 9 - _ - I - - - - I g o a 0 29,_6. , B2 I I z9Q .. ... I,- _ ,. ,.. 0 HSS4x4x1/4 - - - - - - - 9.5 �...,, �_ cuff _ I �� BS 1 I BS 1 i E Q STAIR A CO I- J CO W W BUNDLED STUDS SCHEDULE D' I I LL STUD TYPE (BS-1) (BS-2) 11 I J W STUD LEVEL NO. OF STUDS STUD SIZE NO. OF STUDS STUD SIZE CO F-- 5 (2) 600S200-43 (2) 600S250-97 - -: I . .. (1\ 12"SHOTCRETE WALL BW4 BW3 CeIQ-- i„- 4 (2) 600S250-43 (2) PER EL1.141( 0 3 (2) 600S250-68 (2) - 2 (2) 600S250-97 (2) 600S300-97 I 1,- u) NOTES: 1. ALL BUNDLED STUDS SHALL STACK VERTICALLY. STUD WALL PLAN NOTES: TITLE -E 3 oi 2. FASTEN STUD WEBS"BACK TO BACK"W/(2)#10 SCREW @ 24"OC UNO 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. # DATE DESCRIPTION Ts cr, STEEL STUD WALL SCHEDULE 2. ALL HEADERS AND BEAM SHALL BE SUPPORTED BY BUNDLED STUDS AS INDICATED ON PLAN THUS: BS-1 , ROOF'S 3 9/24/18 IFC O WHERE"1" INDICATES THE BUNDLED STUD TYPE PER SCHEDULE. O INTERIOR BEARING WALL BW1 INTERIOR BEARING WALL BW2 EXTERIOR BEARING WALL BW3 1 EXTERIOR NON-BEARING WALL BW4 to STUD LEVEL 3. BEARING STUDS TO BE CONTINUOUS TO POST-TENSIONED SLAB. LEVEL 5 9 STRONGBACK MAX. STRONGBACK MAX. STRONGBACK MAX. STRONGBACK MAX. 041P- As STUD &SPACING STUD SIZE STRONGBACK STUD &SPACING STUD SIZE STRONGBACK STUD &SPACING STUD SIZE STRONGBACK STUD&SPACING STUD SIZE STRONGBACK [4] SPACING [4] SPACING [4] SPACING [4] SPACING 4. BEARING WALL STUDS AND TRACKS SHALL BE PER PLAN. STUDS SHALL ALIGN WITH STUDS AT LEVELS ABOVE 1 AND BELOW.AT LOCATION WHERE METAL DECK RUNS PERPENDICULAR TO BEARING WALLS,ALIGN STUDS IN L ROOF 6005200-54 @ 60"0C - - 6005200-54 @ 60"0C - - 6005162-54 @ 24"0C SHEATHED - 6005162-43 @ 24"0C SHEATHED - LINE WITH METAL DECK FLUTES.ATTACH TRACKS PER 6/S7.00. LEVEL 4 , 4 600S200-54 @ 24"OC 600S162-68 9'-0" 600S162-43 @ 24"QC 600S162-68 18'-0' 600S162-54 @ 24"OC SHEATHED - 600S162-43 @ 24"OC SHEATHED - 5. INTERIOR &EXTERIOR BEARING WALL STUDS HAVE BEEN DESIGNED ON THE BASIS OF AN ALL STEEL o' Q (MECHANICALLY BRACED)DESIGN. BRIDGING AND ANCHORAGE SHALL BE PROVIDED PER 6/57.01. LEVEL 3 7- (Li 3 6005200-68 @ 24"0C 6005162-68 6,-0" 6005162-54 @ 24"0C 6005162-68 12'-0" 6005200-54 @ 24"0C SHEATHED - 6005200-43 @ 24"0C SHEATHED - 6. EXTERIOR NON-BEARING WALLS AND EXTERIOR BEARING WALLS ABOVE LEVEL 4 HAVE BEEN DESIGNED ON THE INDICATES LOCATION REVISIONS 6 BASIS OF SHEATHING BASED DESIGN ("SHEATHED"). PROVIDE 5/8"GYPSUM BOARD WITH#6 SCREWS @ 7"OC OF HOLD-DOW MINIMUM EACH SIDE OF WALL(ARCHITECTURAL REQUIREMENTS MAY GOVERN). LEVEL 2 IK GM LL 2 6005200-97 @ 24"0C 6005162-68 4'-0" 6005200-54 @ 24"OC 6005162-68 8'-0" 6005200-08 @ 24"OC SHEATHED - 6005200-43 @ 24"OC SHEATHED - DRAWN BY CHECK BY cc 7. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUDS SH. _ :- ; me l'.' D SI N D. OAD A D ISSUED FOR CONSTRUCTION STATUS NOTES: A SUBMITTAL REQUIREMENTS PER STRUCTURAL GENERAL NOTES ATTAC ME TS 'E" 8 7.10 : 11/S .00. LEVEL 1 1. BEARING WALL STEEL STUDS SHALL ALIGN VERTICALLY AT EVERY FLOOR.ADDITIONALLY, STUDS BELOW THE METAL DECK MUST ALIGN WITH THE LOW FLUTE OF THE METAL DECK. Q 8. LEVEL 5 STUD WALL PLAN ONLY,SS6 INDICATES SHEAR WALL PER SCHEDULE 1/S7.03 3 NATE: 09/24/2018 2. STUD ATTACHMENT TO TOP AND BOTTOM TRACK PER 6/S7.00.ANCHOR FOR WALLS TO BE SIMPSON 1/4'0 x 1 7/8"TITEN HD @ 6'-0"0C INTERIOR AND @ 24"0C EXTERIOR, UNO IN SHEAR WALL SCHEDULE. 9. TYPICAL DETAILS PER: DARKENED LINES DESIGNATE DATE 3. PROVIDE 600T250-118 TOP TRACK AND 600T150-(MATCH STUD GAUGE) BOTTOM TRACK AT ALL BEARING WALLS. PROVIDE 600T150-43 TOP AND BOTTOM TRACK AT ALL EXTERIOR NON-BEARING WALLS. AREA OF WORK. 18031-0057 6/S7.00 TYPICAL TOP AND BOTTOM TRACK DETAIL 4. PROVIDE FLAT STRAP BRIDGING PER 6/S7.01 WHERE STRONGBACKS ARE REQUIRED. SPACING OF BRIDGING ANCHORAGE(STRONGBACK)SHALL NOT EXCEED THE VALUES ON THE SCHEDULE. PROVIDE BRIDGING AT MID HEIGHT OF WALL ABOVE FINISHED FLOOR, 7/S7.00 TYPICAL TOP TRACK SPLICE DETAIL DCI PROJECT NUMBER TYP UNO. BRIDGING NOT REQUIRED AT"SHEATHED"WALLS. 6/S7.01 TYPICAL STEEL STUD BRIDGING 8/S7.01 TYPICAL BEARING/SHEAR WALL BRIDGING ANCHORAGE ELEVATION 15/S7.01 TYPICAL STEEL STUD WALL BRIDGING SPLICE DETAIL 18/S7.01 TYPICAL BUNDLED STUD DETAIL S2 ■ 023 LEVEL 02 STUD WALL PLAN (i77 N\, SCALE: 1/8"= 1'-0" % Otak ..,/,..„--.,-,,,, ,, . ....,,,,,,,:.:,., , _ , ,,,„, OTAK ARCHITECTS, INC. . 808 SW THIRD AVE., SUITE 300 PORTLAND, OR 97204 MAIN 503.287.6825 lVWW TA�:-COM Vcc-UG (J 5t'4" pPR04 < ptd GINF 'j0��' 74888PE 9 ..d I f C,e.f...... 0 0 C.3 D CO 0 ORE ON A Ca) IP ® 0 1111 A 1944 236Vii EXPIRES: 12-31-19 V_ II \I_ / / kr II \I - - - - - STAMP v � I � I I I I I 7......".: I I I I �'�' �I / � IQi _ F U 3 5 ( 1i / 6pp iv tUte? a, I' a .sQ a� a V g \ v E�2 ? SR4 } 82 >f 03 ! r. 1TB / r / ,' r. E 4T 1T C �r 11 o rn U CC 2 ill L.-, Ili :: Ilk E I I 13 I I ! ICO::- vN �"cr � o` -.1_,_. S�S� 4Tii: � 11 I ' � vJ_ Vis,» CD / - 2OwE II CCI 1 B20" P T CONC SLAB I - ' T � v o „Qa i.r PER PLAN N DTES . rn ti a U p€ - _ _ i T/SLAB PER ARCH „„>j -** CPCI al _ - / CONSULTANT 0 4IDI I I I I 0 Cc / I I 20" P-TI I LAB I / N I a PER P_AN NOTES crp W I r �� " `T/ SLA/3tPER F�RCH..:.,,,.,..,. / 274K ai . 1 ,i-4 11141I cj 12 1 /.4.. I i_ 1 , air,z. __ I © iII: ---, , �� 1 S C _ I _o / I \ _,:,,, \\ / -, -''',.. ...----I kimosivii,„ ki X456 .,. . cop� 24„� �,� .2 1/4 Y 8 1, c1I rfP tico�,cs 1 orly -t I I 1 I I ,;. I I �, Cl) Q)p'R FSA /r/ ( / /'/ 12 1/, I I .,"� ,\ : o J .c O. n w c 1 c @ Z 3 n2co•U O m t m O m il LL LEVEL 03 MILD REINFORCING PLAN LEVEL 03 POST-TENSIONED PLAN 2 a 5W cr: 0-ii-E°I Cl) MILD REINFORCING PLAN NOTES: POST-TENSIONED FRAMING PLAN NOTES: I.1-g 45 Z 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. 9. REINFORCING SHALL BE SUPPORTED TO MAINTAIN PROPER POSITION IN THE SLAB. 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. 11. HORIZONTAL SWEEP OF THE TENDONS SHALL NOT BE GREATER THAN 1:6.TENDONS WITH HORIZONTAL SWEEP GREATER W THAN 1:6 SHALL BE REVIEWED BY THE ENGINEER-OF-RECORD FOR TENDON SPACING AND ADDITIONAL REINFORCING 1 2.VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. 10. PROVIDE TYPICAL BOTTOM MAT REINFORCING EACH WAY OVER ENTIRE SLAB PER PLAN. 2.VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. REQUIREMENTS PRIOR TO PLACING CONCRETE. 1- m 3.VERIFY SLAB EXTENTS MARCH DRAWINGS. SLAB PENETRATIONS SHOWN ON PLAN ARE REPRESENTATIVE. 11. PROVIDE 3/4"CLEAR COVER FOR ALL TOP AND BOTTOM REINFORCING, EXCEPT AT TENDONS WITH 3. MILD REINFORCING BAR LAYOUT SHALL BE PER MILD REINFORCING PLAN. 12. PROVIDE FULLY ENCAPSULATED SYSTEM OF THE POST-TENSIONED TENDONS AND ANCHORS AT THIS LEVEL. , VERIFY LOCATION& DIMENSIONS W/MEP AND ARCH DRAWINGS. 1"TOP COVER, USE 1'TO ALIGN REINFORCING WITH TENDONS. ENSCAPSULATON REQUIREMENTS PER STRUCTURAL, GENERAL NOTES, POST-TENSIONED SLAB IS DESIGNED FOR A FIRE 0 c,-) 4.WALL DIMENSIONS, SLAB OPENING DIMENSIONS AND SECTION CUTS SHALL BE PER MILD REINFORCING PLAN. RATING OF 3 HOURS. 0.. 4. POST-TENSIONED TENDON LAYOUT SHALL BE PER POST-TENSIONED FRAMING PLAN. 12. CONTRACTOR TO COORDINATE EMBED PLATES REQUIRED FOR STAIRS, GUARDRAILS, INTERIOR AND EXTERIOR co o WALLS,WINDOW WASHING ANCHORS, ETC. 5.CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. SHORING PLACED 13.1)0(K/FTI INDICATES EFFECTIVE PRE-STRESS FORCE (KIPS/FOOT)AFTER ALL LONG AND SHORT TERM LOSSES FOR N 5.CONTRACTOR IS RESPONSIBLE FOR THE DESIGN AND STAGING OF ALL SHORING AND RESHORING. BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR CONCRETE HAS REACHED SPECIFIED DISTRIBUTED TENDONS. MAXIMUM SPACING IS 5'-0"OC Z SHORING PLACED BENEATH SLAB CLOSURE POURS SHALL NOT BE REMOVED UNTIL CLOSURE POUR 13.TYPICAL DETAILS PER: STRENGTH. CONCRETE HAS REACHED SPECIFIED STRENGTH. 14. XX K INDICATES EFFECTIVE PRE-STRESS FORCE (KIPS/FOOT)AFTER ALL LONG AND SHORT TERM LOSSES FOR BANDED n o 6/S4.00 TYPICAL LAP-SPLICE SCHEDULE 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. TENDONS. CJ 0 6. STRUCTURAL SLAB THICKNESS AND TOP OF STRUCTURAL SLAB ARE AS SHOWN ON PLAN. S5.00&S5.01 TYPICAL POST-TENSIONED DETAILS °- S5.01 TYPICAL STUDRAIL DETAILS AT COLUMNS 7.COLUMN OR WALL OVER-POURS INTO POST-TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2"MAXIMUM. REMOVE 15. 1 , INDICATES DIMENSION (INCHES) FROM THE BOTTOM OF THE SLAB SOFFIT TO THE CENTER OF THE POST-TENSION 7.COLUMN OR WALL OVER-POURS INTO POST-TENSIONED SLABS SHALL NOT BE GREATER THAN 1/2" MAXIMUM. 1/S5.00 TYPICAL SLAB OPENING REINFORCEMENT I '\ ANY EXCESSIVE COLUMN OR WALL OVER-POURS PRIOR TO PLACING REINFORCING BARS AND POST-TENSIONED TENDONS. TENDON.TYPICAL DIMENSIONS AREAS FOLLOWS UNO ON PLAN: REMOVE ANY EXCESSIVE COLUMN OR WALL OVER-POURS PRIOR TO PLACING REINFORCING BARS AND POST- 6/S5.00 TYPICAL REINFORCING AT SLAB EDGE CORNERS Ct TENSIONED TENDONS. 16/S6.00 TYPICAL STAIR EMBED 8. DO NOT INSTALL DRILL-IN ADHESIVE OR MECHANICAL ANCHORS IN THE POST-TENSIONED SLAB. DRILLING INTO POST- LOCATION DIMENSION TENSIONED SLAB WITHOUT APPROVAL FROM THE STRUCTURAL ENGINEER OF RECORD IS NOT PERMITTED.ALL BUILDING 8. IT IS NOT PERMITTED TO INSTALL DRILL-IN ADHESIVE OR MECHANICAL ANCHORS, CUT OPENINGS IN OR CORE SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, STRESSING & MID-DEPTH LL THROUGH POST-TENSIONED SLAB WITHOUT PRIOR WRI I I EN APPROVAL FROM THE STRUCTURAL ENGINEER CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE POST-TENSIONED SLAB PRIOR TO PLACING CONCRETE. ANCHOR ENDS OF SLAB Z OF RECORD.ALL BUILDING SYSTEMS: MECHANICAL, ELECTRICAL, PLUMBING, FIRE PROTECTION SHALL Ill PLACE DUCTS, CHASES, PIPES OR PIPE SUPPORTS, CONDUIT SLEEVES AND HANGER INSERTS, ETC INTO THE 9.ADDITIONAL SHAFTS MAY BE LOCATED AFTER THE SLAB IS POURED IF APPROVED BY THE STRUCTURAL ENGINEER OF OVER SUPPORTS 1 1/4" BELOW TOP OF SLAB LU POST-TENSIONED SLAB PRIOR TO PLACING CONCRETE. RECORD AND COORDINATED WITH THE GENERAL CONTRACTOR. ctCt AT MID-SPAN 1 1/2"ABOVE BOTTOM OF SLAB 10.TENDONS STRESSING SEQUENCE PER GENERAL NOTES. STRESS A MINIMUM OF(2)TENDONS AT SLAB EDGES a PERPENDICULAR TO THE BANDED TENDONS ENDS BRFORE BANDED TENDONS ARE STRESSED. 16.TYPICAL DETAILS PER: d .....„ TOP REINFORCING SCHEDULES5.00 &S5.01 TYPICAL POST-TENSIONED DETAILS. O Q �> MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 3 &4/S5.00 TYPICAL POST-TENSIONED ANCHOR DETAILS. 0 CO 1T 10 #7 12.-6" - 1/S5.00 TYPICAL SLAB OPENING AT POST-TENSIONED FLOOR. illill E- CD 2/S5.00 TYPICAL SLAB TENDON PROFILE. - _ 2T 14 #7 13'-6" - 12/S5.00 TYPICAL POST-TENSIONED CONSTRUCTION JOINT DETAILS. I- 3T 8 #7 35'-," A - W LL,I 4T 9 11 #79' 0" - W/STD HOOK ADDL � W „�"i 5T '7 #7 1 - J LLJ 6T 14 #7 8'-0' - W (J) -II 71 8 #7 34'-0" - H 8T - #7 8.-0" 24' CO 9T - #7 8'-0" 24" W/STD HOOK ADDL 10T 7 #7 20'-6" - W/STD HOOK ADDL CI 11T 9 #7 36'-0" - W/STD HOOK ADDL W , 12T 10 #7 21'-0" 24" 13T - #7 20'-0" 24" LAP IN POUR STRIP 11141( C) Ct iel 0 BOTTOM REINFORCING SCHEDULE H u) MARK QUANTITY REINFORCING LENGTH SPACING REMARKS 1B - #5 - 24" TYP BOT MAT TITLE E v 2B - #5 18'-0" 16" y� 02,4„./3\ 3B 5 #5 12'-0" ti1 4B 12 #5 13'-0" 24" CENTER ON CJ . # DATE DESCRIPTION ROOF 2 9/5/18 CHECK SHEET#2 E 5B 6 #5 2V-6" RESPONSE (NI 3 9/24/18 IFC 6B 12 #5 15'6" - 9 7B 16 A #5 24'-0" 24" LEVEL 5 1r o 8B #5 8'-0" #,A3 I 9B It #6 25'-0" �9" 10B "'5- #8 36'-0" - W/STD HOOK ADDL LEVEL 4 'v 11B - #7 30'-0" 12" LAP IN POUR STRIP C U LEVEL 3 A, O TOP AND BOTTOM REINFORCING SCHEDULE 0 REVISIONS hi MARK QUANTITY REINFORCING LENGTH SPACING REMARKS it LEVEL 2 4, IK GM 1TB 2 #5 - - CONT,TYP AT PERIMETERqv- w 14TB 2 #7 25'-0" - EMBED 40"IN WALL DRAWN BY CHECK BY LEVEL 1 ISSUED FOR CONSTRUCTION STATUS NOTE: 09/24/2018 . 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IT --,. ,: | | I , ~~ ��_ 3��y, U / �ry � � � ��N�l / | / | / � 3 / M� ~ - -_- ° � " �- »�°� -- -- -- -- ^ ' --- -- A .. �� u�.� / | } � ~ ^ ���� �° / A � �/vv� / | ~~�^=�w�~ \ I ;o g ���� ' ' ' �~ 9 ^a' ' - �o F-- / �� ' - - - - - - - . � � ��~° _ — ' _ — _ _ _ _ _ _ _ .' �� � ��, �� . � �� .� ^o H8S4x4x1/4~_ / | BS-1 | " __ «�~� / / �� �� �- `~~= ---- CO U � ��y�� - ~�~� co STAIR A ��r / � - . o U] LLJ . I r*BUNDLED STUDS SCHEDULE D' / I.L.� | | } / � - / \ / \ mm��� STUD TYPE (BS-1) �D�2/ / r- / ����� � � (/) _J l � / � STUD LEVEL NO. OFSTUDS STUD SIZE NO. OF STUDS STUD SIZE / ����k -` / �m��� / g__ �/��o\�,��^"^��^`Xj����.1��v`v���'*��'������/�' ��� �i���h; �±� ''����*�.�.! / `_ � M ��� ���� 5 (2) 600S200-43 (2) 600S250-97 | nv� �___� /1� \ 12^BHOTCRETEVVALL BW4 BW3 ���m� - PEREL �-��- ' 4 (2) 6005250'43 (2) - -..• ----- � � � . a��_ »~�� ��o ~� 3 (2) 600S250'68 (2) �^��N 0] ��� 2 (2) 600S250-97 (2) GU0S300-97 �____ 1--- " . ���� ��� NOTES: 1. ALL BUNDLED STUDS SHALL STACK VERTICALLY. STUD WALL PLAN NOTES: TITLE vi 2. FASTEN STUD WEBS"BACK TO BACK"NV(2)#1OSCREW KD24^OC UNO 1. STRUCTURAL GENERAL NOTES, DESIGN CR|TER|A,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1D3. E # DATE DESCRIPTION ROOF�/ STEEL STUD WALL SCHEDULE 2. ALL HEADERS AND BEAM SHALL BE SUPPORTED BY BUNDLED STUDS AS INDICATED ON PLAN THUS:EHBS-1 , 3 9/24/18 IFC r- A ~ 1 1 V ' INTERIOR BEARING WALL 8V1 INTERIOR BEARING WALL BW2 EXTERIOR BEARING WALL 8V3 EXTERIOR NON-BEARING WALL BW4 [� STUD LEVEL 1 3 8EAR|NOSTUDST� BECO�DNUOUSTOPO��TENS0�E�SLAB o STRONGBACK ��AX� STRONGBACK K8�X� STRONGBACK K�AX� 8TRONGBACK ��AX� LEVEL A, ' STU� &SPAC|NG STUDS|ZE STRONGBACK STUD 8�SPACING STUD SIZE STRONGBACK STUD�kSPACING STUD SIZE STRONGBACK STUD &SPACING STUD SIZE STRONGBACK '' c7, � � (4l ' SPAC|NG � � [4] � SPAC|NG [4) ' � SpAC|NG � [4] / SPACING4. BEARING VV4LLSTUDS AND TRACKS SHALL 8EPER PLAN. STUDS SHALL ALIGN VV|THSTUDS ATLEVELS ABOVE / AND BELOW.AT LOCATION WHERE METAL DECK RUNS PERPENDICULAR TO BEARING WALLS,ALIGN STUDS IN ROOF 600S200'54K060^0C -- -- 800S200'54@60^0C -- -- 8005162'54(4)24^0C SHEATHED -- 600S182'43(4)24^0C SHEATHED __ LINE WITH METAL DECK FLUTES.ATTACH TRACKS PER G/S7.00. LEVEL 4A� INDICATES LOCATION 5i75 C (NTER|OR8/E)O'ER|0RBEAR|NGVVALLSTUDSH/��REENDES|GNEDONTHE8AS|SOF�NALLSTEEL 4 GUOS20054��24^OC 600S1G2'88 S''0^ 6OOS�82'434P24^0C 600S1G2'S8 18''O^ 00OS7O2'54��24^OC SHEATHED -- 6O03lG%'43@y24^OC SHEATHED -- � OFHOLD'DOVV |� ' (MECHANICALLY DESIGN. BRIDGING SHALL PROVIDED PER 6/S7.01. �^ �� � /\ � LEVEL3 ~~ �� ~/ �� � ij 3 600S200-68@ 24"0C 600S162-68 6'-7 600S182-54@24^OC 6008162-68 12''0^ 600S200154@ 24"0C SHEATHED -- 600S200-43@ 24"0C SHEATHED -- O. EXTERIOR NON-BEARING WALLS AND EXTERIOR BEARING WALLS ABOVE LEVEL 4 HAVE BEEN DESIGNED ON THE REVISIONS BASIS OF SHEATHING BASED DESIGN("SHEATHED"). PROVIDE �^GYPSUM BOARD VV|TH#GSCREVVS��7^0C � 5/8". . |N| UK4 EACH SIDE OFVVALL�4RCH|TECTUR�LREOU|REENTS AY�OVER�) LEVEL2 Nr |K GM ^� 2 80OS2OO-97��24"DC S0OSlS2'SO 4'0 6UOS2U054��24^OC 8U0S1O2'8O O''0` 80OS2UU'S8��24^OC �HEATHEO -- GOOS2UU43��%4^0C 5HEATHED -- � q '5 DRAWN BY CHECK BY c� 7. ALL|NTER|0R NON-BEARING, NON-STRUCTURALVVALLSTUDSSHALLBE BIDDER DESIGNED. LOADSAND /\ � |83UEDFORCONGTRUCT|0N NOTES: /_rl SUBMITTAL REQUIREMENTS PER STRUCTURAL GENERAL NOTES.ATTACHMENTS PER 8/37.00& l�87.00. LEVEL 1 /\ �� '' STATUS 1. BEARINGVV�LLSTEELSTUDSSH/\LLAL\GNVERT|CALLYATEVERYADDITIONALLY, STUDS BELOWTHE METALDECK��USTAL|GNVV|TH THE LOWFLUTE OFTHE METALDECK� /n� FLOOR. ^--^ 8. LEVEL 5STUD VVALLPLAN ONL( SSS|ND|C/A-ESSHEAR WALL PER SCHEDULE 1/S7D3 NOTE' 09/24/2018 2STU�ATTACHyWENTT0TOPAN� BOTTO�WTRACKPER�S700ANCHORFORVV4LLST0BES|�WPSO� 1/4^0x1T0^T|TENHD(�G''O^OC|NTER|ORAN� ��2¢UCUN� |N3HEARVV�LL � � � EXTERIOR, SCHEDULE. 9. TYPICAL DETAILS PER: DARKENED LINES DESIGNATE DATE AREA OFWORK 3 PROV|DEGOO25O178TOPTRCKAN�60OT75O( /� HSU� OAUGE) BO| |OKXTRCKAALL8E�R|NGVVALLS. PROV|DEGOOT15O4�TOPAND8OTT(}KXTRACKATALLEXTER|0RNON'BEAR|NGVVALLS� 18O31�057 8/S7.00 TYPICAL TOP AND BO I OM TRACK DETAIL 7/S700 TYPICAL TOP TRACK SPLICE DETAIL DCI PROJECT NUMBER 4 PROVIDE FLAT PER�S7 01 WHERE STRONGBACKSARE REQUIRED. SPACING OF BRIDGING (STRONGBACK) SHALL NOT THE SCHEDULE. PROVIDE BRIDGING HEIGHT FINISHED FLOOR, � � � 6/S701 TYPICAL STEEL STUD BRIDGING UNO.TYP8R|DG|NGN0TRE{lU|REDAT^SHEATHED^VV�LLS � � 8/S7.01 TYPICAL BEARING/SHEAR WALL BRIDGING ANCHORAGE ELEVATION ' 15/S7.01 TYPICAL STEEL STUD WALL BRIDGING SPLICE DETAIL 18/S7.01 TYPICAL BUNDLED STUD DETAIL S2 . 03C LEVEL 03 STUD WALL PLAN SCALE: 1/8"= 1'-0^ ��w��' A B til ®B 0 2? Qo s e 0 ' ® P Q 0.9 I® 0 0 Otak " 10'-0" / 10'-0" 10'-0" 10'-0" / 10'-0" 10'-0" ,, 10'-0" 10`-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-3" 10'-7" "[ Y 111... - 7r [ Y_ _ ./ \ \ \ _ 3'-6 9,-6' 9'-10" 9'-4" --- 4.-...._...-- 10"-0,---4-- 3°CONC AVER 2'DPx1$GA - TYP OTAK ARCHITECTS, INC. I ( I I I I METAL DECK r 808 SW THIRD AVE., SUITE 300 S6.00 • .: * ' • 57.00 / HSS8x4x1/ I I ( I ( ( ( I T/ LA B PER ARC ( I I I PORTLAND, O MANN503O287.6825 _. - - - - VI M : :K - -i:n .v-:•ub.iC'.�..• •':.•:.' .•.. ,7::. ..SY'. r I I r -1 A A 401 0 \____ IN 3 • i 8IS3.`00 12"SHC�CRETE WALL ��� 1 • 'tRUCTU�9 5 PROP l / TA(RB I PER 7/S400 �� \it 1`�,G1Nr�F j0 /t 8 o o 490 I / I ` { m� 3M 7485t3PE -,-0.- 44i �'' ! S6.00 I I� w 9 / -' L i 1 I ■1' CFSB4 .r� i - - - r t-,r--- -- -- �J , - i - - II - II _ I� - Ii - r - i� - L� - r+ J -i i Cjii,,f,.. I/ v 0 m m m CO- m m m m m �f ORE ON �, 1 0 0 U I v v U v i i "' 'S/'94 Q gRcri 21 �,yVQ n o - - - � - ,I' - - 1 - - 1 - . 1 - - , T , - 1 - 1 - 1 - 1 - - - ' LE'Y CNP 6 1 //1 iL/ ( i EXPIRES: -31-19 a�/ v v i i _-__, CFS61 J I STAMP I _ _ - ,, - - - I - 1 - i -I I - I - i - I - I - r - - � �// I I , , 1 � !/ II I I II I I I t+� Lt1 Ei � moBI ' !t 12"SHO-CRETE WALLin ] �' 7017 S6.00 IPER EL _ �UIt ¢/1/41.1---4,-1 ,. /� ( I ( ) CFS B 1 C / // 4 ' 1/ I, I I . --- �+� 1A. O -� N MO -I �' o o LL co /1' 4. (-' // 12"SHOTCRE�E WALL m :} N in m t a£ /% 1. PER EL I I I Do, W I- tII' V � CFSB1 - -6 co e> m g3o U E / V, /! 6 i I I ` L __j ,,.: /{ r ,s-.;ad - ! -TYP m - - - 1 - i - - --r - - - - - rn a n V / 4 1J_ m I I i i i i i i i I i i .74 // �' S7.00 U I I 1 I I I I I I 1 I1 .} Ali , / Iw CONSULTANT / m� ii/ 1 S6.00 rnus t ffTYP .. m / V C) 1 / L__- CFSB1 ; el H. , . / !1J m m m m m ii m m m m m m m m C7� � I I §-3 I // C/ V L LCL- Iii LCL. I w LL LL LL w L� in c , U U U U U 0 UI UI (L., I UI UI UI UI bI it:, 'I� - I - - / - v - ' _ �_ -r - - - - - - - - - ID ,..... 4-1 � I TYP AT ELE A 4 k (l�� 'fr) ,; - , JAMBS 62 Z.7 16 m A 57.00 4 CFSB1 o L L---- 6"- ;:i. m o Mk COCO S6.00 / I U . L.L. TYP r---- - -1 1it /' / I I I I I I �• t /,se ! 