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<br /> Qualit Assurance and S ecial Ins ection-IBC 2015 Structural Loads �=J�J="J
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<br /> 1 . Special Inspector shall be hired by the owner to perform the following special E. WOOd CotlStruCtion: Pet' 1705.5 itlCluding but t10t limit2d t0: AmericanProPerty�e�e�opme�t ���.
<br /> inspections per IBC Section 1704. The type and frequency of special inspection, a. High load diaphragms per 1705.5.1 SNOW LOADS. AC�CIItIOC1aI ItetllS__ 110110thAvenueNEsuite550
<br /> structural testing and subsequent reporting conforming to the requirements of b. Periodic special inspection for nailing, bolting anchoring and other Roof Snow Load Pf = 25 psf (Ground Snow Load=15 psf) Building Location 47.97452°N, -122.2015°W Bellevue,WA98004
<br /> IBC sections 1705 shall be submitted by the inspection and testing agencies to fastening components including wood shear walls, wood Importance Factor I = 1.0 '
<br /> the architect/structural engineer for approval. diaphragms, drag struts, braces, shear panels and holdowns\ Exposure Factor Ce = 1.0 R2CIUC1CIa11C�/ FaCtOrS: (CONSULTANI"SLOGOANDADDRESS)
<br /> where fastened spacing of the sheathing is 4" oc. or less. Thermal Factor Ct = 1.0 � North/South Direction 3rd floor and rho = 1.0
<br /> 2. Testing Laboratory: Retained by owner and satisfactory to Architect/Structural F. Soils per 1705.6, Table 1705.6 and the following: Above � �0����
<br /> Engineer and governing code authority to perform required tests and inspections a. Excavations and backfills e n s i n e � � ; n 9
<br /> of this contract and applicable code. b. Foundation placement WIND LOADS: East/West Direction 3rd floor and rho = 1.0 201 N. Maple Grove Ste. 100
<br /> G. Sprayed fire-resistant materials per 1705.14 (see architectural Basic Wind Speed (3-Second Gust) V = 110 mph ! A bove 5 BOISE IDAHO 83704
<br /> 3. Material Certification: Submit laboratory test reports certifying materials are of specifications) North/South Direction Below 3rd floor rho = 1.3 Phone(208)342-7168
<br /> identifiable tested stock to owner, testing laboratory, Architect/Structural H. S ecial cases er 1707.1: Risk Category I I LE JOB# 154191.00 .
<br /> p p Exposure C East/West Direction Below 3rd floor rho = 1.3 ALLSTRUCTURALDETAI�USEDONTHIS
<br /> Engineer and, upon request, to governing code authority. If laboratory test a. Epoxy and grout set bolts and reinforcing bars. P�,NARE�oPYR��HT � OFLOCHSA
<br /> ENGINEERING OF IDAHO. HE RE-USE OF
<br /> reports cannot be made available, testing laboratory \will perForm tests as I. Smoke control per 1705.18: See mechanical specifications for Internal Pressure Coefficient GCpi ± 0.18 r ACCE TABLEIWI HOUTOWF2IT'fENCONSENT
<br /> directed by Architect/Structural Engineer. Contractor shall pay testing laboratory CeC,UIreIYIeI�tS. ROOI LIVe LOadS. OFLOCHSAENGINEERINGOFIDAHO.