1 1 � 2 Co c� / /1' c% 1 i i 1 CFSB1 C.) J J _" J - J L----3 J I �/' ! ' Ankm °/-3 m m m m ;-o- ff) m U L I I I UU1st 01 l l -1 Aglik i I- Cl = h i I i 1 i I 11 I I S7.00 II II m /!I // STL BEAM ( 1 I I I I I I I 1 8 m co /1' I I I ) TYP4111 - CFSB1 1 U S6.00 1 t---�// 57.00 r--- 1 z. /' �/ 1 I / � / TYP fl jQI 113 A Ia � '' `` I I I I I I I I I� I S7 00 " � � I ID / _ - - I!, - � - � - I t CFSB1 1 �' CC*g- 1 r� _ - - - - - - - - 1,1 1 1 i� - 1 �i - - 1_ I� •' tom'II - C U J - J - J - J - J J - J - - - - - - - WWF r 1 / �� _ f / ,/ Cfi / _ _ N N N N N N : g D Sg m m m m m m m c40 7:1 c •p / // 1 m m m m m m u) u) en u) v) po4;3 // LLtl / rbI I I UI LO U- U_0 i U , U r U U U U U I V/ // Sg Jr I 1 n n I i -i "1 1 '1 1 F C / // '� 1 I I ) I CF-7;:a ,��J// CF 85 1 I 11 1 I I I 1 I I CFSB1 r 1 _ / - '- . CFS m CV I `,`�`, I 1 1 :c Sg1�,, " Ic.i J t- m `..`,., CFS/ g� ��� I I, I I I I I I I CFSB1 I N ..� ..... ..(-) �y 1 1 1 1 I I 1 I __ _ J A'L1-3 24.8, / �`� ` I ` Cai ��"•. 14 o / Sg3 `�"``+,� S7.00 , m I Tri //A7k . , CF �I`0.. 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CONCRETE OVER METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. METAL DECK SHALL BE 3-SPAN TYPE MEMBERS ROOF A., 3 9124/1$ IFC � i MINIMUM. PROVIDE REINFORCING AS SHOWN IN PLAN AND DETAILS.ATTACH WITH BUILDEX 5 BX12 FASTENERS @ 12"OC(36/4 PATTERN)TO ALL DECK SUPPORTS AND BUTTON PUNCH SIDE LAPS @ 24'OC UNO. eN CFSB1 (2)800S200-68 0 5. BEAM AND HEADER SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. BEAMS TO BE UNPUNCHED LEVEL 5lir c7; UNO. CFSB2 (2)800S200-97 0 00 Ts 6. BEARING STUD, SHEAR WALL, HOLD-DOWN,AND POST BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. CFSB3 (2) 800S162-54 LEVEL 4 Ilit i tiS 7.CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM • a CFSB4 (2)800S250-97 :_ lisDUE TO CONSTRUCTION LOADS, INCLUDING BUT NOT LIMITED TO POURING OF CONCRETE SLABS. SEE STRUCTURAL LEVEL 3 C.) GENERAL NOTES FOR SUBMITTAL REQUIREMENTS. ! _' - . . _ CFSB5 (2) 1000S250-97 REVISIONS 8. - • • INDICATES 100PSF LIVE LOAD AREAS. I ai BOXED BEAM: LEVEL 2 qv- IK GM i 5 9.TYPICAL DETAILS PER: CFSB6 (2) 1200S162-68& DRAWN BY CHECK BY 600T200-54 T&B S7.00&S7.01 TYPICAL STEEL STUD DETAILS ISSUED FOR CONSTRUCTION 6/S7.00 TYPICAL TOP AND BOTTOM TRACK DETAIL SB1 HSS8x6x3/8 LEVEL 1 �• STATUS 7/S7.00 TYPICAL TRACK SPLICE - 1 15/S7.00 TYPICAL EXTERIOR WALL HEADER NOTE: 09/24/2018 12/S7.01 TYPICAL METAL DECK OPENING REINFORCING DARKENED LINES DESIGNATE DATE AREA OF WORK. 18031-0057 1 DCI PROJECT NUMBER S2 . 04 LEVEL 04 FRAMING PLAN ; �\ SCALE: 1/8"= 1'-0" A ® 0 S o OS 0 F.90 0 . 0 4 P Q.9® 0 „ ,,,,o,::.::,:0„:„0 ,;:„ e Otak E \ 3”CON • 1=R 2"DPx18GA OTAK ARCHITECTS, INC. Aigh 10 TYP AT METAL DECK 1 ! I I I 1 808 SW THIRD AVE.,SUITE 300 1 Ld PER S6.00 12"SFIOTCRETE WALL S6.00 WALL EVD PER PLAN NOTES PORTLAND, OR 97204 ! 1 I I (2)#5 x 10'-0" �� SCHED, TYP PE S4.00 m .<x . f TYP EA END I ( R!7/ I ,::::,:::,,,, ,,,,:,1, ,,=;.,,,,,,,,:-/:74,5 ,_ 1 I . 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BEARING STUD, SHEAR WALL, HOLD-DOWN,AND POST BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. LEVEL 2 1K SC -5 DRAWN BY CHECK BY w 7.CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM DUE TO CONSTRUCTION LOADS, INCLUDING BUT NOT LIMITED TO POURING OF CONCRETE SLABS. SEE STRUCTURAL LEVEL 1 ISSUED FOR CONSTRUCTION GENERAL NOTES FOR SUBMITTAL REQUIREMENTS. 4' STATUS 8.ALL REINFORCING CENTERED IN CONCRETE SLAB NOTE: 09/24/2018 DARKENED LINES DESIGNATE DATE 9.TYPICAL DETAILS PER: AREA OF WORK. 18031-0057 1 t 1 13/S6.00 TYPICAL METAL DECK OPENING REINFORCING DCI PROJECT NUMBER LEVEL 04 SLAB REINFORCING PLAN r' N'\ S2 . 04A SCALE: 1/8"= 1'-0" v /� CA) B O@D OO17U1O ® 0I� I P Q 09 R ® 0" ,„„.„.,,,„:„,,,,,,,,,,,:„.„,,,,,„,„., L,„„,„. 10'-0" i 10'-0" 10'-0" 10'-0" , 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-3" 10'-7" --_ _ - ..� 3'-6" 9'-6' 9'-10' 9'-4' JBV/31 OTAK ARCHITECTS, INC. 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FASTEN STUD WEBS"BACK TO BACK"W/(2)#10 SCREW @ 24"0C UNO 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. • # DATE DESCRIPTION To- ROOF3 9/24/18 IFC N. STEEL STUD WALL SCHEDULE 2. ALL HEADERS AND BEAM SHALL BE SUPPORTED BY BUNDLED STUDS AS INDICATED ON PLAN THUS:N-{BS-1 , q,' o(NI - WHERE "1" INDICATES THE BUNDLED STUD TYPE PER SCHEDULE. 1 o INTERIOR BEARING WALL BW1 INTERIOR BEARING WALL BW2 EXTERIOR BEARING WALL BW3 EXTERIOR NON-BEARING WALL BW4 LEVEL 5 q STUD LEVEL 3. BEARING STUDS TO BE CONTINUOUS TO POST-TENSIONED SLAB. 1r 07 STRONGBACK MAX. STRONGBACK MAX. STRONGBACK MAX. STRONGBACK MAX. INDICATES LOCATION co STUD&SPACING STUD SIZE STRONGBACK STUD&SPACING STUD SIZE STRONGBACK STUD &SPACING STUD SIZE STRONGBACK STUD&SPACING STUD SIZE STRONGBACK 4. BEARING WALL STUDS AND TRACKS SHALL BE PER PLAN. STUDS SHALL ALIGN WITH STUDS AT LEVELS ABOVE OF HOLD-DOWN- 1 i [4l SPACING [4] SPACING [4] SPACING [4] SPACING AND BELOW.AT LOCATION WHERE METAL DECK RUNS PERPENDICULAR TO BEARING WALLS,ALIGN STUDS IN LEVEL 4 `'' ROOF 6005200 54 @ 6Q"OC - - 6005200 54 @ 60"OC - - 6005162-54 @ 24"OC SHEATHED - 600S162-43 @ 24"OC SHEATHED - LINE WITH METAL DECK FLUTES.ATTACH TRACKS PER 6/S7.00. rc rc 5. INTERIOR& EXTERIOR BEARING WALL STUDS HAVE BEEN DESIGNED ON THE BASIS OF AN ALL STEEL LEVEL 3 0 4 6005200-54 @ 24"OC 6005162-68 9'-0" 6005162-43 @ 24"OC 6005162-68 1$'-0" 6005162-54 @ 24"OC SHEATHED - 6005162-43 @ 24"OC SHEATHED - (MECHANICALLY BRACED) DESIGN. BRIDGING AND ANCHORAGE SHALL BE PROVIDED PER 6/S7.01. q- �1 a REVISIONS 3 6005200-68 @ 24"OC 6005162-68 6.-0" 6005162-54 @ 24"0C 6005162-68 12'-0" 6005200-54 @ 24"0C SHEATHED - 6005200-43 @ 24"0C SHEATHED - 6. EXTERIOR NON-BEARING WALLS AND EXTERIOR BEARING WALLS ABOVE LEVEL 4 HAVE BEEN DESIGNED ON THE L LE BASIS OF SHEATHING BASED DESIGN ("SHEATHED"). PROVIDE 5/8"GYPSUM BOARD WITH#6 SCREWS @ 7"0C LEVEL 2 A IK GM MINIMUM EACH SIDE OF WALL(ARCHITECTURAL REQUIREMENTS MAY GOVERN). DRAWN BY CHECK BY cc 2 6005200-97 @ 24"OC 6005162-68 4'-0" 6005200-54 @ 24"OC 6005162-68 8'-0" 6005200-68 @ 24"00 SHEATHED - 6005200 43 @ 24"OC SHEATHED - 7. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUDS SHALL BE BIDDER DESIGNED. LOADS AND LEVEL 1 ISSUED FOR CONSTRUCTION NOTES: / ' \ SUBMI I I AL REQUIREMENTS PER STRUCTURAL GENERAL NOTES.ATTACHMENTS PER 8/S7.00&10/S7.00. q' STATUS 1. BEARING WALL STEEL STUDS SHALL ALIGN VERTICALLY AT EVERY FLOOR.ADDITIONALLY,STUDS BELOW THE METAL DECK MUST ALIGN WITH THE LOW FLUTE OF THE METAL DECK. 8. LEVEL 5 STUD WALL PLAN ONLY,SS6 INDICATES SHEAR WALL PER SCHEDULE 1/S7.03 NOTE: 09/24/2018 2.STUD ATTACHMENT TO TOP AND BOTTOM TRACK PER 6/S7.00.ANCHOR FOR WALLS TO BE SIMPSON 1/4"0 x 1 7/8"TITEN HD @ 6'-0"OC INTERIOR AND @ 24"OC EXTERIOR, UNO IN SHEAR WALL SCHEDULE. 9. TYPICAL DETAILS PER: DARKENED LINES DESIGNATE DATE AREA OF WORK. 18031-0057 3. PROVIDE 600T250-118 TOP TRACK AND 600T150-(MATCH STUD GAUGE) BOTTOM TRACK AT ALL BEARING WALLS. PROVIDE 600T150-43 TOP AND BOTTOM TRACK AT ALL EXTERIOR NON-BEARING WALLS. 6/S7.00 TYPICAL TOP AND BOTTOM TRACK DETAIL DCI PROJECT NUMBER 7/S7.00 TYPICAL TOP TRACK SPLICE DETAIL 4. PROVIDE FLAT STRAP BRIDGING PER 6/S7.01 WHERE STRONGBACKS ARE REQUIRED. SPACING OF BRIDGING ANCHORAGE (STRONGBACK) SHALL NOT EXCEED THE VALUES ON THE SCHEDULE. PROVIDE BRIDGING AT MID HEIGHT OF WALL ABOVE FINISHED FLOOR, 6/S7.01 TYPICAL STEEL STUD BRIDGING TYP UNO. BRIDGING NOT REQUIRED AT'SHEATHED'WALLS. 8/S7.01 TYPICAL BEARING/SHEAR WALL BRIDGING ANCHORAGE ELEVATION 15/S7.01 TYPICAL STEEL STUD WALL BRIDGING SPLICE DETAIL 18/S7.01 TYPICAL BUNDLED STUD DETAIL S2 a 04 3 :.,LEVEL 04 STUD WALL PLAN �'�\ SCALE: 1/8'=1'-0" \., i/ Ok B ® IP D OOF9O al '� P Q 0.9® ° 10'-0" / 10'-d" 10'-0" 10'-0" / 1 d'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0" 10'-0' 10'-0" 10'-0" 10'-0" 10'-3" 10'-7" .it 3"CONC W, #4(4424'OC EW Alk OTAK ARCHITNC. I / I I I I I OVER 2"Df'x18GA METAL 808 SW THIRD AVE., 300 • S6.00 DECK S7.00 I I PER PLAN NOTES PORTLA204 HSS8x4x1/¢1 I I I I I #''»> I I I I MAIN825 - - , ----- -� r r I r �1 r - L -I--- - ---- �) r -r I r r r I r 1 A 1 1 . ,, CS) CID 1 8 I I 8/53.Oo 1 I €1 / sTArR-f3 '�'.'. X s6.00 �I ;� � 5OtotetucptTR0:14e: A / _ �' ., GtNE. c .. I /�' I ;� . . ' � I �w ((/-74858PE 19 O / I i I I CFSB4 AO P - 1 ' (-rr=--_ --- - --�-= C - , - �� - „ - -J J. 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BEAM AND HEADER SUPPORTS PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. BEAMS TO BE UNPUNCHED TYPE MEMBERS LEVEL 5gir C7) UNO. co I CFSB1 (2) 800S200-68 L 6. BEARING STUD, SHEAR WALL, HOLD-DOWN,AND POST BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. LEVEL 4 7.CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM C CF5B2 (21800S200 97 Ctl DUE TO CONSTRUCTION LOADS, INCLUDING BUT NOT LIMITED TO POURING OF CONCRETE SLABS. SEE STRUCTURAL LEVEL 3 `', GENERAL NOTES FOR SUBMITTAL REQUIREMENTS. CFSB3 (2) 8005162-54 v - - - - REVISIONS 8. - • - INDICATES 100PSF LIVE LOAD AREAS. CFSB4 (2)800S250-97 LEVEL 2 A IK GM 9.TYPICAL DETAILS PER: CFSB5 (2) 1000S250-97 DRAWN BY CHECK BY S7.00&57.01 TYPICAL STEEL STUD DETAILS ISSUED FOR CONSTRUCTION 6/S7.00 TYPICAL TOP AND BO I I OM TRACK DETAIL BOXED BEAM: LEVEL 1 , STATUS 7/S7.00 TYPICAL TRACK SPLICE CFSB6 (2) 1200S162-68& 15/S7.00 TYPICAL EXTERIOR WALL HEADER 600T200-54 T&B NOTE: 09/24/2018 12/S7.01 TYPICAL METAL DECK OPENING REINFORCING SB1 HSS8x6x3/8 DARKENED LINES DESIGNATE DATE _ AREA OF WORK. 18031-0057 DCI PROJECT NUMBER S2105 LEVEL 05 FRAMING PLAN 741.--`'' ,, SCALE: 1/8"= 1'-0" A B ® (a * 0 0 CS)EFD F.9 QQ Q Q 1 � © P Q Q.9 Cl")" Otak ,.:,:,,,„:„:::::;;:i0:54 ,,,,,,,,,::::::,00t,,,00""0 v11,.., 3"CONC 4 24"4 W OTAK ARCHITECTS, INC. Alk 10 TYP AT OVER 2".' . :G A TA I I I I I I 808 SW THIRD AVE., SUITE 300 Ld PER 56.00 S6.00 WALL END D CK ;, I ( (2}#5 x 10'-0" PER PL j N NOTES >? 1101 PORTLAND, OR 97204 - - ! 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STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. I I-- Ln o LEVEL 5 92.VERIFY ALL DIMENSIONS AND ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS. ' M O co I 3.ALL DUCTS, CHASES AND PIPES SHALL BE PER MECHANICAL, PLUMBING, ELECTRICAL AND SPRINKLER DRAWINGS. I LEVEL 4 qlr S' 4.CONCRETE OVER METAL DECK PER PLAN AND STRUCTURAL GENERAL NOTES. PROVIDE REINFORCING AS SHOWN IN PLAN AND DETAILS. METAL DECK FASTENING PER FLOOR FRAMING PLAN FOR THIS FLOOR. ra oLEVEL 3 4 Li' 5. BEAMS AND HEADERS PER FLOOR FRAMING PLAN FOR THIS FLOOR. REVISIONS io 6. BEARING STUD, SHEAR WALL, HOLD-DOWN,AND POST BELOW PER STUD AND SHEAR WALL PLAN ON FLOOR BELOW. LEVEL 2 A., IK SC LL lie a> 7.CONTRACTOR IS RESPONSIBLE FOR ALL TEMPORARY SHORING AND ALL TEMPORARY BRACING/STABILITY OF SYSTEM DRAWN BY CHECK BY cc DUE TO CONSTRUCTION LOADS, INCLUDING BUT NOT LIMITED TO POURING OF CONCRETE SLABS. SEE STRUCTURAL ISSUED FOR CONSTRUCTION GENERAL NOTES FOR SUBMITTAL REQUIREMENTS. LEVEL 1 1 STATUS 8.ALL REINFORCING CENTERED IN CONCRETE SLAB NOTE 09/24/2018 9.TYPICAL DETAILS PER: DARKENED LINES DESIGNATE DATE AREA OF WORK. 18031-0057 \ 13/S6.00 TYPICAL METAL DECK OPENING REINFORCING DCI PROJECT NUMBER S2 05A LEVEL 05 SLAB REINFORCING PLAN f'� ::SCALE: 1/8”= 1'-0" �, i—‘ , A B 0 S ® 0 31 0 F.9 e co e 170'-10" s e © ' '© P Q @ R ® CID Otak 10'-0" / 10'-0" i0-0" 10'-0" „. 10-0 10'-0" N7 10'-0" 10'-0' l0-O' l0-0 10'-0" l0'-O' .,...;: 10-0' 10-0' 10'-O' 10'-3 10-7 - - - " N - 3'-6" ..' 9'-6" s" 9-10' -0-....- .ot .7-_ .., BW4 A BW4 --- OTAK ARCHITECTS, INC. I / I 1 1 I i 184.1401100091001100 Bw3 __ Arvi --4)Ali 808 SW THIRD AVE., SUITE 300 PORTLAND, OR 97204 - ! 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OF STUDS STUD SIZE , CO _ Z - ? ! = " „ , f/ , - --=-= " 10 13 5 (2) 600S200-43 (2) 600S250-97 SS6 BW31 A BW4 1 _Ilk-JO&-AM IL-Mb.-A&-Ilk_Ilk -AO\-Ilk_Aft_AO b,_AM lk -AIN lik.-41.11k - 4 (2) 600S250-43 (2) - < (..) 3 Cl) 3 (2) 600S250-68 (2) - 0 o Ct N. 0 1-- 2 (2) 6005250-97 (2) 600S300-97 111111M .`. (I) NOTES: -2' 1. ALL BUNDLED STUDS SHALL STACK VERTICALLY. STUD WALL PLAN NOTES: TITLE 8 E 2. FASTEN STUD WEBS"BACK TO BACK"W/(2)#10 SCREW @ 24"0C UNO 1. STRUCTURAL GENERAL NOTES, DESIGN CRITERIA,ABBREVIATIONS AND LEGEND PER S1.01 THRU S1.03. # DATE DESCRIPTION .c75. ROOF1 8/16/18 CHECK SHEET#1 1 lo"'k STEEL STUD WALL SCHEDULE 2. ALL HEADERS AND BEAM SHALL BE SUPPORTED BY BUNDLED STUDS AS INDICATED ON PLAN THUS:IN-I BS-1 , I RESPONSE 5 INDICATES LOCATION C•4 WHERE"1' INDICATES THE BUNDLED STUD TYPE PER SCHEDULE. 3 9/24/18 IFC N... INTERIOR BEARING WALL BW1 INTERIOR BEARING WALL BW2 EXTERIOR BEARING WALL BW3 EXTERIOR NON-BEARING WALL BW4 OF HOLD-DOWN- 8 LEVEL 5 9 STUD LEVEL 3. BEARING STUDS TO BE CONTINUOUS TO POST-TENSIONED SLAB. 1 *K c,-; 1 STRONGBACK MAX. STRONGBACK MAX. STRONGBACK ! MAX. STRONGBACK MAX. o9 STUD&SPACING ! STUD SIZE ! STRONGBACK STUD&SPACING STUD SIZE , STRONGBACK STUD &SPACING STUD SIZE STRONGBACK STUD&SPACING , STUD SIZE STRONGBACK [4] SPACING [41 I SPACING (41 SPACING (41 , SPACING 4. BEARING WALL STUDS AND TRACKS SHALL BE PER PLAN.STUDS SHALL ALIGN WITH STUDS AT LEVELS ABOVE LI 2 AND BELOW.AT LOCATION WHERE METAL DECK RUNS PERPENDICULAR TO BEARING WALLS, ALIGN STUDS IN LEVEL 4 *es -c1): ROOF 600S200-54(4)60"0C - - 600S200-54 @ 60"0C - - 600S162-54 @ 24"0C SHEATHED 600S162-43©24"0C SHEATHED LINE WITH METAL DECK FLUTES.ATTACH TRACKS PER 6/S7.00. -cu5 76 5. INTERIOR&EXTERIOR BEARING WALL STUDS HAVE BEEN DESIGNED ON THE BASIS OF AN ALL STEEL 8 4 600S200-54(4)24'0C 600S1 62-68 9'-0" 600S162-43 @ 24"QC 600S1 62-68 18'-0" 600S1 62-54 @ 24"0C SHEATHED 600S162-43 @ 24"0C SHEATHED LEVEL 3 __I (MECHANICALLY BRACED) DESIGN.BRIDGING AND ANCHORAGE SHALL BE PROVIDED PER 6/S7.01. qr (Li A REVISIONS 3 600S200-68©24"0C 600S162-68 6'-0' 600S162-54 @ 24"0C 600S162-68 12'-0" 600S200-54 @ 24"0C SHEATHED - 600S200-43 @ 24"0C SHEATHED 6. EXTERIOR NON-BEARING WALLS AND EXTERIOR BEARING WALLS ABOVE LEVEL 4 HAVE BEEN DESIGNED ON THE BASIS OF SHEATHING BASED DESIGN("SHEATHED"). PROVIDE 5/8"GYPSUM BOARD WITH#6 SCREWS @ 7"0C LEVEL 2 q14.4‘ 1K GM V MINIMUM EACH SIDE OF WALL(ARCHITECTURAL REQUIREMENTS MAY GOVERN). cew 2 600S200-97 @ 24"0C 600S162-68 4'-0' 600S200-54 @ 24'0C 600S162-68 8'-0" 600S200-68©24"0C SHEATHED - 600S200-43(4)24"0C SHEATHED DRAWN BY , CHECK BY 7. ALL INTERIOR NON-BEARING, NON-STRUCTURAL WALL STUDS SHALL BE BIDDER DESIGNED. LOADS AND ISSUED FOR CONSTRUCTION LEVEL 1 NOTES: A SUBMI I IAL REQUIREMENTS PER STRUCTURAL GENERAL NOTES.ATTACHMENTS PER 8/S7.00& 10/S7.00. frk STATUS 1. BEARING WALL STEEL STUDS SHALL ALIGN VERTICALLY AT EVERY FLOOR.ADDITIONALLY,STUDS BELOW THE METAL DECK MUST ALIGN WITH THE LOW FLUTE OF THE METAL DECK. A 8. LEVEL 5 STUD WALL PLAN ONLY, SS6 INDICATES SHEAR WALL PER SCHEDULE 1/S7.03 NOTE: 09/24/2018 2.STUD ATTACHMENT TO TOP AND BOTTOM TRACK PER 6/S7.00.ANCHOR FOR WALLS TO BE SIMPSON 1/40 x 1 7/8'TITEN HD @ 6'-0"0C INTERIOR AND @ 24"QC EXTERIOR, UNO IN SHEAR WALL SCHEDULE. 9TYPICAL DETAILS PERDARKENED LINES DESIGNATE DATE . : AREA OF WORK. 18031-0057 3. PROVIDE 600T250-118 TOP TRACK AND 600T150-(MATCH STUD GAUGE) BOTTOM TRACK AT ALL BEARING WALLS. PROVIDE 600T150-43 TOP AND BOTTOM TRACK AT ALL EXTERIOR NON-BEARING WALLS. 6/S7.00 TYPICAL TOP AND BOTTOM TRACK DETAIL DCI PROJECT NUMBER 7/S7.00 AL TOP TRACK SPLICE DETAIL 4. PROVIDE FLAT STRAP BRIDGING PER 6/S7.01 WHERE STRONGBACKS ARE REQUIRED.SPACING OF BRIDGING ANCHORAGE(STRONGBACK)SHALL NOT EXCEED THE VALUES ON THE SCHEDULE. PROVIDE BRIDGING AT MID HEIGHT OF WALL ABOVE FINISHED FLOOR, TYPIC 6/S7.01 TYPICAL STEEL STUD BRIDGING TYP UNO. BRIDGING NOT REQUIRED AT"SHEATHED'WALLS. 8/S7.01 TYPICAL BEARING/SHEAR WALL BRIDGING ANCHORAGE ELEVATION 15/S7.01 TYPICAL STEEL STUD WALL BRIDGING SPLICE DETAIL 18/S7.01 TYPICAL BUNDLED STUD DETAIL 3 LEVEL 05 STUD WALL PLAN • i SCALE: 1/8'= 1'-0" , . ,. Revit File: CA localrevitStruct_18031-00572017sholmes.rvt Plot Date: 9/25/2018 1:54:48 PM • . . • .., I I 1 I 1 1 1 I 1 -1 c= l. .-........,,. I t• • •-).-..... , . N., z o a, .. ./• I • ',,le 1 . '--, : u • 8 . ' 1 " •/ . 1 . ' • cp 0006 > co A • I . .i e/ e5' • 1. • / • • • .. 'ee 'i . ' . ' .ti . " . 'i. ' ,e• . 'i . ' . •/ '...."........ Cps, ce ,/ , 'I. ' , •,i• . • • I. ;/. • . •I . • .; • 1' . 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V. ii5' -(1*•• -4*5- 44., cn K co -o _..... m 4,5.• -1 m * cn to m These drawings are sufficiently complete for submission to the jurisdiction having authority for permit The Contractor shall not use these miMiiiiiiii*Ni* -I Cf) 73 cb iv c I\3 2 EA 0,, -11 CA Z ,PZ > TIGARD SELF STORikGE drawings for construction until Contractor receives written approval for use in construction by the jurisdiction having authority end DCI Engineers. El k .i.„,0 (/) > m ••••• 0 -‹ cn "(570 FII • > r>i<1 's .S a c <s),„ ts),A * A --1 0 -4 •gEoppmiNigini; 31 .143>t . 4‘..t. 11 13 i C 2 -7, 7600 SW ATLANTA STREET TIGARD, OR enaineeRso 17,91 /77,. 0 -..,, .,, ...._ G c 0 - 73 p:,.. ,,•,:,::,„. K (c) ° 0 ' 921 SW Washington Street, Suite 560 m 0 - 0 " --lc' i m 70 cn Portland, Oregon 97205 m o 0 c) % Fri al c -2 > < ---.1 Pliu ,i,,, Cr) x c-) ---1 o o o = K 0 -o . P:(503) 242-2448 www.dci-engineers.Corn /27 . / •"-- • fe, 0 z zra m * 1%14, r:b. 4)r - 0 ...'.:.;,-1...',...-•-..., . .. , ,.....-. ,. •-i <6 rocai. z m C I'ft L_ / S-1-1=1 Li C-1-Li Pt A.L_ i,) 0 c c)\ 03 X Th-- k•1/ Z ©Copyright 06.2018 D'Arriato Conversano Inc.All Rights Reserved 4 1545‘ • 7-4 co irl co Thin r....dri=hzt,,,,,..,,I,,,t,,h.pekirm..,s...Lefam..A..74,,,ncootnbeversreuans:Lin whole or 0) -4 _< STRUCTURAL ROOF FRAMING PLAN cc, IN.) Ca Z .]1;ft." 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III —I 1 I-1 I I-1 I! I I I-1 I I—H DOWEL W/STD H —DOWEL W/STD $ci HOOK TO MATCH DOWEL W/STD HOOK TO MATCH HOOK TO MATCH WALL VERT REINF HOOK TO MATCH WALL VERT REINF WALL VERT REINF 21 1 CC WALL VERT REINF § CONC SHEARWALL ELEVATION CONC SHEARWALL ELEVATION CONC SHEARWALL ELEVATION CONC SHEARWALL ELEVATION o f 8 ALONG GRID E LOOKING SOUTH ALONG GRID T LOOKING NORTH ALONG GRID 1 LOOKING WEST ALONG GRID 10 LOOKING EAST m 601 f SCALE: 1/8”= 1'-0" SCALE: 1/8"= 1'-0" 8 SCALE: 1/8"=1'-0" SCALE: 1/8'= 1'-0" a 0 Q LO LP CO 0 N L[1 N a) w cB 0 O a CD Z . 0 F— W 0 J Ow D J .J 0 < < O CO ~cc w 'Q 1.1.E W W W w c CO J Z g C3 J D IX Q E- <IC „., o q CD_ o CLQ .� LAP PER 1/S4.00,TYP _� 1 1/2'CLR TYP CO 7-3/4"CHAMFER,TYP TITLE cri # DATE DESCRIPTION 75 cn cc ice.. - "dq n .., - • - W N •. ,.'., • •. 1.' 9 d. • • -a �- LOO o VERT REINF PER EL,TYP w � 1 HORIZ REINF PER EL,TYP VERT REINF PER EL,TYP in -� U-BAR TO MATCH SIZE& -1--- • ♦ .4f4. ' - I ! a d eSPACING OF HORIZ REINF o U q' a . . " `LANDER e q . • 4 ' • - • U <' •'cc . _ • ' :..q ..d 1/S4.1I0 TYP. . ' 1. . q REVISIONS ai - .. 1 1/2"CLR TYP a_ • 4 .q .. b., • a .. as a q �. °- , IK GM a °` • •• • 0 • • f • `fir ' • 0 • 1 1 " DRAWN BY CHECK BY ' a - HORIZ REINF PER EL,TYP LAST VERT TO BE INSIDE HOOK ISSUED FOR CONSTRUCTION °' • • q • LAST VERT TO w/STD NOOK AT END LSTATUS q a a • d BE INSIDE HOOK A a • A. • 09/24/2018 a• f q d R DATE HORIZ REINF PER EL,TYP w/STD HOOK AT END NUMBER VERT REINF PER EL,TYP 18031-0057 DCI PROJECT PLAN - CONCRETE SHEAR WALL S3 . 00 16 PLAN - CONCRETE SHEAR WALL ENDS 18 AT THICKNESS TRANSITION SCALE: 1"= 1'-0" SCALE: 1"= 1'-0" Otak ,,,,,,. ,,, k, ,,, ,:„,,„,,,,,„,:„„„,„,"„„„, p.:: ,,,, OTAK ARCHITECTS, INC. ink #5 DOWELS W/STD #5 DOWELS W/STD 808 SW THIRD AVE., SUITE 300 HOOKS TO MATCH PORTLAND, OR 97204 S5.01 VERT REINF,TYP HOOKS TO MATCH MAIN 503.287.6825 VERT REINF,TYP WWUV:OTAK.00M- v 9 N .. SLAB PER PLAN,TYP S5 01 N SLAB PER PLAN,TYP 1RUCTU�9 fJ� BEAM PER PLAN PR 04- < LEVEL 03 f LEVEL 03 >� ,ttGQ1��N Fs0 PER PLAN ` PER PLAN a N1 d fl .f t • e: y!. 1 41 ((/ 74868PE 9 t CiarF. i. ,..�_ ... ORE ON �. /4) ac" z3.s J� L4`Y CNP% I— CIL ® = U to i EXPIRES. 12-31-19 S5.01 4 _, Zo '-11.1 i p STAMP SLAB PER PLAN, u 4* -J ZIO TYP ,�L 8 ;.<:>:: ::: ::::: ® O .. - cc #5 DOWELS W/STD S5.01 4::>_::;. ;:::><::_:.::: �� o $ CJ •' HOOKS TO MATCH / �.'" H VERT REINF,TYP " LEVEL 2 N 46 LEVEL 02 ( U LEVEL 02 �' v �- PER PLAN jr • cv n • d a PER PLAN q' •. -- 'I } da 8 `�' PER PLAN4. "i # lJUjCIZ}; 4• ♦ 1� 1, d-.. i _♦ `.4 - d- • iv t d.• , S5.01 1 ' d, ° ., .C�i. • y f= 15::;I: Aa�®i IIM-S:55:� r� Ea i iii _.�«— \•�--_---__�' _-«....«—..1' C v,=' ro�" =,' "o (..-15 15 15 �N �co (0 0H= 53.10 S3.10 #BVERT S3.10 c� O �, � m9o° ' � (12)#10 VERT � 4 J �;t _ 7-02) ~�! (12)#10 VERT TYP 2 N! tIfl c) cL.1 0 U0 —I U D 0 LL zo w @} ,y Agai A 13 A S4.00 ® CONSULTANT CL ri W a S4.00 m S4.00CL Q o ,- -------, Q --- �' ,.------- p, —I N a o L = AR LEVEL 1 , LEVEL 01 Q o l ♦ d d �F� LEVEL 01 N ( i i it—iii—iii—ii i i—i i—iii— o PER PLAN �, ` •• -•:. -d 4 . • - .♦, . . . "♦ "d 4. PER PLAN Q • `r PER PLAN .111—iii—Li.„--111 - t t - 1 i-111=111= 11E I 111E-111E111==-11 = 1 I-1 I I-1 11-1 I I- y yt•1 I I=1 I I-1 I I_ :I11-111-1 I =1111 I I 11=11I-111=111- _;1 _ Ll{ 1 I 1-i I i-I ! 1 1 1 I l i 1 11 i _� ,_.,1 -_ , � i 1 �_, i �_� , _ 8e - I d e ayd - - - • • • ' 'a .. • a: a d' 4 t• • • T/FTG ca a . `. d _ ;.'• • A /FTG / f e a ti� ' 4 . ` ' ; a /FTG : ' Q a C PER PLAN • a . -- ` • d " ' PER PLAN 4 . 4 . a :d PER PLAN y. i - .. _ d 111 111=1 I I=1 I I—'I I 111 I I { 111 I { 1=111'1 11 1{ 11 �I {1 { 11=111=111=111-1 i i 1-1 L -111-111- 11-III- f 111•-1 111_' 11-111-111!111-1 I ill; =1 1 1-111-111-111—Ill-1 11 I I_ —i I I-1 11-111, ,111 111.III. '-111-111111=111=1 I I III 1' "----111=-7111=_1111=--111E11 ——111=111—Ill=111-111 II 1 i ' ' "—I I!I I 1_,=1 A-1 I I=1{ , 03 C �"}`J DOWELS TO MATCH �„.J �J I 1-1 I" ) �I I 1-{ I b�„.,J VERT REINF,TYP -.� - CONC FTG &REINF CONC FTG &REINF F, PER PLAN PER PLAN '• m Y 03 DOWELS TO MATCH DOWELS TO MATCH o VERT REINF,TYP VERT REINF,TYP ' -4,--_ 204 Cr mt NOTE: NOTE: NOTE: F'— 8•,'. COLUMN OVER-POUR AT BOTTOM OF SLAB COLUMN OVER-POUR AT BO( 10M OF SLAB COLUMN OVER POUR AT BOTTOM OF SLAB OR DROP BAND SHALL NOT EXCEED 1/2", MAX. OR DROP BAND SHALL NOT EXCEED 1/2", MAX. " r3 OR DROP BAND SHALL NOT EXCEED 1/2", MAX. t Wei CONCRETE COLUMN ELEVATION WITH BEAM - CL f CONCRETE COLUMN ELEVATION - SINGLE STORY CONCRETE COLUMN ELEVATION - DOUBLE STORY DOUBLE STORY C A 8SCALE: 1/4"= 1'-0" 9 SCALE: 1/4"= 1'-0" 10 SCALE: 1/4"= 1'-0" LL m m a. to0 IC) 4 c N LCA rn 2'-0" m 1 1/2"CLR _t I o TYP 0 a- VERT REINF PER EL ' b4 (.J �" : ,g► - Z - d d • - HOOPS&CROSSTIES, LLI 0 : . °._.,—,-z ALT HOOKS, PER EL, " CI•.< _ . -a . - TYP I'« a < rr g ci LI1 � . •, °d. . ♦ l .•-• v.t;- ..- • . ,, • •*- 0 (el Lil 3/4"CHAMFER,TYP Cl) I--^ NOTE: U W D 0 AT CONTRACTOR'S OPTION, A CONTINUOUS TIE, IN-LIEU OF SEPARATE HOOPS AND I- 0CROSSTIES, MAY BE CONSIDERED. SUBMIT ALTERNATE DESIGN TO STRUCTURAL W ENGINEER ENGINEER-OF-RECORD FOR APPROVAL. C, z 24" SQUARE CONCRETE COLUMN SECTION Q SCALE:0 1 = 1 0 (03637) Ce Q r�) IICIC „ (D O Ct �.■ O F.— in— C') TITLE # DATE DESCRIPTION II i' (psi) #5 #6 #7 #8 #9 #10 #11 O O 0 4000 20 23 33 38 47 57 69 00 5000 17 21 30 34 42 51 61 2 . 6000 16 18 27 31 38 47 56 w 7000 16 17 25 29 35 43 52 76 0 8000 16 17 23 27 33 40 48 9000 16 16 22 25 31 39 46 REVISIONS 10000 16 16 21 23 30 36 44 Cl) Author Checker DRAWN BY CHECK BY a ISSUED FOR CONSTRUCTION STATUS 09/24/2018 NOTE: DATE TABULATED VALUES ARE IN INCHES. 18031-0057 DCI PROJECT NUMBER COLUMN VERTICAL REINFORCING S3 . 1 0 LAP SPLICE SCHEDULE 20 SCALE: 3/4"= 1'-0" (01401) 5/80 x 24"SMOOTH BAR @ 240C, GREASE ONE / REINF PER PLAN Otak \ 01400 GRADE 60 REINFORCING T/SLAB SIDE IN DOWEL INSERT 1 ,,<00'1.4 MISCELLANEOUS TOP BARS HOOKED \F PER PLAN \• I , / • , . _,# PER . BAR PLAN •. . . - . . 4.•1 e :, , ,.• : .%,-• •2 i BARS (see note#5) BARS SIZE Ld Splice Ld Splice Ldh f'c=4000psi ' I-- I I= IT VAPOR BARRIER ...LAP PER... 24" DOWELS x----1 TO OTAK ARCHITECTS, INC. SUBGRADE PREPARATION SCHED #3 15 19 19 25 8 PER GEOTECH REPORT WHERE REQD MATCH SLAB REINF 808 SW THIRD AVE., SUITE 300 SOG #4 19 25 25 33 10 COMPACTED STRUCT FILL OR &REINF PORTLAND, OR 97204 SOG PER PLAN REINF PER PLAN PER PLAN / #5 CONT MAIN 503.287.6825 #5 24 31 31 41 12 COMPETENT NATIVE SOIL PER a_cc WWW.OTAK.COM GEOTECH REPORT #6 29 37 37 49 15 CONSTRUCTION JOINT 411., T/SLAB 1 \ _t 4, T/SLAB 1 #7 42 54 54 71 17 ' PER PLAN " " • 4.1 / 4' PER PLAN I - ' A REINF PER PLAN t/4 SAWCUT DEPTH OR st/4 Lt. . . . . • „, -.• .4 . • FIN GRADE•6 .vikkiC TUN 1 #8 48 62 62 81 19 PREMOLDED JOINT(11/2"MIN) I-. - • .0......, o" ..- i • /4-.. • •• I # PER L _ . , . - - '-' !I.-. '-'9 PLAN <•:-;''.,-.:'-Z .;::- .•,-.1=fif'\, • * . 1 I 1 11-mi i PER ARCH ‘lv eektio PRope c Co's.4‘.(e)47G4r5:f1)6161/3 #9 54 70 70 91 22 .40-, T/SLAB f , . . . , . . _ i --...___,..,--;•'-'-'''-'::i.J.---'-''''':=,''''''5'::7,::,.,?._ .::::::-.;:*i.,:'.:-;::ti•.-',•,-7.IIT.; .k.L-..I.;•,::,:',';,.'ItZLI:•-•: -•I'::,1:. . -_7_111-11 ''.L'''•,. ., . . „4_,.... ...,..•,..!, --,:•,--:,,;: -;,,n1,:,,..,,,.,--.!:''.7.-.!,: Cr '..•s'f.' • * • '' . =I I I- z ---• fl-II) - I . • • - - . :111=7 i- 4, PER PLAN L... . • 4 : • , - - i -: PER -III-1i m-T I-I I.1 I 1 .L.-- #10 61 79 79 102 25 --II ' 4 s:• -'•-=I 4-t• PLAN 1-=TIIIT7.-.7--,.1 1=1117=111-111 111 11 IP ' STEEP AS POSSIBLE - !Q ekofty..: . _ #11 67 87 87 114 27 - ' 1=111=11 I I I ' "1=4 • kc• A....NT:111i .40 t .t44•....:.'- -- -;.z1.- - - #14 81 N/A 105 N/A 33 ' 7=111 '11 _ IT VAPOR BARRIER D 8" VAPOR BARRIER .44-4•41 WHERE REQD ii '1_111_ 1 ' I' #18 108 N/A 140 N/A 43 SUBGRADE MIN WHERE REQDOWELS TO MATCH SLAB REINF VP=5000psi PREPARATION PER GEOTECH REPORT COMPACTED STRUCT FILL OR OR BEND CONT REINF REINF PER PLAN CeY OAP* #3 13 17 17 22 7 COMPETENT NATIVE SOIL PER #4 17 23 23 29 9 GEOTECH REPORT NOTES: CONTROL JOINT PER PLAN EXPIRES: 12-31-19 #5 22 28 28 36 11 1. CONSTRUCTION JOINT IS A JOINT BETWEEN DIFFERENT 4.CONSTRUCTION/CONTROL JOINT TO ENCLOSE STAMP POURS.CONTROL JOINT IS A CRACK CONTROL JOINT WITHIN APPROXIMATE SQUARE AREAS 225 SQUARE FEET 0 E -I ., #6 26 34 34 44 13 THE SAME POUR. MAXIMUM,WITH MAXIMUM PANEL ASPECT RATIO """5"""I"' U/cD (? < 3 b g #7 38 49 49 63 15 OF 1.3 TO 1.0. E'GO) #8 43 56 56 72 17 2. USE "EARLY ENTRY DRY-CUT SAW"AS SOON AS POSSIBLE N Hin .25D t2',i-0 WITHOUT CAUSING RAVELING OF CONCRETE EDGES. 5. CONTRACTOR TO SUBMIT annc.n #9 48 63 63 81 20 SAWCUT ALONG SHORT DIRECTION OF POUR FIRST. CONSTRUCTION/CONTROL JOINT PLAN TO kuo - #10 54 71 71 92 22 STRUCTURAL ENGINEER OF RECORD FOR (13 :Es! C 2 Lo j 2 4:i I #1 1 60 78 78 102 24 3.ALIGN A CONSTRUCTION OR CONTROL JOINT WITH REVIEW/APPROVAL. ##1148 9762 NN//AA RE-ENTRANT SLAB CORNERS, EACH WAY,TYPICAL. 14 A TYPICALSLABON GRADE i 43-S cp Zi• \ ic.':, :=.!!! I f'c=6000psi JOINT DETAILS WITH REINFORCING TYPICAL DEPRESSED SLAB DETAIL TYPICAL THICKENED SLAB EDGE FOOTING co ,_, cm _ -op= #3 12 16 16 20 6 SCALE: 3/4'. 1'-0" (03201) SCALE: 3/4"= 1'-0' (03202) 4 SCALE: 3/4"= l'-O" (03203) --sl' 2 cv - 2 Ef,3 • #4 16 21 21 27 8 PER PLAN 1 PER PLAN 1 #5 20 26 26 33 10 144 1.1 7 '1 1 1 1 1 c 1;31 - .% • #6 24 31 31 40 12 = 4• . * ' .• - • . . .4,----CONC SHEAR WALL PER PLAN I - . • * 7 ,------CONC SHEAR WALL PER PLAN . . , . . ___, 8" PER PLAN #7 34 45 45 58 14 • . . ' 4e • • IF- SOG &REINF \ . CONSULTANT 1 • ;:i ' •- TYP #8 39 51 51 66 16 • - 4 ) ....-VERT REINF PER EL tn . ,. . . -.4,. , .- 6..„. ....!--VERT REINF PER EL PER PLAN,TYP--\ c) :.• .- . .0 ....1 T SOG &REINF PER PLAN . - .• #9 44 57 57 74 18 m . . -- T/SLAB 4111_, 1 c.) HORIZ REINF PER EL c_.) - •- ) . 2,..,-- -HORIZ REINF PER EL - ,... - . . “ A PER PLAN `-, . = i . 4 -C A'4 • ;_. V- (r) TOP REINF PER PLAN- . . .. . co LL1 #10 50 64 64 84 20 w cr SOG &REINF PER PLAN im • - - ...... , • 4. t, 11) ...1‘!.. .1„...4 ,*„., 24" #4 DOWELS x "rc.,r .c 5 #11 55 71 71 93 22 LLJ a. TOP REINF PER PLAN .• •• . . t • s . :. o z,---DOWELS PER EL ca_w 26" eL #4 DOWELS x 11.0 icy 4 ' i •'• • , •1/4 .4 ,--DOWELS PER EL . . A. :' ..i,::''-;''i -:.''.:t.";:. ; • . • ,',''!, . ,,Z.;,-• 0 E 2 #14 66 N/A 86 N/A 27 ..•, • - A. . f . 4 . . ....- -- 4 CONC FTG PER PLAN @16"OC,TYP 2'4' MIN . .. 4 • ---.5- 1- -' - ---ttt±:itr----t .: •A @160C,TYP . ';:,..:.,•,..:-..,--- .. • • • LI I 15 a2 c Z' #18 88 N/A 114 N/A 35 jt, T/SLAB 4 - • •- .-.. 4. - ! .4., T/SLAB N \ 1 ,... . ' . • .., .., . - 11E( 11E-ME .: .' • \ ' 4- 1-11 - - - • - -a'.t i I 1 ` PER PLAN 4' PER PLAN .. - s •:. .4. !4.• i 1 11 I 1 -=.1 I I-- -I . : 4.1 \ 4: • I- 1 NOTES: : • •40 • : - s4 -•• • 4 7.:.::•:••.4 .:::.7.-,:.,.:e'.,,;:';',,,::,.:; • • ...,a .:', ,,N,.!,,;;.!:,:•;.,,, !..,.! :,:;;;•.,„;.,,,,..,,....;• ..,:„:.., , , It. . . . ..A . ,,,O.' 4 4o . :,',' • =I l ' ::-',. .:-.N- . • 4. .• 7ii .4 . •A , I I= I I----r1 1 IE. .. .. . ELEV PIT,VERIFY ' • -7-I * . - T/FTG I I [i': :'":" .tZT7'' ;;'.P:"1.A.4.7: ::.1" ..- -.:....... - , •,-...,,,. .- ,-, --:-I :' SIZE &DEPTH W/ LE 1. ALL TABULATED VALUES ARE IN INCHES. ‘4" PER PLAN +I .i• •- -sc.- . .A • ---v. .. TP/EFRTGPLAN [ cc .1. :...4..,.:, : :......;‘-,....‘ ..f*A.:.. il-'...: 41. .*:. .. - ,L:__:f ,_.- 4 • , ARCH DWGS '• 0 , .. , • 4 - -' . . . . . - -. .4) •A -,,r e.; - _ • . 4, ..- ...4 4: •I #4 HORIZ @ 120C, 4 4- \ • At• --• . . 1 2-E. .17 2. VALUES FOR UNCOATED REINFORCING AND NORMAL WEIGHT CONCRETE WITH CLEAR SPACING > db, CLEAR Z., -1 . s•' • • .- " ' 4 • ' I . ' 0 . A • r e-4 --I o •• . • . , • - . ... ,a s CTRD IN WALL,TYP----.. • •.4 cc t,---. COVER > db AND MINIMUM STIRRUPS OR TIES THROUGHOUT Ld OR CLEAR SPACING >2db AND CLEAR COVER > db. .. - .. • - . 4 . • • . . . . 4,. . _ t:::__. w 0_ -:.-g 15" • •• • J 4 • -.. • • I ' • .. - • • - •-1 <-> * . ..a • 4 : 44 4 • 1 #5 VERT @ 12"QC ,,, 3. DEVELOP ALL REINFORCING IN STRUCTURAL SLABS WITH MINIMUM DEVELOPMENT LENGTH Ld. • • • • k •.4' •- - ,., ' . ' . .0.• . ,i - W/30"HOOKS, •-•• \;-,--- _ty__:___ -c 0 2 t S' 2 .A• .4. Aa. ... .• .4. - . . ' • : ''' , . : •13 • ' ..,i :.• 4 .-.. .. :-........i..--.---#9x (Ni . .i . 4. Ldh = DEVELOPMENT LENGTH OF BAR WITH STANDARD HOOK. _ 4 , 4 : • ! ' . ' - • •• • - . . •..-;----.--'----• ' (GRADE 75)TYP 0- . . •4 ., - : .. 4. • 4 '. .. .. .. ' ''' .I • w . A• '4 • ,j_l: CTRD IN WALL TYP 4 • HYDROPHILIC WATERSTOP 41' cc cc ' WHERE REQD,TYP • - 44 " -;§ L1.1 • ••." : :. • ' " I, .' . •- .. 1 CL CLin 4 . .. • ' *. ' . - 4: • 1 • ',.4 : • ' ..- I la.EXTEND ALL WALL BOUNDARY 6'' ± 7. • • . . 5. TOP BAR= HORIZONTAL BAR WITH MORE THAN 12''OF FRESH CONCRETE BELOW OR AS NOTED ON DOCUMENTS I • - ' ' .• -- .. s.. 4-. • .4.,- . : • . : • .. .1 -ADDL TIES ...-ii.. • • #5 T&B @ 12"0C EW 8 § .- • • -• • • - . 4 '' I : 4 • ' 4.'A ' • ' 4- 7-7 DOWELS TO FTG BOT REINF TYP .4• • \..... - I:-- AS"TOP BAR". - i 4 - .4 4. . - ''' • - A • .' • - ' • • :•. dt, - 4' ,I WHERE OCCURS W/STD HOOKS EA END ' A -4 Acc 41 , .. •.. '., 4 . ' •'4 I, . .40) ... 71-._AS SHOWN,AT CONTRACTORS : • • s .:E-11H II_ cc - :* .• - I -, •-• -7 4 - A.: . 7 : ' •4- . \ op i . 4 . • . t- . :.•:. ___I I-1 OPTION, PROVIDE TERMINATORS I-_ I _-__ :5.E 6. LAP SPLICE OF DIFFERENT SIZED BARS TO BE THE LARGER OF Ld OF THE LARGER BAR OR SPLICE LENGTH OF THE • . • 4. .. . 11- -&) -I I • .es,. .. (-) •I• 4.0• . . • • i 1 i A .. . „ .. „ • - . 1 4 4 . I . . : 1 ° • ' -, • • '• 4 .- A ip v . 1 °N • I IN-LIEU OF STD HOOKS . SMALLER BAR. ?'') d II. ... _./if • , 4 0 ,. • A: 1 . .. .• •%"''' :. ' : d': ,4 . . .:*"el • " . • •' 4 A 4 '. ' . 'I I IL 2 a 13. ' I V I.. *7'. t 7.. t/.. i -'-' ' . -.4 '. ..4'. .- -/- 1.'. ° :•••:. '•••° :1'•6.: • 4 ' ! ''' ' . .•l4 .' "':•11*; ' i* '. ' - • ..- • .-' . '''. f=1-1 4.- c g..4 I 1 I i s,E1 I El I El I 1=1 I El_11111.--LE-tlIll 1- .1 I j 1 1-pr I 1---,11 li _ 1-II 1=1 I 1=1 I I=1 I IL-LI VI - • ••• • : Al' . ' io• ••. • ... I • • • '• lio . "'•4 • •. • - ' i 1 : • 4.4 -7.-111--= - -I: 2 7. LAP SPLICE OF#14 AND#18 BARS IS NOT PERMITTED. LAP SPLICE OF SMALLER TO#14 AND#18 BARS IS NOT 1=111 - EXTEND ALL WALL BOUNDARY ADDL TIES WHERE 1-.7_CONC FTG PER PLAN II , -- PERMITTED. BOT REINF PER PLAN I 1 BOT REINF 1 1 ' =111=111=111=111=111=111- ' I '*I=I I I-=1 = I -----11#9(GRADE 75)COUPLER I I DOWELS TO FTG BOT REINF PER PLAN 1 I OCCURS PER PLAN T="1 i I I I* CC S 'a E ENGINEERED AGGREGATE/ PER GTFC-WEST DWGS I I AS SHOWN,AT CONTRACTORS I I T \\ l ="111-7-TE111-=. ,111-174111::- ii 8. LAP SPLICE OF DIFFERENT GRADES OF REINFORCING TO BE THE LARGER OF Ld OF THE HIGHER GRADE BAR OR CD`,..-_. (-D.,--) OPTION, PROVIDE TERMINATORS C>,-.J , , i,'. D PIER W/TENSION REINF ii E SPLICE LENGTH OF THE LOWER GRADE BAR. ) -1 #9 BAR, QUANTITY&LENGTH \ / HYDRAULIC SHAFT PENETRATION • PER GTFC-WEST DWGS IN-LIEU OF STD HOOKS \ ... ,,. I- PER GTFC-WEST DWGS \_ _I\ WHERE REQD 8 3 9. COLUMN VERTICAL REINFORCING LAP SPLICE SCHEDULE PER. NOTE: ELEV SUMP WHERE REQD 2iI .. . AT INTERIOR SHEAR WALL AT EXTERIOR SHEAR WALL PROVIDE MISCELLANEOUS METALS AS REQUIRED (10'SLAB &WALL THICKNESS, MIN t , TYPICAL LAP SPLICE AND OR ADJACENT TO OPENING BY ELEVATOR MANUFACTURER. W/#5 @ 12"0C EW,TYP) W 1. i 6 DEVELOPMENT LENGTH SCHEDULE FOOTING AT CONCRETE SHEAR WALL ELEVATOR PIT SECTION ccit:g - a SCALE: 3/4'= l'-O" (01400) SCALE: 3/4" = 1'-0" (03136) SCALE: 3/4'= 1'-0" (03902) LI-FE g ..-... 4d OR GRID 2 1/2" MIN 90° 45° ID D\ STD ,L, C\17: D 7; 180° 3/4"CHAMFER HOOK a. 45° AT WALLS NOT IN co TYP DOWELS PER EL D =6d FOR#3 THRU#8 CONTACT W/SOIL-\ L.P SPLICE STD HOOK ' A I .. .. . co • -A • 4 • 4 • • " .. • •• • • 4 ZS D = 10d FOR#14&#18 • ' - . .. •. --.4'• .- -- .is - . COL&REINF PER EL LENGTH TYP TYP (NI0. CORNER REINF CORNER REINF Lc) . e., ALL REINFORCING EXCEPT COLUMN TIES AND BEAM STIRRUPS c•-i TO MATCH TO MATCH 6' LONGIT REINF CROSS FTG 6 X z 0' '2' 0 12d 4.4 . ••, •- • •• 4. • ' •. • . 4 • ' • . ' • :,. •:• 4 • •A 1 - •.. ' • - • ed * • 0 CV 1-SOG &REINF PER PLAN EDGE OF FTG--\ 1/2"COMPRESSIBLE MATERIAL LONGIT REINF A to- :. • • . S. A cc W CC es.] ---I AROUND COL .. _ A., T/SLAB a_ (L) / No . , . ... - -' . - - -. I" . A ..1 • • . - -s •• a_ 90° L.Li = 4 .• • LU 1 4' PER PLAN __,Q-- ' - -Ik. - ° ' ' -- a - ,- . . . . . ..r-,,.. . 'ii,'. ' ' " 4 • -.4 . • - , 1 A . .. 4 . 180° 135° (3.------ (.....) F- a_ CORNER REINF CORNER REINF . •,, 4 (....) I- . 4 . • 4•' -el . II r .--,-/- -. . D L-1 (9 >- z 1_ ._-::,:s .. -. TO MATCH TO MATCH _o ,._ ...-.I z •••- - I , ..A: • .- ,,...,. • ..•,..., , ,,... CL • - 4 4.. . • . Z. •• . . - Al • •o - •4 .. 4. •• . % , , • . .4 .. ....d. . . . . . 4 . 4 1 dI (% Lu _i HORIZ REINF CROSS WALL . • - a_ i- v) w 40, T/FTG il .i:' ' •'"'-''' ' ' s' 's ...- .. „....,-,„.• ._...,3...,,,,..,.-....",..., >- L.Li I- .- - . . . . . • . ,..... .4.. ..4........4........ ; L • d d - - „ . .• .• O. .; • ., HORIZ REINF--- .40 4 ', 9 PER PLAN li 1 ifl 1 1-it . - - • fr7:- -- -; , ....- .. • • • 0 T =i I- • • . • . '4 . '.. • • V r "1--,--111-7.1 • -;" - .. . 4 7 1 -. : • • . .; . • - • : '•• • 1=1 1 I::- 0_ o W 4- co z 0 r e --I • .- : . a , ---I . - -: '•.. .' . .-- • 4- !d44. • • -• -, "' ' .• **-. EI I F in .. . • • • 0' . '. A-. .• •• . • •f- ' .' 4 : • . .. 4 A -4 •-4 - : : 4 • ;- - • • • .!•r. • 1 • _J STIRRUP STIRRUP OR TIE CROSS 'AI• • :I H=. 4 . : .• .. - -.- . - . .: .4. ' . - '44 - . • . - A 4.• . . . . • • . •. :. 4 . • A A. ' . •, .. - A • 4 A A '. . ' ' . 4 .• , 4 . . ' • • ' C WALL -............„ 4 4 • A A ' . 4'•, LLJ D . 4d FOR#3,#4&#5 • • . c • • '• •-•- FE . . .4 . •- 4 . • .44 . • . • - REINF PER PLAN 1 I I:- .4 •. • • . - % * . • .4 • • ' . • 4 " 4 • . 4 4 . . . • II '' • • 4 . . 4 1 ,A • . 4 . • • (I•19 LLI D =6d FOR#6,#7&#8 ___ _/\,_______ --LA-- ci_ ---7.1 . ".7.. ..A ,. .., 1 7 • 4 i ..4 - . .:. . 1 I I A . .. . • -"- '""" '''' 13 i -0 i , . . . 4 CL. 4 • ..4 CD 90° 135° 90° 180° :o -, ; ii- . 4• . ..• ' 4' ' - • 1g-.• .. .4.: .4.: .A . ' . • • LU I- ›- . . . 4 , 0 • 2 " \ r 1 2 1 _H.,j i r D AT CORNERS AT INTERSECTIONS I 4 . 4 • • ; 4 4• .. I 1 1 F-7=-11 I '-1 I I i ' " / ; .A ' . . A 4 :. :... ..* . 4 4.. (....) 1 ":71 1-- o_ 0 - . • " • • 41 . , '4 .' ' ' COL SIZE&TYPE - Z 0 6d OR .-is•r) --1 I I -1 i I-1 I ' I (I) Z . • - PER PLAN cc z NOTES: 0 Lu . 4 . . 0 I I -.. CROSS FTG 0 < c''• z 3"MIN ENGINEERED AGGREGATE __._,, -,- 1 I 1 ,l, 3'CLR - . , . f I- (0 ,. 1.SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. - • • •_ . - .. , : CONTROL JOINT OR 0 en (C) co PIERS PER GTFC-WEST DWGS TYP 4 4: *, . .. rb (......),.....r) PER PLAN TYP 4 ••., . • . ..."-/.../---CONST JOINT I '' • 4 BEAM OR COLUMN CROSSTIES 2.WALL REINFORCING PER PLAN OR ELEVATIONS, SECTIONS AND DETAILS. ... .. '. . 'V • en ,...: 0 AT CORNERS AT INTERSECTIONS Z BEAM STIRRUPS P,ND COLUMN TIES 11.1 3.AT FOOTINGS AND STEMWALLS,CORNER REINFORCING TO MATCH FOOTING AND NOTE: Um riV D NOTE d= BAR DIAMETER, D = BEND DIAMETER - „ STEMWALL HORIZONTAL REINFORCING. TIES AND CROSSTIES FOR SHEAR WALL 1. SPLICE LENGTHS PER LAP SPLICE AND DEVELOPMENT LENGTH SCHEDULE. BOUNDARY ELEMENTS SHALL BELL DETAILED AS COLUMN TIES/CROSSTIES. 2. FOOTING REINFORCING PER PLAN OR ELEVATIONS,SECTIONS AND DETAILS. LLJ (1) STANDARD HOOKS AND BENDS - PLAN - TYPICAL CORNER REINFORCING INTERIOR SPREAD FOOTING PLAN - TYPICAL CORNER REINFORCING PLAN - TYPICAL CONTROL JOINT CO 1- z BEAM STIRRUPS AND COLUMN TIES SCALE: 3/4" = V-0"111) (03400) AT CONCRETE WALLS SCALE: 3/4"= 1'-0" (03403-DOUBLE MAD AT CONCRETE COLUMN SCALE: 3/4"= 1,-0" (03000) 14 AT CONCRETE FOOTINGS SCALE: 3/4'= 1 -0" (03907) AT CONCRETE COLUMNS SCALE: 3/4"= 1'-0" (03214A) CD < -I Et ti. D E- 114C 0 z 0 D CD . ct " <or)) 0 I- u-) W ,-...: •:.