<br /> for costs related to tests and inspections of unidentifiable materials or materials Wind Base Shear: Roof Live Load 20 psf(reducible)
<br /> furnished without laboratory test reports, materials found deficient after initial 5. Structural Observations M� H F
<br /> Wind (East-West) 3rd Floor and Wind (North-South) 3rd Floor and Above �P oF w Nti
<br /> tests and inspections, or materials replacing deficient materials. A. Construction observation specified by the Structural Engineer of Record is Above 480 kips 215 kips Multi-family Live Loads: P P�� "�T '
<br /> for general conformance with design aspects only and is not intended in � °
<br /> 4. The following inspections are required and shall be performed per the building any way to review the Contractor's construction procedures. The Wind (East-West) Below 3rd Floor Wind (North-South) Below 3rd Floor Stair, Corridor, Lobby (at First Floor) & 100 psf �� r
<br /> code or as requested by the engineer of record. See the following for material Structural Engineer of Record has no overall supervisory authority or 614 kips (Total Wind) 263 kips (Total Wind) other public rooms
<br /> specific requirements in cases where the requirements listed in the applicable actual and/or direct responsibility for the specific working conditions Stair, Lobby (All other floors) 80 psf
<br /> codes and these requirements are redundant the more stringent criteria shall at the site and/or for any hazards resulting from the action of any trade SEISMIC LOADS: Private Rooms and Corridors Serving 40 psf ,� °r�RA� ENG�� �
<br /> apply: contractor. The Structural Engineer of Record has no duty to inspect, Risk Category I I Them �SS�0 h A L EN`'\
<br /> A. Inspection of fabricators per 1704.2.5.1 supervise, note, correct, or report any health or safety deficiencies to Residential Balconies 60 psf 05�9o�o��zo2
<br /> B. Steel construction per 1705.2, Table 1705.2.3, AISC 360-10: Chapter N the owner, contractors, or other entities or persons at the project site. Importance Factor 1.0
<br /> and the following: B. The contractor shall provide the registered design professional Soil Site Class C
<br /> a. Shop welding unless performed on premises of an approved performing the construction observations adequate notice to schedule Ma�Jp2CI Sp@CtC'aI ReSpOI1S2 PafKlllg LIVe LOaCJS: COPYRIGHT C�2005, ALL RIGHTS RESERVED
<br /> fabricator as defined in IBC Section 1704.2.5.1 appropriate site visits for structural observation. Acceleration Parking Floor 40 psf{Unreducible) SUBMITTAL/REVISIONS
<br /> b. Field welding including shear studs (when permitted) C. Structural observation means the visual observation of the structural SS - 1 .316 g S1 - 0.500 g Concentrated Load 3000 Ibs # DATE DESCRIPTION
<br /> c. Field welding of inetal deck per appropriate ICC evaluation report. system for general conformance to the Contract Documents at significant 1 03/28/18 ADDENDA#1
<br /> and per IBC 1705.2.2 and SDI QA/QC. construction stages and at completion of the structural system. Structural
<br /> d. Welded guardrail per IBC 1705.2.1 observation does not include or waive the responsibility for the inspection Soil Factor Coefficients: 1 st Floor Live Loads: a 04/20/18 ADDENDA#4
<br /> 0 e. High strength bolting required by IBC Section 110 or other sections. Fa = 1 .0 Fv = 1 .30 Lobbies Retail and First Floor Corridor 100 psf 5 05/29/18 ADDENDA#5
<br /> C. Concrete construction, shotcrete construction and post-tension D. The owner shall employ a registered design professional to perform Offices 80 psf �
<br /> construction per 1705.3, Table 1705.3 and the following: structural observation when required by IBC 1704.6 for items listed below. Concentrated Load All Conditions 2000 Ibs
<br /> a. Testing laboratory will review concrete mix design data and will Observed deficiencies shall be reported in writing to the Architect, special Spectral Response Coefficient: � �
<br /> perform the following concrete tests at frequency indicated in inspector, and contractor. The contractor shall respond to these items in SDS = 0.878 g SD1 = 0.433 g
<br /> ACI 318-Section 5.6 writing indicating how they have been resolved. At the end of the project, 3rd Floor Plaza
<br /> b. Prepare four test cylinders for compressive strength testing in the structural observer shall submit to the building official a written �eismic Design Criteria: Exterior Plaza and Balconies 100 psf
<br /> compliance with ASTM C39, ACI 318 and ACI 318- Section 5.6 statement that the site visits have been made and identify any reported Concentrated Load All Conditions 2000 Ibs
<br /> and field cure. Test one cylinder at 7 days, two cylinders at 28 deficiencies that, to the best of the structural observer's knowledge, have Analysis procedure Two Stage Procedure: Above Level 3: � )
<br /> days and retain remaining cylinder for tests until completion of not been resolved. (Wood Framed Apartments) Equivalent
<br /> Force Procedure Stora e Live Loads:
<br /> project. Determine concrete compressive strength at 28 days a. Structural observations shall consist of a minimum of 4 site visits to g
<br /> based on average of two cylinders tested. Additional cylinders visually review the installed seismic force resisting elements. Level 3 and Below: (Concrete Podium) Light Storage 125 psf
<br /> may be required depending on weather conditions, see structural Equivalent Force Procedure
<br /> 0 engineer and concrete general notes. Seismic Design Category � Miscellaneous Live Loads:
<br /> Also see Shotcrete notes on sheet S0.06 for shotcrete testing Seismic Response Coefficient: Wood CS = 0.135 Guardrails/Balcony Rails 50 plf or 2001bs.