• '\, - TITLE 4, T/VVALL •‘: ,..,..y" ..;:4.,,:,, CMU WALL PER PLAN w z PIPE SLEEVE -11 . ,,, 4: - ,, - ,., Iill 0 I .,• .. . 1 _ , , _ , ____ ,, FIN GRADEEt_ ? OR EL -.;:-N;Is . E. F7:- AS REQD,TYP -0- INSULATION &WOOD cc cr) 0 :11 .; -... ,Ths';_.--1-111111__LTI-L-111' L '111:-L1 PER ARCH/4' # DATE DESCRIPTION CIVI L PROVIDE(2)#4 IN HORIZ BOND BEAM w ea_ i• I . .. '• - -I I . IE 3 9/24/18 IFC NAILER PER ARCH < N.- IN ALL COURSES BELOW&FIRST a. u) )s).„.0 0,2 ' Q-1-- 1 CONC STEMWALL 1-- cc :.11 ' ..:• II a 1, MIN COURSE ABOVE SOG I z z 0 I-(..D 0._ LLI 4• I- 11.1 a. 1 f==7,-I= I LI 11L1a,- E•,,,, -- . > z ,.,_. iii_ tes, •:----PER PLAN a c0u) (2)#5,PIT 2'-0" SOG &REINF a_ - ---I * .7. - -II 0 ) 111 -I 9 0--HOOK BARS WHEN 24'' PER PLAN ° cc co 5 i 4* I-- . ,. SLOPE CUT AS REQD LENGTH IS I ji., T/FTG 4., T/FTG # c9 I, •-----PIPE,TYP MI 1-71:-Til 1 47%-.111:--- 11 I x 48"DIAG,TYP_..< NOT AVAILABLE LAB , ' - , I-.-- _de 4. PER PLAN 1 , P FIN GRADEfs?. `iv PER PLAN `4. PER PLAN I I 1 I:-.: ": : • .• --: HI if I I-= C7) A r _ \ T X i? ;17 ,:,k;..:',....,,,.„:::-•,..:_:ts,„7,:, ..4 :n: 111.''.:. I 1 i____--7-11 1_-=-ti • y I I 'i I 5 (2) 5,TYP 0,2 Tp/EFRTGRAN -11.. i, -,,,,,. ,.,:::: - •.;,-: A.- - .. , . TT -lAl ANir 1 1-T-- 1 I EL ' ' 4 • • k 7-II 1 . A A 8 N'"• ,... \ '4 • - - A . .,„.I I ii 6 c. - 1-------=-111:- ..*. • • .s : 7 • 4: . H IE Z9 7;1 CONC FTG REVISIONS -*. -' -I .. . - =1 , A (Et I . • • - -.,i'. .- -- 4:- . '-r , i= _46 T/SLAB ‘ , cc PER PLAN 6 `1" PER PLAN .\ / Li.i so ..-;- 4. I 1-1- 7-11 I IT "7:7 7 4 d'A'. .,4 ' _ '1? I= 11111- 11 t t • . 'El a_ - .-..`L 7:4-7•-•,:- .- - 1K GM LT_ i --4 \ 11 V co cr z :11 1 1 1EI PLACE CONC FILL a ..'" • -4 ..• 1I-= 11=1 I I_ 1 1 I-JI I- S' ! Icc ' Il, Ili ii ' 7'-lIg--111C=111- 117 'zc) d "--- 1=11 ' BEFORE FTG POUR 11::. . • •• •: : 7E111 1 _, , ,_ DRAWN BY CHECK BY 2 4. PER PLAN Zo -1 c.) • \------REINF PER PLAN V -=' . 1 --,--.1111111:flail. '„1111 (SAME WIDTH AS FTG) 7:-.111-- 111 -111„--;411F 1 EXCAVATION NOT ISSUED FOR CONSTRUCTION DOWELS TO MATCH CMU WALL / NOTES: - VERT REINF(ALT HOOKS) 1. PRIOR TO CONSTRUCTION, EQ EQ ALLOWED BELOW STATUS PER PLANI STRUCTURAL ENGINEER OF RECORD THIS LINE 09/24/2018 .t . SHALL REVIEW PIPES/SLEEVES GREATER CL PIPE DATE THAN 8" DIAMETER AND SPACED CLOSER THAN 3"APART. ... l'-6' MIN .. .., PER PLAN I- 1'-6" MIN NOTE: , . 18031-0057 PROVIDE (2)#5 x 48" DIAGONAL ELEVATION DCI PROJECT NUMBER BARS AT WALLS 10"OR THICKER. 2.ALUMINUM MATERIALS SHALL NOT BE SECTION EMBEDDED IN CONCRETE. 3 ELEVATION - TYPICAL CONCRETE WALL PLAN - TYPICAL CONTROL JOINT S4 . 00 OPENING REINFORCING AT CONCRETE COLUMNS TYPICAL PIPE AND TRENCH LOCATIONS AT CONCRETE STEMWALL/FOOTING • 1619 SCALE: 3/4'= I-0' (03401) SCALE: 3/4'= 1 -0" (03151) _ SCALE: 3/4"= 1 -0' (03906) "-- .....__ ....._ ....._ ...._ CONC CURB PER WALL Ei) Otalc SECTION WHERE OCCURS METAL STUD __ P-T SLAB &REINF >- WALL PER PLAN w }– r , PER PLAN 8g 1 1 1 DOWELS PER WALL SECTION U w 1 1 OTAK ARCHITECTS, INC. a 1 , 808 SW THIRD AVE., SUITE 300 ,1 FOAM INSULATION OR [ ATED 6 PORTLAND, OR 97204 / SLEEVE]AROUND DOWEL, REMOVE CONC CURB MAIN 503.287.6825 • ° d • HOLE 15 DAYS AFTER PER PLAN AI �c K FOAM &GROUT T/SLAB I STRESSING SLAB '< a I VERT REINF W/ PER PLAN • • •• STD HOOK • FIN GRADE uC-rV/�� d •• e •• ° `7 _ = I FIN PER CRADLE PER CIVIL e 4510 Z ill—II1--,--=-,1 � �� 4© • ' 'i M=.111- ', — LEVEL 02 �c� �r7a�s5sP fi'+' ,yam N f- ' . II I (2) LAYERS BLDG PAPER • • . d . '1" • . • PER PLAN c'f - a ' or L at o ON�" a 1 fl WATERPROOFING �;- . .� a: — • -• . I 1 PER ARCH ; . . . I '` Q r WALL REINF PER PLAN d.. . '.' e • v ' -,0 ''.4,9 CNP EXPIRES: 12-31-19 ' <� '' a`�_��__I�,._. <�.. © STAMP �- P T SLAB &REINF 4 PER PLAN • c S4.01 ® E J 1' 2.. co a; B CLR CLR d • • L°0 ` ,, ° ��`` � N W :ti N C PER PLAN a,] �jU 30NOTES: ' . i •#7DOWEL @12'OC - 2a 1.ADDITIONAL POST-TENSIONED ANCHORAGE INFORMATION ` '� ] E PER 3/S5.00 AND 4/S5.00. •' • — WATERPROOFING �� �' p. d /:. MEMBRANE PER ARCH L_cs nri a 2. COORDINATE DOWEL/TENDON PLACEMENT WITH 5/S5.00. v ' ' C P c .i. TYPICAL TEMPORARY RELEASE JOINT • i o N ` N m# SCALE: 3/4'= 1' 0" (03352M) • ° li c "' J •a e • ."eX - • — CONSULTANT - m - • TEMPORARY SITE SHORING w BY OTHERS CD o e, w • a•' Z\... • •c 4 -S • m .. Bas -a . '1 'G c ° i ,• •CONC WALL& o c DOWEL W/STD HOOK TO • " " REINF PER PLAN MATCH WALL VERT REINF - - 1-'1 . C1 4 .. a y I 2, 26 �. a• o #4DOWELSx 726 @16"OC — 4.'B • DRAINAGE GRATE CONNECTORS 8 SOG PER PLAN a y--- AS READ PER GEOTECHNICAL \ ° 'ae' / .• REPORT LEVEL 01 obi., _b • _ • .< •.° PER PLAN ..s..L. : '-, 11 —iii Ia HI 1P ^c.. wY..=. =. .- III d u) CD o—I 4 • le 0 4 FTG &REINF =11 d•. • • , I"" EL i PER PLAN a .a $ / 1 . C C DRAIN PER ARCH IIS;,I�Ilill�l� CC Wiz COMPACTED STRUCT FILL OR I • • < . Q• _ UNDISTURBED NATIVE SOIL PER I c 8 - GEOTECH REPORTYIPC:)---)1 C aEr. Ta o, ;= ENGINEERED AGGREGATE PIERS �'f LL PER GTFC-WEST DRAWINGS m 0 (N U) s0c-0- E; N CO N C) a) ct a 5 a. J_ W Q' CDct w a CI o z cr a O F= Immi H NOTE: CO SHORING WALL DRAINAGE RECOMMENDATIONS W Z PER GEOTECHNICAL REPORT. Liimw M J a W t/) Z g 14 TYPICAL BASEMENT WALL SECTION _ SCALE: 3/4"= 1.-0" Cle < F 114Ir 0 TITLE ai # DATE DESCRIPTION o 0,1 Eh N U' LO Q O CO C) E Ca V O o REVISIONS 4i Author Checker DRAWN BY CHECK BY a) ISSUED FOR CONSTRUCTION STATUS 09/24/2018 DATE 18031-0057 DCI PROJECT NUMBER S4101 TENDONS SHALL BE 1'-6" 3T/8 1'-6" 3T/8 I STRAIGHT IN THIS AREA T/SLAB [2}#4 BACKUP BARS Otak 112" CLR ,f-(2)#4 BACKUP BARS a PER PLAN I ° d 3/4" CLR MIN TYP, 1 a0° _ m i.l. . PLACE P-T ANCHORS TYP 1 -° 4• • • - VERT UNO NO STL PIPE INSERT T/SLAB IS REQD z PER PLAN E^ 4 . -a- -3/4" CLR MIN TYP, SECTION 18', 6" PENETRATIONS OUTSIDE CL SUPPORT L CL SUPPORT L CL SUPPORT 4'.'°`�' °000 PLACE P TANCHORS ° #5 T&B x 48" DIAG 1 2 ii 6' 6' #3 x (T-2") HAIRPINS z THE 45 ZONE OF ANCHOR CD I TYP AT EA CORNER i a ' r '` VERT UNO �"�B EA SIDE OF ANCHOR MIN OTAK ARCHITECTS, INC. 6 (MIN) ` ,� � � L112 L112 L2/2 L2/2 +i (1)ADDL HAIRPIN r, 808 SW THIRD AVE., SUITE 300 PORTLAND, OR 97204 18" TE SIDE BANDED MAIN 503.287.7204 1 I TENDON CENTER OF il'i SECTION #3 x (T-2") HAIRPINS TENDON GROUP I I .M. z -- ; I 1 I EA SIDE OF ANCHOR AT w w GRAVITY ABOVE I 4 I WWW.OTAK.COM Q i B/SLAB OR BIDROP I INFLECTION I GROUPS OF (4) OR MORE BACKUP BARS OP> ' I G P-T TENDONS DIST TENDONS m POINTS DIST TENDONS . a \ BAND PER PLAN f PER PLAN � ►:, .iRVCT(� r. .� V'''''''' ' I I BANDED TI NDONS BANDED TENDONS w �„ ^) FE I \ / - -- Y � � - - - PER PLAN PER PLAN - O A5 \ F �• °�`IP STD STL PIPE INSERTS g°� G'aNE / I I c� --�_ „ --- Q 74868PE C51"(oll° . -"-` �, rx a v `L ° cn REQI}WHEN SLAB C? �G 'QOIN PROVIDE REINF ON ALL SIDES, I ' i I "- z O N LLJ p PENETRATIONS ARE WITHIN 2`-0" T&B EQ TO ONE-HALF THE AREA I 1 SECTIONU a a THE 45°ZONE OF ANCHOR (2)#4 BACKUP BARS -1 '--- .� o a Q Q v PER ARCH MIN OF SLAB REINF CUT BY OPNG TENDON PROFILE �� 1 T m z ORE ON t - F ((2?#5 T&B ALL SIDES MIN) -j+r- (REVERSE PARABOLA) -J'r _Jr- ----" ---- -+ ��SLAB EDGE 'C I. - _ -- - �' w - I SECTION o - /ORSza e 41- (48" MAX) TYP I ' _ - -,IO y 0 NOTES: I f> 1L1 0.1L + ~�' g �� 1 )-- I 9 �. 1.ALL OPENINGS WITH A DIMENSION OF 12"OR ----" ---" "� - 1 I -'1 1- -+ ' J 0 ` Y CNP GREATER SHALL BE TRIMMED WITH REINFORCING. - _ -, , 21, � EXPRE$; 12-31-19 6 (MIN) CANTILEVER INT SPAN END SPAN • � -SLAB EDGE STD STL PIPE INSERTS STAMP 2. REINFORCING IS IN ADDITION TO ANY REINFORCING �_ ---- " - `"r = - NOT REQD FOR SLAB INDICATED ON PLANS. SPAN '4 PENETRATIONS LOCATED ® o J I" " ` - ' 2 'y (2)#5B FURTHER THAN TWICE THE OPNGS MS Q 3. WHERE AN ADJACENT OPENING IS CLOSER THAN DIST TENDONS PER PLAN 't GREATER DIMENSION II a s THE SMALLER OPENING DIMENSION, EXTEND TRIM 6' I (36" MIN) FROM ANCHORS '&3 ti,” REINFORCING TO 24' MINIMUM PAST ADJACENT PLAN N PLAN 6" MIN Q�J"' P L a ep OPENINGS. .� oo 1"1-1.72' M C 2 o 0 o NOTE: NOTE: _= _ ] :IPI . 4. HOOK REINFORCING AT SLAB EDGE AS REQUIRED. STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING STUDRAILS MAY BE USED IN LIEU OF HAIRPINS PENDING - ID o ➢E„ TYPICAL POST-TENSIONED STRUCTURAL ENGINEER OF RECORD APPROVAL. STRUCTURAL ENGINEER OF RECORD APPROVAL. SLAB PENETRATIONS AT gO °2° LAYOUT AT SLAB OPENING TYPICAL POST TENSIONED SLAB PROFILE ANCHORAGE AT ENDS OF DISTRIBUTED TENDONS ANCHORAGE AT ENDS OF BANDED TENDONS POST-TENSIONED ANCHORS �, o N N o €9 0N I m A SCALE: 3/4" = 1'-0" (03301) SCALE: 314"= 1' 0° {03303) SCALE: 3/�'= 1' 0" (03306) 4 SCALE: 3/4' = 1' 0" (03307) SCALE: 314" = 1' 0" (03302) - ;,:,,r_& MILD REINF TO BE DIST MILD REINF TO BE DIST t c!] c� � / 8.11 a ti WITHIN THIS AREA CO) U 0ccn 1 1/2"CLR WITHIN THIS AREA DIST TENDONS 1.5T W TOP UPPER REINF CONSULTANT TYP 1.5T 1 W 1.5T PER PLAN f - TOP LOWER REINF GRID GRID SLAB EDGE, TYP MILD REINF � � DIST TENDONS zA� PER PLAN _��_ _��_ PER PLAN STAGG EW, PER PLAN w TYP- BANDED TENDONS o cc BANDED TENDONS PER PLAN. COL BELOW PER PLAN, GROUP < MIN OF(2)TENDONS BANDED TENDONS PER PLAN, m J (n AT SLAB EDGE, PARALLEL GROUP(5)TENDONS MAX GROUP (5)TENDONS MAX \ � PER PLAN (5)TENDONS MAX 21! TO DIST TENDONS ONLY 2"CLR =(' ' m UNIFORMLY DIST UNIFORMLY DIST O o BANDED TENDONS _- ,1 1 I w z MIN, TYP °; z TENDONS PER PLAN C �, 1' 0" PER PLAN, GROUP - L TOP UPPER REINF 0 g TENDONS PER PLAN L 2' CLR o L. I I I (5)TENDONS MAX j �- PER PLAN o d MIN,TYP I TOP LOWER c TOP UPPER REINF CC w REINF PER PLAN7 4.2 V � 0_1 PER PLAN a- o c, ' �I , I I I I I�� I I �� i1 A I T/SLAB t .\ . I $ T/SLAB a a l e i _ ._I 1 L PER z l l e - PER z ,:._.....-•.. omo'. s• •m±o • • •• nw •• -cam' if o CORNER SLAB EDGE REINF = y ■. , COL BELOW m °0° • °C , PERIMETER SLAB EDGE �n f _ I I_ PL N w a. i a PLAN ww g .1 . . 4 m TO MATCH PERIMETER SLAB II II / - �:, a . ° • I d •. s REINF PER PLAN,TYP REINF (n I I If I I 1 Q I 1 ` 5 ° / �3 ~ �� PER PLAN a ° 1 I �. I w •� + l .1 L i I ~ D Q LL., 'I �:I' € PLAN - EXTERIOR SLAB EDGE CORNER w m m I m CHAIR BY OTHERS a '1r 0° a i !' /. I O RI = m o : I CI SUPPORT REINF o "-' 1 � . I I I = 1 - SUPPORT REINF BY OTHERS a s 1- _ - w cc BY OTHERS A LL. I- > + - - z - i wcn wu' rl2 z I I z > 0 I TOP LOWER REINF PER PLAN 0 o CHAIR BY OTHERS V, i cc _ ') J) I1 1 G _ �`_ z z mc o S o I= I I - -� I I o - +1 ! , �, J BOT REINF PER PLAN, PROVIDE J BOT REINF PER PLAN, PROVIDE s $ _ o STD HOOK AT SLAB EDGE N STD HOOK AT SLAB EDGE o SI `" ~ PERIMETER SLAB EDGE J _ - _ _ f REINF PER PLAN, TYP `r' I - I I I ( Lo COL PER PLAN f 1 I J I I y y SLAB EDGE VARIES COL PER PLAN g ! I I i I 1 I I ■ PER PLAN _���_ _��_ z a _ NOTES: NOTES: "s � SLAB EDGE TYP I 1 112'CLR I TOP UPPER REINF -71-----------:-- _ r" 1.ALTERNATE TENDON AND REINFORCING GROUPS. 1. ALTERNATE TENDON AND REINFORCING GROUPS. TYP LEGEND: PER PLAN NOTES: ` 1 16 (MIN) ' c 2. QUANTITY AND LENGTH OF REINFORCING PER PLAN. 2. QUANTITY AND LENGTH OF REINFORCING PER PLAN. o f (2)#5 T&B x 48" DIAG W= COLUMN WIDTH STOP LOWER REINF T= SLAB THICKNESS PER PLAN 1.MINIMUM OF (2)TENDONS SHALL BE PLACED DIRECTLY 3. REINFORCING STAGGER PER 7/55.00. 3. REINFORCING STAGGER PER 7/55.00. NOTE: PLAN - INTERIOR SLAB EDGE CORNER �� OVER COLUMNS, IN BOTH DIRECTIONS, UNO. LEGEND: a POST-TENSIONING ANCHORAGE AT W= COLUMN WIDTH 4. MINIMUM OF (2) TENDONS SHALL BE PLACED DIRECTLY 4. MINIMUM OF (2)TENDONS SHALL BE PLACED DIRECTLY `er' NOTE: 2.ADDITIONAL POST TENSIONED ANCHORAGE OVER COLUMNS IN BOTH DIRECTIONS, UNO. C 11 SLAB CORNERS PER 11155.00. - T= SLAB THICKNESS OVER COLUMNS IN BOTH DIRECTIONS, UNO. a MINIMUM OF(2) TENDONS SHALL BE PLACED DIRECTLY OVER COLUMNS, IN BOTH DIRECTIONS, UNO. REINFORCEMENT PER 3/S5.00 AND 4/S5.00. kl... wPLAN - TYPICAL REINFORCING SECTION THROUGH SECTION THROUGH 6 AT SLAB EDGE CORNERS REINFORCING AT INTERIOR COLUMN 8 REINFORCING AT EXTERIOR COLUMN 9 DISTRIBUTED TENDONS AT SUPPORT 1 D BANDED TENDONS AT SUPPORT O SCALE: 1/2"= 1'-0" (03304) SCALE: 3/4" = 1'-0" (03309) I SCALE: 3/4" = 1'-0" (03310) SCALE: 3/4"= 1'-0' (03321) SCALE: 3/4"= 1'-0" (03320) UM n r U) BANDED TENDONS SLAB EDGE,TYP - J („ PER PLAN SLAB JOINT: Q n _. A e ?' CONC SHEAR WALL - ADDL ANCHORAGE REINF INT SLABS:TOOLED JOINT. . ° ° . 4. -[1'P I- co 5 DIST TENDONS CORNER SLAB EDGE PER 3/55.00&4/S5.00 EXT SLABS: 1/2"W x 1"DP SLAB DOWELS PER PLAN, w co PER PLAN &EL �� w I PER PLAN REINF PER 6/S5.00 BLOCKOUT W/ELASTOMERIC CAULKING. DOWELS T&B WHERE a D - : - REQD PER PLAN U 0 • P-T TENDONS #4 T&B x 48"©24"OC, c.3 d ' e�. ' • I r ROUGHEN SURFACE w �; PER PLAN UNO ON PLANS CONC SLAB e ° a I- o - PER PLAN • 114"AMPLITUDE TYP ` - w �,�� + ' T/SLAB Q "e 9 f i�f l f l - - - z PER PLAN m •.. d e �-�(� a4 J s • INFLECTION POINT L.I_ I L I I 11 00 I °� r � PER PLAN � ° i P-T TENDON, TYP v ' } z L a . •• ,, •` 1• .1 8 y : 4 O 314"x2 112"x12" KEY CO 48"0C HAIRPIN PER SECTION,TYP cc2' U PERIMETER SLAB EDGE MAX BTWN TENDONS 112"CHAMFER 8 g ` PLAN REINF PER PLAN,TYP 1'-0' cc SLAB EDGE WHERE OCCURS Z 0 MIN 0- a ' CD ct. a4. . WOz 2' CLR BTWN • HOOKS AT SLAB EDGE Z MIN OF (2) P-T TENDONS • • ° : • WHERE OCCURS TENDONS MIN,TYP 0 O NOTES: OVER SHEAR WALL,TYP 4 . AN T/SLAB ° 4 _ a , a ° PER PLAN 4 . ' g 0 NOTES: 1.ENGINEER SHALL APPROVE THE USE AND LOCATION OF ALL k/,Q ..T) t)) �, .: 0 < z 1.ADDITIONAL INFORMATION PER 3155.00 AND 4155.00, POST TENSIONED SLAB CONSTRUCTION JOINTS. •a a °4. ° , ° 4 ° . - ° - . . C7 w ° 2. REINFORCING AT POST-TENSIONING ANCHORS NOT SHOWN FOR CLARITY. 2.WHERE 1'DP BLOCKOUT OCCURS AT EXTERIOR SLABS, CO MAINTAIN CLEAR COVER PER PLAN. 18" I- 3. 1F EDGE DISTANCE CAN NOT BE MET, CONTACT STRUCTURAL ENGINEER OF RECORD. ADDL#3 x ( HAIRPINS© 12"OC w CO FOR EVERY(4)TENDONS, STAGG SECTION HAIRPINS PER PLAN W PLAN - TYPICAL POST-TENSIONING TYPICAL POST-TENSIONED POST-TENSIONED TENDONS Cl) J z g 0AT EXTERIOR SLAB EDGE CORNERS SLAB CONSTRUCTION JOINT TYPICAL SLAB CONNECTION AT SHEAR WALL WITH SWEEP GREATER THAN 1 :6 Q SCALE: 3/4"= 1'-0" (03304A) SCALE: 3/4' = 1' 0" (03305) SCALE: 3/4" = 1' 0" (03325) SCALE: 1'= 1'-0" (03311) 0 <IC D (4) SLEEVES ♦ ♦♦♦z-41.i - ♦♦♦1•,. NZONE 1ZONE 2�� MPER / CD O cKTYP [J GROUP #5 T&B, TYP -SLEEVE,TYP ���ALL SIDES __ 1- ( _ #4 T&B © 12"OC REQD �..�♦� ♦♦♦♦♦� ♦♦.♦.�♦♦♦♦5 - l- WHERE 8" MIN SPACING ♦♦♦ ♦♦����o r eL ' SLAB JO€NT; z - Lu 1'-0"TYP 8" MIN D TYP BTWN GROUPS IS NOT ♦�♦♦♦�♦♦ ��♦♦ ♦♦♦♦ ♦♦��V�5 INT SLABS:TOOLED JOINT. S 0 A `" UNO MAINTAINED • ♦♦♦ ♦♦�♦♦♦♦♦ EXT SLABS: 1/2'W x 1"DP TITLE w Q c„ CONCCL w '2 S LAB P-T TENDONS ��♦♦♦♦♦♦♦♦ ♦♦♦♦ ♦♦♦♦� ♦♦♦♦♦♦�♦♦♦♦♦♦♦♦♦♦♦♦♦� BLOCKOUT W/ELASTO M ER I C CAULKING. 4, 11/2°CLR w J � PER PLAN ` E SLEEVE, TYP TYP �-+ d z o PER PLAN �� 4 ad - DOWEL BAR SPLICE AT # DATE DESCRIPTION s - CONC COLUMN '♦" ♦�♦♦ 4 :' ♦♦♦♦ 314"x2 1/2"x12°KEY 48"OC MAX T/SLAB 1 ♦♦♦♦♦♦♦♦♦♦♦ . . • ♦♦♦�♦♦♦♦♦♦♦ CONTRACTORS OPTION, TYP EA SIDE OF POUR STRIP co1 o z_ ° - . . PER PLAN .�.♦+♦�♦♦♦♦♦.♦ < ♦♦♦♦♦♦♦�♦♦♦ ~ 0 00 PER . ♦♦♦♦♦♦♦ ♦♦♦.♦♦♦♦♦♦♦ oo g PLAN • , °10 '• F t. . . - . t •• .4 a° lYy- ♦♦♦♦�♦.��`♦���4.4�♦♦♦♦♦ °a " ° a . . ♦♦♦♦♦♦♦�♦♦♦♦♦♦♦♦♦♦♦♦♦♦ SLAB DOWELS T&B PER PLAN "I !O +l • P d. � d. d.."` - u I�S.Td��T a t: a� ��� .'° d � d • �WOW* i T/SLAB 9 'V DOR 400 0 ♦♦�♦♦...♦���♦��♦♦��♦♦�♦����♦♦♦♦�♦♦♦♦ d ♦♦.��♦.♦♦��.♦�+♦♦♦..♦♦♦.♦.♦♦♦♦♦♦♦ +► -.• • •.!i !!r Oi r/III PER PLAN CONDUIT �A� !!O-►!-1-31 I • .. 4 4. j 0o MIN,TYli ' I A' !!t � 444. !000! !!!04 � . , (D (3) CONDUIT PER / � ! O ♦ w � 18M1N TYPUNO BTWN GROUPS 0 DOR2" MIN .... ... ..... , ��♦�♦���� l ' - .-N4►��♦�♦♦� ��♦�♦���♦♦♦���♦♦♦♦♦ REINF PER PLAN ru 2'-0" • TYP 48" MAX �� ♦♦♦ a ♦.♦4d 1♦♦►♦♦. ♦♦♦.♦�.♦♦ 01 TYP U N 0 TYP STUDRAIL PE R ♦�♦♦�� ♦♦♦ ►������♦��♦♦♦♦♦♦ �♦♦♦♦♦♦�� NOTES: PLAN,TYP ���♦�♦♦ ��41,.‘����►♦♦♦ ♦♦♦�♦♦ ��� ��♦♦ ♦♦♦♦♦♦♦ P-T TENDONS ADDL ANCHORAGE REINF e NOTE: ♦♦♦♦♦4 ♦♦♦♦ ♦♦♦�♦♦ PER PLAN REVISIONS 1.ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. ♦♦♦♦♦♦♦��♦��, •�� �♦♦♦�♦♦ ♦♦�♦♦♦♦♦♦♦♦ PER 3155.00&4155.U0 °' PROVIDE TRIM REINFORCEMENT AS SHOWN AROUND ♦♦!i♦�•• •1"CLR ♦�♦ ♦�♦♦� 112"CHAMFER,TYP iz NOTE: 2. CONTRACTOR SHALL SUBMIT SHOP DRAWINGS WHICH INDICATE THE •��♦�♦��"� MIN lir 1K GM GROUPS OF f5} OR MORE SLEEVES. PROVIpE TRIM •� cc PROVIDE TRIM REINFORCEMENT PER 11/S5.00 WHERE REINFORCEMENT PER 11/S5.00 WHERE PLACEMENT OF CONDUIT IN SLAB. SLEEVE ♦♦M�:♦♦♦�♦�♦♦♦♦♦ �♦♦�♦♦ POUR STRIP PER PLAN, TYP DRAWN BY CHECK BY MINIMUM SPACING IS NOT MET. MINIMUM SPACING IS NOT MET. ♦♦/M�♦♦♦� ♦♦♦♦♦t�♦♦ T �•�♦♦♦ .��♦�♦�,l� ISSUED FOR CONSTRUCTION PLAN - NO ADDITIONAL REINFORCEMENT PLAN - ADDITIONAL REINFORCEMENT 3. DO NOT PLACE CONDUIT WITHIN 48" OF COLUMN FACE OR SLAB EDGE. l• __ .♦ami► STATUS NOTES: 4. CONDUIT SHALL NOT TOUCH POST-TENSIONING TENDONS. PROVIDE NOTES: 09(24/2018 1• SLEEVES LOCATED IN ZONE 1 PER 16/S5.00. NOTE: CHAIRS TO SUPPORT CONDUIT. DATE 1.ALUMINUM MATERIALS SHALL NOT BE EMBEDDED IN CONCRETE. WHERE 1"DP BLOCKOUT OCCURS AT EXTERIOR SLABS, 5. CONDUIT PLACEMENT NOT MEETING ABOVE CRITERIA MAY REQUIRE 2. (1) SLEEVE WITH A 'D' < 6" IS ALLOWED IN ZONE 2. (1) SLEEVE TOTAL AT COLUMN. MAINTAIN CLEAR COVER PER PLAN. 18031-0057 2, SLEEVES SHALL NOT BE LOCATED WITHIN 48" OF COLUMNS WITHOUT ENGINEER'S APPROVAL. ADDITIONAL REINFORCING AND/OR SLAB THICKENING. DCI PROJECT NUMBER 3. SLEEVES NOT MEETING THE ABOVE CRITERIA SHALL BE SUBMITTED TO STRUCTURAL 3. SLEEVES SHALL NOT INTERRUPT TYPICAL REINFORCEMENT INDICATED ON PLAN. ENGINEER OF RECORD FOR APPROVAL. STUDRAIL CONFIGURATIONS MAY REQUIRE REVISION WHERE SLEEVES DO NOT MEET ABOVE CRITERIA. 4, PROVIDE 2" MINIMUM CLEARANCE BETWEEN ALL POST-TENSIONING TENDONS. PLAN - SLEEVES THRU S5 . 00 16 PLANS - SLEEVES THRU CONCRETE SLAB SLEEVES THRU CONCRETE SLAB 18 CONCRETE SLAB AT COLUMN 20 SECTION AT POUR STRIP SCALE: 1/2"= 1'-0" (03221) SCALE: 1°= 1'-0" (032221 J SCALE: 3/4' = 1'-0" (03339) SCALE: 3/4'= 1'-0' (03305A) T O w A 1 Otak > Q M c Z cc CC = 3 EDGE OF SLAB ,..„-------,-/ I-1-1 PER PLAN : < Agg 1M, m w CONC SLAB PER PLAN D+ c . 4 I 0 0 0 0 0 0 0 C.) 0 • / 3 STUDRAIL PER J V EDGE OF SLAB • a .• • d. • _ OTAK ARCHITECTS, INC. T/SLAB .. . PER z ,�•.4. ' o �. •d. .-.: o' p o y V c SCHED,TYP f PER PLAN 2 " ° CONC COL PER PLAN 808 SW THIRD AVE., SUITE 300 Tr • %:-d. r ' STUDRAIL PER CONC COL PER PLAN y a' • • PORTLAND, OR 97204 PLAN w ._ , - 's „ Ii I 0 0 0 0 0 0 0 0 0 d •• • MAIN 503.287.6825 o_ ° : i ` r . SCHED,TYP : 1` — • a . *' \��l ts • ♦d a • a Q O - ) 0 0 0 C C) C) C) 0 0 a - If -•.- * (.2. ) 0 0 0 0 C) 0 0 I w �. :• -- w F— '. -i :.db • - UV i UN a z STUDRAIL STRIP PL 01460 Ad - _.t_ 0 �) �) ' w J m STUDRAIL SCHEDULE (SRX) :' : ' : �, CONC COL PER PLAN r 5'C iottpPROFF r, o g PER SCHED W/ d ♦ '.d" i. SMALLER OF SMALLER OF O t.o } a ,.d '. 1I STUD SPACING. STUD SPACING SHEAR STUDS w _ . 4 ' 14 py NUMBER &SPACING ~ ' •' , &STUDRAILOF STUDSPERSCHED _ &STUDRAIL MARK STUD O ' . _ c J w5 �G�N�� cP/,� NUMBER STUDS STUD DETAIL • • 74858PE r — •I 0 0 0 p 0 0 0 o cL • ' • • . C) 0 0 0 0 0 1) 0 1) STUDRAIL PER HEIGHT/2 HEIGHT/2 CONC COL PER PLAN OF RAILS PER RAIL SPACING REFERENCE A • da _ y CSAF> ' SCHED,TYP 5R1 8 25 1/2" 2 1/4" 3/S5.01 w `; 4 - I 0 0 0 0 0 0 0 n r • ' •_ ALIGN STUDRAILS .. - �` W/F/COL,TYP U N 0 - 3 S ON � Q�" ( SR2 ) 12 31 1/2" 2 1/4" 3/S5.01 r — ) 0 0 0 ) 0 0 C) 0 0 , ••: a a ' .. 0 1) 0 C) 0 C) 0 0 0 1 ALIGN STUDRAILS 3°TYp� 1Z6INcy 2�SNS W/F/COL,TYP UNO u PEDR PLAN LAB �'Y GNP AT TYPICAL FLAT SLAB SR3 6 25 2 1/2" 2 1/4" 4/S5.01 2 1/4"TYP = V V , ^ STUDRAIL NOTES: MIDDLE RAIL ALIGN STUDRAILS , EXPIRES: -31-19 STUDRAIL STRIP PLATE t\SR4 11$ 1/2" 3' 6/S5.01 WHERE W/F/COL,TYP 2 1/4'TYP c - - - STAMP 1.STUDRAIL HEIGHT IS DETERMINED BY THE THICKNESS OF THE SLAB. HEIGHT SIZE SCHEDULE OCCURS,TYP c 3 c ` MAY NEED TO BE ADJUSTED WHERE SLABS STEP OF SLOPE. ,� a c J STUD DIA "t" WIDTH o 2. STUDRAIL AT COLUMN CORNERS SHALL BE ALIGNED WITH THE FACE OFccc) `� 1/2' 1/4' 11/4" c c c MELg a) .T. 3 COLUMN. INTERMEDIATE STUDRAILS SHALL BE EQUALLY SPACED. _ ri 5/8" 5/16" 1 3/4" : _ NOTE: el,_,-. $s 3. STUDRAIL SHEAR REINFORCEMENT SHOWN IN THESE DETAILS SHALL BE _ T STUDRAILS AS MANUFACTURED BY"DECON". 3/4" 3/8" 2' - - - a' U 0 NOTE: ADDITIONAL INFORMATION PER 1 &2/S7.01. �� lig � � � E E NOTE: ADDITIONAL INFORMATION PER 1 &2/S7.01. n , N �� 4.WHERE SOFFIT STEP EXCEEDS 3" PROVIDE FULL DEPTH STUD RAILS AT ,g n 0 o o ADDITIONAL INFORMATION PER 1 &2/S7.01. Q co CO a a ii LOWER SOFFIT. F To. -_ 0 TYPICAL STUDRAIL SECTIONS 0 0 CI STUDRAIL SCHEDULE STUDRAIL LAYOUT AT INTERIOR COLUMN STUDRAIL LAYOUT AT EDGE COLUMN STUDRAIL LAYOUT AT CORNER COLUMN o N113-2 (0.3 N o3 SCALE: 3/4"= 1'-0" (03330) SCALE: 1' = 1.-0" (01460M) SCALE: 3/4 = 1'-0" (03333) SCALE: 3/4"= 1I-0" (03335) SCALE: 3/4"= 1I-0" (03331) "' - E_ Z V Q ° - - ... ..• ---.. GRID M c c GRID CONSULTANT " .' SHORING BY OTHERS r COL HOOPS W/TIES o • Y PERP TO BEAM ONLY, ' PER PLAN m c • : •. A IN BEAM - 0 3 0 a_ '' v CONC COL&REINF (w P-T SLAB&REINF w > ♦.-i •• ,' U I I= a PER COL EL I ALT 90°HOOKS - STUDRAIL PER \A M u EDGE OF SLAB PER PLAN z �I i WATERSTOP AS REOD PER o I T&B REINF PER PLANgA SCHED,TYP ti a3 PER PLAN g . •d I I ARCH,TYP PER BEAM EL a CONC SLAB & U • . s. CL • REINF PER PLAN e �'a m T/SLAB . / I= Q / *--- .: : , :d. .,• ° , C) U C) U C) Cl U C.) U . ;. .0 . - PER PLAN -- ° .d _ �--i J / l 12 . a° - • .. - / ♦:. . ••.. H00 ATONE END t A. • 4 - f - ° (— WATERPROOFING PER ARCH J,,� z .. , . v = o • • •. • ' ' . . a • :. �• .'� �. �I I _k T/SLAB I g ° ♦ d•• • ' ' �� ° '-'-' r- ,_4 .• + CONC COL PER PLAN - , i - I il,, �, f� .` _ • . ..• •. •,. - .•, d . BEAM STIRRUPS c_ (2)#5 CONT EA • ..n • :♦ . STIRRUPS W/135 /� • PER BEAM EL HOOK AT BOTH ENDS • t. ` _a ✓ ` . :--I d a �' • i ua SIDE EVENLY - . E)": ' — i 0 0 p 0 0 0 0 0 0 . . / G •� d'` t �. 14, eL .. • .. , •I a' ;'� • a II I • _ CONC BEAM / #;:r."'""/ ..,.j T/SLAB SPACED ir. .a p• .. WALL REINF PER PLAN //// ° _ o ° . '�•-.' • P-T TENDONS PER PLAN . .. d. CC PER PLAN j - PER PLAIN _ • 4 w H tr + r _ 1 .• . • .: • : . ♦ 1.1 0 co -4---(--)--E3 • • I4.4r � � a R ♦ .d v d.• • . • '` -t- -0 E3 0 0 0 C) C) C) C • n T/SLAB ' m O* * •s . _ PER PLAN . - •' ' . . • -. 4 0 • . . •. = _ •�, . : 4 ,—f > O CONC SLAB REINF " d 4 d ! ALIGN STUDRAILS o .. . ..1112-,7- � PER PLAN • •44 �. . ` • • • ' •i< • • o W/F/COL,TYP UNO 13 _ r t •Sm DOWELS W/STD HOOKS cr PT-TENDONS 2 2 1" 2" CONC COL& REINF PER COL EL a_ o PER PLAN U CONC SLAB& .E c CLR CLR n ( REINF PER PLAN 0 m PER EL PER PLAN R CONC COL&REINF . 2 c NOTE: NOTE: - r PER COL EL _• t - NOTE: ADDITIONAL INFORMATION - a PER 9/S5.00 AND 10/S5.00. ADDITIONAL INFORMATION I_5,§ ADDITIONAL POST-TENSIONED ANCHORAGE PER 9/S5.00 AND 10/S5.00. NOTE: INFORMATION PER 3/S5.00 AND 4/S5.00. - Y ADDITIONAL INFORMATION PER 1 &2/S7.01. % _ re 3.3. = TYPICAL POST-TENSIONED SLAB TYPICAL SECTION AT TOP OF CONCRETE COLUMN TYPICAL SECTION AT TOP o s STUDRAIL LAYOUT AT EDGE COLUMN AT DISCONTINUOUS WALL CD - INTERMEDIATE SLAB 9 OF CONCRETE COLUMN WITH BEAM 1 D TYPICAL BEAM SECTION cc SCALE: 3/4"= 1'-0" (03335M) SCALE: 3/4"= 1'-0" (03354) SCALE: 3/4'= 1'-0' (03324A) SCALE: 3/4"= 1'-0" (03324BM) SCALE; 3/4"= 1'-0" (03703M) • g 2 GRID �-- CL SUPPORT CL SUPPORT a. c;? 1 i �2, (3)#5 TOP .0i I-- coN N J (5)#9 TOP Q CONC SLAB& i 1 LU bi b CC o I REINF PER PLAN #4 STIRRUPS S5 01 (5)#9 TOP o 0 EDGE OF SLAB 6 OC7--- o NQ \\- • r WHERE OCCURS i `l T/SLAB , ~ N. PER PLAN Y . • `4p' • • • . - ..... - = • . • C \1 1 U 1 h A I ,ri ix . / O N —) 2' 7 �.J _ U ar U (4)#s BO r W w "' v=) VERT DOWELS W/STD _ #4 STIRR JPS #4 STIRRUPS CD W LLI .. O � „_, _ __.•••••-....7-- -"r���HOOKS PER COL SCHED / i U -a I CONC COL&REINF 0 (7 z PER COL SCHEDlimumi E- 1- -'I TYP LLJ F-- 10'-8". U w /) TYP s PER PLAN �.,! _ J NOTE: - 1, W {~t3 ADDITIONAL INFORMATION n --J PER 9/S5.00 AND 10/S5.00. V TYPICAL SECTION AT TOP OF CONCRETE COLUMN0 BEAM ELEVATION Q <11 SCALE: 3/4"= 1'-0" (03324) 14 SCALE: 3/4"=1'-O' (03700M) CeFQ < > 0 CD o Ct . H N TITLE vi e # DATE DESCRIPTION 0 N 2 9/5/18 CHECK SHEET#2 h-' RESPONSE 0 N N) U, O 9 C7 O CO VI > 0 0 6 REVISIONS hi Author Checker DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 09/24/2018 DATE 18031-0057 DCI PROJECT NUMBER S5 . O1 Otak _ . N -,. ::711r744--'Le.:.-1'.'..-...1\144. .::.../3,,- 47.: WALL AT SIM z :,?:?::.'i"•''..„-d0"'..40 10,.. ADDL(2)#4 x 36" A. ,• " , ADDL(2)#4 x 36'' a .'° ' . • CONC WALL&REINF PER PLAN CONC WALL&REINF PER PLAN (ONE EA SIDE OF WHS) . 4 ,.• ._ (ONE EA SIDE OF WHS) -. . . - . • EMBED PL1/2x12"x1'-0" 1 11//2;110i* t W/(4) 1/2"0x6"WHS _ Vu) r , DECK ATTACHMENT 0 -- A . •. DECK ATTACHMENT : ! -11 (TYP OTAK ARCHITECTS, INC. PER PLAN PER PLAN 4 • . • 24 - -. ,- THRU DOWEL PER PLAN, THRU DOWEL PER PLAN, USE (2)#4 x =18 1 1 I HSS PER PLAN 808 SW THIRD AVE., SUITE 300 CONC OVER METAL - 4 . - USE DOWELS W/STD HOOK CONC OVER METAL DOWELS W/STD HOOK (NOT AT WALL) I -. ,-• 4 o " 4 \ : : .. 'ili ' CONC. OVER MTL. PORTLAND, OR 97204 DECK PER PLAN WHERE SLAB OCCURS DECK PER PLAN WHERE SLAB OCCURS 1- DECK BEYOND _i BOT TRACK PER PLAN MAIN 503.287.6825 MAAN-.0TAK,COM- a :4, 4.! /4 / ON (1)SIDE \ • ON(1)SIDE 4. . • ' 4 . "• - .4-• • ID : • I •I4 • 64 a_i_ . . . •. .. ; io=I*... --- 4 _of\ T/SLAB '-dio . i 0 • - . 4 • _AK T/SLAB 1. 4 '" 4' . • - 4 A 1 0 •• • - PER PLAN . . . • . .•4 4 `r PER PLAN ,, - . ° ' • UCTUPti -1 • -• ,- ;,.. :. : .0.4- ,; I . 1 • • 0, . ' . :• •• iv• " • '0 - • . - '0• ' I:- -I . . ,-. •-. -Ad . .•• 4 .:'' ' • f HSS BEAM PER PLAN 6copck Pno 04 . , 1... . .1 , '4 '' . .• 4 ' - * . .' . ' .4° '•I.-4 . I PL3/8x7xREQD EA SIDE Pe . . 1 . -- -1 - .1 . . 4 ° ; •• • J. • 1 - • • • -• • • .I.-' . III.-- MAX cti" "co' 74858PE 1:1 44' • ' • I • - I - • I 1 A r .r • 401.-. l • ; I: ." 1 i . ..., •• .... /II : PT SLAB PER PLA...NI '. .' . : :Irk- .. 54MIL(Fy=50KSI) DEFLECTION TRACK . 4 - A W/3''LEGS. DO NOT FASTEN STUDS CONT L4x4x3/8 TYP .... ... 4 . CONT L6x4x3/8 LLH TYP • . . • (REINF NOT SHOWN) L__J OR FINISHES TO DEFLECTION TRACK ORE ON W/3/4"Ox 5 1/2" , .s ••• '• • . (2)#5 x 5'0" (2)#5 x 5'0" - ° . • '' W/3/4"Ox 5 1/2" ° •- . • . . ----,--- SIMPSON TITEN . • • SIMPSON TITEN HOOK 8 SLAB EDGE AT WALL ONLY SCREWS 8 5'-0"0C SCREWS 8 5'-0"0C • . . . 4 'A 4• ',4. .' -4: ,,4 PAF 8 24"0C,TYP t(ey cw.- 4: • • • . . • , • • • . 0 0 EXPIRE& 12-31-19 • . A• , ' ' '• . .• a of-STL STUDS PER PLAN,TYP. . • •• 4 STAMP 4,8v - . ZN- 11-‘17-0 0 e E -1 • ''':'•'•'•'•'•'''''''''m''''':•:'•11•'•';:::'•'' ig 8 2 KTI ) ,''i Y co U-I US -t‘3 t i!I DECK PERPENDICULAR TO WALL DECK PARALLEL TO WALL a 0 oo W CD I- T.-. III la ... cp < NOTE: SECTION A-A -1._......0___L- ,..) Lo n , it -cn (2, -, o. OFFSET PLATES ON OPPOSITE SIDES OF WALL. LI g Pi. ' 1 - Cg g 0 2 :1i , 0 METAL DECK AT CONCRETE WALL ' (07320) HSS BEAM CONNECTION TO CONCRETE SCALE: 3/4''= l'-O" 01 SCALE: 1 1/2 = 1 -0' (05104)STEEL STUD INFILL AT STAIRS '' . illif, rip 01 ' - : - °IA A SCALE: 1" = 1 -0" M Ld PER SCHED cs, n_ a_ v © CONSULTANT CL BEAM CL BEAM 6"UNO 6"UNO SLAB EDGE CONC WALL PER PLAN DOWELS PER PLAN , WALL REINF e ON PLAN h" --= ON PLAN PER EL 0): PERIMETER REINF PER PLAN- 66 c co LU .4:: A4Ii.......il'?:.,g . • !:.'- ' I*. Ca THRU DOWEL PER PLAN (FORMSAVER OPTIONAL) CONC OVER METAL DECK / THRU DOWEL PER PLAN (FORMSAVER OPTIONAL) /---CONC OVER METAL DECK i 1 PER PLAN) 0 .1\ CONC OVER METAL DECK&REINF PER PLAN 2" BRG /-#4 CONT AT EDGE MIN PER PLAN> CD 41 I 2" BRG MIN CONC OVER METAL DECK&REINF PER PLAN #4 CONT AT EDGE Z..0 < I I 1 r• \\ .:_;.; .4.:,;-.;;-.i,:.+1:... ;., ,,,j,..,;:.',:•;1;-:-.,.;1-c.;;_:;:i ir...i:;i; .::12:-..!:::':*,.:,!:7'..,:',4 ;,:.ei,-; ..-'!-T..' ..:Z.t- '!-''''''"'",,t,,•`-':;';•-. '';".--.'F':';'''i%-::..-: ''::-';''e`''.4' C tli 1.. . . ,.'.‘: * 'r. ; 1 .,:i..."-:1'71-: ‘,'It=7.;...:.!;4.,:i;-:."'::.-11 :t.t.:- .-1.--,,::.....-!1,:....,1k!V;:i. A o au 1*ta' To 0 -E 1 0 E. E 3 . c .2 -. • . '. • r• - 'III . ' I . . ' • ' • • A4 A . • '. V .A I I „ 1 2 t ., .. - • . • - A .;:Ii .5. 4(--"'-X-..-.-X-7.- --- x.\ . 4, ___..----EDGE FORM TO BE DESIGNED EDGE FORM TO BE DESIGNED ,i ' v) - ••. •4' .•- 4 -: a,X-7- -7---4X--"4"7 "K , • • , I ---.= - • - • • 4 - • • • ' 1 , . . - . . • • •• 4 ' -'11" BY DECK SUPPLIER (43MIL MIN) . . . • A.- A BY DECK SUPPLIER (43M1L MIN) I •. 1 . :.• sl! ,..k • ,," 461 T/STL -. . • 4- - . • 4 LC ! I 0._ i Z ? 4 ' ' - - 4 ' ° 4.' . ,'• * ' • . A a . . . - ' . " ' L I • ii, T/STL 1-- : ' , •. 4'••• . .. .9. .g. I - • . - `fr PER PLAN "f". s END CLOSURE PER 4. PER PLAN ....- - --. ...„..----A.\\ '4-7'.•. 1..6: . • . . ... - • :-- ...• ..• ... ••°/ ;'- •• • . - . . ._ • DECK ATTACHMENT , • 4 • • DECK ATTACHMENT DECK SUPPLIER g"2 .. ,t . 4 2" BRG j 2'' BRG . - y PER PLAN REMAINING PERIMETER / ...._,. • - :. a . 4 . . .... ' I aill i II • • . MIN 1 MIN . - •- - F§ . . LP4ExR4xP31-4/8N • i" . . 4 . . . . . • . . I: 4..4 . .. • .: 44. . low L6x4x3/8LLH i REINF PER PLAN - • ' • • 4. •. d'•' .• • . . . . 4 P-T SLAB PER PLAN 1 \ 1 4 / 1/4 EMBED PL1/2x4x0V 8 6'-0'0C '•4 P-T SLAB PER PLAN'. . . .. 1/4 EMBED PL1/2x4x0'8''0 6'-0"0C • MAX&WITHIN 12" FROM ENDS OF BEAM PER PLAN 2::17N1/4% -BEAM PER PLAN 41 C 0 § :•g.p CD Dx, -5 2. a C ANGLE W/(2)3/4"0x6"WHS T YP MAX&WITHIN 12" FROM ENDS OF ANGLE W/(2)3/4"0x6"WHS T YP ,• f § DECK PERPENDICULAR TO EDGE BEAM DECK PARALLEL TO EDGE BEAM 0 ... -1 t DECK PERPENDICULAR TO SLAB EDGE DECK PARALLEL TO SLAB EDGE REINF PER PLAN 0.E ; 2 CONCRETE OVER METAL DECK o_ al METAL DECK AT CONCRETE SLAB CONNECTION 8 TYPICAL SLAB EDGE AT STEEL BEAM REINFORCING AT PERIMETER SHEAR WALL cci.?, 610 0;i SCALE: 1"= 1'-0" (07320) SCALE: 1"= 1'-0" (05104M) SCALE: 3/4'= 1-0" 1-1-Fa:g • 2'-8" MIN . _ ,... 1 1/2" 440 3" AT CENTER OF . TYP -1-N-i- ADJACENT /EA TOP FLUTE TYP AT EA\ 1/8 r TO EA CUT\ TOP FLUTE/ 1/8 1/2 --.), I 1 1/8 V 1 \BEYOND OPNG, WEB,TYP/ 1/8 V 1/2 TYP -..., I TYP co CONC OVER METAL DECK& c2 1/16 C 3 --1-1\r-r- ---.......„._ MI 1 L1 3/4x1 3/4x1/4 PLACED -,--1\r•r- -r-i\e--7 tri REINF PER PLAN t -- Lp _...... il _.---- 1/16 3 CONC OVER METAL DECK - ---- 1 ON T/DECK co 1 i E. T200-54 W/#10 SCREWS PER PLAN i ...---------- I c., 1 EA SIDE TO EA STUD& A / L0 Imo c., 0-) (2)#12 SCREWS EA SIDE / DECK ATTACHMENT PER PLAN 1 THIS GROUP OF 1 I _.,----HSS3x1 1/2x3/16 TO BEAM / -it-- - i ;-- v __________--- SLEEVES TO BE A 1 _z" -- OR L3x2x1/4(LLH) T/SLAB 4-, T/SLAB , co CONSIDERED A 1 1 e ‹.- 0 `1. PER PLAN • • 4 4 . • 4. ' ' I ' . 4 . ' • - 4 .‘ \IF PER PLAN " • • . .° •.• -- •• ' • • • .; • .4 . • ..„: . • • . . .. -. ,'' .4 • I 11 c.__.• cL. cr) I II I --- PLACED ON T/DECK 15' • .•.• .• • . - 4- - :„. ..• .•-.1 ,. ... .1" •: - .6., • •. •: 4 1. -.• - : . . -...- / . -:.... • SINGLE OPNG 1:--- 0 1L-Li / \ I .- . 4 ' 4 • . : . ' Z I- . 0_ D \of I I _.> • • 7 A \ ,1 '\ • ' ' L ‘aiz2s. ___. ba z . _ , ,7"-TYP TOP FLUTE D Fi -I (-) LU 'I AT CONC SLAB W ....._.1 i 1 V BEAM PER PLAN / -r--, I - - 2 411111 ! TYP BOT FLUTE J k_ I I I I =A ! ; 1 / ,z-TYP TOP FLUTE LI-II F-- LLI C2I ,........______----' ! BEAM PER PLANI 1 WEBS OF METALE., I-I 1! z ,1 i‘kr- y TYP BOT FLUTE C..9 w 0 STL STUDS BELOW r STL STUD WALL ,7i-DECKING „ X 1°1 ! f PER PLAN--(4,„ Nz 0,-• u) 1 / 11 1 BEAM PER PLAN i 0 0 W 0 0 I I !il g ....„,„7„..„..., 4--wDEE, KSINOGF METAL I _LArJ_ . { ANGLES MUST EXTEND --- r- F. D 2.1-ij c-75 62 >-. 1- '1 1 i! ! ce \ 1/16 C 1 1/2-12 ,...- A__ CL BEAM OR (3)TOP FLUTES PAST 0 CL BEAM OR 0 TYP/ OPNGS,TYP T 1/16 1 1/2/12 JOIST BELOW JOIST BELOW II.- NOTES: JOIST OPENINGS UP TO 16" 1. HOLES LESS THAN 60 AND CUTTING NO MORE THAN(1)WEB REQUIRE NO REINFORCEMENT. CO I__- 2.ALL METAL DECK OPENINGS SHOWN ABOVE APPLY ONLY TO DUCTWORK AND PIPING, ROOF HATCHES II L-111-j- W W11i;., iii LU AND SMALL AIR SHAFTS.THESE OPENINGS ARE NOT INTENDED TO SUPPORT ANY MECHANICAL EQUIPMENT. mmall F= 1- CL BEAM OR CL BEAM OR Ci) 3. REINFORCING HSS OR ANGLES MAY BE PLACED UNDERNEATH DECK IF REQUIRED BY ROOFING SYSTEMS. JOIST BELOW JOIST BELOW LLI U) --I 4.WHERE USED WITH CONCRETE SLAB, CUT DECKING AFTER CONCRETE HAS CURED(3) DAYS. OPENINGS GREATER THAN 16"AND UP TO 24" Cl) Z TYPICAL HSS BEAM TO STEEL STUD CONNECTION 0 TYPICAL METAL DECK TO HSS BEAM CONNECTION 41 SCALE: 1"= 1.-0" (07350M) SCALE: 1"= l'-O" (07351) TYPICAL METAL DECK OPENING REINFORCING SCALE: 1/2" = 1'-0" (05108) I- L COL& CL COL&STUD WALL CL COL&STUD WALL < (..) EMBED PL #4 BARS J STUD WALL PER PLAN STUD WALL PER PLAN (I) D CD 0 ct .._, ....i _,-, I . TABLE 1 c)._ CL < I I _...iiii, #4 HAIRPIN I- 0 n #4 HAIRPIN II I (2)3/4"0 A307 THRU BOLTS HSS PER PLAN "F" 0 w 0Z5 Lu NNJ: - V imm° P- CO BASEPLATE _I CO 0,,,,,,,,,.../ EMBED PL W/WHS _.., CO I FILLET 0 0 ,-_, 0 •-1 0 0 D I Z., THICKNESS 0 Lu 0 Lu EMBED PL W/WHS CD 11,L , _,-r --.. SIZE __ Mill - ___J I L L i (..: ocZ5 EMBED PL W/WHS -E I T.,,:t._ . =CL:=12 3/8" , 1/2" 3/16" ----Efk-, 0-I ii I TITLE i,Il ui ..-----. ,-_, 1 I SECTION 5/8', 3/4" 1/4" '-‘ -----.*---------COL PER PLAN 41)- d 111 - ° # DATE DESCRIPTION -0- COL PER PLAN 1 i 1 --4--; - - A-Aie1 8/16/18 CHECK SHEET#1 ---r-- I I 1 1 _41._ #4 HAIRPIN I r-. > = 7/8" 5/16' _It RESPONSE O ra ,..===', I 1 ? PLAN PLAN COL PER PLAN PLAN #4 CORNER BARS , .-> c? 1/4 I> - c7i fi SIZE PER \ CL COL CL COL&STUD WALL CL COL&STUD WALL co 1/4 N. _1 TABLE 1 TYP,/ ,c, v o REF NOTE 2 ' SIZE PER SIZE PER : COL PER PLAN \ \ TABLE 1 TYP,> ,c, 1 / TABLE 1 TYP (7) CONC SLAB r V '/ 7" V I 1 7/2. REF NOTE 2 REF NOTE 2 2..) PER PLANI I 7.0 (E4M)56/8ED0PxL(5s/8 x14x1'-2"W/ COL&STUD WALL PER PLAN COL&STUD WALL PER PLAN (-) . 1 7,,,2 (2)#4 x 48"CTRD 0 u) LAB H-2")WHS C%) cs 'El oi Q,PLAN \ @ 6"0C EW CTRD, PER NOTE 1 ON EMBED UNO EMBED PL5/8 xl 4x1'-2"W/ ADDL(2)#4 x 36.. EMBED PL5/8 xl4x1'-2"W/ , BENT PL3/8x7xREQD REVISIONS it LL z II I/ .... _I w 6 ADDL(2)#4 x 48"EW PLAN \ @ 6"0C EW CTRD, PER NOTE 1 (PLAN \ 1 @ 6"0C EW CTRD, PER NOTE 1 --_ 4., T/SLAB ii . CONC SLAB PER PLAN CONC SLAB PER PLAN DRAWN BY CHECK BY ‘6) - ‘4' PER PLAN A i A 4 .4 • -• . 4/1 4 - ' '''-..,,_. I I . 4.. • -4' I\ I 4 4. 4 . 44 ; . -- • - 4 -••• : . e .. • . . .. _06 T/SLAB \ i I 1-- 4, T/SLAB , . 't17- Al ISSUED FOR CONSTRUCTION -_._ i a. 'f' PER PLAN A ‘'FF PER PLAN ' -.._ . . __ a.- cc STATUS LLI - • : ' . ••a ''. .4 • n'Il . A CONTRACTOR TO SECURE --_ - , - - • 4 . 4 -• . . . - ".„._ 'I , •-• ' -' A ' ,:..1117'.' • . "3,1 ' •• ° :. EMBED TO FORM,WET SETTING I a• t a- cc .41 , . _ -A 4 09/24/2018 PL3/8x7xREQD - EMBED PROHIBITED ILI • • ' ° • ., a. . • 111 CL. .. =-.1 . E .- _ :. . . . 4-44+ . - -- . . ,. DATE V 'I AT INTERIOR COLUMN N 24" ; 24" ki NOTES: 'ct 18031-0057 1/4 z7t 1.WELDED HEADED STUDS LONGER THAN 8"SHALL BE PIGGYBACKED PER AE AD Ds Li D#E40HFA I R P I N S x 1 ADDL#4 HAIR PINS x EW DCI PROJECT NUMBER WHS '--- EA SIDE OF WHS '- MANUFACTURES RECOMMENDATIONS. CONTRACTOR TO SECURE EMBED TO CONTRACTOR TO SECURE EMBED TO 2.WHERE EMBED PLATE IS NOT LEVEL, FILLET WELD SIZE SHALL BE INCREASED BY AT EDGE COLUMN FORM,WET SETTING EMBED PROHIBITED AT CORNER COLUMN FORM,WET SETTING EMBED PROHIBITED SECTION A-A THE AMOUNT OF THE GAP CREATED WHEN COLUMN IS PLUMB. . 00 HSS TO HSS CONNECTION TYPICAL BASEPLATE TO POST-TENSIONED SLAB CONNECTION - HSS COLUMN 16 SCALE: 1"= 1421" (05104M) SCALE: 1"= 1'-0" (05040) ..._ .._ ____ ..._ .... Otak ,„...,,,,.:„.„,:„.„,„:::::,,,:„,,...:.:.., ,,,.:.,.::.,:,.,.,. , c. PER ARCH EMBED PL 1/2 x 8"x 1'-4" (2'-0" MAX) OTAK ARCHITECTS, INC. W/(4)5/8"0 x 6"WHS, IN 2 ROWS @ 4"OC (CTRD ON PL) EDGE OF SLAB 808 SW THIRD!OTLAND, OR 97204 MAIN 503.287.6825 PER ARCH \ \ .0 PER ARCH AAA '■ vt P-T SLAB PER PLAN ' MO MO 0. 11 e PROF < T/SLAB 1/4 `g'` �G1N��'�6'/O V T/SLAB46 A 4 3116 V PER PLAN A I/ _ I _ 00 o X 4/ 74868PEPER PLAN oo0 ^ 6rNPER PLAN PER PLAN x x �, Q- N N i Y • ` Q '_° ad.. �:• _ _ _ " 4E 7,1".y• • j _'L C12x20.71/,Qf�RcN2 �� � 24" _ S -- r c� `�Y CNP BEAM PER PLAN #4 x `V HAIR PINS, \11.. BEAM PER PLAN EXPIRES: 12-31-19 3/16 V I--- EA SIDE OF WHS 1/4 V STAMP 2 3 , � J e „ „ S6.01 S6.01 $ N 18U c@e I CDin o ERs NOTES: ``'_'_=';'', u3 0 a a REFER TO 3/56.01 FOR EMBED PLATE AND REINFORCEMENT INFO 5>:=. 13 c ti 3 1 a orn L ° In re .q- N I I:, TYPICAL CANOPY SECTION TYPICAL CANOPY SECTION TYPICAL CANOPY FRAMING PLAN o•" N ;; SCALE: 3/4"= 1'-0"CO SCALE: 3/4"= 1'-0" 4 SCALE: 1/2"= 1'-0" J aI1Ico = 3O T O 0 =o rnao_ U0 CONSULTANT a) m o c S W U c .6"3 8- a0 L flc O L U .0 gr -s El :.1.4 c •c a_ • 2 • W m CSC g ioc t•- L O. w CO s = 4« 83 2 m CO 8 o m fit 71 1-- $ cp c 2 8 cc 4 c Wm a. ;II MEI c . % u-I- • o_ U, a N U, N (o) a) (E c O Coa. J F W L1.1 0 {.L . a Z o a Q 0 g E— LL CO --I 1.1_ w w J z g IM IX tZ F— < > 0 CD D ILI ac . H TITLE ut 0 # DATE DESCRIPTION 0 r-I N h-I 9 M co' �I v 2 052 f) v O Li REVISIONS Author Checker DRAWN BY CHECK BY L ISSUED FOR CONSTRUCTION STATUS 09/24/2018 DATE 18031-0057 DCI PROJECT NUMBER S6 . O1 IN1,,,. C:1, . ...°. ..„:1-,::,,iM<4.A __A__j ----"Ar. . :, (4•N' : Xs Z' .•••• STL STUD PER PLAN ALIGN 7-....„........, ,.. --- STL STUD PER PLAN ALIGN '"-------- W/STUD BELOW,TYP STL STUD PER PLAN ALIGN :. STL STUD PER PLAN ALIGN W/STUD BELOW l'-' -7---N----7-- W/STUD BELOW W/STUD BELOW 1"r----- - PBEORTPTLARANCK&ATTACHMENT BpEORTpTLARANCK&ATTACHMENT CONC OVER METAL DECK I CONC OVER METAL DECK i• I 0 j ,,,,/ 808 SW THIRD AVE., SUITE 300 SHTHG PER ARCH & REINF PER PLAN! _, BpEORTpTLARANCK&ATTACHMENT . 