<br /> requirements. Framed Constructuion 3rd Floor and
<br /> c. Entrained air content in compliance with ASTM C231 for air Above Mechanical Equipment Weights Furnished by Manufacturer
<br /> entrained concrete. Structural System Wood Framed Light Framed Wood Walls with Wood
<br /> d. Bolts, embedded plates and post-installed mechanical anchors Construction 3rd Floor and Above Structural Panels
<br /> (expansion anchors) installed in concrete. Response Modification Factor 3rd R=6.5 .�i
<br /> e. Reinforcing, pre-stressing and post-tensioning steel and Floor and Above
<br /> mechanical reinforcing bar splices: During placement and/or �
<br /> during stressing. Seismic Response Coefficient: CS = 0.176
<br /> D. Stud rail installation Concrete Framed Construction Below �
<br /> 3rd Floor �
<br /> Structural System Wood Framed Special Reinforced Concrete Shear Walls N
<br /> Construction Below 3rd Floor (� �
<br /> Response Modification Factor Below R=5.0
<br /> 3rd Floor � �
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<br /> Seismic Base Shear: � �
<br /> Seismic (East-West) 3rd Floor and Seismic (North-South) 3rd Floor and Above � �
<br /> Above 896.5 kips 896.5 kips Q � F-
<br /> Seismic (East-West) Below 3rd Floor Seismic (North-South) Below 3rd Floor � z
<br /> 3105 kips (Total Seismic) 3105 kips (Total Seismic) � � -
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<br /> Post Installed Mechan�cal Anchors Shot Pins � o w
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<br /> 1. M e c h a n i c a l a n c h o r s s h a l l n o t b e i n s t a l l e d w i t h o u t p r i o r a p p r o v a l o f e n g i n e e r 1. S h o t pin f a s t en ers shall not be installed without prior a p proval of enqineer W �
<br /> unless specifically detailed on the drawings. unless specifically detailed on the drawings. o W
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<br /> 2. Over-drill as indicated by the Epoxy Manufacturer, and to the 2. Installation and special inspection of fasteners shall be performed as required
<br /> depth indicated on the structural drawings. by ICC reports and manufacturers instructions.
<br /> 3. Clean hole per manufacture requirements. 3. Shot pins shall not be used for seismic anchoring or bracing applications, z
<br /> unless approved by the governing jurisdiction. rn
<br /> 4. The following expansion type anchors are structurally acceptable for V
<br /> use in uncracked, cracked, and seismic concrete applications: 4. Shot pins in post-tension concrete are permitted only when the supplier can -
<br /> Simpson Strong-Bolt 2 Wedge Anchor- ICC ESR-3037 show that concrete spalling will not occur and are located so as to preclude �
<br /> Hilti Kwik Bolt TZ Steel Anchors - ICC ESR-1917 damage to tendons and tendon anchorage. � W
<br /> Powers Power-Stud+ - ICC ESR-2818 z 0
<br /> 5. See plans and details for spacing. The minimum spacing and edge distance � J (n
<br /> 5. The following expansion type anchors are structurally acceptable for for shot pins in concrete shall be 3" oc. with 1" min. embed, uno. � � W
<br /> use in fully grouted masonry: �
<br /> Hilti Kwik Bolt 3 - ICC ESR-1385 6. The following shop pins are approved for non-tension, shear only use in solid o ~
<br /> Powers Power-Stud+ - ICC ESR-2966 grouted masonry: z � �
<br /> Hilti Low Velocity X-U 0.157" dia. ICC-ESR 2269 � � z
<br /> 6. The following screw type anchors are structurally acceptable for use in � U
<br /> � uncracked, cracked, and seismic concrete applications: 7. The following shot pins are approved for non-tension, shear only use in �
<br /> = Simpson Titen HD Anchors - ICC ESR-2713 uncracked concrete: � �
<br /> � Hilti Kwik-HUS-EZ - ICC ESR-3027 Hilti Low Velocity X-U 0.157" dia. ICC-ESR 2269 Z �/
<br /> � ITW RedHead Tapcon - ICG ESR-2202 Powers 0.145" dia. Powder Driven Fastener, ICC 2024 O `,,,_
<br /> � Powers Wedge Bolt+ - ICC ESR-2526 Ramset Duo-Fast 1500k ICC 1799 � w
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<br /> � 7. Installation and inspection of post installed anchors shall be perFormed as 8. The Following shot pins are approved for tension and shear in steel: � o �'
<br /> � � �
<br /> > required by ICC reports and manufacturer's instructions. Hilti Low Velocity X-U 0.157" dia. ICC-ESR 2269
<br /> o Powers 0.145" dia. Powder Driven Fastener, ICC 2024 p�,N,NgY
<br /> � Ramset Duo-Fast 1500k ICC 1799 AC
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