0 e ' BOT TRACK&ATTACHMENT &REINF PER PLAN CONC OVER METAL DECK / PER PLAN TYP CONC OVER METAL DECK 2" PORTLAND, OR 97204 ALIGN LOW FLUTE W/ -*•-•:...114::1,7-CONC OVER METAL DECK ;-/f- li ':" MAIN 503.287.6825 WWO-TAKCOM - STUD BELOW - ii• 4. &REINF PER PLAN 1 54M1L EDGE FORM ALIGN LOW FLUTE W/ STUD BELOW cs4 cc ,- .-.1 I ,P.: DECK A I IACHMENT PER PLAN & REINF PER PLAN ,- , o DECK ATTACHMENT PER PLAN,TYP ., &REINF PER PLAN '-'.1 54M1L EDGE FORM .416 T/SLAB \ (..",, \ ‘ff PER PLAN 1,3- • • • . • .4 • . PER PLAN 1 • ..,- " i 1 '1 •' •4 ' •• •- • • PER PLAN ',:. . f' . . • • . . . ' .' 1 .0We I tg., .4 , 4*- '. • . • - 4• 9 , - - - • ': AD 4 - .- ,' :• -,4 - :: •0 A, • - * L • * • . : ' / A • ' - 41 • • ,,,,, .. • A- - •• • • 4 • •• • , .. • • 4 .• ' A .• ".• .1 - . . . • 114 . . • . ° • ..• A- - 4 . . : . I : 4 •44 . • 2.-- .." ..a. e v Pnop. < ' I__ ..:, -_-_ ... 4. . .4. 4 -s A I / I , . . 4, _ • .. A• .• •• • . z • :4 • • 4 - - • i ----- ----, • .A ; r --1, - 1 , ---74 i• ., 1 re xe 7 4 858P E 11 4-'90.• 44 -4111i t eSif----1"- il TOP TRACK PER PLAN TOP TRACK PER PLAN SIMPSON SFC4.25 N ' N , . CONN EA SIDE W/ ORE 011,,A. TOP TRACK PER PLAN TOP TRACK PER PLAN ,-, '.. 0 DECK ATTACHMENT PER PLAN 1 0 . DECK ATTACHMENT PER PLAN 0 1 STL STUD PER PLAN 0 ] ,. . .,: .,, SCREWS EA LEG .. ............„--- STL STUD PER PLAN _ '''Zzv - cAPNI , C- ., , ,, , . ---STL STUD PER PLAN _------STL STUD PER PLAN I L2x2x97MIL CONT -. 1•#' EXPIRES: 12-31-19 METAL PANEL W/#10 SCREWS @ 6"0C r-- _::....i: ___\/\____T if _-1'1\---, JAMB STUDS BACK TO BACK --,;:i --.A...., ,/' '- SHTHG PER ARCH :. 7.. .---• SHTHG PER ARCH i I PER ARCH INTO TRACK pMEERTAALKPAHNEL . 1 SRTEUwDsSoW/12(20)ROWScOF e E - STAMPi . . • ; : r•-• Cr`a L4a) CC . i g o n , v ' 0 I 0 ] NOTES: en.. _. v_- ___,,,_ON _-A --_ .. 1.SEE PLAN FOR DECK ORIENTATION. (1) :153 0 2 ;,§1 2. FOR INFORMATION SHOWN, BUT NOT NOTED SEE DETAIL 1/S7.00&2/S7.00. *. '-'\•',i... m s• '''. TYPICAL METAL DECK TYPICAL METAL DECK TYPICAL METAL DECK BEARING P/PICAL INTERIOR WALL WITH METAL DECK lccnc I- 12 ,0i 4. -s ow co '4 iii BEARING AT EXTERIOR WALL SCALE: 1"=l'-0" 1110 (87310M) PARALLEL TO EXTERIOR WALL SCALE: 1"= 1'-0" (07311M) AT INTERIOR BEARING WALL SCALE: 1" = 1'-0" (07312M) 4 PERPENDICULAR AND PARALLEL TO WALL SCALE: 1"= l'-O" (07313) JAMB STUD CONNECTION AT FLOOR DECK SCALE: 1 1/2" = V-0" (07000) . .. '..."'''''..•'•'•:E•;-- 10-FO ri") 4: b T,4 • j--c•ii _I :ej F.1.T, • 2 C‘i 2 Ili I , = to - ,,,,,- •a./ 3.A_41/4/ 4/ , i).-- I I 1 I _ 0 47. A ; TRACK PER PLAN METAL STUD WALL -IF- ca<<" P GA:Op (...oilic 6-0G, 0,0)‘ CC06,s Co, 6" C. ''''\..L........„..... ..,7 STUD PUNCHOUT PER PLAN BOT TRACK -... .-.N‘N„...,N it?.f 1;0F lip_ '90frfr P'1,37-4°P 6,gs CONSULTANT g STL STUDS PER PLAN PER PLAN VERT ANGLE TO STUD W/ ...- - 0, #12x1 3/4"SCREW AT 6"0C . - CD = aCC \.„......______ PIPP''...'°°"•••, c4 1.1.1 D 0 z METAL STUD PER PLAN - C4 r, 4, =E-) SEATED AGAINST TRACK 1--- x ci., b EA SIDE OF SPLICE ,,,-; I. ----\.1 WIDE W/#12 SCREWS\ ... #10 SCREWS EACH L2x2x54 MIL ANGLE,TYP .. /%1,37- .,,,(.)/(' 41.. @ 24"OC SIDE OF STUD ------4- /1/6•8s 15 i To 0 TRACK PER PLAN - -- - -- „.- • .--"7'.7.. S162 x THICKNESS TO MATCH STUD FLANGE,TYP .....„ ..., r. ; TRACK, NESTED IN TRACK L 1 1 a 0 = ----4---,„ ,-r--- . .4 - •, _ 7-- - .• .' .' 4 411 - 4 . • .. 110- 4" ' '.'• . . , - •..1 ..' do . '. . 2..§ e , ,.. ----. .....................„ r• ' 0 •a-' 17"g-- . A, 4 •. ° • . • . • a ..>. I I I 0\‘ _____ "...--................„, CS' • .• : . PANEL TO STUD W/ :,--. . . . .. 1 E. ... A ' METAL PANEL g- --1 ...- , i \ . -... •:A \i . . , 1 I \..L... PER ARCH Et°g _... .Z.•= AS-2 --- •#° I '" 'U . , COMPOSITE FLR 2 i • 0_ , - -FASTENERS PER 6/S7.00 STUD FLANGE,TYP coy \ SLAB PER PLAN '-- - .. . ----' CL 80 'WIN - ...-'-- ------.. , ,..--'..- , g E Pils2-. ill OA- DO NOT LAP PANEL OVER TOP ..- cc-- T250 DEFLECTION -F'4-': Al% ,c-C,4 800, --- 0 TOP TRACK PER PLAN TRACK. DO NOT FASTEN PANEL --11r- . 0 TRACK x 43MIL MIN -1,37-6,.,• Op 1 72* OCc °P L/ , 41PA/ AT BOTTOM TRACK: AND STUD TO TOP TRACK . . . ' - THICKNESS -= 0- iv6it, a 7/2.1141A1 p /-612/p 4 ii is, SCREW ANCHOR PER PLAN NOTES 6-OG6.0p/14/N47. 4.4/V - - #12 SCREWS @ 24"0C TO NOTE: i.--" .......__________, STL STUDS PER PLAN c .... .2 CONC AT TOP TRACK: TOP TRACK a •E - METAL STUD PER PLAN #12 SCREWS PER PLAN NOTES TRACK NOT SHOWN FOR CLARITY. NOTE: NOTE: ---0-- METAL PANEL 70 \ ; g THIS DETAIL APPLIES TO TOP AND BOTTOM PER ARCH fi" g STUD PUNCHOUT TOP AND BO 1 I OM TRACK SPLICES TRACKS OF ALL STRUCTURAL STEEL STUD SHALL BE STAGGERED 48* MINIMUM. NOTE: ,--> H 8 c<1 WALLS UNO.AT NON-STRUCTURAL WALLS, USE TOP DEFLECTION TRACK PER 8/S7.00. CONT. PLATE NOT REQUIRED WHERE 2 1 1 WALL ALIGNS DIRECTLY UNDER ry-:c..) UPPER OR OR LOWER DECK FLUTE W :i TYPICAL NON-BEARING WALL TOP TRACK 0_ a§ ® TYPICAL TOP AND BOTTOM TRACK DETAIL TYPICAL TRACK SPLICE NON-STRUCTURAL WALL AT METAL DECK PANEL INTERSECTION AT STUD ATTACHMENT TO CONCRETE SLAB OR METAL DECK cal 8 9 , 10 01-s SCALE: 1"= 1'-0" (07000) SCALE: 1 1/2" = 1'-0" (07001) SCALE: 1 1/2"= 1'-0" SCALE: 1 1/2'= 1 -0" SCALE: 1"=1'-0" (07003) T300-54 x 5"W/(10)#12 SCREWS TO STUD / CONC OVER / &(6)#12 SCREWS TO BOX HDR EA END METAL DECK _AR T/SLAB / ' PER PLAN ---N--- NI' PER PLAN L . . . .. .. • /. - • • • '-.4. - 4. 4• ., • . . *fl.7• • 0 I • I U) 41 L j 72 • i • • • • • • • • • • 7•41" 4c:( .4•• ••,,.....:› Lri Lc? I 1 I I TOP TRACK 1 i' • II . . 1 I. ' L_J• • (2) ROWS(5)#12 SCREWS LL1 c., CONC OVER METAL DECK _1 tx, CONC CURB WHERE (44., 0 1 i• ••,, / • . . . . i• • (10)SCREWS 0 CN ,• PER PLAN 1. I TOTAL EA END #1 0 SCREWS • ./.'" cs) OCCURS ,..........„--------WST/LSSTIJUDDBPEELRO P LA N A L I G N 1 1 0 '-..'s--"--- STL STUD PER PLAN W @ 12"0C BOT TRACK ..:•-••• _DI ir- TO BOX HDR ---__/1 z• L1 1/2x1 1/2x68 MIL Z to #10 SCREW T&B CONC OVER METAL DECK v"-- c::i (Liiti° Trfri - WEA/L(3E)G#10 SCREW , +6 / BOT TRACK&ATTACHMENT PER PLAN 1 i / L1 1/2x1 1/2x68 MIL W/ i 0.. r'I.-IC": BOT TRACK&ATTACHMENT PER PLAN joi, T/SLAB 1-__I__!1 . 4 . . , \ (3)#10 SCREW EA LEG-- I 1 c./)• 1 ',..//// PER PLAN P-T SLAB &REINF PER PLAN 4F PER PLAN • - - • 4 • ' . ' ' • 4 .4iN T/SLAB 1 PER PLAN ,-. ..,>. ... 4.. L . ..z-. • , . ' . . . . ..• i s 4110. . . . .; 4 • .,. `.1' PER PLAN 1 ; ..AID .7 . . -:. • 4. • .. Ei • • • • ....• • • 4., _ I I 1: STL STUDS .4., T/SLAB \ I :.- L. ..1(?. .ii AI T/SLAB a t..._ :..k. #5 TOP x 6'-0"@ 24" -: / ALONG WALL . .1 ._ _ _ ._ , „ ---1 FULL LENGTH / / 1 1 ii ----LNTI\ PER PLAN ILL -I "1. PER PLAN • • • 4 / • • o• I 4 \'' PER PLAN " # • • • . • ' • -I; .(_ • : T. 4 .' • J, /I : 1 IC3 n - 7.- ''''.----:: CONT WALL TOP TRACK TRACK TO MATCH /--14-1- CLIP TRACK WEB& •1 1 1.1.1 a- . • • . - . 4 • • • .• I. A d . • 4 • q • • • A A: , , •. • •4• 0 • _ I -VIVI- TOP TRACK PER PLAN •I .1 I TOP TRACK - -0- II I SCREW FLANGE LLJ LL1 <,...r_ A 4 • A ;1 •• . • ,; . • COLD FORMED STEEL BM II ' TO STUD W/(1)#10 .•. . A . • A ' • L._ .<>4. ' .. i.. ..A •'• • • 1 • .. . . • STL STUD PER PLAN / 0 ‘\-CFS BEAM PER PLAN 1 ''' '1117- - __, PER PLAN STL STUDS PER PLAN,TYP U) . .. . .. 4 , CFS BEAM PER PLAN--/ #10 SCREW @ 12"0C TYP T&B g 0 .. . . • • ... , . L1 1/2x1 1/2x68MILx5" LONG SIMPSON FCB 43.5, • • • • el . (7)#10 SCREWS IN LL1 . . • •A. A • .A. 4, .' • . . . '..A W/(3)#12 SCREWS PER LEG INNER ROW ADDL 600T150-54 ALONG T/SLAB 46.., TYP AT TOP TRACK Ci 0 A .. . .s . ., „L PER PLAN 4' . A- • - „- •- * •` • g- cid: . A *ol • 4 0 • ENTIRE BM AND BOTTOM Ce „, r SIMPSON SJC8.25 W/SCREWS - . A , A 4 o • 800T200-68 W/(3)#12 TRACK i POSITIONED AS SHOWN (MAX •-1 0 0,1 P SCREWS @ EA STUD(MIN ....- < (2)STUDS) LOAD= 2930LB) 54 MIL EDGE FORM , (6)#10 SCREWS NOTE: \..._ CO 1-: i- DO NOT DRILL FOR ANCHOR WHERE PT TENDONS ARE 0 TRACK W/SCREWS w Lim w = NEAR SLAB SURFACE.CONFIRM SAFE LOCATIONS WITH ---/V-- NOTE: 1- -r TO STUD BEYOND SER. GPR SCANS MAY BE REQUIRED. SEE PLAN FOR DECK ORIENTATION. NOTE: '6INN---BEAM PER I-- PLAN I11 (") _..1 FRAMING ABOVE NOT SECTION CO < -.1 TYPICAL STUD WALL BEARING TYPICAL STUD WALL BEARING TYPICAL CORRIDOR BEAM SHOWN FOR CLARITY. F- Z g ON P-T SLAB AT EXTERIOR WALL SCALE: 1"= l'-0' (07310M) ON P-T SLAB AT INTERIOR BEARING WALL SCALE: 1"= l'-.0" (07312M) TO NON-PARALLEL WALL SCALE: 1"= 1'-0" BOT TRACK BUNDLED STL STUDS PER PLAN 14 TYPICAL CORRIDOR BEAM TO BEAM CONECTION SCALE: 1"=l'-0" TYPICAL EXTERIOR WALL HEADER SCALE: 1"= l'-O" CD f.5 Ce 1 ' H"' PER PLAN- ---- --/ <IC , ,, (.....) I , 600T150-(MATCH STUD P ---ri\r"-- STL STUD PER PLAN NiAr- --Ar- STL STUD PER PLAN \TAr- CONT BOT TRACK 1-1 GAUGE)x WIDTH OF I I (ar9 CI) a Ct I PER PLAN I , BUNDLED STUDS OR ..... C) 1-- 1 BOT TRACK \ 61 1-4 CONT BOT TRACK, TYP BOT TRACK PER PLAN • 11 • CONC OVER METAL Filim N. 0") 1.1 CONC OVER METAL .. 7 --s. N 4.- . . 7 rt-T-----] DECK PER PLAN PER PLAN CONC OVER METAL • • . . ..., A . A ; - *. , • 4_ o PT SLAB PER PLAN • DECK PER PLAN • TITLE -E \ DECK PER PLAN .. . a 4 . .41 - . •4 . cc to • CD \\\•• E I ' / \ : I \ - ' ' \' A 4 . / 4. -. . 4 4 # DATE DESCRIPTION -a ..= • -II CL 1A1.- CO • • • . 7 :k. . IT . . .. -.- It ".. • • ' ,r - . 7 ill I -I „.... ---,.. . -• . A. E 4 •• -. .. . " *4 ' . . .., .4e. 4. . • - 4 • .. . .." • , 4 ' . . . 'd • . • I I 4 A .. • • 4 Ai "1 . A • 4 : - 4 . - -411, • - 8 . ' fa. 4: • ' : • A• a . . .. 1 a • --. .i 1 / 1-.- " . '4 . - A . IN ••A .'. •Ai. ., " • ' 4. A '• : • ' . ''' • .A.. . .• .. • . Lc) 4 . CONT TOP TRACK/7 lia d A * 4../4 A'4 . .' .. . • .....mj Visl . .14 \f.....L. 0 i . • 9 . .. . -_ , • 4 • PER PLAN 4' • ?' C7, / 4 \•.'.4 '. ',./ \ . •. 1/ \ 4•A :. ' / \°4 • ''( \• 4 . / \ .. • '- i ' •"• \ A . • / \- 111 • • all A - cp CO I: --i L.-_ 1 I I I * • • s 'S., . 1''' . ' • *. •' • •. • .-. •_.1 • • • • (2)#12 SCREWS SIMPSON 1/4"0 x 1 7/8" (.) 1 ' 'i le ' 1 1 1 1 • T 1 I 1 TITEN HD W/IN 4" OF • 4I CA5 I • •I I • •I / 1 . • AT METAL DECK SLAB • , . ... A 4 • (1)#10 SCREWS EA BUNDLED STUD - • ". • • 5 I I I I TOP TRACK I • I • 4. - ' G.) I • .1 I ••I I STUD FLANGE TYP t_____ -‘ to 1 I I I PER PLAN 1 I • I • NOTE: -Y4 4 A " • ' 4 . • 4 A '4 . •• . ° I • •I 1 • •I II ___I . Ll (2)#5 TOP x 6'-0" EW cLi I \ ii BUNDLED STUDS SHALL STACK VERTICALLY& u 1.' . • • •4 . • - CFS BEAM PER PLAN REVISIONS I I \ I ALIGN W/SLAB LOW FLUTE.ALTERNATELY, REF LI 6 I 1 16& 17/S7.00 IK GM Lz 1 • • 1 (2) 800S162-54 BOTH SIDES -I (7)#10 SCREWS IN LEVEL 4:800S162-68 I 1 r 7.1 r. -/7. . 0 I i DIRECTLY UNDER WALL DRAWN BY CHECK BY INNER ROW ct I LEVEL 3:800S162-97 1 ABOVE W/(4)#12 SCREWS . •' 4 * . • • A • • :4 " • 9 V. • 4 .1 ' •4* 4• A (2)3/80 x 3"TITEN HD BOTH SIDES W/(8)#12 I SCREW ANCHORS ISSUED FOR CONSTRUCTION 1 1 TO STUD&#10 SCREWS SCREWS TO STUD& SIMPSON SJC8.25 W/SCREWS STATUS ---U\r-- #10 SCREWS @ 12"0C -kV-- -1-1\i-- @ 12"0C TO TRACK * . , , • • 4• ". . • , 4 • • • • • • POSITIONED AS SHOWN (MAX LOAD NOTE: TO TRACK NOTE: • t , • ' ,4 • • .* : • o - • 4 • • =2930LB)(SJC10.25 @ 12" BEAMS) 09/24/2018 1. THIS DETAIL TO BE USED AS A CONTRACTOR'S OPTION. -,--" • • - 4 • • - . ' • ' . •.* . -" - - . • . * a• .<> NOTE: DATE 1. THIS DETAIL TO BE USED AS A CONTRACTOR'S OPTION. 2. IN LIEU OF THIS DETAIL-ALIGN ALL BEARING STUDS WITH STUD BELOW AND REF 1/S6.00 FOR MORE INFO 18031-0057 2. IN LIEU OF TUI DETAIL-ALIGN ALL BEARING STUDS WITH STUD BELOW AND * . 4• ' ti • 4 • - LOW DECK OF FLUTE. BEARING WALL STUDS TO BE CONTINOUS TO THE P-T SLAB LOW DECK OF FLUTE. BEARING WALL STUDS TO BE CONTINOUS TO THE P-T SLAB • . 1 4 .' ' • •• . . • DCI PROJECT NUMBER 3. RIM STUDS TO BE CONTINOUS ALONG BEARING WALL. .• . * . • . -3 • .., ! • • • . • AT P-T SLAB!, .• .• ..... • . . 4. ., • • . • A. • - , - . • . . • •• • . ALTERNATE - REQUIREMENTS FOR BEARING STUDS ALTERNATE - REQUIREMENTS FOR BEARING STUDS • a i 4 NOT ALIGNED AT LEVEL 3 & 4 NOT ALIGNED AT LEVEL 5 - TYPICAL BUNDLED STUD DETAIL CFS BEAM TO CONCRETE CONNECTION 16 SCALE: 1 1/2" = 1'-0" 18 (1-- SCALE: 1 1/2"= V-0" SCALE: 1 1/2"= 1-0" (07310M) SCALE: 1 1/2"= V-0" (07310M) ARCHITECTS, Es :(D 'T 's' DECK ATTACHMENT CONC OVER METAL Otak PER PLAN / DECK PER PLAN TOP TRACK STRONGBACK STUD SIZE /I G PER PLAN PER SCHED, TYP 1 . 1 1 ; : / 4, ,el.m....•..•`\...... ., ,t' • R I R �q®{ �{y�y I • .. -' • • 4 r-: . 4 •A , t• �r i i OTAK ARCHITECTS, INC. r . i r, T - \ j-r DECK ATTACHMENT 1 I 808 SW THIRD AVE, SUITE 300 II 1 i i PORTLAND, OR 97204 PER PLAN PROVIDE CONT BLKG E 1 i s • i MAIN 503.287.6825 TOP TRACK PER PLAN PER 6/57.01 FROM i VW\WOTAK.COM (8)#10 SCREWS / LAST STRONGBACK TYP QSTUD TO END OF WALL PANEL ,�� PRQ� p�OCTU/ 9< ¢ BEAM PER PLAN z � � SECTION A I I I I I _� METAL WALL STUD PLAN ! ! LAN I PLAN `g ‘yGINE`k.. 47 �- BEAM PER __,,�__ _ _ a C? 74868PE �fi IL B _��_ PLAN _��_ _ PER PLAN ' m ' A I i B i C lv 10 Ce6F. SECT BRIDGING PER r I J - I, 1 6/S7.01 1 "--rIN i. \ ' '�' • 1• ! -_ #10 SCREW S SORE ON�, Q, I• f DECK ATTACHMENT 1 STUD I - POST PER -- L- jr @ 24"OC / 71\ PER PLAN T125-33 TRACK i BRIDGING I /,9 gRCH 2�s, PLAN MIN (2) L— (OPTIONAL) c PER PLAN i cFY Ck1P BUNDLED WALL CONT WALL TOP i� STUDS BOT TRACK TRACK AT DECK i EXPIRES: -31-19 -J�' -J,�- -�- PER PLAN SPLICE z I - #12 SCREW AT EA. -�,-- -�� (2) ROWS i STAMP BEAM PER PLAN —� #10 SCREWS @ e E J STUD (EA.SIDE) „ \ CONC OVER METAL DECK - -- -12"OC STAGG o 1 1 U110 Q ANCHOR PER f OR PT SLAB PER PLAN 1 E�° L LE U PLAN NOTES �' SECTION A SECTION B ' ' 1 I 143- a, _ ° 1 �� —`�� • �� 1 i i I � $�' CiP • ..° • _ AT DECK SPLICE - ------ - -- CD —48 {} s rig : . ... .4 . I BOT TRACK -cno =fie PER PLAN I 1 I o af,„ +. �cE t c ° a g€9 NI TYPICAL BEARING WALL ELEVATION �`� °' " =8= 0I I I -.u- J !' SCALE: 1"= 1'-0" (07330M) MAX SPACING BTWN STRONGBACK MAX SPACING BTWN STRONGBACK ` E�o MAX DISTANCE TO - - _ _ _ _ '` r;> . END OF WALL PANEL STUDS PER SCHED STUDS PER SCHED CL STRONGBACK CL STRONGBACK CL STRONGBACK u� F 4 v, TyA OR DISCONTINUOUS rn a a. O E /C BRIDGING < 1/2 OF N o F--. 5 =a ��` FRATUoSA MAX STRONGBACK WALL PANEL ELEVATION CONSULTANT SPAC♦ 44N -OF SCHED,GYPPER .; m ,� WALL STUD PER PLAN mW I U� WALL STUD L1 1/2x1 1/2x54MIL x WALL STUD DEPTH - STRONGBACK STUDS Y 1� ,L1 1/2x4x54MIL x 3" PER PLAN W/(2)#10 SCREWS EA LEG PER SCHED STRONGBACK § L1 1/2x1 1/2x54MIL x 3"W/ (2)#10 SCREWS EA LEG (LLH)W/(2)#10 STUDS PER SCHED .i > SCREWS EA LEG BLKG PER - _ pis. 6/S7.01 PERLPLAN STUD WALL STUD WALL STUD BLKG PER WALL STUD o [07010] PER PLAN L .re;: iJ t r `\l STL STUD PER PLAN&SCHED ill • c "'• n' ,-tl rU ' ' ../...1.�uwurru ), t I v 51 1 1/2x43MIL TAUT HORIZ FLAT STRAP . Ill . si IIF @ 48"OC MAX UNO PER PLAN NOTES. • , , , R a� f( ,y . R T fr.. • , SPLICE PER 15/S7.01 "R "� 11Th ..1721,- 5162-43 BLKG INSTALL AT ENDS tt (3)#10 SCREWS AT FLAT STRAP (3)#10 SCREWS AT FLAT STRAP (3)#10 SCREWS AT #10 SCREWS OF STRAP& 12' 0"OC MAX BRIDGING STRAP& BRIDGING, TYP BRIDGING STRAP& @ 6"OC FLAT STRAP BRIDGING STRAP& BRIDGING,TYP 1\ BRIDGING,TYP -`s 8 T&B TRACK,TYP T&B TRACK,TYP T&B TRACK,TYP c (4)#10 SCREWS MIN EA SIDE OF BLKG STRONGBACK § STUDS PER SCHED w MIN#10 SCREW AT EA STRAP TO STUD t n DOUBLE FLAT STRAP s BRIDGING WITH BLOCKING A PLAN AT WALL END CONDITION A PLAN AT INTERMEDIATE STRONGBACK CONDITION B p PLAN AT WALL END CONDITION EE NOTES: SCALE: NONE SCALE: NONE SCALE: NONE m 1.BRIDGING SHALL BE INSTALLED AND ADEQUATELY ANCHORED PER 8/S7.01 PRIOR TO APPLYING AXIAL LOADING TO NOTES: m STUDS. • 1.COORDINATE STRONGBACK LOCATIONS WITH LIGHT SWITCH AND ELECTRICAL BOXES. m _ 83 2. FLAT STRAP MAY BE OMI I I EQ ON SIDE OF SHEAR WALLS WITH SHEET STEEL OR SURFBOARD SHEATHING. 2.STRONGBACKS MAYBE OMITTED ON THE SIDE OF SHEAR WALLS WITH SHEATHING IF SHEATHING IS cc � BLOCKING IS STILL REQUIRED AS SHOWN. INSTALLED PRIOR TO LOADING STUDS. BLOCKING IS STILL REQUIRED AS SHOWN. G m U C O 3. RESILIENT CHANNEL MAY BE SUBSTITUTED FOR FLAT STRAP IF INSTALLED PER THIS DETAIL. LU m N CL aS TYPICAL STEEL STUD WALL BRIDGING $ TYPICAL STEEL STUD BEARING/SHEAR WALL CHANNEL BRIDGING ANCHORAGE c SCALE: 1 1/2"= 1'-0" (07010) SCALE: 1/2"= 1'-0" (07020) U...g A/L-q VJ iii p�RA1'068E eL r..LP I- LO w ' • 7• fr 0/0::a 0 0) I . d A ami • ` E m > .--,,....c.-1 I . STL STUD PER PLAN&SCHED HORIZ FLAT STRAP SPLICE E S162-43 BLKG INSTALL AT SPLICE `✓ MI W L9 gE (4)#10 SCREWS MIN EA SIDE OF SPLICE o INTO BLKG AT EQUAL SPACES 0 E o 0MIN#10 SCREW AT EA STRAP TO STUD O D DOUBLE FLAT STRAP BRIDGING SPLICE I'm I- A CO F- E— NOTE: U W =t Al IACH BLOCKING/BRIDGING TO STEEL l9 STUDS PER 6/S7.01. E TYPICAL STEEL STUD WALL C/) im. _i z g BRIDGING SPLICE DETAIL Q J SCALE: 1 1/2"= 1.-0" (07011M) IX QF— < > 0 C9 (f) E I-- TITLE N E # DATE DESCRIPTION 0 N- NI h- 1) C> O M c -1 U C/) '} 2 To0 0 O 6 REVISIONS i IK GM 5- DRAWN BY CHECK BY co ISSUED FOR CONSTRUCTION STATUS 09/24/2018 DATE 18031-0057 DCI PROJECT NUMBER S7101 RIDGE FLASHING k PER ARCH CONT 54MIL PL x12" ROOF CLIP AT WIDE W/#12 ROOF CLIP AT STANDING SEAM SUPPORT PER MANUF 6" MAX SCREWS @ 12"O.C. SUPPORT PER MANUF ROOF PER PLAN OTAK ARCHITECTS, INC. 848 SW THIRD AVE.,SUITE add I PORTLAND, OR 97204 \f I MAIN 503.287.6825 IIr IIils [ \WtW:OTAK.COM { J `i1° 4,,,„cru� 17-.--------PURLIN PER PLAN. SPLICE NOT ALLOWED STANDING SEAM 1 5 4ko PRp�r444,n_ < 1 ROOF PER PLAN 1 1\ t"-,t.„‘ 362S162-54 WEB L 2"x5"x68mil x5 1/2'LONG ,� PURLIN PER PLAN �c.� �.1GdNE"�. / STIFF W/(4)#10 J-- W/(6)#12 SCREWS TO PURLIN 1 I 4,a 74S5et'E `� 9 • SCREWS it &(4)#12 SCREWS TO BEAM ej2,..f,r" I 1 a ITr IL -* 1gCH 23,2P S 5 I q<E,Y CNP izZ it • I EXPIRES: 12-31-19 • • I i DRAG STRUT PER PLAN 1 METAL STUD PER STAMP W/SPLICE PER 16/S7.02 I PLAN ® E J BEAM PER PLAN(BACKI TO BACK)W/(2)#10 /V E SCREWS @ 24"O.C. _.LI______ — uU i I 3 I VLl' int .1L gig Ire E r 'e4: cu � Cni cUa—(7)c o ,o ® O Pi 1 LI C Q 0 'o. � = 7 m `mN�—m lJ* kit? ` 1000 ROOF PURLIN TO BEAM CONNECTION RIDGE DETAIL o N N �3� 0SCALE: 1 1/2"=1'-0" SCALE: 1 1/2"=1' 0" _ E_ ?3N J o -s („a7 (L3 G3 > wi . TOP TRACK PER PLAN, cv a U O.-EEb 03 CL. ROOF DECK PER PLAN #12 SCREW @ 12"O.C. CONSULTANT jr ROOF DECK PER PLAN q 1 m I m U PANEL SHTHG AND i e 9 FASTENERS PER I I #12 SCREWS AT E R °° SHEAR WALL SCHED i i EA. STUDr r I r I I N�� v, I I / 1 � � *CONT.PL 16 GA. x6"WIDE o W/#12 SCREWS @ 60" O.C. / / N m 4\— o METAL STUD (2)#12 SCREWS @ 60"O.C. €m �l _''- PER PLAN DO NOT LAP U-PANEL OVER TOP TRACK. Q$ DO NOT FASTEN U PANEL OR STUD TO -0 0 TOP TRACK 3 2 co W SC C METAL STUD PER PLAN. o § ROOF DECK PER PLAN I I .:u o I I I I II 1 i i a3 (2)#12 SCREWS AT EA. ` LOW FLUTE . i i r m b- ./ 1 I , CONT.C4"x2.5"x16 GA. i H $E I LEDGER W/(3)#12 I NOTE: *NOTE ' a SCREWS AT EA,STUD. —1 AT SIM., DECK IS PARALLEL CONT.PLATE NOT REQ'D WHERE WALL ALIGNS c2 CC:c4 - TO WALL DIRECTLY UNDER LOWER DECK FLUTE N Wm � 0_ W Q ELEVATOR POP-UP ROOF NON-STRUCTURAL WALL AT ROOF °C Q SCALE: 1 1/2'=1'-0" 10 SCALE: 1 1/2"= 11-0" 0101 I - r=45 2'-0"SPLICE TYP. T.O. PARAPET 1•- 4\ T.O. PARAPET -i PER PLAN 3„ 9" 9„ - 3„ EXTERIOR WALL TOP PER PLAN ' �#. i CONT TOP TRACK TRACK OR LEDGER ~� .. PER PLAN PER PLAN I - - a i I I I (4)#12 PANCAKE I i _ te----/— HEAD SCREW TYP o CONT.TOP TRACK �\ I i l rI S I 111 , 1 o i i i : II � ji i i STANDING SEAM • . I `- i ROOF PER PLAN INN: ~CD ROOF DECK PER PLAN �� ROOF BRACING.1 t 11 I METAL STUD BELOW 6 I PURLIN PER PLAN PURLIN PER PLAN METAL STUD BELOW—� �' f STRAP PER PLAN . N,\ o i 43 MILx2"x12"STRAP O 600(200-43 @ 5'-0"OC W/(3)#12 I (6)#12 SCREWS,TYP. (4)#12 PANCAKE a BLKG W/(3) EDGE SCREW PERLEDGER AT #12 SCREWS TO i SCREWS EA END PURLIN PER - SHEAR WALL SCHED HEAD SCREW,TYP. _• : EXTERIOR WALL STUD EA END I / DRAG STRUT PER PLAN,W/ - L2x2x68MIL W/(2)#12 = CUT&FIELD PLAN 600(200 43 I - DRAG STRUT PER PLAN / / SCREWS EA END W/ J • • f BLOCKING W/(2) I Y <> i (2)#12 SCREWS TO STUD AND V'" 1:1 SLOPE BEND WEB < #12 SCREW TO I I PURLIN PER PLAN SHEATING !i STUD EA END a "-` , ' &FASTENERS `I I— CUT AND FIELDPER SHEARWALL 7- . (,�BEND WEB �Tirl' SCHEDULE � C(:.9:11-13 REF.ARCH FOR i 43 MILx2"x12"STRAP AT EA. PURLIN PURLINOR TOP 0 r0...: EXTERIOR FINISHES i I �••�♦ W/(2)#12 SCREWS TO BLKG I METAL STUD PER PLAN. i TRACK PER PLAN �.! z \ \ 1 AND (2)#12 SCREW TO PURLIN --- --- -�— I 1 1-- i Ji _ (4)#12 PANCAKE []200(200 54 BLKG @ 5' 0"OC FOR{11 EXT FINISH PER iL2x2x54 MIL(x5"LONGI CLIP W/(3) i : . �{ L - ��HEAD SCREW TYP CL METAL STUD PER PLAN BAYS W/(3)#12 SCREWS AT LEDGER& ARCH I #12 SCREWS TO PURLIN &(3) FLOOR SLAB - l I #12 SCREWS TO LEDGER PER PLAN I SIMPSON 3/8"0 x 1 314" -, i CD < PURLIN COPE FLANGE AS REQ' D. i I (ITEN HD AT EA.STUD 1 i I I ROOF BRACING LI_ I 800(200-54 CONT LEDGER n 1 , \ I CONT. L4x2x54 MIL W/SCREWS METAL STUD WALL i W/(3)#10 SCREWS AT EA STUD I a `�", ''�`° STRAP PER PLAN CO F.. I PER SHEAR WALL SCHEDULE I a • I _I W O PER PLAN ,. a . --J`I- --'i- w O 1 i CONT L2x2x54 MIL W/SCREWS PER SHEAR � . .4. � ' � .• :� ' " I WALL SCHED (OMIT AT NON SHEAR WALLS) • '• • • b +° • •• ' ���L_ SHTHG AND FASTENERS PER -. • SHEAR WALL SCHED Ct SHTHG AND FASTENERS PER •.a • a a '` PLAN VIEW W SHEAR WALL SCHED A. . . m a .J PARAPET WALL - PARALLEL TO ROOF DECK ROOF PURLIN AT FETAL STUD ROOF BRACING STRAP DETAIL Cl _I PARAPET WALL - PERPENDICULAR TO ROOF DECK0 14 —' GI SCALE: 1 1/2"=1'-0" SCALE: 1 1/2"=1'0" SCALE: 1"= 1' 0" fX Q SCALE: 1 1/2"= 1'-0" Q I— 0 i T.O. PARAPET CD V VJ PER PLAN O Ct BREAK SHAPE SHTHG AND !i i 1 ROOF CLIP z TOP TRACK, GU I I ER PER ARCH FASTENERS PER i CONT TOP TRACK ROOF DECK PER PLAN N PER PLAN SHEAR WALL SCHED 'I i PER PLAN TITLE ROOF DECK AT SUPPORT PER PLAN i I I ROOF CLIP AT1 # DATE DESCRIPTION / ROOF CLIP AT SUPPORT PER PLAN METAL STUD WALL ROOF DECK PER PN go ' Im A-A ! •! • I 1 o "Z" PURLIN PER PLAN 'm' I I CONT L4x2x54 MIL co SPLICE DRAG STRUT AT I i�—W/SCREWS PER POST W/(4)#12 SCREWS • • I SHEAR WALL Z PURLIN PER PLAN I I ;''''''''. SCHEDULE 1 ♦ - i 0 I I W3 I • I I I DRAG STRUT PER PLAN W/(4)#12 �' it I I 1 1 I I REF ARCH FOR I SCREWS. CLIP FLANGE AT WALL SHEATHING i I EXTERIOR FINISHES I —° . REVISIONS ,> DRAG STRUT PER PLAN •I Author Checker SHTHG AND (2)#10 SCREW • METAL STUD '7 DRAG STRUT PER PLAN I DRAWN BY CHECK BY NN_ FASTENERS @ 12' OC i i ISSUED FOR CONSTRUCTION METAL STUD PER PLAN PER SHEAR W/14)#12 SCREWS PER PLAN { WALL SCHED CLIP FLANGE AT WALL - �- STATUS I _ SHEATH I NC 09/24/2018 --lit--- s I DATE______L___ _ _ —Nit-- 18031-0057 DCI PROJECT NUMBER AA=A NOTE: REF 17/S7.02 FOR MORE INFO S7 . 02 1 DRAG STRUT SPLICE AT POST DRAG STRUT AT EXTERIOR WALL 18 PARAPET AT INTERNAL GUTTER SCALE: 1 1/2'= 1'-0" SCALE: 1 1/2"= 1'-0" SCALE: 1 1/2"= 1'-0" Otak 01434DMFOR SEISMIC WITH 27MIL SHEET STEEL EXT METAL "" SHEAR WALL SCHEDULE (AISI 2007 S.1) PANEL PER ARCH MINIMUM STUD SCREW SPACING 1/4"0 SCREW ANCHOR OR SHEAR EXTERIOR SHTGH 1'-0" WALL AND TRACK AT PANEL EDGE TOP AND BO 1 I OM THREADED ROD CONNECTION CAPACITY BRG WALL PER ARCI ----V%--- _ OTAK ARCHITECTS, INC. TYPE THICKNESS ATTACHMENT TRACK ATTACHMENT TO CONCRETE [8] (PLF,ASD) / STL STUDS PER PLAN 808 SW THIRD AVE., SUITE 300 WHERE OCCURS TYP CONT L1-1/2x1-1/2x43 MEL HD W/BUNDLED WALL STUDS STL STUDS PER PLAN,TYP PORTLAND, OR 97204 SS6 43MIL 6"OC #10 C@ 4"OC 24" 259 W/#10 SCREW @ 24"OC PER PLAN,TYP UNO i ! MAIN 503.287.6825 1 WWW.OTAK.COM TO STUD NOTES: — r.- CONT L1 1/2x1 1/2x68MIL VCTV �-- W/PANEL EDGE SCREWS-- j .v ad �FD PROF T‹ [1] PROVIDE BRIDGING AT ALL SHEAR WALLS PER PLAN. STRAP BRIDGING MAY BE OMITTED AT WALL SIDE WITH SHEAR WALL SHEATHING IF ' y = IL2 � � IN FcS' SHEATHING IS INSTALLED PRIOR TO LOADING WALL. TL T D = I . C� ��$58 EF'9/' S SU TRACKIry - IL [2] PROVIDE BLOCKING AT ALL PANEL EDGES. I`JI - - - I y _ + w r PER PLAN SHEAR WALL PANEL I f �� �„ EDGE SCREWS PER y _ i 4 STL STUD TRACK PER PLAN �� [3] PROVIDE MINIMUM ::::: END OF SZ WALL CONNECTED TOGETHER WITH (2)#10 SCREWS C12"OC OR 1"LONG WELDS® 12"OC11CH 23.[4] STUDS SHAHAVE WIDTH O ". HD W/BUNDLED WALL i : EDGE SCREWS PER SHEATHING IS EDGE SCREWS PER '�L QVC STUDS PER PLAN, UNO i ; SHEAR WALL SCHED CONTINUOUS SHEAR WALL SCHED EY �� [5] STUD AND TRACK THICKNESS MAYBE GOVERNED BY BEARING WALL REQUIREMENTS, PER BEARING WALL SCHEDULE. i EXPIRES. 12-31-19 1 [6] ATTACH SHEATHING TO STEEL STUD FRAMING WITH#8 x 1"SELF-DRILLING/SELF-TAPPING SCREWS(MINIMUM SHANK 0=0.164", MINIMUM HEAD PTL STUD TRACK i SHEAR WALL SHTHG I SHEAR WALL SHTHG STAMP L � SHEAR WALL SHTHG PER PLAN &CONN PER SHEAR 0 = 0.3145"). SCREW FASTENER HEAD MUST BE FLUSH WITH PANEL SURFACE AND PENETRATE INTO THE STEEL STUD FRAMING MEMBER A __/� & PER SHEAR I 1 1 &CONN PER SHEAR I ®o E ` MINIMUM OF(3) EXPOSED THREADS. INSTALL FASTENER WITH A MINIMUM 3/8" EDGE DISTANCE. WALL SCHED,TYP I WALL SCHED,TYP o WALL SCHED,TYP Q [7] PROVIDE FASTENERS C@ 12"OC ALONG INTERMEDIATE FRAMING MEMBERS. m ;n � e � �— - STL STUDS PER PLAN, TYP g 1) N°' <<m [8] PROVIDE SIMPSON 1/4"0x1 7/8"TITEN HD SCREW ANCHOR PER 9/S7.03. MIN CONCRETE EDGE DISTANCE PARALLEL TO TRACK 3 1/2". ---N— CO T < '5� a ��� NUJ .. 0 iiIIll F a I� C m 'Eli i /� a � t�t} �� UI none SHEAR WALL SCHEDULE - 27M1L SHEET STEEL PLAN - SHEAR WALL END 4 PLAN - INTERSECTING CORNER SHEAR WALLS PLAN-INTERSECTING SHEAR WALLS o N ill 0SCALE: 1"= 1'-0" (01434DM) SCALE: 1"= 1' 0" SCALE: 1"= 1'-0" (07085M) SCALE: 1"= 1'0" -el" _ ill! Sil 12 OT 0 Vs CONSULTANT 0, m m BUNDLED STUDS PER - __,11/— TN • Nr- W • PLAN (MIN (2)WALL I II i ROOF CLIP AT STUDS) ----T-- . ROOF CLIP AT SUPPORT PER PLAN STL STUD §i SHEAR WALL PANEL EDGE I II SUPPORT PER PLAN PER PLAN — — — a SCREWS PER SHEAR WALL 11 1 SHTHG PER PLAN (2)#10 SCREWS @ 12"O.C. I i 1 g I SCHED AT(1) HD COMPRESSION I I I STANDING SEAM PURLIN TO TOP TRACK TRACK PER PLAN 1 I I I STUD&WALL END STUD, FIELD I I.1 I 1 HOLD-DOWN & ROOF PER PLAN SCREWS AT ALL OTHER STUDS • i••�.1 •i ROD PER PLAN I T/SLAB j L L )s ANCHOR PL3/4x5"xREQ'D 'i •i��i i \ IT- r .. ., --. ,-- _� � PER PLAN .... ., •d II • •..t I I M ST SPAN MIN " "II \I - 1 - - /t— -- d • • �. 2ad 4r 7(2) FLUTES ' I'ii i� I --.---� -- '��.� 1 � . a a' d Z BOT TRACK / I I • • I--r-r r I .2 II 1 STANDING SEAM III I PER PLAN ROOF PER PLAN FLAT STRAP PER PLAN <' I 1 in 1 • 1 1 1 CONC OVER =• • T/SLAB :1 . I. ..,.-•. I • • 1 I I 11 METAL DECK I I 1 . 1 . I I • I H PER PLAN <: . I • : • • �d'a.• - • • I I I I i PER PLAN I I SCREW ANCHOR W/ 03 Cs • - : ' 0 d. f I 1 5/8" EMBED, SIZE & - _s d•. r - PURLIN PER PER SHEAR WALL SCHED I I i PLAN "s •- SPACING PER SHEAR z• I 1 1 1 I WALL SCHED : i I � 0 11 01 I 2'0" MIN s O. 2d7 !` STL STUDS PER PLAN STL STUDS PER PLAN / I •�1 I o MIN TOP TRACK PERI I � NOTES: . c.c. PLAN I I I I I I II I E q TACK j I / SHTHG PER SHEAR WALL i i i [1] BOTTOM TRACK BEARING REQUIREMENTS PER 6/S7.00 V a vi'm SCHED I I 1 [2] FIRST ANCHOR MIN 12" FROM END OF TRACK. PROVIDE AT LEAST(2) I II 1 i -IV- co b I " ANCHORS PER TRACK PIECE. 1,g TYPICAL SHEAR WALL TYPICAL SHEAR WALL TO LLI a. c HOLD-DOWN TO CONCRETE OVER METAL DECK PERPENDICULAR TO ROOF DECK ROOF PURLIN LAP WITH SHEAR WALL CONCRETE OVER METAL DECK CONNECTION m• 6oi SCALE: 1'=1'-0" SCALE: 1 1/2"= 1'-0" 8 SCALE: 1 1/2"=1'-0" 9 I SCALE: 1"= 1'-0" (07050BM) LI-m g m n. o o5 J_ a, 01421 (STEEL STUDS) [1] 5 HOLD-DOWN SCHEDULE Q N A A W ANCHOR o TYPE STUDS REQUIRED SCREWS DIAMETER _I a. AT HOLD-DOWN [2] J 2 Q S/HDU4 (2)600S 200-54 (6)#14 5/8" .5' Ct W 42:( LL 1 NOTES: CD rtU) [1] TYPICAL HOLD-DOWN DETAILS PER 6/S7.03 LLI [2] PROVIDE PANEL EDGE SCREWS AT HOLD-DOWN STUDS PER SHEAR 0 V WALL SCHEDULE. CONNECT STUDS TOGETHER PER STRUCTURAL f I� Q GENERAL NOTES. PROVIDE BACK TO BACK STUDS FOR HOLD-DOWN TO fir•/ (� < CONNECT TO AT END OF STUD BUNDLE. �/�� r= r�'1 C• �I F— LLI J CI) < J Z g HOLD-DOWN SCHEDULE0 a SCALE: 1"= 1' 0" (01421) Ce Q D IAC > 0 CD• O 1ct- TITLE us 0 # DATE DESCRIPTION uI 1 8/16/18 CHECK SHEET#1 N. RESPONSE N I,- I 2 9/5/18 CHECK SHEET#2 to ESPONSE 9 Z;-) 0 co 151 2 To 0 0 J REVISIONS iii Author Checker w DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 09/24/2018 DATE • 18031-0057 DCI PROJECT NUMBER S7 . 03 Otak ,,.E,:„,,,0„,,„:„:„: :,,.,:::::„ ,,„,!,;:„ OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 01402 PORTLAND, OR 97204 REINFORCING MAIN 503.287.6825 SIZE GRADE 40 GRADE 60 \NWW:OTAK.COM #4 20 24 �IckUCTUp d #5 25 30 °v PROF-IN < 36 #7 35 42 �� -74858PE�f y- � � #$ 40 4$ cii,ft::: ts .cORE ON CH 23, NOTES: 4F �' CNW' 1. DEVELOPMENT AND LAP SPLICE LENGTHS INDICATED SHALL BE USED UNLESS EXPIRES: 12-81-19 SPECIFICALLY NOTED ON DRAWINGS. STAMP 2. REINFORCING MAY BE CONSIDERED TO BE SPLICED WHEN PLACED IN ADJACENT ® E -I a GROUTED CELLS AND IF THE BARS ARE SPACED NO FARTHER APART THAN 1/5 THE cfl B REQUIRED LENGTH INDICATED AND NEVER FURTHER APART THAN 8". CQ ai �;a Cr o N t U1 I J gal 3. ALL TABULATED VALUES ARE IN INCHES. 1CI) a� ' a il': ,V2 o v rt 1IIll TYPICAL LAP SPLICE AND DEVELOPMENT r 02.E °co U a • LENGTH SCHEDULE FOR STRUCTURAL MASONRY o N N3 0SCALE: 3/4"= 1'-0" (01402) 1N_ 1111 1 E`u T O Ga C)Q L V© STD HOOK CONSULTANT i CORNER REINF TO —CORNER REINF TO 11 MATCH HORIZ REINF TYP MATCH HORIZ m WALL REINF h W I i :1:;1 IMF: �,.141 1tilr" : iI. .. A -, . /./ /-,l/ =.1 as W :u t• I : 'i�,,--CROSS WALL t .. .. Q / riY �� ow 4II/ rte/ W m M! o $ AT CORNERS AT INTERSECTIONS p a) a 4. NOTES: .2 c cV a-_ 1. LAP LENGTHS PER REINFORCING LAP SPLICE AND DEVELOPMENT LENGTH /2 3 SCHEDULE FOR CMU. ..Py. oe 2.WALL REINFORCING PER PLANS, ELEVATIONS, SECTIONS AND DETAILS. at bti t o.� 3. CORNER REINFORCING AT FOOTING AND STEMWALLS TO MATCH FOOTING ~ 0 c3 AND STEMWALL HORIZONTAL REINFORCING. 2.a •PLAN - TYPICAL CORNER REINFORCING a. al 10 AT CMU WALLS 0 I m SCALE: 1" = 1'-0" (04002) (-- 1 t- v .. `FOR WALL SECTIONS 16" OR SMALLER, PROVIDE(2)TYP VERT REINF, MIN m o CORNER REINF PER TYP HORIZ CMU CONTROL JOINT LOCATION& Lr; 10/S8.00 TO MATCH REINF AT WATERPROOFING N TYP CONT HORIZ o REINF IN HORIZ REINF,TYP T/WALL PER ARCH T/WALL ' BEAM ATBFLLRp \\�\\\\� CONTROL JOINTS rn . N ROOF LINE THRU 46 OR R f4)TYP HORIZ a OR ROOF REINF AT FLR, STOP HORIZ REINF r) PER PLAN i ROOF LINE W/ AT CONTROL JOINT, MIN 16"DP � '` TYP UNO TYP HORIZ REINF i BOND \\\ \ I� TYP VERT REINF, EA SIDE OF IN BOND BEAM, \ CONTROL JOINT, TYP AT OPNG \ OP NG TYP (2)TYP VERT I \ � (n REINF MIN, TYP r \ TYP HORIZ REINF .J AT CORNERS 1 OP ING , \ 2 0 M\ \ PER PLAN (09 c[ Q (2)TYP VERT TYP HOOK IF 1 REINF MIN,TYP MIN LENGTH TYP HORIZ REINF 0 AT OPNG �- I, `\ \\AV\\\\ IN BOND BEAM tii T/FTG � ` AT SILL w 0 PER PLAN FOR SLAB lo __ TYP HORIZ REINF CO � I/ LU o IN FIRST COURSE 17. d v°'i '. —DOWELS TO MATCH VERT REINF H z -5 "' (PROVIDE STD HOOK PER STRUCT NOTES: w Q NOTES AS READ) 1.TYPICAL REINFORCING PER STRUCTURAL GENERAL NOTES. LU CO Q 2. INFORMATION NOT SHOWN PER TYPICAL SECTIONS. G LLI 3. CMU WALLS ARE SOLID GROUTED. Q J V rI . Z g ELEVATION - TYPICAL REINFORCING IN CMU WALL d J SCALE: 1°=1'-0" (04000) Ce41110 Q F liCilt (.....)D 0 I o I— P U3 1 TITLE co I e # DATE DESCRIPTION u) 3 9/24/18 IFC N N- 0 0 0 w LI Cl) Si 2 m o I ci REVISIONS °' ii Author Checker a) DRAWN BY CHECK BY w ISSUED FOR CONSTRUCTION STATUS 09/24/2018 DATE 18031-0057 DCI PROJECT NUMBER 3 S8100 Otak SITE INFORMATION OTAK ARCHITECTS, INC. TAX LOT: TLID 1S136CD01501 808 SW THIRD AVE., SUITE 300 PORTLAND, OR 97204 ZONING: GENERAL COMMERCIAL C-G MAIN 3.287.6825 .OTAK.COM t°Z VICINITY MAP •�a 3720 BRIAN R.FLEENER 5.1 ti` f '\.-A'\;. °7` ,3 tkiFATLAND, OR.c.\* Ce 1.11 ,,..../ �0 J N5 OF A ,f 1 1 6/26/2018 ' STAMP / J iFlri PFAFFLE STREET ..- a E.:::::::!:...,:,:::::::: :::. \ \ al \ \ . ..\ 7 f e ,, .off PROJECT SITE CONSULTANT Cn \/F `I . O �! 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P1 • 6 METAL STUDS, SPACING PER '";Ill -_ ',, olIPP' .' a4- - 12"SHOTCRETE WALL, REFER • 5/8" TYPE X GYPSUM BOARD • 5/8"TYPE X GYPSUM BOARD 808 SW THIRD AVE., SUITE 300 STRUCTURAL DRAWINGS STRUCTURAL DRAWINGS AO' :: • 6" METAL STUDS WITH 19R .-, • 6" METAL STUDS WITH 19R PORTLANr, OR 97204 _ P1.1 • WALL TYPE PER P1 0. 1111 :.- • BATT INSULATION,24"OC BATT'INSULATION, 24" OC ,, • .. - - MAIN ' 3.287.6825 • +3/4" CORRUGATED METAL • 5/8"TYPE X GYPSUM BOARD _, , ' • 5/8"TYPE X GYPSUM BOARD =.0TAK.COM SIDING(ONE SIDE) , • 5/8 TYPE X GYPSUM BOARD • :,E, 41IV 40" - • 5/8"TYPE X GYPSUM BOARD . _ . - .. P1.2 • WALL TYPE PER P1 - •-4110"- •-'' AP" .:.: . _, .. , •A _ - .;• '.*:4 :. '.'• n IA ' t • +3/4"GYP BOARD FINISH (ONE ;ill 1,',': 1 0111 - ••• •....-. ,.-' .; •,, ; sr.00, •..,.. .4iit.-,; , SIDE) 4111 . - S...4 3720 Vet „ _,. . ..• BRIAN R.FLEERER 5-4 P1.3 • WALL TYPE PER P1 7 - - - . .. , • +3/4"GYP BOARD FINISH (TWO , I •,; -. • . .•- .- ... . SIDE) " '' ., ilv, . , . .. WORTLAND,OR .4. .;__ , • " - - - - ' ////////// ////////// ///////// ///////// "//////// //////////. OF O26/2018 ///////////77////./// NOTE: NOTE: 1. 2 HR RATING PER GA FILE NO. WP 1522 1. 2 HR RATING PER GA FILE NO.WP 1522 STAMP WHERE NOTED ON CODE SUMMARY SHEETS WHERE NOTED ON CODE SUMMARY SHEETS 2. NON - BEARING WALL 2. BEARING WALL 1 „, 2 P1 - 6" STUD PARTITION 1 ' P2 - 6" STUD WALL 3 1 P3 - 6" STUD WALL 1 P4 - 12" SHOTCRETE WALL ,: : 4 : ASSEMBLY: NA FIRE: NR STC: NA ' ASSEMBLY:WP 1522 FIRE: 2 HR STC: NA 3 ASSEMBLY:WP 1522 FIRE: 2 HR STC: NA ' ASSEMBLY: NA FIRE: NR STC: NA CONSULTAN;;.!.0...,... i.:,:.,,..,:,1.1;.1.1....i,i:..:.:, •...-. .,... A - A IOW',ilia W 1 • 5/8"GYPSUM BOARD ' • , 1 ::',WO :' W2 • 5/8"GYPSUM BOARD • / .' W ' W3 • 5/8"GYPSUM BOARD ' . , W4 • 5/8"GYPSUM BOARD V METAL STUDS WITH 19R T METAL STUDS WITH 19R • 5/T GYPSUM BOARD • 5/8"GYPSUM BOARD ......„..... BATT INSULATION, SPACING BATT INSULATION, SPACING ''. .., • 6" METAL STUDS WITH 19R - ,, , • 6"METAL STUDS WITH 19R .-.„„„„ :•:., ..., o PER STRUCTURAL DRAWINGS ' PER STRUCTURAL DRAWINGS ._ BATT INSULATION, SPACING 0. 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BEARING WALL I W1 EXTERIOR - 6" WALL 6 1 W2 - EXTERIOR - 6" STUD WALL 7 I W3 - EXTERIOR - 6" STUD WALL 8 W4 - EXTERIOR - 6" STUD WALL 5 I ASSEMBLY:WP 1522 FIRE: 1 HR STC: NA I ASSEMBLY:WP 1522 FIRE: 1 HR STC: NA I ASSEMBLY:WP 1522 FIRE:2 HR STC: NA ASSEMBLY:WP 1522 FIRE:2HR STC: NA • • . ..,.•_-...._,.......-.- A W7 • 5/8"GYPSUM BOARD _-_-.. - 4- • W8 • 12"SHOTCRETE WALL, REFER W5 • 6" METAL STUDS WITH 19R II W6 • 6" METAL STUDS WITH 19R .• : • 12" SHOTCRETE WALL, REFER _•-. • _. .•,. - STRUCTURAL DRAWINGS AD BATT INSULATIONSPACING W.411111 BATT INSULATION, SPACING . - A- --. - 14 . STRUCTURAL DRAWINGS .......,____ - .• , PER STRUCTURAL DRAWINGS filb,..-4111W IIII PER STRUCTURAL DRAWINGS _ -. . - • . • v ' • - . . - • . • 5/8" GYPSUM BOARD . , , , ...-- .- • .. .0 - • 4/110 • 1/2"AIRGAP • /T PANELS a • 7/8" HAT CHANNELS P-: : ,.. ;,-,'; • • "_ ; -"- ' I. • • - . W7. • 1 • WALL TYPE PER W7 W8.1 • WALL TYPE PER W7 , 411) • 2 1/4" BRICK CLADDING SO` ' • 1 1METAL _ - t .',' ".r. ,. ._ ;,. . _.• ,. ' ' ._- -• •,' ... . + 1/2"AIR GAP _ • . •.f - • + 1/2"AIR GAP adill 111,' W ') VV7.2 • WALL TYPE PER VV7- • -... . •. • +2 1/4" BRICK CLADDING - . -.r ' . ,-'.• , ,. 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W9 • -1/2" DRAINAGE BOARD W10 • METAL PANEL CC) : -2 • • • BENTONITE WATERPROOFING - ...•_ ,,t1, • WEATHER RESISTANT BARRIER • •-• . e- . .:. •, , • • CONCRETE WALL • .. • - . - - , „,• , •, • CONCRETE WALL 2 . 4. . •.,:,.--.: • , -• - • R-19 BATT INSULATION 1°.m. -F--.."--' W • METAL STUD F._. .. . ... , W9.1 • ELASTOMERIC PAINT -..*: • GYPSUM BOARD CO - CO • CONCRETE WALL -' . •-. • , , W CO -.; . I ‘, • ,!•• . i D, . ._... . , . ., .---,-. .- :-.-.• -,•. AI- ....1 F...' z , . LII . , . ,, ,-. :.•- ''' --: :4.4. .- -,4" 4 J __ .._ *,' -4A '• • I- •.• ' -. Z 0 ,, . .. .. •, , _ _• -J ////////%%9 //// etI.:""i" Ct < , .., F— (I) 1..1) z 0 0 mom= 0 I- P- 13 1 4 (...) _ W9 - 10-12" CONCRETE WALL W10 - 10-12" CONCRETE WALL S1 - SOFFIT 1 5 ASSEMBLY:WP 1522 FIRE: 3 HR STC: NA ASSEMBLY:WP 1522 FIRE: 3 HR STC: NA ASSEMBLY: WP 1522 FIRE: 3 HR STC: NA • METAL DECK-SEE STRUCTURAL DRAWINGS • R-11 CONT. BATT INSULATION • PURLINS • R-19 BATT INSULATION • LONG TAB BANDED SYSTEM Fl • CONCRETE SLAB ON GRADE EZ . CONCRETE F3 • POST TENSION CONCRETE _-7_ 1/4"SLOPE • VAPOR BARRIER • METAL DECK REVISIONS • SUBGRADE 4/ 6444446 NS CW ‘ DRAWN BY CHECK BY . 'it; _. 1-•• - . 1i - " >r .„ ' ii' ,--,1-- - _ U• ' _ "u - - u • . Ax ISSUEDUS FOR CONSTRUCTION .., , . • , .. ., 4 . . . - . A , ' - • ' • ii.2• - -• STAT `ie-41:0414.444,•441•40040-41,44*-4440.1' 4 % I _ . _. _ . A, . , • 1 . - - ' . r • = II• ... ---- I: ;-- ii : . c ' z ft - IL ; 9/25/2018 - :_ •"_c : '1, :'',..-'1. '. . •.r ' • DATE NOTE: 18167 1. FLOOR SYSTEM IS NON-RATED PER IBC TABLE 601 PROJECT NUMBER 1 Fl - CONCRETE SLAB ON GRADE F2 - TYPICAL DECK F3 - PT SLAB R1 -FILLED CAVITY ROOF SYSTEM Al . 01 Fl F2 F3 R1 ASSEMBLY: NA FIRE: NR STC: NA ASSEMBLY: NA FIRE: NR SIC: NA ASSEMBLY: NA FIRE: 3 HR STC: NA ASSEMBLY: NA FIRE: NR STC: NA ©2018 OTAK,INC. • Otak HARDWARE SET HW SET NO: 01 - EXTERIOR RATED EXIT ONLY FROM STAIR. 3070 HW SET NO: 08- OFFICE PRIVACY, OUTSWING 01-1 STOP. DOOR SCHEDULE DOOR NUMBER: A101 A105 S108 DOOR FRAME OTAK ARCHITECTS, INC. 3 EA HINGE 5BB1 4.5 X 4.5 NRP 630 IVE 3 EA HINGE 5BB1 4.5 X 4.5 652 IVE 808 SW THIRD AVE , SUITE 300 1 EA FIRE EXIT HARDWARE 98-EO-F 626 VON 1 EA PRIVACY LOCK AL4OS SAT 626 SCH DOOR DOOR OPENING MATERIA FIRE PORTLANII, OR 97204 1 EA SURFACE CLOSER 4040XP CUSH TBWMS 689 LCN 1 EA OH STOP 450S 630 GLY MAIN3.287.6825 1 EA CUSH SHOE SUPPORT 4040XP-30 689 LCN 1 EA KICK PLATE 8400 10" X 1 112" LDW 630 IVE Level NO COUNT LOCATION TYPE WIDTH HEIGHT THICKNESS L FINISH MATERIAL FINISH HARDWARE RATING COMMENTS WW1t .OTAK.COM 1 EA KICK PLATE 8400 10" X 1 1/2" LDW B4E 630 IVE 3 EA SILENCER SR64 GRY IVE 1 SET SEALS 700SA CL NGP LEVEL 01 1 EA DOOR SWEEP C627A CL NGP I LEVEL 01 101a 1 STAIR A A 3'- 0" 7'- 0" 1 112" HOLLOW MTL PAINT HM PAINT 01 90 MIN INSULATED 1 EA THRESHOLD 425HD AL NGP HW SET NO: 08.1 - OFFICE STORAGE OUTSWING KEYED LOCK LEVEL 01 101b 1 STAIR A A 3'- 0" 7'- 0" 1 112" HOLLOW MTL PAINT HM PAINT 90 MIN + S106 LEVEL 01 103a 1 CORRIDOR C 6'- 0" 6'-8" 2" HOLLOW MTL PAINT HM PAINT Y 3720 HPAINT W SET NO: 02.4- BI-PARTING ENTRANCE DOOR WITH PINCODE READER LEVEL 01 103b 1 CORRIDOR A 4'- 0" 7'-0" 1 1/2" HOLLOW MTL PAINT HM � BRIAN R.ELEENER Al D7 3 EA HINGE 5BB1 4.5 X 4.5 NRP 652 IVE LEVEL 01 103c 1 CORRIDOR A 4'-0" 7'-0" 1 112" HOLLOW MTL PAINT HM PAINT 1 EA ENTRANCE LOCK AL53PD SAT 626 SCH LEVEL 01 104 1 MACHINE RM A 3'-0" 7'- 0" 1 1/2" HOLLOW MTL PAINT HM PAINT 03 • 9 1 EA WALL STOP WS407CCV 630 IVEIORT1AND, OR ,:c.EA ELECTRONIC KEYPAD KP2000EM 628 SCE LEVEL 01 105a 1 STAIR B A 3'- 0" 7'- 0" 1 1/2" HOLLOW MTL PAINT HM PAINT 90 MIN REMAINING HARDWARE BY DOOR MFG BIO 3 EA SILENCER SR64 GRY IVE — 0 � LEVEL 01 105b 1 STAIR B A 3'- 0" 7'- 0" 1 1/2" HOLLOW MTL PAINT HM PAINT 01 90 MIN INSULATED ACCESS BY KEYPAD. USER PRESENTS PINCODE, BI-PARTING DOOR OPENS FOR HW SET NO: 08.2- OFFICE PASSAGE INSWING WALL LEVEL 01 106 1 FIRE RISER A 3' 0" 7' 0" 1 112" HOLLOW MTL PAINT HM PAINT 03.1 90 MIN 6/2612018 ENTRANCE. LEVEL 01 107 1 ELECTRICAL A 3'- 0" 7'-0" 1 112" HOLLOW MTL PAINT HM PAINT 03.1 90 MIN S109 LEVEL 01 108 1 JANITOR CLOSET A 3'- 0" 7'-0" 1 112" SOLID MDF PAINT HM PAINT 08.1 LEVEL 01 109 1 RESTROOM A 3'- 0" 7'- 0" 1 112" SOLID MDF PAINT HM PAINT 08.4 STAMP HW SET NO: 03 - INTERIOR EQUIPMENT ROOM DOOR, OUTSWING, HOLD OPEN CLOSER 3 EA HINGE 5BB1 4.5 X 4.5 652 IVE LEVEL 01 110 1 RESTROOM A 3'- 0" 7'- 0" 1 1/2" SOLID MDF PAINT HM PAINT 08.4 1 EA PASSAGE SET AL1OS SAT 626 SCH LEVEL 01 111 1 BREAK ROOM A 3'- 0" 7'- 0" 1 1/2" SOLID MDF PAINT HM PAINT 08.2 A106 1 EA KICK PLATE 8400 10" X 1 1/2" LDW 630 IVE 1 EA WALL STOP WS407CCV 630 IVE LEVEL 01 112a 1 LOBBY B 3'- 0" 7'- 0" ALUM/GLASS CLEAR ALUM ALUM CLEAR ALUM 05 90 MIN VERTICAL MAIL SLOT IN LOWER PANE OF 3 EA HINGE 58B1 4.5 X 4.5 NRP 652 IVE 3 EA SILENCER SR64 GRY IVE GLASS OPPOSITE PULL HANDLE 1 EA STOREROOM LOCK ND8OPD RHO 626 SCH LEVEL 01 112b 1 CORRIDOR A 3'- 0" 7'-0" 1 1/2" SOLID MDF PAINT HM PAINT 08 1 EA SURFACE CLOSER 4040XP SHCUSH 689 LCN I LEVEL 01 113 1 TRASH C 10'- 0" 7'-9" 2" STEEL PAINT STEEL PAINT 1 EA CUSH SHOE SUPPORT 4040XP-30 689 LCN HW SET NO: 08.4—EXTERIOR OFFICE PRIVACY, INSWING OH STOP j LEVEL 01 114 1 CORRIDOR A 3'- 0" 7'- 0" 1 1/2" HOLLOW MTL PAINT HM PAINT 3 EA SILENCER SR64 GRY IVE DOOR NUMBER: S107 LEVEL 01 115 1 CORRIDOR F 10'-0" 8'-0" 1 1/2" BY MFR PRE-FIN BY MFR PRE-FIN LEVEL 01 116 1 CORRIDOR F 10'-0" 8'-0" 1 112" BY MFR PRE-FIN BY MFR PRE-FIN HW SET NO: 03.1 EXTERIOR EQUIPMENT ROOM DOOR, OUTSWING, HOLD OPEN CLOSER 3 EA HINGE 5BB1 4.5 X 4.5 630 IVE LEVEL 01 117 1 CORRIDOR D 7'- 10 112" 7'- 0" BY MFR PRE-FIN BY MFR PRE-FIN 02.4 A102 1 EA PRIVACY LOCK AL4OS SAT 619 SCH LEVEL 01 118 1 CORRIDOR D 7'- 10 1/2" 7'- 0" BY MFR PRE-FIN BY MFR PRE-FIN 02.4 1 EA SURFACE CLOSER 4040XP 689 LCN LEVEL 01 A 94 STORAGE UNIT E 7'-4" 7'- 0" 1/2" BY MFR PRE-FIN BY MFR PRE-FIN 04 CONSULTANT 1 EA WALL STOP WS407CCV 630 IVE 3 EA HINGE 5BB1 4.5 X 4.5 NRP 630 IVE LEVEL 01 B 25 STORAGE UNIT E 3'-4" 7'- 0" 1/2" BY MFR PRE-FIN BY MFR PRE-FIN 04 1 EA STOREROOM LOCK ND80PD RHO 626 SCH 1 EA KICK PLATE 8400 10" X 1 1/2" LOW B4E 630 IVE 1 EA SURFACE CLOSER 4040XP SHCUSH 689 LCN 1 SET SEALS 700SA CL NGP LEVEL 01 io4467 1 A 3'- 0" 7'- 0" 1 1/2" 1 EA CUSH SHOE SUPPORT 4040XP-30 689 LCN 1 EA DOOR SWEEP 200NA CL NGP LEVEL 027 1 SET SEALS 700SA CL NGP 1 EA THRESHOLD 425HD AL NGP [ LEVEL 02 201 1 STAIR A A 3'- 0" 7'- 0" 1 112" HOLLOW MTL PAINT HM PAINT 90 MIN ,, 1 EA DOOR SWEEP C627A CL NGP LEVEL 02 203 1 STAIR B A 3'- 0" 7'- 0" 1 1/2" HOLLOW MTL PAINT HM PAINT 90 MIN 1 EA THRESHOLD 425HD AL NGP LEVEL 02 A 121 STORAGE UNIT E 7'-4" 7'-0" 112" BY MFR PRE-FIN BY MFR PRE-FIN 04 I LEVEL 02 B 35 STORAGE UNIT E I 3'-4" 7'- 0" 1/2" BY MFR PRE-FIN BY MFR PRE-FIN 04 HW SET NO: 04- ROLL-UP STORAGE UNIT DOOR LEVEL 03 CASCADE PACIFIC INVESTMENTS I LEVEL 03 301 1 STAIR A A 3'- 0" 7'- 0" 1 1/2" HOLLOW MTL PAINT HM PAINT 90 MIN I 333 S STATE STREET#V-144 A108 I LEVEL 03 303 1 STAIR B A 3'- 0" 7'-0" 1 1/2" HOLLOW MTL PAINT HM PAINT 90 MIN I LAKE OSWEGO, OR 97034 HARDWARE BY DOOR MFG B/O I LEVEL 03 A 112 STORAGE UNIT E 7'-4" I 7' 0" 1/2" BY MFR PRE-FIN BY MFR PRE-FIN 04 I TEL: (866)-930-9390 x11 HASP JANUS I LEVEL 03 B 88 STORAGE UNIT IE 3'-4" 7'-0" 112" BY MFR PRE-FIN BY MFR PRE-FIN 04 I OWNER LEVEL 04 HW SET NO: 05- EXTERIOR ALUMINUM RETAIL ENTRANCE DEADBOLT INSWING. I LEVEL 04 401 1 STAIR A IA 3'-0" 7'-0" 1 1/2" HOLLOW MTL PAINT HM PAINT 90 MIN I I LEVEL 04 403 1 STAIR A A 3'- 0" 7'-0" 1 112" HOLLOW MTL PAINT HM PAINT 90 MIN I S101 I LEVEL 04 A 99 STORAGE UNIT _ E 7'-4" 7'- 0" 112" BY MFR PRE-FIN BY MFR PRE-FIN 04 I 1 EA CONT. 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COIL F. OVERHEAD W {l, D ♦i1 Q 0 V z LLI Q Q = DR DC Q CD 0 0 CI) a � ct QA9? OTYPES " 0 0 I-- IT 0 REVISIONS NS OW DRAWN BY CHECK BY ISSUED FOR CONSTRUCTION STATUS 9/25/2018 DATE 18167 PROJECT NUMBER A1 . 21 0 2018 OTAK, INC. Otak ,,,,,,e„-,;;;e4 t4 „,,,1511,0„:„.,:cp,,A1 ta, OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 PORTLANf , OR 97204 MAIN J3.287.6825 WW' OTAK.COM, P-31‘ X720 vet c...,, 3720 B.FLEENER • e %MTLAND. !R 6/26/2018 STAMP 4'-8 3/4" CONSULTANT 3'- 10 1/2" 3'-10 1/2" 1'-5" y 3'-3 3/4" -a' 1 :e:. -1 0. `r MO:: M it_ - - CASCADE PACIFIC INVESTMENTS \ 333 S STATE STREET#V-144 \ LAKE OSWEGO, OR 97034 TEL: (866)-930-9390 x11 N . OWNER co o ' in \ ti c i \ co I-- , / O / N /' Zs) , / LEVEL 01LEVEL 01 '1' '1' 0'-o" V--- o'-o" 19 6 STOREFRONT - 6 5 STOREFRONT - 3 A1.31 SCALE: 1/2"= 1,-0" A1.31 SCALE: 1/2" = 1.-0" '/' 9'-0 L 9'-0" 1 4'-6" 4'-6" 3'-0 1/4" ,, 2'- 11 1/4" ,, 3'-0 1/4" f 1 .1 - . 'v N V' r n Mk V) 6 N A8.02 A8.02 a. 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BRICK VENEER , •. lez.... , '::.-4- ,_„,-., _ I 1:,-,. - I 10" — METAL CLADDING PANEL :::: .: -;,-,: ! y • . _ I SEE PLAN 1 . , AI RAIN SCREEN FURRING . , ... ,. :- -,-- i /--- i . _ I • ' . - -:4 , A' _ . -le :,,,,, -•':;z', i WRB •• . . •._, / i;• • ,.. , :- -. - • 4 •. _ _..._ .. . •.., „ - • • --m REVISIONS 1 -.;Di I ( , I 2.,.I tiv*e. in '4.- :A • j 4-.. 11 ' rl . • 41'r 1 ,,..,_ : vii 2 1" MIN AIR GAP •- /CD! ---------1C3K `Pat m .-` :-• *- '-;.. . -- . - - ' : '?` - - -'' . -1 NS CW i W21 SEE PLAN - ,- . •,,,„- L':'• .' k -.:1171111111.W.LA .2 1 .5.- ---. • 4 — DRAWN BY CHECK BY 1 L WEATHER RESISTIVE BARRIER ,...„;, , .-. ALA- /.,„ -- , -•. ,... 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WATEIRPROOFING 18167 /- / PROJECT NUMBER / MDF IIIE 1 • : •,-. : _- • ..._ .. - -: :": '. . : . -'-'•- -• ''.• ___ 1 I 1 I 1 1 1 1 / 8 DETAIL 2 STOREFRONT SILL AT BRICK 5 JAMB AT 1HR WALL - PLAN 1 BRICK TERMINATION DETAIL A8 . 02 A8.02 SCALE: 3/4"= 1-0" A8.02 SCALE: 3"= 1-0" A8.02 SCALE: 3"= 1-0" A8.02 SCALE: 3"= 1'-0" @ 2018 OTAK,INC. • Otak -..orristr,dg OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 PORTLANr, OR 97204 MAIN 133.287.6825 :OTAK.COM BRIAN R.FLEEt4ER 0 % RiLAND,1 OF 01'16/26/2018 STAMP ININJ / : _ h‘ I , illt.../ O, CONSULTANT ev ril 11 r.,.. t., ,,,,,,,,,„,„ „„,„,,„,w; ,. a. 0 ,v.,, CASCADE PACIFIC INVESTMENTS 333 S STATE STREET#V-144 LAKE OSWEGO, OR 97034 TEL: (866)-930-9390 x11 i i'or OWNER & 4 //1711:441: : - :ts- (ID . , i /if.: 414. b : 11111111 cb v.1111174 6 1 4 1 4 Ill 4 1 Ill 11//1 1 1* Siiii :: /9/ .3 i) CD I< w 0 _ . 0 ct / 0 i-- < E- _ „.,....„..... / o, H in ci") LI— w —1 • Iiiii ir: < : UJ : ,;," irhorp111114111111 -----...... CO 1.5 CD lie 4/11111iiiiriaili ... ri .LI ct , 11111%%•14*/ */74 / a / cb u) o LU : i,- pi yr giss.. 04111 011 II.II r` UJ , _ s, , 1 I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 iiiiiiii 141111iiirr,1111 1 1 111141111 / q) i VP : 26, -4p IIIIIIIIIIiiiiiio‘ip it /-64 -23/4 / / i . REVISIONS NS CW DRAWN BY CHECK BY A' B' ISSUED FOR CONSTRUCTION STATUS 9/25/2018 DATE 18167 PROJECT NUMBER 1 LEVEL 02 - Callout 1 2 LEVEL 02 - Callout 2 A8 • 03 ©2018 OTAK,INC. A8.03 SCALE: 3/8"= 1-0" A8.03 SCALE: 3/8"= 1-0" - . otak OTAK ARCHITECTS, INC. 808 SW THIRD AVE., SUITE 300 • PO RTLAN r, OR 97204 MAIN ' 33.287.6825 VVVV\ _OTAK.COM MIN.18 GA.MTh STUDS FACING .4t1°137201 -yee i OPPOSITE DIRECTIONS TO ALLOW ,_(... rel BRIAN R.FLEENER MOUNTING PLATE ATTACHMENT 0 0 - 92 MIN.DEEPER IF REQUIRED % )ORTLAND,OR OF 6 ° 6/26/2018 u L9 STAMP 14 GA STEEL RUNNER TRACK- , 3 CUP FLANGES AND FOLD WEB ..ir TO FORM ATTACHMENT FLANGE I TYPE C 12 GA.WIRE POWDER-ACTUATED DIAGONAL SEISMIC f MIL WALL STUDS IL St o% BRACING AT 4.-0"0.C. 1/ 8.' ANCHOR AT CEILING CLIP _-,------- i EXPENDED CEILING -12 GAUGE VERTICAL on MAX. MAX. 47:•ei----------- / 1 \I/ I( i , i ,‘, ,4 12 GAUGE FIXTURE HANGER WIRES AT EACH - HANGER WIRE(TYP.) I : I CORNER OF FIXTURE(HANGER WIRES PROVIDED / / to." 4 I 4 1/ BY CEILING CONTRACTOR) // 1 1 -.... {.., CUSPENDED T-BAR LI i..- 6 1/ : , /--92 IVIIN.DEEPER IF REQUIRED LIGHT (2)SEISMIC HOLD- / I . 1 ; I ; I ; I .i, I , I GRID 41- , I H, I , I ; I ; I ; I I ; I// CONSULTANT 1•0..............„, • 12 GAUGE LATERAL SUPPORT WIRE WITHIN 3"OF N.---------„., FIXTURE DOWN CLIPS AT EACH EACH CORNER OF LIGHT FIXTURE. SPLAY WIRES AS / \ ''' ‹ / --."'""". *''' = END OF FIXTURE / ...$ I"" SHOWN AND FASTEN TO STRUCTURE WITH A .tc = . ACOUSTIC CEILING TILE I. MINIMUM OF(3)TIGHT WRAPS AT EACH // Zf w ... *-5 -- "..... ...,,-- CONNECTION POINT / 1/80 POP RIVOT AT ALL TEES ALONG ONE / , WALL IN CEILING PERIMETER EDGE ANGLE / o mW......7pon:. re P i Ihmoom N.b., 18 GA MU.RUNNER TRACK- -.A ANGLE CLIP FASTENED TO .00- - ILL 8 CLIP FLANGES TO FIT OVER 5/160 DRILL-IN__.--- -------- STRUCTURE AND BOLTED TO 2 -.. STUDS u VERTICAL COMPRESSION BRACE CASCADE PACIFIC INVESTMENTS .' EXPANSION ANCHOR 333 S STATE STREET#V-144 TYPE B Z 1"X2"X12 GA.MIN. LAKE OSWEGO, OR 97034 . - - 60°MAX. TEL: (866)-930-9390 x11 . . STEEL STRAP , #12 HANGER WIRE AT 4'-0"0.C.IN CONT.20 GA. _iii----",,,..„.,H, 45° VERTICAL 1"0 EMT CONDUIT . ' BOTH DIRECTIONS(ALL HANGER OWNER SEISMIC STRUT AT 6'-0"0.C. WIRES TO HAVE MINIMUM(3) (MAXIMUM LENGTH:10'-0") TIGHT WRAPS OVER 1"DISTANCE) BACK UP PLATE 1 \\NN t -__ ----1,-- 45° 12 GAUGE SPLAY WIRE BRACING IN PLANE OF EACH TEE,45°VERTICAL ANGLE IN BOTH DIRECTIONS,96 SQ.FT.MAX.,START WITHIN 45° \ ' 1 4, 44i '111 * 4.-0"OF WALL '\111%11 , to . RECESSED FLUORESCENT LIGHT .""114441::., , , ,,It \ 04 1 4,7 MAIN RUNNER ii• ,- , ..„ 46.•• At 45° i 444.:4411 i..) tp ROSS TEE c7. Z.-., NOTE:PROVIDE SEISMIC JOINT AT lt,,,, 6t CEILING AREAS GREATER THAN MAIN RUNNER CROSS TEE loo. NOTES: 2,500 SQUARE FEET z 8 1 1. PROVIDE MOUNTING DETAILS TO SECURE ALL WALL MOUNTING TYPE A ' EQUIPMENT AS REQUIRED 6 BLOCKING DETAILS 4 RECESSED LIGHT FIXTURE BRACING 2 SUSPENDED ACT SEISMIC BRACING , A8.11 SCALE: 3/4"= 1'-0" A8.11 SCALE: 1 1/2"= 1'-0" A8.11 SCALE: 3"= I-0" POWDER-DRIVEN FASTENER("HILTI"OR EQUAL) ____ ,_ ,...i,.. ,...31,.„..:0;,1,,I..______ ANGLE CLIP PINNED TO CEILING STRUCTURE \ ri 1 1 / SHEET METAL ANGLE CLIP ANCHORED TO UNDERSIDE OF STRUCTURE AND BOLTED TO VERTICAL COMPRESSION BRACE VERTICAL COMPRESSION POST:USE 10 EMT ....._.----- AT 6'-0"O.C.MAXIMUM(MAXIMUM 10 FOOT II DF:4 (4)12 GAUGE STEEL HANGER WIRES VERTICALLY AT SHEET METAL CLIP WITH FASTENERS / - = 41 LY---, \ UNDERSIDE OF STRUCTURE If / , 45°IN OPPOSING DIRECTIONS V 1"X 2"X 12 GA.MIN. STEEL STRAP WITH :*" LENGTH) APPROPRIATE FOR STRUCTURE PSR. BOLT TO VERTICAL COMPRESSION / 5/16"0 DRILL-IN STRUT. FIELD VERIFY ACTUAL IP MI U EXPANSION ANCHOR , "1------------ 12 GA.VERTICAL / CONDITIONS ' ' UNDERSIDE OF I . ., 12 GAUGE SPLAY WIRE BRACING IN 404 i STRUCTURE \ HANGER WIRE ••-•••• PLANE OF EACH TEE,VERTICAL 0.005 STEEL TUBING VERTICAL r COMPRESSION STRUT 1- 4 \ \ ANGLE AT 45°IN BOTH DIRECTIONS __1.........A, '''' ,. / ...... (96 SQ.FT.MAX PER BRACE.START 4"-CILAX. ••:4. \ WITHIN 4-0"OF WALL) 12 GA.WIRE BRACES AT 45°IN- -r-N .r (4)DIRECTIONS TIED TO MAIN 1 en Nk ./ '''-., ....... RUNNER AND CROSS TEES 1-----------L. v. N 1 COMPRESSION STRUT 12 GA.HANGER WIRE 1 ------ ... + AT 41-0"0.C.TYPICAL \1 1 )' l U -II{ SUSPENDED ACOUSTIC 7,7 (MINIM (3)TIGHT 45° .,>, CEILING IN T-BAR GRID IN BOTH DIRECTIONS UM WRAP OVER 1" ,:;•:' . •."••: . . TYPICAL , . #' ' I ?.. . . • 1'-2" I. • ,' DISTANCE) . '•• MAIN RUNNER ,• •* • --,' CROSS TEE dc-i. ‘N*Ns --- SOFFIT ABOVE MILLWORK 6 3------ .)1 • ILI NOTE: SPLAY WIRE BRACING & COMPRESSION POST CD ct .,- 1. AREA OF CEILING SUPPORTED NOT TO EXCEED 144 SQ.FT. 2. MAXIMUM BRACE SPACING NOT TO EXCEED 12.-0"O.C.EACH WAY,6.- "MAX.FROM WALL. 3. BRACE POINT ON MAIN RUNNER NOT TO EXCEED 2 INCH DISTANCE FROM CROSS RUNNER. MAIN g 0 SELF-TAPING#8 X 1/2"DRIVE ''' ,, SUSPENDED ACOUSTIC CEILING HANGER WIRES BRACING NOTES P... Ci CL N.:::: . • 0 < T BAR GRID MAIN a.' SCREW CLIP ON END OF VERTICAL SIDE VIEW POWDER-DRIVEN FASTENER("HILTI"OR EQUAL) o :>"'"..,,,o... RUNNER 1.VERTICAL POSTS MAY NOT BE REQUIRED IN SOME CD .. CITIES AND NOT ENFORCED IN ALL SEISMIC ZONES. STRUT CLIP ..". 444.1 CROSS 11 . I= SHEET METAL ANGLE CLIP ANCHORED TO UNDERSIDE 2.BRACING WIRES TO BE ATTACHED A MAXIMUM OF 0 .,. 1c1.4 - UNDER CABINET LIGHTING OF STRUCTURE 45°TO THE PLANE OF THE CEILING AND PARALLEL TO CO ,%.,. -4 ' TEE • 1.--- :e? THE COMPONENTS AT THE BRACING POINT. BRACE f W 2-1" ---r-Ar-r--- ZO iNi (4)12 GAUGE STEEL HANGER WIRES VERTICALLY AT V WRAPS WIRES TO BE TMINIMUM.AUT AND TIED AT BOTH ENDS WITH(3) i SEISMIC JOINT _1 45°IN OPPOSING DIRECTIONS TIGHT SO -1 w . 1 ' 1 .... / SEISMIC JOINT CLIP NOTES LU col- < IP Pll II . f-'- POWDER-ACTUATED I- OC.LOI3P5OSNP ENDRISTEELNGOFLlJNDERSIDE OF I / FASTENER AT CEILING CLIP 1.PROVIDE SEISMIC JOINT FOR EVERY 2,500 SQUARE CO 15- LLI STRUCTURE .,..0, 8"MAX. FEET OF CEILING AREA. Z 0 VERTICAL STRUT 1'4 (. 00\ ' --"-------------------12 GAUGE VERTICAL WIRE 2.ICC#ESR 1308(FOR ARMSTRONG BERC CLIP ONLY) 4. (TYPICAL) C., -... COMPRESSION STRUT /ir --, CL Au.„„„,„„,„„,„„,,„,i,....„,„„, Di i ii /, •s., GENERAL NOTES FOR W ti- 0 SELF-TAPING#8 X *A 1 1/2.COLD ROLLED / '''- 1/8'POP RIVOTS AT ALL MEMBERS II I' 1/2"DRIVE SCREW 4 4"MAX. I , STEEL CHANNELS AT ON TWO ADJACENT WALLS STANDARD CEILING SYSTEMS 1- 4°4 Et -.1- t .3 et) 0, I / N . , 1 4'-0"O.C. CD o LLI 8 TYP CASEWORK DETAIL , --reallr"--- MAIN RUNNER T-BAR GRID tIN 4 0 if 41) 1 7/8"X 20 GA.HAT CHANNELS AT 24"O.C. WALL ANGLE(TYP.) 1.INSTALL PER ASTM C636. Il 2.CONSULT LOCAL BUILDING CODE FOR ADDITIONAL REQUIREMENTS OUTSIDE OF MANUFACTURER'S ill CD imm. g•-) i- = INSTALLATION INSTRUCTIONS(INCLUDING,BUT NOT A8.11 SCALE: 1/2"= 1'-0" ,.SECTION VIEW LIMITED TO,BRACING OF TRANSITIONS AND ADDITIONAL SEISMIC REQUIREMENTS). 3.FIELD VERIFY ALL CONDITIONS AND DIMENSIONS. NOTES: NOTE: PAINTED GYPBOARD / 8"MAX. '-,,r4i *ALL INTERIOR STAIRS SHALL HAVE 2"WIDE CONTRASTING COLOR STRIPES AT THE NOSING COMPRESSION STRUT SIZING TABLE 1. AREA OF CEILING SUPPORTED NOT TO EXCEED 144 SQ.FT. OF THE UPPER APPROCH AND THE 2. MAXIMUM BRACE SPACING NOT TO EXCEED 121-0O.C.EACH WAY,6-0"MM.FROM WALL. LOWER TREAD. MINIMUM SIZE MAXIMUM VERTICAL SUSPENDED GYPBOARD CEILING HANGER WIRES OF MEMBER SPAN OF ASSEMBLY 7/8 \ e` • 11/4"MAX. 1114"MAX SPLAY WIRE BRACING )')( \ 1/2" EMT CONDUIT 0.042"WALL TH. 4-0" REF.IBC\ASCE 3-4 PAGE 2,INSTALLATION,ITEM 3.: CAT DEF ATTACHED BERC 2 ''•-'" .---‘`- •::.• • € , : 3/4" EMT CONDUIT 0.049"WALL TH. 5.-2" MIN. ,", 1" EMT CONDUIT 0.057"WALL TH. 6'-6" 3.LATERAL FORCE BRACING:i .12"MIN, 11/4' EMT CONDUIT 0.065'WALL TH. 8'-2" WHERE SUBSTANTIATING DESIGN CALCULATIONS ARE NOT PROVIDED,HORIZONTAL RESTRAINTS SHALL BE EFFECTED BY FOUR NO. A/ ,k- 11/2' EMT CONDUIT 0.065'WALL TH. 91-10" 12 GAGE WIRES SECURED TO THE MAIN RUNNERS WITHIN 2 INCHES OF THE CROSS RUNNER INTERSECTION AND SPLAYED 90 / ••..' REVISIONS 8" 1 2“ EMT CONDUIT 0.065"WALL TH. 11'-4" DEGREES FROM EACH OTHER AT AN ANGLE NOT EXCEEDING 45 DEGREES FROM THE PLANE OF THE CEILING.A STRUT FASTENED TO . 1 , 21/2" EMT CONDUIT 0.072"WALL TH. 16-6" THE MAIN RUNNER SHALL BE EXTENDED TO AND FASTENED TO THE STRUCTURAL MEMBERS SUPPORTING THE ROOF OR FLOOR 4,007 .04 '•- ,.--,,,,.... ... NS CW in TREAD7,,MIN.,.:, 7 MIN., 4"MAX. ... 3" EMT CONDUIT 0.072"WALL TH. 20.-2" ABOVE.THE STRUT SHALL BE ADEQUATE TO RESIST THE VERTICAL COMPONENT INDUCED BY THE BRACING WIRES.THESE ,..,„ ,...,-;;" DRAWN BY CHECK BY 4" EMT CONDUIT 0.083.WALL TH. 26.-0" HORIZONTAL RESTRAINT POINTS SHALL BE PLACED 12 FEET ON CENTER IN BOTH DIRECTIONS WITH THE FIRST POINT WITHIN 6 FEET •••. 7/8'1 --, TREAD 1*MAX. --...-,-- „...,.,.,..!, N- 1-5/8'X 25 GA.STUD 61-2" FROM EACH WALL.ATTACHMENT OF THE RESTRAINT WIRES TO THE STRUCTURE ABOVE SHALL BE ADEQUATE FOR THE LOAD , , ACOUSTIC CEILING PANEL ISSUED FOR CONSTRUCTION •"-- ,----- 40 . •., „.>,„,„„„„,,„,,„ ,, 2-1/2"X 25 GA.STUD 101-6" IMPOSED.LATERAL FORCE BRACING MEMBERS SHALL BE SPACED A MINIMUM OF 6 INCHES FROM ALL HORIZONTAL PIPING OR k=-11 '.:4-.,.." ‘1 '• 3/4'X 1/2'X 0.059 CHANNEL 2'-2" DUCT WORK THAT IS NOT PROVIDED WITH BRACING RESTRAINTS FOR HORIZONTAL FORCES.BRACING WIRES SHALL BE ATTACHED -'-'-' ''.. STATUS , 1-1/2"X 9/16"X 0.059 CHANNEL 2'-9" TO THE GRID AND TO THE STRUCTURE IN SUCH A MANNER THAT THEY CAN SUPPORT A DESIGN LOAD OF NOT LESS THAN 200 0/ /..°./..°....°" k'•" ',,.'•--,, .,..-, POUNDS OR THE ACTUAL DESIGN LOAD,WITH A SAFETY FACTOR OF 2,WHICHEVER IS GREATER. CAT C 3/8'CLEARANCE BERC 2 ..• 9/25/2018 o .-:-.4.:;::--.. ''',*,.•-,., DATE N•,::' ,, ''''-;‘' ' I- 4,. „::-.;.,h ., '''..q:":---,.', 18167 -rs,., \I • PROJECT NUMBER 7 STAIR DETAILS 5 SUSPENDED ACT COMPRESSION STRUT 3 SUSPENDED CEILING HANGER WIRES 1 TYPICAL SUSPENDED CEILING DIAGRAM A80 1 1 A8.11 SCALE: 3/8"= 1-0" A8.11 SCALE: 1"= 1-0" A8.11 SCALE: 1 1/2"= 1-0" A8.11 SCALE: 1 1/2'.= 1-0" 0 2018 OTAK,INC. . --